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RC-08-1426Architect/Engineer's Name (if applicable) Describe Work: C,p Miami Shores Village Building Department 1 0050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING " "ECEf VED Permit No. 4-11 PERMIT APPLICATION MAR 1 7 tag M as ter Permit No. toe J Z 6 FBC 2004 as we 4.40 Permit Type (circle): Building Roofing Owner's Name (Fee Simple Titleholder) . man t / ��G✓ Phone # (Xi - 0 )Ct Owner's Address a-0 Pi l0 / 8 ? - City IM MAAA , i)'1 / 6a-- State Zip 33)7 Tenant/Lessee Name Phone # Job Address (where the work is being done) WG &h I c I . City Miami Shores Village County Miami -Dade Zip FOLIO / PARCEL # Is Building Historically Designated YES NO ` Contractor's Company Name 2 1 J 1 t 0 ,112. U 6-7-A, Phone X (T " e t $ O 2-3 Contractor's Address 22 sup g 2_C .n City 't ( kl-'l I ,s • Zip 5 t '`t Qualifier Name 14 -TIZIC (0 4, , v biZV e7A Phone # S q $q 80 2'5 State Certificate or Registration No. C 6) C 00 (.013c . Certificate of Competency No. dg. a 1 C3 AM %).S3 re ! AINAA4 t iq �4' dr p} B ° d � � _ i S bo ., �4 4) QF, leek zfi r ,� V ? ue 9f ' Q �Rft Pe r f, '600 Sq ! �� ' g#R y $ ett.) Vete W nor winos A ilf to � ,d � r toiri �;:- ati , r TtnA qt ij 4 o " ° ;r , • Wen QAlteration DNe Phone # ❑ Demolition l t. IRS ©F f ►.D'i l Zi LLA � t U fZ IJ.J-l.) 4 Do l Ti au CX 1.345 * *** *** ** x * ****>k ********** ** **** *** * ** F e e s * *** *�x>k** ** *** * * * *** * * * ** xx� *>k�x****** * * * *** ** 1Pt10 / o Submittal Fee $ Permit Fee $ �J A � CCF $ Notary $ Training/Education Fee $ g,.. 6"k-1 aC Technology Fee $ • ni _j';; Scanning $ / 5 'CO Radon $ DPBR $ Zoning $ Bold $ Code Enforcement $ Double Fee $ Structural Review. $ Total Fee Now Due $ ail( Q'01 . . See Reverse side -> Bonding Company's Name (if applicable) • Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice -of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Alss atc,+ertijied copy of the recorded notice of commencement rust be posted at the job site for the first inspection which occurs seven he building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fe d. Signature c ..... ) NOTARY PUBLIC Sign: Print: My Commission Expires: APPLICATION APPROVED BY: (Revised 07/10/07) r Agent The foregoing instrument was acknowledged before me this AD day of Ate, - CJ.1, 5 1MUNL cz 2, who a or who has produced As identification and who didfakgagojth. : •02:1 MAYDA L. PEREZ ' ` ds Notary Public - State of Florida •E My Comm. Expires Nov 19, 2012 w- I DD 839988 Assn. Contractor The foregoing instrument was acknowledged before me this A® day of UI ZL,Gt . 2001, by 1409R U UNZJe-`ffl who ' on. y no o me or who has produced as identification and who did MAYDA L. PEREZ • Notary Public - State 01 Florida = =4i►�tr ... tree Nov 19, 2012 • ommis: # DO 839988 Assn. NOTARY S Print: 0 20 I Z My Commission Expires: N6 v a ad I Z * * * * * * * * * * * * * * *a:****** **** : ****************** ** x**** ************ ******s:* ********* **** * **** * **L** ****** ****** Plans Examiner Engineer Zoning yr BUILDING PERMIT APPLICATION FBC 2004 Permit Type (circle): Building Owner's Name (Fee Simple Titleholder) Owner's Address (y20 OF in 1 Cit T'Y) i Shpt State FL, Tenant/Lessee Name Phone # 3C5 - 0100 Job Address (where the work is being done) ( C) i 5-1- City Miami Shores Vill e County Miami -Dade FOLIO / PARCEL # - -an-219n Is Building Historically Designated YES Contractor's Company Name Contractor's Address City State Qualifier Name P -k „.- Z . C. H"" u State Certificate or Registration No. CG-C, 0"), ( Architect/Engineer's Name (if applicable) Type of Work: Describe Work: WA 4t Submittal Fee $ Bond $ Code Enforcement $ Structural Review. $ Miami Shores Village Building Department f0050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. IP Master Permit No. Roofing DAddition ❑ Iteration ❑New zip 3? r j Zip - 2 t b°9 Phone #17 Certificate of Competency No. Value of Work For this Permit $ / ,O P V Square / Linear Footage Of Work: 6 . Double Fee $ Phone # 4® 5 - L2 -xC-f Phone # ❑ Repair/Replace ❑ Demolition *, *, * * *, ** ** * * * * * * * * *, * * *, ** * * * * *, Fees * * *** * * * * * *, * * * * *, * * * * ***** ** * ** ** * * * * * * * ** h c�� Permit Fee $ Notary $ nn Training/Education Fee $ 1 -4 0 Scanning $�Ol . 00 Radon $ DPBR $ Total Fee Now Due $ Zip 3 . 3y0 i .699 q}\e/n o• U i (05 _ RJ MQV 2 4 Nag BY: ... ®o .............. CCF $ MOO Technology Fee $ j Zoning $ 453.' -0 See Reverse side -3 Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved r nd a reinspection fee will be charged Sign: (Revised 07/10/07) Owner or Agent Contractor �2 The foregoing instrument was acknowledged before me this The fore ing instrument was ac e, befo t is day of , 20 ® °(, by 5P elei.C.1.1 a t &.._, day of 20 by r •� wl I l i w ersonally known to me or who has produced who is • ers a y known to e or whh�as produced 1 i e fir . •� • F i `eid who did take an oath. , MAYDA L. PEREZ Notary Public - State of Horida • My C "`' • Expires Nov 19, 2012 00 899988 Ass NOTARY PUBLIC: Print: R My Commission Expires: k) ON) 14k ` Z® 12-- **************************************************** * * ** * * * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY: Signature NOTA ' Y PUBLIC: Sign: g�A Print: T1C V jjllrs 1QUTP_;iY 1'UR My Commission Expires: u "� C ,, j *** 11. " 71 25 5 9 ' Cow z3,2a1 miser Plans Examiner Engineer Zoning (')LVner's Na tit c: aloft Form SECTION HIGH VEL(!t.'ITY - 'HURRICANE ZONES REQUIRED OWN 1524.1. As t pertains to this section. it is the responsibili required ro ) :ing permit, and to explain. to the owner the the Florida 3uilding Code, Building govern the minim. system inst t .lations. Additionally, the following items s owner and :he contractor. The owner's initial in the adja 1. z kesthetics- Workmanship: The workmansh Zone) ire f , r the purpose of providing that the roofing s performanc E standards. Aesthetics (appearance) issues provisions.. k.esthetic issues such as color or architectur be address( c l as part of the agreement between the owne 2. I tenailing Wood Decks: When replacing ro renailed in : ccordance with the current provisions of Ch .Building C • de. (The roof deck is usually concealed prio 3. 1 .ommon Roofs: Common roofs are those units (i.e. to wnhouses, condominiums, etc.), in building owner shot: d notify the occupants of adjacent units of r 4. r.xposed Ceilings: Exposed, open beam ceil viewed fror I below. The,owner may wish to maintain th penetration of the underside of the decking may not be Option of rr. tintaining this appearance. 5. ' onding Water: The current roof system an cause water to pond (accumulate) in low -lying areas of t • "distress and may require the review of a professional s expectancy and performance of the new roofing system. roofing sysi em is removed. Ponding conditions should 6. )verflow scuppers (wall outlets): It is requi overloaded from a build up of water. Perimeter /edge wa overflow sc ippers (wall outlets) are not provided. It ma with the Flc rida Building Code, Plumbing. ' • ✓entilation: Most roof structures should ha of the struc .tral assembly (the building itself). The exist may be ben .ficial to consider additional venting which c zek mg MF V/ Owner's /Al;:nt's Signature: Contractor'; Signature: Property A 1 lress: Pile : / /j( It) t it ents%20and %21 /Settings/ sky /Deskt ""r:("I'MN_1524[1].hUn )/27 5:46:06 AM 1524 RS NOTIFICATION FOR ROOFING CONSIDERATIONS of the roofing contractor to provide the owner with the ontent of this section.. The provisions of Chapter 15 of m requirements and standards of the industry for roofing ould be addressed as part of the agreement between the ent box indicates that the item has been explained. p provisions of Chapter 15 (High Velocity Hurricane stem meets the wind resistance and water intrusion e not a consideration with respect to workmanship 1 appearance, that are not part of a zoning code, should and the contractor. Ping, the existing wood roof deck may have to be pter 16 (High Velocity Hurricane Zones) of the Florida to removing the existing roof system). hich have no visible delineation between neighboring with common roofs, the roofing contractor and/or offing work to be performed. ngs are where the underside of the roof decking can be architectural appearance, therefore, roofing nail cceptable. The Florida Building Code provides the or deck of the building may not drain well and may e roof. Ponding can be an indication of structural ctural engineer. Ponding may shorten the life Ponding conditions may not be evident until the original e corrected. ed that rainwater flow off so that the roof is not Is or other roof extensions may block this discharge if be necessary to install overflow scuppers in accordance some ability to vent natural airflow through the interior ng amount of attic ventilation shall not be reduced. It n result in extending the service life of the roof. Date: / Permit Number: 1111111101111111111 NOTICE OF COMMENCEMENT CFI.' 2009R08!5405 A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME OF FIRST INSPECTIOMR, 8k 27098 Ps 10861 Ups OF COURT ) gfal '�41 ECORDED 12101/3004 04:02:37 UVINr CLERY� PERMIT NO. TAX FOLIO NO. \1 -Q (•1 - 2.13 ARVEY R IANI -DADE COUNTY' FLORIDA AST PAGE STATE OF FLORIDA COUNTY OF MIAMI -DADE: THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Legal description of property and street / address: S� vti q �s...,:� L �cn��v -.� �cJ 62o Nit 01 s4 4 SLp v'cr� r Ft. _ 3 13 R 2. DiAcription of improvement: 3. Owner(s) name and address: w\A Aka 33 13X Interest in property: 01 w� Name and address of fee simple titleholder: 4. Contractor's nom? and ad ress lO■ a w-o ov St XtA. . $ s l A\) AYS, 3Z 5. Surat : (Payment bond required by owner from contractor, if any) Name and Address: Amount of bond $ 6. Lender's name and address: 7. Persons within the state of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes. Name and Address: 8. In addition to himself, Owners designates the following person(s) to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Name and Address: 9. Expiration date of this Notice of Commencement: (the expiration date Is 1 year from the date of recording unless a different date is specified) .■tomPr ... Sig = re of a er Print Owner's Name 5 I Y ' r e ._ . rn Prepared by P�9(9-e-' (37/ 4 7 2. day of lV b� 20 Address: 2- ? Swam to and subscribed before me this Notary Pub!' Print N on expi !blurry Public • State of Horde My Comm. spares Wav 19, 2012 Coon • 00 839999 took, ihromb National Notary Itatn. N.) 10 \ S ‘c. 3G.-. v-e. s 4 _ it) SIR p '2-1 409 STATE OF FLORIDA, COUNTY OF DADS . — HERESY CERTIFY Met Vila is a rr is copy of Ap r, — « ' :o vI Mod In Th(s office Qn_ r VE = i =S; tilt ianrl end 70. Ir 40 HARVEY RUVIN, CO 13, ROOF , SSEMI3LIES AND ROOFTOP STRUCTURES 15.32 Master Permit No. L ow Slope Roof Area (SF) A 7 Florida Building Code Edition 2004 High - Velocity Hurricane Zone Unfform Permit Application Form. Section LGeneral 1 . Process No. Contractor's Name 0 fit Li t j)�.� l . ' St: • Job Address 6 1\4 5,--. _. .�� .J t-c4 .. ►Vt:oGl�'1►S"�YLS � -371 ROOF CATEGORY. ❑ Low Slope FJ Mechanically Fastened Tile ❑ Morkar /Adhesive Set Tile ❑ Asphaltic iC1 Metal Panel /Shingles ❑ Wood Shingles/Shakes Shingles 0 Prescriptive BUR -RAS 150 ,/ / ROOF TYPE id New Roof t?( Reroofing ❑ Recovering ❑ Repair ❑ Maintenance ROOF SYSTEM INFORMATION Steep Sloped Roof Area (SF) 6° X 70 Osp Section IB Roof Plan) Sketc 1 toof Plan: illustrate all levels and sections, roof drains, scuppers, overflow scuppers and overflow drains. inclui I c dimensions of sections and levels, clearly identify dimensions of elevated pressure zones and location of paraF E t 6. im i Eif •• • • •••• • • • • • • • •• • • • • • • • •• •• • • • • NOV 2 4 2009 a BY: - - -- -- Total (SF) • • • • F A idnali BUILDING CODE — BUILDING • • • • • • • • ••• • • • • • • • • • • • • •• •• • • • •• •• • • • • ••• • • Metal Roc System Field: Roof Slope: ok. Perimeter Width: MIAMPDADE °Delivering Excellence Every Day° Roof System Manufacturer: [Stolith ri,..rd0.erne.4.0..15-‘406, M c. Notice of Acceptance Number:07 "/12" Roof Mean Height: ft. Clip or Screw Spacing for Metal Ref Panel Attachment "o/c Perimeters: Number of screws required per clip: ft Screw Type, Size, & Gauge for Clip or Metal Panel Attachment: #10, 1-1/2"Galvanized Miami-Dade County Building Department Electronic Application Section D Sloped System Description Metal Roof Panels " o/c Comers: " o /c Minimum Design Wind Pressures, (from RAS 127 or Calculations): P 1: P 0 P P 3: Maximum Design Wind Pressures, (From the NOA Specific system): - 67 - 5 psf Fill in the specific roof assembly components. If a component is not required, insert not applicable (n/a) in the text box. —518" Plywood— Deck Type: Optional Nailable Substrate: Optional Nailable Substrate Attachment Method: [n/a 1 Optional Insulation: n/a Optional Insulation Attachment Method: Fire Barrier: VersaShield NOA 07-0103.08 Underlayment Type: 30# feft ASTM D 226 Typffl Underlayment Fastener Type: 11-1/4" RS coil nail- 1 5/8" 12ga. Tin-cap Optional Peel & Stick Membrane: rPolystick MTS Metal Roof Panel: P31 Si9A1 CD cii 2•V Drip Edge,Siree& tee! 23 'ga. — • .9 • • • • • • aaleta • • • 000 • Drip Edge•Mgterial fyiDe: 1 Drip Edge•Fastener Type:GPO 1-1/2: Galvanized • • • •• • • • • • • • • • • • •• • • Hook SttipICItwil gauworwaight 0•0 • • • • 000 • • • • • • • • • • • • • • • • • • • • • • • • • • • • •0 00 • • • 00 •• 0•• • • • •00 • • 1124 94,- CIVIL ENGINEER November 24, 2009 Reileh Engineering Corp. (Consulting Engineer) 2370 S.W. 123 Avenue Miami, Florida 33175 -1174 Tel : 305-823-8008 Fax: 305-823-3300 Ref Wind Loads Evaluation and Fastening Pattern Evaluation Metal Panel Roof System Project: Existing Building 620 Northeast 101 Street Miami Shores, Florida Project Number: 09 -1453 Contractor: Double Diamond Construction Building Information (Information Provided by Client) Height Slope Exposure Category Wind Uplift Evaluation <25 feet 4:12 C II Velocity Pressure, q Suction Pressure, p = 0.00256 lc 111 = 51.29 psf Suction Pressure, p = q ((GC - (Gc Use GC = + 0.18 Parapet Wall Wind Velocity Importance Factor K • . . • • • • • • • • • .• •. . • . • • .. • • . • • . • • • •. • so • Reileh Engineering Corp. - Windload Calculations - "Adkr Moham,.'. Sonny Salleh, P.E.49014 Civil Engineer •.• • • • • •. : N/A : 146 MPH : 1.00 : 0.94 • • • •• • • • • • • • • .. •• • • • • • . • • • • • • • • • • •• . • • • • • • • • • • • • . . • • • • • • • • • • • 8 • • • • • • •• • Project Number: 09 -1453 - Page 1 of 2 Zones Suction Pressure, p. Design Wind Loads Calculation 1 2 3 -55.40 -96.43 - 142.60 • • • • •• •• • • • • • • • •• • • • • • • • • • • • ••• •• • • • • • • •• • ••• ••• • • • • • • • • • •• • • • • • • • • •• •• • • • • Reileh Engineering Corp. - Wind Load Calculations Project Number: 09 -1453 - Page 2 of 2 • •• • • • • •• • • • • • • • • • • • • • •• • • • • • • • • • • • • • • •• •• • • • •• •• • • • • • M 1 A M { DAtIE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVLSION NOTICE OF ACCEPTANCE (NOA) South Florida Metal Supply, Inc. 2783 E. Monroe Street Stuart, FL. 34977 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 1 Snap Lock, 24 ga. Steel Metal Roof Panel LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of pages 1 through 6. The submitted documentation was reviewed by Alex Tigera. • . 00°---46° • • • 3C- ce rte ' v L -- (11 MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 • • •• • • • • •• • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • • •. • • i •� • •' • • • • • • • • • •• •• • • • • • • ••• ••• ••• • • • • 1 • ISOA Ado 07- 0626.07 • . xpiration Date: 10/18/12 Approval Date: 10/18/07 Page 1 of 6 • • • • • • • • • • ••• • • • • • • • • • • • • • • •• • ••• • • • ROOFING SYSTEM APPROVAL: Roofing Metal, Panels (Non - Structural) Steel Wood - 156.75 psf. (See System Limitation #1) Category: Sub - Category: Material: Dec Tvue: Maximum Design Pressure: TRADE NAMES OF PRODUCTS MANUFACTURED OR Test Sueclffications TAS 110 Product 1 /a" Snap -Lock Steel Panel Panel Clip (steel) EVIDENCE SUBMITTED: Test Agency Test Identifier Hurricane Test Laboratory, Inc. Trinar Laboratory Test Certification PRI Asphalt Technologies, Inc. Dimensions 1= various w = 18" Thickness = 24 ga. 1 = 3.750" w = 2.080" H = 1.875" Thickness = 0.050" 0412- 0305 -07 SFMS - 004 -02 -01 TAS 110 Corrosion resistant, formed, steel clips, for metal installation Test Name/Report Date TAS 125 08/07/07 ASTMG23 ASTM B 117 TAS 100 •• ••• • • • • • • • • • •• • • • • • • • • • • • • • • LABELED BY APPLICANT: Product Description G -90 galvani'ed or galvalume panels coated with various approved coatings Fluropan, Kynar, or Hylar. • • • • • • • • • • • • • • • • • • • • • • • •• • • • • •• • • • • • • • •• • • • • • • • • • • • • • • • • •• •• • • • 07/24/07 • ••• ••• ••• • • • • %OA to 07 -0626.07 . • • • XxpiraEn dale: 10/18/12 Approval Date: 10/18/07 Page 2 of 6 TABLE A Maximum Design Pressure Field Per e r a I�Corner' Maximum Design Pressure - 114.25 psf. • • 6:75 sf Maximum Fastener Spacing 16" o,c. • • • • . • • • „• " 1. Extrapolation shall not be allowed • • ••• • • • • • • • APPROVED ASSEMBLIES: SYSTEM A: Deck Type: Deck Description: Slpoe Range: Maximum Uplift Pressure: Deck Attachment: Underlayment: Valleys: Fire Barrier Board: Metal Panels and Accessories: 1 -3/4" Snap -Lock Steel metal Roof Panel Wood, Non - insulated New Construction or Re -roof 15 /32" or greater plywood or wood plank. 2 ":12" or greater See Table A Below In accordance with applicable Building Code, but in no case shall it be less than 8d ring shank nails spaced 6" o.c. In reroofing, where the deck is less than 19 /32" thick (Minimum 15 /32 ") the above attachment method must be in addition to existing attachment. Minimum underlayment shall be an ASTM D 226 Type II installed with a minimum 4" side -lap and 6" end -laps. Underlayment shall be fastened with corrosion resistant tin -caps and 12 gauge 1 ' /a" annular ring -shank nails, spaced 6" o.c. at all laps and two staggered rows 12" o.c. in the field of the roll. Or, any approved underlayment having a current NOA. Valley construction shall be in compliance with Roofing Application Standard RAS 133 and with South Florida Metal Supply, Inc.s current published installation instructions. Any approved fire barrier having a current NOA. Or for class A or B fire rating, install minimum V:" thick Georgia Pacific "Dens Deck" (with current NOA) or minimum 4mm thick of Tritex, RockRoof (with current NOA) or S /s" water resistant type X gypsum sheathing with treated core and facer. Install the "1 -3/4" Snap -Lock Steel Roof Panel" and accessories in compliance with South Florida Metal Supply's current, published installation instructions and details. Flashing, penetrations, valley construction and other details shall be constructed in compliance with the minimum requirements provided in Roofing Application Standards RAS 133. Panel shall be attached to the deck along its male rib using the approved clips (0.050" minimum). Each clip shall be fastened to the substrate using (2) two #10 pancake head, corrosion resistant screws of sufficient length to penetrate through the sheathing a minimum of 3 / 1 6 inch at a spacing as listed in Table A below. Panel ribs shall be fully engaged to form an integral snap -lock. • • • •• • •• •• . • • • • • • • • • • • •.. • • • *OA glo 07- 0626.07 • • • • • • • • .. • • • • ExpiraZon (gate: 10/18/12 • Approval Date: 10/18/07 Page 3 of 6 ••• • • • • • • • • • • • • • •• •• • • • •• • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • SYSTEM LIMITATIONS 1. The maximum design pressure limitation listed herein shall be applicable to all roof pressure zones (i.e. field, perimeters, and corners). Neither rational analysis, nor extrapolation shall be permitted for enhanced fastening at enhanced pressure zones (i.e. perimeters, and corners). 2. Panel shall be roll formed in continuous Lengths from eave to ridge. Maximum lengths shall be described in the Roofing Application Standard RAS 133. 3. All panels shall be permanently labeled with the manufacturer's name and/or logo, and the following statement: "Miami -Dade County Product Control Approved." 4. Fire classification is not part of this acceptance; refer to a current Approved Roofing Materials Directory for fire ratings of this product. • ••• • • • • • . • • • • • • • • • • • •. • .. • • ••• ••• ••. • • • • • • • • • •' • • ' • • WA 1$,O7- 0626.07 • • • • • • • • • . .Expiration DRte: 10/18/12 Approval Date: 10/18/07 ••• Page4of6 • • • • • • • • • ••• • • • • • • • • • • . • •. •• • • •• •• ••. • • • • • • • SOUTH FLORIDA METAL SUPPLY, INC. 1-3/4" SNAP -LOCK DRAWINGS (STRIATIONS OPTIONAL) PROFILE DRAWING: 18 n • .. •. • PANEL CLIP • • .. • • • • • • • • • • • • •• • • • •• .. • • ••• •. • •. • • • • • • • • • • • • .. • • 1 iQA 1p 07- 0626.07 • • • • • • • •: • 'Expiration Date: 10/18/12 Approval Date: 10 /18/07 ••• • • • • ••• • • Page5of6 • • • • • • • • • • • ••. • • • • . . • • • • • • • .. .• • • • • ••. • • • END OF THIS ACCEPTANCE • • •• • • • • • •* • • • • • • •• • • ••• ••• ••• • • • • • • • • • • •• • • • • • • • • •• • • • • • • • • • • • • • • Nb t We • • • • • Expiration Date: 10/18/12 Approval Date: 10/18/07 ••• • • • • ••• • • • • • • • • • • • • • Page 6 of 6 • • • ••• • • • • • • • • • • • • • • •• •• • ••• ••• • • •• • MIA M NpADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Polyglass USA Inc. 150 Lyon Drive Fernley, NV 89408 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). his NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code and the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Polystick MTS, IR -Xe, TU, TU Plus and TU Polyester LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the ine, by the manufacturer or its distributors and shall be available for inspection at the job site the rec uesi ®f tha Byjltlifg Official. • •••••.. • This NOA revises NOA No.07- 1025.10 and consists of pages 1 trrou'ti'6. • • • • The submitted documentation was reviewed by Jorge L. Acebo. MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX. (305) 375 -2908 • ••• • ••• •.• • , , r .ro g, N . • • • • • •• •• • • • • • NOA • 0 &0929.03 Expiration Date: 09 /13/11 • • • • • .Appso�ral Date: 01/08/09 • • • • • • • • •Page 1 of 6 • • • • • ••• • • • . • .•. • • • ROOFING COMPONENT APPROVAL Category: Sub - Category: Material: PRODUCTS DESCRIPTION: Product Polystick MTS underlayment Manufacturing Location #2 Polystick IR -Xe underlayment Manufacturing Location #1 & #2 Polystick TU underlayment Manufacturing Location #1 Polystick TU Plus underlayment (Facer of Membrane Labeled in Orange or Black Ink) Manufacturing Location #1 & #2 Polystick TU Polyester Manufacturing Location #3 Dimensions Roll: 65'8" x 3'3- 60 mils thick Roll: 65'8" x 3'3 3 /8" 80 mils thick Roll: 32'10" x 3'3 100 mils thick Roll: 65'8" x 3'3- 80 mils thick Roll: 32'10" x 3'3 -3/8" 130 mils thick Test Specification TAS 103 TAS 103 and ASTM D 1970 TAS 103 and ASTM D 1970 TAS 103 and ASTM D 1970 TAS 103 MANUFACTURING PLANTS: 1. 555 Oakridge Road, Hazelton, PA 2. 621 Sniveley Avenue, Winter Haven, FL 3. 150 Lyon Drive, Fernley, NV Roofing Underlayment SBS , APP Self- Adhering Modified Bitumen Product Description A homogeneous, rubberized asphalt waterproofing membrane, glass fiber reinforced with polyolefinic film on the upper surface for use as an underlayment for metal roofing, roof tile, slate tiles and shingle underlayment. A fine granular /sand top surface self - adhering, APP polymer modified, fiberglass reinforced, bituminous sheet material for use as an underlayment in sloped roof assemblies. Designed as an ice & rain shield and as a flat roof tile underlayment. A heavy granuled surface self adhering, APP polymer modified, fiberglass or polyester reinforced, bituminous sheet material for use as an underlayment in sloped roof assemblies. Designed as a a roof tile underlayment. A non - wicking fabric surfaced, self - adhering, APP polymer modified, fiberglass reinforced with a high strength polyester fabric, bituminous sheet material for use an an underlayment in sloped roof assemblies. Designed as a metal roofing and roof tile underlayment. A rubberized asphalt waterproofing membrane, glass- fiber /polyester reinforced, with a granular surface designed for use as a tile roof underlayment. •• ..• • • • • • •• • •.• • • • •• • • •• • • • •• •• • • ••• ••• •••• •• • • • • •° • • 0 • • ° 04141 • NOA No.: OS -0929.03 Expiration Date: 09 /13/11 ... • • • Approval Dap: 01/08/09 • • • • • • • • • gage 2 of 6 • • ••• • •• •• • • • •• •: • • • EVIDENCE SUBMITTED: Test Agency Exterior Research & Design, LLC Trinity I ERD PRI Asphalt Technologies Momentum Technologies, Inc. INSTALLATION PROCEDURES: Deck Type 1: Wood, non - insulated Base Sheet: Test Identifier #11756.04.01 -1 #11756.08.01 -1 #02202.08.05 #P5110.08.07 P10870.09.08 -R1 PRI01111 PUSA - 005 -02 -01 PUSA- 018 -02 -01 PUSA - 035 -02 -01 PUSA - 033 -02 -01 PUSA- 055 -02 -02 PUSA - 083 -02 -01 JX20H7A Test Name/Renort Date TAS 103 04/27/01 ASTM D 1970 08/14/01 TAS 103 08/29/05 TAS 103 08/29/07 TAS 103 12/04/08 ASTM D 4977 04/08/02 ASTM D 4977 01/31/02 ASTM D 2523 07/14/03 TAS 103 09/29/06 ASTM D 1970 01/12/06 TAS 103 -95 12/10/07 TAS 103 -95 06/30/08 ASTM D 4798 /ASTM G 155 04/01/08 One or more plies of ASTM D 226 Type II or ASTM D 2626 or Polyprotector UDL or Polyprotector UDL AS. Fastening: Nails and tin caps 12" grid, 6" o.c. at laps. (for base sheet only) Membrane: Polystick membranes self- adhered. Surfacing: None 1. All nails in the deck shall be carefully checked for protruding heads. Re- fasten any loose decking panels, and sweep the deck thoroughly to remove any dust and debris prior to application. 2. Place the underlayment over metal drip edge in accordance with RAS 111. 3. Place the first course of membrane parallel to the eave, rolling the membrane to obtain maximum contact. Remove the release film as the membrane is applied. . All side laps shall be a minimum of 3- and end laps shall be a minimum of 6." Roll the membrane into place after removing the release strip. Vertical strapping of the roof with Polystick is acceptable. Membrane shall be back nailed in accordance with applicable building code. 4. When applying the membrane in the valley, start at the low point and work to the high point, rolling the membrane from the center outward in both directions. 5. For ridge applications, center the membrane and roil from the center outward in both directions. 6. Roll or broom the entire membrane surface so as to have full contact with the surface, giving special attention to lap areas. • • ••• • • 7. Flash vent pipes, stacks, chimneys and penetrations in compliance yith,RQol As►ly &urrent Product Control Notice of Acceptance. • • 8. All protrusions or drains shall be initially taped with a 6" piece of underlayment. The flashing tape shall be pressed in place and formed around the protrusion do ensue e a tight fit..Asecvad layer of Polystick shall be applied over the underlayment..' • • • • • . • • • • •• • . • • ••. • • • . NOA No.: 08- 0929.03 Expiration Date: 09 /13/11 • . • • • ':' , , • .ajp¢i atDate; 01/08/09 • • ' ' '•• • • P'ge3of 6 • •• •• • • • •• •• ••• • • • • ••• • • Tile Profile Polystick MTS Polystick IR -Xe Polystick TU, TU Plus TU Polyester Flat Tile Prohibited without battens 5:12 No limitation Profiled Tile Prohibited without battens Prohibited No limitation GENERAL LIMITATIONS: 1. Fire classification is not part of this acceptance. 2. Polystick MTS and TU Plus may be used in asphaltic shingles, wood shakes and shingles, non- structural metal roofing, roof tile systems and quarry slate roof assemblies. IR -Xe, TU, and TU Polyester may be used in all the previous assemblies listed except metal roofing. 3. Deck requirements shall be in compliance with applicable building code. 4. Polystick membranes shall be applied to a smooth, clean and dry surface. The deck shall be free of irregularities. 5. Polystick membranes shall not be adhered directly over a pre - existing roof membrane as a recover system. 6. All Polystick MTS, IR -Xe, TU, TU Polyester and TU Plus (manufactured in Winter Haven, FL Plant) shall not be left exposed as a temporary roof for longer than 30 days after application. Polystick TU P1 us(manufactured in Hazelton, PA Plant) shall not be left exposed as a temporary roof for longer than 180 days after application. Polyglass reserves the right to revise or alter product exposure times; not to exceed the preceeding maximum time limitations. 7. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9B -72 of the Florida Administrative Code. 8. In roof tile application, data for the attachment resistance of roof tiles shall be as set forth in the roof tile manufacturer's Notice of Acceptance. Polystick TU and TU Plus may be used in both adhesive set and mechanically fastened roof tile applications. Polystick IR -Xe is limited to mechanically fastened roof tile applications. Polystick MTS is limited to mechanically fastened with battens roof tile applications. Polystick TU Polyester may be used in both adhesive set and mechanically fastened roof tile applications with the exception of mortar set tile applications. 9. The maximum roof slope for use as roof tile underlayment for (direct- to-deck) tile assemblies shall be as follows: (See Table Below) The above slope limitations can be exceeded only by using battens and counter battens in accordance with the Approved Tile System Notice of Acceptance and applicable Florida Building Code requirements. Polystick MTS shall not be used in direct -to -deck applications. Battens are required for both loading and installation of tiles at all times. 10. Care should be taken during the loading procedure to keep foot traffic to a minimum and to avoid dropping of tile directly on the underlayment. Refer to Polyglass' Tile loading detail below for loading procedure for all underlayments except Polystick MTS which shall be loaded onto battens. 0 0 rn N • Roofing Tiles (6 Max. Per Stack) 12 ••• • • • • •• • • • • • • • • •• • • • • • • • • • •• • • • • • • • • • • • • •• • • • • • • • • • •• • • • • • •• • • • • • • • • • • • • • • • • • • NOA 140.: d$- 0929.03 Expiration Date: 09/13/11 •. • • • • • etpparev l Date: 01/08/09 • • • • • • page 4 of 6 • • • • • • • • • • • • •• •• • • • •• •• ••• • • • • • ••• • • 11. Refer to prepared roofing system Product Control Notice of Acceptance for listed approval of this product with specific prepared roofing products. Polystick MTS, 1R-Xe, TU, TU Plus and TU Polyester may be used with any approved roof covering Notice of Acceptance listing Polystick MTS, IR -Xe, TU, TU Plus and TU Polyester as a component part of an assembly in the Notice of Acceptance. If Polystick MTS, IR -Xe, TU, TU Plus and TU Polyester is not listed, a request may be made to the Authority Having Jurisdiction (AHJ) or the Miami -Dade County Product Control Department for approval provided that appropriate documentation is provided to detail compatibility of the products, wind uplift resistance, and fire testing results. LABELING: 1. All membranes or packaging shall bear the imprint or identifiable marking of the manufacturer's name or logo, city and state of manufacturing facility and the following statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Seal as shown below. BUILDING PERMIT REQUIREMENTS: Application for building permit shall be accompanied by copies of the following: 1. This Notice of Acceptance. 2. Any other documents required by the Building Official or applicable building code in order to properly evaluate the installation of this materials. POLYGLASS GENERAL APPLICATION GUIDELINES FOR POLYSTICK MEMBRANES: 1. Polyglass does accept the direct application of Polystick underlayment membranes to wood decks. Installers are cautioned to refer to applicable local building codes prior to direct deck installation to ensure this is acceptable. Please also refer to applicable Product Data Sheets of the corresponding products. 2. All rolls, with the exception of Polystick TU Plus should be back - nailed in selvage edge seam as per Polyglass Back Nailing Guide. Nails shall be, 11 gauge ring shank type, applied with a minimum 1" metal disk as required in Dade County or simplex type nail as otherwise allowable in other regions, at a minimum rate of 12" o.c. Polystick TU Plus should be back nailed in designated area marked "nail area, area para clavar" on the face of membrane, with the above stated nails and/or disks. The head lap membrane is to cover the area being back - nailed. (Please refer to applicable local building codes prior to installation.) 3. All seal lap seams (selvage laps) must be rolled with a hand roller to ensure full contact. 4. All fabric over fabric; and granule over granule end laps, shall have a 6" wide, uniform layer of Polyglass Polyplus 55 Premium Modified Flashing Cement, Polyglass Polyplus 50 Premium MB Flashing Cement, Polyglass PG500 MB Flashing Cement, Mule -I+ide 2 41•Premium Modif ed Flashing Cement, Mule -Hide 251 Premium Wet/Dry Elastondvic Fj$shjag Omegt r 4ule -Hide 421 Mod Bit Flashing Adhesive Trowel Grade mastic, applied In beLtivd'thb.2.'pljlicpt•of the lap. The use of mastic between the laps does not apply to Polystick MTS. 5. A maximum of 6 tiles per stack are allowed when loading file on the underlaa}a ents.$,pfer.tp the Polyglass Tile Loading Guidelines. See General Limitaticrs• aid #14 • • • • • NOA 0§- 0929.03 Expiration Date: 09 /13/11 • • • • • • • App vas Data: 01/08/09 • )gage 5 of 6 • • • • • • • • • • • .. .. • • • • • • • ... • • • ... • • 6. Battens and/or Counter - battens, as required by the tile manufacturers NOA's, must be used on all projects for pitch/slopes of 7 "/12" or greater. It is suggested that on pitch/slopes in excess of 6 ' "/12 ", precautions should be taken, such as the use of battens to prevent tile sliding during the loading process. 7. Minimum cure time after membrane installation & before loading of roofing tiles is Forty-Eight (48) Hours. 8. Polystick membranes may not be used in any exposed application such as crickets, exposed valleys, or exposed roof to wall details. 9. Repair of Polystick membranes is to be accomplished by applying Polyglass Polyplus 55 Premium Modified Flashing Cement, Polyglass Polyplus 50 Premium MB Flashing Cement, Polyglass PG500 MB Flashing Cement, Mule -Hide 241 Premium Modified Flashing Cement, Mule -Hide 251 Premium Wet/Dry Elastomeric Flashing Cement, or Mule -Hide 421 Mod Bit Flashing Adhesive Trowel Grade mastic to the area in need of repair, followed by a patch of the Polystick material of like kind should be set and hand rolled in place over the area needing such repair. Patching membrane shall be a minimum of 6 inches in either direction. The repair should be installed in such a way so that water will run parallel to or over the top of all laps of the patch. 10. All self - adhered membranes must be rolled to ensure full contact with approved substrates. Polyglass requires a minimum of 40 lbs for a weighted roller for the rolling of the field membrane. Hand rollers are acceptable for rolling of patches or small areas of the roof. Brooming may be used where slope prohibits rolling. 11. All approved substrates should be dry, clean and properly prepared, before any application of Polystick membranes commences. An approved substrate technical bulletin can be furnished upon request. It is recommended to refer to applicable building codes prior to installation to verify acceptable substrates. 12. The Polyglass Miami -Dade Notice of Acceptance (NOA) approval for Polystick membranes and PolyProtector UDL.can be furnished upon request by our Technical Services Department by calling 1 (800) 894 -4563. 13. Polyglass offers a 10 year Limited Material Warranty on all properly installed Polystick self - adhered underlayments. Warranty must be requested and registered by Polyglass to be in force. 14. Questions in regards to the application of Polyglass products should be directed to our Technical Services Department at 1 (800) 894 -4563. 15. Polyglass recommends that applicators follow good roofing practices and applicable procedures as outlined by the National Roofing Contractors Association (NRCA). PLEASE CHECK WITH LOCAL BUILDING CODES REGARDING LIMITATIONS OF SPECIFIC APPLICATIONS. LOCAL CODES MAY SUPERSEDE POLYGLASS REQUIREMENTS AND RECOMMENDATIONS. END OF THIS ACCEP1 ANgh • • • • • • • • • • . .. ... •. • • • .. . . • .. .. . . . . • • • • • .. • • • • • . .. . • . . • • • . . • • .. •. • • ••• . • NOA No.: 0 8- 0929.03 Expiration Date: 09 /13/11 • • • �,pprevtl Datr: 01/08/09 • • • • • • • • • • Wage 6 of 6 • • •• •• . • • . • • • ... • • • ••• • • MIAM IDADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Elk Corporation of Dallas 202 Cedar Road Ennis, TX 75219 MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation anhmitterl has b een reviewed bye BCCO and accepted by the Building Code and Product Review Committee to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code and the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: VersaShieldTM Underlayment LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. . • • • • • • • •• • • • • • • • • • INSPECTION: A copy of this entire NOA shall be provided to tliauser4' the manifdc'tare! its distributors and shall be available for inspection at the job site at the regitest $uikag Oftcial. This NOA renews NOA No. 02- 0327.03 and consists of pages 1 through 3. The submitted documentation was reviewed by Iorge L. Acebo: • • • • •• • . • • •• •• • • • • • • • • • • •• • • • • • • • •. •• • NOA 1 0'1- 0103.08 Expiration Date: 02/07/12 • .. • • • Approval Date: 03/01/07 • • • • • • page 1 of 3 • • • • • • • • • • • • • •• •• • • • •• •• 000 • • • ••• • • • •• ROOFING ASSEMBLY APPROVAL Category: Roofmg Sub- Category: Underlayment Material: Fiberglass SCOPE: This acceptance is for VersaShieldTM Underlayment as manufactured by Elk Corporation of Dallas, as described in this Notice of Acceptance, for use with approved prepared roof assemblies. Designed to comply with the Florida Building Code and the High Velocity Hurricane Zone of the Florida Building Code. PRODUCT DESCRIPTION: Product Dimensions VersaShieldTM 42" x 100' rolls Test Product Specification Description ASTM D 226 Type II Non - Asphaltic fiberglass -based underlayment and/or fire barrier. EVIDENCE SUBMITTED: Test Agency Test Identifier Test Name/Report Date PRI Asphalt Technologies, Inc. ELK -063 -02 -01 TAS 100 09/27/01 Underwriters Laboratories Inc. 99NK45831 ASTM E -108 03/21/00 Underwriters Laboratories Inc. R19254 ASTM D- 226 09/13/01 PRI Asphalt Technologies, Inc. ELK -069 -02 -01 TAS 100 03/04/02 BRY -003 -02 -01 TAS 117(B) 03/19/02 BRY- 003 -02 -01 TAS 114 (H) INSTALLATION: 1. VersaShieldTM shall be installed in strict compliance with applicable Building Code. 2. VersaShieldTM shall be installed with a minimum 4 -inch head lap in a single layer fashion. 3. VersaShield TM is a component used in roof assemblies. Roof assemblies are approved under specific assembly Notice of Acceptance. 4. VersaShield TM may be used with any approved roof covering Notice of Acceptance listing VersaShield TM as a component part of an assembly in the Notice of Acceptance. If Versashield TM is not listed, a request may be made to the Authority Having Jurisdiction (AHJ) or the Miami -Dade County Product Control Department for approval provided •thar :apprtKiatf tlofugitation is provided to detail compatibility of the products, wind uplift r8gistangt ijfite Vs=ipg xtiults. 5. VersaShield TM is a non - asphaltic underlayment that may be used es:a tiro baariei fog prepared roof assemblies. For fire classification of specific roof assemblies using VersaShieldTM refer to a current Approved Roofing Materials Directory for fire ratings of thia.product. • ..• ••• • • • • • • • • • • • •• • • • • • • • • • •• • • • • • • • • • • • • •• •• • • ••• ' NOA No.: 09- 0103.08 Expiration Date: 02/07/12 • • • • • • Appp val Daft: 03/01/07 • • • • ••• • • rage 2of3 • • • • • • • • • • • •• • •• • • • •• •• ••• • • • ••• • • LIMITATIONS: 1. Fire classification is not part of this acceptance, refer to a current Approved Roofing Materials Directory for fire ratings of this product 2. This acceptance is for prepared roofing applications. Minimum deck requirements shall be in compliance with applicable building code. LABELING: All packaging shall bear the imprint or identifiable marking of the manufacturer's name or logo and yellow line to identify the ASTM Standard designation. BUILDING PERMIT REQUIREMENTS: Application for building permit shall be accompanied by copies of the following: 1. This Notice of Acceptance. 2. Any other documents required by the Building Official or applicable building code in order to properly evaluate the installation of this material. END OF THIS ACCEPTANCE •• ••• • • • • • •• • • • • • • • • •• ••• •• • • • •• 0• • • ••• ••• ••• • • • • • • • • •0 .. • • • • • • • 00 • • • • • • • • • • • •• •• "' ' NOA go.: 0?-0103.08 Expiration Date: 02/07/12 • • • • • • Appseval Date: 03/01/07 •• • • rage 3of3 • • • ▪ • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Mr.,{M7.. la NOV 2 5 20IA Jb BY: Vant Shores Village SUBJECT TO COMPLIANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND REGULATIONS •• •• • •• • • • •• OOOOO • • • • •• • __A, ••• •• • • • • • • •• •• • 00000 • •• • • •• • • ••• • • 1 11 . : • •• • • •• •• •• • • • •• •• • • • ••• • • • ••• •• • •• •• • BUILDING PERMIT APPLICATION FBC 20 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 Permit Type: BUILDING ROOFING Owner's Name (Fee Simple Titleholder 24417e, G -pe Phone # Owner's Address lv Z ® A/6 /0/ City/ Ovi j I CC State %L, Zip j J 3 b' ' Tenant/Lessee Name Phone # Email Job Address (where the work is being done) , 7C) Aie /o/ "r 0 City Miami Shores Village County Miami -Dade FOLIO / PARCEL # , /?j 2--&60I / Zf 3 v Is Building Historically Designated YES NO Contractor's Company Name .0.9c iC k j7 1 a., ehT /)� Phone # '7 f C 30c-, '7 4T3' Contractor's Address ' C "2. 1 sl�cr City lye J 5 ,. 6A, a State F / Zip 3 Zi lG+ Qualifier Name ' 1e r State Certificate or Registration No. e G6207 v Contact Phone ?,� 6 ` 62F ,n6efo"9 E -mail - a_e2 Grt-- Z vr C/e Architect/Engineer's Name (if applicable) Value of Work For this Permit $ Type of Work: Desc Work: ['Addition ❑Alteration / et / Peck 1 7/c7 e /,x 5 7 Submittal Fee $ Permit Fee $ Master Permit No. Phone # 5� g g/ ****** * * * * * * * * * * * * ** * * *** * * * * * *** * * ** *F ** ********** * * * * * * * * * * * *** * * * * *** * * ** * * * * ** Square / Linear Fo tage 1 f Work: ❑New „ ❑ Repair/Replace ❑ Demolition < ,c Certificate of Competency No. CCF $ FEB 2 4 201 RY:..... zip j /5K Flood Zone CO /CC $ See Reverse side B C ff l gy7 Permit NoJZ /ih 1 Notary $ Training/Education Fee $ Technology Fee $ Scanning $ CO • C0 Radon $ DPBR $ Bond $ Double Fee $ Violation date: Structural Review. $ Total Fee Now Due $ 100 Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certi that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the ab of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Owner or Agent The foregoing instrument was acknowledged before me this day of ,20_,by who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: APPROVED BY � gr /, (Revised 07 /10 /07XRevised 06/10/2009) Signature Sign: Print: Contractor The foregoing instrument was acknowledged before me this day of ,20 ),by wh personally la or who has produced as identification and who did take an oath. o w tit u►rc, o a NOTARY PUBLIC: My Commission Expires: Plans Examiner Zoning Engineer Clerk checked MIAMML1ADE COUNTY BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Met Roofing Inc. 406 NW 54 St. Miami, FL. 33127 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami-Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Division (In Miami Dade County) and/or the AHJ (in areas other than have this product or material tested for quality assurance purposes. If this the accepted manner, the manufacturer will incur the expense of such revoke, modify, or suspend the use of such product or material within their to revoke this acceptance, if it is determined by Miami -Dade County Prod material faits to meet the requirements of the applicable building cafe. This product is approved as described herein, and has been designed to and the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Englert Series 1300 Aluminum Metal Panel LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and the following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of pages 1 through 5. The submitted d ''„ afire ; ewecrby edgers. r;! D DE uEJECT CO COMP IANCE WITH ALL FEDERAL A ;O ;i c._ . :HciL_CT1Cr,;S ipN oci - \c ci r .L MIAMI DADE C Wiry , CO METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER SrREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 www NOA No 06-0814.06 Expiration Date: 08831/11 Approval Date: 08/31/06 Page 1 of 5 FEB 2 4 2010 Control e the right to to perform in immediately BORA reserves the right f'+ t product or ROOFING ASSEMBLY APPROVAL Cateeorv: Roofing Sub - Category: Metal, Panels (Non- Structural) Material.: Aluminum Deck Tvee: Wood Maximum Design Pressure See Table A Below TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Product Dimensions Snedfcations Series 1300 1= various w = 16" Thickness = 0.032" Series 1300 Clip 1= 6-t /a" w = 1-1/2" h = 1_11/16" Thickness Min. = 0.024" Trim Pieces TRADE NAMES OF PRODUCTS MANUFACTURED BY OTHERS: Product Product Description Fire Barrier Board ( "Dens Deck ") Fasteners min. #10 coarse thread (Panel Clips) wood screw. EVIDENCE SUBMITTED Test Agency Test Identifier Architectural Testing, Inc. Hurricane Test Laboratory, Inc. BASF 1 = varies w = varies Thickness = 0.04" Dimensions min. i4" thick 01- 32797.01 01-46070.02 0155 0404 -04 Test TAS 110 TAS 125 Product Description Aluminum, preformed, standing seam, coated panels. TAS 114 Corrosion resistant, formed, steel clips for metal panel installation. TASIIO Fire barrier for Class 'A' fire ruing. Standard flashing and trim pieces. Manufactured for each panel width. Corrosion resistant, pancake head, self - drilling, self - threading screws Test Name/Renort TAS 100 TAS 125 TAS 125 ASTM G23 ASTM B117 .fie Georgia- Pacific with current PCA generic 11/05/08 12/03/03 5/21/04 11/15/04 NOA No 06-0814.06 Expiration Date: 08/31/11 Approval Date: N/31/06 Page 2 of 5 TABLE A MAXIMUM DESIGN PRESSURES Roof Areas Field Perimeter and Corner' Maximum Design Pressures -55psf - 123.5psf Mum Clip Spacing 24" o.c. 8" o.c. APPROVED ASSEMBLY: SYSTEM A -1: Deck Type: Deck Description: Slope Range: Maximum Uplift Pressure: Deck Attachment: Underlayment: Firer Barrier Board: Valleys: Metal Panels and Accessories: Extra polation shall not be allowed Series 1300 Metal Roof Panels Wood, Non - insulated New Construction or Re-roof 19 /32" or greater plywood or wood plank. 2 " :12" or greater See Table A Below Deck shall be attached in accordance with applicable Building Code, but in no case shall it be less than 8d x 2 -1/2" galvanized ring shank roofing nails spaced 6" o.c. at roof perimeter and field. In reroofing, where the deck is less than 19 62" thick (Minimum 13 / / ") the above attachment method must be in addition to existing attachment. Minimum underlayment shall be an ASTM D 226 Type II installed with a minimum 4" side -lap and 6" end -laps. Underlayment shall be fastened with corrosion resistant 32 gauge tin -ceps and 12 gauge 1 -34" annular galvanized ring - shank roofing nails, spaced 6" o.c. at all laps and two staggered rows 12" o.c. in the field of the roll. Or, any approved underlayment having a current NOA. Any approved fire barrier having a cuuent NOA. Or for class A or B fire rating, install minimum y" thick Georgia Pacific "Dens Deck" (with current NOA) or minimum 4mm thick of Tritex, RockRoof (with current NOA) or 3 /8" water resistant type X gypsum sheathing with treated core and facer. Valley construction shall be in compliance with Roofing Application Standard RAS 133 and with Englert's current published installation instructions. Install the "Series 1300 Panel" and accessories in compliance with Englert's current, published installation instructions and details. Flashing, penetrations, valley construction and other details shall be constructed in compliance with the minimum requirements provided in Roofing Application Standards RAS 133. 1. Each roof panel is attached to the plywood substrate along it's male rib using the approved clips (6-1/4" long x 1-1 " wide x 1- 11 /16" tall) located 3" from each panel end and at a spacing as listed in Table A below. Each clip is attached to substrate with four (4) corrosion resistant #10 self tapping pan head screws of sufficient length to penetrate through the sheathing a minimum of 3/16 ". 2. Attach adjacent panel by placing the female rib over the male rib and clip. Standing seams shall be mechanically seamed to a full 180 degree seam, (double lock) NOA No 064814.06 ]Expiration Date: 08/31/11 Approval Date: 08/31/06 Page 3 of 5 SYSTEM LIMITATIONS 1. The maximum designed pressure listed herein shall be applicable to all roof pressure zones (i.e. field, perimeters, and corners). Neither rational analysis, nor extrapolation shall be permitted for enhanced fastening at enhanced pressure zones (i.e. perimeters, extended corners and corners). 2. Panels shall be roll formed in continuous lengths from eave to ridge. Maximum lengths shall be as described in Miami -Dade County Roofing Application Protocol RAS 133. 3. All panels shall be permanently labeled with the manufacturer's name and/or logo, and the following statement: "Miami -Dade County Product Control Approved. All clips shall be permanently labeled Englert, and/or logo, and/or model. 4. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9B -72 of the Florida Administrative Code. 5. Panels may be jobsite roll formed with machine model #9161005 from Englert Inc. PROFILE DRAWINGS 16" SERIES 1300 METAL PANEL. 1- 11116" PANEL CLIP 6.1/4" NOA No 06 -0814.06 Expiration Date: 08/31/11 Approval Date: 08/31/06 Page 4 of 5 CLIP PANEL PREP - ED ROOF PANEL FASTENER SERIES 1300 PANEL WITH CLIP AND FASTENER AFTER SEAMING END OF THIS ACCEPTANCE NOA No 06- 0814.06 Expiration Date: 08/31/11 Approval Date: 08/31/06 Page 5of Section A "Delivering Excellence Every Day' Master Permit No: Contractor's Name: Job Address: Low slope roof area (fL Perimeter Width (a') I .g I Comer Size (a' x a'): MIEN ❑ Low Slope ❑ Asphaltic Shingles ❑ Sprayed Polyurethane Foam Process No: Roof Category ❑ Mechanically Fastened Tile IS Metal Panel/Shingles ❑ Other. 3' l Miami -Dade County _ °eft Electronic Application High Velocity Hurricane Zone,Rnoling Permit Application Form Section A (General information) ( 6)6NE /o/ ❑ Mortar /Adhesive Set We • ❑ Wood Shingles/Shakes Roof Type ❑ New Roof 96 Re- Roofing ❑ Recovering ❑ Repair ❑ Maintenance Are there Gas Vent Stacks located on the roof? ❑ Yes ❑ No If yes, what type? ❑ Natural ❑ LPGX Roof System Information Steep Sloped area (ft.') UO Total (ft.') Section B (Roof Plan) Sketch Roof Plan: I lustrate all levels and sections, roof drains, scuppers, overflow scuppers and overflow drains. Include dimensions of sections and levels, clearly identify dimensions of elevated pressure zones and location of parapets. __ __ MOLRW System "Delivering Excellence Every Days" Roof System Manufacturer: Notice of Acceptance Number: Minimum Design Wind Pressures, (from RAS 127 or Calculations): P 1: Maximum Design Wind Pressures, (From the NOA Specific system): psf Fill in the specific roof assembly components. if a component is not required, insert not applicable (n /a) in the text box. Roof Slope: Roof Mean Height: " /12 " Clip or Screw Spacing for Metal Roof Panel Attachment Field: ®" o/c Perimeters: " o/c Comers: Fill Number of screws required per clip: Perimeter Width: © ft. ft. I MET ROOFING, INC. MTalni��Ta fe s #lding Department Electronic: Application, --Sestiorlaped Description Metal Roof Panels Screw Type, Size, & Gauge for Clip or Metal Panel Attachment: I #10x1 Pancake galvanized screw w /6" Steel Clip 1-5/8" Plywood— Deck Type: Optional Nailable Substrate: IN/A 1 Optional Nallable Substrate Attachment Method: IN/A Optional Insulation: I N/A Optional Insulation Attachment Method: IN /A Fire Barrier. I VERSASHIELD (under # 30 felt) Underlayment Type: 130 # ASTM Felt Underlayment Fastener Type: 11 1/4" Ring Shank roof nail with cap Optional Peel & Stick Membrane: I N/A Metal Roof Panel: I 116" W Englert Series 1300 0.032 Aluminum Drip Edge Size & Gauge: 1 --3 face 0.032 " — Drip Edge Material Type: Drip Edge Fastener Type: Hook Strip/Cleat gauge or weight: Aluminum- 1 114" Ring Shank Ws roof aril i —n/a— TABLE 1 . ' MINIMUM DESIGN WIND UPLIFT PRESSURES IN PEP FOR FIELD (P(1), PERIMETER (P(2 ) AND CORNER (P(3) AREAS OF ROOFS FOR EXPOSURE C BUILDINGS WITS A ROOF MEAN HEIGHT AS SPECIFIED' ROOF SLOPE Symbel >2 :12 to S6:12 Dodge. Pressure >6:12to<12:12 Roof mean height •.. •:: ' : ` . �(2) '.. '.. P(3)2. ,. P(1) P(2) & P(3) X20' I As. ., - .. , -49.1 57.5 >20' to <=25' `= 713 `` "' ', ` - 12'1.8 51.2 -60.4 >25'to42*30' _ -49.2 -85.7 - .8 - 53.6 -62.9 >30' to X35' -50.9 -88.5 -1301 -55.3 -65.0 >35 to<*40' -52.3 -91.0 -134.6 -56.9 -66.8 TABLE 2 WHERE TO OBTAIN INFORMATION Description Symbel Where to find Dodge. Pressure P(1) or P(2) orP(3) T a b l e 1 orby an engineer analysis prepared, signed and sealed bya professional engineer based on ASCE 7 Mean Roof Height H Job Site • Chapter ras127, S � n t ter mine the Minimum Ch a Resistance Load ('1 iPH . ystem) [Send to printer 1 Save to computer] I 3. How to determine the Minimum Characteristic Resistance Load (F) (Uplift Based System) 3.1Determine the minimum design pressures for the field, perimeter and corner areas [P(1), P(2) and P (3), respectively] using the values given in Table 1 or those obtained by engineering analysis prepared, signed and sealed by a professional engineer or registered architect (lased on the criteria set forth in ASCE 7. 3.2 Determine the angle (0) of roof slope, from Table 1. 3.3 Determine the length (1), width (w) and average tile weight (W) of tile, per Product Approval 3.4 Determine the required uplift resistance (F per following formula: F WJ cos 0 3.5 Compare the values for F with the values for F noted in the Product Approval. If the F values are greater than or equal to the F values, for each area of roof [Le., field P(1) perimeter (P(2) and corner P (3) areas], then the tile attachment method is acceptable. I Calculated in accordance with ASCE 7.05 (Wind Speed: 146 mph). 2 For Hip Roofs with slope X5.5:12, P(3) shall be treated as P(2). [Mod 2014r/2104r] T URT$97O - Roofing Systems Page 1 of 1 Pace Bottom See General Information for Rosfino Systems ENGLERT INC 1200 AMBOY AVE PERTH AMBOY, NI 08861 USA 1. Cleric C -15/32 or spaced sheathing Ouesdons? TGFU.R18970 Roofing Systems Roofing Systems OTHER SYSTEMS Class A Inclines Unlimited underlayments — One layer' VersaShleld Underlayment", mechanically fastened. Pty Sheet — One layer Type 30 base sheet or "VersaShleld ", mechanically fastened. Panels: — "Series 1100, 1300, 2000 or 2500 ". 2. Deck: C -15/32 or spaced sheathing Inclines Unlimited Underlaymenta — One or more plies "VersaShleld Undetfayment ", mechanically fastened. Panels: — 'Series 1100, 1300, 2000 or 2500 ". Last Undated on 2004 -09 -01 Notice of Disclaimer Pace Too The appearance of a company's name or product in this database does not in itself assure that products so Identified have been manufactured under UL's Follow -Up Service. Only those products bearing the UL Mark should be considered to be Usted and covered under UL's Follow -Up Service. Always look for the Mark on the product. UL permits the reproduction of the material contained in the Online Certification Directory subject to the following conditions: 1. The Guide Information, Designs and/or Listings (flies) must be presented In their entirety and in a nor- misleading manner without any manipulation of the data (or draw ings). 2. The statement "Reprinted from the Online Certifications Directory with permission from Underwriters Laboratories Inc." must appear adjacent to the extracted material. In addition, the reprinted material must include a copyright notice in the following format: "Copyright ® 2009 Underwriters Laboratories Inc. ®" An independent organization working for a sates world with integrity, precision and knowledge. f . G3 1 - . R18970 Convrioht d'12009 Underwriters Laboratories Inc http / /database.ul. cam /cgi- bin/XYV / template /LISEXT /1 FRAME/showpage.html ?nanie=T... 3/17/2009 BUILDINGCODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Elk Corporation of Dallas 202 Cedar Road Ennis, TX 75219 RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA No. 02- 0327.03 and consists of pages 1 through 3. The submitted documentation was reviewed by L. Acebo. NOA No.: 07 -0103.08 Expiration Date: 02/07/12 Approval Date: 03/01/07 Page I of 3 MIAMI -DARE COUNTY, FLORIDA METRO-DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375-2901 FAX (305) 3752908 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials h ioumentatinn submittedhas..been reviewed -by- the -BCCO- and- aceepted-bry4he- lluild ng Code and Product Review Committee to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code and the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: VersaShIeIdTM Underlayment LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. Category: Sub- Cate¢orv: Material: PRODUCT DESCRIPTION: Product Dimensions VersaShieldTM 42" x 100' rolls ROOFING ASSEMBLY APPROVAL Roofing Underlayment Fiberglass SCOPE: This acceptance is for VersaShieldTM Underlayment as manufactured by Elk Corporation of Dallas, as described in this Notice of Acceptance, for use with approved prepared roof assemblies. Designed to comply with the Florida Building Code and the High Velocity Hurricane Zone of the Florida Building Code. Test Product Snecification Description, ASTM D 226 Type II Non-Asphaltic fiberglass -based underlayment and/or fire bander. EVIDENCE SUBMITTED: Test Asencv Test Identifier Test Name/Report JN. to PRI Asphalt Technologies, Inc. ELK- 063 -02 -01 TAS 100 09/27/01 Underwriters Laboratories Inc. 99NK45831 ASTM E -108 03/21/00 Underwriters Laboratories Inc. R19254 ASTM D- 226 09/13/01 PRI Asphalt Technologies, Inc. ELK-069 -02 -01 TAS 100 03/04/02 BRY 003 -02 -01 TAS 117(B) 03/19/02 BRY -003 -02-01 TAS 114 (H) INSTALLATION: 1. VersaShieldTM shall be installed in strict compliance with applicable Building Code. 2. VersaShieldrM shall be installed with a minimum 4 -inch head lap in a single layer fashion. 3. VersaShield TM is a component used in roof assemblies. Roof assemblies are approved under specific assembly Notice of Acceptance. 4. VersaShield T M may be used with any approved roof covering Notice of Acceptance listing VersaShield TM as a component part of an assembly in the Notice of Acceptance. If VersaShield TM is not listed, a request may be made to the Authority Having Jurisdiction (AHJ) or the Miami -Dade County Product Control Department for approval provided that appropriate documentation is provided to detail compatibility of the products, wind uplift resistance, and fire testing results. 5. VersaShield TM is a non asphaltic underlayment that may be used as a fire barrier for prepared roof assemblies. For fire classification of specific roof assemblies using VersaShieldT"d refer to a current Approved Roofing Materials Directory for fire ratings of this product. NOA No.: 07 -0103.08 Expiration Date: 02/07/12 Approval Date: 03/01/07 Page 2 of 3 LIMITATIONS: 1. Fire classification is not pan of this acceptance, refer to a current Approved Roofing Materials Directory for fire ratings of this product 2. This acceptance is for prepared roofing applications. Minimum deck requirements shall be in compliance with applicable building code. LABELING: All packaging shall bear the imprint or identifiable marking of the manufacturer's name or logo and yellow line to identify the ASTM Standard designation. BUILDING PERMIT REQUIREMENTS: Application for building permit shall be accompanied by copies of the following: 1. This Notice of Acceptance. 2. Any other documents required by the Building Official or applicable building code in order to properly evaluate the installation of this material. END OF THIS ACCEPTANCE NOA No.: 07 -0103.08 Expiration Date: 07107/12 Approval Date: 03/01/07 Page 3 of 3 5 /8 "CDX PLYWOOD 0.032 ALUMINUM ENGLERT S 1300 VALLEY FLASHING S 1300 ROOF PANEL PANEL CLIP WITH SCREWS ONE LAYER OF BUTYL TAPE UNDER CONTINUOUS VALLEY CLEAT #10 X 1" PANCAKE SCREWS VERSASHIELD VALLEY DETAIL MET ROOFING INC 408 NW 54m STREET MIAMI, FL 33127 TELE: (305) 757 -9504 FAX: (305) 757 -4031 E -MAIL Info©metroofing.com ENGLERT 5 /8 "CDX PLYWOOD 0.032 ALUMINUM ENGLERT S 1300 S 1300 . ROOF PANEL PANEL CLIP WITH SCREWS ONE LAYER OF BUTYL TAPE UNDER CONTINUOUS VALLEY CLEAT #10 X 1" PANCAKE SCREWS VALLEY FLASHING VERSASHIELD VALLEY DETAIL MET ROOFING INC 406 NW 54th STREET MIAMI, FL 33127 TELE: (305) 757 -9504 FAX: (305) 757 -4031 E -MAIL Into @metrooflng.com ENGLERT FIRST CLIP 3" FROM PANEL END 3" BULLNOSE DRIP EDGE WRAP PANEL AROUND BULLNOSE 3' RAKE FLASHING S 1300 PANEL 1 1/4" RING SHANK STAINLESS STEEL NAIL AT 4" O.C. STAGGERED 5/8" CDX PLYWOOD 30# ROOFING FELT ASTM D226 OVER VERSASHIELD 0.032 ALUMINUM ENGLERT S 1300 EAVE DETAIL MET ROOFING INC 406 NW 54th STREET MIAMI, FL 33127 TELE: (305) 757-9504 FAX: (305) 757 -4031 E -MAIL info @metrooftng.com ENGLERT ROOF JACK (DEKTITE OR EQUAL) SCREWS AT 1" O.C. BUTYL TAPE UNDER FLANGE ROOF PANEL 5/8" CDX PLYWOOD DECK 0.032 ALUMINUM ENGLERT S 1300 ROOF PENETRATION MET ROOFING INC 406 NW 54 STREET MIAMI, FL 33127 TELE: (305) 757 -9504 FAX: (305) 757-4031 E -MAIL Info@metroofing.com ENGLERT -$ 1/8" POP RIVET S 1300 ROOF PANEL ONE LAYER OF BUTYL TAPE UNDER • "Z" CLOSURE "Z" CLOSURE 0.032 ALUMINUM ENGLERT S 1300 PLYWOOD RIDGE / HIP FLASHING FIELD BEND END CUT PANEL (FORM AND BOX END) VERSASHIELD RIDGE / HIP DETAIL MET ROOFING INC 406 NW 54th STREET MIAMI, FL 33127 TELE: (305) 757 -9504 FAX: (305) 757-4031 E -MAIL info @metrooMg.com PANEL CUP WITH SCREWS ENGLERT * 5/8" CDX PLYWOOD 0.032 ALUMINUM ENGLERT S 1300 1 1/4" RING SHANK STAINLESS STEEL NAIL 4" ON CENTER STAGGERED S 1300 PANEL RAKE DETAIL MET ROOFING INC 406 NW 54th STREET MIAMI, FL 33127 TELE: (305) 757-9504 FAX: (305) 757 -4031 E-MAIL Info@metrotating.com VERSASHIELD UNDERLAYMENT 3" RAKE FLASHING WOOD BLOCKING (BY OTHERS) ENGLERT , . . um 11\ Pt BUILDING PERMIT APPLICATION FBC 20 Permit Type: ELECTRICAL �/ Owner's Name (Fee Simple Titleholder) i y ' /ei 1.52/7/0 4 / /�7' hone # Owner's Address 6 20 A✓. /0/ City �/ / s'{WO. e,s: State r e_z,,eId4 . Zip Tenant/Lessee Name Email �— Job Address (where the work is being done) City Miami Shores Village FOLIO / PARCEL # Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 X NiV, 1sT County Miami -Dade Permit No.d C9 ' /l Master Permit No. CPC 61-' /sec. Phone # Architect/Engineer's Name (if applicable) Phone # Zip .f d' 0 NOV 1 8 2009 Is Building Historically Designated YES NO Flood Zone Contractor's Company Name 'E LtemIS' rEGFCT7< /C. CO" , @°. Phone # ••J 22 / —.7®C Contractor's Address /..6D3 S /2q 'ewe�..c j . City / /4/.4,9/ State "';.� ®.Q / D 4 Zip — ., Qualifier Name r C74:1.4,4 1 / /4/'O'. Phone # ) . 9$ 2 ` 9 State Certificate or Registration No. 12 -eV 43 7 G, Certificate of Competency No. 9(%.F ® 00 4442 C . Contact Phone 04) '9'02 — -676.89 E -mail c , ei //4 3 /X rei€ , elC l. Value of Work For this Permit $ .2' c� ' Square / Linear Footage Of Work: Type of Work: Addition EAlteration ['New ❑ Repair/Replace { _ / ❑Demolition Describe Work: a i / '4 //a c3 A r. 7-V > ,4Orle � /c .S s. �.�eQ odd. •, . �� ��� � � 4.�c�.i.c , 4 iei 'dam 0 * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * ** F ** * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Submittal Fee $ Permit Fee $ 7 e .0U CCF $ /. 20 CO /CC $ Notary $ ✓ff Training/Education Fee $ ' (00 Technology Fee $ Scanning $ 3.00 Radon $ DPBR $ Bond $ Double Fee $ Violation date: /� Structural Review. $ Total Fee Now Due $ f 0 . V See Reverse side -* 0 CJ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection wil,1 not be p v d and a re- inspection fee will be charged. I ON El l /Signature Owner or Agent The foregoing instrument was acknowledged before me this day of ,20 who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: * * * * * * * * * * * * * * * * * * * ** APPROVED BY (Revised 07 /10 /07)(Revised 06/10/2009) ********* * * * * * * * * ** *** * ** ** Qo * ** ** * ** * * * * /'/ ' f lads Examiner Engineer Signature Contractor n//�� The forego' g • trument was acknow dg d befor m594* ^ I day of , 2001, by V �-'i V • � '�,{ who is pers ) nally known to me who has produced /l 1. on and who did taken oath. NO _ �f ARY PUBLIC: Sign: Print: My Commission Expires: Zoning Clerk checked 1 Inspection Number: INSP - 145108 Scheduled Inspection Date: June 03, 2010 Inspector: Devaney, Michael Owner: MAYER, SIMONE Job Address: 620 NE 101 Street Miami Shores, FL 33138- Project: <NONE> Contractor: Building Department Comments June 02, 2010 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 For Inspections please call: (305)762 -4949 Phone Number Permit Number: EL -11 -09 -1919 Permit Type: Electrical - Residential Inspection Type: Final Work Classification: Alteration Parcel Number 1132060172130. WIRING INSTALLATION FOR TV, PHONE,DATA & SPEAKERS FOR AREAS OF ADDITION. ADD 4 SPEAKERS FOR OUTSIDE PATIO 36 OUTLETS Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments /11.-15-69 77-7//1-11).4 1971 f ol `e /4) Page 38 of 39 Work k , w' • s . BUILDING PERMIT APPLICATION FBC 2004 Permit Type (circle): Tenant/Lessee Name ',3A3q ! AQYAP,9 ahie nE, Viinu ENS 'Ze 1 - : 't) c; ��3 �y�I $:1 n��+� 3 qRS em COQ nrra+rii r ,_�, >� .. �� :fir• City ji6r' state fL • Qualifier Name f'� �� c / *--/o /- Jjt i Architect/Engineer's Name (if applicable) Notary $ "–'° Training/Education Fee Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Roofmg Permit No. ¶LoPI424 Master Permit No. Owner's Name (Fee Simple Titleholder) sS //V /%� Phone # ' ° 5 Owner's Address a /V Z /®/ City #,'r 3 2 /0x6f State 1€0ll1' Zip 3 3//eS Phone # Job Address (where the work is being done) 6=2 /1/G /0/ 42" City Miami Shores Village County Miami -Dade Zip 3 .6/3 FOLIO / PARCEL # Is Building Historically Designated YES NO Contractor's Company Name k4i� /rn ile-VG77O'ci Phone # 30C—.R3-593/ W Contractor's Address 12 I" 3a" SY State Certificate or Registration No. C6 /5 2? 8 2 Certificate of Competency No. © ®O. O� Zip ,302 3 Phone# 7 11 - 8s9-320¢ Phone # i z/o - f©.Z‘ age / Littikit Footage do aloe v.i104 race vadi 4g141 rls u* cw., ❑ Demolition Describe Work: GJr,7e-K. $b2et * * * * * * * * ** ********** dO Submittal Fee $ Permit Fee $ CCF $ (g /O //�� Technology Fee $ nn Scanning $ Ol4` 1 Radon $ �� DPBR $ I ZSLO Zoning $ Bond $ Code Enforcement $ Double Fee $ w + ,/� Structural Review. $ �o + 6 Co ` ! -i' G o v' J : Total Fee Now Due $ 3'65 • 00 . See Reverse side - Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDmONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Owner or Agent The foregoing instrument was acknowledged before me this day of /2/ /22-- 20 i, by J • nn a- tic... /floty.44,2 who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: o ! !!!! ! ! " ,,,, MAYDA L. PEREZ s s't � II Notary Public - State of Florida ' My Comm. Expires Nov 19, 2012 Sign: Print: I(/' I2e My Commission Expires: APPLICATION APPROVED BY: (Revised 07/10/07) Signature Contractor The foregoing instrument was acknowledged before me this / day of a z2, , 20 OM'by / /4A�� , f /O�/ , who is ersonally known to me or who has produced as identification and who did take an oath. 0 NOTARY P 1 Sinn: - - � Print: 1 My Commission Expires: Oiteef ,,. MAYDA 1. PEREZ - Notary Public - State of Florida - Expires Nov 19, 2012 on • DD 839988 ii1/ pet 0--- ********************* * * * * * * * * * * * * * * * * * * * * ** * * * * * * * ** / L Plans Examiner N if a /� �r!"!4c 1 Engineer Zoning BUILDING PERMIT APPLICATION FBC 2004 Value of Work For this Miami Shores Village Building Department Describe Work: f er--/v 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. RC Cr 1494 • Master Permit Permit Type (circle): Building Roofing Owner's Name (Fee Simple Titleholder) Owner's Address (1 LA Nc ) D) 5,,: City M livv4es Site '•f -. State r V Zip AZ) 3 $ Tenant/Lessee Name Phone # Phone # partirlr JUN 1 7 2009 BY: .......... 30r -33D. —r yob Job Address (where the work is being done) C2o N E. to t S i City Miami Shores Village County Miami -Dade Zip 33(3 FOLIO / PARCEL # 1/) 37..0 -- 6)7_ 2 _/30 Is Building Historically Designated YES NO X Contractor's Company Name X t ' So luLr i -L CCAAA Phone # 57 3 / Contractor's Address Iff teal /6 4 of7 City r., ,4 / State 7 �O Zip 3.-492- Phone # ®S -37 r" 5r Qualifier Name / '41 - /. 47 Ce ) � State Certificate or Registration No. d � C , / 5z 202 Certificate of Competency No. Architect/Engineer's Name (if applicable) Phone # ACVAM quare / Lineaar;FiRotagecOf,W;ark: ❑ Repair/Replace * *** ** * * ************a:** ** ******** * * *** F a: ******** ******** ************** ********* Submittal Fee $ Permit Fee $ CCF $ - E9/CC__ Technology Fee $ Zoning $ Notary $ Training/Education Fee $ g Scanning $ Y yozi Radon $ DPBR $ Bond $ Code Enforcement $ Double Fee $ Structural Review. $ d OP Total Fee Now Due $ A 5400 See Reverse side -4 Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Owner or Agent The foregoing instrument was acknowledged before me this /L day of � 1/01 E-,20 0 1,by on 1.-1.44. et- , who is personally known to me or who has produced As identification and who did take an oath. Sign: Print: NOTARY PUB (Revised 07/10/07) fI�. My Commission Expires: APPLICATION APPROVED BY MAYDA L. PEREZ un zir orlda m. Ex' 4 • 012 Commission # OD 839988 Through National Notary As' 1.104 i t e1', .o.22 Signature Contractor The foregoing instrument was acknowledged before me this rya day of %Alb , 20 / ' by __1" , '+,o who is personally known to me or who has produced as identification and who did take an oath. ) I1 * * * * * * * * * *** ***** * * ** l: *> is*: **** * * * * * * * * * ** * * *** * *** * * **** * * ** x *>k>k*** ** *ri ****** * * * *** *********** * * *** * *** * ** My Commission Expires: Plans Examiner Engineer Zoning tidcdpc cky i S BUILDING PERMIT APPLICATION FBC 20 Permit Type: BUILDING ROOFING. Owner's Name (Fee Simple Titleholder) S Owner's Address City )l / q-tyl Tenant/Lessee Name S 0 . N E. ha2tS State T - Email 91 /v1,,010 & 1=p (4 . c� Job Address (where the work is being done) °✓ Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762°4949 ! m o /4-'7' 6_2 Phone # 3 05 gZ %L! Zt City Miami Shores Vi11a a County Miami-Dade Zip ,, f,/ FOLIO / PARCEL # 1 1''32 06 -- O Iq' 2 (3 Q L J t, is ..- LD /0 1 E21 � i `d' (( Is Building Historically Designated YES NO, Contractor's Company Name � � 11 4 't 1 p kte $ . Contractor's Address r? ®a t ) . /5 14° State Qualifier Name , /'`/ . z/S/7)A.) Q Phone # State Certificate or Registration No. /5/2i/2. C ity Pe 44, 6r. 'Contact Phone do s , 70 s73/ * * * ** **** *** *** *** * **** * ****** Permit Fee $ Zip Phone # 33/38 Architect/Engineer's Name (if applicable)• ; Phone # 16?oo ttwe Permit No. DD ,�,, Master Permit No. F.C.°g 14( 2 Phone # -20-5e t 370 ' .5 3 )6, — NO . 4G • 17 r4 Zip SAD 2S Certificate oof Competency No. /C/� si, E -mail • a 0. Ke /4 /'Z e/ O .� e ioc r 6 `( i AOYQM ;1)6—WW2 . modiw witclEV: '05 ,M r iuW vi''q'3 fnmoD YM , CCF $ CO /CC .$ Notary ', Training/Education Fee $ Scanning $ q`00 Radon $ DPBR $ Double Fee $ Violation date: Structural Review. $ Total Fee Now Due $ •)34`QQ Flood Zone Technology Fee $ Bond $ See Reverse side —4 Nagloymip OCT 2 8 2004 BY: amo +arsa'v.. Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that. all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will pp#.11e approved and a reinspection fee will be charged. Signature or Agent The foregoing instrument was acknowledged before me this day of/ , 20 , by 5 l /Y4 0 .... 1-0(� who is personally known to me or who has produced f As i Anclaybda dkU ke.an.oath _ NOTARY PUBLIC: 1 •�. �,�, Notary Public - State of Florida MAYOR L. PEREZ 3' , pares Nov 19, 2012 # DD 839988 Sign:'-A •' *' •• Bonded Through National Kolar Assn Print: (o?* �L— My Commission Expires: APPROVED BY „/' / / //p 07 • Plans Examiner Zoning (Revised 07 /10 /07)(Revised 06/10/2009) oaf ' l'i l 2o IZ- Engineer Contractor The foregoing instrument was acknowledged before me this day of qtr , 20 01 , by efek. me or who has produced Sign: / (� Print: !AA— Y' 4E My Commission Expires: (q 1 2012 -- Clerk checked BUILDING PERMIT APPLICATION FBC 20 Permit Type. UILDING ^'' ame (Fee Simple Titleholder) 51 g i n Q h ) i ; . / e^_ Phone # Owner's Address & .k.) 6 1 D 9 r 1 Zip_ ___(3 E Phone # • City 1.1t CIAAA t IitoiS State Tenant/Lessee Name Email Job Address (where the work is being done) City Miami Shores Village County Miami -Dade Zip 3 [ 3 e. FOLIO / PARCEL # Is Building Historically Designated YES alarm 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 s Company Name / /: v �ei � Z (Phone # 3-of S 3" Contractor's Address _ City f�� /We State v � Zip .33OZS Qualifier Name AttAl JLT,?hlArt2Y` Phone # �. 0 _C 3 State Certificate or Registration No. ea C /5/2Fera Certificate of Competency No. -Contact Phone E-mail Architect/Engineer's Name (if applicable) Phone # • a lLy� �4Ye�i .- rfi > t vo ': an xi atana0 _a ue of Work F if ‘6O Type of Work: ❑Addition ElAlteration ONew 21 A Q S C'1/ l(J G(1 �y aft ►k e ' t:vi2easFnto Submittakk Miami Shores Village rECECIEWM1 Building Department FEB o z 2010 JJ ear N'oota e Notary $ Scanning $ Double Fee $ Violation date: Structural Review. $ 60. 0 0 Total Fee Now Due $ Training/Education Fee $ ork: BY: Permit No. Master Permit No. A ' C' 0 O `ei 6 5 s13,2_8 NO, Flood Zone SFtVA1'ir 9r4ral * *aF a A a?st t i Nt5 1 tpi1C'x1M tital &` CCF $ CO /CC .$ * * * * * * * * * ** Technology Fee $ Radon $ DPBR $ Bond $ See Reverse side - Bonding Company's Name (if applicable) Bonding Company's Address City Mortgage Lender's Name (if applicable) Mortgage Lender's Address City . State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that. all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. The foregoing ins day of State tOwner or And ent was acknowledged before me this -1- 2 0 /O , by 71 M - 04._ t `°` �. 2. who is personally known to me or who has produced who is personally lino VOTARY PUBIJ[ Sign: Print: My Commission E As identification and who did take an oath. C: Ala- AI, AM.. AIM_ AIM_ A L. PEREZ a 414 Notary Pub - State of Florida My Comm. Expires Nov 19, 2012 ' g Commission # OD 839988 Ono Bones Through National Notary Assn. APPROVED BY /5 4 7 / 2 - , laps Examiner ' c77---/CV (Revised 07 /10 /07)(Revised 06/10/2009) Engineer Signature Zip The foregoing ins ent was acknowledged before me this da 20 /0, by ft to me or'who has produced * * * * * * * * * * as identification and who did take an oath. I OTARY__�. PT RLT : MA . • n, . ;iojrdAk - State of Florida 7•+ • My Comm. Expires Nov 19, 2012 c'L• Commission N DD 839988 Bonded Through National Notary Assn. Sign: * * * * * * * * ** CiU 06 Zoning Clerk checked Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. 620 NE 101ST STREET City MIAMI SHORES State FL ZIP Code 33138 For Insurance Company Use: Policy Number Company NAIC Number If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View "; and, if required, "Right Side View" and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page on the reverse. Building Photographs See Instructions for Item A6. Building Photographs Continuation Page Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. 620 NE 101ST STREET City MIAMI SHORES State FL ZIP Code 33138 For Insurance Company Use: Policy Number Company NAIC Number If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and "Rear View "; and, if required, "Right Side View" and "Left Side View," ADDITION OF 3700 SQ FIRST AND SECOND FLOOR AND GARAGE. Passed, Inspector Comments CREATED AS REINSPECTION FOR INSP-91187. Walls require R-8 and R-4.2 has been installed. NB Failed Correction Needed Re-Inspection Fee No Additional Inspections can be scheduled re-inspection fee is paid. until 9 Inspection Date: September 07, 2010 Inspector: Bruhn, Norman Owner: MAYER, SIMONE Job Address: 620 NE 101 Street Miami Shores, FL 33138- Project <NONE> Contractor: KEITH JOHNSTON CONSTRUCTION Building Department Comments September 07, 2010 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 nspection Number: INSP-131775 Permit Number: RC-7-08-1426 1 For Inspections please call: (305)762-4949 Permit Type: Residential Construction Inspection Type: F. Insulation Certificate Work Classification: Addition Phone Number Parcel Number 1132060172130 Phone: (305)370-5731 Page 1 of 1 Building Department INSULATION CER'1'11 Please fill out and give a copy of this form to the inspector at time of final inspection. Building Permit No, 4e C ® b Project Name Job Address: 620 NE 101 St. Miami Shores. FL 33138 We hereby certify that the THERMALINSULATION has been installed in the above project, in compliance with the latest edition of the STATE OF FLORIDA ENERGY CODE, the APPROVED ENERGY CALCULATIONS, and plans, and in accordance with good construction practice. The insulation furnished and installed has the characteristics shown below: (Check only applicable boxes) xl. Exterior CBS walls insulation: R- 4.1 (Min); Material: Fi-Foil Thickness: NA inch(es); Density Lb/ft 3 Mfgr. JOHN MANVILLE ❑ 2. Exterior Frame/Metal stud walls: R- (Min); Material: Thickness: inch(es); Density Lb /ft 3 Mfgr. ❑ 3. Exterior solid concrete walls: R - (Min); Material: Thickness: inch(es); Density Lb/ft 3 Mfgr. ❑ 4. Interior walls separationg A/C from non -A/C spaces insulation (separated (2) units) R- (Mit% Material: Thickness: inch(es); Density Lb/ft 3 Mfgr. ❑ 5. MULTI-FAMILY RESIDENTIAL CONSTRUCTION ONLY: The COMMON (PARTY) walls separating different tenants shall be insulated as follows: FRAME/metal stud walls R -11 ):CBS or Concrete Walls -3(�) R by Energy Code requirements. See FBC -2001 CHAPTER 13- ENERGY EFFICIENCY, latest edition. These "minimum levels of insulation", are not included in thc Energy Calculations, but shall be installed in thc field ❑ 6. Above deck type ROOF INSUL. )2 - (Min); Material: Thickness: inch(es); Density Lb/ft 3 Mfgr. x7. Ceiling Insulation: )t- 30 (Min), Material: BATT Thickness; 10 inch(es); Density Lb /ft 3 Mfg. JOHN MANVILLE ❑ 8. NOTE- Densities on sprayed -on, loose fill, or any other composed -on -site insulation shall be the P.C.F. (lb/ft) average of three (3) "DRY SAMPLES" of actual installation. Installed by: Insulation Company Name Insulation Contractor Signature Insulation ContracttorrCC# / G.C./Building /eel 1ifj P - KAdtc & 6 Company Name Building Contractor CC # 0 Date ADDITION OF 3700 SQ FIRST AND SECOND FLOOR AND GARAGE. Passed 4)1 Inspector Comments '() Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: September 07, 2010 Inspector: Bruhn, Norman Owner: MAYER, SIMONE Job Address: 620 NE 101 Street Miami Shores, FL 33138- Project: <NONE> Contractor: KEITH JOHNSTON CONSTRUCTION Building Department Comments September 07, 2010 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP -91178 Permit Number: RC -7 -08 -1426 1 For Inspections please call: (305)762 -4949 Permit Type: Residential Construction Inspection Type: F. Termite Letter Work Classification: Addition Phone Number Parcel Number 1132060172130 Phone: (305)370 -5731 Page 1 of 1 Certificate of Compliance for Termite Protection (as required by Florida Building Code(FBC)1816.1.7) Brando Services,Inc 18782 NW 53 Ave Miami , FI 33155 License Number : JB 130616 (305)586 -4181 Address of Treatment or Lot/Block of Treatment 620 NE 101 Street Miami Shores, FI 33138 Method of Termite Prevention Treatment: Soil barrier The building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Servi es. Mg! B - I o arbaran BRANDO ERVICES,INC Pest Control ADDITION OF 3700 SQ FIRST AND SECOND FLOOR AND GARAGE. Passed ) I �y Inspector Comments CREATED AS REINSPECTION FOR INSP- 91180. Provide engineer letter for ledger attachment. NB / Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until nspection Number: I NS P- 124397 Permit Number: RC -7 -08 -1426 I Inspection Date: September 07, 2010 Inspector: Bruhn, Norman Owner: MAYER, SIMONE Job Address: 620 NE 101 Street Miami Shores, FL 33138- Project: <NONE> Contractor: KEITH JOHNSTON CONSTRUCTION Building Department Comments September 07, 2010 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 For Inspections please call: (305)762 -4949 Permit Type: Residential Construction Inspection Type: Density Work Classification: Addition Phone Number Parcel Number 1132060172130 Phone: (305)370 -5731 Page 1 of 1 Respectfully submitted, Ghasem Khavanin, P.E. # 41955 Project Manager US South Engineering & Testing Laboratory, Inc. 14345 Commerce Way, Miami, FL33016 Phone: 305.558.2588 1 Fax: 305.362.4669 REPORT OF FIELD DENSITY TEST (SOIL COMPACTION) Tested b3 Jason DATE: 5/15/2009 REF. No. 09 -7730 PROJ No 09 -7730 CLIENT: Keith Johnston Construction 929 NW 132 Ct Miami, FL 33182 PROJECT: Residential home Addition 620 NE 101 St Miami Shores , FL FIELD DENSITY TEST ACCORDING TO ASTM METHOD D 2922 - 71 1 2 3 4 Center of West Side Footing, West Addition Center of North Side Footing, West Addition Center of South Side Footing, West Addition Center of East Side Footing, West Addition 13374 13374 13374 13374 FT FT FT FT 122.5 123.4 126.5 124.3 8.1 7.9 7.8 5.9 98.3 99.0 101.5 99.8 Pass Pass Pass Pass P= PASS F =FAIL FT= FOOTING SG=SUB -GRADE BC =BASE COURSE MH= MAN HOLE PR OCTO R DATA ' ... ` -.... SQ 1L pE$ 40 t1yi PR OCTOR VALUE ' .... - ..,.. . .. . . .:: .. ... ..,. ,... Ma.4 l Srytt3' 1000 m Mfo , ...,Opttmu , ,.�e.i °fay., 13374 Lime Rock With Lime Sand 124.6 7.9 Respectfully submitted, Ghasem Khavanin, P.E. # 41955 Project Manager US South Engineering & Testing Laboratory, Inc. 14345 Commerce Way, Miami, FL33016 Phone: 305.558.2588 1 Fax: 305.362.4669 REPORT OF FIELD DENSITY TEST (SOIL COMPACTION) Tested b3 Jason DATE: 5/15/2009 REF. No. 09 -7730 PROJ No 09 -7730 CLIENT: Keith Johnston Construction 929 NW 132 Ct Miami, FL 33182 PROJECT: Residential home Addition 620 NE 101 St Miami Shores , FL FIELD DENSITY TEST ACCORDING TO ASTM METHOD D 2922 - 71 1 2 3 4 Center of West Side Footing, West Addition Center of North Side Footing, West Addition Center of South Side Footing, West Addition Center of East Side Footing, West Addition 13374 13374 13374 13374 FT FT FT FT 122.5 123.4 126.5 124.3 8.1 7.9 7.8 5.9 98.3 99.0 101.5 99.8 Pass Pass Pass Pass P= PASS F =FAIL FT= FOOTING SG=SUB -GRADE BC =BASE COURSE MH= MAN HOLE 111111111111111111111111111111 11111111111111111111 IIIIIIII� 1 emmmP 1 iiiiiiiiiiiei� 9eeiii�!:mn .... 93 92 91 90 89 88 87 86 85 84 83 82 81 80 79 78 77 136 ENGINEERING & TESTING LAB., INC. 135 134 133 Project No.: 09 -7730 Date:04 /23/09 132 131 Client No.:09 -7730 130 Client: Keith Johnston Construction LL( Tested By: Jason 129 ' 128 127 Project Name: RHA 126 Project Location: 620 NE 101 St 125 Project City & State: Miami,FL 124 123 122 121 120 119 118 117 116 115 114 113 112 111 110 109 108 107 106 105 104 103 102 101 100 99 98 97 96 76 W A 01 01 V 01 U.S.SOUTH Sample Method: D -1557 Proctor No.: 13372 Max. Dry Density: 124.6 PSF Optimum Moisture: 7.9 Natural Moisture: % Soil Description: Lime Rock With Lime Sand + N W A N 0 N P O + 41 A N W V m 14345 Commerce Way Miami, FL 33016 Phone (305) 558 -2588 Fax (305) 362 -4669 • TEST No. TEST LOCATION PROC.. No. LIFT - No- DRY DENS" % ' IVIOLS. % RESU LT 1 West skleactition •bathroom _under slab 13376 Final 111.8 9.4 95.1 Pass 2 • West side aditien livittgreom -tinder shtb • 13376 Final 1124 9.8 95.3 Pass 3 West side adition electricalroom under slab 13376 Final 112.8 8-9 95.9 Pass TEST DEMI OM [Ii" I REQUIRED PERCENTAGEOF COIVIPACIION 95% 1 PROCTORDATA PROCT OR SOIL DESCRIPTI4XST PROCTOR VALUE Max. Dry Density ( liptimuntMeistore (%) 13374 Fine Ligh Brown WIT. of rocks 117.6 10,2 US South Engineering & Testing Labor* 14345 Commerce Way, Miami, FL 33016 Phone: 305.558.2588 I Fax: 305.362.4669 REPORT OF FIELD DENSITY TEST (SOIL COMPACTION) INEUIDENSMEMEST-A UstgelArp. DATE: 8/4/2009 lEEK Nog 494130- PROJ No.: 09-7730 CLIENT Keith Johnston Construction 929 NW 132 Ct Miami, FL 33182 - PROJEC Residential Home Addition 620 NE 101 St Miami Shores , FL Sincerely, U.S. SOUTH Engineerin Testing Laboratory, Inc. .e Ghasein IChavanin, P.E. Florida Registration Number: 41955 U.S.SOUTH • 136 135 133 132 131 130 129 128 127 126 125 124 123 122 121 120 119 118 117 116 115 114 113 ORDER NO: 1854 CLIENT NO: 4610 PROJECT:Keith Johnston Construct' PROJECT LOCATION: 620 NE 101 St MIAMI, FL CONTRACTOR: LOCATION: TEST METHOD: D 2922 -71 PROCTOR No:13376 MAX. DRY DENSITY: 117.6 PSF OPTIMUM MOISTURE: 10.2% NATURAL MOISTURE: SOIL DESCRIPTION: F. LIGH B.SAND ROCK ENGINEERING & TESTING LAB., INC. • G: MIGHAd"ANIN, FLORIDA REGISTRATION # 419' DATE: 08- TESTED B N 3 A N m 3 3 It O+ `^ 3 A N 3 `9 N 112 111 110 109 108 107 106 105 104 103 102 101 100 99 98 97 96 95 94 93 92 91 90 89 88 87 86 85 84 83 82 81 80 79 78 77 76 14345 Commerce Way Miami, FL 33016 Phone (305) 558 -2588 Fax (305) 362 -4669 04 -09 on SAMPLE W /TRACE r TEST No. TEST LOCATION PROC. No. LIFT No. DRY DENSI % MOIS. % COMP RESU LT 1 SW corner of building path under slab garage 13376 Final 111.6 9.4 94.9 Pass 2 SE corner of building path under slab garage 13376 Final 111.9 9.8 95.2 Pass 3 Center of building path under slab garage 13376 Final 112.3 8.9 95.5 Pass OF COMPACTION 1 95% TEST DUI H. ([N) 8" l REQUIRED PERCENTAGE PROCTOR DATA PROCT OR SOIL DESCRIPTION PROCTOR VALUE Max. Dry Density (pcf) Optimum Moisture ( %) 13376 Fine Ligh Brown Sand W/T. of rocks 117.6 10.2 CLIENT Keith Johnston Construction 929 NW 132 Ct Miami, FL 33182 REPORT OF FIELD DENSITY TEST (SOIL COMPACTION) FIELD DENSITY TEST ACCORDING TO ASTM METHOD D- 2922 -71 Sincerely, U.S. SOUTH Engineering Testing Laboratory, Inc. Ghaseln Khavanin, P.E. Florida Registration Number: 41955 US South Engineering & Testing Laborrto zinc. 14345 Commerce Way, Miami, FL 33016 Phone: 305.558.2588 I Fax: 305.362.4669 PROJEC Residential Home Addition 620 NE 101 St Miami Shores , FL Gar e Tested by: DATE: 8/4/2009 REF. No.: 09 -7730 PROJ No.: 09 -7730 TEST No. TEST LOCATION PROC. No. LIFT No, DRY DENSI % MOTS, % COMP RESIT LT 1 SW corner of building path under slab garage 13376 Final 111.6 9.4 94.9 Pass 2 SE corner of building path under slab garage 13376 Final 111.9 9.8 95.2 Pass 3 Center of building path under slab garage 13376 Final 1123 8.9 95.5 Pass TEST DEPTH (IN) 8" REQUIRED PERCENTAGE OF COMPACTION 95% PROCTOR DATA PROCT OR SOIL DESCRIPTION PROCTOR VALUE Max Dry Density (pcf) Optimum Moisture ( %) 13376 Fine Ligh Brown Sand WiT. of rocks 117.6 10.2 Sincerely, U.S. SOUTH Engineerin Laboratory, Inc. REPORT OF FIELD DENSITY TEST (SOIL COMPACTION) FIELD DENSITY TEST ACCORDING TO ASTM METHOD D- 2922 -71 the Ghaseni IKhavanin, P.E. Florida Registration Number: 41955 US South Engineering & Testing Laborato h c: 14345 Commerce Way, Miami, FL 33016 Phone: 305.558.2588 I Fax: 305.362.4669 Tested by: DATE: 8/4/2009 REF. No.: 09 -7730 PROJ No.: 09 -7730 CLIENT Keith Johnston Construction 929 NW 132 Ct Miami, FL 33182 PROJEC Residential Home Addition 620 NE 101 St Miami Shores , FL Garage U.S.SOUTH ENGINEERING & TESTING LAB., INC.' 136 135 133 132 131 130 129 128 127 126 125 124 123 122 121 120 119 118 117 116 115 114 113 112 111 110 109 108 107 106 105 104 103 102 101 100 99 98 97 96 95 94 93 92 91 90 89 88 87 86 85 84 83 82 81 80 79 78 77 76 TEST METHOD: D 2922 -71 PROCTOR No:13376 MAX. DRY DENSITY: 117.6 PSF OPTIMUM MOISTURE: 10.2% NATURAL MOISTURE: SOIL DESCRIPTION: F. LIGH B.SAND ROCK A trt - 0 V W m 0 + N 41 A W Ci .0 CO m O 3 N CONTRACTOR: LOCATION: ORDER NO: 1854 DATE: 08- CLIENT NO: 4610 TESTED BY PROJECT:Keith Johnston Constructs PROJECT LOCATION: 620 NE 101 St MIAMI, FL 1 G : SEM IKHAVA1011N, P.E: FLORIDA REGISTRATION # 4105 14345 Commerce Way Miami, FL 33016 Phone (305) 558 -2588 Fax (305) 362 -4669 04 -09 on SAMPLE W /TRACE r 1 / 4 Y.Z . "'SPWEP ',;', TEST. -.,..T -,,,,,. -,,,,,, ,...,,,,,,, 0,- .,, ,- '4 - .,1--„, e fr •P 'Th. ' „'''''... C 1 ' . ,;.. k ' V.-.9,4r4='''''' ' ' UIL r 'i- ..: .. D ENS I T Y • M°• , , RESULT - ■ ._ . 1 . ;4 . .... Center of East Side of Footing 4:.PigilifirOlgAilititi(%):ii:: 13372 13372 FT 122.6 7.4 98.4 Pass 2 Center of South Side of Footing 13372 Fr 124.1 6.8 99.6 Pass 3 Center of North Side of Footing 13372 FT 122.8 7.1 98.6 Pass _ - -. ''''''''''''' ' ijkit1104,■:'''''''' ' , r,”, :': '' : ', 4 1'. 4' i'..'' ..., . - ,. - - .. ' 'n. ' ..7AP,f1:-'4rnf';' r l' ''' 0' .. j..''''''''.. ,, ' ' "' ' •-`,. V." ' .ii...!...,iii..ii4 :I.:: ...., . , ....'..;,'.::.-.1:::it - ,:i -il PRO ' . ,;.. ' Pi " 1"i. ".','0 i '. :0 i,ii 'S0 '0i" ' 'i i . f.,..i:i1;:- ... i 1 ■A - ;. ..i.:,.r.4%,...,...,..,..., ,..,,,,,,i ..,......,,,, ...;..,;i:01::::- ii,ilig-ii i , . - . , 1= -,'....4" ,,,i,•,,,,,,-,.t• SOT DLS _ f • _T•:,-,-, I en r ,i. ,-1.,., , : .,. i, . ::,.: .4. .. 0, i 4: 61' : ''''' ;?. . ;4 . .... ' 0'..ri!tiffht.0ifillgilitit(0 " :;:;. i .1;::; ‘ 4:.PigilifirOlgAilititi(%):ii:: 13372 Lime Rock With Lime Sand 124.6 7.9 CLIENT: Keith Johnston Construction 929 NW 132 Ct Miami, FL 33182 PROJEcT: Residential Home Addition 620 NE 101 St Miami Shores , FL P= PASS F=FAIL FT=FOOTING SG=SUB-GRADE BC=BASE COURSE MH=MAN HOLE Respectfully subm Ghasem Khavanin, P.E. Florida Registration # 41955 US South Engineering & Testing Laboratory, Inc. 14345 Commerce Way, Miami, FL 33016 Phone: 305.559.2588 Fax: 305.362.4669 REPORT OF FIELD DENSITY TEST (SOIL COMPACTION) FIELD DENSITY TEST ACCORDING TO ASTM METHOD D-2922-71 Tested b3 Jason DATE: 4/23/2009 REF. No. 09-7730 PROJ No 09-7730 ADDITION OF 3700 SQ FIRST AND SECOND FLOOR AND GARAGE. Passe Inspector Comments Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until nspection Number: INSP -91173 Permit Number: RC -7 -08 -1426 1 Inspection Date: September 07, 2010 Inspector: Bruhn, Norman Owner: MAYER, SIMONE Job Address: 620 NE 101 Street Miami Shores, FL 33138- Project: <NONE> Contractor: KEITH JOHNSTON CONSTRUCTION Building Department Comments Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 September 07, 2010 For Inspections please call: (305)762 -4949 Permit Type: Residential Construction Inspection Type: Final PE Certification Work Classification: Addition Phone Number Parcel Number 1132060172130 Phone: (305)370 -5731 Page 1 of 1 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163m STREET, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940 -3088 • FAX: (305) 940-3273 July 26, 2010 Chief Building Inspector Miami Shore Village, Building & Zoning Department 10050 N.E. 2 Ave. Miami Shores, FL 33138 RE: Magda & Simone Residence 620 N.E. 101 Street Miami Shores, Florida Permit Number: RC -7 -08 -1426 Dear Building Official: I, having performed and approved the required inspections, hereby attest that to the best of my knowledge, belief and professional judgement, the structural and envelope components of the inspected items for the above referenced structure are in compliance with the approved plans and other approved permit documents. I also attest that to the best of my knowledge, belief and professional judgement, the approved permit plans represent the as -built condition of the structural and envelope component of said inspected structure. This document is being prepared in accordance with the requirements of the Florida Building Code and must be submitted to the Miami Shore Village Building and Zoning Department in conjunction with the application for a certificate of (either Occupancy or Completion) for the above referenced structure. Should you have any questions or need any additional information, please do not hesitate to contact me. Sincerely, Ali Arbab, P.E. For Arbab Engineering, Inc. P.E. No. 35460 Special Inspector No. 0456 AA/aa C:/ AA/ComplianceLetters /mayda&simone l 0 PROJECT NAME • di 1 r>q le S;n10 N C 4 -(�,'.Si n REPORT NO. • CONTRACT NO • DATE OZ.7 ft� l Q TIME • 5,: 1 D / 1 WEATHER !! ! FAIR r CLOUDY RAIN GENERAL CONTRACTOR • k F 1 t» ID i Als ra Ai CoN S, ra REMARKS • 0 C4 V Q CS 3 1 r1' i a . Gor.,1 ivi_k.e/ki5 12 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163m S I HEET, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940 -3088 • FAX: (305) 940 -3273 0 c24 ek L APO tJ ■ 0-f- I',E cc:'L Litt... K A Jken ivG rja 4 /-r fir' 12,.0 to-L. 'aYyi^ v\I „ ACCEPTED Vs:wt. kA n c . k' Q lkwohl tAr f) (AA p - r Slice el I- '/4Cvkrr, Ai *1 G.0 dH • S AM 0 M1 &r ot & rhu r Co Tr k-4 E cki fK /1/4.)011n0 ie/tri /V Tr C&SO44 i rs-1 'Noy Ld.0 REINSPECTION NECESSARY INSPECTED BY • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163RD 51 HEFT, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940 -3088 • FAX: (305) 940-3273 PROJECT NAME : 'Jh 4 .G "i 43,46 Ies REPORT NO • CONTRACT NO • DATE : ° S it 7 / 0 ci TIME • 1 : CTO A WEATHER FAIR V CLOUDY RAIN GENERAL CONTRACTOR • 1< • V c,.'aS mu c 7- )B' REMARKS n Ss cue 7; YS Si iza Ali i-e r nrto CS% -1 ii-E Cert..) 2 tk-c.1 G•09..1 C vezks Gt .1� 2 co.= v 1 Z REINSPECTION NECESSARY INSPECTED BY CA. CT-1k) f » s ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163 STREET SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940 -3088 • FAX: (305) 940 -3273 PROJECT NAME : M 'S '04 $ �1wib� . l -i , REPORT NO • 3 6 CONTRACT NO • / p p DATE / / / 0 C I O J TIME •: J O 1 �I WEATHER FAIR CLOUDY . RAIN GENERAL CONTRACTOR • WO J O I..As''1"L ii C.,,,,, QTR C`t I 003 REMARKS • 0 Q S 'L`. 'a1 LaN'J Tors S 1 K'S Oa r S • 4^ 2z 044- S-L3 - K6 s l•' L.kt Or 1L)o (A) S Plog Q:osC_A, C h; c W A,A r -r} ' V k r • o Ci S.E vU • 37 1 (A, C.tity air• r O F 0 t'2-c° L to z Pc5 c ! F1 s9 rte cto 't04-• A.Q., t ,r1 b ACCEPTED 1� P - 0 REINSPEC110N NECESSARY INSPECTED BY • S x-zu ci re= ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163' STREET, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940 -3088 • FAX: (305] 940 -3273 PROJECT NAME : CONTRACT NO • DATE 0 ' / 2-0 o � 1 'TIME • 12 WEATHER [ FAIR CLOUDY RAIN GENERAL CONTRACTOR • �� J O v, K-► S too.) C,o T a REMARKS ham-( R ` CAA-0 V r, 2V r 9 r 3 - C Cry (t k -iAC. 6 s - REPORT NO • 4 1 1 0. Yo raj .v L� Pr cr1/6 .,/emu 1 -r --et;-3 h Cot U L e 1�2ti 1 •.f �7 2 er�.� r ACCEPTED ' c-'o r REINSPECTION NECESSARY INSPECTED BY : -4-- 1 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163R° I HEET, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940 -3088 • FAX: (305) 940 -3273 PROJECT NAME : Al A `t \ ■40■). REPORT NO • g CONTRACT NO. : DATE : 0 ‘n /0 70q TIME • 4 :. no PA- 1 1 WEATHER FAIR CLOUDY Y RAIN GENERAL CONTRACTOR • 1 T I 17 , 7' h1 C .1 REMARKS ACCEPTED c, %TV vie lk- r zu s "moo Q L.5.4_, t C ACr c r s ,actG)p REINSPECTION NECESSARY INSPECTED BY • co o i li c y fie 4.4-0 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163PO STREET, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940 -3088 • FAX: (305) 940 -3273 PROJECT NAME : y D� _ O Nd E REPORT NO • v 1 CONTRACT NO DATE Q G GB b CL 11ME • t ! p " , WEATHER ll.•• FAIR CLOUDY RAIN GENERAL CONTRACTOR• r4k cJ c T i S REMARKS 17 I S ita 9 .t5 S ti PS % ‘1, 1-b r v (-) P ,� .v r' of R i�J VC0 nc �0 2. ejc;bW CA, y t t ck Z S Y2• 6 � 51E A t -r yam' s r ACCEPTED 5 C ` t i2 Cpl L. ^r,r, 2 ". 40 fizz v 1,2410+ R©NSPECTION NECESSARY INSPECTED BY • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163flD STREET, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940 -3088 • FAX: (305) 940 -3273 PROJECT NAME : CONTRACT NO • DATE WEATHER GENERAL CONTRACTOR• REMARKS $t h t C ,A,O Ni fl �a J U 0 TIME • 66 FAIR tYkt 1A0 SAM tlArkati tt- * k‘11 ACCEPTED CLOUDY C 0‘4.3 .p r2) ISO) $1aAf-C✓�Mr 1 hF K, 1? "P.ae-J 6 F C Co LAM, ' � A -,- NIA-/wt-.7 k M 0 (iv d cl D (Art.)._ 0 ^I 6 T�� kac &.3 VAA REINSPECTION NECESSARY . INSPECTED BY • REPORT NO • n Y RAIN r 0 ( 'F-� +i✓b • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163P' STREET, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940 -3088 • FAX: (305) 940 -3273 PROJECT NAME • 4 Y DA 5� i , REPORT NO • 0 2 CONTRACT NO • DATE ()Ii 0 6 /? q TIME • 1 / ` 3.0 ki WEATHER FAIR ►" CLOUDY RAIN GENERAL CONTRACTOR • /( T1+ 3 i 1/sJS Tre 1 6, n.,, C r REMARKS ©I: S oAst -- .. K s ) FE' Imo' /.19 1 cini.ntla4cAlnIz 4 A '6 A Adi,b-L) (iv es s ?L G- 6 FL.° C CA i - ter, s to a rziED ( f2\-'t ■74- 4 s row e) I jJ N • t ajti �L le-U/ s f131 n Cam, (DP (i r G 'ro r2.,c:.,1b ACCEPTED 1 - �V REINSPECT)ON NECESSARY INSPECTED BY • c ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163R° 5I HEET, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940 -3088 • FAX: (305) 940 -3273 PROJECT NAME • Aiq Q 1 l A'►n o' V ros. REPORT NO • CONTRACT NO. : ACCEPTED nY-) o-67/ (29 DATE WEATHER GENERAL CONTRACTOR • k X ! T Iir REMARKS .1 1-b TIME • FAIR 3 de lr CLOUDY O --- CI EC 3 mss' e2,L) p Dom' R l) %.4..2 G 0 rz „t r . , „. ,,t- r l+ -. r c.a o kz. 7.-- " 4 -4).1i c: /11 ?- D D b rt 4...c. ._ ar' o Yl � e u `5 ?tip " p Al �v a _ 3 rw C' s4 4 ?b f S A- r C .c- . 4 r 5' r) FA LT CA;.. As 1— C h c. C ft; 4 G 6 ha f L) 0 "/11D -I. � 7 11- (may ,6 N'L e9-C 1 R'a, f R©NSPEC110N NECESSARY INSPECTED BY • RAIN (r-N,o S r- ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163RD STREET, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940-3088 • FAX: (305) 940 -3273 PROJECT NAME • 1 1>k 4 Si k 0/11 jr. CONTRACT NO. • DATE : Dy 2-1 / 0 c t TIME • 1 O' C 0 004 WEATHER FAIR CLOUDY , RAIN GENERAL CONTRACTOR • 14t % T H 1 oCV . REMARKS co QSe r?D Tb"a ,sett itc5. e''e. ?u f1vI I) r�U 4 r k ea e .Yrnq'CA' ACCEPTED A s f R©NSPECTION NECESSARY INSPECTED BY • REPORT NO. • 0 f ) � "' b ?L v rU 12_, -+.) Li.. Q Co Ac s Arlon p ,� ►� tar ,= L5 ■'r P ,■ S L, U cam cA -' ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163RO 51 HEET, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940 -3088 • FAX: [305) 940 -3273 PROJECT NAME • 14 4► t DA CA.40 4.I4 CONTRACT NO • DATE n y 26/ v I TIME • / 2 (E ISM WEATHER FAIR T CLOUDY RAIN GENERAL CONTRACTOR • Ieil VR'1c1 D lti,,,,M tc, tJ REMARKS 7i -v ,T0`R $1 111 (Z: reslISO 0 (VA o t ip X116' as p.A (.' . 42-LIl Ntj /€ L V A- 1 t f a& LO"S4 V Y " ,c• • n-4 N F‘cs e_ Cs.Q c„ ?D 'f ." S. k r 1-1-w 4 L.a LA, 1.N.t..11 Ay� 0 4'' REPORT NO • B! f twk Pcy• ‘ ee,‘-e.,.fty-4 le k..xte■ (s 114 p C' C t -. �✓ .� Con! r REINSPECTION NECESSARY INSPECTED BY • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163m STREET, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940-3088 • FAX: (305) 940-3273 PROJECT NAME • VA ikkt 0 Pc St REPORT NO • 1 CONTRACT NO • DATE : OS /0k /01 11ME • 4 ... 0,0 '\ WEATHER FAIR CLOUDY e GENERAL CONTRACTOR • Ite.1 % A 4 3 - 1..co..h sA-0 #0 Cio 0......1 i gr. • 0 6 Cre 07...J4% r0A S "x Al v.- ra Milo REMARKS ACCEPTED ri>c 'T VA t CAS inds% CA rz... o riAL3 %/3 " 4 , ii;:t o• it I 1.:.s.cloix:e-1 L45 o r 0 -4.1 s, r itsrL k„'D Yht vc. r-v-v1/4_,-.1 17 a P it,e% 1 T .10 LA_= CO' ArS rg C4 Pi tsa0 vuo REINSPEC11ON NECESSARY INSPECTED BY • • PREPARED BY: DECLARATION OF USE KNOW ALL MEN BY THESE PRESENTS: .� WHEREAS, the undersigned 6 i O a E MA -InL 14A10 A- 1 Er re the flee simple owner(s) of the following described property (Properly) situated and being in Miami Shore Vi = , _, Florida: 1 j1 Dl� -ft��' Logs) l� /Q ;; ' of SEC. Pig y 5 — lq Subdhvision), acoord'ag to the plat thereof, as receded in the Plat Book Page DC—B LI of the Pubrc Records of Miami-Dade County, Florida, (address) Goao OE- > Ai ST , 14 r ; 94 Ore-4 and WHEREAS, the undersigned owner(s) have sought certain development approval from Miami Shores and are providing this document in consideration thereof and to induce the Village to grant same: NOW, THEREFORE, for good and valuable consideration, the receipt and sufficiency of which is acknowledged, the undersigned do(es) hereby declare and agree: STATE OF FLORIDA COUNTY OF MIAMI -DADE purposes therein expressed. My commission expires: 1. That the Property will not be used in violation of any ordinance of Miami Shores Village or Miami -Dade County now in effect or hereinafter enacted 2. That the property will be used for a single family residence only. 3. That he/she will not convey or cause to be conveyed the title to the above property without requiring the successor in title to abide by all terms and conditions set forth herein. FURTHER, the undersigned declare(s) that this covenant is intended and shall constitute a restrictive covenant concerning the use, enjoyment and title to the above Property and shall constitute a covenant running with the land and shall be binding upon the undersigned, his/her successors and assigns and may only be released by Miami Shores Village, or its successors, in accordance with the codes, riles and regulations of said Village then in effect. IN WITNESS WHEREOF, the undersigned has/have caused hand(s) and seals) to be affixed hereto on this day of lu -re --eaLWO WITNESS(ES) Signature and Print ) ) I HEREBY CERTIFY that on this day personally appeared before me (type of identification) as identification and he/she . = that he/she executed the STATE OF FLORIDA, COUNTY OF DADE J HEREBY CERTIFY that this is a copy of tlhe � nal fired in this office on daY nt SWORN TO AND SUBSCRIBED before me on this V day of L 2010_. , A D 20 04,tx Linda Mundarain COMMISSION # DD962343 V`F ExPiRES: FEB. 16, 2014 .i...... WWW.AARONNOTARrome CFH 2010R0593081 OR RECORDED 09/01/2010 HARVEY ROVINp CLERK LAST PAGE 1111111 1111111 ill 1111111111 1111111111 11111111 BK 27406 Ps 2681; (its) 12:47:45 01111 URT, I -DADS wry, FLORIDA Miami hores Y illage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: 305) S— and Print OWNERS: Signature and Print r�4r� terra —� ,L nd 0' cial $nal. County Coats ;q. D.0 NOTARY •' = C, STATE OF FLO DA Dotn CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: Simone Mayer PROPERTY ADDRESS: 620 NE 101 St LOT: 8,10,11 BLOCK: 103 SUBDIVISION: and miami shores PROPERTY ID # : 11- 3206 -017 -2130 SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF SECTION 381.0065, F.S., AND CHAPTER 64E -6, F.A.C. DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TIME. ANY CHANGE IN MATERIAL FACTS, WHICH SERVED AS A BASIS FOR ISSUANCE` OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. SYSTEM DESIGN AND SPECIFICATIONS T [ 1,050 ] GALLONS / GPD SeotiC CAPACITY A [ ] GALLONS / GPD N/A CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY mAximUM CAPACITY SINGLE TANK:1250 GALLONS] K [ ] GALLONS DOSING TANK CAPACITY [ ]GALLONS @[ ]DOSES PER 24 HRS #Pumps [ ] D [ 485 ] SQUARE FEET SYSTEM R [ ] SQUARE FEET N/A SYSTEM A TYPE SYSTEM: [X] STANDARD [ ] FILLED [ 1 MOUND [ ] I CONFIGURATION: [ ] TRENCH [X] BED [ ] N F LOCATION OF BENCHMARK: 10.45" NGVD C/L NE 101 St I ELEVATION OF PROPOSED SYSTEM SITE E BOTTOM OF DRAINFIELD TO BE L D FILL REQUIRED: 0 T H E R SPECIFICATIONS BY: APPROVED BY: DATE ISSUED: PERMIT #: 13-SG- 426407 APPLICATION #: AP390987 STATE OF FLORIDA DEPARTMENT OF HEALTH DATE PAID: 09/28/2007 ONSITE SEWAGE TREATMENT AND DISPOSAL FEE PAID: $55.00 SYSTEM RECEIPT #: 1 3 -P 1 D -34425 [ 0.00] INCHES SYSTEM # 2 - SOUTH SYSTEM 1.- Install a 1050 gal min. category-3 septic tank with an approved filter. 2. -The licensed contractor installing the system is responsible for installing the minimum category of tank in accordancewith s. 64E- 6.013(3)(f), FAC. 3.- Install 485 sf of drainfield in bed configuration. 4 - Install 42" of slightly limited soil at the bottom of the drainfield. (Comments Continued on Page 2.) id V Edwar Astrid V Edwards 09/05/2008 MIAMI, FL 33138 DH 4016, 10/97 (Previous Editions May Be Used) EXCAVATION REQUIRED: [ 72.001 INCHES TITLE: Engineer Specialist II TITLE: Engineer Specialist II DOCUMENT #: PR749997 [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] [ 4.20 II INCHES k FT ][ABOVE B BENCHMARK /REFERENCE POINT [ 34.20 ] (Fiica FT 3 [ ABOVE /I BELOW ',BENCHMARK/REFERENCE POINT Dade CHD EXPIRATION DATE: 03/05/2010 Page 1 of 3 NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME OF FIRST INSPECTION PERMIT NO. a8' /I2t TAX FOLIO NO. II I 37.04- D 1 -- [b STATE OF FLORIDA: COUNTY OF MIAMI -DADE: 2. Description of improvement: / /5 0l1 3. Owner(s) name and address: Interest in property: Name and address of fee simple titleholder: 4. Contractor's name, address and phone number: E f_ e reoti Coiv 123.01 -52 PAGE3 11/07 Title /Office O v' -a.w- . STATE OF FLORIDA COUNTY OF MIAMI -DADE The foregoing instrument was acknowledged before me this day of By (hOrue. H.. MAMA L. PEREI Notary Public • Mato of Florida lily Comm. ropes Nov 19 2512 Cononhaioo 0EC Iee/1d nroopli Mood Maury Assn. w Signature(s) of (s) or Owner(s)'s Authorized Officer /Director /Partner /Manager iv above: By By 11111111111111111111111111111111111111111 CFN 2.8 9R.02 5 34-54 OR Bk 26819 Ps 348821 tips) RECORDED 04/ 07/2009 14:21!;20 HARVEY RUVII4 CLERK OF COURT MIAMI —DADE COUNTY FLORIDA LAST PAGE STATE OF FLORIDA, COUNTY OF DADE HEREBY CEFTIFY that rhi i. > � py of the THE UNDERSIGNED hereby gives notice that improvements will be made to ce5RiarkAtio ce an property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. WITNESS my held HARVEY RUVI 9, AD20 Seat ircuit and County Courts 1 By k /t, c °r k 40 NiTe w CD 105 G 336; - 4 ' 101 5 CA) 3'3 i1 t W e ° 6 . r 1. Space above reserved for use of recording office 1. Legal description of property and street/address: 6" Af /0/ //fA1'e: zen.i' -4 33152 os_ 3,0.5,3/ 5. Surety: (Payment bond required by owner from contractor, if any) Name, address and phone number: Amount of bond $ 6. Lender's name and address: 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes, Name, address and phone number: 8. In addition to himself, Owners designates the following person(s) to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Name, address and phone number: 9. Expiration date of this Notice of Commencement: (the expiration date is 1 year from the date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13. FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Signature(s) of Owner(s) ner(s)' Authorized Officer/Director /Partner /Manager Prepared By Prepared By Print Name ( . 5 )vireo rL. WI : Print Name Title /Office E _jp.elividually, or ❑ as for la known, or ❑ produced the following type of identification: Signature of Notary Public: Print Name: (SEAL) VERIFICATION PURSUANT TO SECTION 92.525. FLORIDA STATUTES Under penalties of perjury, I declare that I have read the foregoing and that the facts stated in it are true, to the best of my knowledge and belief. DAVID A. DACQUISTO, AICP PLANNING & ZONING DIRECTOR DEVELOPMENT ORDER File Number: Property Address: Applicant/Agent: Address: Property Owner: Address: DO PZ- 6- 07- 200736 Mayer M iami Sh,oreJ PZ -6-07- 200736 620 NE 101 Street James Smith 11633 NE 11 Place Biscayne Park FL 33161 Simone Mayer 620 NE 101 Street Miami Shores FL 33138 10050 N.E. SECOND AVE. MIAMI SHORES, FLORIDA 33138 -2382 Telephone: (305) 795 -2207 Fax: (305) 756 -8972 Whereas, the applicant James Smith (Agent), with the consent of Simone Mayer (property owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Special Approvals, Sec. 600: Sec. 523. Site plan approval, Addition of covered entryway. Whereas, a public hearing was held on July 26, 2007 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Applicant to utilize only roofing material that is approved by the building official. 2) Applicant to obtain all required building permits before beginning work. 3) Applicant to meet all applicable code provisions at the time of permitting. 4) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development Page 1 of 2 order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one(1) year. Additionally, the applicant must, satisfy all applicable Miami Shores Village Codes, Miami -Dade County Codes, the applicable building and life safety codes required for development, and provide a copy of the development order to the Building Dept. The application with conditions was passed and adopted this 26 day of July, 2007 by the Planning and Zoning Board as follows: Mr. Abramitis Yes Mr. Ulmer Absent Mr. Reese Yes Mr. Sastre Chairman Fernandez Yes DO PZ -6-07- 200736 Mayer Yes Ric 'd M. Fernandez an, Planning Board Page 2 of 2 PROCESS #: FOLIO #: FEEPAYER: IFSRP_0005T B20081101426.0 1132060172130 MAYER, SIMONE 620 NE 101 ST MIAMI SHORES DEPARTMENT OF PLANNING AND ZONING IMPACT FEE RECEIPT RcvB -14z4 RECE1VED . �1 U9 FL 33138 BATCH: SITE ADDRESS: 620 NE 101 ST MAR t u MAR 1 --- , Q-- - - - -. FEE DIST. CAT. CATEGORY UNITS FEE EXTENDED TYPE ID CODE DESCRIPTION AMOUNT AREA 1.0 5002 00 UNIT SIZE (SQ FT) 467 0.9180 428.71 TOTAL AMOUNT DUE: PAID CHECK: PAID CASH: COLLECTION NO.: 97881 DATE: 03/17/2009 $428.71 $0.00 $428.71 Inspection Number: INSP- 114826 Permit Number: RC -? -08 -1426 Scheduled Inspection Date: May 21, 2009 Inspector: Bruhn, Norman Owner: MAYER, SIMONE Job Address: 620 NE 101 Street Project: <NONE> Contractor: KEITH JOHNSTON CONSTRUCTION Building Department Comments •._.. nn n nnn Miami Shores, FL 33138- Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Residential Construction Inspection Type: Slab Work Classification: Addition Phone Number Parcel Number 1132060172130 Phone: (305)370 -5731 n9 c 6 WO Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments (� W . at) > . ADDRESS EEOS ID : 2009- WDU -PR -00577 NAME : M2009003049 DATE : 01/16/2009 FOLIO # : 11- 3206 - 017 -2130 House Number. 620 Street Direction: NE Street Name: 101 Street suffix: ST City: DESCRIPTION APPLICATION INFO Building Reference No.: M2009003049 Reference Process No.: Rework Building Reference Date: Building Tracking Number: Building Pickup Date: Received By Building Retum Date: Sqft 4200 Number of Units: Number of Floors: 1 CLUC Code: 0001 - RESIDENTIAL - SINGLE FAMILY PermitType: MBLD Subtype: Residential Category Type: New Proposed Use: 0220 - SINGLE FAM RES- CLUST - ZEROLOT - TOWNHOU Category: Contractor #: Original Permit No: Permit TypeDesc: ADDITION Fees Sent To Fastrack: 02/19/2009 Fastrack Interface Status: Successful Allocation Required: No No Net Increase REQUIRED: No Allocation #: NA FLOOD Crown of Road: Base Flood Elevation (from Core Review): Unknown County Flood Criteria (from Core Review): 0 Min. Catch Basin(from P & D Review): Required Lowest Floor Elevation: Proposed Lowest Floor Elevation: Proposed Lowest Elevation of Machinery: Required Lowest Garage Elevation: Proposed Lowest Garage Elevation: Required Lowest Adjacent Grade Elevation: Proposed Lowest Adjacent Grade Elevation: ALLOCATION Department of Environmental Resources Management Miami - Dade County West Dade, Plan Review Summary TASK Review By Date Status Plan Intake Hugo Blanco 02/13/2009 Plan Review Hold Codes PENDING REVIEW FLOOD Review TREES Review Hilcia De la Cruz Final Core Review End of Process Hugo Blanco 02/13/2009 PENDING REVIEW Initial Core Review DISAPPROVAL CODES ASSESSED FEES Fee Code Description User Date Unit/Quantity Total D056 Min. Plan Review - Residential SYLVEW 02/19/2009 1 $50.00 A501 Rework Fee 1 SYLVEW 02/19/2009 35 $50.00 D107 Tree/Landscape Rev <20 Trees SYLVEW 02/19/2009 1 $35.00 Total : $135.00 NO CONDITIONS Core Reviewer Signature: INCOMPLETE. PENDING REVIEW(S) Date : PENDING REVIEW 02/19/2009 Approved Existing live oak tree to remain and be protected by barriers. Wilma Sylvester 02/19/2009 Overall Approval TREES APPROVED FOR REWORK —PLANS APPROVED. Wilma Sylvester 02/18/2009 Reviewed Comments ADITION ATTACHEDTO SFR WATERAND SEPTIC TANK SERVICES. SEWER LINE IS NOT WITHIN FEASIBLE DISTANCE. TREES. NO CLEAR 2/18/09 SENT FOR TREE REWORK. 02//f/d Dear Applicant: Cellular Number: l 7 ( Comments: EMAIL Address: ❑ ALL ❑ BLDG L DERM ❑ ELEC ❑ HCAP ❑ LANDSCAPING ❑ MECH ❑ PLUM ❑ ROOF ❑ SIGN ❑ STRU ❑ ZNPR ❑ PERMIT BY AFFIDAVIT CHECK ❑ SHORT TERM EVENT AFFIDAVIT CHECK Building Herbert S. Saffir Permitting and Inspection Center 11805 SW 26th Street Miami, Florida 33175 -2474 786 - 315 -2100 ❑ ENRG ❑ PWKS Please complete the following information for notification on the status of your plans. Applicant's First Name: (PRINT CLEARLY) 5 A4° ° 5 Last Name: (PRINT CLEARLY) Office/Home Number: miamidade.gov ❑ FIRE ❑ PWCC ❑ OPTIONAL PLAN REVIEW ❑ BLDG ❑ ELEC OMECH O PLUM O STRU NOTE: IF AN EMAIL ADDRESS WAS PROVIDED YOU WILL BE NOTIFIED VIA EMAIL AND /OR AUTOMATIC TELEPHONE CALL CONCERNING THE STATUS OF YOUR PLANS -FOR OFFICE USE ONLY- TO BE COMPLETED BY BUILDING AND OCCUPANCY REPRESENTATIVE OR PLANS PROCESSING TECHNICIAN: Application Date: : ILQC Clerk Name: L C ° Process No(s): ❑ Walk -Thru Residential DERM ❑A ❑D ❑N ELEC ❑A ❑D ❑N ENRG ❑A ❑D ❑N Drop -Off ❑ ommercial 0 Customer Notified By: Date: 123_01-117 610 6 TO BE COMPLETED BY PLANS PROCESSING TECHNICIANS: BLDG ❑A IUD UN HCAP ❑A ❑D ❑N ROOF ❑A ❑D ❑N LAND ❑A ❑D ❑N MECH ❑A LID ❑N PLUM ❑A ❑D ❑N Rework Plan Revision ❑ Re -Issue ❑ Shop Drawing SIGN ❑A ❑D ❑N STRU ❑A ❑D ❑N ZNPR ❑A ❑D ❑N Arrival Time: / / Time: BUILDING PERMIT APPLICATION FBC 20 Permit Type: BUILDING vt k9 ,I Owner's Name (Fee Simple Titleholder) ') n*O N� N CB Phone # 30 S S .°12 r �4� Owner's Address ‘A NN /0494 /14 AN; City /V n41; Lf State • Zip 33 /s'8 Tenant/Lessee Name Email S' /WO, & PO# • C C.. Job Address (where the work is being done) City Miami Shores Village County Miami - Dade Zip FOLIO / PARCEL # Is Building Historically Designated YES NO A Flood Zone Contractor's Company Name Tel ...) 111 IJS CO NS T. L Phone # 3o 5.- -'O -5-7 5/ Contractor's Address 677-40 1&, s T. City R P t State Pt + Zip 33 a2 S' Qualifier Name ,Kg at4 , J �p ZS'r0N3 Phone # 3 bS - 5' - 5 ?3J State Certificate or Registration loo. Ca C IS 1 Z 4-ce Z. Certificate of Competency No. Contact Phone '' ' � �'', E -mail 16-! TW s T'ON e koL 6fl4. on ['Alteration ['New ❑ Repair/Replace ❑ Demolition Square / Linear Footage Of Work: Architect/Engineer's Value of Wor Type ofW Describ ' 'bt1't + ** * * * ** *Fees * * * * * * * * ** ** Submittal Fee $ Permit Fee $ CO/CC $ Notary $ n Scanning $ 5'00 Radon $ Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 6zO A/6 . /0/ 7# Training/Education Fee $ DPBR $ Double Fee $ Violation date: Structural Review. $ Permit No. Master Permit No. I OO/V Phone # 3°s 2 /9 gt'}'g Phone # Total Fee Now Due $ mmomnymR. DEC 1 8 2009 i BY: oe vm Technology Fee $ Bond $ 500 See Reverse side -* Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Owner or Agent The foregoing instrument was acknowledged before me this day of bat_ , 20 (t, by e or who has produced As identification and who did take an oath. NOTARY PUBLIC: APPROVED BY C :- : W ✓c0 4 7f0 (Revised 07 /10 /07)(Revised 06/10/2009) Plans Examiner Engineer iey7,t Print: My Co Zip Contractor The foregoing instrument was acknowled ie ed before me this day of �— ft 4L4 , , 20 , by Cd `4 v whs personallylly kn 'own me or who has produced as identification and who did take an oath. NOTARY PUBLIC: * * * * * * ** Zoning Clerk checked Passed �cJ Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Number: INSP- 122511 Scheduled Inspection Date: August 20, 2009 Inspector: Bruhn, Norman Owner: MAYER, SIMONE Job Address: 620 NE 101 Street Miami Shores, FL 33138- Project: <NONE> Contractor: KEITH JOHNSTON CONSTRUC1 iti:• Building Department Comments ADDITION OF 3700 SQ FIRST AND SECOAD FLt:?OP AN GARAGE. August 19, 2009 bon Worksheet RA: ki: ;r S ° ores Village 10050 a . ; Avenue Miami Shores, FL Phone: i :f42‘33)1 -2204 Fax: (305)756 -8972 it ��n .pq :yomments� For Permit Number: RC -7 -08 -1426 Permit Type: Residential Construction Inspection Type: Slab Work Classification: Addition Phone Number Parcel Number 1132060172130 Phone: (305)370 -5731 Page 24 of 25 Notice of Preventative Treatments for Termites (as required by Florida Building Code(FBC)104.2.6) BRANDO SERVICES,INC. 18782 NW 53 Ave Miami , Fl 33055 License Number:JB 130616 (305)586 -4181 Address of Treatment or Lot/Block of Treatment: 620 NE 101 Street Miami Shores,FL 33138 Date: 08 -05 -09 Time: 15:00 hrs. Applicator: Brando Barbaran Product Used:Permethrin Pro Chemical used (active ingredient):Permethrin 36.8% Number of gallons applied: 166.06 gallons (1 gallon of Emulsion per 10 sqft) Percent Concentration: 0.5% Area Treated (sqft) 1,660 sqft Stage of treatment (Horizontal, vertical) As per 104.2.6 -If soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. If this notice is for the final exterior treatment, initial and date this line > -- t- 09 Bran ' o Barbaran BRANDO SERVICES,INC. Pest Control TEST No. TEST LOCATION PROC. No. LIFT No. DRY DENSI % MOTS. % COMP RESU LT 1 West side adition bathroom under slab 13376 Final 111.8 9.4 95.1 Pass 2 West side adition livingroom under slab 13376 Final 112.1 9.8 95.3 Pass 3 West side adition electricalroom under slab 13376 Final 112.8 8.9 95.9 Pass TEST DEPTH (IN) 8" REQUIRED PERCENTAGE OF COMPACTION 95% PROCTOR DATA PROCT OR SOIL DESCRIPTION PROCTOR VALUE Max. Dry Density (pcf) Optimum Moisture ( %) 13376 Fine Ligh Brown Sand W/T. of rocks 117.6 10.2 Sincerely, U.S. SOUTH Engineerin CLIENT Keith Johnston Construction 929 NW 132 Ct Miami, FL 33182 PROJEC Residential Home Addition 620 NE 101 St Miami Shores , FL Testing Laboratory, Inc. Ohasenn Khavansn, P.E. Florida Registration Number: 41955 Engineering & Testing Laborgfo inc: 14345 Commerce Way, Miami, FL 33016 Phone: 305.558.2588 I Fax: 305.362.4669 US South REPORT OF FIELD DENSITY TEST (SOIL COMPACTION) FIELD DENSITY TEST ACCORDING TO ASTM METHOD D- 2922 -71 r Tested by: DATE: 8/4/2009 REF. No.: 09 -7730 PROJ No.: 09 -7730 Inspection Number: INSP - 132301 Scheduled Inspection Date: January 07, 2010 Inspector: Bruhn, Norman Owner: MAYER, SIMONE Job Address: 620 NE 101 Street Project <NONE> Contractor: KEITH JOHNSTON CONSTRUCTION Building Department Comments ADDITION OF 3700 SQ FIRST AND SECOND FLOOR AND GARAGE. Passed Failed Correction Needed Re- Inspection Fee January 06, 2010 Miami Shores, FL 33138- No Additional Inspections can be scheduled until re- inspection fee is paid. Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 12/30/09 provide termite soil treatment NB fo pantry For Inspections please call: (305)762 -4949 Permit Number: RC -7 -08 -1426 Permit Type: Residential Construction Inspection Type: Slab Work Classification: Addition Phone Number Parcel Number 1132060172130 Phone: (305)370 -5731 Inspector Comments CREATED AS REINSPECTION FOR INSP- 132195. SLAB FOR PANTRY Page 16 of 26 B4. Map/Panel Number 12015C 0093 B5. Suffix J B6. FIRM Index Date 07 -17 -95 B7. FIRM Panel Effective/Revised Date 3 -02 -94 B8. Flood Zone(s) X . • B9. Base Flood Erevation(s) (Zone • � • AO, usA U�a$e flood deMI; • ' • •••• • • r • U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program At Building Owner's Name MAYDA PEREZ AND SIMONE MAYER A2. Buildin Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. 620 NE 101 • STREET City MIAMI SHORES State FL ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOTS 8 THRU 10 AND THE EAST 29.10 FEET OF LOT 11, BLOCK 103 "AMEND PLAT OF MIAMI SHORES SEC.4" PB15 PG14 A4. Building Use (e.g., Residential, Non - Residential, Addition, Accessory, etc.) A5. Latitude/Longitude: Lat. N25 *52'5" Long. W80 *11'5" A6. Attach at least 2 photographs of the building if the Certificate is being used A7. Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide a) Square footage of crawl space or enclosure(s) 0 sq ft b) No. of permanent flood openings in the crawl space or enclosure(s) walls within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) Lowest adjacent (finished) grade (LAG) Highest adjacent (finished) grade (HAG) f) 9) Check here if comments are provided on back of form. Certifier's Name PAUL J. STOWELL - Title PROFESSIONAL SURVEYOR FEMA Form 81 -31, February 2006 ELEVATION CERTIFICATE Important: Read the instructions on pages 1 -8. SECTION A - PROPERTY INFORMATION 0 sq in RESIDENTIAL Horizontal Datum: ❑ NAD 1927 ® NAD 1983 to obtain flood insurance. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number MIAMI SHORES 120652 B2. County Name MIAMI -DADE COUNTY B3. State FLORIDA BI0. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ►5 FIRM ❑ Community Determined ❑ Other (Describe) • • •. BI 1. Indicate elevation datum used for BFE in Item B9: NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe)• • • • B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Designation Date ❑ CBRS ❑ OPA •••••• SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQU;RE6) • • C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* • 0 •Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. • • • • • C2. Elevations - Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, ARIA1 A30, AR/AH, AR/AO. CoinpleTe Items C2.a -g below according to the building diagram specified in Item A7. Benchmark Utilized NE 105 ST & NE 6T" AVE PK NAIL & BRASS WASHER SE COR OF INTERSECTION Vertical Datum NGVD 29 Conversion/Comments ELEV 10.32 12.24 NA. NA. NA. NA. 10.1 10.1 A9. For a building with an attached garage, provide: a) Square footage of attached garage NA sq ft b) No. of permanent flood openings in the attached garage walls within 1.0 foot above adjacent grade NA c) Total net area of flood openings in A9.b NA ® feet ❑ meters (Puerto Rico only) ❑ feet ❑ meters (Puerto Rico only) ❑ feet ❑ meters (Puerto Rico only) ❑ feet ❑ meters (Puerto Rico only) ❑ feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Address 6125 STIRLING ,.•AD City DAVIE State FL ZIP Code 33314 to 09/19/07 Telephone 954-587 -2100 License Number 5241 Company Name ATLANTIC COAST SURVEYING INC. See reverse side for continuation. • Check the measurement used. feet ❑ meters (Puerto Rico only) feet ❑ meters (Puerto Rico only) OMB No. 1660 -0008 Expires February 28. 2009 For Insurance Company Use: Policy Number Company NAIC Number • • • • • •• •• ❑Yest••• No • • •••• • ••.• • • SEAL Felt � E oq/ s /a7 sq in • • • • • • • • • Replaces all previous editions For Insurance Company Use: Policy Number Company NAIC Number IMPORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 620 NE 101 STREET City MIAMI SHORES State FL ZIP Code 33138 Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Invoice#30876 Machinery is A/C in section C3E. Flood determination is based soley on F.I.R.M. provided by F.E.M.A. No research was done in regards to L.O.M.R./L.O.MA documents. We do not accept responsibility for insurance premiums based on Elevation Certificates. ignature SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR -F request, complete Sections A, B, and C. For Items E1 -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ belQ thejAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with tee cgrr1giunity's flbbdiSlain marfagem t ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. " • "' • • • • • •• SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERfI?'T(M1ON _ • • • The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a F issued or com ity- issyid,i3 E) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. •••• • • Property Owner's or Owner's Authorized Representative's Name ATLANTIC COAST SURVEYING INC. Address 6125 STIRLING ROAD Signature Comments Local Official's Name Community Name Signature Comments FEMA Form 81 - 31, February 2006 • City DAVIE State :FL : ZIP Code, 33314 • • Date Date 09/19/07 Title Telephone Date • - • •• -•• •••• Teleptigio4 9$4-587-2140 • • • • IP IV • •• ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA- issued or community- issued BFE) or Zone AO. G3. ❑ The following information (Items G4. -G9.) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum ❑ Check here if attachments Replaces all previous editions Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. 620 NE 101 STREET City MIAMI SHORES State FL ZIP Code 33138 For Insurance Company Use: Policy Number Company NAIC Number If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View "; and, if required, "Right Side View" and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page, following. Building Photographs See Instructions for Item A6. • • • • • • • s • • Building Photographs Continuation Page building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. City State FL ZIP Code For Insurance Company Use: Policy Number Company NAIC Number If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and "Rear View "; and, if required, "Right Side View" and "Left Side View." • • • •• • • • • •• • •• • • • • • • • • General Pest Control • Termite Fumigation • Roof, Termite & Full Inspection • Real Estate insp. Within 24 Hrs. • New Roofs • Re -Roof • Repairs 1-4 -2010 Date PREMISE 75% Product Used 0.1 Percent Concentration HORIZONTAL 1800 S.W. 100th Ave., Bay A Miramar, FL 33025 NOTICE OF PREVENTIVE TREATMENTS FOR TERMITES (As required by Florida Building Code (FBC) 104.2.6) 620 N.E 101 STREET MIAMI SHORES. FLA. 33138 Address of Treatment or Lot/Block of Treatment 8:00Am Time IMIDACLOPRID 75% 70 Area Treated (square feet) WILL BE APPLIED AT 4 GALLONS PER 10 LINEAR FEET Stage of Treatment (Horizontal, Vertical, Adjoining Slab, retreat of disturbed area) As per 104.2.6 — If soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. If this notice is for final exterior treatment, initial and date this line: Brow (954) 443 -2828 Brow: (954) 443 -9266 Fax Dade: (305) 773 -0063 E -mail: alproservfcessbellsouth. net Venny Almonte Applicator 40 Chemical Used (active ingredient) Number of gallons applied 32' Linear feet treated Inspection Number: I NSP -91171 Permit Number: RC -7 -08 -1426 Scheduled Inspection Date: May 20, 2009 Inspector: Rodriguez, Jorge Owner: MAYER, SIMONE Job Address: 620 NE 101 Street Project: <NONE> Miami Shores, FL 33138- Contractor: KEITH JOHNSTON CONSTRUCTION Building Department Comments Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Residential Construction Inspection Type: Slab Work Classification: Addition Phone Number Parcel Number 1132060172130 Phone: (305)370 -5731 Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments kw, cDpJok, aka. uoD e DD L j/A r'. rnoGe 7 4S 6:- U & re l.:ir) O.C�' (We) have been retained by ( sofowner/agent) M iS . PE to perform Special Inspector services under die Florida Building bide at 432o t►1•E. t of ET Mani Shores, as of -- p 1 12 p 8 (date)- 1 am a registered Architect or Pal lied in the Stale of Florida. PERMIT AUit?BER: R C- 0 a. 14 Z �o 111Kpecial Inspector for Reinforced Unit Masonry, FBC 2122.4 O Special Inspector for Trusses over 35 Ft. Long or 6 Ft. High, FBC 2319.17.2.4.2 O Special Insiiector for Steel Connections, FBC 2218.2 O Special Inspector for Soil Compaction, FBC 182(13.1 O Special Inspector for precut Units & Attachments, FBC 1927.12.2 O Inspector for Pilings, FBC 1822.1.20 mom The following heavl s) prod by this firm or she see aid to perform . 1. Ate) A►8A6, ) . 2. boy c LA+ iTi L.L.- 3. AL. 414o1JTi&2,I 4. 1 . 216111/111C tq die Mimi Sims Babe Depernaeinbispietez. Ali mandator, lasidationt. as looked by iholgaridalkdbling Ciodk (us) andastand that a ikedd Inspector inspoidon dorm* Wang Mai dkpinyed in convesant taeathanan isiteiia tit *Pedal laspeetortatted Ayr& Chaterant ats y F bitha beans em tompbsdon Odd vondcander nu 1 WA Wadi toed rand Eons biding &wawa ead tino bend a� �tendaas�ds tbs. eoffio last armyr Signed and Sealed Date: 1t, /12.10b 0 t . ! .. s , r _ : * i B IIjj ► lAl . a `'� ' • OF ..► _ ' : w_• !� cc Z rAnc.s06„, oslaok Miami Shores Village Building Department it»st, N.S. 2" Avccwc Miami Shy P1331 Tel: 305 -795 -2209 *Fax 385- 7564972 nix FLORIDA fUILDINO CODE NUM AMBAB. P. IE . 5 Adams 3343 Hie . 1 43 ,4 VIIEST *701. N • Mao", d1EcW, F�•3 Plume No. Florida Lame Pigs r.e . 3$46 0 $; a • 4 5 to 160 Certificate of Compliance for Termite Protection (as required by Florida Building Code(FBC)1816.1.7) Brando Services,Inc 18782 NW 53 Ave Miami , FI 33055 License Number : JB 130616 (305)5864181 Address of Treatment or Lot/Block of Treatment 620 NE 101 Street Miami Shores, FI 33138 Method of Termite Prevention Treatment: Soil barrier The budding has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Se ices. WiYA B - • o Barbaran BRANDO ERVICES,INC Pest Control Notice of Preventative Treatments for Termites (as required by Florida Building Code(FBC)104.2.6) BRANDO SERVICES,INC. 18782 NW 53 Ave Miami , F133055 License Number:JB 130616 (305)586 -4181 Address of Treatment or Lot/Block of Treatment: 620 NE 101 Street Miami Shores ,F133138 Date: 05 -19 -09 Time: 14:00 hrs. Applicator: Brando Barbaran Product Used:Permethrin Pro Chemical used (active ingredient):Permethrin 36.8% Number of gallons applied: 40 gallons (1 gallon of Emulsion per 10 sqft) Percent Concentration: 0.5% Area Treated (sqft) 400 sqft Stage of treatment (Horizontal, vertical) As per 104.2.6 -If soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. If this notice is for the final exterior treatment, initial and date this line 5 _ t4-.04 evil) Bra do Barbaran BRANDO SERVICES,INC. Pest Control TEST No. - TEST LOcATION IRO. ::-..,,-, .,.= ,,,,,, gl%/SITY: . MOIS. coiP. „ , 1 Center of West Side Footing, West Addition 13374 FT 122.5 8.1 983 Pass 2 Center of North Side Footing, West Addition 13374 FT 123.4 7.9 99.0 Pass 3 Center of South Side Footing, West Addition 13374 FT 126.5 7.8 101.5 Pass 4 Center of East Side Footing, West Addition 13374 FT 1243 5.9 99.8 Pass • , .,,.;, ,,,, ,.., - ,, ::: , :,', 1, ' . , ..;';:, , I,i' , .' , '''.?!...!?:::',7, - .•:!ff ., .'=! . j.',;:T!' . ., r 7,1::,!'"': - , - , : , ', ,, ' ,, ',: , :"•:*ROCIOlt:1)Arrit: , ; - fir. - :: , 1',:' ':, :, - ,,,: ,,,, ; .:,::',',,,•: , - ,,',.. ''.;',•.,;',',;,•,'.'„;,:,,.. . ' ''‘,,,;:,,:'.. 4?,1 ,Ti11 , ,-.•;,,—, RFA ::-..,,-, .,.= ,,,,,, '' $Q 0Y- OgAgl0 1 1 10 $: : ::;!' - ' ; : : '' - :. - - PROCTOR VALUE - - ' - . --- Max. V.r1C --- ''i .- — ---". '-' , IiV lii tt 1 1 ,1'-:': P .M9. 9 49V 1% '''' - O Moist m Ii ' 13374 Lime Rock With Lime Sand 124.6 7.9 Respectfully submitted, Ghasem 1Chavanin, P.E. # 41955 Project Manager US South Engineering & Testing Laboratory, Inc. 14345 Commerce Way. Miami, FL 33 Phone: 305.558.2588 1 Fax: 305.362.4669 REPORT OF FIELD DENSITY TEST (SOIL COMPACTION) CLIENT: Keith Johnston Construction 929 NW 132 Ct Miami, FL 33182 PROJECT: Residential Home Addition 620 NE 101 St Miami Shores , FL FIELD DENSITY TEST ACCORDING TO ASTM METHOD D-2922-71 Tested b3 Jason DATE: 5/15/2009 REF. No. 09-7730 PROJ No 09-7730 PASS F=FAIL FT=FOOTING SG=SUB-GRADE BC=BASE COURSE MII=1VIAN HOLE , ;•,:„. ,, . s ,:, ., . ' -.` ',,--.- "-- — „ „ , ,,,, , „,„ ,,,,,, ,•—• .-,- -,- ''''. '1 '', PROCTORDATA ,,,,,• ••••,, • ,,•• '''''',"-'. " . " "- • - ' -- - - • '. , - , •••••,,,,,,•: -•':,'.'" anataEli- , .•, •••,• •,•-.• - : '..... " ' : " ' 2 r-':`"; ..., , , , , . - • . iiii6kin , luN' " ' - .. ,. , ,_ .:: __ . , • . , ,,.. ,„,., ,,,,, , , , ----PROCTOR , ....- .,....,::- _ VAL ,_, -- -. - _ ...,_,..:: , ,, .,34.14.,OryWPFIXYAP;!) .• Op timum -:_ 13372 Lime Rock With Lime Sand 124.6 7.9 Respectfully submitted, Ghasem Khavanin, P.E. Florida Registration # 41955 US South Engineering & Testing Laboratory, Inc. 14345 Co mm erce Way, Miami, FL 33016 Phone: 305.556.25E8 I Fax: 305.362.4669 REPORT OF FIELD DENSITY TEST (SOIL COMPACTION) CLIENT: Keith Johnston Construction 929 NW 132 Ct Miami, FL 33182 PROJECT: Residential Home Addition 620 NE 101 St Miami Shores , FL FIELD DENSITY TEST ACCORDING TO ASTM METHOD D-2922-71 Tested b3 Jason DATE: 5/20/2009 REF. No. 09-7730 PROJ Nc 09-7730 TEST No. 1 2 • . TEST IOCATION : rr •: • " " • • Center of East side edition under salb SE corner of building east side edition under salb 13372 13372 LIFI Final Final DENSITY 123.5 124.1 7.3 6.9 99.1 99.6 RESUL1 Pass Pass 3 TEST . NW corner of building east side edition under salb NMI Paw 4. 1.1 chc-1. YiD 13372 Final 122.9 ( • «lehkir :NTAGE OF COMP. 7.2 98.6 Pass P= PASS F=FAIL FT=FOOTTNG SG-UB-GRADE BC=BASE COURSE MH=MAN HOLE B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone 12015C 0093 J Date Effective/Revised Date Zone(s) AO, use base flood depth) 07 -17 -95 03 -02 -94 X NA U. DEPAIOTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE Federal Emergency Management Agency National Flood Insurance Program Al. Building Owner's Name MAYDA PEREZ AND SIMONE MAYER A2. Buildin Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 620 NE 101 STREET City MIAMI SHORES State FL ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOTS 8 THRU 10 AND THE EAST 29.10 FEET OF LOT 11, BLOCK 103 "AMEND PLAT OF MIAMI SHORES SEC.4" PB15 PG14 A4. Building Use (e.g., Residential, Non - Residential, Addition, Accessory, etc.) A5. Latitude/Longitude: Lat. 25 *52'05" Long. 80 *11'05" A6. Attach at least 2 photographs of the building if the Certificate is being used A7. Building Diagram Number 1 A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosure(s) 0 sq ft b) No. of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 0 sq in d) Engineered flood openings? ❑ Yes 0 No BI0. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile 0 FIRM ❑ Community Determined ❑ Other (Describe) a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 12.24 b) Top of the next higher floor 24.0 c) Bottom of the lowest horizontal structural member (V Zones only) NA. d) Attached garage (top of slab) 11.35 e) Lowest elevation of machinery or equipment servicing the building 10.2 (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 11.0 g) Highest adjacent (finished) grade next to building (HAG) 10.0 h) Lowest adjacent grade at lowest elevation of deck or stairs, including NA. structural support ® Check here if comments are provided on back of form. Certifier's Name PAUL J. STOWELL Address 6129 STIRLING ROAD y §UITE 2 City DAVIE Signature FEMA Form 81 -31, Mar 09 Important: Read the instructions on pages 1 -9. SECTION A - PROPERTY INFORMATION RESIDENTIAL Horizontal Datum: ❑ NAD 1927 ® NAD 1983 to obtain flood insurance. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number MIAMI SHORES 120652 B2. County Name MIAMI -DADE COUNTY B3. State FLORIDA BI1. Indicate elevation datum used for BFE in Item B9: NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes 0 No Designation Date ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* 0 Building Under Construction* ❑ Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1 -A30, AR/AH, AR/AO. Complete Items C2.a -h below according to the building diagram specified in Item A7. Use the same datum as the BFE. Benchmark Utilized NE 105TH ST & NE 6TH AVE PK NAIL & BRASS WASHER SE COR OF INTERSECTIONVertical Datum NGVD 29 Conversion/Comments NA A9. For a building with an attached garage: a) Square footage of attached garage 1.160 sq ft b) No. of permanent flood openings in the attached garage within 1.0 foot above adjacent grade NA c) Total net area of flood openings in A9.b NA sq in d) Engineered flood openings? ❑ Yes 0 No feet 0 feet ❑ feet feet feet ® feet feet ❑ feet License Number 5241 Title PROFESSIONAL SURVEYOR Company Name ATLANTIC COAST SURVEYING INC Date 08/12/09 Telephone 954-587 -2100 See reverse side for continuation. Check the measurement used. ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor? 0 Yes ❑ No State FL ZIP Code 33314 OMB No. 1660 -0008 Expires March 31, 2012 or rance Comp Use: Replaces all previous editions IMPORT' NT: In these spaces, copy the corresponding Information from Section A. Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. 620 NE 101ST STREET City MIAMI SHORES State FL ZIP Code 33138 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments JOB# 30876SS Machinery is NC in section C2E. Flood determination is based soley on F.I.R.M. provided by F.E.MA. No research was done in regards to L.O.M.R./L.O.M.A documents. We do not accept responsibility for insurance premiums based on Elevation Certificates. Signature g ji SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR -F request, complete Sections A, B, and C. For Items E1 -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the I-IAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6 -9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8 -9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA - issued or community- issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address Signature Comments Local Official's Name Community Name Signature Comments FEMA Form 81 - 31, Mar 09 City Date 08/12/09 Date Telephone Title Telephone Date or - OriTtiany Use Policy Number tnpany State ZIP Code G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum G10. Community's design flood elevation ❑ feet ❑ meters (PR) Datum tuber it I l r "h h" ❑ Check here if attachments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8 and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA- issued or community- issued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued ❑ Check here if attachments Replaces all previous editions 1 City MIAMI SHORES State FL ZIP Code 33138 Building Photographs See Instructions for Item A6. Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. 620 NE 101ST STREET For Insurance Company Use: If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View "; and, if required, "Right Side View" and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page on the reverse. ADDITION OF 3700 SQ FIRST AND SECOND FLOOR AND GARAGE. Passed , 74 . ., #11--e9, Inspector Comments Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Number: INSP -91175 Permit Number: RC -7 -08 -1426 I Inspection Date: November 12, 2009 Inspector: Bruhn, Norman Owner: MAYER, SIMONE Job Address: 620 NE 101 Street Miami Shores, FL 33138- Project: <NONE> Contractor: KEITH JOHNSTON CONSTRUCTION Building Department Comments November 10, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 For Inspections please call: (305)762 -4949 Permit Type: Residential Construction Inspection Type: Tie Beam Bond Beam Work Classification: Addition Phone Number Parcel Number 1132060172130 Phone: (305)370 -5731 Page 1 of 1 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163`D STREET SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940 -3088 • FAX: (305) 940 -3273 November 10, 2009 Chief Building Inspector Miami Shore Village, Building & Zoning Department 10050 N.E. 2 Ave. Miami Shores, FL 33138 RE: Maeda & Simone Residence 620 N.E. 101 Street Miami Shores, Florida Permit Number: RC -08 -1426 Dear Building Official: I, having performed and approved the required inspections, hereby attest that to the best of my knowledge, belief and professional judgement, the structural and envelope components of the inspected items for the above referenced structure are in compliance with the approved plans and other approved permit documents. I also attest that to the best of my knowledge, belief and professional judgement, the approved permit plans represent the as -built condition of the structural and envelope component of said inspected structure. This document is being prepared in accordance with the requirements of the Florida Building Code and must be submitted to the Miami Shore Village Building and Zoning Department in conjunction with the application for a certificate of (either Occupancy or Completion) for the above referenced structure. Should you have any questions or need any additional information, please do not hesitate to contact me. Sincerely, Ali Arbab, P.E. For Arbab Engineering, Inc. P.E. No. 35460 Special Inspector No. 0456 AA/aa C: /AA/ComplianceLetters /mayday &simone ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163RD STREET, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940 -3088 • FAX: (305) 940 -3273 PROJECT NAME : A'' 9' T S;f 4 N 41 9 CO REPORT NO. : CONTRACT NO • D q DATE d T Z.7 tri [ TIME • 9:0. 1 4 WEATHER FAIR r CLOUDY RAIN GENERAL CONTRACTOR • Kr' 1 f 70 l AsS to A► CoN L' 7; REMARKS 0 (Is sNr 44 t SO CS .5 1 Pri QA S k).gSitl.vrul 7-71 'mil= Gana AN/L A-Ck R 0� �-. ID -./5 YAd1'L4— l`N r er-F r2 J-rl F-02. rJ C A., *HI G0 2.4_i dam► m r> C420 C.Are's"W" A ev A, r 0 ACCEPTED REINSPECTION NECESSARY .s+■ M, A L kpe foG P ivatAi fp r £ r t - rr stiff e,t i or. Li/B 0 r O fps 1'Z) 3 M AA fn #Y y 1^'4V e• r C t T k-b - L rs-1 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163m STREET, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940 -3088 • FAX: (305) 940-3273 PROJECT NAME • f )tt 4 .0"443,46 REPORT NO • 2. CONTRACT NO • DATE WEATHER GENERAL CONTRACTOR• REMARKS ACCEPTED as /1-,1 09 1 TIME FAIR 0 ,0 Al V CLOUDY l< C>.S r u C r1zt• ) 1-1+-E C c� `re< CA et 0 r3 r ©'1F f 4frq F -•ors. cAos Act.1 Gaa..i Giere . CC C.d b t/ 141 � ebkaa% - r s 5 N10 tTht■ REINSPECTION NECESSARY INSPECTED BY : RAIN ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163 S I HEET, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940 -3088 • FAX: (305) 940-3273 PROJECT NAME • M A 6 TM $ S loo,! \ rIM REPORT NO • 3 CONTRACT NO. • ) p DAZE n Si 15/ O J TIME • 4 1 : 0 0 FM WEATHER f FAIR Y. CLOUDY RAIN GENERAL CONTRACTOR • 14 r 4 ✓ O I.� AkS''1 ^� REMARKS ACCEPTED iLJ 0 Cri" C ~c 063 E. 5 TnrS hi teey s Nro T► Coa.c_N ril-ttch - 1'uA7 c..r r o A t REINSPEC11ON NECESSARY INSPEC1ED BY • S V<JLJ «ire►.= Lt,,n.1 ,Js, A I- 15 PiAt 01'1( ‘re•N fog_ ,. 0, JN 'lam 2 a .00 �, ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163RD STREET, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940 -3088 • FAX: (305) 940 -3273 PROJECT NAME • rl ki R t c` t.° N CONTRACT NO • p DATE : 0 ' / Z 0 c 1 TIME • 12 ; D20 9 Ad t WEATHER FAIR CLOUDY RAIN GENERAL CONTRACTOR • -`r 1, �O rJ % roc..) Co r.1 R Ta p REMARKS n r3 Pi= /Lt! / TV 13 l '� A-5— > - 9 r r 31 - cam C,0 a- c I (9 k o. , > T^ 0 W t 'P R - -14_,c 'Arm 9 L- -3 h Co cr ,- (;-(LC ACCEPTED ACCEPTED P - 6 41 /3 REPORT NO • PS fir' L r Set/ 6 12.-ja Pty C R©NSPECTION NECESSARY INSPECTED BY • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163flD S I HEET, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940.3088 • FAX: (305) 940 -3273 PROJECT NAME Al � � \ mod. \. --" REPORT NO. : CONTRACT NO. • VA-11 DATE O n /0S/O TIME 1 WEATHER FAIR CLOUDY Y RAIN GENERAL CONTRACTOR • CAWS REMARKS ► - 'I � re-i 0 - r , C A c qtc‘,. 147E: s Pk-Q J 12 t 2 Ct wl f' -7 1ED REINSPEC11ON NECESSARY INSPECTED BY • C i PL' r Ayy 4.0 U05-11 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163RD STREET, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940 -3088 • FAX: [305) 940 -3273 PROJECT NAME : 1 { Ip y p s;A,A0 Af d ' ""' $ REPORT NO • CONTRACT NO • f p DATE 0 C e• c l. TIME • t WEATHER GG FAIR 1 CLOUDY RAIN PLI ST A) C,e 1V Sr REMARKS 1 7 n 2i 4 3�5 5 ire ok E.— (A0 SK Yk1 P ,z pelAf t-- o-(j (1_ , r- C 4. G GENERAL CONTRACTOR • r g t2 ' 14 t -r )/v s 14' . 1AJZ i OIXI 72- m--4)9 rZZ rrJ 42Gtoc,i {v ACCEPTED 4 REINSPECTION NECESSARY INSPECTED BY • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163PD SIHEET, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940 -3088 • FAX: (305) 940-3273 PROJECT NAME : '� CONTRACT NO • / 30 / 09 DATE t7 Co 'NE • WEATHER FAIR CLOUDY `r RAIN GENERAL CONTRACTOR •7 -- NtS 1A0 REMARKS oc2 S t- s 1 i),1 frs rza T ivyrx: N F ® it. C.x) L J M I CY st1/4", o c>C frtko Np r 0 ( ' ri ACCEPTED 4;), M V7 CA--1 o v..5 ri �1an0aNL c SLM 13 r cJrn . 112. &A e . c -' -- .- uirin 0 b4--' 1 6 A'T ‘° M REINSPEC1)ON NECESSARY INSPECTED BY • REPORT NO • n ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163`° STREET, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940 -3088 • FAX: (305) 940 -3273 PROJECT NAME • 4 n A I sv '° G' k.--., REPORT NO. : 0 a CONTRACT NO • DATE • 01/ 0 6 / el e t TIME • / 1 , ' O */1 WEATHER FAIR ►" CLOUDY RAIN GENERAL CONTRACTOR • /CO') 'Tit 1 119.S TOP.) (- C r REMARKS C`) IS S- iii"- _T(z. K S 1F ar'-' " 4A1 P _ ( mil C mac- CA . ( ilr'\ S J rz4D f� S 9 ftn ► rc o• -P I�✓r u r S A r-. N . 6 s aNg C e— (am' G c &c. ACCEPTED v - 0` REINSPECTION NECESSARY INFECTED BY • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163RD STREET SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940 -3088 • FAX: (305) 940 -3273 PROJECT NAME • c N ^- CONTRACT NO • 9 DATE (r'/ 0 f / t2 l T1ME WEATHER GENERAL CONTRACTOR • REMARKS ACCEPTED • FAIR 1 f.-- CLOUDY }' de-3 C�• 1 ,L.re Q ci 1 1 A r-- Zr► 17 a O o AA f E r cvr A t- t H 7 a- Py PA-6 Aio 1■/ q () s ") G e7 /A__, e) 0 rm. , 4 r Adv ,j-r, 7Z »— REPORT NO. • RAIN r-rThx, r REINSPECTION NECESSARY INSPECTED BY • - ' ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163RD STREET, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940 -3088 • FAX: (305) 940 -3273 PROJECT NAME • 14 p4 4. .5 CONTRACT NO • DATE : Vy 7-1 / 0 9 T1ME • k O ' 0 OM WEATHER FAIR CLOUDY 491.--°' RAIN GENERAL CONTRACTOR • <C % T IA N T.. REMARKS ACCEPTED Cc, T ry4 C'- A s 16 tut its Q 07 5Se k2,4 TTD 1 $sue' : "VI) Act A.t.orac REPORT NO • 1 ?Z T U - a=• Z. ( -1 '� fo A 4S - L5 - 'ri/A L5 REINSPECTION NECESSARY INSPECTED BY • ;.f ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163p 51 HEFT, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940 -3088 • FAX: (305) 940 -3273 PROJECT NAME • q 4, i DA it J A. 4.t e REPORT NO • 1 i CONTRACT NO • G+ DAZE n y 8/ O ! TIME • / 2 :nevi PM WEATHER FAIR r CLOUDY RAIN GENERAL CONTRACTOR • le% vt-yi D I j5 co N C r. s lit AI REMARKS • (0 Y`*' ' tJ ? 'i-VW CD .i.) ra' -' 2 0 z C�� C',e c 1),} KAra .N% A r X 14 14 ( oca - - ! / tjn t 'I f tc - 1/4 ikAr s )ir c9 YA Mw._N - '11-64:1%) C 1.v c,,1.. I rtt,n S. i t i+ l (, ti 9 C,.<>► c_ C...- (-to Q 1 '.S Ic, ACCEPTED � w REINSPECTION NECESSARY INSPECTED BY • I* ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163m STREET SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 9403088 • FAX: (305) 940-3273 PROJECT NAME : IA °.■( O Pr ■.,i� r..l REPORT NO • 12 CONTRACT NO • DATE : O C t /01 / TIME • ' 'O e WEATHER GENERAL CONTRACTOR : t 11% c 0%5 REMARKS Sr24N1 TQ•('a- S \ins ,!4-c tra" ACCEPTED p-CS niu.3 )6N-1 kt-N) Ar FAIR CLOUDY t/-1-RAIN LA r ' t O 1 P.-4A i L 1i"..1 •6 fi - A0 V vr �� r 60 ,a,-S f C..t "Pt D*0 ArNy vvo cr(5.4 R©NSPECTION NECESSARY INSPECTED BY • Failed Correction Needed Scheduled Inspection Date: April 28, 2009 Inspector: Bruhn, Norman Owner: MAYER, SIMONE Job Address: 620 NE 101 Street Miami Shores, FL 33138- Project: <NONE> Building Department Comments Passed hi Re- Inspection Fee Na AddiUanal spectionbs m led unkF ` 7 1nspectio'nfeeispaid - - -- Inspection Number: INSP - 112583 Permit Number: RC -7 -08 -1426 Contractor: KEITH JOHNSTON CONSTRUCTION Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Phone Number Inspector Comments diks CREATED AS REINSPECTION FOR INSP- 112327. 407 e4r'f' 04 Permit Type: Residential Construction Inspection Type: Foundation Work Classification: Addition Parcel Number 1132060172130 Phone: (305)370 -5731 mod` Y de �3 :� LL o, v .. °y i' W �' � ���.Y � 'A �� z VP '"� � f f 3 7 '. 5 ry :iv}v v �o-a S ,t 7 i f Y° E - , 'Hr aa�.', If: $ n 4 5�.�€. 4 � AWE+ ,.,r -.: - ^ •'� cv .� '�a. �., ., . a . 4 n'n f :.x' f� `. c �✓ v ti �,} �� i � .1 .'J` ` l 4,�' _ S ✓. .,, .T � L .v g*`. �vh � f 1 �^� -. „v � >. ., 5Rg. J+ $` ..c. ... W yr f}' CA h a S1 ' - v 4 W f y �." 3 S } O ,w . ,3� .. L �.... 1 Center of East Side of Footing 13372 FT 122.6 7.4 98.4 Pass 2 Center of South Side of Footing 13372 FT 124.1 6.8 99.6 Pass 3 Center of North Side of Footing 13372 FT 122.8 7.1 98.6 Pass a?R Fi e i ,„, '� y .8 13'1 x j r Respectfully submitt Ghasem Khavanin, P.E. Florida Registration # 41955 US South Engineering & Testing Laboratory, Inc. 14345 Commerce Way, Miami, FL 33016 Phone: 305.558.2688 1 Fax: 305.362.4669 REPORT OF FIELD DENSITY TEST (SOIL COMPACTION) CLIENT: Keith Johnston Construction 929 NW 132 Ct Miami, FL 33182 PROJECT: Residential Home Addition 620 NE 101 St Miami Shores , FL ti Lime Rock With Lime Sand 124.6 7.9 FIELD DENSITY TEST ACCORDING TO ASTM METHOD D- 2922 -71 P= PASS F =FAIL FT= FOOTING SG =SUB -GRADE BC =BASE COURSE MH =MAN HOLE Tested b3 Jason DATE: 4/23/2009 REF. No. 09 -7730 PROJ Na 09 -7730 U.S.SOUTH 136 135 134 133 132 131 130 129 128 127 126 125 124 123 122 121 120 119 118 117 116 115 114 113 112 111 110 109 108 107 106 105 104 103 102 101 100 99 98 97 96 95 94 93 92 91 90 89 88 87 86 85 84 83 82 81 80 79 78 77 76 W A fD V CO t0 O N A W 8 Project No.: 09 -7730 Date:04 /23/09 Client No.:09 -7730 Client: Keith Johnston Construction LL( Tested By: Jason Project Name: RHA Project Location: 620 NE 101 St Project City & State: Miami,FL Sample Method: D -1557 Proctor No.: 13372 Max. Dry Density: 124.6 PSF Optimum Moisture: 7.9 • Natural Moisture: Soil Description: Lime Rock With Lime Sand ENGINEERING & TESTING LAB., INC. t V CO 14345 Commerce Way Miami, FL 33016 Phone (305) 558 -2588 Fax (305) 362 -4669 Signed and Sealed Date: Date: Sift► / 1 Q Miami Shores VilIage Building Departm 10050 N.E. 2'" Avenue, Miami S Tel: 305 -795 -2204 NOTICE TO MIAMI SHORES VILLA OF EMPLOYMENT AS SPECIA THE FLORIDA BUILD PERRMIT NUMBER: /cia1 Inspector for Reinforced Unit. Masonry, FBC 2122.4 r Special Inspector for-Trusses over 35 Ft. Long or 6 Ft. High, FBC 2319.17.2.4.2 ❑ Special Inspector for Steel Connections, FBC 2218.2 ❑ Special Inspector for Soil Compaction, FBC 1820.3.1 ❑ Special Inspector for Precast Units & Attachments, FBC 1927.12.2 ❑ Special Inspector for Pilings, FBC 1822.1.20 [ (We) have been retained by (name of-owner/agent) N, to perform Special Inspector services under the Florida?Building Code at the project (address) (O 7,0 N'E • j pi d T A o )fie '�' Miami Shores, as of �j) 121 0 (date). I am a registered Architect dr Professional Engineer licensed in the State of Flo da. i NOTE: Please mark boxers that apnh' The following individuals(s) employed by this firm or me are authorized to perform inspections. 1 . w e . 2. bk. 04 . -�J� � 7 114i ° 3. _4.L_ -- .1-- r —A E& 4. I, (we) understand that a Special Inspector inspection log for each building must be displayed in, a convenient .location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by Miami Shores. The building inspections must be called for all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory Inspections performed by the Building Department. Further, upon completion of the work under each Building Permit, I will submit to the Miami Shores Building Department at the time before the final inspection the completed Inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Engineer /Architect Name . ;kW ; - , AR8A &. E • (Print) Address 43( N• • `147 ! i p Phone No. ( c ) q4,0 151!, Florida License No: .5. 364407 - sa‘ BUILDING PERMIT APPLICATION FB �Ul r 0 vo Permit • Type: BUILDING Owner's Address Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 Permit No. Master Permit No. City Lt S State Zip "53 3 ` Tenant/Lessee Name Phone # Email r W �, Owner's Name (Fee Simple Titleholder) S o 1%5 R, G /L,. Phone # 3 v S " � S 4 ( Cri-O C/o a9 ( ( �i Job Address (where the work is being done) 3 A r i A t- i.l e t,_ City Miami Shores Village County Miami -Dade Zip FOLIO / PARCEL # Is Building Historically Designated YES NO, x Flood Zone Contractor's Company Name Kt„ 1 Tk 5a 1 ti S 4- or-) CO ■41.,.Phone # Contractor's Address City State Zip Qualifier Name Phone # State Certificate or Registration No. Certificate of Competency No. Contact Phone E -mail Architect/Engineer's Name (if applicable) Phone # T D Value of Work For this Perini i Square / Linear Footage Of Work: ❑Alteration ❑New ❑ Repair/Replace ER, S Notary $ Scanning $ ' 19,400 • Radon $ Double Fee $ Off. 3 00 kS 71Vezi+dilwitC) 1 4 qLs alis ?7CW `F'u "ii�l n9tat�r,7; *********** r** ek 3: *** ********* **** ****k** Permit Fee $ CCF $ Structural Review. $ 4 t Total Fee Now Due $ 101 See Reverse side - BY: omemmomommmommewr ®a CO /CC $ Training/Education Fee $ Technology Fee $ DPBR $ Bond $ Violation date: Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WO RK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Owner or Agent V Contractor The foregoing instrument was acknowledged before me this /5 The forego' g instrument was acknow ed ed before me this I/ day of J II% , 20 J, by 9 (,, M � � day of ' 20 /4 by �i �( �s�o (1 who is personally known to me or who has produced who i, personally known As identification and who did take an oath. NOTARY PUBLIC: • ign: Print: My Commissio APPROVED BY ) -�. T tie s ` lans Examiner (Revised 07 /10 /07)(Revised 06/10/2009) Engineer NOTARY PUBLI me or who has produced as identification and who did take an oath. Mayo i' 1 0_0i2_ 5 6 Zoning Clerk checked PERMIT # 0 CONTRACTOR: '5l RESUBMITAL DATES: �[�,� � �,�� ,�;, e. 1i�' �' i le i Li: 4' • • , , 6• � � /ti PROJECT TYPE: 21'004 eIC clE CO sr ZONING F FIRE RE J . 1 (/o I t IC o■ STRUCTURALO/< 71y9,C I IMPACT FEES ®11 .I 0 I941 .'F E E ECTRICAL C / H HRS /DERM PLUMB N � / q( ®U NOC / /3 / c)'' . / _a ADDITION OF 3700 SQ FIRST AND SECOND FLOOR AND GARAGE. Pass `� Inspector Comments e) Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: September 27, 2010 Inspector: Bruhn, Norman Owner: MAYER, SIMONE Job Address: 620 NE 101 Street Project: <NONE> Contractor: KEITH JOHNSTON CONSTRUCTION Building Department Comments October 12, 2010 Miami Shores, FL 33138- Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 i nspection Number: INSP -91192 Permit Number: RC -7 -08 -1426 J For Inspections please call: (305)762 -4949 Permit Type: Residential Construction Inspection Type: Final Building Work Classification: Addition Phone Number Parcel Number 1132060172130 Phone: (305)370 -5731 Page 1 of 1 ADDITION OF 3700 SQ FIRST AND SECOND FLOOR AND GARAGE. Passed Inspector ✓ Q , 7, i_ 2/7/to /,Q Faile • 11-",.,.......,....,___ Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until I nspection Number: INSP - 150891 • ..Peggit Number: RC -7 -08 -1426 1 Inspection Date: September 07, 2010 Inspector: Bruhn, Norman Owner: MAYER, SIMONE Job Address: 620 NE 101 Street Miami Shores, FL 33138- Project: <NONE> Contractor: KEITH JOHNSTON CONSTRUCTION Building Department Comments September 07, 2010 • • •.• • • • ... • • • • • • • • • Inspection ?Nork ht'At; Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL.: • • • . • • • • . •• • • • • • • • • • • • Phone: (305)795 -2 01 Fa ;: (355-8972 ; • •• • • ••• • For Inspections please call: (305)762 -4949 • • • •.• • • • • Plea t Typo: Residential Construction •• •• Inspection Type: Survey Final Work Classification: Addition Phone Number Parcel Number 1132060172130 Phone: (305)370 -5731 Page 1 of 1 ADDITION OF 3700 SQ FIRST AND SECOND FLOOR AND GARAGE. t) y ,/ 7 7 t '� Passed / / Inspector Comments Failed ' .''` Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Number: INSP -91172 Permit Number: RC -7 -08 -1426 1 Inspection Date: September 07, 2010 Inspector: Bruhn, Norman Owner: MAYER, SIMONE Job Address: 620 NE 101 Street Project: <NONE> Contractor: KEITH JOHNSTON CONSTRUCTION Building Department Comments September 07, 2010 Miami Shores, FL 33138- Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 For Inspections please call: (305)762 -4949 Permit Type: Residential Construction Inspection Type: F. Elevation Certificate Work Classification: Addition Phone Number Parcel Number 1132060172130 Phone: (305)370 -5731 Page 1 of 1 B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone 12015C 0093 J Date Effective/Revised Date Zone(s) AO, use base flood depth) 07 -17 -95 03-02 -94 X NA U.S. DEMRTME'„T OF HOMELAND SECURITY ELEVATION CERTIFICATE FedOral Eme.:Sency Management Agency National Flood Insurance Program Al. Building Owner's Name MAYDA PEREZ AND SIMONE MAYER A2. Building_Street Address (including Apt, Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 620 NE 10r STREET City MIAMI SHORES State FL ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOTS 8 THRU 10 AND THE EAST 29.10 FEET OF LOT 11, BLOCK 103 "AMEND PLAT OF MIAMI SHORES SEC.4" PB15 PG14 A4. Building Use (e.g., Residential, Non - Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude/Longitude: Lat. 25 *52'05" Long. 80 *11'05" A6. Attach at least 2 photographs of the building if the Certificate A7. Building Diagram Number 1 A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosures) 0 sq ft b) No. of permanent flood openings in the crawlspace or enclosures) within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 0 sq In d) Engineered flood openings? ❑ Yes No 1Z� B1. NFIP Community Name & Community Number MIAMI SHORES 120652 B2. County Name MIAMI -DADE COUNTY B3. State FLORIDA B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile FIRM ❑ Community Determined ❑ Other (Describe) BI1. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes Designation Date ❑ CBRS ❑ OPA C1. Building elevations are based on: ❑ Construction Drawings* Building Under Construction* ❑ Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones Al A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1 -A30, AR/AH, AR/AO. Complete Items C2.a -h below according to the building diagram specified in Item A7. Use the same datum as the BFE. Benchmark Utilized NE 105TH ST & NE 6TH AVE PK NAIL & BRASS WASHER SE COR OF INTERSECTIONVertical Datum NGVD 29 Conversion/Comments NA a) Top of bottom floor (including basement, crawispace, or enclosure floor) 10.9 b) Top of the next higher floor 11.7 c) Bottom of the lowest horizontal structural member (V Zones only) NA. d) Attached garage (top of slab) 10.2 e) Lowest elevation of machinery or equipment servicing the building 10.8 (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 10.0 feet g) Highest adjacent (finished) grade next to building (HAG) 11.0 feet h) Lowest adjacent grade at lowest elevation of deck or stairs, including NA. ❑ feet structural support Address 6129 STIRLING ROAD y §UITE 2 City DAVIE Signature FEMA Form 81 -31, Mar 09 Important: Read the instructions on pages 1 - 9. SECTION A - PROPERTY INFORMATION Is being used to obtain flood insurance. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION A9. For a building with an attached garage: a) Square footage of attached garage 840 sq ft b) No. of permanent flood openings in the attached garage within 1.0 foot above adjacent grade NA c) Total net area of flood openings In A9.b NA sq in d) Engineered flood openings? ❑ Yes ® No SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) ® feet ® feet ❑ feet feet feet �Z< Check the measurement used. ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. /certify that the Information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a licensed land surveyor? Yes ❑ No Q Certifier's Name PAUL J. STOWELL License Number 5241 `/ ,• -Y ' Title PROFESSIONAL SURVEYOR Company Name ATLANTIC COAST SURVEYING INC State FL ZIP Code 33314 Date 06 /17/10 Telephone 954- 587 -2100 See reverse side for continuation. OMB No. 1660 -0008 Expires March 31, 2012 For Insurance Company Use: Policy Number Company NAIC Number Horizontal Datum: ❑ NAD 1927 ® NAD 1983 ® No #5241 06/17/10 Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 620 NE 101ST STREET City MIAMI SHORES State FL ZIP Code 33138 Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments JOB# 30876F Machinery is A/C in section C2E.The highest first floor elevation, FF= 12.2'. The second floor elevation =24.0' . Flood determination is based soley on F.I.R.M. provided by F.E.MA. No research was done in regards to L.O.M.R./L.O.MA documents. We do not accept responsibility for insurance premiums based on Elevation Certificates. Signature SECTION E - BUIL ING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items El -E5. If the Certificate is intended to support a LOMA or LOMR -F request, complete Sections A, B, and C. For Items E1 -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8 -9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and /or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated In accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information In Section G. The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEIVIA- issued or community- issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address Signature Comments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who Is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8 and G9. 01. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA- issued or community- issued BFE) or Zone AO. G3. ❑ The following Information (Items G4-G9) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance /Occupancy Issued G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum 010. Community's design flood elevation ❑ feet ❑ meters (PR) Datum Local Official's Name Community Name Signature Comments ❑ Check here if attachments FEMA Form 81 -31, Mar 09 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Date 06/17/10 SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION City Date Telephone Title Telephone Date For Insurance Company Ustr Policy Number Company NAIC Number State ZIP Code ❑ Check here if attachments Replaces all previous editions Project Name: MAYDA AND SIMONE RESIDENCE Builder Address: 620 NE 101 STREET Permitting Office: MIAMI SHORES City, State: MIAMI SHORES, FL 33138- Permit Number. Owner: Mayda and Simone Jurisdiction Number: 232600 Climate Zone: South 1. New construction or existing Addition _ 12. Cooling systems 2. Single family or multi - family Single family _ a. Central Unit Cap: 57.0 kBtu/hr _ 3. Number of units, if multi- family 1 _ SEER 14.50 _ 4. Number of Bedrooms 6 - b. Central Unit Cap: 57.0 kBtu/hr _ 5. Is this a worst case? No _ SEER: 14.50 _ 6. Conditioned floor area (ftz) 6401 ft _ c. 3 Others (See details) Additional Cap: 87.8 kBtu/hr _ 7. Glass typel and area: (Label regd. by 13-104.4.5 if not default) a. U- factor. Description Area 13. Heating systems (or Single or Double DEFAULT) 7a(Sngle Default) 430.0 ft - a. Electric Strip Cap: 34.0 kBtu/hr _ b. SHGC: COP: 1.00 _ (or Clear or 'Mt DEFAULT) 7b. (Clear) 700.0 ft _ 8. Floor types b. Electric Strip Cap: 34.0 kftu/hr r , COP: 1.00 _ a. Slab-On -Grade Edge Insulation R=0.0, 368.0(p) ft - c. 3 Others (See details) Additional Cap: 51.0 kBtu/hr _ b. N/A _ _. c. N/A _ 14, Hot water systems 9. Wall types a. Instantaneous (Propane) Cap: 60.0 gallons _ a. Concrete, Int Insul, Exterior R=4.0, 7750.0 ft _ EF:0.95 _ b. N/A b. 4 Others Cap: 6.0 gallons c. N/A _ _ d. N/A _ c. Conservation credits _ e. N/A _ (HR-Heat recovery, Solar 10. Ceiling types _ DHP- Dedicated heat pump) a. Under Attic R =30.0, 3760.0 ftz 15. HVAC credits MZ -C, PT, MZ-H _ b. N/A _ c. N/A _ 11. Ducts _ a. Sup: Unc. Ret Unc. AH: Attic Sup. R- 6.0, 40.0 11 b. 4 Others 137.0 ft ` (CF- Ceiling fan, CV -Cross ventilation, HF -Whole house fan, PT Programmable Thermostat, MZ- C- Multizone cooling, MZ-H-Multizone heating) FORM 600A -2004R EnergyGauge® 4.5.2 F °' ORIDA ENERGY EFFICIENCY CODE �,.9. FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Glass/Floor Area: 0.11 Total as -built points: 72087 Total base points: 76560 PASS I hereby certify that the plans and specifications covered by this calculation are In ., piiai ce with the Florida Energy Code. PREPARED B DATE: I hereby certify th = t this tiding, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSB v4.5.2) Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: ENERGY PERFORMANCE LEVEL WE) i 2 DISPLAY CARD B Y: oeve ESTIMATED ENERGY PERFORMANCE SCORE* = 87.6 The higher the score, the mere efficient the hone. Mayda and Simone, 620 NE 101 STREET, MIAMI SHORES, FL, 33138- 1. New construction or existing Addition 2. Single family or multi -fly Single flintily 3. Number of units, if multi -ibmly 1 4. Number of Bedrooms 6 5. Is ads a worst case? No 6. Conditianed floor area (1t) 6401 11 7. Glass typal and area (label read. by 13 -104A5 if not default) a. U- factor: Description Area (or Single or Double DEFAULT) 7a(Sngle Default) 430.0 ft= b. SHGC: (or Clear or Tint DEFAULT) 7b. 8. Floor types a. Slab- On-Grade Edge Insulation R.0 0, 368.0(p) ft b. N/A a. N/A 9. Wall types a. Concrete, hit Insult, Exterior b. Nth c. NIA d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. Alt Attic b. 4 Others (Clear) 700.0 ft Ra4.0, 7750.01E _ R =30.0, 3760.0 tr _ Sup. *RSA 40.0 ft _ 137.0 ft 12. Cooling system a. Central Unit b. Cenral Unit c. 3 Others 13. Heating systems a. Electric Strip b. Electric Strip c. 3 Others 14. Hot water systems a. histantancous (Propane) b. 4Os c. Conservation crecUts (1111-Heat recovery, Solar DHP DerGcated heat pump) 15. HVAC caedlts (CF fan, CV -Cress taxation, HF -Whole house fan, PT-Progninmiable Thettnostat, Wa- C- Multizone cling, MZ- H- Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on f installed Code���, y, features. Builder Si _' A I = , %! +.% `- - - -- -. a Date: f Address of New Home: 61 /141,4 City/FL Zip: /.38 "NOTE: The home's estimated energy perfor score is only available through the .Flal/RES contputer_program. This is not a Building Energy Rating. Ifyourscore is 80 or greater (or 86fora US EPA/DOE Ene:gyStar fin), your home may 9ualifr for energy efficiency mortgage (HEW incentives fyou obtain aFlorida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/ 638 -1492 or see the Energy Gauge web site at wwwrfsec.tu 'edufor information and a list of certified Raters. For information aboutFlorkle's En 'ergy Ffdency Code For Building Construction, contact the Department of Conummity As at 850/4871824. 1 Predam mi' mt glass type. For actual glass type and aw e v4i a Cap: 57.0 kBtn& _ SEER: 14.50 Cap: 57.0 kBtu!br SEER: 14.50 _ Cap: 87.8 Munn. _ Cap: 34.0 kBtu& ._ COP: 1.00 - Cap: 34.0 WM& _ COP: 100 Cap: 510 kMtulhr _ Cap: 60.0 galore _ EF:0.95 _ Cap: 6.0 gallons _ MZ-C, PT, MZ-E FORM 600A 2004R EnergyGauge@ 4.5.2 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Address: City, State: Owner: Climate Zone: 1. New coonwcion or nnistin And 2. Single ibinily ormulti -ibmd1Y Single farmly 3. Number oftn ks, if amid-family 1 4. Number ofBedrooms 6 5. Is this a worst ease? No 6. Conditioned floor area (it') 6401 R' 7. Glass typal and area: (Label read. by 13404 4.5 if not dot) a. U- lector: Description Area (or Single or Double DEFAULT) 7a(Sogle Default) 430.0 IF b. SHOC: (or Clear orTIInt DEFAULT) 7b (agar) 700.0 flu 8 . Floor types a. Slab -On -Glade Edge Iron R=0.0, 3611.0(p) ft b. N/A c. N/A 9. Wail types a. Concrete, Int htsul, Exterior b. N/A c. N/A d. NIA e. N/A 10. Ceiling types a. Under Attic 1'300, 3760.0 flu b. N/A c. N/A 11. Ducts a. Sup: Unc. Rey Una. AH: Attic b. 4 Others MAYDA AND SIMONE RESIDENCE 620 NE 101 STREET MIAMI SHORES, FL 33138 - Mayda and Simone South W=4.0, 7750.0 1t _ Sup. R=6.0, 40.01f 137.0 ft Glass/Floor Area: 0.11 Total as -built points: 72087 Total base points: 76560 PASS I hereby certify that the plain and covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: I hereby certify that this building, as designed, Is in compliance with the Florida Energy Code. OWNSUAGENT: DATE: 1 Predominant glass type. Fo'antral glass hype and areas, see Summer & Winter Glass output on pages 2&4. Energy+Gauge® (Version: FLRCSB v4.5.2) 12. Cooling a. Central Unit b. Central Unit c. 3 Others (See details) Additional 13. Heating systems a. Electric Ship b. Electric Strip c. 3 Others (See details) Additional 14. Hot water systems a. Instantaneous (Probe) b. 4 Otimas Builder: Permitting Moe: MIAMI SHORES Permit Number: Jurisdiction Number. 232600 c. Coon credhs (AR -Heat recovery, Solar DHP-Dechaited heat pump) 15. HVACcrerEts (CF- Ceiling fan, CV -Cross vim, HF -Who1e house fat, PT Programmable Then, MZ- CMnItizane coo MZ H Multizoae ) Cap: 57.0 k13hc/br MIX: 1450 _ Cap: 370 kBhdbr SEER: 14.50 Cap: 87.8 !caulk - Cap: 34.0 hlittihr COP: 1.(d) Cap: 34.0 kEttufhe COP: 1.00 Caix 51.0 kstuficr - Cap: 60.0 gallons EF.:0.95 Gap: 6.0 gallons - MZ-C, PT, MZ-R - Review of the plans and sins covered by this calculation hxncates compliance with the Florida Energy Code. Before construction is completed this building win be inspected for compliance with Section 553208 Florida Statutes. BUILDING OFFICIAL: DATE: BUILDING INPUT SUMMARY REPORT 0 0 >L co D z Title: MAYDA AND SIMONE RESIMENtaily Type: sin& Owner: Mayda and Adder # of Units; 1 Bulkier Name: *bulk) innate: South Permit Office: MIAMI SNORES Jurisdiction #: (blank) 6 Conditioned Area: 6401 Total Stories: 2 Worst Case No Rotate Anglin (blame) Address Type: Suet Address Lot dy NIA Subdivision: NIA Plathaok: NIA Sheet 620 NE 101 STREET County: DADE City, St, MIAMI SHORES, FL, 33138- 0 Roorlype c.+rvw, R-Val Aree/Perlmeter Units 0 Ceiling Type R-Val Area 1 Under Attic 30.0 3750.01P 3780410' 1 tats Slulthrilenn None ease Area Units Z 1 Slab-CIMinede Edge damn 0.0 3884p) ft 1 i# Wall Toe 1 Cowen, Block -I d laud Location R Area Exterior 4.0 7750.01P 1 Units 8 Panes Thd 1 Single (Near 2 Since Cdr 3 Single Clear 4 Single Clear Omt Area OH Length OH rtgld Untie N 220.01P 1.511 8.0 11 1 E 210.0 ft' 1.50 8.011 1 S 128.00° 1.80 8.0 0 1 W 150.01P 1.50 8.00 1 cc 0 g F V • Door type OrienteSes Area Una 1 Wood Bit 42.0*2 1 • yatem Type Sedum °waft 1 Central Unit 2 Central theft 3 Combat Unit 4 Cimbed Unit 1 Matte) -28.8 Main SCR 14.50 579 kliartfar SEER 14.50 57.0 Wilds WEE 13.00 =Waft SEER 13.00 28.0 khr thetR M6C, Pr * systainTypa 1 Beards Strip 2 Elands Strip 3 EiecdicSdp 1 (s)-1 � t 7.0 k�ihr 0:1.00 COP: 1.00 COP: 1.00 COP. 1.00 34.0 kBdtw 34.0kBb 17.01611 ft 17.0 ksdalM Chi tVA1. PT O MEL MIL acalVar MN 1 Un aid innder 2 Cond. Alt 3 Wand. Aft 4 Unoa&. Mbrior 100n4s) -28.oft 8.0 8.0 8.0 8.0 40.0 ft 4090 3890 38.011 Credit btrapliann Norte B System Type EP Cep. Conservation Type Con. Eta 1 � .6 1 Marls)- 1.5 -1.5 DEG 1.5 None Now None None 0.00 0.00 0.00 O Use Wendt? Annual Openstiner Cost Niels Rate 1 Yes NIA NIA F_nergyeaugeU37 (Version: FLRCSB v4.52) FORM 600A-2004R GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area L Base Total: 7780.0 I ADDRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33138- PERMIT #: 1 .18 6401.0 30.53 35178.0 WALL TYPES Area X BSPM = Points Adjacent 0.0 0.00 0.0 Exterior 7750.0 270 20925.0 DOOR TYPES Area X BSPM = Points Adjacent 0.0 0.00 0.0 Exterior 42.0 6.40 268.8 L Base Total: CELLING TYPES Area X BSPM = Points UnderAttic 3760.0 2.80 10528.0 Base Total: 3180.0 10528.0 FLOOR TYPES Area X BSPM = Points Slab Base Total: SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details BASE 368.0(p) -20.0 73800 0.0 0.00 0.0 INFILTRATION Area X BSPM = Paints 6401.0 18.79 120274.8 Type/SC Overhang Hgt Area X SPM X SOF = Points 1.S ng e, Clear N 1.5 8.0 220.0 38.48 0.97 7764.0 2Smte, Cis E 1.5 8.0 210.0 78.71 0.96 15853.0 3.Sitgle. Clear 5 1.5 8.0 120.0 68.93 0.94 7527.0 4.Singte, Lear W 1.5 8.0 150.0 70.53 0.98 10152.0 AsttTot* Type R-Value Area X SPM = Points 1. Comets, Int had, &War As -Built Total: 1.8derlar Wood As-Bulit Total: 42.0 1. Under Attic As -Built Total: As-Bunt Totak EnergyGaugee DCA Form 600A-2004R Energyt3augeelFtaRES`2004R FLRCSB v4.5.2 AS -BUILT EnergyGauge® 4.5.2 700:0 4.0 7750.0 2.35 18212.5 7750.0 18212.5 Type Area X SPM = Points 42.0 9.40 Type R Value Area X SPM X SCM = Points 30.0 3760.0 2.77 X 1.00 104152 3760.0 104152 Type R Value Area X SPM = Points 1. t -Grade Edge Insulation 0.0 388.0(p 20.E -7360.0 398.0 -7380.0 Area X SPM = Paints 6401.0 18.79 120274.8 FORM 600A-2004R EnergyGauge® 4.5.2 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRES& 620 NE 101 STREET, MAW SHORES, FL, 33130 PERMIT #: 1 BASE Summer Base Pointsh79812.8 Summer As -Built Points: Total Summer X System Cooling Points Multiplier Poems 179812.6 0.3250 58439.1 Energyc3aiugetM DCA Fwm 600A -2004R EnergyGaugeeffiteRES2004R FLRCSB v4.5.2 AS -BUILT 183233.3 Total X Cap X Duct X System X Cry = Cooling Component Ratio Multiplier Muuliplier Mudliplier Points (System - Points) (DM x DSM x AMU) (sys 1: MOGI Una 570 0Muh. (14.5) DudsCon(8),C ?,td(AH = ) 183233 028 (1.00 x 1.165 x 0.90) 0.235 0.502 11517.5 (fix Canal Unit 5l000btuh .S FF(145) 183233 0.28 (1.07 x 1.165 x 1.08) 0.235 0.802 14830.0 (ass 3: Central Urd 28000bish .8EER F(13A) Du Unc(8).Une(R),AS{AHW. ) 183233 0.14 (1.07 x 1.165 x 1.08) 0.260 0.92 8341.6 (sys Central Un t 23800bbih .SEERIEFF(13.0) Du S), 183233 0.12 (100 x 1.185 x 0.90) 0.260 0.902 5318.8 (sys 5: Genesi UM 35000bbth ,SEERIEFF(130) Duc Unc(S). 183233 0.17 (1 .07 x 1.185x 0.90) 0.280 0.902 8389.6 183233.3 1.00 1.194 0.246 0.902 48604.6 FORM 600A-2004R • WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: 620 NE 101 STREET, MIAMI SNORES, FL, 33138- PERMIT 04: BASE Total: AS -BUILT EnergyGauge® 4.5.2 GLASS TYPES .18 X Conditioned X BWPM = Points Floor Area TypelSC Omt Len Hgt Area X WPM X WOF = P Overhang .18 8401.0 389 4148.0 tangle, agar N 1.5 8.0 220.0 8.03 0.99 1320.0 2-Single, Clear E 1.5 8.0 210.0 4.77 1.02 1017.0 3. b, Clear S 15 8.0 120.0 4.49 1.03 540.0 4.S tgle. Clear W 1.5 8.0 150.0 5.49 1.00 822.0 700.0 3699.0 WALL TYPES Area X BWPM = Pouts Type R Value Area X WPM = Points Adjacent 0.0 0.00 0.0 1. Comaete. Int lnsut, Extern 4.0 7750.0 1.05 8137.5 Exterior 7750.0 0.60 4650.0 Base Total: 7750.0 4850.0 As -Butt Total: 7750.0 8137.5 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 0.0 0.00 0.0 1.Exterlr Wood 42.0 2.80 117.8 Exterior 42.0 1.80 75.6 Base Total: 42.0 76.6 Its -Butt Tote 42.0 117.6 CEILING TYPES Area X BWPM = Points Type R -Value Area X WPM X WCM = Points Under Attic 3780.0 0.10 378.0 1. Under Aths 30.0 3780.0 0.10 X 1.00 376.0 Baas Tom: 3760.0 378.0 Total: 3760.0 376.0 FLOOR TYPES Area X BWPM = Pouts Type R-Value Area X WPM = Points Slab 368.0(p) -2.1 -772.8 ' 1. a Edge her 0.0 36&0(p -2.10 -772.8 Ram 0.0 0.00 0.0 Base Total: INFILTRATION Area X BWPM = Points Area X WPM = Points 6401.0 -0.08 -384.1 -772.8 Asalullt Tote 388.0 Energyt3augee DCA Form 2004R EnergyGaugee!FiaRES'2004R FLRCSB v4.5.2 6401.0 -0.1 384.1 FORM 600A-2004R Ene>gyGaugen DCA Form 000A-2004R EnnrgyGeugae FIaRES'2004R FLRCSB v4.52 EnergyGauge® 4.5.2 WINTER CALCULATIONS Residential Whole Building Performance Method A e Details `ADQRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33138 PERMIT #: 1 BASE Winter Base Points: 8092.7 Total Winter X System = Heating Points Multiplier Points 8092.7 0.5540 4483.4 AS -BUILT Winter As -Built Points: 11173.2 Total X Cap X Duct X System X Credit = Heating Component Ratio Multiplier Multiplier Wapner Points (System - Pmts) (Mix DSM x AHU) (sys 1: eectris Strip 3400) btuh ,EFF(1.0) D�:C S).Can(R ).U(AH),R0 0 11173.2 0.289 (1.000 x 1.137 x 0.91)1.000 0.902 29810 (sys 2: 8ectric Strip 34000 btuh .EFF(1.0) Ducts:Urn:(8),Unc(R),Att(AH).R8.0 111732 0.286 (1.099 x 1.137 x 1.14)1.000 0202 4104.1 (sys 3: Electric Strip 17000 btuh .EFF(10) DucticUnc(S). Unc(R),A1t(AH) R .0 11173.2 0.143 (1.099 x 1.137 x 1.14)1.000 0.902 2002.1 (sys 4: Elm Strip 17000 btuh .EFF(1.0) Ducts:Con(S),Con(R),IM(AH).R60 111732 0.143 (1.000 x 1.137 x 0.91)1.000 0.902 1490.5 (sys 5: Electric Strip 17000 btuh .EFF(1.0) DuctscUnc(S).Urc(R),Int(AH).R6.0 11173.2 0.143 (1.099 x 1.137 x 0.91)1.000 0.902 1638.1 11173.2 1.00 1.223 1.000 0.902 12331.4 FORM 600A-2004R EnergyGauge® 4.5.2 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: 620 NE 101 STREET, MIAMI ORES, FL, 33138- PERMIT #: 1 BASE WATER HEATING Number of X Multiplier = Total Bedrooms 6 2273.00 13638.0 AS -BUILT Tank EF Number of X Tank X Multiplier X Credit = Total Volume Bedrooms Ratio Multiplier None 0.95 6 0.30 1216.00 1.00 2188.8 1.5 0.98 6 0.18 2133.84 1.00 2240.5 1.5 0.98 6 0.18 2133.84 1.00 2240.5 1.5 p 0.98 6 0.18 2133.84 1.00 2240.5 BAs -Bn 5 t TataR 98 6 0.18 2133.84 1.00 11160.9 CODE COMPLIANCE STATUS BASE Cooling + Heating + Hot Water = Total Points Points Points Points 58439 4483* 13638 76560 AS -BUILT Cooling + Heating + Hot Wad = Total Points Points Points Paints 48605 12331 11151 72087 EnergyGauge OCA Form 600A -2004R S2004R FLRCSB v4.5.2 FORM 600A-2004R EnergyGauge® 4.5.2 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33138- PERMIT #: 1 8A•21 INFILTRATION REDUCTION COMPUANCE CHECKLIST COMPONENTS Exterior windows & Doors Exterior & Adjacent walls Flues Comings Recessed Lighting Fixtures Multi-story Houses Additional Urn reds SECTION 606.1.ABC.1.1 606.1 ASC.121 606.1ABC.122 606.1 ABC.123 606.1ABC.124 606.1.ABC.1.2. 6 603.1ABC.1.3 RSQUIREMENTS FOR EASH PRACTICE crmfsg ft. wtnd area .6 dm/exit. door area. Cauk, gasket, weatherstrip reseal between: wbrdows/doors & ferries. swrowK brg wall; founation & wall sole or sN plate: Wads between exterlrwafl web at tx bye wall panels & n platen batmen wad and floc EXCEPTXX4: Frame walls where a continuous him barrier ls installed that enderis tram, and is sealed to. the foundatbn b the top plate. Penetrationslopenings >118" sealed eery backed by truss anoint members. !EXCEPTION: Frame floors where a ccadinuous Willman barrier ls Irk that Is sealed to the perimeter. penetratkins and seams. Batmen walk & of calling plane of top floor; around shafts, chases, sofas, chimneys, cabinets sealed to COMlinima air barrier; gibs in gyp board & top plate; attic access. EXCEPTION: Frame cdfrqb where a bards Walled that is sealed at the perimeter. at penetrations and seams. Type IC rated with no penetrations, seated; or Type IC or neon -IC retard, Its Ingle a seated box With 112" clearance & Thom t on; or Type IC rated with < 2.0 dm from arndltbred spate, tested. Alt bean perimeter of floor chi between floors. BIWA fans vented to mss, dames exmmbustlon space heaters dun* with NFPA, have carretstion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by ail residences.) COMPONENTS Water Heaters Swimming Pools & Spas Sheer heads Air DistrIbufron Systems HVAC Controls Insedalon sEcnom 812.1 612.1 612.1 610.1 697.1 604.1, 602.1 REQUIREMENTS Coiupty with efficiency requbenards in Table 612.1A0C.3.2. Switch or ugly marked ck bra (electric) or cutoff tom) mew be provided. Edema' crbul r heat trap mrnuired. Spas & heated poo&s must have covers (except rear heated). Non-cornm ercdal pools must have a pwnp timer. Gas spa & pool heaters mast have a nabs= thermal efficiency of 76% Verne must be mstricted to no more than 2.6 gallons per monde at 00 PSIG. All duds, Wings. mechanical ecpdpmerd and plenum chambers shaft be mechanically attrelted, sued, bled, and installed to accordance with the tarts of Sedan 610. Ducts In labonditioned attics: R-6 mb . Insulation. SePalate readily accessible manual or automatic thermostat for each system. Ceilings-hen. R-19. Curanon walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R -11. CHECK '°1M]®&Nam®: Y MAYDAAND SIMONE RESIDENCE Builder Address: 820 NE 101 STREET Permitting Office: MIAMI SHORES City, State: MIAMI SHORES, FL 33138- Permit Number. Owner. Mayda and Simone Jurisdiction Number: 232600 Climate Zone: South 1. New construction or existing Addition _ 12. Cooling systems 2. Single family or multi - family Single family _ a. Central Unit Cap: 57.0 kBtu/hr T 3. Number of units, if multi- family 1 _ SEER 14.50 _ 4. Number of Bedrooms 6 _ b. Central Unit Cap: 57.0 kBtu/hr 5. Is this a worst case? No _ SEER 14.50 _ 6. Conditioned floor area (ft 6401 ft _ c. 3 Others (See details) Additional Cap: 87.8 kBtu/hr _ 7. Glass type' and area (Label read. by 13- 104.45 if not default) _ a. II-factor: Description Area 13. Heating systems (or Single m Double DEFAULT) 7a(Sngle Default) 430.0 ft _ a. Electric Strip Cap: 34.0 kBtu/hr _ b. SHOC: COP: 1.00 _ (or Clear or Tint DEFAULT) 7b. (Clear) 700.0 ft _ b. Electric Strip Cap: 34.0 kBtulhr _ 8. Floor types COP: 1.00 _ a. Slab-On-Grade Edge Insulation R=0.0, 368.0(p) ft _ c. 3 Others (See details) Additional Cap: 51.0 kBtu/hr _ b. N/A _ c. N/A _ 14. Hot water systems 9. Wa11 types a. Instantaneous (Propane) Cap: 60.0 gallons _ a. Concrete, lnt Insul, Exterior R=4.0, 7750.0 ft _ EF:0.95 _ b. N/A _ c. N/A d. N/A b. 4 Others c. Conservation credits Cap: 6.0 gallons _ e. N/A _ (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R =30.0, 3760.0 ft 15. HVAC credits M2-C, PT, MZ-H _ b. N/A c. N/A _ 11. Ducts _ a. Sup: Unc. Ret Une. AH: Attic Sup. R=6.0, 40.0 ft b. 4 Others 137.0 ft _ (CF- Ceiling fan, CV -Cross ventilation, 11F-Whole house fan, PT-Programmable ' hermostat, MZ- C- Multizone cooling, MZ H Multizone heating) FORM 600 D E , 2 2UU9 L Y• EnergyGauge® 4.5.2 RIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Glass /Floor Area: 0.11 Total as -built points: 72087 Total base points: 76560 PASS 1 hereby certify that the plans and specifications coveted by this calculation are in .. ' lance with the Florida Energy Code. PREPARED B DATE: 1 hereby certify th t th building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSB v4.5.2) Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. �y BUILDING OFFICIAL: �!� /� DATE: ENERGY PERFORMANCE LEVEL DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 87.6 The higher the score, the more efficient the home. Mayda and Simone, 620 NE 101 STREET, MIAMI SHORES, FL, 33138- 1. New construction or existing Addition 2. Single family or multi- family Single family 3. Number of units, if multi- family 1 4. Number of Bedrooms 6 5. Is this a worst case? No 6. Conditioned floor area (ft 6401 ft 7. Glass typal and area (Label read. by 13- 104.4.5 if not default) a. U-factor Description Area (or Single or Double DEFAULT) 7a(Sngle Default) 430.0 ft b. SHGC: (or Clear or Tint DEFAULT) 7b. 8. Floor types a. Slab-On-Grade Edge Insulation R4.1.0, 368.0(p) ft b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. N/A c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Rec Unc. AH: Attic b. 4 Others (Clear) 700.0 ft 12. Cooling systems a. Central Unit b. Central Unit c. 3 Others 13. Heating systems a. Electric Strip b. Electric Strip c. 3 Others R=4.0, 7750.0 ft _ 14. Hot water systems a. Instantaneous (Propane) R =30.0, 3760.0 ft _ Sup. R=6.0, 40.0 ft _ 137.0 ft _ b. 4 Others c. Conservation credits (HR -Heat recovery, Solar DHP- Dedicated heat pump) 15. HVAC credits (CF- Ceiling fan, CV -Cross ventilation, HF -Whole house fan, PT- Programmable Thermostat, MZ- C- Multizone cooling, MZ-H- Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Cy- c . liant features. Builder Signature Date: Address of New Home: ‘20 NE /op' City/FL Zip: 4A0t/ - F 33 132 *NOTE: The home's estimated energy performance score is only available through the FLAMES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStar your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638 -1492 or see the Energy Gauge web site at www.fsec.ucfedu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/487- 1824. 1 Predominant glass type. For actual glass type and areas, � ®( glas FI s agea ges [ 1 8 2009 eY: e..000. Cap: 57.0 kBtu/hr _ SEER: 14.50 _ Cap: 57.0 kBtu/hr SEER 14.50 _ Cap: 87.8 kBtu/hr Cap: 34.0 kBtu/hr COP: 1.00 Cap: 34.0 kBtu/hr _ COP: 1.00 Cap: 51.0 kBtu/hr _ Cap: 60.0 gallons _ EF:0.95 Cap: 6.0 gallons _ MZ-C, PT, MZ-H _ Project Name: MAYDA AND SIMONE RESIDENCE Builder. Address: 620 NE 101 STREET Permitting Office: MIAMI SHORES City, State: MIAMI SHORES, FL 33138- Permit Number. Owner: Mayda and Simone Jurisdiction Number 232600 Climate Zone: South 1. New construction or existing Addition _ 12. Cooling systems 2. Single family or multi- family Single family _ a. Central Unit Cap: 57.0 kBtu/hr _ 3. Number of units, if multi- family 1 _ SEER 14.50 _ 4. Number of Bedrooms 6 _ b. Central Unit Cap: 57.0 kBtu/hr _ 5. Is this a worst case? No _ SEER: 14.50 _ 6. Conditioned floor area (fta) 6401 ft _ c. 3 Others (See details) Additional Cap: 87.8 kBtu/hr _ 7. Glass typet and area: (Label read. by 13- 104.4.5 if not default) _ a. U- factor. Description Area 13. Heating systems (or Single or Double DEFAULT) 7 a(Sngle Default) 430.0 fta _ a. Electric Strip Cap: 34.0 kBtu/hr b. SHGC: COP: 1.00 _ (or Clear or Tint DEFAULT) 7b. (Clear) 700.0 ft _ b. Electric Strip Cap: 34.0 kBtu/hr _ 8. Floor types COP: 1.00 _ a. Slab -On -Grade Edge Insulation R ).0, 368.0(p) ft _ c. 3 Others (See details) Additional Cap: 51.0 kBtu/hr _ b. N/A _ _ c. N/A 14. Hot water systems 9. Wall types a. Instantaneous (Propane) Cap: 60.0 gallons _ a. Concrete, Int Instil, Exterior R=4.0, 7750.0 ftZ _ EF:0.95 _ b. N/A _ b. 4 Others Cap: 6.0 gallons _ c. N/A _ _ d. N/A _ c. Conservation credits _ e. N/A _ (HR -Heat recovery, Solar 10. Ceiling types - DHP- Dedicated heat pump) a. Under Attic R =30.0, 3760.0 ft 15. HVAC credits MZ-C, PT, MZ-H _ b. N/A _ c. N/A _ 11. Ducts _ a. Sup: Unc. Ret Unc. AH: Attic Sup. R 40.0 ft b. 4 Others 137.0 ft _ (CF- Ceding fan, CV -Cross ventilation, HF -Whole house fan, PT Programmable Thermostat, MZ- C- Multizone cooling, MZ- H- Multizane heating) FORM 600A -2004R EnergyGauge® 4.5.2 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Glass/Floor Area: 0.11 Total as -built points: 72087 Total base points: 76560 PASS I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSB v4.5.2) Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: BUILDING INPUT SUMMARY REPORT re 0 O u. J N O Z J W J 9 J cn O D Z Title: Owner. # of Units: 1 Builder Name: (blank) Climate: South Permit Office: MIAMI SHORES Jurisdiction #: ( blank) MAYDA AND SIMONE RESIDENIdIyType: Mayda and Simone New/Existing: Single Addition Bedrooms: 6 Conditioned Area: 6401 Total Stories: 2 Worst Case: No Rotate Angle: (blank) Address Type: Lot it Subdivision: Platbook: Street County: City, St, Zip: Street Address N/A N/A N/A 620 NE 101 STREET DADE MIAMI SHORES, FL, 33138- 8 Floor Type wcww 1 Slab -On -Grade Edge Insulation R Val Area/Perimeter Una 0.0 368.0(p) ft 1 s Ceiling Type 1 Under Attic Credit Multlplers: None R Val Area Base Area Units 30.0 3760.0 11 3760.0 ft 1 # Wall Type 1 Conde Block - Int Insul Location R Val Area Units Exterior 4.0 7750.011 1 # Panes Tint 1 Single Clear 2 Single Clear 3 Single Clear 4 Single Clear Omt Area OH Length OH Hght Units N 220.011 1.5ft 8.0ft 1 E 210.01P 1.5ft 8.0ft 1 S 120.011 1.511 8.0ft 1 W 150.011 1.5 ft 8.011 1 re 0 0 Z J O O V N H V G W Q LL W f 0oorType Orientation Area Units 1 Wood Exterior 42.011 1 1 System Type Efficiency Capacity 1 Central Unit 2 Central Unit 3 Central Unit 4 Central Unit 1 Other(s) - 23.8 kBtulhr SEER 14.50 57.0 kBtulhr SEER 14.50 57.0 kBtul SEER 13.00 35.0 kBtulhr SEER 13.00 29.0 kBtulhr Credit Multipliers: MZ-C, PT 1 System Type Efficiency Capacity 1 Electric Strip 2 Electric Strip 3 Electric Strip 4 Electric Strip 1 Otlezr(s) -17.0 kBtulhr COP: 1.00 COP: 1.00 COP:1.00 COP: 1.00 34.0 kBtu/hr 34.0 kBtu/hr 17.0 kBtulhr 17.0 kBtufr Credft Muldpiers: MZ-H, PT # Loi ton Egan Hammer tsgY 1 Uncond. Interior 2 Cond. Attic 3 Uncond. Attic 4 Unoond. Interior 1 Otler(s) -25.0ft 6.0 6.0 6.0 6.0 40.0 ft 40.0 ft 36.0 ft 36.0 ft Credit Multipliers: None • System Type EF Cap. Conservator Type Con. EF 1 Instantaneous Solar 0.95 2 (E 3 fir' lectric) 0.98 4 Solar (Electric) 0.98 1 Others) -1.5 kBtulhr 60.0 1.6 1.6 1.5 None None None None 0.00 0.00 0.00 0.00 # Use Default? Annual Operating Cost Electric Rate 1 Yes WA N/A EnergyGauge® (Version: FLRCSB v4.5.2) BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area Overhang Type/SC Omt Len Hgt Area X SPM X SOF = Points .18 8401.0 30.53 35178.0 1.SIngle, Clear 2.Single, Clear 3.Single, Clear 4.SIngte, Clear Its -Built Total: N 1.5 8.0 220.0 36.46 0.97 E 1.5 8.0 210.0 78.71 0.96 S 1.5 8.0 120.0 66.93 0.94 W 1.5 8.0 150.0 70.53 0.96 700.0 7764.0 15853.0 7527.0 10152.0 41288.0 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 0.0 0.00 0.0 Exterior 7750.0 2.70 20925.0 Base Total: 7750.0 20925.0 1. Concrete, Int maul, Exterior As - Built Total: 4.0 7750.0 2.35 7750.0 18212.5 18212.5 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 0.0 0.00 0.0 Exterior 42.0 6.40 268.8 Base Total: 42.0 288.8 1.Exterior Wood As - Built Total: 42.0 9.40 42.0 394.8 394.8 I CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 3760.0 2.80 10528.0 Base Total: 3780.0 10528.0 1. Under Attic As -Bunt Total: 30.0 3760.0 2.77 X 1.00 3788.0 10415.2 10415.2 FLOOR TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Slab 368.0(p) -20.0 - 7360.0 Raised 0.0 0.00 0.0 Base Total: - 7380.0 1. Slab -On -Grade Edge Insulation As -Built Total: 0.0 368.0(p -20.00 368.0 - 7360.0 7380.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 6401.0 18.79 120274.8 6401.0 18.79 120274.8 FORM 600A -2004R EnergyGauge® DCA Form 600A-2004R EnergyGauge@/FIaRES'2004R FLRCSB v4.5.2 EnergyGauge® 4.5.2 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33138- PERMIT 1 BASE AS -BUILT Summer Base Pointsi79812.6 Summer As -Built Points: 183233.3 Total Summer X System = Cooling Points Multiplier Points Total X Cap X Duct X System X Credit = Cooling Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) 179812.6 0.3250 58439.1 (sys 1: Central Unit 57000btuh ,SEER/EFF(14.5) DuctsCon (S),Con(R),tnt(AH),R8.0(INS) 183233 0.28 (1.00 x 1.165 x 0.90) 0.235 0.902 11517.5 (sys 2: Central Unit 57000btuh ,SEERIEFF(14.5) Duct Unc(S),Unc(R),Att(AH),R6.0(INS) 183233 0.28 (1.07 x 1.165 x 1.08) 0.235 0.902 14830.0 (sys 3: Central Unit 29000btuh ,SEERIEFF(13.0) Ducts :Unc(S),Unc(R),A1t(AH),R6.0(INS) 183233 0.14 (1.07 x 1.165 x 1.08) 0.260 0.902 8341.6 (sys 4: Central Unit 23800btuh ,SEERIEFF(13.0) Ducts :Con(S),Con(R),bd(AH),R8.0(INS) 183233 0.12 (1.00 x 1.165 x 0.90) 0.260 0.902 5316.8 (sys 5: Central Unit 350 0btuh ,SEERIEFF(13.0) Duns :Unc(S),Unc(R),Ut(AH),R6.0(INS) 183233 0.17 (1.07 x 1.165 x 0.90) 0.260 0.902 8389.6 183233.3 1.00 1.194 0.246 0.902 48604.6 FORM 600A -2004R SUMMER. CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33138- PERMIT EnergyGaugeTM DCA Form 600A 2004R EnergyGauge6 FlaRES2004R FLRCSB v4.5.2 EnergyGauge® 4.5.2 FORM 600A-2004R EnergyGauge® DCA Form 600A -2004R EnergyGauge®JFIaRES'2004R FLRCSB v4.52 EnergyGauge® 4.5.2 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33138- PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Floor Area Overhang Type/SC Omt Len Hgt Area X WPM X WOF = Point: .18 6401.0 3.60 4148.0 1.Single, Clear N 1.5 8.0 220.0 6.03 0.99 1320.0 2.Single, Clear E 1.5 8.0 210.0 4.77 1.02 1017.0 3.Single, Clear S 1.5 8.0 120.0 4.49 1.00 540.0 4.Single, Clear W 1.5 8.0 150.0 5.49 1.00 822.0 As - Built Total: 700.0 3699.0 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 0.0 0.00 0.0 1. Concrete, Int Insul, Exterior 4.0 7750.0 1.05 8137.5 Exterior 7750.0 0.60 4650.0 Base Total: 7750.0 4650.0 As -Built Total: 7750.0 8137.5 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 0.0 0.00 0.0 1.Exterior Wood 42.0 2.80 117.6 Exterior 42.0 1.80 75.6 Base Total: 42.0 75.6 As -Built Total: 42.0 117.6 CEILING TYPES Area X BWPM = Points Type R Value Area X WPM X WCM = Points Under Attic 3760.0 0.10 376.0 1. Under Attic 30.0 3760.0 0.10 X 1.00 376.0 Base Total: 3760.0 376.0 As -Built Total: 3760.0 376.0 FLOOR TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Slab 368.0(p) -2.1 -772.8 1. Slab -On -Grade Edge Insulation 0.0 368.0(p -2.10 -772.8 Raised 0.0 0.00 0.0 Base Total: -772.8 As -Bullt Total: 368.0 -772.8 INFILTRATION Area X BWPM = Points Area X WPM = Points 6401.0 -0.06 -384.1 6401.0 -0.06 -384.1 FORM 600A-2004R EnergyGauge® DCA Form 600A -2004R EnergyGauge®JFIaRES'2004R FLRCSB v4.52 EnergyGauge® 4.5.2 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33138- PERMIT #: FORM 600A-2004R EnergyGauge'" DCA Forrn 600A -2004R EnergyGaugaa/FIaRES'2004R FLRCSB v4.5.2 EnergyGauge® 4.5.2 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33138- PERMIT #: BASE AS -BUILT Winter Base Points: 8092.7 Winter As -Built Points: 111732 Total Winter X Points System = Multiplier Heating Points Total X Cap X Duct X System X Credit = Heating Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) 8092.7 0.5540 4483.4 (sys 1: Electric Strip 34000 btuh ,EFF(1.0) Ducts :Con(S),Con(R),Int(AH),R6.0 111732 0.286 (1.000 x 1.137 x 0.91)1.000 0.902 2981.0 (sys 2: Electric Strip 34000 btuh ,EFF(1.0) Ducts:Unc(S),Unc(R),Att(AH),R6.0 11173.2 0.286 (1.099 x 1.137 x 1.14)1.000 0.902 4104.1 (sys 3: Electric Strip 17000 btuh ,EFF(1.0) Ducts:Unc(S),Urc(R),Att(AH),R6.0 11173.2 0.143 (1.099 x 1.137 x 1.14)1.000 0.902 2052.1 (sys 4: Electric Strip 17000 btuh ,EFF(1.0) Ducts :Con(S),Con(R),Int(AH),R6.0 11173.2 0.143 (1.000 x 1.137 x 0.91)1.000 0.902 1490.5 (sys 5: Electric Strip 17000 btuh ,EFF(1.0) Ducts :Unc(S),Unc(R),Int(AH),R6.0 11173.2 0.143 (1.099 x 1.137 x 0.91)1.000 0.902 1638.1 11173.2 1.00 1.223 1.000 0.902 12331.4 FORM 600A-2004R EnergyGauge'" DCA Forrn 600A -2004R EnergyGaugaa/FIaRES'2004R FLRCSB v4.5.2 EnergyGauge® 4.5.2 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33138- PERMIT #: FORM 600A -2004R EnergyGauge® 4.5.2 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33136- PERMIT #: i PASS EnergyGauge DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCSB v4.5.2 BASE CODE COMPLIANCE STATUS AS -BUILT WATER HEATING BASE Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Hot Water Points = Total Points Cooling Points Volume Bedrooms Ratio Multiplier 6 Total Points 2273.00 13638.0 None 0.95 6 0.30 1216.00 1.00 2188.8 76560 48605 12331 11151 1.5 0.98 6 0.18 2133.84 1.00 2240.5 1.5 0.98 6 0.18 2133.84 1.00 2240.5 1.5 0.98 6 0.18 2133.84 1.00 2240.5 As-B , 5 t Totag'98 6 0.18 2133.84 1.00 17150:9 FORM 600A -2004R EnergyGauge® 4.5.2 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33136- PERMIT #: i PASS EnergyGauge DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCSB v4.5.2 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling Points + Heating + Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water Points Points = Total Points 58439 4483 13638 76560 48605 12331 11151 72087 FORM 600A -2004R EnergyGauge® 4.5.2 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33136- PERMIT #: i PASS EnergyGauge DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCSB v4.5.2 COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Max lmum:.3 cfm/sq.fl. window area; .5 cfm/sq.ft door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous Infiltration barrier Is installed that extends from, and is sealed to, the foundation to the top plate. Floors 606.1.ABC.122 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous Infiltration barrier Is Installed that Is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.12.3 Between walls & ceMngs; penetrations of ceiling plane of top floor, around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous Nitration barrier is Installed that 19 sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non-IC rated, installed inside a sealed box with 1/2' clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration refits 606.1.ABC.1.3 gust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion alr. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with effidency requirements in Table 612.1 ABC.3.2. Switch or clearly marked dr breaker (electric) or cutoff (pas) must be provided. External or built-In heat trap required. Swlmming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non- commerclal pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal effidency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Duds in unconditioned attics: R-6 min. Insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R -19. Common walls -Frame R -11 or CBS R-3 both sides. Common ceiling & floors R-11. FORM 600A -2004R Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33130- PERMIT #: i 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) EnergyGauge"' DCA Fomi 600A -2004R EnergyGauge@sl/FIaRES'2004R FLRCSB v4.5.2 EnergyGauge® 4.5.2 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163m STREET, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940 -3088 • FAX: (305) 940 -3273 September 05, 2008 Village of Miami Shores Building & Planning Department 10050 N.E. 2" Ave. Miami Shores, FL 33138 Re: Addition for Perez Residence 620 N.E. 101 Street Miami Shores, Florida Permit N° RC -08 -1426 Dear Building Official: •••• I, having performed an engineering evaluation, Design and Analysis of the new aiditicD $o•ihis residence, hereby attest that to the best of my knowledge, belief and profesgc l.judgmer t, the structural and envelope components of the proposed addition for the abo ve, eterencecj„prpject does not affect the integrity of the existing structure. • ••• • • • • • Should you have any questions or need any additional information, pleasg : of hetftate to • • • contact me. ▪ • • • • • • • • •••• • • • •• • •• • • • • •• • Sincerely, Ali Arbab, P.E. For Arbab Engineering, Inc. P.E. No. 35460 AA /dc D: /data /2007 /mayda and simone /structural adequacy • • • • • • • • • • • • • • • • • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163R° STREET, SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • [305) 940 -3088 • FAX: (305) 940 -3273 • September 3, 2008 Miami shores Village Building Department RE: Response To Structural Comments For: Permit N° RC -08 -1426 Addition for Perez Residence Dear Sir: • •°. • The following are the answers to Building Department comments: • • • •••• • •••• •••• Building Critique Sheet : • •••• •••• • ••• • • • • • • .- Response to Comment # 3 •• •• also attached NOA's .- Response to Comment # 5 Letter was provided as per comment .- Response to Comment # 9 Provided as per Comments, see attached ( Continue next page ) • • •• • • • • • -• • • • • Provided as per comment, see Connection Schedule of Sheet S -8 and l . S- 3e3ee • • • • • • •� • • • • • •• • • • • • • RE: Response To Structural Comments For: Permit N° RC -08 -1426 Addition for Perez Residence Page 2 Structural critique Sheet : .- Response to Comment # 1 Structural plans regarding the front entrance were renamed as S-le, S -2e and S -3e for clarification .- Response to Comment # 2 0000 Connection N °3 was clarified as per comment, see connection schedule irlsreet fie' and detail A/S -2e. • .- Response to Comment # 3 T.C. provided as per comment, See Sheet S -1 and S -2 .- Response to Comment # 4 ( Continue next page ) •• • • •• • • • . •••• • •••• • • •••• • • •• •• S -1 note # 2 is provided on sheet S -1 for second floor reinforced masonry wall reinforcing and spacing. • •••• • • •••• • •• • • • • • • • • • • • • • • • • • • • • • • •••• • • • • • •••• • • • •• • •• • • • • .• • RE: Response To Structural Comments For: Permit N° RC -08 -1426 Addition for Perez Residence Page 3 .- Response to Comment # 5 Hook provided as per comment, new detail for connection of new footing to existing is provided on Sheet S -4, Horizontal masonry reinforcing specifications also is provided on structural notes, See S -8 .- Response to Comment # 6 Provided as per comment, See Sheet S -8 Douglas Project En• ineer For Arbab Engineering, Inc. DC /dc D: /data /2007 /mayda and simone /comments • • • • • • •• .... • • •• •. • •••• • • • ▪ •••• .... • . •• •• • • • • • • • • • • • • • • • • • .• • • • . • .. •••• • • • •• • •• • • • • •. •• • Hug 27 08 10: 39a Smith 6 Smith Design Corp 3058929669 August 20, 2008 Claudio Grande CBO 305- 795 -2204 v.". FIELD Miami Mom VilIC Building Department Post to Fax Note 7671 To AL )1 10050 XL 2 111 Avenue Murat Shores, P133138 Tel: 305-7934204 Pax: 303- 756.8972 Permit No: RC- 08-1426 Job Name: Addition for Per Res. Page 1 of 1 Building Critique Sheet 1. Plans are to be reviewed and approved byDERM, HRS, and Miami-Dade Planning & Zoning for payment of impact fees. 2. Provide permit applications for Mechanical, Pluinbing, Electirica1,'Roofing and • ... Septic/Drain field . . .3: The NOA for the wood connector has expired on May 22, 2008, prdttide a cur*nt • • . NOA for this connector. - • 4. Make comeetiows to the Electrical &t reviews] 5. Addition is more that 30% of the totalitinnethror areas of the eefistil gbuilding,,, • As per section 707.5.1 of the Florida Existing Code, an mainneringtuArtion . and analysis that establishes the e ai atlensactt of me altered Vie • - einiparecl by a reinstall(' a+ctaitect , eugine er and submitted to i ding> " • code official. • • • • • 6. Provide current NOA's ( Product Approvals) for all openings the 14jQA p ` are to: • •: be reviewed and approved by the Architect ofRecord. • 7. Provide detail of construction for the interior partition of new addition. Detail is to show type of cladding type, size and spacing of studs, attacInnent of tracks/plates top and bottom, including type of fasteners, length, spacing, etc. 8. Provide detail for the window and door bucks, detail to include type, and size of bucks, type, size and spacing of fasteners, waterproofing, etc: 9. Provide Special Inspectors form signed and sealed by the Engineer doing the inspections on the Engineered Unit Masonry and Roof Trusses: Plan review is not complete, when all items above are corrected, we will do a complete plan review. Ifany sheets are voided, remove there from the plans and dace with new revised sheets and include one set of voided sheets is the re- submittal :hawing. •••• . .. oere Bft 7 14 ∎ From Jig 4n1 � t :_ - *T • .• ••• •• • • • • • • • • • • • • • Miami Shares Village 08 10:39a Smith & Smith Design corp uuwaveabbJ 48/21/2008 11 :17 FAX 1 800 BOB 7830 DATA SCAN FIELD SERVICES L,(1'C/ .Ppe reic af16, 7 • M Sec. A - z fin? / ) a / L -2. Old .F -1 rs - Building Department QC 2 c1Gapy p-CvnA Q..Tota t•y Wei ,}2 tl� .0d err` corm a c, - (1-y7 a 2nd' sh ea. u Permit No. Jab Na Sic ... "g1,144& L STRUCTURAL CRITIQUE, SKEET Tl per , 1 _'Y. • • • • der ,fh • S-1 0-0P _ d7 h :` fir fM e �s,rE ; ice' ' ; t t ' • • �•• ••• PYf l Gt • • • • • S A Pelf t //Op./x. e/d1 f+ 1OQ90 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Pax; (30) 756.8972 /ft • • ••• • •• • .•.• • 0 • • • •• • • - •• • • • • •• • P•c x 003/003 f • • • • • • • .• • • • • • • BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Nu -Vue Industries, Inc. 1053 -1059 East 29 Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Buil4pg Code, including the High Velocity Hurricane Zone. • • • DESCRIPTION: Series NVTA, NVTAS, NVBH, NVUH, NVRT and NVTH WoolCohnectgrs. • •. APPROVAL DOCUMENT: Drawing No. NU -2, sheets 1 through 4, titled "NVTA.and WTAS, N}iBH 24 and NVUH, NVRT and NVTH", dated 02/13/03, with last revision on 07/19/06, prepared by Nu- VYe Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade Comity ProducbQoetrol revision stamp with the Notice of Acceptance (NOA) number and expiration date by tfff M41mi -Dgde ( lounty Product Control Division. • MISSILE IMPACT RATING: None • • • • LABELING: Each unit shall bear a permanent label with the manufacturer's name Qr loge city, . ,•••• tete'ad • following statement: "Miami -Dade County Product Control Approved ", unless othervAle noted hurl.• • RENEWAL of this NOA shall be considered after a renewal application has been filed and there has Been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 05 0701.04 and consists of this page 1 and evidence pages El and E2, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 372 -6339 www.miamidade.gov /buildingcode NOA No: 08- 0326.11 Expiration Date: August 21, 2013 Approval Date: May 22, 2008 Page 1 • • • • • • • • • • • • • Nu -Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU -2, sheets 1 through 4, titled "NVTA and NVTAS, NVBH 24 and NVUH, NVRT and NVTH", dated 02/13 /03 with last revision on 07/19/06, prepared by Nu -Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. "Submbred under NOA No. 05 0701.04" B. TEST Test reports on wood connectors per ASTM D1761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. and S. E. Black, P.E. Report No. Wood Connector Direction Date 1. PT 02 -4073 NVTA Upward 11/06/02 2. PT 02 -4075 NVTA Upward 11/07/02 3. PT 02 -4074 NVTA Upward 11/06/02 4. PT 02 -3938 NVTA Upward 08/06/02 5. PT 03 -4177 NVRT36 Upward 02/03/03 6. PT 03 -4202 NVRT36 -T Upward 02/19/03 7. PT 03 -4271 NVRT36 -T Upward 03/2970'3. 8. PT 03 -4270 NVRT24 -T Upward • • • 03/2, ?( 3 • • 9. PT 02 -4095 NVUH26 Up & Downward 0 k 10. PT 02 -4096 NVBH24 Up &Downward • 12/0402 11. 31- 22456.0002 NVTA & NVTAS Lateral •••• 07/A642 12. PT 04 -4698 NVTH24 Upward Parallel/Perpeadioular 0T / .1•104 13. PT 04 -5036 NVTH24 Upward Load • • 121019 •• •• •• • C. CALCULATIONS • • • •• • Report of Design Capacities prepared by V. N. Tolat, P.E. •.. • • • • • • Product Model No. of Pages Date Signature.. •. • 1. NVBM24 7 through 8 05/05/03 V. N. Tolat, P.E 2. NVRT 9 through 14 05/05/03 V. N. Tolat, P.E. 3. NVTA & NVTAS 1 through 6 05/05/03 V. N. Tolat, P.E. 4. NVTA & NVTAS 1 through 14 02/06/03 V. N. Tolat, P.E. 5. NVRT 15 through 15 07/07/03 V. N. Tolat, P.E. "Submitted under NOA No. 04 1202.01" D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E -1 arios M. Utrera, P.E. Product Control Examiner NOA No: 08-0326.11 Expiration Date: August 21, 2013 Approval Date: May 22, 2008 • • • Nu -Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED EMATERIAL CERTIFICATIONS E. STATEMENTS 1. No Financial Interest and code compliance letter issued by Vipin N. Tolat, P.E., on 03/26/03 signed and sealed by V. N. Tolat, P.E. "Submitted under NOA No. 09-1202.01" .... 2. Letter to Nu -Vue Industries issued by Building Code Compliance Ojce on 08/9 and signed by C. F. Font, P.E. •' • • • . ". "Submitted under NOA No. 04-1202.01" ••.• E -2 • • •• •• • • • . • • • G. OTHER • • • •' . • • 1. Notice of Acceptance No. 08- 0326.11, issued to Nu -Vue Industries,'lhc., appro ;ecton 09/14/06 and expiring on 08/21/08. • .. ▪ ••. • • ▪ .•• • • • • • •• • • • Carlos M. Utrera, P.E. Product Control Examiner NOA No: 08-0326.11 Expiration Date: August 21, 2013 Approval Date: May 22, 2008 H Length (in) Product Code Gauge seat Gauge strap 16 NVTA -16 NVTAS 212 20 14 18 NVTA -18 NVTAS 214 20 14 20 NVTA -20 NVTAS 216 20 14 22 NVTA -22 NVTAS 218 20 14 24 NVTA -24 NVTAS 220 20 14 26 NVTA -26 NVTAS 222 20 14 28 NVTA -28 NVTAS 224 20 14 30 NVTA -30 NVTAS 226 20 14 36 NVTA -36 NVTAS 232 20 14 48 NVTA -48 NVTAS 244 20 14 _ CPC Product Code Gauge seat Gauge strap 16 NVTA -16 NVTAS 212 20 14 18 NVTA -18 NVTAS 214 20 14 20 NVTA -20 NVTAS 216 20 14 22 NVTA -22 NVTAS 218 20 14 24 NVTA -24 NVTAS 220 20 14 26 NVTA -26 NVTAS 222 20 14 28 NVTA -2B NVTAS 224 20 14 30 NVTA -30 NVTAS 226 20 14 36 NVTA -36 NVTAS 232 20 14 48 NViA -48 NVTAS 244 20 14 No. of Fasteners each strap 10d Maximum Allowable Load (Ibs) Uplift Single Strap U Ilft, Double r pal L1 Single & Double Strops L2 Single & Double Straps 5 757 1514 250 500 8 805 1610 250 500 7 854 1708 250 500 8 902 '1804 250 500 9 951 '1902 250 500 10 999 '1998 250 500 11 1048 *2096 250 500 12 1098 '2192 250 500 13 1145 *2290 250 500 14 1193 *2290 250 500 No. of Fasteners each strap 10d x 1.5 Maximum Allowable Load (Ibs) L2 Single & Double Straps Uplift Single Strap Uplift Double 1.1 Single & Double Straps CNVTaA4 5 1032 2236 250 500 6 1127 2254 385 565 7 1138 2272 520 630 8 1144 '2288 520 630 9 1153 '2308 520 630 10 1161 '2322 520 630 11 1170 *2340 520 630 12 1178 '2358 520 630 13 1187 *2374 520 630 • TABLE 1 Truss Anchors NVTA and Riveted Truss Anchors with Seat NVTAS General Notes: 1. Steel shall conform to ASTM A653, structural grade 33 (tin. yield 33 Ion) and a minimum galvanized coating of G 60 per AST61 A525. 2. Allowable loads are based on National Deming specification (NOS) for wood construction. 2001 Edition and Florida Building Code 2004. 3. loads are for Southern Pine species with a specific gravity of 0.55. Allowable loads for other species shall be adjusted accordingly. 4. Nag values are based an NDS table 11P, ■0.55 for common wire naffs and have been reduced for Penetration Depth factor CO. 5. Allowable loads for wind uplift have already been increased by a duration factor of 1.6 for anchor nails. 335 steel strove Increase Is not used in the tabulated values. 6. Allowable loads for more than one direction for a single cannectlon cannot be added together. A design load which can be divided Into components in the directions given must be evaluated as Bows: Arttnal n ft + + <= are 1.0 7. Allowable loads aee based on 1} thick wood members unless othenrise noted. 8. All tie beams and grouted concrete masonry shall comply with chapters 19 and 21 of 2004 FBC. Concrete for tie beans and grout and mortar for concrete masonry shall be o min. of 2500 psi. Concrete masonry shall comply with ASTM C90. 9. An tests have been conducted N accordance with ASTM 0 -1761. *Note: For 8 or more nape per strap, use double trues for double straps. 1' • • •• • • • • • •• • Truss Anchors NVTA and Riveted fi ` 4,0= Relnforaeents Required `.. � m w7 Parallel L1 to wall VIPIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77088 • •-• a • °1 •• • • • • • • • • • • • •• • • • • • • • • ••• • • • • • •• • • • • • • • • • • • • • •• • • • • • • • • • • • • • • •• •• • • • •• • • •• • • • •• • Perpendicular to wail L2 TABLE 2 *Note: For 8 or more naffs per strap. use double truss for double straps. Concrete Tie Beam or Tie Beam formed with concrete filled masorntODUCTPANISWED eo®iarbdo kdd• __ QQooddss A•ee/MmeNo ?WiP , ‘11/ hjtilfr u — Vu e Industries, Inc. DWG l¢: NU -2 2 }• Prodaott7meml Sheet 1 of 4 Date: 0 0 PER. 13, 2003 0 • 1}° —�-- Holes Dia liV NVTA, NVTAS 1053 -1059 East 29 Street Hialeah. Florida 33013 PHONE (305) 694 -0397 FAX (305) 694 -0398 NVTA AND NVTAS TRUSS ANCHORS Revisions:.My 7 . 2003 June 15. 2005 Jan. 10. 2006 July 19. 2006 Length (In) Product Code Gauge 12 NVRT -12 14 16 NVRT -16 14 18 NVRT -18 14 20 NVRT-20 14 22 NVRT - 22 14 24 NVRT -24 14 30 NVRT -30 14 36 NVRT -36 14 48 NVRT -48 14 Length (in) Product Code Gauge 12 NVRT -12 14 16 NVRT -16 14 18 NVRT-18 14 20 NVRT -20 14 22 NVRT -22 14 24 NVRT -24 14 30 NVRT -30 14 36 NVRT -36 14 48 NVRT -48 14 No. of 16d nails to Wood Framing No. of }» diameter Tapcons to Concrete Maximum Uplift Load (Ibs) 4 6 722 5 7 856 6 8 991 7 9 1125 16d Fasteners Maximum Uplift Load (Ibs) TOTAL m B111rn e Rot Ties Twisted Ties 8 4 725 724 10 5 861 860 12 6 998 998 14 7 1135 1132 • • • TABLE 5 NVRT Flat and Twisted Rafter Ties Notes 1. Specify 'F' for Flat and '7' for Twisted when ordering. 2. Fastener values are based on a minlrnum 1e thick wood members. 3. • Indicates no. of nails In each connected wood member. 4. See General Notes, sheet 1. • • s • • • • • • \ • • • • • • • • • • • • • • • • • LENGTH HALF HALF Connected Connected to truss I to wall Notes TABLE 6 NVRT Twisted Rafter Ties to Concrete Tie Beams or Concrete Filled Masonr 1. ITW tapcons shall be embedded o minimum of 14 Into concrete tiebeam or ttebeam formed with concrete filled masonry. ITW tapcons shall have a min. edge distance of * and minimum spacing of 1r as shown. 2. See General Notes, sheet 1. 3. All topcone must be In the same row space at 1r on centers. Do not use holes in the opposite row. Strap must be long enough to accommodate required tapcons. + VIPIN N. TOLAT, PE (CIVIL) 14/ FL. REG. # 12847 15123 LANTERN CREEK LANE • � HOUSTON, TX 77068 •• • • • • • •• Min. edge distance I Reinforcement roquhed • • • • • • Tie Beam formed wit: e s i i i • 0 • • • • • concrete fiIIed masonryr or • concrete tie beam • • • • • • • • • • • • • • ••• • • • PRonttcramaiv e0 s• •fo*Oeplsdm AarepmmeNo .. ,.0 P0181010e004 Do not Use circled holes 0 0 — o 0 - - NVRT An ch or Holes dia. it N u — Vu e Industries, Inc. DWG #: Sheet: Dote: NU -2 3 of 4 FEB. 13, 2003 1» 13 » • 16d 4 1053 -1059 East 29 Street Hialeah, Florida 33013 PHONE: (305) 694 -0397 FAX (305) 694 -0398 NVRT FLAT AND TWISTED RAFTER TIES Revlslons:July 7, 2003 June 15, 2005 Jan. 10, 2008 July 19, 2005 •• • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• • • • Truss plate required to transfer load to bottom chord Double buap Double Truss L i+ Concrete Tie Beam or Tie Beam formed with concrete filled masonry Reinforcements Required 5 Nails in Front (Min.) Nails 10d x 1.5' Nails on Front & Back Shall be off centered •• • ••• • • • • • VWIN N. TOLAT. PE (CIVIL) P1. 12 REG. 847 15123 LAN CREEK LANE • HpUwON.,71C 77088 • H Length (in) 12 14 18 18 20 22 24 28 32 44 Product Code NVTH -16 NVTH -18 NVTH -20 NVTH -22 NVTH -24 NVTH -28 NVTH -28 NVTH -30 NVTH -38 NVTH -48 Gauge seat 18 18 18 1 8 18 18 18 18 18 18 Gauge strap 14 14 14 14 14 14 14 14 14 14 No. of Fasteners in each Strap 10d x 1.5 5 6 7 8 9 10 • 11 12 13 Maximum Uplift Loads (Ibs) Single Strap on Single Truss 1032 1222 1275 1329 1383 1437 1490 1544 1598 Double Straps on Double Truss 2084 2444 2550 2658 2788 2874 2980 3088 3198 TABLE 7 Truss Anchors NVTH Jr NVTH DWG #: Sheet: Date: NU -2 4 of 4 JULY 19. Saab N u — Vu a Industries, lac. 1053 -1059 East 29 Street Hialeah. Florida 33013 Phone: (305) 694 -0397 Fax (305) 694 -0398 NM ANCHORS Revisions: ••• • • • • ••• • • • • • • • • • ••• • • • • • • • • • •• •• • •• •• • • • • • • •• • 3ZIS 1 r 3 00 1 lonaoad I 3onvo FASTENER SCHEDULE ALLOWABLE LOADS (Ibs.) MU 1130V3H J ■ POI 15IOP DOWNWARD GRAVITY LOADS WND UPUFT LOAD 2x6 NVUH26 14 20 10 2233 1213 1 Es 3000 10n00& 3onvo FASTENER SCHEDULE ALLOWABLE LOADS (Ibs.) PS N30V3H DOWwwARD 1 1— 3 GRAVITY LOADS 2x4 NVBH24 18 12 6 1113 • • • TABLE 3 NVBH 24 BUTTERFLY HANGER Notes: 1. Use all specified fasteners In schedule to achieve values indicated 2. Values are based an 13.' header and Joist thickness. 3. See General Notes, Sheet 1. SYMM.® Mid Span DOWNWARD LOAD •• •• • • • • • • • • • • • • • • • • ••• •• • • � • Notes: 1. Use all specified fasteners In schedule to achieve values Indicated 2. Values are based on 3' header thlcJmess and 1}' Joist thickness. 3. See General Notes, Sheet 1. VIPIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 1 5123 LANTERN CREEK LANE HOUSTON. TX 77068 • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • ■ • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• • • ••• • • • ••• • • TABLE 4 NVUH 26 JOIST HANGER SYMM.@ Mid Span UPUFT u — Vu e Industries, Inc. DWG rk NU - 2 NVBH 24 AND NVUH 26 HANGERS Sheet 2 of 4 Date: FEB. 13, PROM= RENEWED zi az a•1lrs til:dls AsapssmNe�8 "/ ProdonOsgad 1053 -1059 East 29 Street Hialeah, Florida 33013 PHONE (305) 694 -0397 FAX: (305) 694 -0398 Revisions: Jay 7. 2003 June 13, 2005 Jon. 10. 2006 July 19, 2006 • • COUNTY APPROVED I .: MIAMI-DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 372 -6339 www.miamidade.aov/buildinacode BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Nu -Vue Industries, Inc. 1055 East 29 Street Hialeah, FL 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) resew .the right to have this product or material tested for quality assurance purposes. If this product or materiai•feals to perform in the accepted manner, the manufacturer will incur the expense of such testing end t AI FJ may immediately revoke, modify, or suspend the use of such product or material within their jarisdictid a *BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade Cunt, Product Control Division that this product or material fails to meet the requirements of the applicable btttl$iug code • This product is approved as described herein, and has been designed to comply with the11'1'orida Code, including the High Velocity Hurricane Zone. • • • • • •• • •• •. • • DESCRIPTION: Series AB, NVSTA, NVHTA, NVTHJ, HO, NVTT and NVHa- 37'ViZood Comi'ec!ors APPROVAL DOCUMENT: Drawing No. NU -1, titled "Truss and Top Plate Anchors ",.sheets 1 tlir'ouih 4 of 4, dated 02/18/08, prepared by Nu -Vue Industries, Inc., signed and sealed by Vipin Totat, P.E 4 Dering the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises and renews NOA # 03- 0224.10 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 08- 0325.02 Expiration Date: May 22, 2013 Approval Date: June 5, 2008 Page 1 • • • • • • • • • • • • Nu -Vue Industries, Inc. Renort No. 1. 05 -5195A 2. 05 -5196A 3. 04 -4995 4. 04 -4996 5. 05 -5612 6. 06 -5622 7. 04 -4908 8. 03 -4631 9. 08 -6711 NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU -1, titled "Truss and Top Plate Anchors ", sheets 1 through 4 of 4, dated 02/18/08, prepared by Nu -Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS Test reports on wood connectors per ASTM D1761 -88 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. F. Wood Connector AB -5 AB -7 NVTHJ -26 NVTHJ -28 IKE -1 IKE -2 NVTT NVTT NVHC -37 E. MATERIAL CERTIFICATIONS 1. None. E -1 Load Direction FI and F2 FI and F2 Upward Upward Upward, Ll and L2 Upward, L1 and L2 Upward and Ll Upward and Ll Upward, Ll and L2 Date 06/03/05 06/11/05 01/31/05.••••. 41131/05 03720/0 • • • • • ' • b'5201/06 ••,• D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). • . W/2 1104 •••• •. .Db121/04'•••• • ...03414/08 • •• • • . . • • • •• •• .. • • C. CALCULATIONS • • 1. Shear value of common wire nails and steel plate tensile calculattons, , • Vipin N. Tolat, P.E., Consulting Engineer, dated 03/20/08, signed y!d Sealed by Vipm N. Tolat, P.E. ••••••- • • • • STATEMENTS 1. Code conformance letters, issued by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. G. OTHJ R 1. Notice of Acceptance No. 03- 0224.10, issued to Nu -Vue Industries, Inc., approved on 04/17/03 and expiring on 05/22/08. Ca os Utrera, P.E. Product Control Examiner NOA No. 08- 0325.02 Expiration Date: May 22, 2013 Approval Date: June 5, 2008 • • • • • • • • • • • • Product Code Dimensions (inches) Fastener Schedule Alowable Loads fibs) WI W2 L Header Joist Fl F2 AB5 134 2°546 5 3- 10dx13" 3- 106x134" 511 595 AB7 1%z 2X6 7 4- 10dx134" 4- 10dx1Ye 582 794 • • AB-7 18 Gauge Angle Clips. AB-5 Notes: Nail wider angle leg to Joist and Shorter leg to Header. Typical Installation • • • •• • • • • • • •• ••• •• • • GENERAL NOTES: 1. Steel shall conform to ASTM A653, structural grade 33 (Mm. yield 33 ksi) and a avaimum galvanized coating of G 60 per ASTM A525. 2. Allowable loads are based on National Dosing specifications (AIDS) for wood construction, 2001/2005 Edition. 3. Design loads are for Southern Pine species with a specific gravity of 035. Allowable loads for other spew shall be adjusted accordingly. 4. Common wire nail values are based on NDS table 11P, (x0.55 and have been reduced for Penetration Depth factor P /10D. 5. Allowable loads for wind uplift have already been increased by adoration factor of 60% for anchor nail. Load values shown are without 33% steel stress imaease. 6. Allowable loads for more than a single connection cannot be added together. A design load which is divided into components in the direction given must be evaluated as follows: Actual Uplift + Actual Ll + A 1 r_1.0 Allowable Uplift �owweabblleLI o eL2 7. Allowable loads are based on 134° thick wood members unless otherwise noted. 8. All tie beams and grouted concrete masonry shall comply with chapter21 of PBC. Concrete for tie beams and grout and mortar for concrete masonry shall be a minimum of 2500 psi. Concrete masonry shall comply with ASTM C90. 9. All tests have been conducted in accordance with ASTM D -1761. ••••••• • • 4 il.,TO T. PE (CIVIL) # 12547 18128 LANTERN CREEK LANE %USA TX 77068 • •• • •• • • • • • • • • • • Nu -Vue �. 1053 -1059 East 29 Street Hialeah, Florida 33013 (305) 6940397 Pax: (305) 6940398 TRUSS AND TOP PLATE ANCHORS DWG N: NU -1 Sheet 1 of 4 Daze: Feb 18, 2,008 Ravi: iont • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • •• • • • • • ••• • • • • • • • • • •• • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • • • • • Deep Seat Truss Anchor.. They are designed to resist lateral and uplift forces. The strap is made of 14 gauge steel and the seats of 20 gauge steel. UPLIFT Assembly Product Code NVSTAl2 NVSTA16 NVSTA20 NV8TA22 NVSTA24 Dimension H (inches) 12 16 20 22 24 Total No. of Fasteners in Strap 10da 1 )1" 5 6 7 8 9 Total No. of Fasteners in 20 OA. Seat 10dx 1" 6 6 6 6 6 Allowable Loads (lbs) up 6 1046 1141 1236 1331 1426 L1 6 700 760 823 887 950 L2 6 1049 1144 1239 1335 1430 Holden Double Strap Riveted Truss Anchor.. They are designed of 14 gauge steel plates to resist lateral and uplift forces. The seats are made of 20 gauge steel. r Assembly Fmduot Code NVHTAl2 NVHTAI6 NVHTA20 NVHTA22 NVHTA24 Dimension H () 12 16 20 22 24 Total No. of Fasteners in two Straps 10dx 134 10 12 14 16 18 Total No. of Fasteners in 20 GA. Seat 'Oda lf" 6 6 6 6 6 Allowable Loads (Ibs) 6 Uplift 1506 1695 1883 2071 2259 Uplift 1766 1987 2208 2429 2649 L1 6 1050 1181 1312 1444 1575 L2 6 1450 1631 1812 1994 2175 ••••••• • • • • • •• • • • • • • •• • •• • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • •• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • • 1J IN 4i.•TOLAL PE (CIVIL) Fla. REG. # 12847 1$129 LANTERN CREEK LANE ?1 USTBfi, TX 77068 • •• • • • • • • • • • • UPLIFT Notes: PRODUCrDEVISED 1. Nails are necontry in straps and seat to achieve, desing loral= "' 2. See note 6, sheet 1 for combined loading. Amgen= 3. Nails though chords shall not force the truss plates. 4. For general notes, see sheet 1. 5. For higher uplift loads, concrete shall be 3000 psi. 6. Based on min. 2500 psi concrete. r ._ Nu -Vue 1053 -1059 Fast 29 Street 11ialeab, Florida 33013 (305) 694-0397 Fax: (305) 694-0398 TRUSS AND TOP PLATE ANCHORS DWG 6: NU -1 Sly 2of4 Date: Feb 18, 2008 Revisions: Product Code Dims (mches) Fasteners Allowable Loads (ibs) W H L Stud Plate Uplift Ll 12 IKE 1 13 5 334 6-10d 4-lOd 787 337 337 IKE 2 131 6% 311 6-10d 7 -104 932 451 318 Prduct Code Allowable Loads (Iles) S. Pine Nail Schedule 88 Loads Header Nails 16d (e) MP Nall 1 JackNai1 a b total c d total NVTE26 1478 16 4 3 7 2 3 5 NVTffi28 1931 20 5 4 9 2 3 5 • • ••• • • • • ••• • • • • • • • • • • • • ••• • • • • • • • • • • • • • •• •• • •• • • •. •• • • • 12 Gauge NVTHJ Truss Hip & Jack Hanger NVTHJ-28 similar U.S. Patent No. 4,984,263 NVTHJ -28 as shown NVTHJ-26 similar ote: For 1 -Zx m 10dx111" nails can be used b a •• ••• • • • • • • • •• • • • • ••• • women • N wo 0:-0 /_ _ Eigaake • • • • a8r • • • • • • 401vIdon •• • • • • • • • ••• • IKE -1 MIPI ZN! TOLAT. PE (CIVIL) 1 EG. # 12847 12 *LANTERN CREEK LANE HOUSTON, TX 77068 • •— 20G Stud Plate Ties IKE.2 TYPICAL IKE1 INSTALATION UPLIFT N u — Vue Indus hm. 1053 -1059 East 29 Street Hialeah, Florida 33013 (305) 694 Fax: (305) 694-0398 TRUSS AND TOP PLATE ANCHORS DWG#: NU - 1 Sheet 3 of 4 Date: Feb 18, 2,008 Revisions 11 Dim (rhea) Fasteners Schedule Allowable Loads (lbs) W B H L Trues Top Plates Hollow Uplift Ll WIT-1 1 1Y4 14 13 2- 10lxl1 6-10d — 968 543 NVTT 2 146 1 14 13 2-10 e" — 1584 465 • • • L 1- 10dxlW nail is placed on each aide of the Truss and 3- 10dnails in each leg are placed in two top plates. 2. 3-3 "die x 13r long, W" embedment tapcona are placed in each leg and into the hollow concrete masonry. Maintala 234° edge distance front top ofthe block and spacing of 3° NVr►tsnd4 18 Gauge NVTT Sanibel Truss Strap L9 • • • • • • • 'VIM N.•74)LAT, PE (CIVIL) • f)..IRE &. # 121347 • • • • • • 2S •j_ tiaNTERN CREEK LANE As Shown • • • TO *TX 77088 WIT2r �ptomwmstt y,*S• •• • • • •• hpam moinstead of WoodPlates sad n•1& • • • • • • • • • • • • • • • • • • • • • • •• •!i(A • • i' • 18 Gauge NVHC 37 SWAY Grip Clip, (520) UPLIFT xulwcrREvISED as a var tie Plos16 Aaeeptaae•N° /, .02 Ai % 4 / 1111. PmBmtCoo•d Nu -Vue Indus n . 1053 -1059 Fast 29 Strad 13Is1esb. Florida 33013 (305) 6940397 Fax: (305) 694-0398 TRUSS AND TOP PLATE ANCHORS DWG a: NU -1 Sheet: 4 of 4 Date: Feb 18, 2,008 Revisions • • ••• • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Nail Schedule Allowable Design Loads (Ms) Product Code DesofPlion Header or Plate or Uplift Ll L2 IVVHC 37 SW �� 16 -8d 16-108 12 -8d 1240d 702 560 637 • • • L 1- 10dxlW nail is placed on each aide of the Truss and 3- 10dnails in each leg are placed in two top plates. 2. 3-3 "die x 13r long, W" embedment tapcona are placed in each leg and into the hollow concrete masonry. Maintala 234° edge distance front top ofthe block and spacing of 3° NVr►tsnd4 18 Gauge NVTT Sanibel Truss Strap L9 • • • • • • • 'VIM N.•74)LAT, PE (CIVIL) • f)..IRE &. # 121347 • • • • • • 2S •j_ tiaNTERN CREEK LANE As Shown • • • TO *TX 77088 WIT2r �ptomwmstt y,*S• •• • • • •• hpam moinstead of WoodPlates sad n•1& • • • • • • • • • • • • • • • • • • • • • • •• •!i(A • • i' • 18 Gauge NVHC 37 SWAY Grip Clip, (520) UPLIFT xulwcrREvISED as a var tie Plos16 Aaeeptaae•N° /, .02 Ai % 4 / 1111. PmBmtCoo•d Nu -Vue Indus n . 1053 -1059 Fast 29 Strad 13Is1esb. Florida 33013 (305) 6940397 Fax: (305) 694-0398 TRUSS AND TOP PLATE ANCHORS DWG a: NU -1 Sheet: 4 of 4 Date: Feb 18, 2,008 Revisions • • ••• • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • System: SIMONE - EXISTING A/C -2 Location: Miami, Florida Prepared by: Covenant Engineering TABLE 1. SIZING DATA (COOLING) Total Coil Load Sensible Coll Load Total Zone Sensible Supply Temperature Supply Air (Actual) Supply Air (Standard) Ventilation Air Direct Exhaust Air Reheat Required Floor Area 1,873 sgft Overall U -Value 0.167 BTU/hr/sqft/F Vent Air 0.00 CFM/sgft Vent Air 0.00 (:FM/Person TABLE 2. SIZING DATA (HEATING) 20,859 BTU/hr Heating Coil Load Ventilation Load Total Zone Load Ventilation Airflow Supply Airflow TABLE 3. INPUT DATA (WEATHER) • •' �I Location Miami, Florida Data Source Latitude Elevation Atmospheric Clearness # [TABLE 4. INPUT (HVAC SYSTEM) System Name SIMONE- EXISTING A/C -2 System Type Clg and Warm Air Ht System Start 6 :00 Duration 24 hrs SIZING SPECIFICATIONS Supply 57.0 F Ventilation 0 CFM Exhaust 0.00 CFM FACTORS Coil Bypass Safety (Sens) Safety (Latent) Heating Safety Time Sensible Ton 1) October 15:00 3.32 2) October 16:00 3.30 3) September 15:00 3.24 4) September 16:00 3.24 5) October 14:00 3.23 44,418 BTU/hr 39,797 BTU/hr 38,907 BTU/hr 57.0 F 2,402 CFM 2,402 CFM 0 CFM 0 CFM 0 BTU/hr 0 BTU/hr 20,859 BTU/hr 0 CFM 2,402 CFM Carrier Defaults 25.8 Degree 7.0 ft 0.90 SYSTEM SIZING SUMMARY 0.050 O % O % O % Total Ton 3.70 3.69 3.64 3.64 3.62 Load Occurs Outdoor Db/Wb Coil Conditions: Entering Db/Wb Leaving Db/Wb Apparatus Dewpoint Bypass Factor Resulting Zone RH Heating Heating Floor Area Overall U -Value Vent Air Vent Air Summer Dry -Bulb Coincident Wet -Bulb Daily Range Winter Dry -bulb 6) 7) 8) 9) 10) July 17:00 Time August 16:00 July 16:00 September 14:00 November 15:00 October 15:00 87.0/75.0 F 72.3/62.8 F 57.0/56.6 F 56.2 F 0.050 60. % Total Coil Load 3.70 Ton Sensible Coll Load 3.32 Ton SQFT/fon 506.01 Cooling 23.71 BTU/hr /sall • • Conlinn 1.28 CFM /sett • • • ••• • • • • • • D Block Load 3.05 Joint' ° 195, = =2047 - v0000amooa ®e -m Page: 1 :91B • Sensible Ton 3.16 3.15 3.16 3.18 3.14 70 F 15.0 F 44.0 F r Al a� THERMOSTAT SETPOINTS Cooling (Occ.) 72.0 F Cooling (Unocc.) 75.0 F Heating 70.0 F RETURN AIR PLENUM No FAN Configuration Blow -Thru Static Pressure 0.50 in. wg. TABLE 5. TOP TEN COOLING COIL LOADS Total Ton 3.57 3.56 3.56 3.56 3.56 ? 2!W b • • • • • • •••• • • ;�••" • • • • • • • • • • •• • System: SIMONE - EXISTING A/C -2 Location: Miami, Florida Prepared by: Covenant Engineering TABLE 6. ZONE SIZING DATA SYSTEM SIZING SUMMARY Block Load 3.05 June 25, 2007 Page: 2 Max. Cooling Design Airflow Max. Heating Design Flow Sensible Rate Load Rate Zone Name ( BTU/hr) (CFM) Design Time (BTU/hr) (CFM) SIMONE - EXISTING A/C -2 38,907 2,402 October 15:00 20,859 Total: 2,402 Total: .00 • . •• • • • • •••• • • • • .. • ••• • • • • • • • •.•. • • • • • • • . .• •• • • •• •• •.•• •••• • • • • • • • • • • • • • •••• • • • • •••• • • • • • •• • •• • • • • • . • System: MAYDA- SIMONE A/C -3 Location: Miami, Florida Prepared by: Covenant Engineering TABLE 1. SIZING DATA (COOLING) Total Coil Load Sensible Coll Load Total Zone Sensible Supply Temperature Supply Air (Actual) Supply Air (Standard) Ventilation Air Direct Exhaust Air Reheat Required Floor Area 812 sqft Overall U -Value 0.226 BTU/hr /sgft/F Vent Air 0.00 CFM/sqft Vent Air 0.00 CFM/Person [TABLE 2. SIZING DATA (HEATING) Heating Coil Load Ventilation Load Total Zone Load Ventilation Airflow Supply Airflow TABLE 3. INPUT DATA (WEATHER) Location Data Source Carrier Defaults Latitude 25.8 Degree Elevation 7.0 ft Atmosoheric Clearness # 0.90 TABLE 4. INPUT (HVAC SYSTEM) System Name MAYDA -SIMONE A/C -3 System Type Clg and Warm Air Ht System Start 6:00 Duration 24 hrs SIZING SPECIFICATIONS Supply 57.0 F Ventilation 0 CFM Exhaust 0.00 CFM TABLE 5. TOP TEN COOLING COIL LOADS FACTORS Coil Bypass Safety (Sens) Safety (Latent) Heating Safety Time 1) November 15:00 2) October 15:00 3) November 16:00 4) October 16:00 5) December 15:00 26,278 BTU/hr 22,219 BTU/hr 21,722 BTU/hr 57.0 F 1,341 CFM 1,341 CFM 0 CFM 0 CFM 0 BTWhr 9,335 BTU/hr 0 BTU/hr 9,335 BTU/hr 0 CFM 1,341 CFM Miami, Florida Sensible Ton 1.85 1.83 1.83 1.83 1.82 SYSTEM SIZING SUMMARY 0.050 O % O % O % Total Ton 2.19 2.17 2.17 2.17 2.14 Load Occurs Outdoor Db/Wb Coil Conditions: Entering Db/Wb Leaving Db/Wb Apparatus Dewpolnt Bypass Factor Resulting Zone RH Block Load 3.05 June 25, 2007 Page: 1 Total Coil Load 2.19 Ton Sensible Coil Load 1.85 Ton SQFT/Ton 370.81 Cooling 32.36 BTU/hr/sg4• • • Coollnv 1.65 CIM /sat4 • . • • • • • ___ 1 • 1 4.14 PJ/hr /sgft • • • • • Heating Heating Floor Area Overall U -Value Vent Air Vent Air Summer Dry -Bulb Coincident Wet -Bulb Daily Range Winter Dry -Bulb November 15:00 84.0/74.0 F 72.3/63.2 F 57.0/56.6 F 56.2 F 0.050 61.5 % 14% rr 1/stift • • 812 rift 01226 • • • • 0.00 C 'M/sgft iti:Cni/Persore •• •• •••• Time Sensible Ton Total Ton 6) November 14:00 1.79 2.13 7) October 14:00 1.77 2.11 8) December 16:00 1.79 2.11 9) January 15:00 1.78 2.09 10) December 14:00 1.76 2.08 •• •• • • • 91 77.0 F • •••••• 15.0 F • • • 44.0 F THERMOSTAT SEFPOINTS Cooling (Occ.) 72.0 F Cooling (Unocc.) 75.0 F Heating 70.0 F RETURN AIR PLENUM No FAN Configuration Blow -Thru Static Pressure 0.50 in. wg. 1 • • • • • • • • • System: MAYDA- SIMONE A/C -3 Location: Miami, Florida Prepared by: Covenant Engineering Zone Name SYSTEM SIZING SUMMARY Block Load 3.05 June 25, 2007 Page: 2 TABLE 6. ZONE SIZING DATA Max. Cooling Design Airflow Max. Heating Design Flow Sensible Rate Load Rate (BTU/hr) (CFM) Design Time (BTU/hr) (CFM) Mayda - Simone A/C -3 21,722 1,341 November 15:00 9,335 Total: 1,341 Total: .00 •. • • • • • • •••• • • • • •• • ••• • • • • • •• • • • •••• • • • • • • • •• •• •• •••• • • • • •• •• •••• • • • • • • • • • • • • • • • • • •••• • • • • • •• • •• • • • • • • •• • System: MAYDA- SIMONE A/C-4 Location: Miami, Florida Prepared by: Covenant Engineering TABLE 1. SIZING DATA (COOLING) Total Coll Load Sensible Coil Load Total Zone Sensible Supply Temperature Supply Air (Actual) Supply Air (Standard) Ventilation Air Direct Exhaust Air Reheat Required 20,770 BTU/ r Load Occurs November 15:00 16,127 BTU/hr Outdoor Db/R'b 84.0/14.0 F 15,766 BTU/hr Coil Conditions: 57.0 F Entering Db/Wb 723/63.8 F 973 CFM Leaving Db/Wb 57.0 /56.6 F 973 CFM Apparatus Dewpoint 56.2 F 0 CFM Bypass Factor 0.050 0 CFM Resulting Zone 1111 63.7 % 0 BTU/hr Total Coil Load 1.73 Ton Floor Area 530 sqft Sensible Coil Load 134 Ton Overall U -Value 0.172 BTU/hr /sgft/F SQFT/Ton 306.21 Vent Air 0.00 CFM/sqft Cooling 39.19 BTU/hr /soft Vent Air 0.00 CFM/Person Coolino 1.84 CFM/soft • • • • • • TABLE 2. SIZING DATA (HEATING) • • • • •••i . 12.27 BTU/hr/sgft • • 1.84•CFM/sgft • ,30 • A�t • ttdb•CFM/sgft • • • • • W et M /P e r • • • • •• •• •••• Heating Coil Load Ventilation Load Total Zone Load Ventilation Airflow Supply Airflow Location Data Source Latitude Elevation Supply Ventilation Exhaust FACTORS Coil Bypass Safety (Sens) Safety (Latent) Heating Safety 6,504 BTU/ 0 BTU/hr 6,504 BTU/hr 0 CFM 973 CFM TABLE 3. INPUT DATA (WEATHER) Miami, Florida Carrier Defaults 25.8 Degree 7.0 ft System Name MAYDA -SIMONE A/C-4 System Type Clg and Warm Air Ht System Start 6 :00 Duration 24 hrs SIZING SPECIFICATIONS SYSTEM SIZING SUMMARY 57.0 F 0 CFM 0.00 CFM 0.050 0 % 0 % 0 % Heating Heating Floor Area Overall U -Value Vent Air Vent Air Summer Dry -Bulb Coincident Wet -Bulb Daily Range Block Load 3.05 June 25, 2007 Page: 1 • • •••• • • :91.0•• •••• • • 70 F 15.0 F • • • • • • • • • Atmosnheric Clearness # 0.90 TABLE 4. INPUT (HVAC SYSTEM) Winter Dry -Bnlh 44.0 F THERMOSTAT SETPOINTS Cooling (Occ.) Cooling (Unocc.) Heating RETURN AIR PLENUM FAN Configuration Blow -Thru Static Pressure 0.50 in. wg. 72.0 F 75.0 F 70.0 F No TABLE 5. TOP TEN COOLING COIL LOADS Tine Sensible Ton Total Ton Time Sensible Ton Total Ton 1) November 15:00 1.34 1.73 6) December 15:00 132 1.70 2) October 15:00 133 1.72 7) October 16:00 1.31 1.70 3) November 14:00 1.33 1.71 8) December 14:00 131 1.68 4) November 16:00 1.32 1.71 9) December 16:00 1.29 1.67 5) October 14:00 131 1.70 10) November 13:00 1.28 1.67 • • • • • • • • • • •• • • System: MAYDA- SIMONE A/C-4 Location: Miami, Florida Prepared by: Covenant Engineering TABLE 6. ZONE SIZING DATA Max. Cooling Design Airflow Sensible (BTU/hr) MAYDA - SIMONE A/C-4 15,766 Total: Zone Name SYSTEM SIZING SUMMARY Block Load 3.05 June 25, 2007 Page: 2 Max. Heating Design Flow Rate Load Rate (CFM) Design Time (BTU/hr) (CFM) 973 November 15:00 6,504 - 973 Total: .00 •••• • • • • •••• • • • • •• • ••• • • • • • •• • • • •••• • • • • • • • •••• •• •• • • • •• • • • • •• •• •• • • • • • • • • • •••• • • • • • ••• • • • • • •• • •• • • • • • • System: MAYDA - SIMONE A/C -5 Location: Miami, Florida Prepared by: Covenant Engineering SYSTEM SIZING SUMMARY TABLE 1. SIZING DATA (COOLING) Total Coil Load 31,123 BTU/hr Load Occurs Sensible Coil Load 23,937 BTU/hr Outdoor Db/Wb Total Zone Sensible 23,489 BTU/hr Coil Conditions: Supply Temperature 57.0 F Entering Db/Wb Supply Air (Actual) 1,209 CFM Leaving Db/Wb Supply Air (Standard) 1,208 CFM Apparatus Dewpoint Ventilation Air 0 CFM Bypass Factor Direct Exhaust Air 0 CFM Resulting Zone RH Reheat Required 0 BTU/hr Total Coil Load 2.59 Ton Floor Area 1,200 sgft Sensible Coil Load 1.99 Ton Overall U -Value 0.150 BTU/hr /sqft/F SQFT/Ton 462.68 Vent Air 0.00 CFM/sgft Cooling 25.94 BTU/hr/sgft Vent Air 0.00 CFM/Person Cooling 1.01 CFM /soft• • • • • TABLE 2. SIZING DATA (HEATING) Heating Coll Load Ventilation Load Total Zone Load Ventilation Airflow Supply Airflow Data Source Latitude Elevation Atmospheric Clearness # Supply Ventilation Exhaust FACTORS Coll Bypass Safety (Sens) Safety (Latent) Heating Safety Time 1) July 17:00 2) July 16:00 3) June 17:00 4) August 16:00 5) August 17:00 12,396 BTU/hr 0 BTU/hr 12,396 BTU/hr 0CFM 1,209 CFM TABLE 3. INPUT DATA (WEATHER) Location Miami, Florida Carrier Defaults 25.8 Degree 7.0 ft 0.90 TABLE 4. INPUT (HVAC SYSTEM) System Name MAYDA- SIMONE A/C-5 System Type Clg and Warm Air Ht System Start 6:00 Duration 24 hrs SIZING SPECIFICATIONS 57.0 F 0 CFM 0.00 CFM 0.050 0 % O % O % TABLE 5. TOP TEN COOLING COIL LOADS Sensible Ton Total Ton 1.99 2.59 1.99 2.58 1.97 2.58 1.98 2.58 1.97 2.57 Heating Heating Floor Area Overall U -Value Vent Air Vent Air Summer Dry -Bulb Coincident Wet -Bulb Daily Range Winter Dry -Bulb Block Load 3.05 June 25, 2007 Page: 1 July 17:00 89.5/76.6 F 753/65.1 F 57.0/56.5 F 56.0 F 0.050 58.7 % • • .••r • • d • 1031 BTU/hr /s • • • • • • Vol revusgfrl • • f,ZOt •sQR • $156•• • • • • • • 0010 ••FM/sgft • • • • 40110•O1W1/Person • • • • • • • • •• •• •••• , . • • . 79.0 F • 15.0 F 44.0 F • ••• • • •••• •• • • • • •• • THERMOSTAT SETPOINTS Cooling (Occ.) 75.0 F Cooling (Unocc.) 75.0 F Heating 70.0 F RETURN AIR PLENUM No FAN Configuration Blow -Thru Static Pressure 0.50 in. wg. Time Sensible Ton Total Ton 6) June 16:00 1.96 2.56 7) September 16:00 1.96 2.54 8) August 15:00 1.94 2.53 9) July 15:00 1.93 2.53 10) September 15:00 1.92 2.51 • • • • • • System: MAYDA - SIMONE A/C -5 Location: Miami, Florida Prepared by: Covenant Engineering TABLE 6. ZONE SIZING DATA Max. Cooling Design Airflow Sensible (BTU/hr) MAYDA - SIMONE A/C -5 23,489 Total: Zone Name SYSTEM SIZING SUMMARY Block Load 3.05 June 25, 2007 Page: 2 Max. Heating Design Flow Rate Load Rate (CFM) Design Time (BTU/hr) (CFM) 1,209 July 17:00 12,396 - 1,209 Total: .00 • • • • .... • • • • • .... • • • • • • • .... .. .. .... • • .... • • • • • • .... • • • • .... • • • .. • .. • • • • . • • • • • • • • .� • • 4 FORM 600A -2004R EnergyGauge® 4.5.2 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Address: City, State: Owner: Climate Zone: MAYDA AND SIMONE RESIDENCE 620 NE 101 STREET MIAMI SHORES, FL 33138 - Mayda and Simone South Builder: Permitting Office: MIAMI SHORES Permit Number: Jurisdiction Number: 232600 1. New construction or existing 2. Single family or multi- family 3. Number of units, if multi - family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft 7. Glass typel and area: (Label read. a. U- factor: (or Single or Double DEFAULT) b. SHGC: (or Clear or Tint DEFAULT) 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. N/A c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A H. Ducts a. Sup: Unc. Ret: Unc. AH: Attic b. 4 Others Addition Single family 1 6 No 6401 ft by 13- 104.4.5 if not default) Description Area 7 a(Sngle Default) 430.0 ft 7b. R =0.0, 368.0(p) ft R =30.0, 3760.0 ft (Clear) 700.0 ft - R =8.0, 7750.0 ft _ Sup. R=6.0, 40.0 ft 137.0 ft 12. Cooling systems a. Central Unit b. Central Unit c. 3 Others (See details) 13. Heating systems a. Electric Strip b. Electric Strip c. 3 Others (See details) 14. Hot water systems a. Instantaneous (Propane) b. 4 Others Cap: 57.0 kBtu/hr _ SEER: 14.50 _ Cap: 57.0 kBtu/hr SEER: 14.50 _ Additional Cap: 87.8 kBtu/hr _ • • • • • •• • t�d6ltibA� • • •• •• • • • • • • • • •• • c. Conservation credits (HR -Heat recovery, Solar DHP- Dedicated heat pump) 15. HVAC credits (CF- Ceiling fan, CV -Cross ventilation, HF -Whole house fan, PT- Programmable Thermostat, MZ- C- Multizone cooling, MZ-H- Multizone heating) •••• Caps34R©kBtu/hr • • •• • •••COP: 1.00 • Cap: 34. 12PkBtu/hr •••• SOP: 1.00 i T. • Cap 51.0 :Btu /hr •_ •• •• •••• ••••• •••• • Capl tab gallons • • • • • EF:0.95 • Gap! 6.f gallons •!_•• •••• • •.0 • •• • • • • • •• • MZ -C, PT, MZ -H _ Glass /Floor Area: 0.11 Total as -built points: 66602 Total base points: 76560 PASS I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: ED R/»\ Z- DATE: I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER /AGENT: DATE: 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2 &4. EnergyGauge® (Version: FLRCSB v4.5.2) Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: FORM 600A -2004R EnergyGauge® 4.5.2 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33138- PERMIT #: EnergyGauge® DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCSB v4.5.2 BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area Overhang Type /SC Ornt Len Hgt Area X SPM X SOF = Points .18 6401.0 30.53 35176.0 1.Single, Clear N 1.5 8.0 220.0 36.46 0.97 7764.0 2.Single, Clear E 1.5 8.0 210.0 78.71 0.96 15853.0 3.Single, Clear S 1.5 8.0 120.0 66.93 0.94 7527.0 4.Single, Clear W 1.5 8.0 150.0 70.53 0.96 10152.0 As - Built Total: 700.0 • • ••• • 41296.0 • • • WALL TYPES Area X BSPM = Points Type R -Value *ea* X SPrel ; • Points, Adjacent 0.0 0.00 0.0 1. Concrete, Int Insul, Exterior 8.0 77.50L1: • • 1.45 • 11237.5 ••• Exterior 7750.0 2.70 20925.0 •••• • • • • • • • • •••• •• •• •••• • Base Total: 7750.0 20925.0 As - Built Total: M0 I' • • • • • • • • 11237.6 DOOR TYPES Area X BSPM = Points Type :Vern X SPIV! = Points• Adjacent 0.0 0.00 0.0 1.Exterior Wood •1.2.0 • AA, • • • 394.8 Exterior 42.0 6.40 268.8 • • • • • • • • • • • • ••• • • • Base Total: 42.0 268.8 As -Built Total: 42.0 394.8 CEILING TYPES Area X BSPM = Points Type R -Value Area X SPM X SCM = Points Under Attic 3760.0 2.80 10528.0 1. Under Attic 30.0 3760.0 2.77 X 1.00 10415.2 Base Total: 3760.0 10528.0 As -Built Total: 3760.0 10415.2 FLOOR TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Slab 368.0(p) -20.0 - 7360.0 1. Slab -On -Grade Edge Insulation 0.0 368.0(p -20.00 - 7360.0 Raised 0.0 0.00 0.0 Base Total: - 7360.0 As - Built Total: 368.0 - 7360.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 6401.0 18.79 120274.8 6401.0 18.79 120274.8 FORM 600A -2004R EnergyGauge® 4.5.2 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33138- PERMIT #: EnergyGauge® DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCSB v4.5.2 BASE AS -BUILT Summer Base Points:179812.6 Summer As -Built Points: 176258.3 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Central Unit 57000btuh ,SEER/EFF(14.5) Ducts: Con(S),Con(R),Int(AH),R8.0(INS) 176258 0.28 (1.00 x 1.165 x 0.90) 0.235 0.902 11079.1 (sys 2: Central Unit 57000btuh ,SEER/EFF(14.5) Ducts :Unc(S),Unc(R),Att(AH),R6.0(INS) 176258 0.28 (1.07 x 1.165 x 1.08) 0.235 0.9 02 • • • 14265.5 (sys 3: Central Unit 29000btuh ,SEER/EFF(13.0) Ducts: Unc ( • • • • 176258 0.14 (1.07 x 1.165 x 1.08) 0.2Eo • 0.91Tt • : 8024.1 0 0 (sys 4: Central Unit 23800btuh ,SEER/EFF(13.0) Ducts:Con=14 ,Int(AH),R6.0(II " • • • •' 176258 0.12 (1.00 x 1.165 x 0.90) WO 0.902 ' 511 4.4.. , (sys 5: Central Unit 35000btuh ,SEER/EFF(13.0) Ducts:Unc(8) U+Int(AH),A6.0(WS; ' 176258 0.17 (1.07 x 1.165 x 0.90) 0.260 0.902 8073.. 179812.6 0.3250 58439.1 176258.3 1.00 1.194 0j211': 0.901 a •46754X, FORM 600A -2004R EnergyGaugeTM' DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCSB v4.5.2 • • • • • EnergyGauge® 4.5.2 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33138- PERMIT #: • • • • • • • • • • •••• • • •••• • • • • • • • •• • •• • • • • • • •• • FORM 600A -2004R EnergyGauge® 4.5.2 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33138- PERMIT #: EnergyGauge® DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCSB v4.5.2 • • • • BASE I AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Floor Area Overhang Type /SC Ornt Len Hgt Area X WPM X WOF = Point .18 6401.0 3.60 4148.0 1.Single, Clear 2.Single, Clear 3.Single, Clear 4.Single, Clear As - Built Total: N 1.5 8.0 220.0 6.03 0.99 E 1.5 8.0 210.0 4.77 1.02 S 1.5 8.0 120.0 4.49 1.00 W 1.5 8.0 150.0 5.49 1.00 700.0 •••• 1320.0 1017.0 540.0 822.0 3699.0 WALL TYPES Area X BWPM = Points Type • • •••• • R -Value • 'Area X WPM . •••• Points Adjacent Exterior Base Total: 0.0 0.00 0.0 7750.0 0.60 4650.0 7750.0 4650.0 1. Concrete, Int Insul, Exterior As -Built Total: 8.0 715J 4.. 0.63 . •••• • • • • • •••• •• 71504 • • • • • -• • • •• • • •.• 4843.8 ••••• •••• DOOR TYPES Area X BWPM = Points Type •• •• •••• • Areao X WPM = • •••• Points Adjacent Exterior Base Total: 0.0 0.00 0.0 42.0 1.80 75.6 42.0 75.6 1.ExteriorWood As -Built Total: - - - -- • 42.0. 2.jt9. • • • • • • •• • 42.0 .• ,117.6 • • 117.6 CEILING TYPES Area X BWPM = Points Type R -Value Area X WPM X WCM = Points Under Attic Base Total: 3760.0 0.10 376.0 3760.0 376.0 1. Under Attic As - Built Total: 30.0 3760.0 0.10 X 1.00 3760.0 376.0 376.0 FLOOR TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Slab Raised Base Total: 368.0(p) -2.1 -772.8 0.0 0.00 0.0 -772.8 1. Slab -On -Grade Edge Insulation As -Built Total: 0.0 368.0(p -2.10 368.0 -772.8 -772.8 INFILTRATION Area X BWPM = Points . Area X WPM = Points 6401.0 -0.06 - 384.1 6401.0 -0.06 -384.1 FORM 600A -2004R EnergyGauge® 4.5.2 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33138- PERMIT #: EnergyGauge® DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCSB v4.5.2 • • • • FORM 600A -2004R WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33138- PERMIT #: EnergyGaugerm DCA Form 600A -2004R EnergyGauge®/FIaRES2004R FLRCSB v4.5.2 • • • • • EnergyGauge® 4.5.2 • • • • • • • • • •. .. • • .• • • • • • • • • •• • •• • • • • .• BASE AS -BUILT Winter Base Points: 8092.7 Winter As -Built Points: 7879.5 Total Winter X Points System = Multiplier Heating Points Total X Cap X Duct X System X Credit = Component Ratio Multiplier Multiplier Multiplier Heating Points (System - Points) (DM x DSM x AHU) (sys 1: Electric Strip 34000 btuh ,EFF(1.0) Ducts :Con(S),Con(R),Int(AH),R6.0 7879.5 0.286 (1.000 x 1.137 x 0.91)1.000 0.902 2102.2 (sys 2: Electric Strip 34000 btuh ,EFF(1.0) Ducts:Unc(S),Unc(R),Att(AH),R6.0 7879.5 0.286 (1.099 x 1.137 x 1.14)1.000 0.r• • • • 2894.3 (sys 3: Electric Strip 17000 btuh ,EFF(1.0) Ducts:Uny'(S),I�Ac IRI�1.0 • • • • 7879.5 0.143 (1.099 x 1.137 x 1.14)1.01) • 0.91/2' • : 1447.1 • (sys 4: Electric Strip 17000 btuh ,EFF(1.0) Ducts :Coil(S1W(R),Int(AH),R8.0 • • • • 7879.5 0.143 (1.000 x 1.137 x 0.91)fn 0.902 • 10511, • • • (sys 5: Electric Strip 17000 btuh ,EFF(1.0) Ducts:Une(K Jio(R),Int(ar ),1:16.15 • • 7879.5 0.143 (1.099 x 1.137 x 0.91)1.000 0.902 1155 n • 8092.7 0.5540 4483.4 7879.5 1.00 1.223 1 0.9M:. - • FORM 600A -2004R WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33138- PERMIT #: EnergyGaugerm DCA Form 600A -2004R EnergyGauge®/FIaRES2004R FLRCSB v4.5.2 • • • • • EnergyGauge® 4.5.2 • • • • • • • • • •. .. • • .• • • • • • • • • •• • •• • • • • .• FORM 600A -2004R WATER HEATING & CODE COMPLIANCE STATUS • Residential Whole Building Performance Method A - Details I ADDRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33138- PERMIT #: PASS EnergyGauge m DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCSB v4.5.2 • • • •• • • EnergyGauge® 4.5.2 • •• • • • •• • • • BASE CODE COMPLIANCE STATUS •;;;;• •• ; ••••, i . AS -BUILT WATER HEATING • Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Cooling Points + Heating Points . 114 Water.•u. Tota•••: : • •I;oints •••• Poirn • • -- - -- - • Volume Bedrooms Ratio Multiplier 6 13638 2273.00 76560 13638.0 None 0.95 6 0.30 1216.00 1.00 2188.8 11151 66602 1.5 0.98 6 0.18 2133.84 1.00 2240.5 1.5 0.98 6 0.18 2133.84 1.00 2240.5 1. 0.98 6 0.18 2133.84 1.00 2240.5 As -Built TotaQ. 1 : 6 0.18 2133.84 • 11150.9 FORM 600A -2004R WATER HEATING & CODE COMPLIANCE STATUS • Residential Whole Building Performance Method A - Details I ADDRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33138- PERMIT #: PASS EnergyGauge m DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCSB v4.5.2 • • • •• • • EnergyGauge® 4.5.2 • •• • • • •• • • • CODE COMPLIANCE STATUS •;;;;• •• ; ••••, i . BASEAS- •••• ••••1 BUILT'.•..• ...•1 Cooling Points + Heating + Points Hot Water Points = Total Points Cooling Points + Heating Points . 114 Water.•u. Tota•••: : • •I;oints •••• Poirn • • -- - -- - • 58439 4483 13638 76560 46754 8696 11151 66602 FORM 600A -2004R WATER HEATING & CODE COMPLIANCE STATUS • Residential Whole Building Performance Method A - Details I ADDRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33138- PERMIT #: PASS EnergyGauge m DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCSB v4.5.2 • • • •• • • EnergyGauge® 4.5.2 • •• • • • •• • • • C OMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE Cr Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm /sq.ft. window area; .5 cfm/sq.ft. door area. Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wail; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. (O Exterior & Adjacent Walls 606.1.ABC.1.2.1 Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8° sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams., 612.1 Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board &.t•s plate; attic access. EXCEPTION: Frame ceilings where a continucap inf» ation barrili•ie • installed that is sealed at the perimeter, at penetrations and setts. • • • • • • • • Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or noit Mfdtl, installed inside a sealed box with 1/2" clearance & 3° from insulation; or Type f rated with < 2.0 On from •••• • • conditioned space, tested. • • • • • : ° • • •: • • Multi -story Houses 606.1.ABC.12.5 • Air barrier on perimeter of floor cavity between floors. • • • • • • • • Exhaust fans vented to outdoors, dampers; combustion spaceheaets comply :NFPA, have combustion air. • • • • ' ' • • • _ • Additional Infiltration reqts 606.1.ABC.1.3 COMPONENTS SECTION REQUIREMENTS •••••• CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked cir breaker (electric) or cutoff (gas) must be provided. External or built -in heat trap required. (O Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non - commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78 %. Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. , / V Shower heads 612.1 Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R -19. Common walls -Frame R -11 or CBS R -3 both sides. Common ceiling & floors R -11. FORM 600A -2004R Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS: 620 NE 101 STREET, MIAMI SHORES, FL, 33138- PERMIT #: -21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST • • 6A -22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) • • EnergyGaugeT"^ DCA Form 600A -2004R EnergyGauge® /FlaRES'2004R FLRCSB v4.5.2 EnergyGauge® 4.5.2 •• • • ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD 1. New construction or existing 2. Single family or multi- family 3. Number of units, if multi- family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft 7. Glass type I and area: (Label read. a. U- factor. (or Single or Double DEFAULT) b. SHGC: (or Clear or Tint DEFAULT) 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int lnsul, Exterior b. N/A c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret Unc. AH: Attic b. 4 Others ESTIMATED ENERGY PERFORMANCE SCORE* = 88.5 The higher the score, the more efficient the home. Mayda and Simone, 620 NE 101 STREET, MIAMI SHORES, FL, 33138- Addition Single family 1 6 No 6401 ft by 13- 104.4.5 if not default) Description Area 7a(Sngle Default) 430.0 ft 71, . R).0, 368.0(p) ft (Clear) 700.0 ft - R =8.0, 7750.0 ft _ R =30.0, 3760.0 ft _ Sup. R�.0, 40.0 ft _ 12. Cooling systems a. Central Unit b. Central Unit c. 3 Others 13. Heating systems a. Electric Strip b. Electric Strip c. 3 Others 14. Hot water systems a. Instantaneous (Propane) b. 4 Others c. Conservation credits (HR -Heat recovery, Solar DHP- Dedicated heat pump) 15. HVAC credits (CF- Ceiling fan, CV -Cross ventilation, _ HF -Whole house fan, PT- Programmable Thermostat, MZ- C- Multizone cooling, 137.0 ft _ MZ -H- Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: • • • • • •• • • •••• • • •••• • • •• •• • • • • • • • • • • •• • Cap: 57.0 kBtu/hr _ SEER: 14.50 _ Cap: 57.0 kBtu/hr _ SEER: 14.50 _ Cap: 87.8 kBtu/hr _ •• • • • • •• • Address of New Home: City/FL Zip: *NOTE: The home's estimated energy performance score is only available through the FLA/RES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStar your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638 -1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/487 -1824. 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on ages 2 &4: EnergyGauge® (Version: FLRCSB v4.5.2) •••• Cal2;,44,QRBtu/hr • • • • • • ...COP 1.00 _ . • Cap: 34..4:Btu/hr . •. •: • COP: 1.00 •_ . Capo51.0iiBtu/hr._ • • • • •• •• •.!!•• • • •••• C 68.0gallons ••• • EF:0.95 _ • • cap? 60IFa • • MZ -C, PT, MZ -H _ • • • H U IW 0 0. BUILDING INPUT SUMMARY REPORT Title: MAYDA AND SIMONE RESIDENErmily Type: Single Owner: Mayda and Simone New /Existing: Addition # of Units: 1 Bedrooms: 6 Builder Name: (blank) Conditioned Area: 6401 Climate: South Total Stories: 2 Permit Office: MIAMI SHORES Worst Case: No Jurisdiction #: (blank) Rotate Angle: (blank) GJ Floor Type R-VaI Area/Perimeter Units 1 Slab -On -Grade Edge Insulation 0.0 368.0(p) ft 1 Ceiling Type R-VaI Area Base Area Units 1 Under Attic 30.0 3760.0 ft 3760.0 ft 1 Credit Multipliers: None # Wall Type Location R-VaI Area Units 1 Concrete Block - Int Insul Exterior 8.0 7750.0 ft 1 N " c 0 0 # Panes Tint Omt Area OH Length OH Hght Units N 1 Single Clear N 220.0 ft 1.5 It 8.0 ft 1 l'' 2 Single Clear E 210.0 ft 1.5 ft 8.0 ft 1 V 3 Single Clear S 120.0 ft 1.5 ft 8.0 ft 1 4 Single Clear W 150.0 ft 1.5 ft 8.0 8 1 EnergyGauge® (Version: FLRCSB v4.5.2) Address Type: Lot #: Subdivision: Platbook: Street: County: City, St, Zip: Door Type Orientation Wood Exterior System Type Z 1 Central Unit 2 Central Unit J 3 Central Unit 4 Central Unit O 1 Other(s) - 23.8 kBtu/hr ✓ Credit Multipliers: MZ-C, PT # System Type • 1 Electric Strip 2 Electric Strip H 3 Electric Strip Q 4 Electric Strip W 1 Other(s) -17.0 kBtu/hr = Credit Multipliers: MZ -H, PT # Supply Limon 1 Uncond. Interior 2 Cond. Attic 3 Uncond. Attic 4 Uncond. Interior 1 Other(s) - 75.0 ft Credit Multipliers: None is # System Type EF i LI 1 Instantaneous Solar 0.95 I-. 2 (Electric) 0.98 4 3 Solar (Electric) 0.98 } 4 Solar (Electric) 0.98 � 1 Other(s) - 1.5 kBtu/hr Yes N/A • • • Efficienc f •• • COP: 1.00 • • •COP:1.00 •COP: 1.00 •••• COP: 1.00 • • • .••• • Street Address N/A N/A N/A 620 NE 101 STREET DADE MIAMI SHORES, FL, 33138- • • D -0 • 6.0 • • 6.0 • • 6.0 •• • 60.0 1.5 1.5 1.5 Efficiency Capacity SEER: 14.50 57.0 kBtu/hr SEER: 14.50 57.0 kBtu/hr SEER: 13.00 35.0 kBtu/hr SEER: 13.00 29.0 kBtu/hr None None None None Area 42.0 ft • •••• N/A Units 1 ••Capacity •••• • 6 .340 kBtu/hr 14!0 kBtu/ht • • • • 17.0 kBtu/ht; 17 0kBtufh • • • • •• •••• • •40.0ft •••60.0 ft • 38!0ft •••36.0ft •• • • • • • • • Cap. Conservation Type Con. EF Use Default? Annual Operating Cost Electric Rate 0.00 0.00 0.00 0.00 •••• • • • • •• • • • • •••• • MIAM COUN BUILDING CODE COMPLIANCE OFFICE (8CC($ `i - - PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (N0A) PGT Industries 1070 Technology Drive Nokomis, FL 34274 SCOPE: T'lhis NOA is being issued - under the applicable rides regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board ofRulesand Appeals (BORA) to be used in Mimi Dade Coady and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after expi ati date stated below. Th mi Dade County Product t Control Division (1n Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails" to perform hr the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or "suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control DivisiOnthin this product" or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series C -740 Owing Aluminum Casement Window -L.M.L • •••• • APPROVAL DOCUMENT: Drawing - No. 704544 "Aluminum Casement Wind i r, through 13 of 13, dated 12/17/02 with revision "p" dated 06/23/05, prepared by man sealedby Lucas A. Turner, P.E., bearing theMaud -Dade County Product Control Ren Notice of Acceptance number and expiration date by the Miami -Dade County Product MISSILE IMPACT RATING: Large Missile Impact Resistant LABELING: Each unitshtall hear a peimanattt label with the emanufactarees name or • following statement: "Miami -Dade County Product Control Approved ", unless otherwise RENEWAL of this NOA shall W considered affer a renewal agpliCation has been Mei no change in the applicable building code negatively affecting the performance of this Orocbq TERMINATION of this NOA will loccur after expiration tatss oriftherehas a iron oral s& in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. A D V E R T I S E M E N T : T h e N O A n u m b e r preceded the words Miami -Dade County, Florida; and followed - by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTIONS A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 05- 1129:11 and consists of this page 1 and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. . 216 J MIAMI-DADE COUNTY, FLORIDA METRO -DARE FLAGLER BUILDING r4irwFST FLAGLER STREET, SUITE 1613 MIAMI, FLORIDA 33130-1563 (305) 375 -2901 FAX (305) 372-6339 my gov/bididln e vireo • PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. 7045 -8, titled "Aluminum Casement 'Window, Impact ", sheets 1 through 13 of 13, dated 12/17 /02 with revision "D" dated 06/23/05, prepared by manufacturer, signed and pled by Lucas A. Turner, P.E. B. TESTS 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 2) Large Missile Impact Test per FBC, TAS 201 -94 3) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of two outswing aluminum casement windows, prepared by Fenestration Testing Laboratory, Test Report No. FTL 4608 dated 05/10/05, signed and sealed by Edmundo Largaespada, P.E. (Subnultted under NOA# 05-1129.11) 2. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411 3.2.1 and TAS 202 -94 along with marked -up drawings and installation diagram of two outswing aluarip • casement windows, prepared by Fenestration Testing Laboratory, test Report No... mu FTL 4607 dated 05/10/05, signed and sealed by Edmundo Largaespachf.E. • • :.• • (Submitted under NOA# 05-1129.11) • 3. Test reports on 1) Uniform Static Air Pressure Test, Loading per 11 "AS 202-9W • 2) Large Missile Impact Test per FBC, TAS 201-96„ .. • , ... 3) Cyclic Wind Pressure Loading per FBC, TAS 21094' ... • along with marked -up drawings and installation diagram of two opining aluminum casement windows, prepared by Fenestration Testing Laboratory,•est Report FTL 3729 dated 2/28/03, signed and sealed by Joseph Chan, P.E.: ... • • • • (Submitted under NOA# 03 -0611.02)" • • 4. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 • 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411 3.2.1 and TAS 202 -94 along with marked -up drawings and installation diagram of two outswing aluminum casement windows, prepared by Fenestration Testing Laboratory, Test R ' ' No. FTL 3587 dated 10/8/02, signed and sealed by Jo - .h Chan, P.E. (Submitted under NOA# 03-0611.02) E -1 Manuel Pe Product Control r NOA No. , .11 Expiration Date: May 22, 2013 Approval Date: May 15, 2008 • . • • • • • • • • PGT Industries C. CALCULATIONS D . NOTICE OF ACCEPTANCE: EVIDENCE SUBMIT°FED 5. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC,TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411 3.2.1 and TAS 202 -94 along with marked -up drawings and installation diagram of one outsvving aluminum casement window, prepared by Fenestration Testing Laboratory, Test Report No. FTL 3582 dated 10/3 /02, signed and sealed by Joseph Chan, P.E. (Submitted underNOA# 03- 0611.02) 6. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC,TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 24113.2.1 and TAS 202 -94 along with marked -up drawings and installation diagram of three aluminum outswing casement windows, prepared by Fenestration Testing Laboratory, Test Report No. FTL 3580 dated 10/3/02, signed and sealed by Joseph Chan, P.E. (Submitted wider NOA# 03- 0611.02) •••• • • 1. Revised Anchor Calculations and structural analysis, prepared by manufacturer. dated 11/21/05, signed and sealed by Lucas A. Turner, P.E.Complfes w/AS1PM E 1300.98 .•.• • • •• • • • • •••• ••.• QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). MATERIAL CERTIFICATIONS • 1. Notice of Acceptance No. 05 1208.02 issued to E.I. DuPont DeNdmdurs & Co•,.Ttc. for their "DuPont Butacfte PVB Interlayer" dated 01/05/06, expiring pn 12h•1I107 2. Notice of Acceptance No. 06 0216.06 issued to Solutia Inc. for then' "Sliflex M• • Clear or colored Interlayer" dated 05/04/06, expiring on 05/21/11. F. STATEMENTS 1. Statement letter of conformance, dated 12/19/02, signed and sealed by Robert L. Clark, P.E. 2. Statement letter of no financial interest, dated 12/19 /02, signed and sealed by Robert L. Clark, P.E. G. OTHER 1. Notice of Acceptance No. 05 1129.11, issued to PGT Industries for th C-740 Aluminum Casement Window — L.M.I., approved . , 0/ 3/06, ex • E. E -2 .•.. • • • •• .... • • • •••••. .. • Jv,I 08. Manuel P.E. Product Contra er NOA No. i-. 17.11 Expiration Date: May 22, 2013 Approval Date: May 15, 2008 NOTES: LARGE MISSILE WINDOWS : • .. • •-•-• • 1. GLAZING OPTIONS: • • • • A. 5/16" LAMINATED GLASS COMPRISED OF (1) LITE OF 1/8" ; ; • • • • ANNEALED GLASS AND (1) UTE OF 1/8" HEAT STRENGTHENED GLASS W/ AN .090 INTERLAYER OF SOLUTIA OR DUPONT PVB. B. 5/16° LAMINATED GLASS COMPRISED OF (2) UTES OF 1, • HEAT STRENGTHENED GLASS W! AN .090 INTERLAYEF/OF • • • SOLUTIA OR DUPONT PVB. • • • • C. 7/16" LAMINATED GLASS COMPRISED OF (1) LITE OF sir • • ANNEALED GLASS AND (1) LITE OF 3/16" HEAT STRENGTHENE GLASS W/ AN .090 INTERLAYER OF SOLUTIA OR DUPONT PVB. D. 7/16° LAMINATED GLASS COMPRISED OF (2) UTES OF 3116" • • HEAT STRENGTHENED GLASS W/ AN .090 INTERLAYER OF • • SOLUTIA OR DUPONT PVB. • • • • • • • • • E. 13/16° I.G. GLASS COMPRISED OF (1) UTE OF 1/8" HEAT VILEN ENEOGI•ASSS A (1) 543° LAMINATED COMPONENT WITH A 3/8" AIR SPACE. 5/16" LAMINATED GLASS COMPRISED OF (2) UTES OF 1/8" HEAT STRENGTHENE G ASSWITH .0I11•SOWTIA OR DUPONT PVB INTERLAYER. ® F. 13/16" I.G. GLASS COMPRISED OF (1) LITE OF 1/8" ANNEALED GLASS AND (1) 7/18" LAMINATED COMPONENT WITH AN AIR SPACE. 7/18" LAMINATED GLASS COMPRISED OF (1) UTE OF 3/16" ANNEALED GLASS AND (1) LITE OF 3/16° HEAT STRENGTHENED GLASS WITH AN .090 SOLUTIA OR DUPONT PVB INTERLAYER. ® G. 13/16•10 GLASS COMPRISED OF (1) UTE OF 1/8" ANNEALED GLASS AND (1) 7/16" LAMINATED COMPONENT WITH AN AIR SPACE. 7/16° LAMINATED GLASS COMPRISED OF (2) LITES OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 SOLUTIA OR DUPONT PVB INTERLAYER. 2. CONFIGURATIONS: X, X3 , XO OX, XOX AND O 3. DESIGN PRESSURE RATINGS / COMPARATIVE ANALYSIS TABLES: A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300 -98. a B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300 -98. C. DESIGN PRESSURES UNDER 40 P.S.F. NOT APPLICABLE IN MIAMI -DADE COUNTY. D. FOR "X" CONFIGURATIONS SEE SHEET 5. E. FOR "XX" CONFIGURATIONS SEE SHEET 6. F. FOR }4} "XOX" & "0" CONFIGURATIONS SEE SHEET 7. G. FOR 144 "XOX" & °XO" OR "OX" CONFIGURATIONS SEE SHEET 8. H. FOR UNEQUAL LITE "XOX, 'XO" & "OX" CONFIGURATIONS SEE SHEET 9. £4. ANCHORAGE THE 331/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. SEE SHEETS 3, 4 AND 13 FOR ADDITIONAL ANCHORAGE INFORMATION. HEAD & SILL: MAX. 4" FROM CORNERS MAX 4" & 7" ON EACH SIDE OF MEETING RAILS MAX. 141/2" SPACING ON VENTS MAX. 13" SPACING ON FIXED LITES (2) ANCHORS 3" APART AT MID-SPAN ON FIXED UTE ONLY a JAMBSL MAX. 4" FROM CORNERS MAX 13" SPACING (2) ANCHORS 3" APART AT MID -SPAN ® SEE SHEET 13 FOR APPROVED ANCHORS. 1/4" TAPCONS OR 1/4" SS4 CRETE -FLEX MAY BE USED IN CONCRETE OR WOOD APPLICATIONS TO ACHIEVE THE DESIGN PRESSURES SHOWN IN SHEETS 5 THROUGH 9. SEE SHEETS 5 THROUGH 9 FOR DESIGN PRESSURE LIMITATIONS WHEN ANCHORING WITH #12 SCREWS. 5. SHUTTER REQUIREMENT: NONE REQUIRED 6. NARROW JOINT SEALANT IS USED ON ALL FOUR CORNERS OF THE FRAME. £7. REFERENCE TEST REPORTS: FTL -3580, FTL- 3582, FTL -3587, FTL -3729, FTL4607 AND FTL-4608. • • iCt i N,IIRA'FIONS OPTIONS • I• • • • • ' C x Q x x Q x UNEQUAL UTES UNEQUAL UTES 0 x UNEQUAL UTES • a •• ••• •• NOA DRAWING TABLE OF CONTENTS SHEET NOTES..... 1 GLAZING DETAILS 2 ELEVATIONS 3-4 DESIGN PRESSURE TABLES 5-9 SECTIONS 10 CORNER CONSTRUCTION 11 EXTRUSION PROFILES 11-12 PARTS UST 12 ANCHORAGE 1,3,4,13 PRODUCT RENa; O ta?s A P'a VV/a 8 *oder We F.K 3G wades, D.". F,K 7/18:83 "a.ad•> Oft w.rwa C ADD 13/OrLG. 6 MOVE (DAZING DETAI.S TO soar 2 ND CHANGE TUN SHEET F.K MOO D Apo 78'HT, GLASS TWES FANDO. REVISE ANCHORAGE °s nar Ohm "emra,c avc F.K 12117/02 1a/8 TECANO OOF DRAM OYpf009, 3W78 FO. Vestbl7Wuar F r_ NOTES AND TABLE OF CONTENTS ae ALUMINUM CASEMENT WINDOW, IMPACT e I NTSI `°' d 73 r 7048.8 L"eaa8. Timer. P.E. PE •1:6201 Mechanical ® 1/8" ANNEALED OR x-.090 PVB INTERLAYER • • • • • • • • • • • • • • • • • HEAT STRENGTHENED • • • . • . • • ; ; • • • GLASS I` 1/8" HEAT STRENGTHENED GLASS . • • . . • . • AIR SPACE /� $1 • • . • • • 30 • 118" HEAT STRENGTHEIJE GLASS - 00 5/18° LAMINATED GLAZING DETAIL 3/18" ANNEALED OR HEAT STRENGTHENED GLASS 7/16" LAMINATED GLAZING DETAIL .090 PVB INTERLAYER 3/16" HEAT �- STRENGTHENED GLASS .65 "NOM. ••• ••• GLASS BITE • • • 1 .65" NOM. GLASS BITE • • •. •. • . • • • 00 • .•• • • • • • • • • • • • • • • • • • • • • • • • • • •• ..• • . NOTE: PVB INTERLAYER 13 BY SOLUTIA OR DUPONT 3/16" ANNEALED OR HEAT STRENGTHENED GLASS AIR SPACE 1/8" ANNEALED GLASS • 13/16" 13/16" 13/16" I.G. W/ 7/16" LAMI , GLAZING DETAIL 5/16" LAMINATED COMPONENT 1/8" HEAT STRENGTHENED GLASS .090 PVB INTERLAYER 118" HEAT STRENGTHENED GLASS .65" NOM. GLASS BITE 13/18" I.G. W/ 5/16" LAMI GLAZING DETAIL 7/16" LAMINATED COMPONENT .090 PVB INTERLAYER 3/16" HEAT STRENGTHENED GLASS .65" NOM. GLASS BITE PRIXICZP ZeKtelf.tf 4r. car, p•7z;:mfiSi4s6.§r7$• Ye ti i:4/4' Anal* Oa. FA 3/ R&LAAW GOING 1311? NO CHANGE 7NW SHEET burrs D3 FA 7/1993 F i Ax sR owner F.K B ftrIstat C talonsw D ADD 19/11F LAW LO.4Y/7/48Z41BS COFNECTB/16•LAM OETAJL 107a7ECHNOLOOrMOVE NOKON73, FL 34275 e )( 199 NDKCg66, FL 34274 Visibly Satter ear_ GLAZING DETAILS ALUMINUM CASEMENT WINDOW, IMPACT I NTS 1 Vibit 2 . 1 13 I Mx 7045.8 I D Lusei A. Tumcx P.E. PL 956201 Machantcal 1 172° CENTERLINE 1 1!2 ANCHOR LOCATIONS (SEE SHEET 1, NOTE 4) SEE MID-SPAN ANCHOR DETAIL TYP. (2) 13° MAX O.C. 4° MAX 4° MAX ANCHOR LOCATION TYP. MID -SPAN ANCHOR DETAIL (SEE SHT. 1 NOTE 4) SEE MID -SPAN ANCHOR DETAIL TYP. (2) 30° MAX DAYLIGHT OPENING 37° MAX VENT TYP. FJC .24843 B argall6s Awe= FJC 7/10S3 c xigar . Fatung FJC eases O CHANGE TO 78' AND MU OLO TO 62r awe/. Air Oe•Ibly m6° 12 Fit 1247102 DENOTES HINGE ANL`FIQR • • • : 4 � EA.PHAH�LS, LOV•ATIOI� • V SCE HINGE TYP. • • • • • • • DETAIL SNT. 4 • MAX • • • 13 MEETING RAIL DETAt • • • • • • • • • (SEE SHT. NOTE 4, • • • • • • • • • a• MAX. F7 134" MAX. �WIDTH 5 3i MAX. DAYLIGHT OPENING 1070 IECHNOLOOYORM NONGOO4 FL 34$74 A.O. BQX 18O NOXLLWS, FL $W4 • • SEE MID -SPAN • • • : k4ICHOR DE?AIE • • • • .P (a, 7° • • • • 30° MAX DAYLIGHT OPENING ELEVATION °A° - •°XOX° (SEE SHEETS 7 -9 FOR PRESSURES 4° MAX. efbaraaat CA-740 67'MAX DAYLIGHT OPENING 14 1!1° MAX. O.C. TYP. ELEVATION °R - °XX° (SEE SHEET 7 FOR PRESSURES) NOTE: °X• PANEL MAY SWING IN EITHER DIRECTION 73° MAX HEIGHT 1 J 13° MAX O.G. -�- - 1---L 14 MAX O.G. VENT HEAD & SILL ONLY 6 MAX. FOLD SEE MEETING RAIL DETAIL TYP. (4) 7045 89° MAX. DAYLIGHT OPENING 76° MAX HEIGHT OMNI iNtny NOWT RIMWED Bata* Ws Faiiirgft �1 z I�' ^u /vs' Lama A. Tumor. P.E. PE 058201 M DENOTES HINGE LOCATION AT HEAD & SILL OF "X" PANELS, TYPICAL SEE HINGE DETAIL SHT. 4 SEE MID -SPAN ANCHOR DETAIL SHT. 3 TYP. (2) HINGE LOCATED APPROX FLUSH AGAINST JAM, TYPICAL HEAD & SILL HINGE LOCATION DETAIL 14 1/2" MAX O.C. VENT HEAD & SILL ONLY SEE MID-SPAN ANCHOR DETAIL SHT. 3 TYP. (2) 13" MAX o.c. 13" MAX. O.C. 4" 4" 4" MAX 37" MAX. WIDII3 30" 00 ' • DAYLIGHT • OPENING •• . • • . • • • • ••• • • . 4" MAX. ELEVATION 'D' - "X° (SEE SHEET 5 FOR PRESSURES) • • ••• •• •• • • • • . • • • • • • •• • • • • •.• 69' MAXS DAYLIGHT OPENING • •• .414A •• ;TBo Mkt. • • 73' • IWEI • • MAX • • .•• •• • O.C. 14 112' MAX O.C. 97° MAX. WIDTH SEE • ••• .M • • • • • DEVIL • • WAIL • • •SPPT.3 • nip. (4) 30° MAX 53" MAX DAYLIGHT DAYLIGHT OPENING OPENING --f 1 �- -x- 13" MAX O.C. 4" 4" MAX. 80' MAX WIDTH 53' MAX DAYLIGHT OPENING 13" MAX. O.C. ELEVATION 'E' (SEE SHEET 7 FOR PRESSURES) NOTE: 'X" PANEL MAY SWING IN EITHER DIRECTION SEE MID-SPAN ANCHOR DETAIL SHT. 3 TYP. (2) 69" MAX DAYLIGHT OPENING A 7H�EIGHT SEE MEETING RAIL DETAIL SHT. 3 TYP. (2) 37' MAX VENT 60" MAX. FIXED ELEVATION 'F" - "XO" & "OX" UNEQUAL LITE (SEE SHEETS 6-9 FOR PRESSURES) 69' MAX DAYLIGHT OPENING A 76" MAX HEIGHT I 1 Vs r!or" leader fl[ Cllr F.K listx WSW a,.,er am. asibms FK 7/4083 0 Owner at Oxide I1* F.K 12/17/02 F.K H C/f4NG'ESI1ETNO. A itatkat C ADD HINGE 0ETAX 8 HINGE LOCATION NOTES CHANCE MAX HT. TO76'ANDVAX DLO Tow 4070 TECHNOLOGY DRIVE wow FL 34276 P.O. BOX 1628 NGKOMIS :I¢ 34274 VaRT11140Dettes " 04440 Y ro° "CO'& "Or ELEVA77ONS ALUMINUM CASEMENT WINDOW, IMPACT J NT3I4 ' 73 I�wAe 7045-8 Lucas A. Vann P.E. PEJ•8201 Mechanical COMPARATIVE ANALYSIS TABLE 1. a.........._._____• •: • • • . , • • "1" A IDOWS TEST REPORTS: FTL -3582, FTL -3587, Fri -3729 GLAZING OPTIONS: A. 5/16° LAMI (1/8'A,.090,1/8"HS) B. 18" LAMA (10 /8"1.13,. 9q 1 ) ; E. 13/16° LAMI (1/89- IS,3/8" SPACE,5116" LAMA W/ 118"HS,.090,118'HS) 'X" WIDTH • • • • • 'HEIGI�T • 26 31 36 383/8 43 48 , 50 5/8 54 57 60 83 66 69 72 NEG POS NEG POS NEG P08 NEG POS NEG POS NEG POS NEG POS NEG MS NEG P08 NEG POS NEG POS NEG POS NEG POS NEG POS 19118 A -90.0 70.0 -90.0 70.0 WA 70.0 -90.0 70.0 -90.9 i '80.009.0 Me #90 10.0 -28.0 7010 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 - 90.0 70.0 B,E - 90.0 70.0 - 90.0 70.0 -90.0 70.0 -90.0 70.0 -90.9 7$ ).0 .98.0' 7140 . 90!.1170.6 -)0.8 7010 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 70.0 24 A -90.0 70.0 - 90.0 70.0 -90.0 70.0 -90.0 7010 40.0 ∎70.07'9010 7 .4 -90.4 70.0 SQ:8 70,,,0 -90.0 70.0 489.6 70.0 -86.3 70.0 -842 70.0 -83.2 70.0 -81.7 B,E -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 - 90.0 70.0 -90.0 70.0 -90.0 70.0 40.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 261/2 A -90.0 B,E -90.0 70.' 7010 -90.0 70.0 -90.0 7010 -90.0 70.0 -90.0 70dQ . • 4931 i p 70.0 7 ®.0'-89.5.7010 -79.9 70.0 -75,4 70.0 �10V 10.0 -72.4 - 90.0 70.0 70.0 - 69.9 -90.0 69.9 70.0 -87.8 -90.0 87.8 70.0 -68.2 -90.0 682 70.0 -65.0 -90.0 85,0 70,0 -63.7 - 90.0 63.7 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 30 A - 90.0 70.0 -90.0 70.0 -90.0 70.0 -87.4 70.0 -77. : ;84 44 :-"1 963.9 -80.0' 80.0 -58.5 513.5 - 58.2 562 - 53.4 63.4 -51.3 51.3 -49.8 49.8 -48.3 48.3 B,E - 90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0_ -90.L ',' MAY 70. . 9.0 P7011.9010''0.0 - 90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -9010 70.0 -90.0 70.0 32 A -90.0 70.0 -90.0 70.0 - 86.3 70.0 -81.0 70.0 -71.1 ....0 -81.8 61.,, 08.9 58.9 - 58.1 68.1 - 53.8 53.8 - 50.4 50.4 -47.7 47.7 -45.6 45.8 -43.9 43.9 -422 42.2 B,E -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 - 90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 - 90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 47.8 70.0 -84.4 70.0 36 A -75.0 70.0 - 75.0 70.0 -75.0 70.0 75.0 7010 - 85.5 65.5 -57.5 57.5 - 54.9 54.9 31.8 51.8 - 48.8 48.6 -452 45.2 - 42.4 42.4 B,E A - 75.0 -75.0 70.0 70.0 -76.0 -76.0 70.0 70.0 -75.0 -75.0 70.0 70.0 - 75.0 -70.4 70.0 70.0 - 75.0 40.4 70.0 60.4, -75.0 -54.3 70.0 54.3 -75.0 -51.1 70.0 51.1 - 75.0 70.0 .47.9 47.9 -75.0 - 44.8 70.0 44.8 -75.0 -422 70.0 42.2 -75.0 - 39.7 70.0 39.7 fals9Cfalnieb i • • r; .iFx(ar. B,E - 78.0 70.0 - 75.0 -75.0 70.0 -75.0 70.0 -75.0 70.0, -75.0 70.0 - 76.0 o 70.0 -75.0 70.0 -75.0 70.0 - 75.0 70.0 -75.0 70.0 37 A -75.0 7 0.0 -75.0 70.0 -73.7 70.0 -87.9 87.9 - 59.0 59.0 -52.8 52.8 -49.9 49.9 -48.4 48.4 - 43.5 43,5 -41.1 41.1 -38.8 38.6 B,E -75.0 70.0 -75.0 70.0 - 75.0 70.0 45.0, 70.0 - 75.0 70.0 -76.0 70.0 -75.0' 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 TABLE 2. "X" WINDOWS TEST REPORTS: FTL -3580, FTL 3587 GLAZING OPTION: C. 7/16" LAMI (3116"A,.090,3/16"HS) ALL °X" SIZES UP TO 37" WIDE x 63" HIGH AND ALL "X" SIZES UP TO 32" WIDE x 72" HIGH I -90.01 70.0 PRODUCT IOZNITVOID osomp011ag with do BuldletipOsee Aeoepe l!G '];..r i / _ > _ _ •- are..., -, .- TABLE 2A. "X» WINDOWS TEST REPORTS: FTL -4607, FTL -4808 GLAZING OPTIONS: C. 7/16" LAMI (3/16°A,.090,3/18"HSr F.13/16° LAMI (1/8"A, AIR SPACE,7 /16" LAMI -W/ 3/16"A,.090,3/16"HS) ALL "X" SIZES UP TO 37" WIDE x 76° HIGH -55.0 55.0 NOTES: X 1. FOR INSTALLATIONS IN WOOD OR CONCRETE TO THE FULL DESIGN PRESSURES IN THE ABOVE TABLES, USE ELCO 1/4" TAPCONS OR 1/4' SS4 CRETE -FLEX ANCHORS. 2. IF INSTALLING WITH /112 SCREWS, DESIGN PRESSURE IS LIMITED TO 69.6 RSA 7 I r/ Lucas A. Tumor. P.E. PE 058201 N Yaws* 1..K Dos 3125103 H ACC GLASS TYPE TO 7A8LE8184 10701 DANE NeA FL 34275 P.O. BBQQX 342 NQNOeBS, FL 34?7 l�Ls1b;�Betm.a1°Yt PRESSURES- X CONFIG. WINDOWS Band* PA CM 7/0!03 a C NO CHANGE TICS SHEET rt ALUMINUM CASEMENT WINDOW , IMPACT 1bw0 FK ear B/73/Q9 Itaelsfans D LffiV�EANCHORS &AOD 78 R'QPT10N msmex FK ear 97/t7/p2 - Chsw°trt Daft CA-740 aa.0 I NTS ea I 5 . 13 Damp 70454 ea,e 10 COMPARATIVE ANALYSIS TABLE 3. 37 A 43 A 48 A 63 1/8 A 57 A 60 64 68 NEG -75.0 -75.0 -75.0 -75.0 -75.0 -75.0 -75.0 -76.0 POS NEG POS NEG POS NEG , P03 NEG . IiEG 70.0 -75.0 70.0 , -75.0 70.0 -76.0 70.0 - 75.0 70.0 -75.0 70.0 48.4 70.0 - 75.0 70.0 -75.0 70.0 -75.0 70.0 -71.1 70.0 -61.8 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -85.5 85.5 -57.5 NEG E POS ` EO[POS 70.0 -75.0 70.0 -75.0 70.0 -76.0 70.0 75.5,,, 70.0 i5. 700 } ice 70.0•~$.0 70.0 -76.0 70.0 -76.0 70.0 � -75.0 70.0 -75.0 It04 -75.0 10.0: 0.75.0 70.0 70.0 -75.0 70.0 -76.0 70.0 -75.0 70.0 -760 70.0!75.0 .70.0 45.4 70.0 -75.0 70.0 -75.0 70.0 -76.0 70.0 -75.0 70.0 -75.0 70.0 76.0 70.0 70.0 -75.0 70.0 -76.0 70.0 -75.0 70.0 - 74.4 70.0 -69.8 89.6 88.4 - 63.9 83.9 61.8 - 58.9 68.9 57.5 - 54.9 54.9 .45.0 r?5.0 -75.0 -852 -60.0 -58.1 -51.8 POS NEG P08 NEG POS NEG POS 70.0 -75.0 70.0 -75.0 70.0 -76.0 70.0 70.0 -75.0 70.0 - 75.0 70.0 -75.0 70.0 70,0 -75.0 70.0 -75.0 70.0 -75.0 70.0 70.0 -72.1 70.0 49.5 69.5 -67.5 67.6 65.2 43.0 63.0 -80.8 60.8 - 58.0 58.0 60.0 -58.5 58.5 -56.2 56.2 - 53.4 53.4 58.1 - 53.8 53.8 - - 50.4 60.4 -47.7 47.7 51.8 -48.6 48.6 -452 45.2 -42.4 42.4 72 A - 75.0 70.0 - 75.0 70.0 -75.0 70.0 _ 70.4 70.0 -60.4 60.4 - 54.3 54.3 -51.1 51.1 -47.9 47.9 - 44.8 44.8 -42.2 42.2 -39.7 39.7 74 A , - 75.0 70.0 . -75.0 70.0 73.7 70.0 - 87.9 87.9 , -59.0 59.0 - 52.8 52.8 1 - 49.9 49.9 , - 46.4 48.4 -43.5 43.5 -01.1 41.1 -38.6 38.8 "XX" • • • • • • i"WC" MAvp0r/S • GLAZING OPTI 4: • A. NUB° LAIAI ( A .W0,14; • • • • • � HEIGHT : T � • 26 31 36 38 ftWax Mr Rambw.' FJC &ZW8 0 REVISEANIKOR3 &AOD TABLES 78'NETONTOPflO4 00.0F Dm. 0101w4' oa« AK 1247/02 R001(1} 00Z • • ••• • • • • • ••• •• • • '.1- • •• •• • • • • • • • • • • • •mss • • • • • • • • • • • • • • ••• • • • • 43 • 48 506/8 54 rwN 2DOT WOVE RW(Q!B& R 54278 P.O 80,21829 NACDA9.4, R 54974 ll,I* Bates. 57 TEST REPORTS: FTL -3582 60 TABLE 4. WINDOWS TEST REPORTS: FTL-3582, FTL -3729 GLAZING OPTIONS: 8.5/16" LAMI (1/8"HS,.090,118"HS) E. 13/16" LAMI (1/8"HS,3/8" SPACE,5116" LAMI -W/ 118"H8,.090,1/8"HS) ALL "XX" SIZES UP TO 74" WIDE x 83" HIGH -75.0 [ 70.0 , TABLE 5. "VC' WINDOWS TEST REPORT: FTL -3580 GLAZING OPTION: C. 7/16" LAMI (3/16"A,.090,3H6"HS) ALL IOC SWES UPTO74 °WIDEx63 14/01 70.0 TABLE 5A. IOC" WINDOWS TEST REPORTS: FTL -3580, FTL-0607, FTL -4608 GLAZING OPTIONS: C. 7/18" LAMI (3116"A,.090,3/16"HS) F.13116" LAMI (1/8"A,AIR SPACE ,7/18° LAMI -W/ 3/18"A,.090,3/16"HS) ALL WC" SIZES UP TO 74" WIDE x 76" HIGH 1-55.01 55.0 NOTES: 1. FOR INSTALLATIONS IN WOOD OR CONCRETE TO THE FULL DESIGN PRESSURES IN THE ABOVE TABLES, USE ELCO 1/4" TAPCONS OR 114" SS4 CRETE -FLEX ANCHORS. 2. IF INSTALLING WITH 012 SCREWS, DESIGN PRESSURE IS LIMITED TO 69.6 P.S.F. _PRESSURES- XX CONFIG. WINDOWS ALUMINUM CASEMENT WINDOW. IMPACT auwuae ers" a,r •a.b°fb. be eA I NTS 16 - 13 7045-8 r X X Lucas A. Tuner, PE 0E B987Q1 WIOTHS "0" *NW 38 72 37 74 3912 70 42 84 45 90 48 96 50112 101 5312 108 318 54 108 65 12 111 57 114 5812 117 60 120 A BE C,F A B,E C,F A BA C,F A 0,6 C,F A B,E C.F A BA C,F A 8,6 C,F A 8,6 C,F A B,E C,F C,F A B,E C,F 23 31 NEG POS N93 POS N93 PCS NEG P08 N93 POS NEG - 75.0 70.0 -75.0 70.0 47.8 67.8 - 82.1 811 -55.T 55.7 -49.8 49.8 48.9 48.9 - 75.0 70.0 - 75.0 70.0 -75.0 70.0 75.0 70.0 - 75.0 700 - 75.0 710 - 750 70.0 -90.0 700 - 80.0 70.0 -90.0 70.0 400 70.0 -90.0 70.0 - 900,478.0 4915 70.% - 750 70.0 -15.0 70.0 42.4 82.4 -58.4 68.4 833 83.3 -889.6 .4 4 83.0 611.4 - 750 '700 - 78.0 70.0 -75.0 70.0 -75.0 70.0 -750 70.0 -75.0 79011811 76.0 -90.0 700 - 90.0 70.0 -90.0 70.0 -90A 70.0 -90.9 70.0 -90.0 700 4904 710 -760 700'-70.3 700 -58,0 88.0 -54.6 544 -59.3 89.3 - 83.8 83.6 6 804 -760 70.0 - 75.0 70.0 -75.0 700 -75.0 70.0 75.0 700 '78.0 700 - 75.0 70.0 -800 70.0 40.0 70.0 -90.0 70.0 -90.0 70.0 - 90.0 70.0 -90.0 70.0 - 882 70.0 - 780 70.0 850 85.0 -84.3 54.3 -51.1 81.1 - 88.1 65.1 -514 51.4 - 48.6 48.8 -754 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -754 70.0 -75.0 704 -75.0 70.0 -900 700. -90.0 700 490 700 - 90.0 70.0 -90.0 700 441.0 700 -80.9 70.0 -760 700 -608 603 -51.3 61.3 48.3 48.3 - 52.7 527 -48.7 48.7 480 419 -75.0 70.0 75.0 700 -75.0 704 -75.0 70.0 - 750 70.0 - 78.0 70.0 -75.0 70.0 -800 70.0 -90.0 70.0 -90.0 70.0 800 70.0 400 710 -81.2 70.0 - 75.7 70.0 - 760 70.0 -58.7 58.7'48.7 41746.4 45.4 -600 60.0 "-48.1 48.1 - 442 44.2 -75.0 70.0 - 75.0 70.0 - 76.0 710 - 75.0 70.0 -75.0 70.0 - 76.0 700 -75.0 70.0 -100 70.0 -90.0 70.0 40.0 70.0, -910 70.0 -884 70.0 -784 70.0 - 71.1 70.0 -75.0 700 -582 58.2 -47.0 47.9 44.5 40.6 49.1 49.1 -45.3 45.3 -43.4 414 -75.0 700 75.0 70.0 -75.0 700 750 70.0 - 750 70.0 -75.0 70.0 - 750 70.0 -90.0 70.0 800 70.0 -90.0 700 -IMO 70.0 -88.0 70.0 75.0 70.0 - 70.1 70.0 -75.0 70.0 -57.1 87.1 -48.4 414 -43.3 433 -47.8 47.8 4 43.8 -42.2 422 -75.0 70.0 -750 70.0 - 78.0 70.0 75.0 700 -76.0 70.0 -75A 70.0 -75.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -84.3 70.0 728 70.0 - 684.88.4 -75.0 70.0 -552 562 -44.8 44.0 -42.1 42.1 462 46.2 -42.5 420 412 41.2 -75.0 700 -15.0 70.0 750 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 - 75.0 78.0 400 700 - 900 70.0 -90.0 710 -90.0 818 70.0 -717 70.0 887 667 -74.2 700 -35.0 85.0 -43.4 43.4 -40.9 4Wil 44.8 44.8 41.3 41.3 40.2 40.2 - 750 70.0 750 70.0 -75.0 70.0 -75.0 70.0 -75.0 -90.0 70.0 - 9900 70.0 -900 70.0 40.0 70.0 -794 700 75.0 700 - 75.0 70.0 700 -690 69.0 44.9 64.9 -72.9 70A - 63.4 533.4'42.2 42.2 39.7 39.7 438 43.5 4404 40.4 -39.2 392 -75.0 70.0 -75.0 70.0 780 70.0 -75.0 70A - 710 70.0 - 75.0 700 - 75.0 70.0 - 800 0 70.0 -90 i 70.0 400 70.0 -100 70.0 -77.1 70.0 87.3 67.3 43.3 83.3 NEG P03 P03 NEG P0S _ A 764 70.0'75.070.0 75.0 70.0'70.4 70.0'40.4 00.4_ -543 54.3_ -51.1 51.1 -47.9 .9 47 BA - 75.0 70.0 -75.0 70.0 - 75.0 70.0 - 760 70.0 -75.0 70.0-40 70.0 - 75.0 70.0 -780 700 C -90.0 700 -90.0 70.0 -90.0 70.0 - 90.0 70.0 -90.0 70.0 MO 7010 40.0 70089 410Lelob A -75.0 70.0 - 75.0 70.0 -73.7 70.0 -87.9 67.9 -59.0 59.0 asa manor 8 nor 4t x.4 48A 8,6 - 75.0 700 - 75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 4 769 70.0 4750 7000 isik 4) C F -90.0 70.0 -90.0 70.0 40.0 70.0 -90.0 700 40.0 70.0 -00.0 77.0 400 70.01 -600 00.0 -43.8 43.5 - 75.0 70.0 -90.5 470.0 .50.8 8610 1 6 7E0 Lr90 .0, 70.0' 4721 41.5 - 75.0 70.0 - 81.8 70.0 48.3 48.3 -75.0 704 78.0 '70.0 43.8 438 -75.0 -70.3 -422 -75.0 488 41.9 -780 -65.4 -40.8 -76.0 434 398 780 81.8 -*7 -75.0 80.4 -37.6 -75.0 -89.1 70.0 70.0 422 70.0 60.6 419 70.0 85.4 40.8 70.0 63A 394 70.0 1 133 317 70.0 60.4 374 70.0 59.11 - 60 -41.3 41.3 -392 392 "-37.1 63 NEG P03 NEG P03 NEG 44.6 44.8 -42.2 42.2 -39.7 75.0 700 -75.0 70.0 -75.0 -90.0 1d 70.0 -900 43 43o -11,1 " 41.1 -38.6 38.6 76. no 45.9 70.0 -75.0 70.0 -90.0 10.0 .8110 70.0 - 90.0 70.0 -41.1 41.1 - 38.6 38.8 -315230.5 - 75.0 70.0 -75.0 70.0 -75.0 70.0 -90.0 70.0 -87.4 - 700 -832 70.0 45 4511' -14444.3 44.3 41.9 •78.0 70.4 760 700 -78.0 ;84.5 70.0 179.7 70.0 -789' 6469 4E1 42.1 42.1 3 9.7 -75.0 700 -75.0 70.0 78.0 -789 70.0 -72.4 70.0 -89.2 -42.6 42.5 -40.4 40.4 -38.4 -750 70.0 750 70.0 -75.0 -70.7 70.0 -67.3 87.3 811 -75.0 no - 750 70.0 -74.3 88.8 01.8 -63.5 83.5 808 -40. 40.1 -38.0 380 -35.2 -754 70.0 - 75.0 700 -72.4 -83.0 63.0 -60.0 80.0 -57.3 -14 39i -37.6 374 -35.9 - 75.0 70,0 - 750 70.0 -714 81.8 613 -59.1 89.1 -58.4 -311 39.1 -373 372 -35.4 -76.0 70.0 -74.3 70.0 -70.8 401 60.1 - 878 57.5 -54.8 38.5 38.6 - 38.7 38.7 -34.8 -75.0 70.0 - 73.3 70.0 498 - 58.7 68.7 409 55.9 -532 - 31.8 37.9 -383 38.1 34.2 -75.0 70.0 -722 70.0 88.4 - 573 57.3 .54.5 51.5 410 -38.7 30.7 -358 358 33.7 -73.3 70. 414 70.0 -87.4 -55.9 M.0 -53.0 53.0 -50.0 POS 39.7 70.0 70.0 41.9 70.0 70.0 39.7 70.0 602 38.4 70.0 84.1 37.1 70.0 608 382 70.0 57.3 35.9 70.0 584 35.4 70.0 54.8 34.8 89.6 632 343 68.4 618 33.7 87.4 10.0 72 76 NEGEPOS NEG1PoS NEGI -88.0 310 - 55.0158.0 -56.01 -55.01 55.0 - 58.0155.0 -56.01 - 68.0185.0 - 52.8152.6 -4941 462) COMPARATIVE ANALYSIS TABLE 6. • '0 " & °0.112-1/4xor WINDOWS TEST REPORTS: FTL- 3582,F/L- 3729,FTL-4807,Fns GLAZING OPTION& A. 8/18' 14614 (VB 4,.090,18'43) B. 6119 IAM6(i93N16409D,11K1&). G. 141(3/16148090.3M8 E 13116" 1B9iS2B" SP 8' me-WP E IS . r , , • 0.1Wj8i , 1 r;. SP « 748' LAMI -W/ 3118' 090 3N 67 PO8 Awe fir 044 40044 P.K 3/1843 6 Arad* Da Dodd= F.K 7/99193 C Raid& Dater RatOrgat FJK 92398 0 OwerOr M. am5se5y F.K 12/17102 ADO GLASS TYPE E TO TABLE e NO CHIME TMSSHEET CHAN88#NC R3APA1030 Te' mamma 188 TECHNOLOGY OWE NM(COO8 FL 3875 P.O. BOX 152 401071470 P1.3421'4 r v>rtbl3 &88 - 58.0185.0 - 88.01 8801510 -$101 45.01550 43.14 53.8 -52.8 52.8 -51.1151.1 47.8147.5 85.01550 -5501 650 650 - 65.01650 -49.41 49.4 - 414) 48.4 - 48.81+8 - 43.8143.8 510 - 95.0155.0 55.0 - 880110.0 x.0155.0 49.8 4321532 48.2 X521452 .43.8143.5 - 49.4149.4 45.21452 - 42.6142.6 41.7141.7 TABLE 7. "0" & "1/4- 12 -1/4 XOX" WINDOWS TEST REPORT: FTL -3580 GLAZING OPTION: D. 7/16' LAMI (3118'IS,.050,3/16'H6) ALL "0 " OWES UPTOOL" WIDE x63"HIGH AND ALL11 412- 1/4XOX" UP TO120"WIDE.x 1- 904170.0 TABLE 7A. "O" & '1/4-12 -V4 XOX" WINDOWS TEST REPORTS: FT14817, FTL GLAZING OPTIONS: D. 7118" LAMP (3/18`HS.090,3118'HB) 6.13118" LAMI (118"A,AIR SPACE.711V LAMI -W/ 3/ISHS,090,3/16916) ALL`O` SIM UP TOO' WIDE 3176" HIGH AND ALL 4/4- 12- 14XOX" SCD:S UP TO 120' WIDE x 78° HIGH 14501 55.0 NOTES: 1. FOR INSTALLATIONS IN WOOD OR CONCRETE TO THE FULL DESIGN PRESSURES IN THE ABOVE TABLES. USE ELCO 1/4" TAPCONS OR ® 114" SS4 CRETE -FLEX ANCHORS. 2. IF INSTALLING WITH #12 SCREWS, DESIGN PRESSURE 1S UM1TED TO 69.6 P.S.F. 4848.3 42.81 42.8 -40.81 40.0 PRESSURES - 0 & 1 /4-11244XOXCONFIG. WINDOWS ALUMINUM CASEMENT WINDOW, IMPACT d"LmbK Sww Br 6a1v b- CA-74e "NT3 7 d 13 ` 7045.8 D 1 4 x 1 2 0 x 0 Lucas A.Turner, P.E. PE 05001 Mechanical COMPARATIVE ANALYSIS TABLE 8. 7(0" OR "OX° &'1I3- 113 -1/3 XOX" WINDOWS TEST REPORT: FTL -3582 "XO" WIDTH 37 48 491/3 531/8 56 80 ea 87.333 70.917 72 74 "LOX" WIDTH 551/2 72 74 79 2/3 84 96 101 108 3/8 108 111 A A A A A A A A A A A 28 NEG -78.0 -75.0 -75.0 -75.0 -75.0 -75.0 -75.0 -75.0 -78.0 -75.0 -75.0 POS 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 31 NEG -75.0 -76.0 -75.0 -75.0 -75.0 -75.0 -75.0 -75.0 -75.0 -75.0 -75.0 POS 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 38 NEG -76.0 -75.0 -75.0 -75.0 -75.0 -75.0 -75.0 -75.0 -75.0 -75.0 -73.7 GLAZING OPTION: A. 5/18° LAN! (1/8A,.090,1/°HS) POS 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 ' 70.0 70.0 3fig NEG -75.0 -75.0 -75.0 -75.0 -75.0 -75.0 -75.0 -76.0 -71.8 -70.4 -67.9 • • • . • IG • • • • • •• - . • 5m 4! : : 48 • 5Q P08 NEG' PM/ k 70.0 70.0 70.0. 70.0 70.0 70.0 70.0 70.0 87.9 NSG POS -75.0 70.0 -78.0 70.0 'AA 7 o 1 -'70.0 wino 70.0.678.0 70.0 -78.0 70.0 -71.1 70.0 -68.4 88.4 -81.8 81.8 - 60.4 80.4 -59.0 59.0 Ult -75.0 -75.0 -81.8 482 -55.1 -64.3 -52.8 70.0 70.0 !/6.0 40.6 81.8 582 55.1 54.3 52.8 - 75.0 70.0 -75.0 70.0 45 49 8 70I. 71 0 • . i.0 fast ' -70!0 •7010 •71.9 70.0; • - 68.4.68A Mb We -58.9 58.9 - 55.8 55.8 -51.9 51.9 -51.1 51.1 - 49.9 49.9 NEG -75.0 -75.0 -75.0 -75.0 47.7 -80.0 -56.1 -52.8 -48.9 -47.9 -46.4 POS 70.0 70.0 70.0 70.0 67.7 60.0 58.1 52.8 48.9 47,9 46.4 57 NEG -75.0 -75.0 -78.0 72.1 -84.9 -58.5 -53.8 -49.4 -45.8 -44.8 -43.5 POS 70.0 70.0 70.0 70.0 64.9 58.5 53.8 49.4 45.8 44.8 43.5 60 NEG -78.0 -75.0 -75.0 -69.5 -82.7 -58.2 -50.4 -45.9 -42.8 -42.2 -41.1 POS 70.0 70.0 70.0 89.5 82.7 58.2 60.4 45.9 42.8 42.2 41.1 83 NEG -75.0 -75.0 -75.0 -67.5 -80.4 -53.4 -47.7 -43.1 -40.3 49.7 -38.6 POS 70.0 70.0 70.0 57.5 60.4 53.4 47.7 43.1 40.3 39.7 38.6 TABLE 9. 7(O" or "OX' & 9/3- 1/3 -1/3 XOX° WINDOWS TEST REPORTS: FTL -3582, FTL -3720 GLAZING OPTIONS: B. 5/18" LAMI (1/ HS,.090,1/rHS) E. 13/18" LAMI (1/8918,3/° SPACE,5118' LAMI -W/ 118118,.090,1/°H8) ALL 703° OR *Or SIZES UP TO 74° WIDE x 83° HIGH AND AU. "1/3.1/3 -1/3 XOX' SIZES UP TO 111" WIDE x 63" HIGH -75.01 70.0 TABLE 10. 7(O "or "OX" & "1/3- 113- 1/3XOX" WINDOWS TEST REPORT: FTL -3580 GLAZING OPTION: C. 7118" LAMI (3118°A,.090,3/18 ALL 7(O" OR ®X" SIZES UP TO 74" WIDE x 63" HIGH AND ALL "113.1 /3-143 XOX" SIZES UP TO 111" WIDE x 83" HIGH 140.01 70.0 TABLE 10A. 197 or•OX" & 9!3. 113 -1/3 XOX' WINDOWS TEST REPORTS: FTL -3580, FTL -4607, FTL GLAZING OPTIONS: C. 7118° LAMI (3/16"A,.090.3/18"H8) F.13/18" LAW (1/8'A,AIR SPACE,7 /18" LAMI -W/ 3/18'A,.090,3118"HS) ALL "XO' OR °OX" SIZES UP TO 74" WIDE x 78" HIGH AND ALL - 1/3 -1/3 -113 XOX" SIZES UP TO 111" WIDE x 78" HIGH 1-55.01 55.0 NOTES: A 1. FOR INSTALLATIONS IN WOOD OR CONCRETE TO THE FULL DESIGN PRESSURES IN THE ABOVE TABLES, USE ELCO 114" TAPCONS OR 1/4" 554 CRETE -FLEX ANCHORS. 2. IF INSTALLING WITH 912 SCREWS, DESIGN PRESSURE 18 UNITED TO 89.8 P.S.F. baem by FJC FJC Rana By Fit Fit Dom fly F.1C o,1K 325/07 bac 17r0A79 oink 12/17102 0 , Ralaterc Crocciadtly C ADD GLASS TWEE 7O TABLE NO CHANGE INIS SHEET CHANGE ANC fDRSANDADO78'N MOTOPTION bate • • • • • • • • • • • • • • • raja TECHNOLOGY DRIVE NOK0119, FL 94275 � P.O . f FL 3P274 ••• • • • • • • • • •.. • . • ••. • • • •• • •• • • • • • • • • • • .•• BG11" Vis! , Helier PRESSURES- XO, OX,, & 1/3-1/3- 1/3XOX WINDOWS ALUMINUM CASEMENT WINDOW, IMPACT s � i NTS J 8 d 13 I �° 7048 - 8 D 3 X O X O O X PRODUCT RENEWED eais�u Pa Jr[ .. , Loss A. Tumor, P.E. PEA 11.0892 123.136 128.000 130.378 COMPARATIVE ANALYSIS TABLE 11. %(OX' 89.284 88.919 98.873 108.849 122 130 134 • • 4i(G"m ` 4 :liNE 1ALill;"NDOWB TEST REPORTS: F1'L.3580, FTL- 3582, • • • • • • • • • • • F L -3729, Ff44807. FTL�8 GLAZING OPTIONS: A. 5/18' LANG (1A'A,.090,1/8°HS) 8.5/18" LA I (1/8'118..090,1 )� c. LA. (3/1 000 3,116'HS) E. 13/16" LAMI (UrHS.2 SPACE,B/16" LAMI - W/ 1414,.090.116°H8)• • F.•13/i8' I41MI (1EFAX.7H8' LANG- V03H8"A,.090,3H5919) WIDTHS 1 25 VENT FOXED NE13 A -75.0 19.125 31.014 13,0 -75.0 0,F -80.0 A 78.0 24 27 30 32 33.887 34 34.791 35.808 36 38.818 B.8 -75,0 70.0 - 76.0 70.0 -76.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 - 78.0 70.0 -75.0 -90.0 70.0 40.0 70.0 40.0 70.0 -90.0 70.0 - 90.0 70.0 - 90.0.70.0,40.0 70.0 -800 78.0 70.0 40.5 60.5 47.2 57.2 42.1 82.1 - 55.2 52.8 -49.1 49.1 42.973 -75.0 70.0 -75.0 70.0 78.0 70.0 -78.0 70.0 -76. 20.0 -- 0 b.Lt 700 46.0 - 90.0 70.0 -80.0 70.0 40.0 70.0'- 90.0 70.0' -90.0 76 0 70x0 7.f� a'tt!o I *8 75.0 70.4 43.8 53.5 -504, 80.4 -64.5 54.5 -50.717 .8 482 44.4 449 42.0 48249 8,E 75.0 70.0 75.0 70.0 -75.0 70.0 -750 70.0 -75.0 70.0 -75. 70.E -75.0 700 *80 7M01 C,F 40.0 A -75.0 61.882 8,E 76.0 C,F 40.0 A -75.0 8,5 -75.0 C.F -90.0 A -75.0 55.135 8,E -75.0 C.F -90.0 A -75.0 50.418 8,E -78.0 C,F -90.0 A -74.4 -43.11'438 -412 8,E -75.0 CF -90.0 A -74.3 8,E -70.0 C,F -90.0 A -729 6 0 8.0 75.0 C.F -90.0 54.827 58209 51378 8,E C,F A 70.0 -75.0 70.0 73.8 70.0 70.0 -89.4 70.0 152 70.0 48.2 - 43.8 43.5 -41.1 41.1 $.0 70.0 76.0 70.0 700 77.2 70,0 - 73.1 70.0 42.0 401 - 38.0 38.0 POS 70.0 70.0, 70.0 - 50.4.50:4'- 47.6.47.5 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70,0 70.0 70.0 70.0 38 NEG -76.0 -75.0 -80.0 49.1 40.0 49.9 -75..0 40.0 -47.3 -75.0 40.0 46.8 76.0 -90.0 -45.8 -75.0 40.0 75.0 -90.0 -43.5 -75.0 40.0 422 -75.0 -90.0 HEIGHT 36318 POS NEG 70.0 -75.0 70.0 -75.0 70.0 -90.0 09.1 43.4 700 _ -00.0 49.8 -48.8 70.0 -75.0 700 -900 47.3 -44.0 70.0 -78.0 700 -90.0 40.8 -43.0 70.0 -75.0 70.0 -90.0 459 42.6 70 .0 -75.0 70.0 40.0 700 76.0 70.0 -90.0 43.5 ' 41.0 70.0 -78.0 70,0 40.0 42.2 -39.7 70.0 -75.0 70.0 -90.0 POS 70.0 70.0 70.0 63.4 70.0 48.8 70.0 70.0 44.0 70.0 70.0 43.0 70.0 70.0 42.8 70.0 70.0 41.2 70.0 700 41.0 70.0 701 39.7 70.0 70.0 43 NEG -74.1 76.0 -90.0 -88.8 -90.0 -51.3 780 -90.0 -48.4 78.0 45.8 -479 -75.0 45.0 -48.7 78.0 -82.8 , -46.1 -78.0 -79.9 450 -75.0 789 -43.5 78.0 -77.1 POS 70.0 70.0 70.0 685 70.0 51.3 70.0 70.0 48.4 70.0 70.0 47.9 70.0 70.0 48.7 70.0 70.0 45.1 70.0 70.0 45.0 70.0 70,0 43.5 70.0 70.0 48 50 918 NEB PO$ ,sO POS.NEG POS ' 4J ,84..} 40.8 800 -58.1 S 1.f .88.0.70.0 Ai r A 5.0 '*o - 50.0.700' 0.70.0 410 7010 -84.7 70.0 -79.6 70.0 - 47.4 47.4 .45.5 45.5 - 75.0 70.0 - 78.0 70.0 - 78.8 70.0 - 732 70.0 44.7 44.7 -42.8 42.8 75.0 70.0 - 75.0 70.0 -74.0 70.0 49.4 804 -44.3 44.3 42,4 42.4 -76.0 70.0 78.0 700 73.1 70.0 48.8 58.6 - 43.1 43.1 41.0 41.0 75.0:70.0 -75.0 70.0 - 71.3 700 - 87.3 673 49.3 89.3 45.3 05.3 41.441.4- 40340.3 780 70.0 -75.0 70.0 -88.1 88.1 -88.1 85.1 .40.4 40.4 - 392 39.2 75.0 70.0 -75.0 710 -87.367.3-83.383.3 1WO 76CNNOLO'YDME AtONOMO FL 34275 P.O. BOX 1129 NOKOMBF* 434274 54 `-44.1 41.1 -75.0 70.0 73.8 700 - 42.7 42.7 -68.3 68.3 -41.4 41.4 75.0 ,,70.0 -38.9 -75.0 389 70.0 - 84.7 84.7 -41.1 41.1 75.0 70.0 44.1 54.1 -40.2 402 - 75.0 70.0 42.8 62.5 40.8 809 -35.8 38.8 76.0 70.0 40.5 80.5 - 37.7 37.7 75.0 70.0 49.1 88.1 V4151, Better 57 60 -39.5 39.5 -37.5 37.5 NEG P08 NEG POS -58.1 4 68.1 - 5113.53.3 -96.0470.8 -750 70.0 -80.474 40.0 0 70.0 .41.8 405 48.2392 -75.0 70.0 417 692 - 883 813 -40.7 40.7 389 38,8 -75.0 70.0 -78.0 70.0 44.8 84.8 41,4 131.4 - 750 70.0 - 74.9 70.0 41.0 61.0- 58.4 - 392 30,3 -37.3 76.0 70.0 -74.8 70.0 60.5 60.5 -579 57.9 -38.7 38,7 '48.9 36.9 - 78.0 70.0 -73.7 70.0 492 592 40.8 58.5 - 37.7 37.7 - 382 382 -75.0 70.0 - 72.4 70.0 -57.8 67,8 -54.7 54.7 -37.0 37.8 - 35.1 38.1 - 78.0 70.0 -72.3 70.0 47.4 57.4 -54.8 54.8 -381 30.7 45.8 3q2 732 70.0 -71.0 70.0 -55.9 559 - 53.0 530 83 87 -38.8 38.9 NE6 POS NEOI POS -50.5 50.5 -75.0 70.0 .90.0 70.0 - 580185.0 -56.01 55.0 - 65.0155.0 - 6.1650 - 65.01 55.0 - 550156.0 - 75.0 70.0 -511 03.1 - 55.01650 - 55.0155.0 4221522 4,8.6 38.8 732 70.0 -58.6 510 45.0158.0 -50.9160.9 - 472147.7 - 35.7 35.7 - 71.4 70.0 -35.5 36.8 -71.0 70.0 -41.8 41.5 ,-40.4 40.4 -75.0 70.0 -75.0 700 -55.7 55.7 42.1152.1 47.7147.7 - 44.6144.6 -552 05.2.„-51.5151.5 -47.21 472 - 44.0144.0 - 35.0 350 -70.1 70.0 -539 83.8 40jjso.1 -45.8145.5 43.0143.0 - 34.3 34.3 484 68.8 419 519 411148.1 -43.01 43.9 41.9141.8 - 34.3 343 -88.6 889 - 512 81,7 - 48.0148.0 -43.81 43.8 -4181 41.8 -33.7 33.7 47.4 87.4 72 ) 78 NEGIPOS NEG1PO3 -510! 55.0 850185.0 - 85.0155.0 410 50.0 - 48.3148.3 42.01429140.81408 'XO' S'OX" WINDOW WIDTHS EQUAL THE SLAM OF THE VENT WIDTH AND THE FIXED WIDTH. TABLE 12. "XO" 'OX" & '503X" UNEQUAL UTE WINDOWS GLAZING OPTION: 0.7116' IAN 6'HS .09 TEST REPORT: FT-3590 AU -%OX" SIZES UP TO 134' WIDE x 63' HX374 WITH 37" MAX. VENT WIDTH AND 80' MAX. FIXED WIDTH AND ALL 703' or "OX" SIZES UP TO 87' WIDE x 133° HIGH WITH 37" MAX VENT WIDTH AND 60' MAX. FOXED WIDTH -90.0 70.0 TABLE 12A. "1“3" "OX' & "XOX' UNEQUAL UTE WINDOWS TEST REPORTS: FTL -3880, F1L4607, FTL 4808 A GLAZING OPTIONS: 0. 7H8° LANG 090 = G. 13116" LA18 1/8' ' SPACE.7/16" LAMI -VW 3!1 'FLS.090 ' • 1: ALL 9(0)(" SIZES UP T0134' WIDE x 76' HIGH WITH 37' MAX. VENT WIDTH AND 80' MAX. FD(ED WIDTH ARID 410 55.0 ALL "XO" •t "OX• 81ZE8 UP TO 97" WIDE x HIGH WITH 37' MAX. VENT WIDTH AND80' MAX. FOXED WIDTH • NOTES: 1. FOR INSTALLATIONS IN WOOD OR CONCRETE TO THE FULL DESIGN PRESSURES IN THE ABOVE TABLES, USE ELCO 114" TAPCONS OR ® 1/4 "334 CRETE -FLEX ANCHORS. 2. IF INSTALLING WITH 012 SCREWS, DESIGN PRESSURE IS LIMITED TO 69.6 P.S.F. PRESSURES - UNEQUAL CONFIG. XO, OX & XOX ALUMINUM CASEMENT WINDOW, IMPACT oft colas J NTS 1 9 d 13 r am' 70434 l D x 0 x UNEQUAL LLTES x O UNEQUAL UTES 0 x UNEQUAL EWES w e1444firo, Bble& • i:49a Ametinnae • - !. Y : •i ` z 1 /rJ� Lucas ATOM.. P.E. PE 058201 AleduatEd MAX. HEIGHT (SEE SHTS. 3 & 4) VERTICAL SECTION OPERABLE UNIT SHOW TOPHINGE CMOBNT. NO REF. AND ADD ITEM 89 1 MAX. VENT • DAYLIGHT • • • • • • • • • OPENING • • • • (SEE SHT. 3) • • • • • • MAX. DAYLIGHT OPENING FIXED & OPERABLE VENT (SEE SHTS. 3 & 4) • • • Fa I • • VERTICAL SECTION FIXED UNIT • s • MM. FIXED LITE • I ; I� :. DAYLIGHT biPENING • •(SSE • 7.3). • MAX. WIDTH (BEE • SHT. 3) HORIZONTAL SECTION - XOX • • • •• ••• • • firaplef Oats 7nOMS (Wader �17102 gohlom C lisMatamr D Sylemnly Oft 1070 TECHNOLOGY OWE 1"tGT 34 NOKOMIS FL 34778 PA. BOX 7818 NOKOLB9, R. 34274 1 y Barter • • • • • {-- DAYLIGHT OPENING (SEE SHT. 3) MAX. WIDTH (S HT. 3) HORIZONTAL SECTION - XX MAX. VENT DAYLIGHT OPENING (SEE SHT. 4) MAX. WIDTH (SEE SHT. 4) HORIZONTAL SECTION - X s CA.740 NISI 10 d 13 ` 7045.8 REFERENCE °XO° & "XOX" FRAME ASSEMBLY DETAIL, SHEET 11 , REFERENCE °XX" FRAME ASSEMBLY DETAIL, SHEET 11 D INEMIXT MUM cede PRODUCT RinigiVED Lucas A. TWner, PE. PE 428281 Mew AccePtmee 'z I ►Vu./or FRAME ASSEMBLY TUBE, MAT'L: 6083 -T8 FRAME JAMB "XX" FRAME ASSEMBLY DETAIL FRAME ASSEMBLY TUBE, MAT'L: 6063•T8 "XO" & "XOX" FRAME ASSEMBLY DETAIL #8x1 QUAD PH SMS (2) PER CORNER FRAME HEAD OR SILL #12x1 PH TEICSMfS • 17 MAX O.C. W! (2) SCREWS :0, ; �� :I• BE OF 8083 -T8 3" APART • AT MID -SPAN : • • • • • • • • • • • • ••• • • • • •• • • "X" FRAME JAMB • • • • • • • • • • #12x1 PH TEK SMS • • 13" MAX. O.C. W/ (2) SCREWS 3" APART AT MID -SPAN °X" FRAME JAMB / "0" FRAME JAMB MAIN FRAME ASSEMBLY DETAIL ••• •• • • • OR Bo CT E 1 • • •• ••■ •• • • • • • • • • #IX1:Ql141 SIAS (� PER CORNER' • • • • SASH FRAME ASSEMBLY DETAIL .095° CASEMENT BACKING PLATE MAUL: 6063 -T6 DWG# 7071 2.854° .WL//��II�� " NOM. 1.159" 2.139° SASH FRAME HEAD, SILL, JAMB MA'I'L: 6063-T6 DWG# 7003A 2.784° a FIXED FRAME HEAD, SILL, JAMB MAIL: 6063 -T6 DWG# 7005A .052" NOM. 2.764° FRAME HEAD, SILL, JAMB MAT'L: 8083 -T6 DWG# 7002A 2.919' rmw°er Oft ate: F.K WSW 8 NO DOME 7109 SHEET F.1C No CH4NGE SHEET 10707Efi NIXOGYO RAE NOl01788 R.31175 P.0. BOX 1510 Rrnco•t F134274 visibly Better EXTRUSIONS B1 ASSEMBL Y DETAILS ALUMINUM CASEMENT WINDOW, IMPACT • sa"e Io.., °,° a.. CA.7.0 I NTS 111 0 13 J 70454 I D Lucas A. T.mwA P.E. PE 001 Alechattall ■ • • • • .. PARTS LIST CONT. lY1 • Dar. 8 DESCRIPTION • 73 I • • • MAXIM SINGLE LOCK : V • 7816 i SINGLE REEFER 75 • %134A #8 X.750QUAD PE MS 80 7005A FIXED WINDOW FRAME - BEAD, SILL &IAMBS 81 1155 781PQA #8 X I QUAD PN SMS = •7.10 • • FIXED FRAME CORNER KEY 13 I • •7007• • • • INSTAL ATIDNHOLB COYER 115 • i (gat GA2INGBEAD (13/16°LG.) 8R • • • • • am. • LG. GLASS WOW, AIR SPACE, 5/16°).4 1) 5A6°LAMI= ( 2) 117ESOF MIS GLASS VIImAN890 INTERIAYER- S0tU11 ORDUPONTPVB 87 13/16° LG. MASS OWES, AIR SPACE, 7/16°L4M) 7/16 "LAMP= 3/16A & 3/1608 (LASS W1THAN.090INTERLAYER- SOLUTIA OR DUPONTPVB • •88 • •• ••• • • • •• 13/16" • • LC GLASS ( 1B° BB,AR SPACE, 7/16°[ANII)746°1AMlm 3/1609 & 3/16133 LASS WT17H A3/.0901NTERLAYER- SOLMIA OR DUPONT PVB - •89 • • • 70719 67071 CASEMENT BACKING HATE (088 NOTE 4, SHEET 13) ITEM DWG* 20 21 22 23 24 25 26 31 33 40 41 43 44 45 46 50 51 52 33 54 55 69 71 12 Ibex/ Fr, Resdifir FA R1w04R FA ca. or FA 1 7002A 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 1159 7008 7003A 1135 7017 7009 7024 7014 1157 7013 7015 7028 7027 7030 7031 7032 7033 7022 7023 7042 1224 1634 7006 7040 1635 331 7011 7012 7019 7018 POT PA U'S LIST MAIN FRAME -HEAD. SILL & JAMBS 781PQA 68 X 1 QUAD PH SMS • 781PQA FRAME CORNE SEY 1/1°311291118' CLOSED-CELL FOAM TAPE SASH -TOP, BOTTOM & SIDE RAILS X 1 QUAD PH SM8 67017K ULB WEATHERSTRIP .187X.240 CCIRNERREY MAXIM MUM-POINT LOCK SUPPORT PLATE 10.21X.5621ZLPN. TYPE F TI-LOCK KEEPER (RE &LE) 78X78PPSMS 68 X .875 PH. PEL SMS 60976 67004 TM BAR GUIDE 13111341. ASSEMBLY MAXIM DYAD OPERATOR 1r RIME HBAVYDUTY) 710x12FP 1OX.500 PH. PEEL #8.32 X 375 FIL PN: TYPE B RACKET (LH, & R.H.) XS$" FLT. 2111. SMS PLATE 6'1 YINYL BULB WSW CL11ICK) ARAD0ND 6163K SE'TIDDGGOBTOCK SCREEN FRAME GASKET SCREEN CORNER KBY SCREEN CLOTH 61639X SCREEN SHIM - SERRATED SCREEN CLIP 78x12PSTW/B r . X.500 '.1. PN. TEK SMS 712JG3PI T 1231 "PB. PHIL TER, SUPPORTI'1ATE LOCK SPACER 711373 SNAP -ON T-HANDLE KNOB 7PLDBD FOLDING HANDLE • DESCRIPTION • • • DUAL. ARM OPERATOR OPERATOR TRACK & SLIDER (DUAL ARM) SNAP-ON AANIHB 6" LAMINATED (USA & 1/809 GLASS) 090IN'IER AYER•SOLUITAORDUPONTPVB 546" LAMINATED (NHS & USES LASS) A90 INTERLAYER =nu, OR DUPONT PVB 7/36 LAMINATED (3/16A &3116HSGLASS) .0901NIER AYER- SOLIflIAORDUPONTPNB 7/16° LAMINATE) (3/1603 & 3/I623 GLASS) . 090INTERLAYER- SOLUTIA OR DUPONT PVB GLAZING BEAD 0/161 GLAZING BEAD C7/16°) SILICONE -DOW CORNING 899,995OREQUIV. FRAME ASST. TUBE ,» Radom 30209 3 ACID 13'16'LG. GLASS 69401408E40 We — romarni: 7/10W C N0 CHANGE Tl144 SHEET — Maslow 628.5 0 ADO EOM rD//EM44, 5IUCONEANO ADD 110148 81 88AND88 X 7/02 etave44z as,w • 0 •• • • • • • • • • • 1 • • - .. • • •• 10707E.OGYDANE NGX0018. a 34275 PO. BOX 1628 1011OM19; /134274 • • • • • • • • • ••• •• • .708" .050" 40 5/16' GLAZING BEAD MAT'L 6083 46 DWG# 7036 0 7/17 GLAZING BEAD MAIL: 6083 -T6 DWG# 7042 .040" 1.000" .423" O CASEMENT SCREEN FRAME MAIL: 6063 -T6 DWG# 7008 1r &rte .125" PARTS UST & EXTRUSIONS .040"- - 1 .172" .870' L 050° .56.9° 0 13/16' GLAZING BEAD MAT'L: 6063 -T6 DWG# 7047 1.12441 -- ()CASEMENT FRAME ASSEMBLY TUBE MAT'L: 6063 46 DWG# 7004A ALUMINUM CASEMENT WINDOW, IMPACT 2.701' fewleolloOst c.A.740 I NTS 1 12 d 13 1 ° �° m 70454 FRQ>IDCY MN01P1w1Pe Laos A Toner. P.E. PE #81001 edee•tloel INSTALLATION HOLE COVER MAT'L: 6063 46 DWG# 7007 comes FX. 2x WOOD BUCK (SEE NOTE 3) 1/4' MAX. SHIM —1 I+- SEE NOT,: , f I F.K 112" MIN. OPERABLE UNIT FRAME TO WOOD BUCK 1 V2" OR MORE THICK • - al 1x WOOD SWIM, •: (SEE NOTE V • 1/4" MAX. SHIM-1 r A SEE NOTE 1 SEE NOTE 4 FA OW Rai* FK. rsos 6/21108 7/ 17/02 MIS B NO CHANCE406Er C NO CHANGE THIS SKEET D REVNWE A7B) REMOVE 3118'7RPCONS 8014 SCREWS cl tIIN. • • OPERABLE UNIT FRAME TO CONCRETE WI WOAD BUCK LESS THAN 1 1!? THICK 1010 TECHNOLOGY DANE M FL NCNO34278 P.O. BOX 1878 Ie0KO10S, R 31D4 • • • • • ••• • • • • Mt* Better • • ••• • • •••�ax WOOD BUCK • • • (SEE NOTE 3) • • ••• 1/4" MAX. SHIM —1 1 r _ • �� ! .. • • /SEE NONE 2 J • • • E v 4 • i PIN ....1.. • • • 1 iiI Il w1111111 • ••• •• • • • ••• •• e 11/2" M N. FIXED U FRAME TO WOOD BUCK 1 112° OR MORE THICK � NOTE4 SEE NOTE 1 £SEE NOTE 1 • : b ® I SEE NOTE 4 . c■ 1 1/4" ...•I 1 1/4" MW. MW. OPERABLE UNIT FRAME FIXED UNIT FRAME TO CONCRETE TO CONCRETE NOTES: A 1. FOR CONCRETE APPLICATIONS IN MIAMI -DADE COUNTY, USE ONLY MIAMI -DADE COUNTY APPROVED 1/4" ELCO TAPCONS OR 1/4" SS4 CRETE -FLEX CONCRETE ANCHORS. MINIMUM DISTANCE FROM ANCHOR TO CONCRETE EDGE IS 21/2". SEE SHEET 1 FOR SPACING. 2. FOR WOOD APPUCATIONS IN MIAMI -DADE COUNTY, USE #12 SCREWS, 1/4" ELCO TAPCONS OR 114" ELCO SS4 CRETE-FLEX. SEE SHEET 1 FOR SPACING. 3. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1x ARE BUCKS WHOSE TOTAL THICKNESS 1S LESS THAN 1 1/2". 1x WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOUD CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 1/2" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISD CTION. 4. ITEM 89, BACKING PLATE, NOT REQUIRED FOR INSTALLATIONS OUTSIDE OF MIAMI -DADE COUNTY. timidity timidity � 3/ Aix WOOD BUCK (SEE NOTE 3) 1/4" MAX. SHIM —1 NOTE: ALL DETAILS APPLY TO HEAD, SILL, AND JAMB. ANCHORAGE DETAILS ALUMINUM CASEMENT WINDOW, IMPACT solosome CA-740 I NTSr 13 • 13 I °"4°t 70458 11 r SEE NOTE 4 1 1/4" , MIN. FIXED UNIT FRAME TO CONCRETE W/ WOOD BUCK LESS THAN 1 1/2" THICK Lucas A. Turner. PE. PEV5B301 Mechanical EUELI NG CODE COMPLIANCE OFi'FCE s PRODUCT CONEROL D1VI1RON MIAMIDADE OOUN a a, M.WR DA FDADEFI.A3LERMELDING 140 WEST FLACLIR METE 1603 MIAMI, FLORIDA 33130 -1563 (305)375-2901 FAX (305)375 -2908 NOTICE OF ACCEPTANCE e1OA) PGT Lrdastrke 1070 Tedinology Drive Nokomis, FL 34275 SCOPE: This NOA is being issued under th c applicable riles and regulations governing the use of constitution materials. The demon submitted has been reviewed by h1 Dad County Product Control Division and accepted by the Board of Rules and A (BORA) to be used in Amami Dam Comity and other areas where allowed by the Authority Having Jurisdiction (AID). This NOA shall not he valid after the expiration date stated below. The Miami-Dade County Product Control Division (In Nand Dade County) and/or the AHJ (in areas ear than Miami Dade Comity) reserve the right to have this product or material tad for quality awes= purposes. If this product or mateiial fats to perform in the accepted manna, the manufacturer will incur the expo= of such testing and the AHJ may immediately revoke, modify, or suspend the use of sack product or l within their jmisdiction. BORA reserves the right to revoke this acme, if it is determined by Amami -Dade County Product Cannel Division that this product oral fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Banding Code, inchudingthe IIlgb Velocity Hunicane Zone. DESCRIPTION: Series PW 701 Ahmdnum lraed Window — L.M.I. APPROVAL DOCUMENT: Drawing No 4259 -4, titled "Aluminum Picture Window, I npacr, sheets 1 through 12 of 12, prepared by manufactunw, dated 7/14103, with revision "B", dated 414107, signed and sealed by Robert L. Clark, P.P., bearing the Amami Dade County Product Cool Revision stamp with the Notice of Acceptance number and expiration date by the Miami-Dade County Product Control Drvisioq.... MISSILE IMPACT RATING: Large and Small MissOe Impact Resistant • * • • • •' LABELING: Earth nit shall bear a permanent label with the s name or ' �; 4 �, s and . following statement: "Miami-Dade County Product Control Awed; '. �' lea.' • • • RENEWAL ofthis NOA shall be considered after a renewal application has been filed andth ere has bee ;e. change in the applicable building code negatively affecting the performance ofthis predaet • TERMINATION oft is NOA will occur aferRre expiation date or Mere has been & • i on or ante: : in the materials, use, and/or manufacture of the product or process. ! of this NOA 4s s3f any p for sales, advertising Or any pwp� ■"� j ri g ': itt comply with any section ofthis NOA shall be cause for lion and r l ofNQA. • • ADVERTISEMENT: The NOA number pby the nerds d . • F>b ll, acedfe 2wpd by the expiration date may be eyed in liter. If any portion *Me NOA is displayed, then it shall be chase in its entry. INSPECTION: A copy afiis untke NOA shall be provided to the user by the matwfacturer or its disstabutas and shall be available for ingiection al the job site at the request ofthe Building Official. This NOA revises NOA 003- 1105.01 and consiSts aft page 1 and evidence paws B-1 are! E -2, as wdl as approval document mentioned above. The submitted documentation w s reviewed by Manuel Perez, P.E. A. DRAWINGS 1. Manufacturefs die drawings and sections. 2. Drawing No. 4259 4 tided "Aluminum Picture Window, Impact", sheets 1 through 12 of 12, prepared by manufacturer, dated 7/14103, with revision "B", dated 4 /4/07, signed and sealed by Robert L. Clark, P.E. B. TESTS 1. Test repots on 1) Uniform Static Air Pressure Tat, Loading per FBC, TAS 202-94 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked-up drawings and installation diagram of alum. fixed windows of differ shapes, prepared by Fenestration Testing Laboratory, Inc., Test Report No. PTI, -3835, dated 07/18/03, signed and sealed by Joseph Chan, PE. (Submitted auk previous NOA #131105.01) 2. Test reports on 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Press<ue Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked-uP drawings and installation diagram of an aluminum picture window, prepared by Fenestration Testing Ley, Inc., Tett Report No. FI'L- 3850, dated 07/31/03, signed and sealed by Joseph Chan, P.E. (Submitted utaderprevious NOA #03-1105.01) • •••• • •••• • .• • • .. C. CALCULATIONS D. E. 1. Anchor verification calculations and analysis, comply' FBC -20Q4, prepared by manufacturer, dated 4/13/07, signed and sealed by Rpbert4. Clark, P•E+ Complies with ASTM E1300-02 QUALITY ASSURANCE 1. Ifteani Dade Building Code Compliance Office (BCCO). $ -1 • .. •. • • • • • • • • • • • .• . • • • .. MATERIAL CERTIFICATIONS • • • •••••• 1. Notice of No. 02-0 828.15 issued to RI. DuPont DeNemours for "bbb tt Butacite PVB Material" dated 11/21/02, expiring on 12/11/05. 2. Notice ofd No. 01- 0205.02issued to Saluda, Inc. for "Salim / Keeps& Maximum" coed 5 /17/01, expiring on 5/21/06. Maw Product Control NOA Na 074418.06 Eqdratkm Data February 1.4 Approval Data June 21,2007 F. STATEMENTS 1. Statement letter of conformance, dated Apn713, 2007, signed and soled by Robert L. Cork, P.E. 2. Statement letter of no financial ink dated April 13, 2007, signed and sealed by Robert L. Clark, P.E. G. OTHER 1. Notice of Acceptance No. 03. 1105.01, issued to POT Industries for their Series `PW 701" Aluminum Picture a Window -L II, approved on 02/19/04 and expiring on 02119/09. a -2 . • • • • ••.. • • • .• • • •• • • • .• .• • • .••. • ••• • • • • •. •. • .. • • • • • • • • •• • • ••• • • • • • .• . • . . • .. • • . Magid Pry Control wow NOA No. wri 06 Expiration Duet Febtiary 1'AZ609 Approvid Date Mae 21, 2007 NOTES: LARGE MISSILE WINDOWS 1. GLAZING OPTIONS: 7H8' LAMINATED GLASS COMPRISED OF (1) UTE OF 3/18° ANNEALED GLASS AND (1) LITE OF 3118• HEAT STRENGTHENED GLASS WITH AN .090 INTERLAYER OF DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB. B. 7116" LAMINATED GLASS COMPRISED OF (2) UTES OF 3/16' HEAT STRENGTHENED GLASS GLASS WITH AN .090 INTERLAYER OF DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB. C. 1 1/18' LAMI LG. GLASS COMPRISED OF (1) UTE OF 3/16" HEAT STRENGTHENED GLASS, A 7116° AIRSPACE AND 7/16° LAMINATED GLASS WHICH 18 COMPRISED OF (1) UTE OF 3116" ANNEALED GLASS AND (1) LITE OF 3/18' HEAT STRENGTHENED GLASS WITH AN .090 INTERLAYER OF DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB. D. 11/18° LAMI LG. GLASS COMPRISED OF (1) UTE OF 3116' HEAT STRENGTHENED GLASS, A 7/16"" AIRSPACE AND 7/18' LAMINATED GLASS WHICH I8 COMPRISED OF (2) UTES OF 3/16' HEAT STRENGTHENED GLASS WITH AN .090 INTERLAYER OF DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB. 2 DESIGN PRESSURE RATINGS: (FLANGED - SEE SHEET 6, TABLE 1 AND INTEGRAL FIN - SEE SHEET 8. TABLE 2) ,® A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300-02. B. POSITNE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300-02. 3. ANCHORAGE: THE 33113% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. MATERIALS, ® INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, CURRENT EDITION. FOR ANCHORAGE INFORMATION SEE SHEETS 10 THROUGH 12. 4. SHUTTER REQUIREMENT: NONE REQUIRED 5. NARROW JOINT SEALANT 1S USED ON AU. FOUR CORNERS OF THE FRAME. 6. REFERENCES: TEST REPORTS, FTL-3835 & FTL -3880 ® ELCO TEXTRON NOA: 04-0721.01, 03- 0228.08 ANSt/AF&PA NDS -2001 FOR WOOD CONSTRUCTION ADM-2000 ALUMINUM DESIGN MANUAL 7. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, CURRENT ® EDITION INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). F.N X FIG ri rims • ••• • r - >•:, gpkomwtASmra • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • • p l/ r F11W 4 •• • • • • •• • • • • • • • • NO dE TABLE OF CONTENTS ALUMINUM PICTURE WINDOW IMPACT PY + 1N 7sI ° 1 d 12 lows NOA DRAWING TABLE OF CONTENTS SHEET GENERAL NOTES.... 1 GLAZING DETAILS ..... ..... 2 ELEVATIONS, FLANGED 3 ELEVATIONS, INTEGRAL FIN 4 DESIGN PRESSURES FLANGED 5 DESIGN PRESSURES FINNED 6 SECTIONS. FLANGED....... 7 CORNER ASS'Y, FLANGED 7 SECTIONS, INTEGRAL FIN.... 8 CORNER ASSY, INTEGRAL FIN 8 EXTRUSION PROFILES ......... 9 PARTS UST............ 9 ANCHORAGE. 10-12 PRODUCT PINNED s doThl Lmmr. P.B. Pd•8B1t2 Struatowl 3/18' ANNEALED OR HEAT STRENGTHENED GLASS OUTSIDE • • • • • • • • • • • • • • • • • 7/18" LAMI GLASS NOMINAL. .090 DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB INTERLAYER 3/18• HEAT STRENGTHENED GLASS 7/16" LAMI GLAZING DETAIL FLANGED OR INTEGRAL FIN FRAME (FLANGE FRAME SHOWN) • • • • • • • • • • • • • ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • R 21 11/18" NOM GLASS BITE • •• • • • • •• • • • • • • • • 3118° ANNEALED OR HEAT STRENGTHENED GLASS 7/18° AIR SPACE 3/18" HEAT STRENGTHENED GLASS OUTSIDE 1 1/18' LAMI GLASS NOMINAL 7/16 LAMI GLASS NOMINAL .090 DUPONT BUTACJTE OR -•- SAFLEX KEEPSAFE MAXIMUM PVB INTERLAYER 3/18" HEAT STRENGTHENED GLAD 1 1/16" LAMI I.G. GLAZING DETAIL FLANGED OR INTEGRAL FIN FRAME (INTEGRAL FIN FRAME SHOWN) mower REVI ED e cemt with deeM aids HEXAGON FULL CIRCLE MAX. SIZE = 60" BETWEEN FLATS MAX SLZE = 80' DIA. OR MAX AREA = 21.65 SQ. FT. OR MAX. AREA =19.6330. FT. FAN MAX SIZE = 98" X 47' OR MAX. AREA = 24.47 SQ. FT. HALF CIRCLE MAX. SIZE = 98" X 48' OR MAX AREA = 25.13 SQ. FT. NOTE: FOR ANCHORAGE INFORMATKIN,SMIRF 10 12. • • • • • • • • • • • • • • • • • • • • • • • • • EYEBROW MAX. SIZE = 96" X 48' OR MAX AREA = 31.99 SQ FT. 48° MAX •• • • • • •• • • • • • • • • • • ••• • • • •• • • • • • •• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• • • • • • •• •• ••• • • • • •• • • OCTAGON QUARTER CIRCLE MAX SIZE = 96° BETWEEN FLATS MAX SIZE = 68" X 68' OR MAX. AREA = 20.71 SQ. FT. OR MAX. AREA = 96.22 SO. FT. 98' MAX. RECTANGLE MAX. SIZE = 48° X 98" OR MAX AREA = 32.00 SQ. FT. ELLIPTICAL MAX. SIZE 96' X 47" OR MAX. AREA = 31.99 8Q. FT. 44114° MAX. 01.0 TRAPEZOID MAX SIZE =48'X96' OR MAX AREA = 31.99 SQ. FT. ARCH. MAX. BE = 49° X 96" OR MAX AREA = 3028 SQ FT. eiib 0• Rails Foolsertl Oak. P.B. PE 12 SimOsral HEXAGON FULL CIRCLE MAX. SIZE = 60' BETWEEN FIATS MAX. SIZE = 80° DIA. OR MAX. AREA = 21.85 SQ. FT. OR MAX. AREA =19.63 8Q. FT. FAN MAX. SIZE _ 98" X 47° OR MAX. AREA = 24.47 SC. FT. NOTE: A FOR ANCHORAGE INFORMA11O0I SEEStiiEgT 10 IH f.K MIN HALF CIRCLE MAX 812E = 98°X48° OR MAX AREA = 25.13 80. FT. • • • • • • • • • • • • • • • • EYEBROW MAX SIZE = 98" X 48° OR MAX. AREA = 31.99 SQ. FT. A 981/4° FRAME O.D. 98' MAX ® } 501/4° FRAME O.D. • • • • • • • • • • • • • ••• • ••• '• • • • ••• • • • d • • • • • ••• • • • • • • • • • •• •• • • • ••• • • • ••• 12. / FIN ELEVATIONS oasemn.sans ALUMINUM PICTURE WINDOW IMPACT M visab sager wwos NVTS 4 + 12 I 4259 4 •• • • • • •• • • • • • • • • • • • • • • • • • •• •• OCTAGON QUARTER CIRCLE MAX. 512E = 80" BETWEEN FLATS MAX. SIZE = 88" X 88' OR MAX AREA = 20.7190. FT. OR MAX AREA = 25.22 SQ. FT. 93 1/4' MAX. DLO RECTANGLE MAX. SIZE = 48' X96" OR MAX AREA 32.00 SA. FT. ELLIPTICAL MAX. SIZE = 96° X 47" OR MAX. AREA = 31.99 8Q. FT. 451/4" MAX DLO TRAPEZOID MAX. SIZE =48"X98" OR MAX. AREA = 31.99 SQ. FT. MAX SIZE = 48" X 98° OR MAX. AREA = 30.28 SO. FT. PRODUCT Kimmel) .in wAds 64.600 A,B,C,D 80.000 A,B,C,D 78.600 9.70 SQ. +80.0 -80.0 10.79 SaFT: +80.0 -80.0 +80.0 -80.0 12.98 SQ.FT. +80.0 -5.0 14. SQ.FT. +80.0 -8.0 +80.0 -80.0 16.14 SQ.FT. +80.0 -80.0 12.87 SQ.FT. +80.0 .80.0 +80.0 -80.0 16.47 ►FT. +80.0 40.0 +80.0 40.0 +50.0 40.0 18.08 SCUT. +80.0 -80.0 14.95 "FT. +80.0 40.0 +80.0 -80.0 17.97 Ft +80.0 -80.0 19.48 SQ. . +80.0 -80.0 +80.0 -80.0 20.98 SQ.FT. +80.0 -80.0 17.03 SQ.FT. +80.0 -80.0 +50.0 -80.0 20.47 SQ.FT +80.0 -80.0 +79.3 +80.0 23.91 -79.3 -80.0 FT. • 5.:.' SQ.FT. +89.0 -80.0 17.80 'Q.FT: +80.0 -80.0 +80.0 410 21.15 Fr +80.0 -80.0 +78.0 -78.0 +80.0 -80.0 24.70 CL FT. +80.0 -80.0 18.17 • Ft +80.0 -80.0 +80.0 -80.0 21.83 "'FT. +80.0 -80.0 +78.8 78.8 +60.0 480.0 26.80;• FT. 86.600 A,B,C,D AREA 71.000 A,B,C,D I - A B,C,0 82.000 A B,C,D +80.0 +80.0 -80.0 40.0 +80.0 +80.0 -80.0 -80.0 +80.0 +80.0 480.0 480.0 ^ LIAMi0E •157i rer45 T IiAll +74.6 +80.0 74.8 -80.0 .WaFfillra 4 +73.1 +80.0 -73.1 -80.0 +71.8 +80.0 :K .. 71.8 40.0 18. A +80.0 -80.0 87.600 C +80.0 40.0 B,D +80.0 -80.0 17.32 .FT: A +80,0 481.0 93.000 C +80.0 -80.0 13,0 +80.0 -80.0 9.T SQ. � +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 20.88 SQ.FT. 24.00 8Q.FT. +80.0 -80.0 +74.0 -74.0 +80.0 -80.0 +80.0 480.0 +80.0 -80.0 +80.0 40.0 49 SQ.FT. +78.0 I 78.0 +80.0 j 43.0 26. +70.0 +79.1 +80.0 27.34 +86.6 +74.0 +IW.0 •70.0 79.1 480.0 aFr 436.8 -74.0 -80.0 28.48 SQ. . +68.4 +77,3 +80.0 26.26 +83.9 +72.2 +80.0 438.4 -77.3 .80.0 Fr -63.9 72.2 -80.0 . K a +87.0 437.0 +75.8 -76.8 +80.0 -80.0 29.17 Fr +82.4 -82.4 +70.6 70.6 +80.0 430.0 TABLE 1. DESIGN PRESSURES. FLANGED WINDOWS (DIMENSIONS ARE TIP-TO-TIP) GLASS TYPES: A 7/18` LAMINATED GLASS (3/16"A, .090, 3/18HS) B. 7/ir LAMINATED GLASS (3118"HS, .090, 3/16HS) C. 1 1/18" LAMI LG., 3/18HS, 7/18" SPACE, 7/18" LAMI (3/18A, .090, 3118" HS) 0. 1 1/18" LAMI LG., 3/16HS, 7/i8" SPACE, 7/18" LAMI (3/11013, .090, 3/18 HS) WINDOW "Y" DIMENSION WINDOW "X' D041 49.000 A,B,C,D +80.0 -80.0 +80.0 -80.0 +80.0 -80 0 +80.0 -80.0 98.000 C FJ Rm .+. 7l14 GLASS TYPE 8,0 AREA1 19.00 28.600 34.000 +80.0 -80.0 +80.0 -80.0 +71.9 -71.9 +80.0 -80.0 +80.0 480.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 Ft 22.87 • Fr 28.33 SQ. Akaiciamaaa • 1 • 1 • • • • •• • • • • • • • • • • • • •• • • • • •• • • • •• • • • • • • • • • • • • • • • • • ••• • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 000 • • • ••• • • *600 46.000 48.800 48.000 +834 433.0 +71.2 -71.2 +80.0 30.00 - 0J t • mosso& sows • P.Q.B�(!III NQIOA7 B MO &r +80.0 400.0 +80.0 -80.0 +81.6 41.6 +8 .0 40.0 +69.6 69.6 +87.8 437.8 430.0 +89.0 -80.0 +80.0 40.0 MAXI Ft 32.00 FTL: FTL- .FT: SIZES SHOWN ON SHEET 3 ARE QUALIFIED TO THE PRESSURE OF 32 SQ. FT. UNIT IN TABLE 1. 2 ALL SHAPES LESS THAN THE MAXIMUM SIZE, QUALIFY TO PRESSURE FOR THE MAXIMUM SIZE LISTED IN TABLE 1, OR TO THE PRESSURE FOR THE SMALLEST RECTANGULAR ME IN TABLE 1, WHICH THMROVERALL. WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN. 3. SEE SHEET 10 THROUGH 12 FOR ANCHORAGE INFORMATION. RANGED UNIT DESIGN PRESSURES ALUMINUM PICTURE WINDOW IMPACT man PTO 6 d 12 , •."�. .I MODUCTIIIVEZD lithe* Melia r �� RobmiL Oak P.@. pis saran TABLE 2. DESIGN PRESSURES, INTEGRAL FIN WINDOWS (812£8 ARE BUG( DIMENSIONS) GLASS TYPES: A. 7118° LAMINATED GLASS (3116"A, .090, 3116118) B. 7/16° LAMINATED GLASS (3/16"H8, .090, 3116118) C. 1 1116" L),AYI 1.0., 3/16118, 7118° SPACE, 7116" LANA (3118A, .090. 3116° 118) D. 1 1118" LAM) LO., 3/18148, 7/117 SPACE, 7/16" L.AMI (3116H8, .090, 3/117' HS) WINDOW GLASS °X' OWN. TYPE 49.000 A,B,C,D AREA 54.600 ( A,B AREA 60.000 1 A,B,C,D AREA 65.500 1 A,B,C,D AREA 71.000 1 A,B,C,D AREA 78.500 87.500 93.000 98.000 A B.C,D AREA. A 82.0M) • 8,C,0 AREA A c 13.0 AREA A C 8,0 AREA A C B,D AREA WIDOW °W DIMENSION 28.500 34.000 39.600 +80.0 -80.0 +80.0 +80.0 .0 +80.0 ( -60.0 +80.0 ( -80.0 8.70 +80.0 1 40.0 +80.0 I . -80.0 +800 1 -9ao 10.79 SO.Ft 12.87 SQ.FT. 14.93 SQ.FT. +80.0 ( -80.0 +80.0 ( -80.0 +80.0 ( -80.0 11.88 SQ.Ft 14.17 SQ.F1. 16.46 SQ.FT. +80.0 L-80.0 +80.0 I - 80.0 +80.0 -80.0 1208 Ft 15.47 .FT. 17.97 Q. FT. +80.0 ( 40.0 +80.o 1 40.0 +80.0 I -80.0 14.05 SQ.FT. 16.78 SQ.FT. 19.48 SQ.FT. +80.0 40.0 +80.0 16.14 +80.0 +80.0 Q.FT. QFT. 40.0 -80.0 18.23 SQ.Ft +80.0 -19).0 +80.0 -80.0 +80.0 -80.0 17.32 BQFt +80.0 -80 +80.0 40.0 +80.0 80.0 +80.0 -80.0 +80.0 18.41 Ft 18.08 SQ.FT. +80.0 -80.0 +80.0 -80.0 19. 8Q.FT +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 20.68 QFT. +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 1 -80.0 +80.0 19.00 SQ.FL: +80.0 1 -80.0 +80.0 11.57 SQ.FT. 21.91 BQ .FT. NOTE fAbp MNORMale 13.44 SQ.FT. -80.0 +80.0 I -80.0 -80.0 +60.0 -80.0 20.98 SQ.FT. +80.0 40.0 +80.0 40.0 22.49 Q.FT. +78.0 -78.0 +80.0 -80.0 +80.0 -80.0 24.00 SQ.FT. +74.0 -74.0 +80.0 -80.0 +0.0 -80.0 25.51 SQ.FT. 40.0 +71.9 -80.0 +80.0 .80.0 +80.0 2267 SQ.FT. SEE ANCHORAGE DETNIS ON T8'18N 11 • • : . • • -71.9 -80.0 .80. 0 28.33 SQ.FT. • WON • P� n.Sai4 46.000 +810 1 -80.0 16.31 SQ.Ft +80.0 ( -80.0 17.03 SQ.FT. +80.0 1 -80.0 18. S Q. FT. +80.0 1 40.0 20.47 Q.Ft +80.0 1 -80.0 22.19 QFT. +79.3 79.3 +80.0 1 -80.0 23.918Q. FT. +74.5 -74.5 +80.0 40.0 25.83 SQ.FT. +70.0 -70.0 +78.1 79.1 +90.0 -80.0 27.34 SQ.FT. +65.5 -85.6 +74.0 1 -74.0 +60.0 -80.0 29.08 Q.Ft +93.0 +71.2 +80.0 -83.0 -71.2 -80.0 30.0013 .Ft 46.800 +80.0 I 4ao 15.82 SQFT. +80.0 1 -0.0 17.80 .FT. +80.0 1 -80.0 19.38 SQ.FT. +80.0 1 -80.0 21,15 SQ.Ft +00.0 1 -80.0 2293 SQP `. +78.0 1 -78.0 +80.0 1 -80.0 24.70 SQ.FT. +73.1 l 73.1 +80.0 -80.0 28.48 .FT. +88.4 48.4 +77.3 -77.3 +80.0 -80.0 28.28 80.Fr. +83.9 43.9 +722 -72.2 +80.0 40.0 30.03 SQ.FT. +81.5 +89.5 +80.0 41.6 49.5 40.0 31.00 SQ.FT. 48.000 +80.0 1 -80.0 18.33 SQ.FT. +80.0 ( -680 18.17 $0.FT. +80.0 ( -80.0 20.00 SQ.FT. +80.0 1 -80.0 1.93 ita FT. +so.0 ( -8.0 23.67 SQ.FT. +718 { 78.8 +80.0 I -80.0 25.80 SQ.FT. +71.8 I -71,8 +80.0 ` -80.0 27.33 }QFT. +87.0 47.0 +76.8 I -75.8 +80.0 J -80.0 2917 F7'. +82.4 424 +70.5 -70.5 +80.0 -80.0 31.00 FT: +80.0 +87.8 +60.0 -60.0 -87.8 -80.0 32.0080.57. ()MU N SIZES SHAWN ON SHEET4 ARE QUAUFI D TO TTtE PRESSURE OF A 32 SQ. FT. UNIT IN TABLE 2. SHAPES LESS THAN THE MAXIMUM 828 QUALIFY TO PRESSURE FOR THE MAXIMUM SIZE LISTED IN TABLE 2, OR TO THE PRESSURE FOR THE SMALLEST OR RECTANGULAR SIZE IN TABLE 2, WHICH THEIR OVERALL WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN. 1)10N WITH NAILS IS THROMBI THE INTEGRAL F84 AS SHOWN ON SHEET 10. INSTALLATION WITH OTHER FASTENER TYPES ARE THROUGH THE I NTEGRAL FIN UNIT DESIGN PRESSURES ALUMINUM PICTURE WINDOW, IMPACT leMititrit I N TS1 a ft X12 I 42511.4 les ‚7 PE fl2 Rebell. OM Re alsumai .1T 2. ALL SQL 3. INBT FRAME • • •• • • • • ••• • • • • • • • • • . • • • • • ••• • . . • • • • • • •• • • • • •.• • • • • • • • • • • • • • •.• • • • • • • • • • • • • • • • •. .. • • • • .. 000 • • • •.• • • • • • • • F1L3835 FTL3835 FIL-3850 FTL3850 SCREWED C RNER ASS'Y (FLANGE FRAME) imadtp Oft NOCHANGE THISIONET • • NO CHARM 7709 WEST OUTSIDE MAX. DAYLIGHT OPENNG MAX. WINDOW WIDTH HORIZONTAL SECTION (FLANGE FRAME) ALONG ENTIRE JOINT • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • •• • •• • • • Ditat ROPSOlk e Sontalasit A CbSdatitr raw ••• •• • WELDED •• CORNER A S• 'Y • (FLANGE FRAME) • •• • • s u • • .. • • • in*V 13C VW* liketer • • • • • • • • • • • • • • KEYED CORNER ASS'Y (FLANGE FRAME) • • ALONG ENTIRE JOINT • • • • • • .. • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • ... • • MAX. WINDOW HEIGHT ALONG ENTIRE JOINT MAX. DAYLIGHT OPENING VERTICAL SECTION (FLANGE FRAME) SECTIONS & CORNER ASSY, FLANGED ALUMINUM PICTURE WINDOW, IMPACT litelseltaW 1'kl • 12 � m.,." *NWT INVISES as e Acaptaaso PHi PF Madura 2 ALONG ENTIRE JOINT SCREWED CORNER ASS'Y (INTEGRAL FIN FRAME) 7/1403 MAX. DAYLIGHT OPENING MAX. WINDOW WIDTH HORIZONTAL SECTION (INTEGRAL FIN FRAME) WELDED CORNER ASt' j (INTEGRAL FIN FRAME) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • KEYED CORNER ASS'Y WELD (INTEGRAL FIN FRAME) ALONG ENTIRE JOINT • sEC INTEGRAL FAN • a ALUMINUM PICTURE WINDOW IMPACT p " aep " gsive Vbi&fr Dater — 114 1 e or 12 I 412594 •• • • • • • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ALONG ENTIRE JOINT MAX. WINDOW HEIGHT MAX. DAYLIGHT OPENING - 2.784 VERTICAL SECTION (INTEGRAL FIN FRAME IFRODUCTIVIVISID r 1i f 4. LGek, PE Eittnetual ITEM 10, 7/16 LAMI GLASS BEAD MATS.: 600345 DWG NO. 4255 /•s"rBp Mtl A"Wm • creo ammo FJL 447 8 NOCHAN08781868EET • lawsu A"•Yo A ••ardor • • • AWl9e ••c FJL 1218689 F X NOOQAA6811686f1E! • • ,re • ••• •• • • MAT'L: 6003-T5 DWG NO. 4284 ••P • • • • • 1880118881.3878 asm�1 11888 EWA,. ITEM 11 1 1/16 LAMI I.G. GLASS BEAD ITEM 2, FLANGED FRAME MAIL: 806348 DWG NO. 4253 EXTRUSION PROFILES & PARTS LIST ALUMINUM PICTURE WINDOW. IMPACT PYYgG8 I � FW.F1 8 • 12 r•.ww 42594 re i CM - Lavvis PRJ. MK V ut61. "K11' I IUN 1 2 8 10 11 12 13 14 15 17 18 20 21 22 4268A 4253 1155 4255 4264 1224 4224 4262 64258 64253 781PQX 64265 64254 6TP247 64262 INTEGRAL FIN FRAME HEAD, SILT. & JAMS FLANGED FRAME HEAD, SILL & JAMB 88 X 1 QUAD PN SMS STAINLESS STEEL SCHNEE-MOREHEAD 805504 ACRYL -R NARROW JOINT SEALANT OR EQUAL 7/16 LAMI GLASS BEAD 1 1/16 LAMI I.G. GLASS BEAD VINYL BULB WEATHERSTRIP (THICK) INSTALLATION FASTENER COVER DOW CORNING 898 GLAZING SEALANT OR EQUIVALENT DOW COMING 995 SILICONE STRUCTURAL SEALANT, BLACK 7N8" LAMA GLASS: 3/18" ANNEALED - .090 DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB INTERLAYER - any HEAT STRENGTHENED 1 1118" LAMA I.G. GLASS: 3118" HEAT STRENGTHENED OUTBOARD - 7/16" AIRSPACE - 3/16" ANNEALED -.090 DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB INTERLAYER - 3/18" HEAT STRENGTHENED ARCHITECTURAL CORNER KEY 7/18" LAW GLASS; 3/16" HEAT STRENGTHENED - .090 DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB INTERLAYER - 3/16" HEAT STRENGTHENED 1 1/16" LAMA I. G. GLASS; 3/18" HEAT STRENGTHENED OUTBOARD - 7/16" AIRSPACE - 3116" HEAT STRENGTHENED - .090 DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PV8 INTERLAYER - 3/16" HEAT STRENGTHENED • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • ••• • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • •• • • • •• • • 2.784" ITEM 1, INTEGRAL FIN FRAME MAIL: 6003-T5 DWG NO 42504 2.500" .131" DIA. M N. x2 1/2' NAIL, AT CORNERS AND 5' O.C. WOOD BUCK OR FRAMING — INTEGRAL FIN DETAIL A ®1 3.8 KS1 MIN. CONCRETE FLANGED DETAIL D (SILL ONLY) NOTES: A 1. FOR CONCRETE APPLICATIONS IN MIAMI -DADE COUNTY, USE ONLY MIAMI -DADE COUNTY APPROVED 114° ELCO TAPCONS, WEEDED 1 3/8' MIN., 5/18' ELCO TAPCONS EMBEDDED 13/4" MIN. OR 114• SS4 CRETE -FLEX EMBEDDED 1 3/4' MIN. DISTANCE FROM ANCHOR TO CONCRETE EDGE IS 13/4' MIN. 2, FOR WOOD APPLICATIONS IN MIAMI •DADS COUNTY, USE 012 OR 814 STEEL SCREWS (GS) OR 114' SS4 CRETE -FLEX. 3. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1x ARE BUCKS WHOSE TOTAL THICKNESS 18 LESS THAN 1 UP. Ix WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 1/2' THICK OR GREATER. INSTAI.LATION TO THE SUBSTRATE OF WOOD BUCKS TO SE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 4. FOR ATTACHMENT TO ALUMINUM: THE MATERIAL SHALL BE A MINIMUM STRENGTH OF 8083 -T5 AND A MINIMUM OF 1/8' T HJCK. THE ALUMINUM STRUCTURAL MEMBER SHALL 88 OF A SEE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME SBAILAR TO THAT SHOWN IN THESE DETAILS FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A 012 SHEET METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE MET, THE RIPECT:VE DESIGN PRESSURES AND ANCHORAGE SPACING FOR TAPCONS MAY SE USED. ROM* m° • •• • • � • i • • _ • •• • • •, latibnOt Raab* • False Am DRIVE FA =sea A PPM NOM MAO FA$T VER tl A • moons 1W j a32r4 • • • • • • • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • • r 114' MAX. 1 SHIM T • • • • • • • • • • • • 1 3/8' MIN. ,EMBEDMENT •• • • • • • • • • • • • • • • • • • • • ••• • • • • • • • ••• • • • • • • • • • • • • • • • • • • • WOOD ANCHOR (SEE NOTE 2) 1/4" MAX SHIM 13/8° MIN. A EMBEDMENT 2x WOOD SUCK 2x WOOD INTEGRAL FIN DETAIN.. B EE NOTE 3) FLANGED DETAIL. C � NOTE 8) CONCRETE ANCHOR (SEE NOTE 1) A 114" MAX. I am T • SEE NOTE 1 FOR ; • . "` •� � ' 1x WOOD BUCK EMBEDMENT:' « ' (SEE NOTE 9) • a .. • • 3.5 KSI MIN. CONCRETE FLANGED DETAIL. E OR 1.5 KSI MIN. CMU ANCHORAGE - HEAD, SILL AND JAMBS ALUMINUM PICTURE VW,IMPACT P WPOf 1NNT81 10 • 12 r 42594 WOOD ANCHOR (SEE NOTE 2) L T 1/4" MAX SHIM DIM riTcg, F WINDOW 'V" DIMENSION 0• 460 48.0' <. 1. 2. 4. f. 2. 4. Y XY XY XY XY XY 96.0 1e>Eat1 1 [ 1 Ie/E at. 1 r 04 1 819 Z1 Z4ZLI 1 918 21 1 v4 8I 1819111 pat at. 1 [V 21 1 6t 819 Et 11 [ 11 1 [94 Z1 1 . 111LILI 9a4£ 8 819 2/ 911E 8 [ 914 81 181921 [ a J 1 84211 9921 14 , 184211 919 2t Z/1 11 819 za 211 14 1 as 6/ 94 211 1 al 1 1es at. 1 1 at 1 1 94211 I at 1 54.6 1e1s01] 1 1 es at 1 r 011 19/9 all 121 I es it] 1 wt. 9 1e4901 I o61 9i11 0a at 818 06 14 1 11 1 1 es oa 9/901 811E 8 819 01 914 8 191461 1eso11 r 61 1 1 8,9 04 1 819 06 14 , 1 es 011 819 01 Zit 14 roe of Z/1 1t 1 an 61 1 es at] V 184 I z4 1 10/9 011 1 at 1 o.0 L 6 1 1 [711 1 zi 1 [ 01 :I Iasat1 V [41491 1 2 co 1 21 1 El. 11. Z1 11 1 11 1 I at 1 Z1 91/9 8 21 911E 6 Ietsel 191981 I 16 1 1 Z1 1 910 11 1 els 21 Z4 11 819 8 Z4 11 1 711 411 18/9 V 1 at 1 1 at 1 19/99 21 9$.6 448 01. 1241 1 v4 011 L 06 1 [4190< 211 26 [94 01. I v4 it I vie oil [v4 O4 06 11 619 01 14 1 n 1 I44 x8148, 19119191 I It 1 I 4441 14 1 91919 1 Vie 01 Zit at, 44 03. Z4 14 124 �619t v 1 we at v 1v4Ot v 11.0 Fast 111 I vi. 11 knit 111 1 011 1asat1 191191 111 I x/491 [91191 111 Inlet 1.11 ( 91191 14 14 last 11 11 1 L 1 19 /t e 1 914114 014 911 8 964E 8 181461 181181 I tt 1 191191 461 8/1 6 11 1 81161 914111 24 1 0/1 24 11 124 111 Isut91 V 191/Et 161 V 1 011 1 V ►8.6 c.c. Iweoil [W 149 of 1at1 Iweat1 1 zit zt1 I v401I 1 4491 Iwe061 en 1weatl WC 01 11 VS 01 11 1 tt 1 I vs s 1 44 01 861E 6 49 01 9148, lm e1 1 411 8 1 [ /1 1 [vsat1 m8 11 Ime1 419 01 24 14 411 6 211. 11 1211111 r� 1 t6 1 1m011 V Imel 21 12.0' 1914111 'anti 1914411] 1 01 1 19141 11 1211211 [91416 11 1 18/4111 1 9141 111 9141111 11 9141111 11 1 i1 1 1 O1 1 9141 11 914 8 { 01 9 3488 1 914 6 1 1 1 8 1 it 1 194111 111 01 14 1 v4 9 1 814141 Z4 11 4/9 8 Zit 14 1 all 41 1 1 L 21 1 49141 111 1 21 I I v4 91 ZL 117.5` Fes at 1 a Ies zt 1 01 1es61 24 z< 1 949 ZL 1 191921 19141 9 /1 919 at 11 911910t 11 I L1 1 1914181 819 Zt 914 81491 01 834E_8_ 1 914 61 1911191 1 u 1 19141 011 0111 6 11 191/18 914£101 Zit 11, 91116 Z4 14 1 Z4 11 1 19111 21. 1 I9is1 o11 I at 1 19141 1 ZI I ca 0.C. I es 3.1" I Z4 1 l LIJ [ 0 I es 11 21 21 [es it] [Ant. 9] r efs 11 co 1eset1 819 11 13 918 11 11 co 111 _21.1., 814 8 84 01 9419 6 1911£ 6 1 co E:147 1e1S it. 1 8 1. __ 19491 919 11 2/1 11 6 Z4 11 IZ4 it. 1 1 81181 1 at 1 IenotI V.1 1 2t 1 KO' [ 21 1 Land 1 et 1 1 at 1 1 21 711_ Z1 I z1_i 11/19` 1 21 1 w 1 an 01 1 21 '4 211 0/ 11 L_ IL 1961 Z< 914 8 01 I 1E 8_ 9119 61 196,1 91 1_ 11 knot( F ELL' tt (8141 24. Z4 11 8111 9 2/1 11 1 6/1141 (81/181 V 12401 I 21 1 1 91/1 91 t1 'AMA J. AN OVA( unma:N I EN INNEMMUN BY ANcNUR TYPE NOTE CNEMISEMSLEOMMANAMBEEEMASIERMS. MAX ON-CENTER (O.C.) 7C AND M DIMENSICX1 FROM TABLE 3 (MIN. 21/8" O.C. CONCRETE SUBSTRATE) MAX. 0 Ur FROM CORNERS 2. OR yi... FIND THE SMALLEST WINDOW SIZE IN TABLE 3 WHICH THE OVERALL WIDTH AND HEIGHT DIMENSIONS , •NFORTHE ru i•••1„ 7,1j.d31i • Fx AK 7N4W • • • • . . . .• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • ••• • • • • • • • • • • • • ••• • • • • • • • • • • • • ••• • • • ••• • • • g igerSCSV Ellu • • pB, map 4 Webb Better •• • • • • •• • • • • • • • • • • • • • • •• • 1 DIM. L i ---- -- x DIM. -- ----I COMPLETELY FIT WITHIN AND USE THE ON•CENIER EXCEED t S 1/T' FROM CORNER ANCHORAGE, WOOD SUBSTRATE ALUMINUM PICTURE WINDOW�IMPACT adwilbat pair MTN { NTS ] 11 . 12 I 42594 1 # QR STEEL SCREW (G5) 2.314 STEEL SCREW (GO) 8. 1/4' ELCO TAPCON 4.1/4' ELCO 384 CRE7EFLEX 5.5116' ELCO TAPCON • • • • • • • • • • • • • • • • • • • .• • • • • •• • • • ' • • • • • • • • • • • • • • •• • • • • • • • • ••• • • • • • +A • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Yc F auu - E ,1[ .0' WINDOW DIMENSION a � '� r r r NiCHORTYPES 1.1 8'fEEi. W t� 3. 1 ELCOTAiPCON a. 11a ELCO $S4 CRETEFLEX 8. Mr ELCOTAPCON DIM. EMI EMU LIU es zt I an 1 1 we zt 1 941E Z4 841 8 4/► 9 1 1'461 BsZt 1141 8 J 8!£ Z4 44 i f 1 11 1 1 ens el. 1► ► 1911111 1 91/E81 Ias I ee zt 1 [ e a I I9 4 4 L Ie 1 9/£ at I 1 41 1 we et 1 041 L 1e/ss IesetI 1 E 1.1 I ere a► [ en 4 l 1 au. t 1elszt r et lens et 21111 es at1 9s OL 1//t 8 841 e 1 211 8 1 co I esaa1 al Ia► 819 a t 14 I 4 L I 1 1 it Ienel I 1911£61 19/9 011 1 911E e 1 1esot1 lots 01 I en l l I tit - el I eso1 l 161901 1 en. 4 1 wi e I9as 1 En 11 1easi►a 1znii. 1 ens 1 14na 1 919 01 1199 tit Z4 1 2/4 et 1 31. 1 1/41 9 I rn s 1 8196 1 24 11 11 1 I zt I4L1 1 914E 1 ZE I [9142 e [e1s a1 [ea 9 1, I es e I 111 4 t4 1 tot 9 1 8/9 e1S8 1 L 14 1 at 1zn 14 1 ea 18411 1 919 V D 1 zt vs oil en L 1 81£ 01. 81£ 04. 841 8 1 9a1s4 s l rwe L'»] We 011 it I L4 1 r1. OE� 1 11 [9116 8 I 1weDC 9142 01 t7E01 r 94R 8 [9111281 1 8/18 1'111 1 Lt 1 1 94114 8 Ies9 1916 otl [2/ 1. t % 1 tit 8► 1 2/1 11 ren ite 1 P14 L 1vs 8 ► 1 as vs 01. 1 z1. 718' 0.C. 1 sun 141 vs at 1 2x4 2/41 I 91st ail vs o► 1 oIggV �8ist 41 8411 m.1 8/1 9 841 8 j 814 9 1 814 8 9141 9 1 914 81 1914E1 111 19111 911@1 4l 14 I 11 1 191!£1111 [ 11. 101/861 1 9/18; 1914E 81 19LSt 14 ( 91/86 1 I9LB9 1811 19/461 1 14 I914sa t& I ►► 191199 1 ess 194 8' 1 en 191121 1 214 4 - 19is 18141 I su s Inlet 44 1 et { 14saE1 1 91/1 91 8s OE EE 1 1.t 1 [ 41 191/2 19112 I_ vs 011 19441` 6 1 vs 0E 1 as 61 [8418 1vn e I 1 ( asst , 1 1► else -mss. 2 1 vso1 1 t I E/19 1 an 1 tins 1 z4 1 81Ea4 ) n 91/14 141 z1� 1_ ant 441 91114 L1 L _m e 841 8 Iwe 9I 84!4 11 1 suet 1 I 'ant 11] L Lt I 11 1 191411 111 L 41. 9141_71 1 04 `9149 61 [61411 i1 814E6I 86 9' f/1 9 [ of EL 6141 11 [ 4E 1812 1 8s 8 8188 [zn 14 [9141 11 an14 1 _ 8/l 9 811 1 1 v,£ s 1 et 19141111 1 at 84-9 711 L 91 9 Zi 841 8 [art 9 I 8 ZL Lam 2 I 1 , 814E1011 1 11 819 ZL __11 8E 941£ 8 last al 9is_e_ 1eraz11 stns e 1_9149 91 _841 9 , 18141 i 1 41 £ 1 - 1 . 1 1.t_ [ 9119 9 9 191416 1en11 Iesa 31117117 - l 841 L_ �..� r 9111 8 1= ) es at 1 z1. 7313 ' 2111 Torii) D 819 1L 81 8 1/n e 841 B w 95 m 8/£ L 1 8/9 11.1 11 __ Sn3 it I 1 917771 _9a01 S11£ 8 815 at 1 _8419 4/4 8 1L� Big 41 l 41 811£19; 899 w 21 J 1818 it 211 41, 914£16 411 L 0 1 21 81B/t ZL_ _ ramucriormo ,rrs dt fp w.v O.G. Zt Zl % la % co g V E 0 a. 1 8418 8418 91448 W a n d CO etn11 art co 11 ti D 771 1" o 914E 8 Z/1. qt 94/£ 8 � 9111; 8 0 ti/t8 [WTI IL1 171. 1747 _ m 9s 9 8141 8, 1 e 11 1 at _ Z/1 14 , 1 vs 0 _441 1 1an9 1 et v Z4 • . :7iI!utL'..- :- ' , !�11:, rLli :.. -_., -a ..:1L . -i7- :..it;--. .-,:. eL MAX. ON- CENTER (O.C.) 1 X (0.C.) le AND 'r DIMENSION FROM TABLE 4 (MEL 2 118' O.C. CONCRETE SUBSTRATE) DIM. MAX 8112' FROM CORNERS /.../ 4.000L""r ! P.E 8 tat 2. .,.L:;, c,- s.1s0FO ..: t ,., z1,.-.... •ILO?- L. ::.; _;° 1: iLT J JaE L �'---- ''X' DIM. FIND THE SMALLEST WINDOW SIZE IN TABLE 4 WHICH ME OVERALL WIDTH AND HEIGHT DIMENSIONS COI LETEI.Y FIT WITHIN AND MIKE ON- CENTER DINDISION FOR THE RESPECTIVE ANCHOR AROUND THE PERIMETER OR CIRCUMFERENCE. NOT EXCEEDING 8 112' FROM ANY CORNIER. • a.ai r amber ,, • = - � . • ralo7 aoatra�a : nsw • i79�t ih1affiyBemr Deer. fCH�RAQE, CONCRETE SUBSTRATE ,+. or ••t r.res a • • • - - r r — � ;NO lav /N.tlM/NUMP/CTUREW171fDQW IMPACT ER °VO °modtl _ _ •• ••• •• • • ok . m.+ FX • B14/03 a•saes a.ee Pr NTSI • 12 I 42694 • • • • • • • • • • • • • • • • • • • .• • • • • •• • • • ' • • • • • • • • • • • • • • •• • • • • • • • • ••• • • • • • +A • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • \'yT74 � ii n - , COUNTY BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCL' CONTBOLDIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries 1070 Tedmology Drive, Nokomis, FL 34275 APE: MIAMI- DADE =Rift FL3RIDA MEMO -DADE HAGLER BUILDING 140 WEST FLACGLERSTREET, 1603 MIAMI, FLORIDA 331304563 (305) 375.2901 FAX (305) 375-2908 . www.buildingcodeonline.com This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The docwnmtation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AIM). This NOA shall not be valid after the expiration date stated below. The Miartu - Dade County Product Control Division (In Miami Dade County) and/or the AID (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: DOCUMENT: 780" Alumihau Sliding Glass Doors (Re fore on- $ em ceed )- m APPROVAL 9! T: wing No./1109-11, titled "Alum Sliding (]lass DlAN_�", shams !through 11 of 11, prepared by manufacturer, dated 05/24/07 and last revised on 07/121{)7, signed and sealed by Lucas A. Turner, P.E., bearing the AMiami - Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami Dade County Product Control Division. MISSILE IMPACT RATING: Large and e Impact Resistant Limitation: 1. Full length reinforcements are required for Doors height greater than 96 ". 2. Egress operable does must comply with min clear width per PBC, as applicable. • • • • • • .... LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, diiirstate and• • • • • following statement "Miami Dade County Product Control Approved ", unless otherwise n&% 'Mein. . • ; •; RENEWAL of this NOA shall be considered after a renewal application has been filed an jl Jias beep iris • change in the applicable building code negatively affecting the performance of this product; • • • •••• •••••• TERMINATION of this NOA will occur after the expiration date or if there has been a regisii Fir chat irate • • materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endotSezent of • • • • product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to coply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami - Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of this page 1 as well as evidence sheet E and approval document mentioned above. The submitted documentation was reviewed by Ishaq L C6anda, P. E. • • • • • • • • •• • •••• • • •••••• • • • • • ■•••• • • ••••• • • • A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No.8100.11, titled "Alum Slicing Glass Door sheets !through 11 of 11, prepared by manufacturer, dated 05/24107 and last revised on 07112/07, signed and sealed by Lucas A. Turner, P.E. B. TESTS Test report on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, per FBC, TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94. 4) Large Missile Impact Test, per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading, per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411 3.2.1 (b) and TAS 202 -94 Along with market - up drawings and installation diagram of aluminum Sliding Glass door, prepared by Fenestration Testing Laboratory, Inc., Test Report No(s). FTL- 5254, dated 05/17/07 and FTL-5273 dated 05/07/07 respectively, signed and sealed by Carlos Rionda, P.E. C. CALCULATIONS 1. Anchor verification and comparative analysis dated 05 -31 -07 and last revised on 07/12/07, prepared by PGT, signed and sealed by Lucas A. Turner, P.E. 2. Glazing complies with ASTME - 1300 -02 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). •••• • • • • • • •••• •• • • •• •••••• • , • 1. Notice of Acceptance No. 03- 0514.15, issues to E.I. DuPont de Numerous & Co., .... • • •••• •••• E. MATERIAL CERTIFICATIONS Inc., for their "Sentry Glas Plus 0 ", expiring on 12/11/10 • . • • ••. •. •. • • • • . • • F. STATEMENTS • • • • ' • • 1. Statement letter of confornaancc and no financial interest, datedo5 �3 e-07, sib. • • by Lucas A. Turner, P.E. • • • • • 2. Letter of lab complies, part of the above teat • reports, •• • • • • G. OTHER 1. Test proposal # 07- 2583dated March 19, 2007 approved by BCCO. LAP. L Cl�a, P.B. Product Control Examiner NOA No. 074309.09 Fxp$ration Date August 02, 2012 Approval Date August 02, 2007 • ••••• • • GENERAL NOTES: IMPACT SLIDING GLASS DOOR 1. GLAZING OPTIONS: A. 7/16" LA1/ : (2) UTES OF 3116" NEAT STRENGTHENED GLASS WITH AN .090 SENTRY GLAS PLUS (SOP) INTERLAYER. B.1 1116" LAMI LG.: 3116' OR 161' TEMPERED, ED, 3(8" OR 5116" AIR SPACE, NWLAMI COAROSTING OF GLAZING OPTION AA>VE. 2. CONFIGURATIONS: MAXIMUM NOMINAL PANEL SZE 48' X 120". MAXIMUNI6PANELS AND 3 TRACKS SEE APPROVED PANEL CONFIGURATIONS SHEET 3. 3, DESIGN PRESSURES: A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 136042 B. POS ITIVE 0661011 LOADS FOR sus TALLER THAN 1 ES" BASED ON WATER TEST PRESSURE. SEE TABLE lb BELOW. 4, AN RAGE: THE 33 1/3% STRESS INCREASE HAS NOT SEEN USED I4 THE DESIGN OF THIS PRODUCT. MATERIALS, U4CLLIDIN G BUT NOT WAITED TO Ma. SC66WS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERUALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA SLALOM CODE, CURRENT EDITION. FOR ANCHORAGE DETAILS SEE SHEETS 9 TIITROUiH 11. 5. SI4UTTERS ARE NOT REQUIRED. 6, INSTALLATION SCREWS. FRAME AT4D PANEL. CORNERS SEALED WITH NARROW ADINT SEALANT. 7. REFERENCES: TEST REPORTS FTL -5254 AND FTL -5273 ELCO TEXTRON NOA: 04472901, 038226.05 ANSIIAFSPA HD3,2001 FOR WOOD CONSTRUCTION ADM -2003 ALUMINUM DESIGN MANUAL. 8. THE PRODUCT HAS SEEN DESIGNED & TESTED TO COMPLY WITH TF E REQUIREMENTS OF THE FLORIDA BUILDING CODE. INCLUDA40 THE HIGH VSOC21Y HURRICANE ZONE (HVHZ). 9. PANEL WIDTHS SMALLER THAN 36' MUST BE VERWIED FOR COMPLWNCE WITH EGRESS REQUIREMENTS PER FLORIDA SU&DM CODE, AS APPLICABLE GENERAL NOTES, GAMS WM/. ii• '1 11 +105,0 -116.0 TABLE la. DESIGN PRESSURE 61/4" SI(.L. HEIGHT MAX 48" (4 NOMINAL PANEL (40 3132° DLO) WIDTHS MAX 47 518" NOMINAL PANEL (3) 23/32" DLO) WIDTHS GLASS TYPE TABLE 1b. posrTIVE PRESSURE LBWS BASED ON SILL ISEIGHTS (NEGATIVE I42ESSIIRES ARE UKCHA1 ) 4112" 31)2° 1 5/8" +100.0 +73.3 +105.0 (NOT RATED FOR WATER INF LTRATIONL MUST BE PROTECTED BY OVERHANG COMPLYING WITH FLORIDA i BUILDING CODE, SEE BELOW) 0H LENGTH OH LENGTH OH HEIGHT EQUAL TO 1 OR GREATER 1 518" SILL OVERHANG RE- QUIREMENU 3t8" OR 5/16" AIR SPACE .DSO (FONT SENTRY GRAS PLUS 3116" HEAT GLASS 3116" 1/4" TARED GLASS 3118" HEAT GLASS 1 1/16" NOM GLAZING TYPE 8: 1 1,16" LAMI I.G. GLAZING DETAIL •• •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • •• • • • • • •• • • • • • • • • • •• • • • • • • • • • • •• •• • • • ••• • • • • •• • • • •• • • • • • • • • • • • • •• 3/16" MAT STRENGTHENED GLASS 3/16" HEAT STRENGTHENED GLASS 771(1' NOEL 0 DUPONT BEHTRY GI.AS PLUS GLAZING TYPE k 7116" LAMINATED GLAZING DETAIL NOA DRAWING MAP 0 2 784 22(0 PS 151•01 PE Meetomkel SHEET OLAaNG DETAILS...—. 1 DESISN -1 ELINATICNS ..................... 2 CONROUR*71077S.......... 2-3 NORM SECTIONS..._...... 44 VERT. SECTIONS....A..... 64 PARTS U$'T .. ... b ..A 7 74 MA thAwAL DETAIL 13', SHT. a� TDETAl1'C, SHT. 4 (4 DETAIL A, $HT. 4 DETAIL T. SHT. 4 r- 101 Mr MAX 4PANE48' L WIDTH ^ . MAX NOM. PANE. WIDTH SEE NOTE 4 SEE NOTE 4 QXXJ( (2 TRACK) SEE NOTE4 SEE NOTE 4 MOM (3 TRACK RIGHT POCK • • • • • • • • • • • • • • • • • DETAIL T. SHT. 8 108 8T 120' SEE MAX MAX. NOTE 8 DLO HT, TYP. TYP. DETAIL P, BHT. 8 WPM. W. SHT.4 (id ��SW. a r DETAIL q' DETAIL if, SHT. 8 4 MAX NOM. PANEL WIDTH 40 3832" MAX DLO TYP. DETAIL 'J', SHE'. 8 DETAIL W. SHIT.8 • 1 ( • • •• • • • • • • • • • • • •• • • • • • • • • • ••• • • • ••• • • • • • • • • • • • • • •• • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 1. SEE SHEET 3 FOR INDIVIDUAL PANEL CONFIGURATIONS. MAX NOMINAL PANEL WITH • 48'. 2. SEE SHEETS 4 THROUGH 8 FOR SECTION DETALS. 3. SEE SHEETS 9 THROUGH 11 FOR ANCHORAGE DETALS. 4. REINFORCEMENT LOCATIONS: ITEM 17 REINFORCEMENTS (FULI. LENGTH OF PANE.) ARE REQUIRED IN THE EXTERIOR INTERLOCKS OF DOORS EXCEEDING 9B' HIGH. SEE SECTION DETAIL C. SHEET 4. 8. DLO WIDTH • NOM. PANEL WIDTH -729/32 DLO HEIGHT • DOOR HEIGHT -3318 8.1 LOCK (ITEMS 164 TO 181) AT EACH LOCK(STILE. LOCKING INTO KEEPER (ITEM 170) AT FRAME JAME OR ASTRAGAL ri 1 •L4.�z.L "74247 LunsA. ftm•, P.E PEfR:01 Sketarical A D G J (BOX OUT) X PANELLEITER R owl M1 S (BOX OUT) (BOX IN) mum LR N IN c (BOX IN) SINGLE INTERLOCK FIXED ASTRAGAL IN ASTRAGAL FD(ED LOCKSITLE DOUBLE C:31 INTERLOCK IOC INTERLOCK ASTRAGAL OUT SINGLE g INTERLOCK ASTRAGAL OUT ASTRAGAL IN LOCI E a ASTRAGAL IN FIXED l a DOUBLE LOCKSnLE •,� i • SINGLE me • ••• • • • • ••• ci FIXED LOCKSTILE c m SINGLE INTERLOCK cm FIND LOCKSTILE FIXED LOQo11LE ASTRAGAL OUT ICZ ,f. FED LOCKSTILE ASTRAGAL IN s on DOUBLE INTERLOCK ASTRAGAL OUT Q SINGLE INTERLOCK En SINGLE INTERLOCK ASTRAGAL IN SINGLE SINGLE Xi TER1.OSIC SINGLE SIKILE SIN U(TERLOCt INTERLOCK 84NL 0 1 SINGLE INTERLOCX INTERLOCK DOUBLE r3 INTERLOCK INT tLQCK •• • • • • • •• • Fame PANEL LETTER SINGLE INTERLOCK • • • ••• • • • • • • • • • • • • • • • • • • • • • • •• • • • •• •• • • ••• • • GR S • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • ••• • • • ASTRAGAL E (SOX OUT) OUT EIOX PO • vb Beam. ASTmGAL E SINGLE INTERLOCK LOCKSTI.E LOCKSTILE LOCKSTILE LOCKSTILE LOCKSTILE •a didadd with thy wo sy 14,146,4.6. PANEL TYPES ALUM SLIDING GLASS DOO�R, say= lam 3 • 11 J 810011 LOCKSTILE LOOKSTXLE L .CKSTILE LOCKSTILE LOCKSTILE SINGLE INTERLOCK c DOUBLE INTEI>g ocK 11:=6 ASTRAGAL OUT ASTRAGAL IN cj SINGLE INTERLOCK NOTE: 1. MAXIMUM NOMINAL PANEL WIDTH FOR ALL PANEL CONFIGURATIONS • 4r 4 IhMna PANEL TYPES) EXTERIOR 7/(7/67 L a A.T•nid,PE. PE•9Qa1 lled•ndid DETAIL 'A' (FIXED PANEL) DETAIL 'C' trOM REINFORCEMENT ITEM 17 REQUIRED ONLY IN EACH OF THE EXTERIOR DITERI.00K OF DOORS OVER or HIGH 4 INTERIOR (ALL NORM. SECTIONS) EXTERIOR DETAIL 'D' '7424,7 Stialli Oft IDEO*3 Doi Dar &Wit •• ma Fit ar gram w�m it &Yea Ea ®W •• • • • • • • • • . - • • • • =W er.z •Vis88 Baum HORIZONTAL SECI1aVDETAU ALUAL sum CLASS Dom IMPACT o I N rs + s . 11 I 8100 47 LmtsA,Tu•er,PF kieturical �e • • • • •• • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • •• • • • • •• • • •• • • • ••• • • �( INTERIOR (ALL HORIZ SECTIONS) O R DETAIL 'G' (FIXED PANEL "O") et CD 0 • goorippo 12' LG.'0' PANEL MKT. LOCATED AT TOP & BOTTOM OF FIXED PANEL ANCHORS ITEMS 147 AND 149 LOCATED 1 UT FROM EACH END OF BRACKET DETAIL 'H' (POCKET CONDITION) •• ••• • • • are errsF 1 000 00000 1 ONIr 000/10 1 6 ee.mer as • • • • • . • • •• ••. new f0 szw4a • 14000108, FL 2.274 • <D EXTER<OR INTERIOR (ALL VERT. SECTIONS) • • ALTERNATE SILL RISERS • • BGT Visa* Better HORIZ SECTION DETAILS & ALT. SILL RISERS ALU?L SLIDING OL.4SS DOOR, IMPACT sumo 1 +11 I 1� IJ *I A. Tams PS PE NNW Ilechoisal • • • • .• • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • ••• • • • ••• • • • • ••• • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • •s •• • • • •• •• ••• • • • • •• • • • • • • . • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • •.• • • • • ••• • • • ••• • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• • • • •• •• ••• • • ••• • • SILL RISER -HIGH SILL RISEt- MEDIUM SiLL RISER -LOW SCREEN JMB•HDADAPTER imp MAT'!: 606378 N1s DWG NO. 8142 8RL RISER • 0 (1 17)MATL• 8083-T6 (118) MAT !:6083 -T6 (118)MAT'L• 8083-T6 (114) UArL 6063-T6 DWG NO. 8182 DWG NO. 8137 DWG NO. 8138 DWG NO. 8140 .308 x•1.717 (1 CSC COVER .508 .100 INTERLOCK TRIM COVER ( IQ MATL:6063 -18 Ins DWG NO. 8156 .138 .847 SILL MOUNTING STRIP (118) MAIL: 6083 -78 Nn DWG NO.8183 0 = "'�...1♦'''rr� 10311}=11114.11 11• „ OM Kara 11::11=111- m I - •'T m ��'� 1;,1 �+r�`•':7;�di;� :��, E7am a F � a + }-;: Mt tall IILA f;(; o 'a 1 =7 ta❑ :..;� -, ; u, ELI 731. [:fmi'i�IIFTT�= �'rr�r + mO .an rti,l gjip gKL 11 11 / il l• - •:i BIZ` W./ i1': Jtrum I Z ;IYI 11=1 MIR CAME t11.TT ' 1fii.T:i► 7,Tir.l :i i{S!/ZC: 7:�a� air. -71 ?{ akzz. ILL MINEr 'lr; 1?3T:�F ii.l.:r;m�?r'•I:i7i: ffa Nam ?. R %l §E]II 7•:0: T:1 rn1" I =FT • CE7 = E17 [i7�= err' -�E]u a7GI.7MILE G CDLa7 C7 LEJ :LIMIlviA7fiesErum EEEl Qf t � { %/ � {' ; Ti7: � G 3y — " ILO , II=1 :11111l=1•1 E rL1/�E- '`s►>1:::aT lid MN ilia Gil r 6%C7 ITiF:�71:f� ; ::T1' «iT .. • 3-a . II " 77117Y STiF7:"_,�a i1 Ka;78t l '_i 1.1917 E.11 CITA 11111111; • • • •• •• •.• ONO WWI MME r(`i,'f , T7m ED ''1x''11111 EIS ra EDD •111E' - R'rrw - ii!� t;iJ Tigiir' Ea Nom r. iai':i>t ri 74 , Grr„-,T� -Ts.an 1'l1T a rr:T EEflE111 `. .,- iD' '-1 E.3Maria C>• • =' =_a= 3r4��?r ►.r; :;i *, ircrrs:i 1�r.;1is_ EL ( IIm iT 3 ?T�: +i7'; *T•Tii'i3:T.•T. SiL• Q.i ;l:+�:i,: •1111" " :11'.f.1.11- ILJ CATAII 781828N E :T `1 c , ti 1 1 ;'•vri" J:T:l:': -, ail:T' E �c77��Yc�r.'.!; 1�:•ITT.ai,, , ..,_,,��a• : -rr` -I %•a1� p �� CAI M/=L1811 111:3 riv74 liaIllaraiIi1== Fr: - 1,1 r 1E3 ILIOININI=111111 EFi:1I I flT::.� 7�i -fit • • • . •ser. •ser • • • • • = • 78DKEEP 1• ' Kir ,, -,. KEYED ....1 1.1 11 =i:w,s :1 rrr7�i� PARTS LISTS EXTRUSIONS ALUM SLIDING GLASS ► . • - IMPACT 0.99.49 8180•!1 LU99A. 'rum. P&. PE 411511201 • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • •• • ••• • • • • • • • • • • • • • • • ••• • •• • • • • • • • • • • • • • • • • •• • • • • • • • • •• • • • • • • • • • • • • •• •• • ••• • • STU.E (1) MAT9.:6063 -T8 DWG N0. 8012 ,080 7/18° BEAD 1 1/18' BEAD (28) MAIL: 6063-75 (42) MATL 6083 -75 DWG NO. 8023A DWG NO. 8149 } --y 1.947 r 1.081 .040 .075 LOCKSTILE ADAPTER MAIL: 8063.78 (2) DWG NO. 8104 .125 1.793 K-UP PLATE (151 MAIL: 6083 -T8 DWG NO. 8105 1 _F+ -- 9102 1.938 ASTRAGAL (28) MATL 8083-78 DWG NO.6107 .045 .893 2.099 MID SILL COVER (1 09) MAIL• 8370 DWG N0 BOTTOM RAIL - (12) MAIL: 6069 -78 DWG NO. 801313 SNAP RAIL ADAPTER DOUBLE INTERLOCK INTERLOCK (13) MAIL: 6 DWG NO. 8103A {14j MAIL: 8083-T8 (4) MATL: 606378 DWG NO. 8101 DWG NO. 8102 781 EXT SILL COVER WBCRIE13I MATL: 5063-T6 (122) DWG NO. 111211 1 _r 8.188 1.938 7 BOTTOM RAIL -41/2" (11) MATT: 8083-78 DWG NO. 8014A .110 7.208 OK P-HO MOUNT ( MATL: 8083-76 DWG NO. 8109 1.521 1.818 AML MA 806378 6.800 (110) DWG NO. 8117 .078 WORM (28) MA76 DWG NO. 8022 .090 _ A20 2442 P-HOOK (103) DWG NO 8108 "0' PANEL BRACKET (1 W) MAIL: 808378 DWG NO.81 4 1.405 5=5 —04 2 -TRACK SINGLE HEAD ( 13) MAT1NO.8127A .: -76 DWG 3 -TRACK JAMB (101) MATL:6083 -T8 DWO NO. 6133 1.084 1.084 1.801 USED FULL F 3.063 •-I LENGTH OF PANEL TEF IN &S)1Z REINFORCEMBdT MAIL: 6105-T8 (1n DWG NO. 8192 1.405 — l I I 1 7.443 +1 2-TRACK SINGLE HEAD W/ SCREEN (120) MATL: 8063-78 DWG N O.8128A — .090 �--- 8.615 - -� 3 -TRACK SINGLE HEAD (112) MAIL: X1.78 DWG P10. 8124A 2 -TRACK JAMB W/ SCREEN (121) M L 6°8346 ' DWG N0.8135 Owd bar 1•iY•s mossy! Ml OWI tlm • a F J c Vireo; am • •t` • s • • • •.':e • • • • • •• M • •• R AZPV I I i r • �t,Q6•��l(4l09 • d!lOItl6,A.d®4 • tec,111" EXTRUSIONS ALUM. SLIDING OIASS 0008, IMPACT SWAM I U4 8 d 11 I 810041 I Was A. Tam ar P.E. PE 038201 McWambi • • '• • • • • • • • • • • • **-4 • .. •• • •• • • • • N • • • • ! 0:111 a1r'• • • • • 4 -- _• • 4 • • • •,•' • 4 -. • • . s • • " 0 • . '4 1' s a • - • • •- •• • • • • • • • • ••• • • • M• • • • • • • • • • • • • 11V112 ANCHORAGE REQUIREMENTS NOTES: 1. APPROVED MINOR TYPES: 1) 1M ELCO TAPCDN 2)114" EICO 1384 CREFE-FLEX 3)012 STEEL SCREW (GO) 2. MOM TrALMStION SP 24 112 MA& TYP. 24 WI' MAX. TYP. HEAD & SILL._ r wa.1933M FRAME CORNERS. USE SPECIFIED CLUSTER FROM TABLE 2 AT EACH INTERLOCH MID A/3TRAGAL LOCATION, r -- F1 111 ( 1 111r1 rilj) 8611r PLUS SPECIFIED QUANTITY OF ADDITIONAL ANCHORS PER PANEL ME r FROM CORNER ANCHORS ARE INCWDED). 1 TYP. ADDITIONAL ANCHORS 24*MAX. ON CENTER SEE MAPLE CLUSTER CONFIGURATIONS BELOW. 1= JAMBS & P41000... 7 11116 MAX. FROM BOTTOM AND 24 UT MAX. O.C. UTILIZING ANCHOR QUANTITIES FROM TABLE 2. 24 117 .F 24 vr SEEP-HOOK ANCHOR DETAILS ON SHEET 11. MAX . MAX TYR 11 1 • 2 17/32' a 7 11/117' MAX i I EXAMPLE ANCHORAGE - 4 PANEL 2 TRACK 48x98 PANELS ANCH. TYPE 1- HU C4+2, JAMBS 14, P-HOOK 8 im.. 4 4\ : \ kfAX. MOON FIRST ANCHOR 70 BE PEWENVIOLUAR 7013LN3S. ANCHORS THEREAFTER ALTERNATE FIERPENOICIA.ARANO PARALLEL 70 GLASS. =SMUT% MOCK MALL OETAL — ' 43/16' % ' , .--..1._-- HIBEBABEGEBBSUME MEMI(. IBEMBAMIR EXAMPLE HEAD & SILL CLUSTERS PANELS 24* TORE NDTAY * . P_ML' Gil OM [MI Va11=1E 111=1C.•MIE:ill•L:211 MUMS MI OM IRM1111111111.11 MENEM 12' • MM SUM ELM MAI KAI Can •ILL11=11E:al E:.G1 E:21 ' Ea' E.M111E. JE-.211EZI •L...1 Cla1-1.:MIEM11=1 MILLS KM ORM OM MAI MMIIKAR MURMUR ULM RJR MIN NM MLA KM MA WM Ka MAR lila IIILM WA ILAI '1,,K•1•1',i VIM 1MM WiNI NEM 1M RI Wm NM KM iK.M SEMI mfill WAWA! WM NILLM &EMMA MZ.E11 LOU E.= a Lull Eza E. E.G1 •LIDJ EM EQ1 •UOLikaILM111-11E-Q1 IRM1 111111•MI MN MIA KM KAI KEA NUN NM WM Ma ELM IlLtM KM WM SEM WM WAWA MEM MEM Liri ME M11 WM NM Num MAI IMM111171 m_M NEM KM 1mM MIsaJM EUNICE WM MAI KIM Mai laiM 111L-11 11=1 , 11: - M11..•al •IL:2111=1E *GM =CLUE ilLZ1 Ez.,1E1E/Y3 =11L•lial EZIE.2_11=1LEZIE23 It44 111JM Kai EMI KM WM WI MAI WARM RIM WAWA KEA WM WM WM WM OM WA • •1:11aa Mum =a 111M111271 NUR EMU RUMIIMIli NCR 111.M NUM 1MMI KM WM WM Num Kim MAI AIM NI Ai 111._"111 •1=11.•a1 1E211=1 EM111..q/alEgH1 ILM11=1 ilL=11=111 •ILZ1 1=1 ELIA E.21 •LialE.21 Lai 112.11-1111[111 Ma MA RUM KM KM MaillIEJMIIILII 111111111K0111111M KUM KAI MIMI Min Mil WA KERI1Ral 1R MUMMA INLIMINEMIIILNI UWE NON MIUM MLA MLA KM MEM RU1 IRM1 WA KIM WM WM WM Mal 111r [EMI lEall EMI EMI Eli' *CM Lal IL:kik:MEM L.‘ Lt.' MI CLUE E L:23 E.Q11C•mr 'Call KM 111311 MIEMIILAI MUM 11/1111111111REM1 Ma IRIM Mial WM MAI WM MAI NM RUM WM ILEA KLM IRLAI ''[..lat MIR nal 1111111111111■LIIIIIMI MUM ECM Ira SIM WE Nom ORM1 ELM 1mSo MEN NM M1Ill Mia SIMILAR WM TABUS MICHORMIE - ANCHOR TYPE AND SIMSTPATE N OM. PANEL FRAME WIDTH SIDE < 24" 24" (e) v) (3) a" DOI at• ASTRAGAL OR INTERLOCK CENTERLINE, TYR 02=211 121/32' 35f18' 211I32 0 'ANCHORS PER PANEL' ARE THOSE AT THE HEAD AND SILL BETWEB4 CLUSTERS OR THOSE BETWEEN A CLUSTER AND A FRAME JAMB. HEAD & SILL HMS) DITIELOCK & ASTRAGAL CLUSTER PLUS ANCHOR COMITY PER PANEL OUTSIDE CLUSTER JAMB ANCHOR QUANTITY PACTOK ANC14OR QUANTIrf=4400A WASS, WIEST 11) DOOR 6' MAX Ow= 43/18 EEBBOMER 8- • • 36/16' 121/32' •••••••• '4 • • • %SIM 0S09 • R.8474 Vivat Barer • • • • • • • • ' 11 • • • a 0 • 0 • • "- WI . 9 • • 0. a • • • • .00 .4004,:itp. • • 0 49. • A 411 - -■-• • • •••• • : • • lear 44 • 000 00 • • • • • • • - 40 9 O 10019 •,94 • • • • • •- - • 44 • • ANCHOR LOCATION, TYP. 3 11/16" stair TYP. 7 11116 tr1 tor O MP IV) 114' 1 irr1 1 111 1 1 r1 1 - T mom ERMA NTS 9 • 11 20 8' MAX. ANCHORAGE TYPES, SPACING AND CUANMY ALUM. SLIDING GLASS IMPACT Inns A. 7anter.P.E. P8052201 110essitel 2x WOOD BUCK TYP., SEE NOTE 3 1" MIN. 217/32' O. EA. TYP. L_ 114 3 "- CENTER ANCHOR STAGGERD ON 3- TRACK, TYP. 1' MIN. E.D. TYP. 114' MAX. SHAH 1' MIN. E.D. TYP. 2 -TRACK FRAME SILL WOOD INSTAU•ATION 2 17/32" 0.C. ain WOOD ANCHOR TYP.. SEE NOTE 2 2 -TRACK FRAME HEAD WOOD INSTALLATION SEE NOTE 1I1.p=•1 13/8" MIN. 217/32' O.C. WOOD ANCHOR TYP, SEE NOTE 2 SEE NOTE S , • ••• • • • •,_, 0.h. w•d• ri ••w■ • • I • • • • • • •n ••• ammo • • • *I •-• - • : • ••r Opp cord• • • �IODORR2f119Qlff •B7 „ms FJC UAW ga 1 • • • • • • • • • • • • • • • • 3 -TRACK FRAME HEAD WOOD INSTALLATION 13/8' MI 114' MAX. 217/37 O.C. SHIM 1" MIN. 217/37' O.C. E.D. TYP. 217137 O.C. 3-TRACK FRAME SILT. WOOD INSTALLATION EXTERIOI; INTERIOR'-lr NOTES: 9. FOR CONCRETE APPLICATIONS IN MIAMI -DADE COUNTY. USE ONLY MIAM1 -DADE COUNTY ADD ALTO 114" TAPCO NS (MINIMUM 1 Sr EMBEDMENT) OR 1/4' ELCO 884 CRETE -FLEX (1314' MINIMUM EMBEDMENT). 4" MINIMUM ON CENTER DISTANCE 2. FOR WOOD APPLICATIONS USE 312 SfEEI. SCREWS (05) OR 1/4' ELCO 884 CRETE -FLEX MAY BE USED INSTEAD OF 012 SCREWS. 3. WOOD BUCKS DEPICTED AS 1x ARE LESS THAN 1112' THICK. 1x WOOD BUCKS ARE OPTIONAL IF UNIT 18 INSTALLED DIRECTLY TO SOLD CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 1/7 THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY THE AUTHORITY WAVING JURISDICTION (AHU). 4. FOR ATTACHMENT TO ALUMINUM: THE ALUMINUM SHAD- BE A MINIMUM STRENGTH OF 6063 -TS AND A MINIMUM OF 1/8' THK9t. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE DOOR FRAME SIMILAR TO THAT SHOWN IN THE DETAILS FOR 2xIMMO BUCKS. THE ANCHORS SHALL BE 312 SHEET METAL SCREWS WITH FULL THREAD ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE MET, THE DESIGN PRESSURES SHOWN ON SHEET 1 ARE ACCEPTABLE WHEN USING THE ANCHOR SPACING AND CLUSTER REQUIREMENTS SHOWN ON SHEET 8 FOR ANCHOR TYPE 3. 8. IF SILL IS TIGHT TO SUBSTRATE, GROUT OR OTHER MATERIAL 18 NOT REQUIRED. IF USED, NON-SHRINK, NON - METALLIC GROUT, 3400 PSI MIL., (DONE BY OTHERS) MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE SILL THAT IS NOT TIGHT TO THE SUBSTRATE, AND TRANSFER SHEAR LOAD TO SUBSTRATE IF SUBSTRATE IS WOOD, 300 FELT PAPER OR MASTIC 18 REQUIRED BETWEEN THE GROUT AND WOOD SUBSTRATE, OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION. Wrge Beau • • •• • • • • • c • • • •• • • • • • • • • • • • • • ••• • • • • • • • • • • • '• • • • • • ••• • • • • • • • • • • • • • • •• •• e • • •• •• ••• • • • ••• • • SEE NOTE 5 1/4 J MAX 2 17132" O.C. SHIM CONCRETE ANCHOR TYP, SEE NOTE 1 2-TRACK FRAME HEAD CONCRETE INSTALLATION 217/37 O.C. 21/7 MIN. ED. TYP. `• SEE NOTE1 3.4 KSI MIN. CONC. TYP. 2 -TRACK FRAME SILL CENTER ANCHOR CONCRETE DIEMI -AMON STAGGERD ON 3-TRACK, TYP. �.. tA � H r r j s' dut�o2.'7ao7 2 1032" O.C. 3 -TRACK FRAME HEAD CONCRETE IN STALS ATION CONCRETE ANCHOR TYP., SEE NOTE 1 217/32" O.C. SEE NOTE 8 [ � SEE r L 11 • '' 01 ANCHORAGE DETAILS ALUM SUD/NS GLASS DOOR IMPACT sawn I 1 0.11 I ° � ` 810041 OTE1 2 17/32' O.C. 217/3'Y E.D. UP. 3 -TRACK FRAME SILL CONCRETE INSTAUATION Woes A. Turner. PE. PS *5921 1 4 3118" MIN. O.C. DIAGONAL STAGGERED SPACING 4 3/16" MIN. O.C. DIAGONAL STAGGERED SPACING 4 3116' MIN. O.C. DIAGONAL STAGGERED SPACING 8 FX 1318" MIN. 1/4' MAX. SHIM 1 3/8' MIN. 114" MAX. SHIM —►I 1' MIN. ED. TYP. 44 42644 Q INTERIOR OEXTERIOR 2x WOOD BUCK TYP, SEE NOTE 3, SHT. 10 2 -TRACK FRAME JAMB WOOD INSTALLATION WOOD ANCHOR TYP., SEE NOTE 2, SHT. 10 3-TRACK FRAME JAMS WOOD INSTALLATION WOOD FRAMING WOOD ANCHOR, — 1 1 318' MIN. SEE NOTE 2, SHT. 10 ANCHOR QUANTITIES FROM TABLE 2, SHT. 9 PERTAIN TO THIS ANCHOR LOCATION P-HOOK WOOD INSTALLATION • • • • • • 3/8' MIN. WOOD ANCHOR SEE NOTE 2, SHT. 10 711/18' MAX FROM CORNER, 241/2' MAX ON CENTER (FIRST ANCHOR) •• ••• • • • • • • •. • • • •• • • • • • • 0747 i2"104RR‘ • NN3MS • • • • • • M.daq,u an • NOKOM IS FL M274 • • • • • • • • • • • ■•• • • • • • • • • • • • • • •• •• ••• • • 4 3/16" MIN. O.C. DIAGONAL STAGGERED SPACING CONCRETE ANCHOR TYP., SEE NOTE 1, SHT. 10 1/4" MAX. SHIM 1/4" MAX. SHIM 4 3116' MIN. O.C. DIAGONAL STAGGERED SPACING 4 3/16' MIN. O.C. DIAGONAL STAGGERED SPACING CONCRETE ANCHOR SEE NOTE 1, SHT. 10 11° MAX. FROM CORNER 24112" MAX. ON CENTER • • • • ••• • • • • • 2112' MIN. E.D. TYP. Dab Dar Ilbarda rbrwor ban • 4 • • •• • • • • •• • • • • • • • • • • • •• • • • • • • • • • • ••• • • • ••• • • • • • • • • • • • • • •• •• ELCO 1/4" TAPCON (MIN. 1 3/8' EMBEDMENT) OR ELCO 1/4" SS4 CRETE -FLEX (MIN.1 3/4' EMBEDMENT) 21/2' MIN. ED. TYP. i 2 -TRACK FRAME JAMB *.CONCRETE INSTALLATION ELCO 1/4' TAPCON (MIN.1 318' EMBEDMENT) OR ELCO 1/4' SS4 CRETE-FLEX (MIN. 1 314" EMBEDMENT) 2112' MIN. , .,. E.D. TYP. 1x WOOD BUCK TYP., SEE NOTE 3, 5117.10 .'� . 3.4 1(81 MIN. CONC. io -• • OR 1.6 KSI CMU, TYP. 3 -TRACK FRAME JAMB CONCRETE INSTALLATION P -HOOK CONCRETE INSTALLATION ELCO 1/4" TAPCON (MIN. 1 3/8" EMBEDMENT) OR ELCO 114" 884 CRETE -FLEX (MIN. 13/4' EMBEDMENT) CONCRETE ANCHOR, SEE NOTE 1, 8HT.10 ANCHOR QUANTITIES FROM TABLE 2, SHT. 9 PERTAIN TO THIS ANCHOR LOCATION r• 3.4 KSI MIN. CONC. CONCRETE ANCHOR SEE NOTE 1, SW. 10 711118' MAX. FROM CORNER 24 1/2 MAX. ON CENTER (FIRST ANCHOR) ANCHORAGE DETAILS 1; ALUM. SLIDING GLASS DOOR, IMPACT 000780 I NtS O 11 I °"" 810o41 3 SIC TYP(GLL JAbtL LIMNS awr ro,. 0E008201 0 4 3/18" MIN. O.G. • 7/(2/ct7 MIAM COUNTY BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION MIAMI-DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAMER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375-2901 FAX (305) 375 -2908 www.buldinscodeonline.00m, NOTICE OF ACCEPTANCE (NOA) PGT Industries 1070 Technology Drive Nokomis, FL 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division andlcxepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. �., This product is approved as described herein, and has been designed to comply with the Buildtn Code, including the High Velocity Hurricane Zone. •••• • DESCRIPTION: Series FD-750 Outswing Aluminum French Door w/Sidelites — LrA+IoL• • .:..' APPROVAL DOCUMENT: Drawing No. 8000 - 11, titled "Alum. French Door & Sid l iWs, Impact ", • sheets 1 through 11 of 11, prepared by the manufacturer, dated 12/23/04 with revision B •10/12:116, " signed and sealed by Lucas A. Turner, P.E., bearing the Miami -Dade County Product Control Revision s mp with the Notice of Acceptance number and expiration date by the Miami -Dade County � eudet Conte: Division. • MISSILE IMPACT RATING: Large and Small Missile Impact Resistant • ... LABELING: Each unit shall bear a permanent label with the manufacturer's name or tug) city, state led following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein:: . . RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date niay be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 05-0419.03 and consists of this page 1 and evidence pages E-1, E-2 and E-3, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No 07 -0103.02 • February 24,2010 ten March 15, 2007 Page 1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No 8000 -11, Sheets 1 through 11 of 11, titled "Alum. French door & Side lites, Impact", dated 12123/04 with revision B dated 10/12/06, prepared by manufacturer, signed and sealed by Lucas A. Turner, P.E. B. TESTS I. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94, 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, Per FBC 2411 3.2.1 and TAS 202 -94 along with marked -up drawings and installation diagram of aluminum doors of OXXO configuration, prepared by Fenestration Testing Laboratory, Inc., Test Report No. 1!1L -4921, dated 07/17/06, signed and sealed by Edmundo Largaespada, P. E. 2. Test reports on 1) Uniform Static Air Pressure Test, per FBC, TAS 202 -94 •••••• • • • • 2) Large Missile Impact Test per FBC, TAS 201 - ' }; ••• 3) Cyclic Wind Pressure Loading per FBC, TAS 203 • : • . •., 4 ) • F o r c e d E n t r y T e s t , p e r F B C 2411 3.2.1 and T A I • • along with marked -up drawings and installation diagram of aluminvg; doors of p configuration, prepared by Fenestration Testing Laboratory, Test Repaid No. F • 4527, dated 02/10105, signed and sealed by Edmundo Largaespada,•P!EI • • (Submitted under NOA # 05- 0419.03) 3. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 • .. • • • • 2) Uniform Static Air Pressure Test, per FBC, TA 202 • • 3) Water Resistance Test, per FBC, TAS 202 -94 •.. • ; „ • 4) Forced Entry Test, per FBC 2411 3.2.1 and TAS 202 -94 •..'. • along with marked -up drawings and installation diagram of aluminum doors of OXXO configuration, prepared by Fenestration Testing Laboratory, Test Reports No. FTL- 4528, dated 02/14/05, signed and sealed by Edmundo Largaespada, P. E. (Submitted under NOA # 05- 0419.03) 4. Test reports on 1) Large Missile Impact Test per FBC, TAS 201 -94 2) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked-up drawings and installation diagram of aluminum doors of XXXO configuration, prepared by Fenestration Testing Laboratory, Test Reports No. FTL- 4529, dated 02/14/05, signed and sealed by Edmundo Largaespada, P. E. (Submitted under NOA # 05- 0419.03) E.1 •• • • ma��yy-�,.. Co w Product Co f I A I r V I if ey NOA No. ix.02 Expiration Date: February 24, 2010 Approval Date: March 15, 2007 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. Test reports on 1) Large Missile Impact Test per FBC, TAS 201 -94 2) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of aluminum outswinging french door, prepared by Fenestration Testing Laboratory, Test Reports No. F°1'L- 4530, dated 02/14/05, signed and sealed by Edmundo Largaespada, P. E. (Submitted under NOA # 05- 0419.03) 6. Test reports on 1) Large Missile Impact Test per FBC, TAS 201 -94 2) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked-up drawings and installation diagram of aluminum outswinging french door, prepared by Fenestration Testing Laboratory, Test Reports No. FTL- 4311, dated 09/01/04, signed and sealed by Edmundo Largaespada, P. E. (Submitted under NOA # 05- 0103.03) 7. Test reports on 1) Uniform Static Air Pressure Test, per FBC, TAS 202 -94 2) Large Missile Impact Test per FBC, TAS 201 -94 3) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of aluminum outswinging french door, prepared by Fenestration Testing Laboratory, Test Reports No. FTL. • • • 4312, dated 09/ 13104, signed and sealed by Edmundo Largaespadg, P.�? •••• ( Submiaed under NOA # 05- 0103.03) •' • • • • • 8. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 • •••• 2) Uniform Static Air Pressure Test, per FBC, TAS 2Q2-.94 ; • 3) Water Resistance Test, per FBC, TAS 202 -94 *••••• 4) Forced Entry Test, per FBC 2411 3.2.1 and TAS•l4 • along with marked -up drawings and installation diagram of alumilMnteutswing ng • french door, prepared by Fenestration Testing Laboratory, Test Re iorls' No. FTL-• 4315, dated 09 /13/04, signed and sealed by Edmundo Largaespado, P. g • • • • • • (Submitted under NOA # 05- 0103.03)PGT Industries • • • •• • • C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC -2004, prepared by Al- Farooq Corporation, dated 12/15/06, signed and sealed by Lucas A. Turner, P.E. Complies with ASTM E1300-02 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E -2 P .E. Product Control rd'"1"r :r NOA No 07- 0103.02 Expiration Data February 24, 2010 Approval Date: March 15, 2007 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 03- 0827.08 issued to Solutia, Inc. for " Solutia Interlayers ", dated 03/04/04 and expiring on 03/04/09. 2. Notice of Acceptance No. 05- 1208.02 issued to EL DuPont de Nemours & Co., Inc. for "DuPont Butacite PVB Interlayer ", dated 01 /05 /06 and expiring on 12/11/10. 3. Notice of Acceptance No. 03-0415.13 issued to Solutia, Inc. for "Vanceva Composites used for lamination of glass ", dated 12/11 /03 and expiring on 12/11/08. F. STATEMENTS 1. Statement letter of conformance, dated February 21, 2007, signed and sealed by Lucas A. Turner, P.E. 2. Statement letter of no financial interest, dated February 21, 2007, signed and sealed by Lucas A. Turner, P.E. 3. Laboratory compliance letter for Test Report No. FTL- 4921, issued by Fenestration Testing Laboratory, Inc., dated June 26, 2006, signed and sealed by Edmundo Largaespada, P.E. .... • • G. OTHER • ••• • 1. Notice of Acceptance No. 05- 0419.03, issued to PGT Industries ff Mil Serio .r 750 Outswing Aluminum French Door and Sidelites - L.M.I., approyedp 06/09/0 and expiring on 02/24/10. •... .... • • •••• •••• E•3 • •.. .• •• • NOTES: OUTSWING IMPACT FRENCH DOORS) AND SIDE LITE(S1 1. GL AZINO.OPTIONS: A. 7116' LAMI CONSISTING OF (1) LUTE OF 3118" ANNEALED GLASS AND (1) LUTE OF 3/18' HEAT STRENGTHENED GLASS WITH AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR MAXIMUM. B. 7115' LAMI CONSISTING OF (2) LUTES OF 3/18' HEAT STRENGTHENED GLASS WITH AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEX/ EEPSAPE MAXIMUM. C. 7118' LAMI CONSISTING OF (1) LITE OF 3116' ANNEALED GLASS AND (1) LITE OF 3/15' HEAT STRENGTHENED GLASS WITH AN .075 VANCEVA INTERIAYER. D. 7/16' LAMI CONSISTING OF (2) LUTES OF 3/18' HEAT STRENGTHENED GLASS WITH AN .075 VANCEVA INTER LAYS . E. 7/8 LAMI L.O. CONSISTING OF (1) UTE OF 3116' TEMPERED GLASS OUTSIDE, 114 AIR SPACE AND (1) 7118' LAMI GLASS ASSEMBLY INSIDE (3115" A..090 PVB, 3116' HS). F. 7/8" LAMI I.G. CONSISTING OF (1) LITE OF 3/18' TEMPERED GLASS OUTSIDE, 1/4' AIR SPACE AND (1) 7/18' LAMI GLASS ASSEMBLY INSIDE (3/15' HS,.090 PVB, 3/16' HS). G. 7/8° UAMI I.G. CONSISTING OF (1) LITE OF 3/18' TEMPERED GLASS OUTSIDE, 1/4 AIR SPACE AND (1) 7/18° LAMI GLASS ASSEMBLY INSIDE (3118" A,.075 VANCEVA, 3/16" HS). 11. LAMI I.G. CONSISTING OF (1) UTE OF 3/18° TEMPERED GLASS OUTSIDE, 1/4" AIR SPACE AND (1) 7118° LAMI GLASS ASSEMBLY INSIDE (316" HS,.075 VANCEVA, 3118" HS). 2. DESIGN PRESSURES: TABLE 1, SHEET 3. A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES AST I& 61300-02. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM 61300-02. 3. CONFIGURATIONS: X O X_,O vOW� Om0 OXO, ?XXX, 25,X OR QXXO WHERE O REPRESENTS EITHER THE NARROW JAMB OR FUND. JAMB SINE UTE. ANY IWO ADJACENT X UNITS CAN BE ETHER TWO SINGLE, X DOORS OR A DOUBLE, QL( DOOR. THE FRENCH DOOR ASSEMBLY BEAM IS USED TO ASSEMBLE 6 J0, AND Q UNITS TO MAKE THE ABOVE CONFIGURATIONS. 4 411, ANc34ORAGE: THE 331/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. FOR ANCHORAGE REQUIREMENTS SEE SHEETS 9 THRU 11. 5. SHUTTERS ARE NOT REQUIRED. 8. SEALANT: INSTALLATION SCREWS, FRAME AND PANEL CORNERS SEALED WITH CLEAR COLORED SEALANT. VERTICAL ASSEMBLY BEAM SEAMS SEALED ON THE INTERIOR AND EXTERIOR WITH CONTRACTORS SEALANT. 7. REFERENCES: CES: TEST REPORTS: FTL-4311, FTL-4312, FTL-4315, FTL- 4827, FTL 4528, m -4529. FTL -4530 AND FTL -4021. ANSIAFBPA NDS -2001 FOR WOOD CONSTRUCTION ADM -2000 ALUMINUM DESIGN MANUAL 8. THIS PRODUCT HAS BEEN DESIGNED 8 TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, 2004 EDITION INCLUDING THE HIGH V13OCITY ® HURRICANE ZONE (HVHZ). • •• ••• • • • • • •• ifeeder PX VA F z bas a» ISOM twk GM•MMTexassi AmOMM83OIMO6 faA ) MOYE6MAIM•i -a TO. -+ AIA PAWIE8TO �. R6Vi aswotl.AADMTBPKQETIpa A1DT� rAOO •a+E a • • • • r• • • • IRMO / NONDIEDF10190 • P.0. tdi'D R8W4 s • GENERAL NOTES AND DRAWING MAP ALUM. FRENCH DOOR 8 SIDE LITES, IMPACT eadadt > I I"`e • 11 l rop• 800041 I B NOA DRAWING MAP TOPIC SHEET GENERAL NOTES............ 1 CONFIGURATIONS..... ...... 1 GLAZING DETAILS 2 DESIGN PRESSURES 3 HORIZ. SECTIONS....,. 6 PARTS LIST 7 EXTRUSIONS__ ..... 8,11 rlteEUCt' rsa *1i W b S611d6 A s ... a .T • • 02 �._ /6Z.._ 12.7w704 Mat A. TURIN. P.E PE 458201 tkoh• kal • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • •• •• ••• • • • • • • • • • • • • • • • • • • • • • •Y1• • • • • • ••• • • • • ••• •• • • • • •• • • • • • • • • • • • • • • • • • •• •• • • EXTERIOR GLAZING DETAIL 7/16" LAMI GLASS WI PVB INTERLAYER 7/8 NOM. 7118" IOM. 3116° ANNEALED OR HEAT STRENGTHENED GLASS .090' DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER 3118" HEAT STRENGTHENED GLASS INTERIOR EXTERIOR SETTING BLOCK 3/16' TEMPERED GLASS AIR SPACE 3/16' ANNEALED OR HEAT STRENGTHENED GLASS .090° DUPONT BUTACITE OR SAFLEX/ KEEPSAFE MAXIMUM PVB INTERLAYER - 3/16" HEAT STRENGTHENED GLASS INTERIOR 61$' GLASS BILE GLAZING DETAIL 7/16" LAMI GLASS W/ VANCEVA INTERLAYER 7B° NOM. 7/16" NOM. - 3/18" ANNEALED OR HEAT STRENGTHENED GLASS .078" VANCEVA INTERLAYER -.-3116" HEAT STRENGTHENED GLASS INTERIOR Tom' GLASS BITE SETTING BLOCK 3/16" TEMPERED GLASS AIR SPACE 3118" ANNEALED OR HEAT STRENGTHENED GLASS .075 VANCEVA INTERLAYER 3/16' HEAT STRENGTHENED GLASS 6/8" GLASS BITE GLAZING DETAIL BETTING BLOCK GLAZING DETAIL SETTING BLOCK 7/8" LAMI I.G. GLASS W/ PVB INTERLAYER.. • • •7/8;, LA,MI.I.G W/ VANCEVA INTERLAYER • • • • 4 27'z ,4 AI aN *** P.K WSW P.K ORM marNl A T OISMOI pAITIMATKttAAMODEL to • • taAIB • • •• A e A•01* ehb F.x e 1 Maim •••rte L.T. oar 4 • • • a • • P.Q i8A asp • Via& Bates •• GLAZING DETAILS AWU. FRENCH DOOR& SIDELITE& IMPACT Onalets I" 12 d 11 ( 8000b1 I B Luau A. Turner, P.E PE marl M• •113.41 • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • •• •• ••• • • • • • • • • • • • • • •e• • • • ••• • • • s •• • • • • • • • • ••• • • • •• • • • • • • • • • • • • • • • • • •• • •• • • TABLE 1. DESIGN PRESSURES FOR GLASS TYPES A THROUGH H FTL- 4311, 4312, 4315 UPGRADE FT64311, 4312, 4315 FTL -4527, 4528, 4529, 4530 UPGRADE FTL- 4527, 4528, 4529, 4530 FTL- 4311, 4312, 4315 UPGRADE FR-4311, 4312, 4315 FTL -4527, 4528, 4529, 4530 UPGRADE FTL- 4527, 4528, 4529, 4530 A - 7/16" LAMI (3116"A,.090 PVB, B - 7/16" LAMI (3/16"HS,.090 PVB, C - 7 /16" LAMI (3116"A,.075 VANCEVA, D - 7/18" LAMI (3/16"HS,.075 VANCEVA, E - 7/8" LAMI I.G. (3116 "T, 1/4" AIR F - 7/8" LAMI I.G. (3/167 1/4" AIR G - 7/8" LAMI I.G. (3/16"T, 1/4" AIR H - 7/8" LAMI I.G. (3/16"T, 1/4" AIR 3/18115) 3/16"HS) 3/16"HS) 3/16"HS) SPACE, SPACE, SPACE, SPACE, r 3/16"A,.090 PVB, 3/16"HS) 3/16"HS,.090 PVB, 3/16"HS) 3/16"A,.075 VANCEVA, 3/16"HS) 3/16"HS,.075 VANCEVA, 3/16115) DOOR WIDTH DOOR F®GHT CONFIGURATION 6 8 - 79 3/4 7 • 83 314" 87 314" 91 3/4" 8 • 95 314" SINGLE X 3 37" A,E +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 SINGLE X 3 3T C,G +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 DOUBLE XX 6 71 3/4" A,E +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 DOUBLE XX 6 71 3/4" C,G +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 SIDE UTE WIDTH SIDE UTE HEIGHT CONFIGURATION 6 - 79 3/4" 7 3/4" 87 3/4" 91 3/4" 8 • 95 314" = ' ; °% FULL JAMB 0 3611/15" A,E +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 FULL JAMB 0 3611/18" C,G +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 gato '' r NARROW JAMB 0 3611/16" A,B,E,F +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 NARROW JAMB 0 30 11/16" C,G +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 NARROW JAMB 0 3311/18" C,G +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +97.4 -97.4 c NARROW JAMB O 3811116" C,G +100.0 -100.0 +99.9 -99.9 +95.3 -95.3 +91.4 -91.4 +87.9 -87.9 r v2(Ao6 u TWn•r. P . PE NO201 menbargad NARROW JAMB 0 3611/16" D,H +100,,0'• - 10(%0•_ i100►0 0.190.0.. +100.0 A00.0 +100.0 -100.0 +100.0 400.0 liOtag A �� LT. Noma.@ri.ICL1u61W MOM TAW 1TDOMIE1•002 61AB8f►D€•A M�tllra+l, • DES /Q� •• ••• R�! • PQ Bgxlm• II Fi. wzo t• ALUM. FRENCH 0008 & SIDE IMPACT _" - l Bias •ie !Waft •s FDRO NTS 3 d 11 800)11 8 • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • 0 • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 95 we MAX HEIGHT ALL 0000 Lwo r__ FIC 1311r MAX WIDTH OX OR XO X FA t0000 B 1100 fl109EET Or. IZ231W 10.1.0 Mists I 10 &r MAX WIDTH 1 /i 25' MAX �+-- -71 S14' MAX WIDTH—+{ DLO I I UNITS -, XX NOTES: 1. CONATIONS WITH SIDE LITES CAN BE EITHER NARROW JAMS OR FULL JAMB VERSION. 2 FOR ANCHOR SPACING AND DETAILS SEE SHEETS B THROUGM M. • • • ? �� • • • • 3. FOR VERTICAL SECTIONS SEE SHEET 5 AND FOR HORIZONTAL SECTIONS NEEGH T .5. • • • A fmQemE671 No1n9MO• • • •• •• • 1 OXO OXXO (SHOWING EACH VERSION SIDELITE) atur luau • • Vislixfy Bette, •• • 45 3!B° MAX WIDTH 0 (FULL JAMB) 0 (NARROW JAMB) • EXAMPLE ELEVATIONS ALUM. FRENCH DOOR & SIDE EWES IMPACT Firm I NTS1 4 + 11 i °-`e° 11 113 then TWe•, P.B. PE 058201 tleeli•tal • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • ••• • • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • • • • •• • • • • • • • • ••• • • • • • • • • • • • • • •• •• VERTICAL SECTION A NARROW AND FULL JAMB SIDE LITE HEAD PA 87500 PA. PlC 9T EN L7. VERTICAL SECTION C NARROW AND FULL JAMB SIDE LITE SILL EXTERIOR 1 "L • • • • • • • • • • • • • • • • • INTERIOR VERTICAL SECTION B OUTSWING HEAD • • • • • • • • • • • • • ••• • ORIGINAL VERSION TOP RAIL ALTERNATE VERSION TOP RAIL MAX HEIGHT ORIGINAL VERSION BOTTOM RAIL ALTERNATE VERSION BOTTOM RAIL VERTICAL SECTION D OUTSWING SILL • • • ^ 01.00. A =,a - - MOW' • • • • VERTICAL SECTIONS e8qqxx ALUM. FRENCH DOOR & SIDE UTES, IMPACT P ngKaasev/ via* Row >a 113 • 11 leak."" 11 •• • • • • •• • •, • • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • MAX. DLO EXTERIOR D MAX. HEIGHT C 030003 aseampbarate gads YCi , r z�zrio6 LwesA.T1000, P.& PE 058201 OXXO HORIZONTAL SECTION SHOWING (1) OF EACH SIDE LITE TYPE Clib Pm es 1/4= Fi i DETAIL G STILES AT ASTRAGAL DETAIL H NARROW JAMB SIDE UTE (AT HINGE JAMB) DETAIL J SLAB AT GLASS BED DETAIL K HINGE JAMB TO HINGE JAMB • (No0t SHOWN ACNE), DETAIL F FULL JAMB SIDE LITE (AT HINGE JAMB) NOTE: ASSEMBLY HARDWARE QTY (3). 11 FROM TOP & BOTTOM AND ONE AT MIDSPAN mum EXTERIOR DETAIL E DETAIL I JAMB, FULL JAMB JAMB, NARROW SIDE LITE JAMB SIDE LITE comistre with donnish Ages o-5 PJL A••W 4 mawnermssair PJt am" NOMMIffMiro 7 �r or. sae* ••• Re arm F A 122 01 LT. 4. I T. • • •• • •• ••• • • • • •• win WHINIXIIMY ale� MIGOVIIM SIDM fl•fa/ • •• • HORIZONTAL SECTION DETAILS w• ALUM. FRENCH DOOR & SIDE LITES, IMPACT FD750 17/2 11; • 11 1 "` MOH 11 L a A. Tu or. P.E. PE* I MedwYOel • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • •• • • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• • 0 •• • • • 0 • • • ADM DOOR(S) D68CI PITON FRAME VWPAWS 1 8666 FRAME - HEAD &MOJAMB 2 8033A our-swW slu. 3 8003 OUT4W1NgSPLCOMM I PON 68066 68003A 6800IC DOORPANEL 4 6 8 9 8032 39 8030 WOL mom RE MRS A FX DRIPCA BEAD, SILL& JAMS WEATHE83TR1P(SCHLB3AW SCREW COVER DISTAILPLATE PRAMS ASSEMBI YSIREW 0817 1' PHQUAD ASTRAOALSACRAL S --- READ, SILL & JAMB WEATHERSTRIP ( IL,HI6LL 38 8013 SIS =MATCH MBCNANO34 (A81BADDf)) 20 8012 SIRE 21 8014 TOP RAE, (THREADED DOEr41CB0 22 8623 BCI 'OCD(RAU, mom= too marts 23 8017 TOP SWEEP 24 8016 8077480 SWEEP 8WEFP SCREWS, W X112 PHIL PN 26 3939 ASTRAGAL ACTIVE& INACTIVE 27 80218 4PARIT81lW, JAMB SIDE 28 802DA GPARRINGE COVE( 29 8018 GEAR MEHL BACKCPFIATS 30 88097) fPARHINOR DOOR SIDE 31 8035 GEAR 1111413E. DEARBNO 32 --- :EAR HINGE, SET-SCREW 8642,, U4° HEARIRN3E MTG. SCREW 412x3/4' 148JSS HD. MAR 1180, ATM l 68261 UP TRUISM 37 8039 TRIJ38CAMP 35 THREADED ROD 20618X36• 76 RANGED HEX NUT S /1618 -- LATCH ASSYSCREWS 88 XP SS PH11J.TR SD 41 8037 S/SSHOOFBC XRtM)ODUJVAN) 42 8015 STANDARD FUSE DOLTS W/ SS RIC(SUUIVAI4) 43 8131 SHOOTBC.TCH= 44 81010T DDLT GUIDE& STRUCESCRE9/ 832 X318' SSPHHLTS ISD 45 803883 RK8I1= STRIXEJ9ATEATA87TMML(ACTISE DICED11 46 D817. IPFT- SFRIKEM ATEATASI 'RACb1L(ACTIVEHINGEDEKRTI) 47 SJIBKEFIATESDIEWS SSP/,BILTRHD 48 - STRIKEPIATEM1 ES 39EW 624X 1/2' FR 49 8836 STIBKEPIA7BATDEAD&SILL JO "1W3STRIRBSCREWSS48X1/2P1IDJ.PH 51 .,1', PIATE SCREWS =IMO 8XIP2PHBLU IDERCU'FH 32 8001 ACTIVBTIIM SEF,AsIuANl» 55 8014A 'MP RAIL(LWBd.T 53 470(2 PASSIVE ITEM SET (=HAND) Si 8944 STADEESSSTIFLPASSIVEWC I:FAR(AS/BA016H 56 80237) DOMES RAIL (A0801.TOh 330 57 ---,5/184/2 ur LAOSOLT11 er.a•e ore 144/460. 10,1291 8 •00140 430414 Rre 116/ Wks: 10440110 FIC 93323404 LT. 144347E1713113. 4001788191461 51070414 • • • 68008 118333718000 6808/ 48632 83012 68014 68013 68017 68016 68015 6814;18 60507) 68018 68019A 68035 6T ODA 79900NTA 603739 =30 78)121PAX 49001 78)C78M°01 WS1104331 W31104451 761821)/ 78582AX 78X12PFHUX 6°15 7S18BOL'18C • . . • • • . • .. COPS 1 4 6 7 8 20 21 22 35 36 37 60 61 4 6 7 8 21 22 35 36 60 61 70 81 82 83 90 91 92 93 94 90 96 97 98 105 100 107 169• 119100 8686 90 8087 8812 8014 8013 8079 9918 880 FD750 NARROWJAMB SIDE UTE 8066 0088 8007 8009 FRAMEA9SRABLYSCIEW 88X r mount TOP RAH. 8014 8013 BOTTOM RAIL JTBW I29D000811648X36° 8039 8028 BD10 ASSEMBLY KIT 811736 8666 GLASS, BEADS & SILICONE 90 8026+ 86247) B724A 11240 Dig 78011 FRAME - HPARSRLBJAMS DRIP CAP SCREW COMM INSTA11P7 ATE FRAMEEASSEMBLYSCBEW 88 X 1° PH QUAD STILE TOP RAIL 801918 8 RAIL THRPADPD ROD SI1618 X 38 FLAN393 IESNUT511648 TRUSSCIAMP 08 X34' PH SODRIVETFX SCREW =ELITE HEADT9162 SIDE UIEJAMBTR= FRAME- HEAD& 8RL DRIP CAP SCREW 281201 1NSTALLPLITE FIAN ®11171 NUT 01648 TRIOS CAMP 08 PHSODRIVE TIM SCREW =EWE H FADTRO4 FRAME. JAMB FRENCH DOOR t A8S11H3.Y REAM 81084X2 UP PH SCREW 142411MNU1 112X 1 SLIDE L(IPFIONA 4RAZ8WSPAIANT . DOW CORN843899, NS, S93OtEQUIVALENT 7180• IAMI NAT'EDELA.S4pfl47 AN/LAS°PVB,3fW 118) 7110 LAMINAT®IRASSI:Vl6' IS..OIDPVI! Yl6° HS) 7116 IAMBNATFDE ASS one ANN. VAFKEVVA. 3147 109) 7/16' IAMDIAT®®Affi VA90VA,3/W 15) Tic LAMIIA(3187 U4' SPACE 3/18ANN.,.090PVB,316°HS) 778' 1.40411.13.01W T, UP SPACE 318 H3.,090FSIS ' HS) 718' LAM1W.4316T.U4' SPACE 3118 ANN..O7SVANCEVA,3/J8H5) 778' 1AMILa one T,1/4• SPACE, 3147183,8/5VAM24VA,316' 13) BACCBPAD 81.0401.8 77)47 BEAD 778' 10BBAD VW YL111RHWSTP(7HSQi) • 68688 68081 68089 781POA 68012 68014 68013 (=O DA 7990NUTA (037834 78039724 68078 68829 68008 64407 6800➢ 781PQA 68014 68013 7SSONUTA 6080 783049STW 4888 48010 6M3311 68066 680 6117867) 68023A 677247 FD750 FULL JAMB SIDE LITE • 7gr f7t- NOrlar7a • • •.• WO* Bettor PARTS LIST ALUM. FRENCH DOOR & SIDELITES. IMPACT FM PA l7 + 11 I 80O 41 re PRJ4DULT RENO) e4a>ayyHq•Frf480flr= /0 l2 /2-Vag Low A.Tlem, PE. MONO) Meo l • • • • • • • • • • • • • • • • • • • • ••• • • ••• • • • • ••• • • • • • • • • • • •• • • • • • • • • • • • •• • • • ••• • • • ••• • • • • • •• • • • • • • • • • • • • • • • • • • • • •• •• FR Fz 1 - -- -3.8 ti8-- -- -1 O 1 #8006 6063 -T6 FRAME, HEAD, JAMB AND SIDELITE SILL 2.000 3.990 O #8012 6063 -T6 STILE 1.938 a •m4 .074 #8022 6063 -T5 BACKBEAD #8028A 6063 -T5 SL BACKBEAD Qe/a O #8013 6063 -T6 BOTTOM RAIL 8.250 IOW --1 1.278 f-- .583 o ez _� . - 3.838 #8003A 6063 -T6 OUT -SWING SILL 1 T 1.938 .750 �► .818t" -- #8023A 6063-T5 7116" BEAD L —.040 #8024A 6083 -T5 I.G. BEAD •' • 21 #8014 6063 -T5 TOP RAIL • • •• ••• • • • • • • • • • • • • • • • .125 •• • • • • • • • • • • • • • •• • • • • • • • •• • • • • ••• • • • .050 FL =OS P. 1 • • • • • • • • • • • ••• • • --1 1.353 3 O #8004C 6063 -T5 OS SILL COVER 1.487 3.251 1.835 O #8033B 6105 -T5 FD ASS'Y BEAM • •• • • • • • • • • • •• • ••• • 14 Bass • • • •• • • • • • • • O #8009 6063 -T5 7 INSTALL PLATE .050 O #8015 8083 -T6 ASTRAGAL T .436 T i . ' 2822 —. 6,;) #8028 6083 -T5 SL HEAD TRIM h-2.313--011 #8029 6063 -T5 70 #8010 6063 -T6 � : SL 1A T 111 • • • NARROW SL JAMB EXTRUSION PRORIES 4.027 #8008 6063 -T5 DRIP CAP . 67;) #8017 6063 -T5 2 TOP SWEEP 075 #8021B 6063 -T6 GEAR HINGE, JAMB 1.742 .o7a 28 #8020A 6063 -T6 GEAR HINGE, COVER .142 i .301 CJ �" 1--- 1.783 i O #8018 6063 -T5 HINGE, BACK -UP x .075 2438 -4 T O #8019A 6083 -T8 GEAR HINGE, DOOR ALUM. FRENCH DOOR & SIDE LITES IMPACT 1/2 8 + 11 8000 -11 ,oao— O 6 #8007 6083 -T6 SCREW COVER B L .050 .787 T 2240 4 #8016 6063 -T5 2 BOTTOM SWEEP DIO9OUCE RF.vIS6A aamPb aUY the Wes Cob : . ems' 2-#21/04 Luton A. Torre., PS PE •68201 Moamar Fl Amoy -Try 11" JAMB ANC-TIERS - 18.800" HT. OTY. MAX - 95 3l4' -(5) _ O C. 813!4' -(5) _ 873/4' -(� _ 83 314' -(5) 793!4-(5) 1 1• DETAIL A (CONCRETE) A (SINGLE PANEL) ANCHOR TYPES: 1 OR 2 4 1 ae.us aer am•ADA ar I FJG 22304 LT. 44116 11" • - 10.571° MAX - o.c. JAMB atig HT. OTY. - 98314'-(8) 91314'-(8) - 873/4 " -(8) 83314 -(7) _ 1 79 314 " -(7) 110 I 1 A DETAIL B (WOOD) (SINGLE PANEL) ANCHOR T TYPES: 2 • IM'JI8 TDAAA7A61QgfFIIntlFFywiw.ro.. • REMEAI PERFACMAiO hOlIM b • • • ▪ • • • • • • • • • • • • • ••• • • • • • • • • • •• • 3" MIN. ATYP. S A DETAIL C (CONCRETE) SEE NOTE 5 REGARDING (2 OR MORE PANELS) APPU ANCHOR TYPES: of ENCIRCLED 1 OR 2 ANCHOR LOCATIONS ANCHORAGE SPACING REQUIREMENTS: 1. DETAILS A AND B ABOVE REPRESENT ANCHORING OF SINGLE X DOORS, OR INDIVIDUAL SIDE UTE 0 PANELS WITH FULL OR NARROW WIDTH JAMBS. DETAILS C AND D ABOVE REPRESENT ANCHORING OF ANY MDCTURE OF DOUBLE XX DOORS, SINGLE X D00RS, NARROW JAMB OR FULL JAMB SIDE LITE PANELS, FOR MULTIPLE -PANEL INSTALLATIONS OF TWO OR MORE PANELS. UNLESS OTHERWISE STATED, DIMENSIONS OF DETAILS A THROUGH D ARE MAXIMUMS. 2. ANCHOR TYPES: 1 -114 ELCO TAPCON 2 -114' ELCO 884 CRETE -FLEX 3 -012 STEEL SCREW (05) ® CONCRETE SUBSTRATE USE TYPE 1 AT 1318" MIN. EMBEDMENT OR TYPE 2 AT 13/4" EMBEDMENT. 1314' MIN. EDGE DISTANCE FOR BOTH. WOOD SUSTRATE - USE TYPE 2 OR TYPE 3AT 1358' MIN. EMBEDMENT. 3. SINGLE PANEL CONFIGURATIONS: (DETAIL A, CONCRETE SUBSTRATE. DETAIL B, WOOD SUBSTRATE) ® HEAD AND SIL___8' MAX. FROM FRAME CORNERS. JAMBS_......... 11' MAX FROM FRAME CORNERS, 18.800' MAX. O.C. CONCRETE SUBSTRATE (DETAIL A) AND 10.571' MAX O.C. WOOD SUBSTRATE (DETAILED. 4. TWO OR MORE PANEL CONFIGURATIONS: (DETAIL C. CONCRETE SUBSTRATE) HEAD AND SILL 8' MAX. FROM FRAME CORNERS, AND AT 7 AND 8' MAX. ON EACH SIDE OF ASSEMBLY BEAM ANDfOR ASTRAGAL LOCATIONS (CLUSTER OF 4). JAMBS-11' MAX FROM FRAME CORNERS AND 18.500' MAX 0.C. 5. TWO OR MORE PANEL CONFIGURATIONS: (DETAIL D, WOOD SUBSTRATE) ® HEAD AND SILL__8" MAX. FROM FRAME CORNERS, AND AT 3', 8', 9" AND 12' MAX. ON EACH SIDE OF ASSEMBLY BEAM AND/OR ASTRAGAL LOCATIONS (CLUSTER OF PLUS ENCIRCLED ANCHORS OUTSIDE CLUSTERS, REQUIRED ONLY 04 PANEL WIDTHS OVER 27 314•. JAMBS._....__. 11' MAX FROM FRAME CORNERS AND 10.571' MAX O.C. ••••• • • •. AWAY" a.r WSW ar atr A PALur • • • I P.Q tee RFC • • • • • • • • • • • ••• • JAMB HT. QTY. 95314 "•(5) 91314 " -(5) 873/4 " -(8) 833/4" - (5) 79 314 " -(5) ViSiSb BMW • • • •• • • • • • • • • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • H ILL NC &S ANCHOR CLUSTER (TYPICAL) _ . 18.500° MAX. 0.C. ANCHORAGE IIII) IQ I WI HEAD & SILL ANCHOR CLUSTER (TYPICAL) ® EQ. SP. TYP. II 10.571' MAX. - oc - _IA ANCHORS HT. QTY. 9 314 -(8) 911 314'-(8) - 83 _ 793/4' -(7) 11" mu I ® IIII Illf Q I A DETAIL D (WOOD) (2 OR MORE PANELS) ANCHOR TYPES: 2 OR 3 m 1111 ALUM FRENCH DOOR & SIDE LITES, IMPACT FD7S0 I NI 9 • 11 I 09.11 I B Uses A. Tamer. PE PEealrir1 Ilechanical 3.4 KSI MIN. .• `' `• A CONCRETE 1 ar MAX. SHIM ANCHOR (NOTE 1) 334 KSI MIN .4 . HCRETE ,, NOTE 1,4 MAX SHIM FJr ® (ONCREI'EANCHDR 0407E NOTE 1) 2x WOOD (NOTE 3) Odder A 1x WOOD (NOTE 3) II4' MAX GROUT, SEE NOTE S 114' MAX SHIM 2x WOOD (NOTE 3) ® 1 318' MIN. 114' MAX. SHIM --+-I k- ANCHOR (NOTE 2) ® .. 3.4 KS! MIN. • CONCRETE „• ' OR 1.8 KSI , • 1x WOOD ® CONCRETE ANCHOR • (NOTE 1) 114' MAX. CONCRETE ANCHOR GROUT. (NOTE 1) SEE NOTE 8 L Will EM BED 1— EM. MIN. 1 ` 3.4 KSI MIN ' • CONCRETE .- TYPICAL SIDE UTE SILL (DIRECT TO CONCRETE) EXTERIOR INTERIOR ALL HEAD & SILL SECTIONS) A WOOD ANCHOR, NOTE 2 TYP. DOOR & SIDE LITE HEAD RTES: 1. FOR CONCRETE APPLICATIONS IN MWW-0ADE COUNTY. USE ONLY MIAMI- DADE COUNTY APPROVED ELCO 114' TAPCONS OR 114` SS4 CRETE-FLOC MBI. INSTANCE FROM ANCHOR TO CONCRETE EDGE 181 314'. MIN. tENT:114'TAPCON - 1318'.114' 334 CRETE•FLEX - 1314•. 2. FOR WOOD APPLICATIONS USE 312 STEEL S (GS) OR ELCO 114 CRETE- FLEX -138' MON. EMBEDME4T FOR EITHER 3. WOOD BUCKS DEPICTED AS 1x ARE MSS THAN 1 1I2' THICK. 1x WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 112' THICK OR GREATER INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION (AHJ). 4. FOR ATTACHMENT TO AURA: THE MAUL SHALL BE A MIN. STRENGTH OF 8063 -TO AND A MIN. OF 1ST THICK. THE ALUM. STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVOS FULL SUPPORT TO THE DOOR FRAME SMEAR TO THAT SHOWN IN THE DETAILS ON THIS SHEET FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE AS12 MS WITH FULL ENGAGEMENT INTO THE ALUM. IF THESE CRITERIA ARE MET. THE PRESSURES SHOWN 014 SHEET 3 AND ANCHORAGE SPACING FOR (BETE SHOWN S. ON SHEET IS TIGHT Y TO SUBSTRATE, GROUT OR OTHER tam NAM FIC(31111Ele IF UgEtt NQII-§HRINK, NON - METALLIC GROUT, 3400 PSI MIN., (DONE BY OTHEM) MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE SILL WHAT 8 NOE TIGHT TO TIE 8U13STRATE. AND TRANSFER SHEAR LOAD TO SUBSTRATE. AX. or sB NONNIMI seam 104 x � Maar MOM X 11•111.1( awax ERscar M TEATni��av ERHi N WOVE IAMDIiII/E• •rd ' • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • ••• • • • • ••• • • • • • • • • • ••• • • • • • • • • • .• •• • • • • •• • • • • •• p4BED. SEE NOTE 1 A • Virgo Beate • •• • • • • • • • • • • • • • •. •• CONCRETE (NOTE )1 t j- .II,ntiod i .IIP; IPA 1. • • 114' MAX. Spam ANCHORAGE DETAILS TYP. DOOR SILL 114' MAX. SHIM TYP. DOOR & SIDE LITE JAMB, & SIDE LITE SILL I H I m'11 [ 8000.11 B P r. LL::: • ,::e Melt '.sSs CONCRETE ANCHOR (NOTE 1) INTERIOR (ALL JAMS sECTIONS) EXTERIOR I Z / /d Lucas A. TW. . P.E PE1 #8014 6083 -T5 TOP RAIL, LAG BOLT DESIGN } 100J 8.250 O #8013A 6063 -T6 BOTTOM RAIL, LAG BOLT DESIGN 3.775 L _ _ . .oso— O e4 #8056 6063 -T4 SUBSILL, OPTIONAL 1 .3� 114' MAX. GROUT, SEE NOTE 8, SHT. 10 WWI MIN. CONCRETE —ea • ; •'• � 114' MAX GROUT SEE NOTE 8, SHT. 10 13' CONCRETE ANCHOR SEE NOTE 1, 8HT.10 WOOD ANCHOR, SEE NOTE 2, WIT.10 'EMBED. SEE lityrE I,, SHT.10 OPTIONAL OPTIONAL • • 2x WOOD, SEE NOTE 3, SHT. 10 114 MAX. GROUT, SEE NOTE 8, SHT. 10 3KSI MIN. CONCRETE --� 114' MAX. GROUT SEE NOTE 8, SHT. 10 1318' MIN. OPTIONAL SIDE LITE SILL ANCHORAGE OPTIONAL DOOR SILL ANCHORAGE C ] EXTERIOR INTERIOR [> • • %/V S Cn IS ) • • • • I - - • • CONCRETE ANCHOR SEE NOTE 1, SHT. 10 WOOD ANCHOR, SEE NOTE 1, SW 10 OPTIONAL '.• EMBED. SEE NOTE 1, SHT.10 OPTIONAL 2x WOOD, SEE NOTE 3, SHT. 10 Hi NM A AFINIUMEMEMENCEMOTHAANDIAD PA mr to 8 sawav lmamsuAram anrarwasa nati g a/•1Ma art Tram FK 1228414 L.T. 431:6 • • • spa 4 MOZS, R SITJI • • • Hebb a Beer ANCHORAGE DETAILS ALUM. FRENCH DOOR & SIDE LITES, IMPACT = 1 114 ht .11 I 800941 I B i 12./ Z//46 - Lucas A Tmmt, P.E. PE e88201 Mechanical • • • • • • • • • • • • • • • • • .• • • • • • • • • • • • • • • • • • • • • •• • • • ••• • • • • ••• • • • • • • • • • ••• • • • • • • • • • •• •• • • • • • • • ••• • • • • • • •• • BUILDING CODE COMPLIAN(y OFFICE (gccO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE OA DAB Door Company Inc . 12195 NW 98 Avenue Hisieah Gardens, FL 33018 SCOPE: This NOA is being issued und the applicable rules and regulations documentation submitted has been reviewed by Miami gO die use of materials. i f The o Rules d Appeals (BORA) to be used in Miami Dade County and other areas Authority of ((A}11). J). allowed by Having This NOA shill not be valid after the ea:piration date below. The Miami -Dade Comity) andtor the AST (in areas other than Miami Dade County) re ery Pght to have this Division product or material tested quality assurance purpt�_ If this to love dris pmd to manufacturer will incur product or material fails to accepted =ruler, the product to or er will the expense of such testing nd the AHJ in the g may revoke, modify, the use Dam product County jurisdiction. BORA reserves the right to if it ism of such code. This Product Control Division that this product or material fails to meet the r of determined �d»- thne High Velocity Hurricane Zone r herein, 81°d has been designed to comply with the Florida Bnrldmg Code building DESCRIPTION: Sectional Garage Door 9"- 4'► Wide. APPROVAL DOCUMENT: Drawing No. 01-05, tided "Sectional Residential •••• revision on 02/28106, sheets 1 through 3 of 3, ', dated Ol/19f0!•t4ith last • bearing the Miami -Dade County Product Control Revision by AI with the abra by xpit�b>t d� b y the Mlamt-Dade qty Product Control Divi . stamp with the Notice of A t 1, � e • • MISSILE IMPACT RATING: Large awl Small Missile Impact • LABELING: Each unit shall bear a pmt label with the max • • • • • • • • • " d - D County Product Control Approved or MD pc , unless o r name logo city, state and f • • applicable building code negatively of this fthis prodgct, tion h been filed and there Lisa beat cll n TERMINATION of this NOA win � AL of this NOA shall be considered after a ge'in tine use, MIN manufacture this Opt expiration date o r if there has been a revisionror age in • or any proms. Misuse of this NOA as an endorsement of >� rtis g • for terxnjnation purposes shall removal NOA. Y terminate this NOA. Failure to comply with any of es£f for g • LIMITATION: This approval lupins the manufacturer to do testing of all coils used to fabricate door • • • Notice of Ate. A of 2 shall be oast from each coil and tensile um- by a Dade County approved y selected and paid by the Every 3 tie tested according s a yee year, ASTM B by r shall marl to this office: a copy of the tested repot wire on that four times selected ar, the mnuf t the man productiion f . And a notarized t from the mangy cod from coils at the 39000 psi or more shall be used to make door for Dade Corm Y with yield strength of ADVERTISEMENT: The NOA mm�ber $' under Notice of Acceptance dale may be displayed in advertising n e r by the words Miami-Dade County, Florida, and followed by die expiration INSPECTION: A copy of this entire NOA shall � �� of the NOA is displayed, then it shall be done in its ,. available for inspection at the job site at the to > Official. . the nufacpnea m its distributors and shall be This NOA revises NOA # Ol Q621.08 and of this Bondi* Official. above. page, eve page as well as the approval document mentioned The submitted documentation was reviewed by ; °ont PE. _ 1 - APPR MIAMI-DADE COUNTY, FLORIDA MEMO-DADE FLAMER BUILDINO 140 WM' FLAMER STREET, RATE 1603 MIAMI. FLORIDA 33130-1563 (305) 3752901 FAX (305) 375-2908 • NOA No 05-0915.10 Data October4,2011 pproval Data Apra 13, 2006 Page 1 • • • • • • DA Door C mpanv In NOTICE OF ACCEPTANCE: EVIDENCE PAGE A. DRAWINGS I. Drawing prepared by Al-Farooq Corporation, titled "Sectional Residential Garage Door ", Drawing No. 01-05, dated 01/19 /01, with last revision on 02128/06, sheets 1 through 3 of 3, signed and sealed by H. Farooq, PH B. TESTS 1. Test report of large missile impact test per PA 201 and PA 203 on " ,� Residential cyclic wand pressure test per Engineering & Testing, Inc report Garage Door", prepared by Hurricane signed and Sued by H �M. Medina Pilo HE77 01 -972 & 01-974, dated DI/l9/Ol, 2. Test report of Uniform Static Air Pressure Test Per PA 202 and Force Entry Resistant Test on "Sectional Rem Garage Door", prepared by Hurricane Engineering & Testing, Inc., report No. HETI 01 -966, dated 01118/01, sib and sealed by H. M. Medina PE. C. CALCULATIONS I. Calculations dated 04/19/01; ' • • • • • Corporation, signed and sealed by Ii Farooq, I through P, 8 8, Pry' &d' Ad- f:'ar�$ 2. Calculations dated 08✓10/05, page 1 • � • • Corporation, signed and sealed by 11. F aro through 5 of 5 oq, PH •••• ••, Prep • • • A,� Fard•• oq D. MATERIAL CERTIFICATIONS . • • • I. Test report of Tensile Test perASTM, E 8 report No. HETI01- T019,. ed b • • Hurricane Engineering & Testing, Inc. Medina, 03/OI/01, signed • Medina PE igned and �aledgiq y H • •. •' • •. .. • E. STATE • 1. No interest letter issued • • • sealed by IL Far PE and Farooq Coen on 09!19/01 signed and 2. Code Compliance letter issued notarized J c . sealed by H. Farooq PE ° rporation on 08/x2105 signed and 3. Tensile test mid Affidavit prepared by DAB Door C by R. Berger and notarized T °mF�3' Inc on 01/10106 signed by Bolanos F. QUALITY ASSURANCE. 1. Building Code Compliance Office. E -1 • • • • • .. . ... Senior Product Control Division NOA No 054915.10 Expiration Date: October 4 2011 Approval Date April 13, 2006 • • • • / 1 I5 /IOW x .10 118. LATCH , wax Locx (eon4 sus) SPRING � FA / 4 � 1 ' 8NEDD IN (4 %1 X 1/ S . CONFORMS 10 ' CNAPIFR 10 X11 1008.18.3 OF FOC ROUE 00015 • t3: i li>> 7L'ALL A NUM , :a7.FiL:1 7 15341211=11111111111 Eiss■0111■1■1011/1111•• MiCai 17inicmormi �iCiiCL: L• 1 111 n `i; r E— i G=1111•1111 11ti 1=11" 11.1=11111111 1110a4IIEt7.1 4 SL 'i[I / fIZA u� L OEr i�CI 3i i IM7L RFisi rte, ma Am L rr E1 7.7311Si "iE [1==kie 1111,174M 11,310E1 i �F �it1 3I:�i =EN •Fi73iEI _'7 3fA �2:I1i GINSINISIW WW1= - =117iIIETTI1L.. - 71,4114 METIGHEM <T.�:�a■Ei;za:: lL1tL:ss::. 8 4. 008258 a► • • • 7 - t/2•x GAM } STEEL / i W/ (4) ¢14 SI rx 1 -1 'xe- 1/2•x. - STEW. TO 82* SOLE WMi • (2) #142 Air so 7 AIRCRAFT TTPE W/ MN. S TOOISA =--4. / OUOR HANDLE CEMER STILE 91MELMELLSEN LOCK BAR LOCIONO SHOWN ' • • •• •• • • • • • • • • • Loac Eva WORLD ON 50 888E 1ST x .8V LOCK SAIL ' ENGAGES 84 1R40K • ON EACH 88x3 OF 000R • •• • • • ••• • • • •• •• • • • • • • • • • ••• • • • • • • • • • ••• • • • • ••• 0' - 4 - INSIDE ELEVATION ' RAISED PANEL EMBOSSED DOOR ' QEN 1. THIS PRODUCT 4145 8201 MOR O AND 128185 10 COMPLY WIN THE REINERSIENI8 OF TFSI FLORIDA MU= COTE 2004 BMW INCLUDSRO M ON -SOON Rim 2. ANCHORS EMAIL SE AS LISTED SPACED AS SHOWN ON At4CHOR E TO Wow. S! 8E mown � ORES= OR STUCCO. • • a AIL 001111. MU18 AND WASHERS SHALL BE NMI PLATED CARSON 8083. 4. ANCHORING OR LOADING COMMONS OTHER THAN THOSE SHOWN IN THESE OVALS ARE N01 P58 OF THIS PAPAW: B. A 33% 0)0)18458 01 AfLW1ABIE MESS IS USED IN DESIGN OF WOW ARMORS MY. i DAB DOOR MODEL 824 MAX. SIZE 8' -4" WIDE X 18'-0" HIGH DEMON PRESSURE RATING o + 820 PSF • 70.0 PSF (TMDS PRODUCT IS RATED FOR LAME MISSILE P14ACTI 8E000LT8 81880 semANpy •9b4i5taldt P /acC31.1. ':AO 1 (ehe•t 1 of 31 • • .•. • • • ••• .. .• • .. •• •• • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • .•• • • • • •• omit sum TRACK nom W55 / TO 50000 NM NUR 4/19' X t ONE P22 BRACKET • SOUTHERN ma • 0.65 5.0. 3/4' SEE SIFET 3 FOR mono 2- 1/E X 1 yam ' y'X8 0 X 78' 8/ 1 4 - x RUT LOCK E J m U1 11__ IIIIIIW IMP 1111111 7/10' PUSIROR 1NSTAL228 ON HOLLER SHAFT • • • ••• • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • •• • • • • •• • • • •• ••• •• • • ••• • • • •. • • • • • s• • • • • • ••• •• #14 X 5/8' 5445 4 PER NINE / 1/2' X 1 -3/4' X .059' ROI305 STEEL SURD TO PA10 . AND SWAPS W 4 E140 5144.2 ono 3/18' POP moos 0 12' 0.0. " 1-7/9' X 2-5/9' 2 .045' STEEL SM. GLUED TO PANEL 8/ (4) 33/ / ' 044 S.R.S. / 7 -1/2' x .071' OAW. STEEL DENIER 5562 S2 CTIO N BBB INTERIOR SIDE / 7 -1/2' X .071' 4 ' u .4 2000 DER. J " ; • FLAPS BENT OVER 101441. 324' L 2-1/2' ! 70 PANELS N4411 MPS AND {4) 3118' Nit RIVETS •/ SEE OEM 1014 1/2' PUNCHED 4 1 �ES 3/4' RSUI. 1 TWISIEVEGSNMar sn6X:luRRS NA 1 1 24 OA. STEEL PANEL 1 /4 SS 804.7 & NUT +. 1.52' ON. x .6O' RDUERS Nt /.44DIXX 1 /4'5IEAi 1 END 611LE 3/5' DU. POWERS =OE 00LT ANCHOR / 3 - 1/'2" IRI/. 44552E SRO OROIR EWER 1 r 02 3000 P31 111. CORM ' PRODUCT DU REVISED o o s7f618` 61•iy nokuog Atogow4; oat 1 w r i *mho 01 -05 sheet 01 5 SECiK)N A-4 / PCP RIVETS / 14011120149. RONFORCENENT / x 1 -3 4 % .056• FOItl1ED STEIL • OILED 70 O FAMED 7S • VERTICAL NUS (2) 3/16' PO 998 • 7 12"X3'x0.1'/ 174310119 11/Mrf X al 911.8.• - MISS � 1.18. • CCOT= or TOP ECRaN • ( wawa orowcsamor ' va X 1-314' X .069' FORMED 81001 X1 1 . 11 25 F 10 • (2) 3/18' POP RIVETS / tar 01. x do° Rags ' 5/ .44 ail X 4-1/4' ST191 ' 5/19 *400010 .B / r tSRV . 1.07 P 41.0A / 01- 110006 • 50-25 PCIY- 508VANUUO0 • 0121111Y- 2.0PCP • ILOA } 01- 1108.08 • 14 06. RALM. ux / 00 • 1®1. .02 2 4"" R0LL FORMED Sl®. PANE. 1.1. RID Slaliax� 38 1451 15 swra 1 x 2-1 P %• 19119 XX �0GTT T OM 8 ' 1i/ 7!0 14 X 6� 8yg�. M/(4 14 %a 516, .5558 ALUM PIA1E • SSM 1/r r •••. • 46' O.C. AND RUN119 50404 BTRIPP010, 8 /1a' x 1 -9/8' IAO scow 111TO WOCO OR • 5 /18' 8160E Amon ' 511E 1 -1/4' MED NM 190191 • • 3 BER • • • • • • • 2 -1/2' X 4-1/3'11/0.1 si®. PIAF!' SEISED iD 1 -1/2' X 1Y1/2 3V ANGLE - 1914 (4) 1 /4- 200ASS. 80 NUTS 1 1 • • •.• • .• •• • • • • • • • • • • • • ••• • • • • • • •••••• • ••. • • • • • • • • •••• • a TRACK C0 51G JRATga / • • •. •• • • • • • • • P REPARATION 0F JANBS BY 07HER3 • ••• • • • • .•. SR R1 60iLL5 08. OPPM 949 BE FR0•D SCUD • Br NOT 12BO R{I2 8 PRESSURE TRU.=ED OROfM 2 • OR OILITER MOD S WALLS FRON FDO18q TO TIE BOW. • 6t0RiZ 101.04 SUPPORT. gleetI,/ 504Th ED . F 1 Doom 9109.4„ • • '1 Op • • • • 4, 4 • 1RAOx MOTH • OPENING M N7 PLUS 12' • 18 i � roff 18T2ND mMEN 82' 83' 84 • 88, 06' 87' E51 ZL1 ®tig77131 23' 34 48 B6' B7' 21' W 18 � 21' 21' 21' IVO 1 3( 23" - 34' 45' 88' 87' Fir5111511151 ira ® 23' 34' 48 87 ELZ1 h 18' 18' 18' 21' • 1' 11-3 4 23' 34 48 88' "-SECTIONS ARE NUMBERED STARTING AT 7HE BOTTOM / FOR DOORS TIM B 19 Hot 1105 A0012*0 6. TOP X18 AT 10' O.C. / 14 QA. COLN 81021. TRACK • B-1 .08.1/2' x 12 04. 70144 8Ri69W S r To 1/4 002 & 4 18. ' STET. 81RUC11ME BY 016#88 NUST SUPPO1 ME LOAM OVOSED TN 00011 SYSTEM • 11000 12044 C0111102•FION 019 NASCiDLi' 1 18.0514 SMALL BE SECURED STR4 TRICK 881G4T8 TO PRESSURE • TREATED 2:48 WOOD AVM WHICH woo= MOOR= 9W91 84504 WN OR CONO. m NOUB N MM • 1/4' T1P906 WV 'IC0' • MEIN 3/4' 1.L EMBED N4 299148 OP MACK 888 11 -1/2" OD. 0 3� P84 C0 000 1!. Bu0a4 , 0011.9 gm OE sour FILLET AtS1 R • 1W BEAMS • UM FOUR ems 9 8 SW W. OOHS 1008 � e � MOfE18 • IL& L oat RR • 12. O• 1 4' - X 14 Fu T 3' X .102 GA . TO GAM !P M0L08 AT EACH 108E AI TERNd1G 1'R4C1r INST 1.8710E WrIllE:21.=3111.1%a WAN INE70111M =Tit CORD. - b8.. 3008 PSI 1/4-20 s8 BOLT ¢ NL+1 12" 0.9 2 81E L X 1RACit / m000rroxvisto Nitta atr:3tt7 <r Id MI ® BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Ingersoll-Rand 2720 Tobey Drive Indianapolis, IN 46219 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The dreummatation submitted has been reviewed by Miami Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and ctber areas where allowed by the Authority Having Jurisdiction (AHJ). . This NOA shall not be valid after the expiration date stated below. The A imniDade Comity Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Mtiami Dade County) reserve ve the right to have this product or material tested for quality assurance purposes. If this product or material fls to perform in the accepted , the manufacturer will immr the expense of such testing and the AHJ may fly revoke, mommy, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this if it is detennined by Miami-Dade County Product Control Division that this product or material fags to meet the requirements of the applicable building code. This product is approved as desciibed Mein, and has been designed to comply with tlw Florida $ui .. • • including the Hlgh Velocity Hurricane Zone. • •. • • • • • • DSO: IR series "Eapz'Door" Single Ontswhug Steel ComnmrcielDeor- Impact • - • • • ..' • • • APPROVAL DOCUMENT: Drawing No "1035W-1", titled "Faq�oar Series System "; slier 1 through.; of 6, • d a t e d 03/11/03 last r e v i s e d on 01-29-2004, p r e p a r e d b y t h e mminfacturer, beating t h e A d 4 j e CoaPP • • • • Product Control Approval stamp with the Notice of Acceptance mmmler and approval date by Miami -Dade' County Product Control Division. • •• • • • • • • •• •• • • • • • MISSILE IMPACT" RATING: Large Missh • Impact Rc • • • • u • LABELING: Each unit shall.bear a penuanent label with the s name or logi }ate ands • • • following sue: "Miami-Dade County Product Control Approved ", unless otherwise nil hem • RENEWAL ofthis NOA shall be considered after a renewal application has been filed ann thke:has • • change in the applicable biulding code negatively affecting the performance ofthis product. • S • • • TERMINATION ofthis NOA wdl occur after the expiration date or if time has been a revision or deluge in the materials, use, and/or manufactme ofthe product or process. Misuse ofthis NOA as an endoiseman of any product, for sales, advertising or any other purposes shall automatically tesminate this NOA. Failure to comply with any section ofthis NOA shall be cause for termination and removal ofNOA ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expo date may be displayed in literature. If any portion of the NOA is displayed, than it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufitenner or its diStrtbutors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists ofthis page 1 and evidence page E -1, as well as approval document mentioned above. The submitted doctuneatation was reviewed by Ishaq I. Monde, P.& MLAM -DADE COUNTY, FLORIDA METRO -DADE FLAMER BUILDING 140 WEST FLAGLER STREET, SUM 1603 MIAMI, FLORIDA 33130-1563 (305) 375 -2901 FAX (305) 375-2908 NOA No 03- 1107.03 Expiration Data February 19, 2009 Approval Date: Febnpary 19, 2004 Page 1 • NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's parts and sections drawings. 2. Drawing No "1035W -1 ", tided " Exploor Series System', sheets 1 through 6 of 6, dated 03/11/03 last revised on 01 -29 -2004, prepared by the mamifacturer. B. TESTS 1. Test Report No. C1LA- 1035W -1, prepared by Certified Testing Laboratory, Architectural al Division, dated April 7, 2003, signed and sealed by Ramesh Patel, P.E., for the following tests: 1) Air Infiltration Test, per TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per TAS 202-94 3) No Water Resistance Test performed. 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per TAS 202 -94 along with maraacturei's parts and section drawings marked by Certified Testing Laboratory. C. CALCULATIONS: 1. Anchor Calculations and structural analysis, prepared by ProducCTechaology • • • •• C o r p o r a t i o n , dated 0 6 / 0 2 / 0 3 , s i g n e d and sealed b y R e n e J . Quiroga; P L. :: • • . . D. QUALITY ASSURANCE • 1. Miami Dade Building Code Compliance Office (BCCO). • • ••.• ...... • . E. MATERIAL CERTIFICATIONS . • • • • . • • • ..... • •• • 1. Tensile Test report No. A103W1 -Test 1, 2 & 3 dated 23 APR q•pe•ASTME -$ • • for steel face sheet, prepared by Certified Testing laboratory, sied and P sated by • Ramesh Patel, E. : • • . •••• . 2. Teat Report No. NER -384, reissued dated May 01, 1994, is * National : • " .'. Evaluation Service Inc to Huntsman Chemical Corporation for `Expanded • Polystyrene EPS" for grade 86 & grade 54 for "Surface Burning Characteristics Of Budding material" per ASTME 84. 3. Test Report No. 9691, dated August 28, 1987, 1994, issued by United Testing Company Inc. to Huntsman Chemical Corporation for "Expanded Polystyrene EPS" for grade 86 & 54 for "Self Ignition Tie Test" per ASTMD -1929. E. STATEMENTS 1. Std letter of conformance and no )mania) interest, dated June 2, 2003, issued by Product Technology corp., signed and sealed by Rene J. Quiroga, P.E. 2. Laboratory Compliance statement issued as part of test report. E -1 1944 1 1 . A LA, Ishaq I Ganda, P.E. Product Coalrol der NOA No 03- 1107.03 Expiration Dam February 19, 2009 Approval Date: February 19, 2004 • • • • • 4S' VOL PR ME WIN 9e' .t) m SEE SM .3 FOR TOP BRACKET ASSFLIBLY 1 of Kum SEE Sea FOR BOTTOM ASSEMBLY BRACKET )i ���r`'.1 ii'1� 71 T U a I `ICUS't•NE I T I IWO Will MOW >,ri, , r.• r�- ar,ar4 s�r .r�r.� +. qa a il r �r� 71•i 1•W r 11T"I:�1'i3'7:[i 1ST 7.1MT.74.1 ■ f•SI:GT Yt II,RF IN NM MIN W. •;,Y •' 111 I T tri.!ti^ rr3.i .s:MMII I=717•1•1 ME u' a IY ;. , •�.. f �.. #`::1f iiil. :;'lif7�'� Nil INI• U'1 T" r of 1 '3 IlmoCi7..I ^1W,11111U » 0 ! A"iklo mix 71;' l :11;! :111 x i• 1 :Y 4'111111INOWEWVi :AliMOiNOW . * 'lair• • in [ ii 4•W.r : 170. 774?"tt-W:T3e2 ;i 4111NIMKYaii:!i Al lINNIJOIRINILS Z31Z% .. '1• C NOTE 3. !NAMELY F179/18 OR HAGER 1279 MOBS .134' MIN. S11.. • 1 7 1 1 7 ; 1:.7 fI ?: TTit<'';SCa llif ?.I cce: •4 _ •' IST7•11111ErICIFIN 1• U. •.1 2.. 17- c .4 St 3117•711171G i i rSTIZ y T:01- In lttlfl • • • • NIOPINIONIONNINMILIN i i -- 11111.'.1Y:1•kiiAN frwIn4'rPIk l - .,t••.1I;17-1 i 11 VIE4 K1517:464 414WD:1 DESGN PRESSURE RATING POSITIVE NEGATIVE WHERE WATER INFILTRATION REQUIREMENT IS NEEDED NOT APPROVED NOT APPROVED WHERE WATER INFILTRATION REQUIREMENT IS N:OI NEEDED + 70 PSF - 70 PSF • OUTMAN BOOR UKASE 19405 WM • • • • • • • • • •• • • • • •• SEE EHLII FOR WITTON _81 eamarr AMY PTA SEE OILS •• • • • • •• • • • • • • • • • • • • MOW Y SORUSE MANN 1WN SERIES VIEW REVISIONS LTR A D NSCRIPTION APPROVAL DW11S. REVISED PER DC ScCG YNF SEE OIT.8 FOR TOP BRACKET ASSEMBLY OP IOW ® NNW DATE 0341.03 81/28/04 APPROVED 1. Og 1 J17119iSIRPP9t0 PM AM MD MEMO. RIMIXENTSI R s ) T 8 i0R APPROI•B NOE0174 8YN1•A RR ENAMOR ISOt tan* ROM MN RABBET 'MP HOME ROOt 10 2, 90T11M OR NOT UMW SP • SR1�6 a RANSON 4 9 Li' /9 � s aNOMNnQlf4 ' 7 MIRY APPUOMIO 1 Q' BSg 0008 U OWN= NH r Ts 9¢ BY midis ai AL OR CASS BY OAST: BM ••• • • • • ••• • • • • • • • • • ••• • • • • • • • • • • • •• • • • ••• • • • • • • • • • • • • •• • 7 GA. DOOR HIND REINFORCEMENT MORTISE PANIC DCBQN_A MONARCH 18-M MORTISE LCCK 9CHLAOE LC400 SERIES Cri1NDRICAL LOCK, SCHNOWIERIES IMTH 3/4' LATCH 7 GA. FRAME HINGE REINFORCEMENT 10 5W -1 SHEET 2 OF 6 INGERSOLL -RAND COMPANY STEE MPG NT A TOC t75 •... • • • R OAF • TW. • • • . •• • • • • • •• • SEE SHMT 8 FOR ANSWERS OMENS A 2 !63Ti1LLAIDE 4.34 • •• • • 4045 • :E • 'ACER • •• •. • • • • •• • • • • • • • • • • • • ••• • • • • ••• • • • • • ••• • • • • • • • • • • • • • •• •• • • • • • • •• •• ••• • ®1664. MORTISE LOCK/PANIC REINFORCEMENT (O18 GA. CYLp1DRICAL LOCK REINFORCEMENT NOES 1. SEE SHT.1 FOR ELEVATION, MATERIAL AND SIZE 2. SEE SHT.5 & 6 FOR ANCHOR REQUIREMENTS 3. SEE 8HT. 5 FCR t2RT/S UD WALL CONSTRUCTION AND ANCHORING SYSTEM. 4. SEE SHT. 4 & 5 FOR AVAILABLE SIVA JAMB DEPTHS AND SPECDICA11 1S. B APPROVED HARDWARE INSTALLATION IS PER MANUFACTURER'S INSTRUCTIONS. T- 4 7/8' -.4 1 1/4' 1279 BRA SEE SHT 5 FOR SCREW INFORMATION 5ECT 9-9 CYLINDRICAL LOCKSET SCHLAGE D/ND— SERIES SHT.B AE99W 91 CASE CENTERISASE SEE SHT.e FOR THRESHOLD INSTALLATION AND ANCHORS MONARCH 18—M MORTISE GIRT HOMO COM 000R PANEL HEICHT 83.128' MAX. 6lis NIMILi NM r1 E CTERI0R SIDE SEC1121 ,9-B MORTISE LDI SCHLAGE 1.13400 SERIES 7CH BOLT 1279 9110M (BrAra.ESs STEEL) 144 SS SEE SHT 8 FOR SCREW INFORMATION SHtO • • • • • • • GIRT SEE SHT.8 F AND ANCHORS • • • #12-24 •• Fy mbt.1*000 P99 SEE SHT 8 FOR SCREW INFORM C CN 9—B MORT PANIC DEVICE MONARCH 18—M Fir • • • • • • • ••• • • • •• • • . • FOR THRESHOLD INSTALLATION AND ANCHORS • • • • • • ODD RADIUS APPAOYFD REVISIONS LIR A 8 686 RAT OPTION APPROVAL DWOS. REVISED PER 00 BCCO YMF TS A •CAD DATE 03.11.03 01/29/04 APPROVED glagstauugamile t99�. 1. SEE SHT.1 FOR ELEVATION. MATERIAL. AND SITE 3. SEE SHT. 5 FOR GRT ANCHOR /STUD W CONSTRUCTION AND ANCHORING SYSTEM 4. SEE SHT. 4 do 8 FOR AVAILABLE SIZES. JAMB DEPTHS AND SPECIFICATIONS 8. APPROVED HARDWARE INSTALLATION IS PER MANUFACTURER'S INSTRUCRONS 8. WALL CONSTRUCTION STRUCTURAL MEMBERS MUST BE DESIGNED TO COMPLY 79111 APPROVED DESIGN PRESSURE RATING it INGERSOLL -RAND COMPANY STEELCRAFT MFG. 9917 99s INIMAA w Ammo Ste 46399 MILE CROSS VW HAI�WAf 3070 SIN 9035W --1 SHEET 3 OF 6 tB 1 1 ••• • • • • • •• • • • • • • • • • • • •.. • • • • • • • ` •• • • • • • • • • •• • • • • • .• DOOR SERIES CORE MATERIAL PER SHT.7 MAXIMUM OPENING SIZE SKIN MATERIAL WIDTH HEIGHT DESCR. GA. /MIN. THK L POLYSTYRENE 3'0" 7'0° CRS GALV 18/.044" 161.053" 14/.087" i•s•i•i•i•i•i•I•i•i•i• 1 ••J JAMB DEPTH :•• 1 •. , 1 . � s • • .. • :l • .•( 14 • . ••i ••, 1 , •4''. ;i . ,�•� '.. /,,: •� ' •• • .• •. .1.' <r• . • _ • •' f • . • • 1414 • • • 1414 • • 3 • 14 . • • . • •• -t ° • 1414 • i•i ■ • • 1141 ;•, • .�• 14 14 ., ••. • • •. s1 ••; :•; ••, 7'0" CRS/HRS GALV FRAME SERIES JAMB DEPTH MAXIMUM OPE�NNINNG SIZE MATERIAL. WIDTH HEIGHT DESCR. GA./MIN. THK 161.053° 141.067° PU 5.75° MIN. 3'O" 7'0" CRS/HRS GALV TABLE 1. TABLE 2. A AVAILABLE DOOR CONFIGURATIONS (SEE NOTE 1.) • AVAILABLE FRAME CONFIGURATIONS (SEE NOTE 2.) SECTION A -A MAX. L POLYSTYRENE TYP EXPANDED POLYSTYRENE FOAM GRADES 54 AND 86 (HUNTSMAN ) 1.0 LB /CUFT Fy MIN. 43,700 PSi HONEYCOMB KRAFT PAPER. 1.2" CEU. SIZE TABLE 3. CRS ASTM A1008 HRS ASTM A1011 GALV: A60 ASTM A924 • • • • • • • •• • • • •. • • • • • • • • •• ••• •• • • • • • • ••• • • • • • • • • • • • • • • • • • • •• • • • ••• • • • • • • • 1 OTES: 1 . DOOR CONSTRUCTION 1 .1. MINIMUM DOOR THICKNESS — 1 3/4" 1 .2. ALL DOORS ARE FLUSH — NO LITES OR LOUVERS AVAILABLE 2. FRAME CONSTRUCTION 2.1. MINIMUM JAMB DEPTH — 5 3/4 ", STOP HEIGHT — 5/8" 3. FOR MATERIAL SPECIFICATIONS REFERENCE SEE TABLE 3. 4. CORE MATERIAL SHOWN WITHOUT HARDWARE REINFORCEMENTS APPROVED NF 5 /44I /D2 R E V I S I O N S LIR A B 0 INGERSOLL -RAND COMPANY STEELCRAFT MFG. 9017 Rd tiaitall p,• Ott IRA? DESCRIPTION APPROVAL DW0 REVISED PER DC NCO YMF DOWRY DOOR MD FRAME cCCNFIOURAn 1S AND tm a r ECS ono= NTS I AUTOCAD 1 OVA lid 1035W -1 DATE 03.11.03 01/28/04 APPROVED SHT4OF6 • • • • • • ° • • • • • • • ••• • • • • • • • •• •s • • ••• • • • •• • • • • • • • • • • • • • •• •• SEE SHT. FOR THRESHOLD INSTALLATION 5.78' MIN. 0.828 HEAD NOTCHED 41 PTO BOLTED J 2 MAX STROKE JAMB VARY TOP GIRT TOP BRACKET BRAMET (1t) TOP OF JAMB IERSTRIPPIHG DETAIL DIMENSIONS TYPICAL EXCEPT 11104 SPECIFIED) EXTERIOR INTERMEDIATE BOTTOM BRACKET #12 -24 X .750 (9) SCREWS (3) M -a ny STEEL OR (3) 1/4' TAPCON INTO CRETE 12" MAX 20' 0.C. 20'0.C. MAX 12' MAX r-- 0.825' r MAX 5.781 .,v • r. • • • 1. • • (3 )-24 >t.780 ( 9) S E so ( L/E4" DMB Row (1 -2 E X W .780 (e 88' FLOOR LEVEL 2 38" r • • .5.; 106. • • • • HINGE sive • ^l'A' 2. • • • TO • • • • • .• • • • ( �) •c •• •. • • • • • • • . • • J • • I• • 1.78° tom"• -- 8.00 0.78° 2.80" GIRTAPROFILE 12 OA STEEL INTERMEDIATE BRACKET 8.50' Z5n "e 8.75° 4.38' 8.00' 14 OA TO P • D BOTTOM BRACKET 8 NOI�.ES #12X3/4" R E V I S I O N S LTR A DESCRIPTION RELEASE TO SHOP REVISED PER DC 80x0 YMF OAIE 01/29/04 INGERSOLL-RAND A Na CESIDAriff sumlizeimma OW • ok* Rd Olacinsali OW 4502 MIA WI .SERI ' tIF G ASSEti1V ANT CORNER DETAILS APPROVED ••• • • • • • • • • • • • • ••• • • • • • • • •. •• • 5 ••• • • • ••• • •. • • • • • • • • • • • •• •• 0.5' R0.094' (TYP) 3.91 -° 1 -119 -j --139 --I- -- 3.91 35.625 MAX. FAS -SEAL DOOR SWEEP (4) 1/4 X 1 3/4' PHFH TAAPCOI OR 1/4-20 SMS 4.00' (TYP) 9.25' TYP. FULL JAMB DEPTH' THRESHOLD THRESHOLD PROFILE PS -074 SELF- ADHESIVE WEATHERSTRIPPING FLEXIBLE SEMI -RIGID L 013 r 4.00 36.00° 5.78' 3.74 40.00• SEE NOTE 1 w PMT & .DTI RIGID SECTION NOTE 2. 1.25 0,75 n�iwv 1 1.47' 041 ••• • • • FLEXIBLE SECTION SEE NOTE 3. 1000 • • • • ••• • • • • • — • • • • • • • • • • • • • • •• •• • • • 00 •• 000 • • • 000 • • 0.665' TYP. 1.83° T 2454' 1.90' 214` CENTERLINES FOR C'TSIL .4& SCREWS • - • • • • •• • • •• • • • • • • • • •• ••• •• • • • • • • • • • • • • • • • • • • • • • • • • • • • •0 • • • ••• 4 • 0 •• • • • • • • • • • •00 • • • • • • • • • • • • • • 1109 MI= APPROVER LTR A REVISIONS DESCRIPTION APPROVAL DWG REVISED PER DC 8E00 YJ' TIME II/,Ti IONTY 0008 ACS 1301TOY SWEEP AND WEA�� ria fax NTS 1 AUTOCAD I DATE 02/26/03 01/29/04 NOTES: 1. SLOT LOCATIONS MAY VARY WITH DIFFERENT DOOR WIDTH. 2. DOOR SWEEP RIGID SECTION IS MADE OF PRO -FAX #PD -199 POLYPROPYLENE HOMOPOLYMER 3. DOOR SWEEP FUMBLE SECTION IS MADE OF SANTOPRENE #101 -73 73 DUROMETEIi - SHORE A SCALE 4W I i k I d. I: Mem 4 APPROVED 1035V - 1 I SHT6OF6 MIAM COUNTY BUILDING CODE COMPLIANCE OFFICE (IRMO) PRODUCT CONTROL DIVISION ftcoz"- D4-3.10 MIA DADE QTY, FLORIDA METRO DADE FLAGl ERBUILDING 140 WEST FLAGLER enema, SU1TE 1603 MIAMI, FLORIDA 33130 -1363 (305) 375 -2901 FAX (303) 375 -2908 NOTICE OF ACCEPTANCE (NOA) PGT Induces 1070 Technology Drive Nokolal, FL 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The won submitted has been reviewed by Miami Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration slate stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the sight to have this product or matedal tested for quality assurance purposes. If this product or material fails to perform in the accepted mamier, the manufacturer will incur the expense of such testing and the AHI any immediately revoke, modify, or suspend the use of such product or material within their Win. BORA reserves the tight to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the Blgh Velocity Hurricane Zone. DESCRIPTION: Series 1"X Heavy Wall Alum tnum Tube Clipped Muhllon-LM.L APPROVAL DOCUMENT: Drawing No. 6221, tided "1" Heavy Wall, Elevations Aluminum Tube Clipped Mullion ", sheets 1 through 7 of 7; dated 04/28/00, with last revision on 05/30106, prepared by PGT Industries, signed and sealed by Robert L. Clark, P.P.., bearing the Miami Dade County Product Control Renewal Stamp with the Notice of Acceptance number and expiration date by the -Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact LABE LING: Each unit shall beara permanent label with the manufacturer's name or logo, city, state and following statement "Dade County Product Control Approved", unless otherwise noted > n. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiation date or if there has been arevision or change in the materials, use, an for manufactuue of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for won and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami Dade County, Florida, and followed by ' the erasion date may be displayed in advertising literature. If•any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacund or its tears and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA # 04-0528.05 and consists of t page 1 and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted won was reviewed by Jainne D. Gascon, P.E. NOA No 06.0125.07 Itapiratlen Daft June 28„ 2011 Approval Data July 20, 2006 Page 1 3 -22 ER Au corop toarad PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No 6221, titled "1" Heavy Wall, Elevations Aluminum Tube Clipped Mullion ", Sheets 1 through 7 of 7, dated 04/28/00, with last revision on 05/30/06, prepared by PGT Industries, signed and sealed by Robert L. Clark, P.E. B. TESTS I. Test reports on 1) Uniform Load Static Air Pressure Test, per FBC, TAS 202 -94 2) Large Missile Impact Test, FBC, TAS 201 -94 3) Cyclic Loading Test, per FBC, TAS 203-94 along with installation diagram of a pair of fixed alum. windows (00 configuration) 60" x 54" mulled together with a ix 2 x std. wall mullion, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -2902, dated 01/15/01, signed and sealed by Antonio Acevedo, P.E. "Submitted under NOA # 04- 0528.05" 2. Test reports on 1) Uniform Load Static Air Pressure Test, per FBC, TAS 202 -94 2) Large Missile Impact Test, FBC, TAS 201 -94 3) Cyclic Loading Test, per FBC, TAS 203 -94 along with installation diagram of a pair of fixed alum. windows (00 configuration) 80" x 76" mulled together with a ix 4 x std. wall mullion, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL- 2903, dated 01/05/01, signed and sealed by Antonio Acevedo, P.E. "Submitted under NOA # 04-0528.05" 3. Test reports on 1) Uniform Load Static Air Pressure Test, per FBC, TAS 202 -94 2) Large Missile Impact Test, FBC, TAS 201 -94 3) Cyclic Loading Test, per FBC, TAS 203 -94 along with installation diagram of a pair of fixed alum. windows with a transom lite (0 /00 configuration) mulled together with a 1x 2 x 3 4" wall vertical mullion and a 2 x 6" x 1/4" wall horizontal mullion, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -2975, dated 01/23/01, signed and sealed by Antonio Acevedo, P.E. "Submitted under NOA # 04-0528.05" C. CALCULATIONS L Revised Anchor Calculations and structural analysis, complying with FBC -2004, prepared by PGT Industries, dated 05/30106, signed and sealed by Robert L. Clark, P.E. E -1 Jaime D. Gascon, P E. CIS, Product Control Division NOA No 06-0125.01 Expiration Date: June 28, 2011 Approval Date: July 20, 2006 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of conformance and no financial interest, dated January 23, 2006, signed and sealed by Robert L. Clark, P.E. G. OTHER 1. Notice of Acceptance No. 04- 0528.05, issued to PGT Industries for their 1" x Heavy Wall- Aluminum Tube Clipped Mullion, approved on 07/15/2005 and expiring on 06/28/06. E -2 Jaime D. Gascon,P.E. Chid, Product Control Division NOA No 06. 012507 Expiration Date: Jane 28, 2011 Approval Date: July 20, 2006 ANCHORS DETAIL 'B "C" OR D" AT BOTH ENDS AND AT BOTTOM MULLIONS M1) M2) Hi+ W2H W W1+W2 H -H1 +H2 12) WINDOWS MULLED W/ONE ABQVE FOR DETERMINING MAX ALLOWABLE DESIGN PRESSURE SEE TABLES ON PAGES 5, 6 & 7 MAX OPINING ®HORH1+H2 MULL LENGTH = W 0R W1 +W2 MAX OPENING a W OR WI+W2 MULL LENGTH a HI ANCHORS DETAIL A ANCHORS DETAIL A 1. THE 33 1/3X STRESS INCREASE HAS 2, 3. 5. 6 AND 7. 2. WINDOWS AND 000RS OR COMBINATIONS THEREOF MAY BE MULLED TO A 3. MULLIONS ARE APPROVED FOR IMPACT AND NON — IMPACT APPLICATIONS. 4. REFERENCE — TEST REPORTS: FTL - 2902, 2903 AND 2975. ELCO TEXTRON NOA: 04- 0721.01, 03- 0225.05 ANSI /AF&PA NOS -2001 FOR WOOD CONSTRUCTION ADM -2000 ALUMINUM DESIGN MANUAL 5. THIS PRODUCT HAS BEEN DESIGNED & rt ttO TO COMPLY WITH THE REQUIRE— MENTS OF THE FLORIDA BUILDING CODE 2004 EDITION FOR THE HIGH VELOCITY HURRICANE ZONE HVHZ). WOOD BUCKS BY THERS. MUST BE ANCHORED PROPERLY TO TRANSFER LOADS P. TO THE STRUCTURE. ANCHORS DETAIL "el C" OR D" AT BOTH ENDS AND AT BOTTOMS W W1 +W2 +W3 H H1 +H2 MULTIPLE WINDOWS MULLED W /ONE ABOVE FOR DETOIMI DIG MAX ALLOWABLE DESIGN PRESSURE SEE TABLES ON PAGES 5, 8 & 7 M3) MAX OPENING = II OR H1+H2 MULL LENGTH = W OR W1 +1Y2+W3 M4) MAX OPENWC = W1 +1Y2 OR W2 +WJ MULL LENGTH = N1 NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. MAXIMUM OF (7) UNITS MULLIONS FOR ANCHORAGE TYPE; QUANTITY AND LOCATION, REFER ANCHORS DETAIL 'E 'C' OR D" BOTH ENDS ANCHORS DETAIL . 13", "C" OR D' BOTH ENDS ULUON W W1 +W2 (2) WINDOWS MULLED TOGETHER FOR DETERMINING MAX ALLOWABLE DESIGNI PRESSURE SEE TABLES ON PAGES 5, 6 B 7 MAX OPENING = W OR W1 +W2 MULL LENGTH = N TO SHEETS TO BE USED Qom' I P&T INDUSTRIES PRODUCTS 'Pic? /08 lariars 6 tr 8 FK."" s 5/o6 grim rs P.J.P. semi 4 /00 MFG DOW P.O. Box 1629 FL 34274 r EAvY WALL, ALUMINUM TUBE M s ULLS I NTS { H = H1 +H2 (7) WINDOW MULLEQ W /ONE AB01(E FOR DETERMJMNG MAX ALLOWABLE DESIGN PRESSURE SEE TABLES ON PAGES 5, 6 & 7 MAX OPENING =HORHI +H2 MULL LENGTH = W ELEVATIONS CLIPPED MULLION 1 a 7 6221 D PGT Ix MULLION CUP. CUT FLANGES OFF CUP TO FORM A V" CHANNEL AND INSTALL AS SHOWN POT Tx MULLION ANCHOR EMBED. SEE NOTE 2 ,•+• x MULLION SEENOTES2 &3 .r r • ;M j r . F .. • 4 •• /12 FH SMS STAGGERED ON OPPOSITE SIDES (SO AS NOT TO INTERFERE WITH EACH OTHER) SEE NOTE 3 #12 SCREW, NOTE 3 FOR 1' MULL i" TYPICAL MULLION TO MULLION INSTALLATION DETAIL "A" SEE NOTES 2 & TYPICAL MULLION TO STRUCTURE WITH NOTES: WOOD BUCK. DETAIL "B" 1. FOR CONCRETE APPLICATIONS IN MIAMI —DADE COUNTY, USE ONLY MIAMI —OADE COUNTY APPROVED ELCO 1/4" TAPCONS OR '1/4" SS4 CRETE —FLEX MASONRY ANCHORS. MINIMUM DISTANCE FROM CENTER OF ANCHORS TO CONCRETE EDGE IS 2 1/2 ". MIN. EMBEDMENT TAPCONS 1 1/4' CRETE —FLEX t 3/4" 2. FOR WOOD APPLICATIONS USE #12 SCREWS, ELCO 1/4" TAPCONS OR 1/4" SS4 CRETE —FLEX MASONRY ANCHORS. MIN. EMBEDMENT 1 1/2" 4 ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR AS STUCCO. 4. FOR MULL SIZE AND QUANTITY OF ANCHORS SEE SHEETS 5, 6 AND 7. FOR ANCHOR LOCATIONS SEE SHEET 3. QUANTITY OF PINNING SCREWS FOR MULL— TO -CUP TO BE HALF THE QUANTITY OF ANCHORS FROM CUP —TO— OPENING (MINIMUM OF 2 SCREWS PER CLIP). 5. NegBTANT QUANTITY OF ANCHORS SHOWN ABOVE ARE FOR PICTORIAL REPRESENTATION ONLY. FOR CORRECT QUANTITY OF ANCHORS, REFER TO CHARTS 1 THROUGH 4 ON SHEETS 5, 6 AND 7. FIND THE APPUCABLE MULL SIZE AND PRESSURE REQUIRED FOR YOUR SPECIFIC APPLIC,47lON. ANCHORING A OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. ALL STEEL IN CONTACT WITH ALUMINUM TO BE PAINTED OR PLATED. 6. REFERENCE TEST REPORTS: FR. -2902, 2903 AND 2975. Y OR 4" #12 FH SMS STAGGERED ON OPPOSITE SIDES (SO NOT TO INTERFERE WITH EACH OTHER) SEE NOTE 3 POT 1x MULLION Se eC PE /39772 P E Struo�vd SEE NOTE MOM n 3 � p•o 9C0( 7d�P N FL 34274 2" OR 4" TYPICAL MULLION TO STRUCTURE WITH WOOD BUCK REMOVED FROM CONC.. DETAIL "C tZtl'Ai _LC 4 .'; OOD BUCK TYPICAL MULLION TO STRUCTURE WITH WOOD BUCK AND CONC.. DETAIL "D" TO BE USED WITH PCT INDUSTRIES PRODUCTS #12 FH SMS STAGGERED ON OPPOSITE SIDES (90 AS NOT TO INTERFERE WITH EACH OTHER) SEE NOTE 3 MASONRY ANCHOR SEE NOTES 1 & 3 #12 FH SMS STAGGERED ON OPPOSITE SIDES (SO AS NOT TO INTERFERE WITH EACH OTHER) SEE NOTE 3 MASONRY ANCHOR, SEE NOTES 1 & 3 1 " HEAVY WALL, CUP INSTALLATION DETAIL ALUMINUM TUBE CLIPPED MULLION sM„/roea sodo su..a No. IuuLLS I NTS 2 at r ing 6221 lawD 1 ° MULL CLIP (CUP TO OPENING) EXTRUSION DWG #1099 1 MULL CLIP W/TABS REMOVED (CLIP TO MULL) EXTRUSION DWG 11099 MILL SIZE 1 x2x3/8 1 x 2 J/4 z 3/8 x 2 3/4 x 21/32 x4 r 1_ CUP LENGTH CHART FOR 1: MILL x 3/8 1 3/8 3 J/18 A TWO (2) ANCHOR LOCATIONS MMIN: Q ONE (1) ANCHOR LOCATION iMIN. ® TWO (2) ANCHOR L9�USZN NOTES; 1. MOW& QUANTITY OF ANCHORS SHOWN ARE FOR PICTORIAL REPRESENTATION ONLY. FOR CORRECT QUANTITY OF ANCHOR, PLEASE REFER TO CHARTS 1 THROUGH 4 ON SHEETS 5, 8 AND 7. FIND THE CORRECT MULL SIZE AND PRESSURE REQUIRED FOR YOUR SPECIFIC APPLICATION. 2. J 8 161. EDGE DISTANCE APPUES TO ALL DIUENSOV AS AWL 3 REFERENCE TEST REPORTS: FTL -2902, 2903 AND 2975. 6221 N il141N. N. ; MIN. _ IN.TYP. © THREE (3) ANCHOR © FOUR (4) ANCHOR LOCATIONS LOCATIONS N.TYP. (2)E0.SP.® (A-.3/4) iMIN. Q THREE (3) ANCHOR IM MO Rabat PE Strudord TO BE USED ONLY WITH POT INDUSTRIES PRODUCTS 1070 NOKOM FL 3� • P.O. BOX 1599 NOMA 6L 34274 IN.TYP. (4)EQ.SP.O (A- 3/4)/4 MIN. SIX (6) ANCHOR LOCATIONS MIN. ® FIVE (5) ANCHOR LQCATION$ 5/08 P� P 48/00 1 " HEAVY WALL, ANCHOR LOCATIONS ALUMINUM TUBE CLIPPED MULLION 1 1 x HEAVY WALL MULLS MAT'L: 6063 -T6 NOTE; 1. REFERENCE TEST REPORT F77.-2902, 2903 AND 2975 i PE W P E Strua6od TO BE USED Q,(f.Y WIN PGT INDUSTRIES PRODUCTS am It r7s0/06 cnnse ' R /06 Mig MS ENT 1 1,M.: 1070 =MOP AWE WOW 71 34270 P.A. SOX ISM NOMA188 FL 34274 o rs - - -■•.. 1 34 47 8 /oo ALUMINUM' TUBE CLIPPED MULLION 1HEAVY WALL, MULLION PROFILES iamb lOnmileg MILLS 1 1X 4« 7 I 6221 CHART 2. - 14.75x.37$ QTY. & TYP. OPENING WIDTH IN INCHES 42 (3) B (3) 8 (3) B (3) 8 (3) B 170 170 170 170 ' 170 170 170 170 170 181 170 iNY 181 170 148 166 170 147 170 135 145 152 127 131 118 131 131 112 112 99 113 113 97 97 85 66 88 73 73 65 73 73 82 82 64 87 87 57 57 50 54 54 . 45 45 40 43 43 37 37 32 38 38 30 30 28 25 25 21 21 18 23 23 19 19 17 1181 101 (3) B (3) B 170 170 170 1 154 1701 140 1651 128" 99 90 85 77 6lt 58 64 j 49 50 45 40 1 36 32 28 26 23 18 i8' 17 1 16 (3) 8 170 170 170 153 107 90 7? 58 49 45 35 28 23 18 15 (3) 170 150 138 121 100 84 45 41 32 26 21 (3) B (3) B (3) B (3) B (3) B (3) B (3) B 170 170 [70 170 170_ f70 170 170 149 170 149 170 149 170 170 ' 134 170 134 170 134 170 148 119 142 118 141 118 141 100 98 98 93 93 92 92 84 _ 80 80 77 77 78 76 72 88 ' 88 ' 85 65 84 84 54 60 50 48 48 48 46 45 42 42 40 40 38 38 _ 41 38 38 38 38 35 36 32 30 30 , 28 28 27 4 , 27 28 24 24 22 22 21 21 21 19 19 18 18 17 17 20 ' ANCHOR 80 CLIP TO (2) A OPENING (3) B CULL IN 48 50.625 54 60 83 86 72 76 78 84 90 88 108 111 (3) A (3) CHART 1. -1 x2x.376 QTY. & TYP, ANCHOR CLIP TO OPENING CLIP TO MULL [4] 42 49 50:828 60 83 68 72 78 32 78 30 84 24 W 19 98 18 80 (2) A (3) B (3) A (3) B 70 1 80 00 (2) A ( A (2) A' (3) A (2) A (3)4' (3) B (3) B (3) B (3) B (3)B (3) B OPENNB WIDTH IN INCHES 100 (2) A (3) (3) A (4) B 110 (2)A (3) B (3) A (2) A (4) B (3) B 1. MAXIMUM ALLOWABLE PRESSURE IN PSF. 2. DESIGN IS BASED ON OPENING WIDTH. FOR MUL77PLE UNITS, CONSIDER ONLY TWO ADJACENT UNITS AT A TIME SEE SHEET 1. 3. REFERENCE TEST REPORT FTL -2902, 2903 AND 2975 4. ANCHOR TYPES: A. ELCO 1/4' TAPCONS, EMBED. (1 1/4'7 OR 1/4' SS4 CRETE —FLEX, EMBED. (1 3/4, B. 112 SCREWS 5. SEE ANCHOR SPACING DETAILS SHEET 3. 2 A (2) A 12)B (2)B (1) B (1) 155 142 129 116 115 100 94 , 81 67 88 80 80 70 80 90 100 110 120 130 160 (2)A (2) A (2) 8 (2 ) B (1) B (1) B 58 49 SO 39 134 107 91 . 73 51 44 43 38 32 29 27 " 24 26 22 20 11 18 - (2) A (2) A (2)8 (2)B (1) B (1) 130 , 130 102 100 85 82 68 64 k 47 44 40 37 34 32 28 24 190 130 98 99 80 80 63 62 42 41 (2) A (2)6 (1) 8 130 99 80 62 41 38 34 30 29 22 21 ' 22 20 18 17 ' 11 20 18 17 16 18 16 - - - - 34 28 20 (2)A (2) 8 (1) 130 99 80 82 41 34 28 20 18 15 (2) A (2) (1) 130 99 80 82 di 34 28 20 16 130 ( A (2) 4 (3) A (2) A (3) A (4) B (3) 8 (4) B (3) B (4) B (3) B (3) B (3) 8 (3) 8 170 170 170 170 149 170 149 170 134 170 134 170 118 141 118 141 92 92 92 92 78 78 78 78 63 63 63 83 45 45 " 44 " 44 37 33 28 20 16 37 33 26 16 180 32 24 19 15 TO BE USED -QQ1Y 38 32 24 19 16 WITH POT INDUSTRIES PRODUCTS " 4 " Y ' . Q : /08 grav 1164 S ff 3 3 /o8 C REWSote 4 id /00 Vertical Mull Horizontal Mull kfuil MuRiple Mulled Units MONO MOM mvissbaSaNs - =r,_ aoee 7pa Denoottasu 11 HEAVY WALL, PRESSURE CHARTS 1 & 2 ' ,r ALUMINUM TUBE CLIPPED MULLION P� BOX ��° MU Ls N TS 1 5 I 6221 FL 34276 itsal D CHART 3. - 1x3,76x.650 88 72 78 78 84 50 80 70 8o 90 100 (3) B (4) B (3) B (2)B (2)B (2) 170 170 170 170 180 170 168 170 - 148 - 152 170 135 133 152 l 117 125 143 110 118 135 103 108 108 92 91 91 77 84 84 71 67 67 57 54 48 (2) A ( B {3) B (2)B (2) 170 ' 170 170 148 169 138 155 124 134 106 128 99 118 93 92 81 77 68 71 57 50 48 40 44 44 38 • 38 33 31 31 28 28 ' 23 29 29 24 24 21 (4) B 4) (2) B (2) B 170 170 169 141 158 129 - 142 118 122 99 114 92 107 88 r ( (4)8 ( B ((4) B (3) (2)B (2)B (2)B ( 170 170 170 170 161 138 158 137 " 148 125 143 123 133 112 128 109 113 94 107 90 105 87 89 83 81 90 77 81 73 73 67 87 63 68 81 58 58 52 " 63 58 58 51 51 48 50 44 44 , 40 40 37 " 40 36 38 32 32 30 28 28 52 30 5 45 23 1 43 28 21 73 B8 40 . 32 25 25 QTY. & TYP. ANCHOR CUP TO OPENING CUP TO MULL 42 48 .825 54 8o 83 90 98 108 111 Vertical Mull Mull Length I .-- o --I Horizontal Mull � o o Mull Multiple Mulled Units OPENING WIDTH IN INCHEi6 10 (2)A (2) A (4)B (3)B (4)B ( (2)B (2) 13'0 170 157 137 141 123 125 08 103 88 95 81 85 75 63 48 37 24 17 1 60 49 35 28 15 Rabid PE L.P.E. Sbua 170 157 141 124 101 93 82 60 49 45 35 28 23 15 120 (3) B 4) B (2) B 170 137 123 108 88 80 73 68 47 33 26 (2) B 170 167 141 124 100 91 80 58 47 43 33 21 1070 NORMA FL 3.273 P.O. BOX 1 MUMS FL J4274 130 (3)B ( (2)B (2) 170 137 123 108 88 80 73 66 48 42 32 20 170 157 141 124 100 91 79 58 48 42 20 190 (3) 0 ( B (2) B 170 137 123 108 88 80 45 30 23 18 ( B 170 157 141 124 100 91 79 58 45 40 30 23 18 NOTES: 1. MAXIMUM ALLOWABLE PRESSURE IN PSF 2. DESIGN 15 BASED ON OPENING WIDTH. FOR MULTIPLE UNITS, CONSIDER ONLY TWO ADJACENT UNITS AT A TIME. SEE SHEET 1. 3. REFERENCE •TEST REPORT FTL -2902, 2903 AND 2975 4. ANCHOR TYPES: A. ELCO 1/4' TAPCONS, EMBED. (1 1/4, OR 1/4 SS4 CRETE -FLOC EMBED. (1 3/4" 8. 112 SCREWS 5. SEE ANCHOR SPACING DETAILS SHEET 3. TO BE USED ONLY WITH POT INDUSTRIES PRODUCTS /06 An19 INS SLIP Ra il Mos c-uakio RHINOS PJP 4728/00 H EAVY WALL, PRESSURE CHART 3 ALUMINUM TUBE CLIPPED MULLION 2.744116740 Rao an* jamb. 714 I NTS 6 7 I MULLS a 6221 1:01:131:13CECEICICICICIMICIMIZICOMIIM CO 170 Kra 170 L J L JEFL7 170 170 LJ 170 170 puma IliaL J Ilia (JL] 170 170 EF1J Mal 170 Ma &fa 170 Mal 170 170 170 NMI 170 170 L. J 170 111101111E71.0111101 170 Illi1111111111Z1111Fel M;] 170 170 La K7 170 wawa 'EFi7 1' Eti7ET1'7 170 E631 EL J L J 170 EFCJELAI 170 IEWIll I'J EL•zMEt7 KEA EFi'1 Kid 111 KU IKEA 170 MEI SRI KLIMA Wall EJ 1E31 Ilia 7MEI Ian Ik J 111511111112 E01111 ] EEJ 170 J 170 11E:1111K111511 170 ®ial MLA lira l KILIMIL31 Ilia WA 160 EFi] RYA Ilia SEA lila MLA ELJ 11101111.1 KEA AEI Waimea 105 trill 11E11=1 ' Mai L ma IIII 140 OEM I JJ IE1iIJ 7 ELA 1E1 1 0 2 111U1p Kil♦ KAI t7 LA Ka NEM 11E21 MEISE ILIK U 11311 10 KAI 9 1111A11L11 OF:11111L-111 WAWA WICA EEJE=7E01111.1it7t7ELF 90 111131 1 'C 8 3 E[ ISARC7 69 t:7t:7t7ALAI WEI 111E1 .11-111111:Al WA 82 WI ME KAI 11All KAI 1C11 1V-11 VILA ICA EGA 110111 .1101 ILA 1E71 ILLIIILAII SIN ML7 d 11117 60 ILA WA KM 60 50 IrM ILA =I l<J KAI WAWA 'E L:111 �1. , ©0 NE.: 32 32 30 30 20 WSJ IVA <:J RAI 43 I.ED CEO11 SR UI$ 29 MLA NEM Kai CAIIfMC/11E2/ 59 170 50 170 170 170 170 CHART 4. - lx4x.375 QTY. a TYP. ANCHOR 60 60 70 69 90 140 110 120 . • 130 ' 100 CLIP TO OPENING MU 90 111 1 (2) A (3) A (4) 8 (6) B OPENING WIDTH IN INCHES (2) A (3) A (2) A (3) A (2)A (3) A (2) A (3) A (2)A (3) A (2) A (3) A (2) A (3) A MB MB MB MB (4) B (6) B (4) B MB MB MB (4) B (8) B MB (8) B Vertical Mull Length I.- -I Horizontal Mull Mutt Multiple Mulled Units 7. 1 th PE S S. Structural (4 4)8 1070 1110.910100Y NOKOMIS. R. 34275 P.Q 0 1529 WNW R 3074 ; �kA e .(2).A (3)A (4) B (6) B 1. MAXIMUM ALLOWABLE PRESSURE IN PSF. 2. DESIGN IS BASED ON OPENING W1DTH. FOR MULTIPLE UNITS, CONSIDER ONLY TWO ADJACENT UNITS AT A TIME. SEE SHEET 1. 3. REFERENCE TEST REPORT F7L -2902, 2903 AND 2975 4. ANCHOR TYPES: A. aco t /4 TAPCONS, EMBED. (1 1/4" OR 1/4 SS4 CRETE -FLEX, EMBED. (1 3/47 a 112 SCREWS 5. SEE ANCHOR SPACING DETAILS SHEET 3. TO BE USED affiX WITH PQT INDUS7RIES PRODUCTS 08 1"'"' T1LS Stf P.J.P. 4 28/00 MOON ALUMINUM TUBE CLIPPED MULLION 1 " HEAVY WALL, PRESSURE CHART 4 eeo �a Maus I NTS 17 If 7 6221 PERMIT #: Miami Shores Village APPROVED ZONING DEPT BLDG DEPT BY DATE SUBJECT TO COMPLIANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND REGULATIONS • • • •• • • • • • • roject: VIAYDA & SIMONE RESIDENCE • • • • • • •• • COMPUTATIONS NEW ENTRANCE ARCHITECT : SMITH & SMITH DESIGN CORP. •• ••• • • • ALL, .. COMPUTATIONS AND WRITTEN MATERIALS HEREIN CONSTITUTE :: . • • • �Ogj IN ORK OF THE ENdINEER AND MAY ONLY BE • Date: 07/25/2008 WITH THE ENUINEERS WRITTEN CONSENT ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163 STREET, SUITE 701 NORTH MIAMI BEACH, FLORIDA 33160 PHONE Na (305) 940 -3088 FAX. NO. (305) 940 -3273 EB NUMBER: 0007488 PE NO. 35460 JUL 3iZ8J Y: DESIGNED BY: ALIAKBAR ARBAB FL P.E. NO. 35460 1 ■ Design Wind Pressure Zone I Gross Uplift I Net Uplift Wall pressure (P.S.F) Roofing (1) Negative -50.03 -50.03 (2) Negative -87.09 -87.09 (3) Negative -87.09 '87.09 Walls (4) ( Field Negative) -55.76 (5) ( Comer Negative) -66.13 (4) & (5) ( positive) 51.13 • All ENGINEERING, INC, PROJECT : CONSULTING EN(rNEERS CLIENT : J363 �. 163rd. 6t 96k 1 701 MIDI Wi0 EMI, Ma 33180 FON w WOW= 6R. n (7651 w6 -3273 Roof: JOB N° : ( Entrance ) Roof Joist / Sheathing : Tile : Ceiling : Roofing : Insulation : Mech, Elect. /misc : Total DL : LL : Ground Floor Slab : 4" Concrete Slab : Tile : Mech, Elect. /misc Total DL : LL : Reinforced Msonry Wall : Masonry Wall : a= .... • .. .. • • • • • • • • • .. .. . .. • • • •• • • • • • • . ... ... . ... • ... . . . • • • • . . . .. . • • • • . . • • • ... ... • .... . ..... • • • • . .. • • • • ..... • • .. • • . • . 3.00 ft DESIGN LOADS 10.00 psf 10.00 psf 4.00 psf 7.00 psf 2.00 psf 2.00 psf 35.00 psf 30.00 psf 48.00 psf 18.00 psf 4.00 psf 70.00 psf 80.00 psf 100.00 psf 60.00 psf DATE : PAGE : DESIGN BY : REVIEW BY : Condition Gcpi Max + Max - Open Buildings 0.00 0.00 i; aCtiqjlyEnclosed Buildings 0.55 -0.55 p ldbpd Buildings 0.18 -0.18 Plead Buildings 0.18 -0.18 Analysis by: DC Company t Description: Mayda & Simone Residence Structure Type Building Basic Wind Speed (V) 146 mph Struc Category (I, 11, III, or IV 11 Exposure (B, C, or D) C Struc Nat Frequency (n1) 1 Hz Slope of Roof 5.0 :12 Slope of Roof (Theta) 22.6 Deg Type of Roof Hipped Kd (Directonality Factor) 1 Eave Height (Eht) 9.00 ft Ridge Height (RHt) 11.00 ft Mean Roof Height (Ht) 10.00 ft Width Perp. To Wind Dir (B) 4.00 ft Width Paral. To Wind Dir (L) 12.00 ft • • Type of Structure Height/Least Horizontal Dim Flexible Structure 2.50 No Zm lzm Lzm Q Gust2 Zmin Cc * (33 /z) ^0.167 I *(zm /33) ^Epsilon •• ••• • • • • • • •• • • • • • •• ••• •• • WINDO2 v2 -21 Detailed Wind Load Design (Method 2) per ASCE 7 -02 (11(1 +0.63 *((B +Ht) /Lzm)^0.63)) ^ 0.5 0.925 *((1 +1.7 *Izm *3.4 *Q) /(1 +1.7 *3.4 *Izm)) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• ••• • •• • • • • • •• • • • • • • • • • • • • • ••• • • • . . . . . . . . . yeldiled"b3� aei; Epigpriies Pi , W. Copyright 2006 ame: Arbab Engineering, Inc. Importance Factor L_ _______ Hurricane Prone Region (V >100 mph) Table 6 -2 Values Alpha = 9.500 zg = 900.000 At = Bt = Bm = Cc = 1= Epsilon = Zmin = Fig 6 -5 Internal Pressure Coefficients for Buildings, Gcpi 0.105 1.000 0.650 0.200 500.00 ft 0.200 15.00 15.00 0.2281 427.06 0.9653 0.9068 Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 0.85 ft ft ft 7/24/2008 © f L0 Arbab Engineering, Inc. Page No. 1 of 4 • • s Eiev ft 15 Kz 0.85 Kzt 1.00 qz Ib /ft"2 +GCpi 23.16 Pressure (Iblft "2) Windward Wall* Leeward Wall -GCpi -GCpi +GCpi 39.84 -18.18 -1.51 1 Shear + /-Gcpi (Kip) Total 41.34 2.48 Moment (Klp -ft) 18.60 Note: e• •••• • • • • •• • • • •• ••• • • • • • • • • • • • • • • • • • • B WINDO2 v2 -21 Detailed Wind Load Design (Method 2) per ASCE 7 -02 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights 46.32 1) Positive forces act toward the face and Negative forces act away from the face. Figure 6 -6 - External Pressure Coefficients, CD Loads on Main Wind -Force Resisting Systems Method 2) L ••• • • • • ••• • • • • • • • • • • • • • ••• • • • s ievebpet W 4%4 Einpie:,4iic. Copyright 2006 Kh 2.01 *(15 /zg) ^(2/Alpha) Kht Qh Khcc Qhcc Topographic factor (Fig 6-4) .00256 *(V) ^2 *I *Kh *Kht *Kd Comp & Clad: Table 6 -3 Case 1 .00256 *V ^2 *I *Khcc *Kht *Kd 0.85 I 1.00 46.32 0.85 46.32 psf psf Surface I Cp Windward Wall (See Figure 6.5.12.2.1 for Pressures) I 0.8 Roof Area (sq. ft. Reduction Factor 1.00 Leeward Walls (Wind Dir Normal to 4 ft wall) .egward WaUls (Wind Dir Normal to 12 ft wall) s :: : • • ��� .. ► Ad hl anal tt7;I ld� eta 1 for Wind Normal to 4 ft face vgMdvitard Il71irICp - 0.51 - 28.55 Windward - Max Cp -0.02 -9.24 ..eeward Normal to.Ridge -0.60 -31.96 fplarhgng; op niward) -0.51 -20.21 qVer ,gpg TORcLeevard) -0.60 -23.62 Overhang Bottom (Applicable on Windward only) 0.80 31.50 L -18.18 -28.03 -35.90 -1.51 -11.35 -19.22 -11.87 7.44 -15.29 -20.21 -23.62 31.50 7/24/2008 Arbab Engineering, Inc. Page No. 2 of 4 Wind Pressures on Main Wind Force Res sting System Surface GCpf +GCpf -GCpi qh (psf) Min P (psf) Max P (Psf) 1 0.54 0.18 -0.18 46.32 16.57 33.25 2 -0.46 0.18 -0.18 46.32 -29.46 -12.79 3 -0.47 0.18 -0.18 46.32 -29.97 -13.29 4 -0.41 0.18 -0.18 46.32 -27.53 -10.86 5 -0.45 0.18 -0.18 46.32 -29.18 -12.51 6 -0.45 0.18 -0.18 46.32 -29.18 -12.51 : ':E.'. :077.''' 0.18 -0.18 46.32 27.40 44.07 .62E: : :472. 0.18 -0.18 46.32 -41.76 -25.09 6 •1E - • • ;ass.' 0.18 -0.18 46.32 -38.37 -21.70 4E -0.60 0.18 -0.18 46.32 -36.06 -19.38 • • • • •• • • • •• • • • • • •• • • .••• • • Hof Dist from Windward Edge: 0 ft to 20 ft - Max Cp Dist from Windward Edge: 0 ft to 5 ft - Min Cp Dist from Windward Edge: 5 ft to 10 ft - Min Cp Dist from Windward Edge: 10 ft to 4 ft - Min Cp -0.18 -1.30 -0.70 -0.70 1.25 -42.85 -19.22 -19.22 Kh = Kht = Qh = Theta = .'. *� qh.* (GCpf GCpi) •. . • • ••• • • . • • • • ... • • • • • • • • • • • • • • • • • • • ••• • • • • r tfyMet €n �e s X91 I nt : Copyright 2006 WINDO2 v2 -21 Detailed Wind Load Design (Method 2) per ASCE 7 -02 1 Paraiiei Ridge`( li Theta) - for Wind Normal to 12 ft face -15.43 -59.52 -35.90 -35.90 * Horizontal distance from windward edge Figure 6 -10 - External Pressure Coefficients, GCpf Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft 2.01 *(15/zg) ^(2 /Alpha) Topographic factor (Fig 6 -2) 0.00256 *(V) ^2 *ImpFac *Kh *Kht *Kd Angle of Roof = 0.85 1.00 46.32 22.6 Deg • • . ••• :;• .ft kid-11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/ Ht <= 60 ft 7/24/2008 9'01 'to Arbab Engineering, Inc. Page No. 3 of 4 Component width (ft) Span (ft) Area (ftA2) Zone GCp Nind Press (Ib /ftAZ Max Min -0.90 Max 31.50 Min -50.03 Roofing 1 1 1.00 1 0.50 Roofing 1 1 1.00 2 0.50 -1.70 31.50 - 87.09_ Roofing 1 1 1.00 3 0.50 -1.70 31.50 -87.09 Wall 2.66667 9 27.00 4 0.92 -1.02 51.13 -55.76 Wall 2.66667 9 27.00 5 0.92 -1.25 51.13 -66.13 0.00 0.00 0.00 0.00 0.00 0.00 • • WINDO2 v2 -21 Detailed Wind Load Design (Method 2) per ASCE 7 -02 aceive a help Screen a = 0.4 = => • • ••• • • • • • •• • • • • • • • • •• • ••• •• • • • •• • • • • • • •• ••• • • • • •••• • • • • • • • • • • • • • ••• • •• • • • • • • ••• ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • Develops 13y • r y Mecainta ise: :I1c.<ioprrr'ght 2006 3.00 ft a Hipped Roof 7 < Theta <= 27 a Note: * Enter Zone 1 through 5, or 1H through 3H for overhangs. 7/24/2008 S ( e m Arbab Engineering, Inc. Page No. 4 of 4 B4 ttQ`; ft L = ft Eave Height ( H ) 9.00 ft Ridge Height ( H ) xl' ft Mean Roof Height ( H ) = 10.00 ft Wall Height r Wall Reinf. Spacing = in c.c. Wall E.W.Area = 27.00 ft Roof Pitch = n 5112 Roof Angle = 22.62 ° Roofing Area = ft Basic Wind Speed : MPH ✓ d > Exposure Importance 1Z ASCE Combinations No Structure type Structure Rigidity See Computer Output : Windward + Leeward = 41.34 psf .. ... • • • .. • • • • • • .. • .. .. • • • .. • • • • • ••• •••• • . ... • • • • • • • • • •••• • • • • • • • • • • •• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • . • • • • • • ..... • ... • DATE : STRUCTURE WIND DATA All ENGINEBR>NG,1NC. PROJECT : CONSULTING ENGINEERS CLIENT : 31st ttE. t6Md. St, 907E t a kUldi BUM WHOA 3.1180 JOB N° . PAGE: DESIGN BY : REVIEW BY : Front Elevation Width Len th Area 21.36 ARM ENGIDEERING, INC, PROJECT : CONSULTING ENGINEERS CLIENT : JJSJ NL tSJrd. St. SATE 1 701 Nom Iwo auat n mina (301) 040-X61 "" ,>m JOB N° : • • • • • • • .. ... .. • • • .. ... • • • • ... • • • .. • • • • • • • • ... • • • • • • • • • • • .. • • 00 00 • • • 00 00 • • • .. .. •••• • • • .... ... • • • • • • • • • .... • • • • . . • • • ... ... • Windows & Door Pressure IuIu 0 PAGE: DESIGN BY : REVIEW BY : Analysis by: DC Company 1 Description: Mayda & Simone Residence sy `� Structure Type Building Basic Wind Speed (V) 146 mph Struc Category (I, II, III, or IV, 11 Exposure (B, C, or D) C Struc Nat Frequency (n1) 1 Hz Slope of Roof 5.0 :12 Slope of Roof (Theta) 22.6 Deg Type of Roof Hipped Kd (Directonality Factor) 1 Eave Height (Eht) 9.00 ft Ridge Height (RHt) 11.00 ft Mean Roof Height (Ht) 10.00 ft Width Perp. To Wind Dir (B) 4.00 ft Width Paral. To Wind Dir (L) 12.00 ft • •• ••• • • • • • Or • • •• • • • • • • • • • • • • ••• •• WINDO2 v2 -21 Detailed Wind Load Design (Method 2) per ASCE 7 -02 Type of Structure Height/Least Horizontal Dim Flexible Structure 2.50 No • • • • • •••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• •• • • •• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • Developiicj bittlec'.4i j ln i 6opy�1ght 2006 ame: Arbab Engineering, Inc. Importance Factor I 1 Hurricane Prone Region (V>100 mph) Table 6 -2 Values Alpha = 9.500 = 900.000 At = Bt = Bm = c Epsilon = Zmin = Fig 6 -5 Internal Pressure Coefficients for Buildings, Gcpi Condition G I 0.00 0.55 0.18 1 Max - 0.00 -0.55 -0.18 Max + Open Buildings Partially € ncIosed Buildings 14nc oggl Btllldings nc Bu dings 0.18 -0.18 Arbab Engineering, Inc. 0.105 1.000 0.650 0.200 500.00 0.200 15.00 ft ft For rigid structures (Nat Freq > 1 Hz) use 0.85 Gust1 15.00 ft Zm Zmin Izm Cc * (33/z) ^0.167 0.2281 Lzm I *(zm /33) "E • silon 427.06 ft Q (1/(1 +0.63 *((B +Ht)ILzm) ^0.63)) "0.5 0.9653 Gust2 0. 925 *((1 +1.7 *Izm *3.4 *Q) /(1 +1.7 *3.4 *Izm)) 0.9068 Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 0.85 7/24/2008 Page No. 1 of 4 • • WINDO2 v2 -21 Detailed Wind Load Design (Method 2) per ASCE 7 -02 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev ft 15 Kz 0.85 Kzt 1.00 qz Ib /ft^2 46.32 Pressure (Ib /f02) Windward Wall* +GCpI -GCpI 23.16 39.84 Leeward Wall +GCpI -GCpI -18.18 -1.51 Total + / -Gcpi 41.34 Moment (Kip -ft) Shear (Kip) 2.48 18.60 Note: 1) Positive forces act toward the face and Negative forces act away from the face. Figure 6 - 6 - External Pressure Coefficients, Cp Loads on Main Wind -Force Resisting Systems Method 2) B L Surface Windward. Wall (See Figure 6.5.12.2.1 for Pressures) Cp 0.8 Roof Area (sq. ft.) Reduction Factor 1.00 Leeward Walls (Wind Dir Normal to 4 ft wall) -0.25 -18.18 -1.51 • ,LeevYarri Walls (Wind DS to 12 ft wall) -0.50 -28.03 -11.35 SideAVVy5 ; ; • ; -0.70 -35.90 -19.22 • ., . ; r� � ilVa ta,(�tgt� �")tl0 ta� 10) - fi VVllnd,Ntirmaf to 4 ft:fi�ace Wtriciklvar'd'- Min Cab •• -0.51 -28.55 -11.87 Windward - Max Cp -0.02 -9.24 7.44 • • • 1.eewarrl4orjrla1 to Ridge • • -0.60 -31.96 -15.29 • • • Oterrajlg;TcfR (Wndvyarc0 : -0.51 -20.21 -20.21 ID • • • QVerhafig•TZ ‘Leevjar:l) • • • -0.60 -23.62 -23.62 Overhang Bottom (Applicable on Windward only) 0.80 31.50 31.50 ... • • • • ... • • • • • • • • • • • • • • ••• • • • Developgdby Nj2CalitetpJI%es c. iepyfiiht 2006 L 7/24/2008 q 0' ` f0 Arbab Engineering, Inc. Page No. 2 of 4 x k F Y iaar Kh 2.01 *(15/zg) ^(2 /Alpha) 0.85 Kht Topographic factor (Fig 6-4) 1.00 Qh .00256 *(V) ^2 *I *Kh *Kht *Kd 46.32 psf Khcc Comp & Clad: Table 6 -3 Case 1 0.85 Qhcc .00256 *V ^2 *I *Khcc *Kht *Kd 46.32 psf • • WINDO2 v2 -21 Detailed Wind Load Design (Method 2) per ASCE 7 -02 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev ft 15 Kz 0.85 Kzt 1.00 qz Ib /ft^2 46.32 Pressure (Ib /f02) Windward Wall* +GCpI -GCpI 23.16 39.84 Leeward Wall +GCpI -GCpI -18.18 -1.51 Total + / -Gcpi 41.34 Moment (Kip -ft) Shear (Kip) 2.48 18.60 Note: 1) Positive forces act toward the face and Negative forces act away from the face. Figure 6 - 6 - External Pressure Coefficients, Cp Loads on Main Wind -Force Resisting Systems Method 2) B L Surface Windward. Wall (See Figure 6.5.12.2.1 for Pressures) Cp 0.8 Roof Area (sq. ft.) Reduction Factor 1.00 Leeward Walls (Wind Dir Normal to 4 ft wall) -0.25 -18.18 -1.51 • ,LeevYarri Walls (Wind DS to 12 ft wall) -0.50 -28.03 -11.35 SideAVVy5 ; ; • ; -0.70 -35.90 -19.22 • ., . ; r� � ilVa ta,(�tgt� �")tl0 ta� 10) - fi VVllnd,Ntirmaf to 4 ft:fi�ace Wtriciklvar'd'- Min Cab •• -0.51 -28.55 -11.87 Windward - Max Cp -0.02 -9.24 7.44 • • • 1.eewarrl4orjrla1 to Ridge • • -0.60 -31.96 -15.29 • • • Oterrajlg;TcfR (Wndvyarc0 : -0.51 -20.21 -20.21 ID • • • QVerhafig•TZ ‘Leevjar:l) • • • -0.60 -23.62 -23.62 Overhang Bottom (Applicable on Windward only) 0.80 31.50 31.50 ... • • • • ... • • • • • • • • • • • • • • ••• • • • Developgdby Nj2CalitetpJI%es c. iepyfiiht 2006 L 7/24/2008 q 0' ` f0 Arbab Engineering, Inc. Page No. 2 of 4 Wind Pressures on Main Wind Force Resisting System Surface GCpf +GCpi -GCpi qh (psf) Min P (psf) Max P (Psfl 1 0.54 0.18 -0.18 46.32 16.57 33.25 2 -0.46 0.18 -0.18 46.32 -29.46 -12.79 3 -0.47 0.18 -0.18 46.32 -29.97 -13.29 4 -0.41 0.18 -0.18 46.32 -27.53 -10.86 5 -0.45 0.18 -0.18 46.32 -29.18 -12.51 6 -0.45 0.18 -0.18 46.32 -29.18 -12.51 ': E :: • O 77 ; 0'18 -0.18 46.32 27.40 44.07 .2E.': :-.o:72.: '0.18 -0.18 46.32 -41.76 -25.09 ..2E - .'6; : .018 -0.18 46.32 -38.37 -21.70 4E -0.60 0.18 -0.18 46.32 -36.06 -19.38 o = oh.* (OW - GCoil - • • • • • • • • • • • • • • • • . . • • WINDO2 v2 -21 Detailed Wind Load Design (Method 2) per ASCE 7 -02 t Parallel to: R idge (AB Theta) - for SNindNormal to 12 ft face -15.43 -59.52 -35.90 -35.90 Dist from Windward Edge: 0 ft to 20 ft - Max Cp Dist from Windward Edge: 0 ft to 5 ft - Min Cp Dist from Windward Edge: 5 ft to 10 ft - Min Cp Dist from Windward Edge: 10 ft to 4 ft - Min Cp -0.18 -1.30 -0.70 -0.70 1.25 -42.85 -19.22 -19.22 Kh = Kht = Qh = Theta = * Horizontal distance from windward edge Figure 6 -10 - External Pressure Coefficients, GCpf Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft 2.01 *(15/zg) ^(2 /Alpha) Topographic factor (Fig 6 -2) 0.00256 *(u) ^2 *ImpFac *Kh *Kht *Kd Angle of Roof Transverse Trarraverse t »ei Lai. • • • • • • • • • • • •• • • • • ••• • • • • • • • • • • • • • • • ••• • • • Develog by MecsEnte svi Inc;6opi g ht 2006 0.85 1.00 46.32 22.6 Deg •.• �;iqure;f; -1�1L External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/ Ht <= 60 ft 7/24/2008 Jo Arbab Engineering, Inc. Page No. 3 of 4 UUUUIIJ „ li4 V„ any uata o,n,y , -.- .- •• - -r Component width (ft) span (ft) Area (ftA2) Zone GCp Nind Press (Ib /ft"7 Min -56.60 Max Min -1.04 Max 51.96 Side window 2.67 8 21.36 4 0.94 Side Light 1.67 8 21.33 4 0.94 -1.04 51.97 -56.60 Entry Door 3.33 8 26.64 4 0.92 -1.02 51.18 -55.81 Side Light 1.67 8 21.33 4 0.94 -1.04 51.97 - 56.60_ • • • WINDO2 v2 -21 Detailed Wind Load Design (Method 2) per ASCE 7 -02 a = 0.4 = => •• ••• • • • • • •• • • • • • • • •• ••• •• • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • Develop .by fleck ntbp 1sca jnc:Codnght 2006 3.00 ft Note: * Enter Zone 1 through 5, or 1 H throug 3H for overh angs. a Hipped Roof 7 < Theta <= 27 a 7/24/2008 it o1 L Arbab Engineering, Inc. Page No. 4 of 4 PROJECT: CLIENT : JOB DESCRIPTION. : Calculations • • • • • • • • • • • • • • • • • • V= 146 mph 1= 1.0 Building Category = 11 Exposure = C Length of Building ( L ) = 4.00 ft Width of Building ( B ) = 12.00 ft Mean Roof Height = 10.00 ft z = 15.00 ft Kz = 0.85 Kd = 1 Kzt = 1 slope of roof = 5.0/12 Roof Type = 2 q = 46.32 psf GCPI = +l- 0.18 G = 0.85 a = 3.00 ft s= 2.00 ft Span = 4.00 ft Overhang = 2.33 ft Tributary Height = 6.00 ft GCp = 0.50 GCp = -0.90 GCp = - 1.70 GCp = -2.60 GCp = -2.20 GCp = -3.70 Design Wind Pressure Components & Cladding Roof - GCPi ( + ) 14.8 PSF Zone 1 - -50.0 PSF Zone 2 - -87.1 PSF Zone 3 - -128.8 PSF + GCP1 ( + ) 31.5 PSF Zone 1 - -33.4 PSF Zone 2 - -70.4 PSF Zone 3 - -128.8 PSF Overhang Zone 2 - -93.6 PSF Zone 3 - - 179.7 PSF MWFRS Roof -59.7 PSF Cp = 0.80 L/B = 0.33 Cp = -0.50 Windward + Leeward = 51.2 PSF Max. Vertical Wind ( -) = Max Vertical Wind ( +) = Max. Gravity = Net Uplift (W) = -589 Ibs Gravity ( D ) = 563 Ibs SHEAR p (L1 ) = 87 lbs SHEAR - (L2) = 614 Ibs Connector Properties : Denomination NVSTA Manufac. NU -VUE 1 Units Uplift Capacity 1426 Ibs L1 Capacity 950 lbs L2 Capacity 1430 lbs • • • • Combing d Load •• Ciedci • • • • •• ••• 51191 s • •i 7M • 614 s• 0 . 93 142g lbs + 950 lbs -F 1301 s = • • • • • • • • • • • • • • • • • • • • ••• • •• • •• • • • • •• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • f Leeward Wall Fia. 6-61 ( Parallel to Truss ) ( Internal Pressure Is not a factor for Windward + Leeward ) Connector Design -59.7 PSF Max. Horizontal Wind perpendicular to Truss = 43.3 PSF 31.5 PSF Max Horizontal Wind parallel to Truss = 51.2 PSF 65.0 PSF Max. Vertical Wind Overhang = -93.6 PSF • • • • • • • • • • ( Windward Wall Fia. 6-6 <1 Ok!! WIND DATA Wind speed Fig 6 -1b, pg 37 Importance Factor, Table 6 -1 page 73 Table 1 -1 pg 4 Page 28 Parallel to Truss / Rafter Direction Perpendicular to Truss / Rafter Direction 22.62° Gable = 1, Hip = 2 Wind pressure © mean roof height Gust Effect Factor 6.5.8.1 page 30 MEMBER DATA Truss / Rafter spacing Truss / Rafter Total Span Truss / Rafter Overhang Wind Calculations ( Roof Zone 1,2,3 Positive ) ( Roof Zone 1,Negative ) ( Roof Zone 2, Negative ) ( Roof Zone 3,Negative ) ( Overhang Zone 2,Negative ) ( Overhang Zone 3,Negative ) MWFRS APPROACH Roof DL = 35.0 PSF Roof LL = 30.0 PSF Cp = 0.80 UB = 3.00 Cp = -0.30 Windward + Leeward = 43.3 PSF ( Perpendicular to Truss ) PROJECT: CLIENT : JOB DESCRIPTION. : PAGE: DESIGN BY : REVIEW BY : V= 146 mph I = 1,0 Building Category = 11 Exposure = C Length of Building (L ) = 4.00 ft Width of Building ( B) = 12.00 ft Mean Roof Height = 10.00 ft z= 15.00 ft Kz = 0.85 Kd = 1 Kzt= 1 slope of roof = 5.0/12 Roof Type = 2 q = 46.32 psf GCPI= + / -0.18 G = 0.85 a = 3.00 ft Wind speed Fig 6-1b, pg 37 Importance Factor, Table 6-1 page 73 Table 1 -1 pg 4 Page 28 Parallel to Truss / Rafter Direction Perpendicular to Truss / Rafter Direction 22.62° Gable = 1, Hip = 2 Wind pressure @) mean roof height Gust Effect Factor 6.5.8.1 page 30 MEMBER DATA s =5.00ft Span = 5.00 ft Overhang = 3.42 ft Tributary Height = 5.00 ft Truss / Rafter spacing Truss / Rafter Total Span Truss / Rafter Overhang Roof DL = 35.0 PSF Roof LL = 30.0 PSF Wind Calculations GC = 0.42 GC = -0.86 GC = -1.50 GC = -2.36 GCp = -2.20 GC = -3.22 ( Roof Zone 1,2,3 Positive ) ( Roof Zone 1,Negative ) ( Roof Zone 2,Negative ) ( Roof Zone 3,Negative ) ( Overhang Zone 2,Negative ) ( Overhang Zone 3,Negative ) Design Wind Pressure Components & Cladding Roof GCPi ( + ) 11.1 PSF Zone 1 - -48.2 PSF Zone 2 - -77.9 PSF Zone 3 - -117.7 PSF + GCPi ( 27.8 PSF Zone 1 - -31.5 PSF" Zone 2 - -61.2 PSF Zone 3 - -117.7 PSF Overhang Zone 2 - -93.6 PSF Zone 3 - -157.6 PSF MWFRS Roof -59.7 PSF C = 0.80 L/B = 0.33 C = -0.50 Windward + Leeward = 51.2 PSF C = 0.80 L/B = 3.00 Leeward Wall Flo. 6 l C = - 0.30 ( Parallel to Truss) Windward + Leeward = 43.3 PSF ( Internal Pressure is not a factor for Windward + Leeward ) Windward Wall Fia. 6-61 ( Perpendicular to Truss ) Connector Design Max. Horizontal Wind perpendicular to Truss = 43.3 PSF Max. Horizontal Wind parallel to Truss = 51.2 PSF Max. Vertical Wind Overhang = -93.6 PSF Calculations : Max. Vertical Wind ( -) = -59.7 PSF Max. Vertical Wind ( +) = 27.8 PSF Max. Gravity = 65.0 PSF Net Uplift ( W) = -2049 Ibs Gravity ( D) = 1923 lbs SHEAR 11 (L1 ) = 24 lbs SHEAR - (L2) = 169 Ibs Connector Properties • Denomination NV358 22 ••• • • - Manufac. NU -VUE 1 Units Uplift Capacity 3367 Ibs L1 Capacity 2942 lbs L2 Capacity 2758 lbs • Combined Load deck! • • • • • • • •• ••• •• • • • • 2049 Ibs • 24 es • 169 Ibs 3367 lbs + 2942 lbs + 2758 lbs = 0.68 <1 Okll Point Goads iD GT's GRAVITY LOAD ' RA= d Its • • P% 0 IS P3 = O lbs P4 = 0 Ibs P5 • 2 1 • • • • • • Span Len h = 5.0 • DISTo.'rO SUPPORT• • • • • • • • . =• jo t • • • : • • 00f! • L3= • 0 .0 ft L4 = 0.0 ft • • • Li : 0.Oft Gravity iteaotion due to �oint • • • • • • • • • • • ft REACTION R1 = 0 Ibs R2 = O lbs R3 = 0 Ibs R4 = 0 Ibs R5 = 0 Ibs Loads = 0 Ibs UPLIFT LOAD P1 = 0 Ibs P2 = 0 Ibs P3 = 0 lbs P4 = 0 Ibs P5 = 0 Ibs DIST. TO SUPPORT REACTION L1 = 0.0 ft R1 = 01bs L2= 0.Oft R2= Olbs L3= 0.0ft R3= Olbs L4 = 0.0 ft R4 = O lbs L5= 0.0ft R5= Olbs Uplift Reaction Due to Point Loads = 0 Ibs • •• • • • •••• • •• • • • ••• • • L FROM ROOF : WTRIBUTARY = DL = 175.00 Ibs/ft LL = 150.00 Ibs/ft FROM FLOOR WTRIBUTARY = a4a DL = 0.00 Ibs/ft LL = 0.00 ibs/ft FROM STAIRJBALCONY : WTRIBUTARY = 404t • .. DL = 0.00 Ibs /ft LL = 0.00 Ibslft FROM GROUND SLAB : WTRIBUTARY DL = 0.00 Ibs/ft LL = 0.00 Ibs/ft FROM DECK/EXTERIORS : WTRIBUTARY = #40' f l DL = 0.00 Ibs /ft LL = 0.00 Ibs/ft PROJECT : CLIENT : JOB N° MOMENT: GLASS WALL: THICKNESS HEIGHT DL = 0.00 Ibs/ft MASONRY WALL : HEIGHT = DL = 0.00Ibslft SELFWEIGHT : AREA = 0.67 ft2 DL = 96.67 Ibs/ft DEFLECTION: # of spans = 1; f ' = E = 3122.02 ksi F = 6Ii b = h cover = ?� d = 10.50 in Area = 96.00 In2 Concr. Weight = 0`pct IcR = 518.401n4 %Cr. Reinf. Wall = i0 k Sxx = 86.40 In3 F.S. = 1.40 Glass Weight = ' DESIGN LOADS ' POINT LOAD CALCS :ROOF: ■ DL = 36.00 i ■ LL = 0 psf :INTERMEDIATE FLOOR ■ DL = $ rp ■ ;r I LL = 0 1 sf. ' STAIRS & BALCONIES : • : DL = tl "b0f r I ■ LL = 0 O.psf ■ GROUND FLOOR � ■ DL = LL = POOL DECK &EXT.SLAB DL = 0 p POINT LOAD : � P1 DL = 0 00 kips Pi 0.00kips P2 = P2 = O'.00,ki ■ TOTAL LOAD : LOAD CASE TO USE ■ DL = 271.67 Ibs /ft ! P4 DL = LL = 150.00 Ibs/ft 566.00 Ibs /ft _ .. ▪ P4, P3 = P 3LL LOADS: SHEAR PAGE : DESIGN BY : REVIEW BY : SUPPORT 1 M = V = 0a = SUPPORT 2 • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • •• •• ••• • • DL = • DL • • • • • • • ••• •••; • • ••• • • • • • ••• • • • • • • •i • • • •• • ••• • REAC LL = LL = TOTAL = TOTAL = PROJECT : CLIENT : JOB NO. : PAGE: DESIGN BY : REVIEW BY : DEFLECTION CHECK : o„Ax = 0.1921 in =04167 in .1_ r BENDING II V fc = 3.00 ksi As = 0.24 in2 p 0.00288 I fy = 60.00 ksi As(min) = 0.28 in2 p= 0.00333 b = 8.00 " As(max) = 1.35 in2 p max= 0.01604 � d = 10.50" 0 Mu = 11.05 'k Vu = 3.54 k • SHEAR • Lt wt conc factor I 4 Vc = 7.82 k Av /s = 0.00 in2 I (NW =1, LW =.75) = 1.00 Vs(req'd)= 0.00k Av /s(min)= 0.00 in2 • • I I CRACK CONTROL: II V Ma = 0 'k I I Clr cover = 1.50 in a I TORSION I TORSION: I Tcr = 3.58 'k ; Tu = 0.00 'k I At/s = 0.00 in2 I h = 12.00 in " s Av +2At/s = 0.00 in2 ; • NEGLECT TORSION 1 Av +2At(m)= 0.01 in2 I Dist to CL Tie = 1.5 " s A1/4 = 0.00 in2 (Torsion steel all 4 faces) • • I Total As = 0.24 in2 (As plus A1/4) I BEAM REINFORCING I STIRRUPS � # of bar As Size 2 legs 4 legs: 2 #4 0.39 in2 #3 @ 33.0 in 66.0 ini 1 #5 0.31 in2 #4 @ 58.5 in 117.0 in: 1 #6 0.44 in2 #5 @ 91.5 in 183.0 in' 1 #7 0.60 in2 #6 @ 132.0 in 264.0 in: 1 #8 0.79 in2 I 1 #9 0.99 in2 ; 1 #10 1.23 in2 I 1 #11 1.48 in2 ** ; Max Rebar Spacing for crack control = 11.25 in I • ..- ..- ..- ..-----.......-....-.0............----...-...-.......- .- .. -.. -.. . -..._....... -. _..-..- ..- .. .-..1....- ..- .. -.. -. • •• ••• • • • • • •• • • • • • • • • •• ••• •• • • • .• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• ••• • • •• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • BEAM REINFORCING b ••• • • • ••• • • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 163rd St., SUITE 701 NORTH MIAMI BEACH, FLORIDA 33160 PHONE NO. (305) 940 -3088 FAX NO. (305) 940 -3273 Sheet No. — / 6 OF. — 4"0 Project: MAYDA & SIMONE RESIDENCE NEW TO EXISTING CONNECTION Design By. DC Revised By AA Dote: — FILL DRILLED AREA W /NON- SHRINK GROUT EXISTING PROVIDE 3" POCKET INSIDE EXISTING BEAM WITHOUT CUTTING REINFORCING •• ••• • • • • • •• • • • • • • •• ••• •• • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• NEW P DE 6" MIN EMB, FOR zI EINFORCING AS SPECIFIED N SCHEDULE AND SPLICE ACCORDINGLY 4 0 3 " NEW TO BEAM TO EXISTING CONNECTION SCALE: 1 1/2" = 1' -0" ARBAB ENGINEERING, INC. PROJECT : CONSULTING ENGINEERS CLIENT : 1363 NE. fens St SAE 1741 WM MAIO BUCK RAMA 331811 111 (30• owsea RC (R• 440-3113 Shear Check • JOB N° : P.T.Wood Anchor Bolt (1 ) P.T. Wood (2) 2" x 8" continuous along the wall with 518" Hilti kwik Bolt -III min. 6" embedment spaced at 24" c.c.,NOA : 06 -0810.13 Bolt Diameter = Bolt Area = Min. Embedment = Vertical Load = W tributary = Load = spacing = Shear per Bolt = Effective Height ( H ) = Effective Width (W) = N° of Ledger = Shear ( Bolt) = Tension ( Bolt) = f„ =(3 v) /(2bd) v = Shear b = total net width d = net height •• ••• • • v= b= A11ewa'b1e hear; Wet Service factor = Load Duration Factor = • AI loweble S'hear'; •••• ••• • 348.36 Ibs 3.00 in ¢,88 in ••• •• •• • • • • • •. • ? "25.34 psi < 271.60 psi ( Allowable Shear ) OK!! •••• ••••••• • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • _. • •• • •• • • • • • • • •• • 1 • 5/8 in 0.31 in 6.00 in 87.09 psf 3.00 ft 261.27 ibs/ft 1.33 ft 348.36 Ibs 7.50 in 1.50 in 2 Units 348.36 Lbs 278.69 Lbs '175 psi b.97 1.60 271.60 psi ••• • • • Ledger Type 2 Anchor Bolt P.T. Wood ( Bolt Place © Midheight of the ledger ) Condition for a 2 "x 8" member N° 2 Adjustment Factor Adjustment Factor Adjusted PAGE: DESIGN BY : REVIEW BY : ARRAR ENGINEERING, INC. PROJECT : CONSULTING ENGINEERS CLIENT : ma NL t&M St. SNIE /'Pot M,MA• IMAM t> VW PIMA MS) OW= 11: 00410) (!Id) WSW Bearing Check f (v) /(LxcD) v = Shear L = total net width cD = Bolt Diameter JOB N° : v= L= d= Fc = C = C = C _ Cb = Allowable Bearing = 605.68 psi 1 f„ = 185.79 psi < 605.68 psi ( Allowable Bearing) OK!! 1 D.4.1.1 • • • • coNn > Nu yoVn > Vu (D -1 ) (D -2 ) i) Shear Loads : •• ••• • • • • • •• 348.36 Ibs 3.00 in 0.63 in F.S. = 1.38 N = 385.88 Ibs V = 482.34 Ibs ••• • • • • ••• • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• (Tabulated Compression perpendicular to grain Stress) ( Wet Service Factor ) ( Temperature Factor ) ( Incising Factor SYP ) ( Bearing Area Factor ) Adjusted Anchor Bolt Design as per ACI -302 D.4.4 ( Strength Reduction Factors ) For Bolt Use c) Anchor governed by concrete breakout, side face blowout, pullout, or pryout strength Condition A 0.75 DATE : Condition B 0.70 Loads : 0.75 0.70 ' • hloe ed'It PAGE: DESIGN BY : REVIEW BY : Note : • ' • •1} . on Cetior♦,A applies' :where the potential concrete feilure surface are crossed by .. .. .•• ; ;sepplesngntary reinforcement • 2) CondttiorT 9appAAS where such supplementary reinforcement is not provided 3) Strength Reduction Factors are for Service Loads Al Will Use Condition B = = For a single anchor : .. ... • • • • • .. • • • • • • . .. ... . • • • .. ... • • • • ... • • • • ... • • • • • • ... • • • • ... . • • .. • • .. .. • • • .. .. 0.70 0.70 N = 17.79 kips 1 • • • .... .... ... .... ... .. • • • • • • .... .. • . • • • ... . .. • ( For Shear ) ( For Tension ) TENSION D.5.1.2 Nominal Strength of an anchor or group of anchor in tension shall not exceed: N nA„ F, t (D -3) n = Number of Anchors A = Effective cross section area of an Anchor F, = Shall not be greater than 1.9 Fy or 125 ksi n =1 A = 0.31 in ( For 5/8" J Bolt ) F = 58.00 ksi D.5.2.1 Nominal Concrete breakout Strength Nth or N cbg of an anchor or group of anchor in tension shall not exceed : Ncb ( A / A ) "4/2 1 1 1 3 Nb DATE : Ann = 9 hei he= Length of Emb. A = From Fig. RD.5.2.1(b) ACI 318 -02 / 413 Nb k ✓P h k = 24 Cast in place anchors k = 17 Post Installed anchors 1 1 if cuss > 1.5 h Cmin = Min. Edge distance of Bolt Cmin = 3.75 < 1.5 h "2= 0.7 +(0.3 Cmsn/ 1.5 het) +2 = 0.825 x1'3 = 1.25 Cast in place anchors 41 3 = 1.40 Post Installed anchors he= 6.00 in A = 324.00 in A = 229.50 in = 0.825 `I'3 1.40 PE; = 3000.00 psi Nb = 19.32 kips (D-4) AB ENGINEERING, INC, PROJECT : CONSULTING ENGINEERS CLIENT : 138.5 RE toad 5t 33113 i 701 MAU IMO 1503111 MIANI pzi 101 343-3355 ' E(010 973 JOB N° : ... 0 0 T .0 • • • PAGE : DESIGN BY : REVIEW BY : ARBAB ENGINEERING, INC. PROJECT : CONSULTING ENGINEERS CLIENT : NE Mkt S.swa 1701 MN MAW fEA0t WM 33101 s=n JOB N° : .. ... • • • • • .. • • • • • • • •• ••• •• • • • •• • • • • • • • •••• • • • ••.• • • • • . • • • • • • • • • • • • • • • • • • • • ••• ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • •• • • • •• •• 1 Nob = 15.81 kips 1 D.5.3.1 The Nominal Pullout Strength of of an anchor in tension shall not exceed : NP„ = *4Np ( D -12 ) 1 N = 4.75 kips I 3.32 kips I PAGE: DESIGN BY : REVIEW BY : D.6.1.2 Nominal Strength of an anchor or group of anchor in Shear shall not exceed: V = 0.6 n A F (D -18) n = Number of Anchors Aso = Effective cross section area of an Anchor F, = Shall not be greater than 1.9 Fy or 125 ksi SHEAR 1 V = 10.68 kips I N 0.9 f eh d (D -14 ) 3d <e <4.5d 414 = 1 ( worst case for section cracked ) d 5/8 in e = 4.5 d 2.81 in N = 4.75 kips n= 1 A = 0.31 in2 ( For 5/8" J Bolt ) F, = 58.00 ksi MAN ENGINEERING, INC. PROJECT : CONSULTING ENGINEERS CLIENT : „° ,a... SIZE ► WJHN wA. BAG, ROMA 33188 PIM in %a)No-sea FL JOB N° : D.6.2.1 Nominal Concrete breakout Strength V or V cb9 of an anchor or group of anchor in shear shall not exceed : For a single anchor : ( Shear Perpendicular to the edge ) vcb = (A / A 0) 4`6 41 7 Vb ( D-20 ) ....... • .. • • • • • • • ••• • • .. •.• •• • • • • • • • • • ▪ • • ▪ • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• ... • ••• • • • • •.. • • • • • • • • • • • • • •.. • • • • • • • • • • • • • • .• •. • • • •• .• Vcb = 2.58 kips V cp = K cp N cb V = 31.61 kips x ••0 1 n = 1.81 kips I A 4.5c1 (D -22) c 1 = edge distance A„ = From Fig. RD.6.2.1(b) ACI 318 -02 / 421 Vb = (D -23 ) 7 (I / d„ )O.2 ✓d°fn (c1)1.5 +6= 1 ifc2 >1.5c1 416= 0.7 +0.3(c if c < 1.5 c 4'6 = 1 4/ 1 Worst case c 3.75 in A = 63.28 A„ = 67.50 do = 0.625 in fc = 3000.00 psi Vb = 2.42 kips D.6.3.1 The Nominal Pryout Strength V of an anchor in shear shall not exceed : ( D -28 ) Nth = ( An /An,) 112 I'3 Nb K = 2 ( for h > 2.5 in ) N = 15.81 kips PAGE: DESIGN BY : REVIEW BY : (D-4) ARB�B ENGINEERING, INC, PROJECT : CONSULTING ENGINES CLIENT : a3 NE tfOrd St. Olt f TN Non A Mat FORM weo oxoR ww) nsnMe446 -ma JOB N° : D.7.3 Interaction of tensile and shear forces N V, < 1.2 cpN„ + yoV„ 385.88 482.34 .- 0.4 OK!! 3322.3 + 1805.50 D.8.1 Minimum Distance center to center 4 d = 2.50 in OK!! D.8.2 Minimum Edge Distance 6 d = 3.75 in OK!! .. ... • • • • • .. • • • . . • • • • .. . .. .. • • • .. • • • •••• .... ... •••• ••• ••• • • • • • • •••• ••• • .. • • • ... ... • ... • • • • .. • • • • • • • • • • • • • • • ▪ • • • • • ▪ • • • 00 00 • • • 0 0 00 PAGE: DESIGN BY : REVIEW BY A r IIRBAB ENGINEERING, INC, PROJECT : CONSULTING ENGINEERS CLIENT : DIME tad St. SURE 1701 wan ISM suet ncatu Loads : Counterload : JOB N° • From Roof : ATRIBUTARY = DL = LL = From Concrete Beam : From Masonry Column : From Ground Floor : ••• • • • • ••• • • • • • • • • • • • • •.• • • • • • • • •. • • . . • • • •• • • • •• •• LTRIBUTARY = Area = DL = Height = 9.00 ft Area = 3.22 ft DL = 2900.00 Ibs Depth = Area = DL = Max.Uplift ( MWFRS ) = ATRIBUTARY = Total DL = 5954.70 Ibs Total LL = 1584.90 Ibs Total Uplift = (1/0.6)U= Footing Load 52.83 ft 1849.05 Ibs 1584.90 Ibs 10.25 ft 0.67 ft 990.83 Ibs 0.33 ft 4.44 ft 214.81 Ibs Overturning Check 42.85 psf 52.83 ft 2263.77 Ibs 3772.94 Ibs Roof Load = 528.30 Ibs Concrete Beam Load = 990.83 Ibs • • • • • ; p Qelumn Load = 1566.00 Ibs • • 0: .'•Fbotn §Selfioreight Load = 4640.00 Ibs • ••••••• • •• ••• •• • • • •• Total = 7725.13 Ibs OM! • • • • • • Foot ag xru�. Di&re'ns�or� • • • • .'. • ▪ • . Width = 4.00 ft • • • • ••• ••• • Length = 4.00 ft Depth = 2.00 ft PAGE: DESIGN BY : REVIEW BY : • • INPUT DATA COLUMN WIDTH COLUMN DEPTH BASE PLATE WIDTH BASE PLATE DEPTH FOOTING CONCRETE STRENGTH REBAR YIELD STRESS AXIAL DEAD LOAD AXIAL LIVE LOAD LATERAL LOAD (0= WIND,1= SEISMIC) WIND AXIAL LOAD SURCHARGE SOIL WEIGHT FOOTING EMBEDMENT DEPTH FOOTING THICKNESS ALLOW SOIL PRESSURE FOOTING WIDTH FOOTING LENGTH BOTTOM REINFORCING PROJECT: CLIENT : JOB NO. : c1 02 b b2 f f PDT PLL PLAT q8 w Df T Qa B L THE PAD DESIGN IS ADEQUATE. • 41 67 in • is ' in M1 S T In ji in ksi ksi k k Wind,ASD k, ASD ksf kcf ft in ksf ft DESIGN SUMMARY FOOTING WIDTH FOOTING LENGTH FOOTING THICKNESS LONGITUDINAL REINF. TRANSVERSE REINF. B L T 4 # 4 # rij PAGE: DESIGN BY : REVIEW BY : = 4.00 • 4.00 • 24 5 @ 5 ft ft in 14 in o.c. 14 in o.c. ANALYSIS DESIGN LOADS (IBC SEC.1605.3.2 & ACI 318-02 SEC.9.2.1) CASE 1: DL + LL CASE2: DL +LL +1.3W CASE 3: DL + LL + 0.65W CHECK SOIL BEARING CAPACITY (ACI 318 -02 SEC.15.2.2) CASE 1 0.55 ksf, 9Mrnx 73L +gs +(0.15— ws)?'= 0.85f (1 ,Il Mu / ll x\11 0.383bd f� J •• •• • • • • • •• •• • • • • • • • • • • • • • • • • • • f • •• - • P = 8 kips P = 3 kips P = 5 kips PMar = q MAX CASE 2 0.24 ksf, 1.2DL +1.6LL 1.2DL +LL +1.6W 0.9 DL+ 1.6 W < k Q • , [Satisfactory] where k =1 for grovity loads, 4/3 for lateral loads. DESIGN FOR FLEXURE (ACI 318 -02 SEC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, & 12.5) 0.85ff,f Eu f su + et CASE 3 0.40 ksf Pu = Pu = Pu = P,ms = M/N(0.0018 d , 3 p) 10 kips 3 kips -1 kips ••• • • • • • • • • • • • • • •• •• ••• • • • • ••• • • • ••• • • • • • • • • ••• • • • • • • • • • •• •• LONGITUDINAL TRANSVERSE d 20.69 20.38 b 48 48 q u 0.60 0.60 M 4.36 4.57 • • •• o p • • • • • 0.000 0.000 • • • {f • • • • 0.000 0.000 • • • • A. • • •• . • • •• 0.06 0.07 ReqD 1 # 5 1 # 5 Max. Spacing 18 in o.c. 18 in o.c. • USE • • 4 # 5 0.015 [Satisfactory] @ 14 in o.c. 4 # 5 0.015 [Satisfactory] @ 14 in o.c. • • • Pmax • • • ; • Cjleq[C < p • • INPUT DATA COLUMN WIDTH COLUMN DEPTH BASE PLATE WIDTH BASE PLATE DEPTH FOOTING CONCRETE STRENGTH REBAR YIELD STRESS AXIAL DEAD LOAD AXIAL LIVE LOAD LATERAL LOAD (0= WIND,1= SEISMIC) WIND AXIAL LOAD SURCHARGE SOIL WEIGHT FOOTING EMBEDMENT DEPTH FOOTING THICKNESS ALLOW SOIL PRESSURE FOOTING WIDTH FOOTING LENGTH BOTTOM REINFORCING PROJECT: CLIENT : JOB NO. : c1 02 b b2 f f PDT PLL PLAT q8 w Df T Qa B L THE PAD DESIGN IS ADEQUATE. • 41 67 in • is ' in M1 S T In ji in ksi ksi k k Wind,ASD k, ASD ksf kcf ft in ksf ft DESIGN SUMMARY FOOTING WIDTH FOOTING LENGTH FOOTING THICKNESS LONGITUDINAL REINF. TRANSVERSE REINF. B L T 4 # 4 # rij PAGE: DESIGN BY : REVIEW BY : = 4.00 • 4.00 • 24 5 @ 5 ft ft in 14 in o.c. 14 in o.c. ANALYSIS DESIGN LOADS (IBC SEC.1605.3.2 & ACI 318-02 SEC.9.2.1) CASE 1: DL + LL CASE2: DL +LL +1.3W CASE 3: DL + LL + 0.65W CHECK SOIL BEARING CAPACITY (ACI 318 -02 SEC.15.2.2) CASE 1 0.55 ksf, 9Mrnx 73L +gs +(0.15— ws)?'= 0.85f (1 ,Il Mu / ll x\11 0.383bd f� J •• •• • • • • • •• •• • • • • • • • • • • • • • • • • • • f • •• - • P = 8 kips P = 3 kips P = 5 kips PMar = q MAX CASE 2 0.24 ksf, 1.2DL +1.6LL 1.2DL +LL +1.6W 0.9 DL+ 1.6 W < k Q • , [Satisfactory] where k =1 for grovity loads, 4/3 for lateral loads. DESIGN FOR FLEXURE (ACI 318 -02 SEC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, & 12.5) 0.85ff,f Eu f su + et CASE 3 0.40 ksf Pu = Pu = Pu = P,ms = M/N(0.0018 d , 3 p) 10 kips 3 kips -1 kips ••• • • • • • • • • • • • • • •• •• ••• • • • • ••• • • • ••• • • • • • • • • ••• • • • • • • • • • •• •• • • • CHECK FLEXURE SHEAR (ACI 318-02 SEC.9.3.2.3, 15.5.2, 11.1.3.1, & 11.3) �v = 20bd Vu F — $Vn Check V < 4V LONGITUDINAL 0.42 0.75 81.8 [Satisfactory] TRANSVERSE 0.60 0.75 80.4 [Satisfactory] CHECK PUNCHING SHEAR (ACI 318-02 SEC.15.5.2, 11.12.1.2, 11.12.6, & 13.5.3.2) 1by (2 +M f = 302.38 kips where 4 = 0.75 (ACI 318 -02, Section 9.3.2.3 ) Ra = ratio of long side to short side of concentrated load = 1.81 be = co- c2 + b1 + b2 + 4d = 89.6 in A = 130 d = 1840.1 in y = MIN(2, 4/p 40d /bo) = 2.0 r 1 (bi+ci +d )rbz +cz + dll_ vu=pu,max BL 2 Jl 2 JJ 7.56 ft-kips < O V n (Satisfactory] (coned) 0 •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• •• • Y• • • • • • •• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • • •• • • • • MiAt4 3DAD COUNTY BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Nu -Vue Industries, Inc. 1055 East 29 Street Hialeah, FL 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series AB, NVSTA, NVHTA, NVTHJ, IKE, NVTT and NVHC - 37 Wood Connectors APPROVAL DOCUMENT: Drawing No. NU -1, titled "Truss and Top Plate Anchors ", sheets 1 through 4 of 4, dated 02/18/08, prepared by Nu -Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami - Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its • • tlis fiibutor3 apfl available for inspection at the job site at the request of the Building Official. '. Thist10nrcki.leguAlkl tgnews NOA # 03-0224.10 and consists of this page 1 and evidence page E-1, as well • • as eoppromal c octinfeitt mw!tioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. .•• • • • • ••• • • • • • • • • • ••. • • • • • • • • • •• •• • • • ••• • • • ••• • • • • • • • •• •• • • • • • • • • • • MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 372 -6339 www.miamidade.t!ov/buildinacode NOA No. 08- 0325.02 Expiration Date: May 22, 2013 Approval Date: June 5, 2008 Page 1 • • Nu -Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMI1"iIa;D A. DRAWINGS 1. Drawing No. NU - titled "Truss and Top Plate Anchors ", sheets 1 through 4 of 4, dated 02/18/08, prepared by Nu -Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS Test reports on wood connectors per ASTM D1761 -88 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. Report No. 1. 05 -5195A 2. 05 -5196A 3. 04 -4995 4. 04 -4996 5. 05 - 5612 6. 06 -5622 7. 04 -4908 8. 03 -4631 9. 08 -6711 Wood Connector AB -5 AB -7 NVTHJ -26 NVTHJ-28 IKE -1 IKE -2 NVTT NVTT NVHC -37 Load Direction F1 and F2 F1 and F2 Upward Upward Upward, L1 and L2 Upward, L 1 and L2 Upward and L 1 Upward and L i Upward, LI and L2 Date 06/03/05 06/11/05 01/31/05 01/31/05 03/20/06 05/01/06 07/21/04 06/21/04 03/14/08 C. ,CALCULATIONS b 1. Shear value of common wire nails and steel plate tensile calculations, prepared y Vipin N. Tolat, P.E., Consulting Engineer, dated 03/20/08, signed and sealed by Vipin N. Tolat, P.E. D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Code conformance letters, issued by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. G. OTHER 1. Notice of Acceptance No. 03 - 0224.10, issued to Nu -Vue Industries, Inc., approved on 04/17/03 and expiring on 05/22/08. •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • •• •• • • • • • • • • • • • • • • • • • • • • ••• ••• • • ••• • • • • • ••• • • • • • • • • • • • • • •• •• ••• • • • • • • • • • • • • E -1 13 la Ca os �1 I. Utrera, P.E. Product Control Examiner NOA No. 08-0325.02 Expiration Date: May 22, 2013 Approval Date: June 5, 2008 Product Code Dimensions (inches) Fastener Schedule Alowable Loads (lbs) W1 W2 L Header Joist Fl F2 AB5 1% 236 5 3- l0dxly" 3- 10dxW" 511 595 AB7 13 236 7 4- i0dxf" 4- 10dttlYe 582 794 • •• • • • • • • • • •• • • ••• • • • •••• • • • •••• • • •• •• • • • • • • • •• • • • • • • • • •••• • • • • • • • • •• • • • ••• •• •• • • • • • AB -7 • • • • • • • f$ Gauge Angle Clips •• •• • • •••• • • •• AB-5 Notes: Nail wider angle leg to Joist and Shorter leg to Header. Typical Installation GENERAL NOTES: 1. Steel shall conform to ASTM A653, structural grade 33 (Mtn. yield 33 kw) and aminixnum galvanized coating of G 60 per ASTM A525. 2. Allowable loads are based on National Desing specifications (AIDS) for wood construction, 2001/2005 Edition. 3. Design loads are for Southern Pine species with a specific gravity of 035. Allowableloads for other species shall be adjusted accordingly. 4. Common wire nail values are based on NDS table 11P, G=0.55 and have been reduced for Penetration Depth factor P/10D. 5. Allowable loads for wind uplift have already been increased by aduration factor of 60% for anchor nail. Load values shown are without 33% steel stress increase 6. Allowable loads for more than a single connection cannot be added togel . A design lad which is divided into components in the direction given must be evaluated as follows: Allowable Up +� I + moo `eL2 7. Allowable loads are based on 1X" thick wood members unless otherwise noted. 8. All tie beams and grouted concrete masonry shall comply with chapter 21 ofFBC. Con aetefor tie beams and grout and mortar for concrete masonry shall be a minimum of 2500 psi. Concrete masonry shall comply with ASTM C90. 9. All tests have been conducted in accordance with ASTM D -1761. VIPIN N. TOLAT, PE (CIVIL) FL REG. # 12847 15123 LANTERN CREEK LANE HOUSTON. TX 77068 PRODUCTR8vt.9SD as aoaplyiae wimbellodi Sued* Cade AccsylanceNo 8Pledoo Ptedoettaaaut Nu -Vue 1mLzaZcies.1% 1053 -1059 East 29 Street Hialsab, Florida 33013 (305) 694.0397 Fa: (305) 694 -0398 TRUSS AND TOP PLATE ANCHORS DWG 8: NU - 1 Sheet 1 of 4 Date: Feb 18, 2,008 Revisit= • • •• • • • • • • • • • • • • • • • • •• •••• • •• • • • Deep Seat Truss They are designed to resist lateral and uplift fortes. The !MO: made of 1pgeugeatee1 and the seats of 20 gauge steel. •• • • •• • • • • • • • • • ••• • •• ••• • • • ••• • • • • • • • UPLIFT Assembly Product Coda NVSTAI2 NVSTA16 NVSTA20 NVSTA22 NVSTA24 Dimension 11 () 12 16 20 22 24 Total No. of Fasteners in Strap 10d 1 34" 5 6 7 S 9 Total No. of Fasteners in 20 GA. Seat 10d If" 6 6 6 6 6 Allowable Loads (lbs) Up 6 1046 1141 1236 1331 1426 1.1 6 700 760 823 887 950 1.2 6 1049 1144 1239 1335 1430 Holden Double Strap Riveted Truss Anchor.. They are designed of 14 gauge steel plates to resist lateral and uplift fames. The seats are made of 20 gauge steel r' r' VIPIN N. TOLAT, PE (CIVIL) FL REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 UPLIFT Notes: 1. Nails are necessary in straps and seat to achieve, desing 2. See note 6, sheet 1 for combined loading. 3. Nails through chords shall not force the truss plates. 4. For general notes, see sheet 1. 5. For higher uplift loads, ooncaete shall be 3000 psi. 6. Based cm min. 2500 psi concrete. • Assembly Fmdoct Code NVHTAI2 NVHTA16 NVHTA20 NVHTA22 NVHTA24 Dimes () 12 16 20 22 24 Total No. ofFastenera in two Straps 10d 134" 10 12 14 16 18 Total No. of Fasteners in 2013A. Seat 10da 134• 6 6 6 6 6 Allowable Loads (Rai) 6 Uplift 1506 1695 1883 2071 2259 1J01 ft 5 1766 1987 2208 2429 2649 1.1 6 1050 1181 1312 1444 1575 1.2 6 1440 1631 1812 1994 2175 PRODUCT WISED Code Plated Control Nu -Vue ham hu. 1053 -1059 East 29 Sheet Hialeah, Florida 33013 (305)694-0397 Fa= (305) 694-0398 TRUSS AND TOP PLATE ANCHORS DWG #: NU -1 Sheer 2 of 4 Dam Feb 18, 2,008 Revisions: Product Code Dimensions (mcks) Fasteners Allowable Loads (lbs) W a L Stud Plate Uplift Ll L2 MB 1 1% 5 331 6-10d 4-10d 787 337 337 IKE 2 131 63 331 6-10d 7 -10d 932 451 318 Code Allowable Loads (Iba) S. Pine Nat Schedule �8 Nails (e) Trip Nab 10d JackNai1 a b total c d total 1478 16 4 3 7 2 3 5 NV TUJ26 NVTB128 1931 20 5 4 9 2 3 5 • • • • • • • • • • •• 000 -- • • • • •• • •• • •• • • • • • • • • • • • • . •. • 1••• • 1••• • a• • t••• t••• • • •••• • • • • • • • • 12 Gam NyTHJ Truss Hip & Jack Hanger • 0000 • • •• Header 2-2X • • • •__ • • •• NVTHJ-26 as shown NVTHJ-28 similar U.B. Patent No. 4,984,253 NVTHJ -28 as shown NVTHJ -26 similar ote: For 1 - lOdx1)4" nails can be used qCE 1 b (1s:METRIC) a alfs �• - • Typ. Ate• Typ. 20G Stud Plate Ties VIPIN N. TOLAT. PE (CIVIL) FL. REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 IKE UPLIFT TYPICAL IKE1 INSTALATION Nu -Vue 1 1� 1053 -1059 East 29 Sheet Hialeah, Florida 33013 (305) 694-0397 Fax (305) 694-0398 TRUSS AND TOP PLATE ANCHORS DWG it. NU - 1 Sheet: 3 of 4 Date: Feb 18, 2,008 Revisions • i o Di ) Fad Schedule Allowable Loads (1bs) W •B • •••••• •E • L Truss Top Plates Hollow Catenate masonry Uplift Li • l• l 'Aa A - - .14 • 13 2- 10dx1° 6-116 —. 968 543 • , s •••e- 1!u 1�4 14 13 2- 10da131° — 6 59 Tapcons 1584 465 • • • • • • • • •• • • •••! • • • •••• • ••a • •••t • •••a • • • •••a • • • •• • • • • • • • •• •• •• •• •• • • • • • •• • • • • •• • • • .1a16e NVTT Sanibel Truss Strap .• •• • • 11-1 " nati is placed on each side of the Truss and 3- 10dnaiis in each leg are placed in .1 top plates. 2 3-Yedia x 134' long, 134' embedment tapcams are placed in each leg and into the hollow concrete masonry. Maintain 219' edge distance from top of the block and spacing of 3" between the taporem NVrTtaW2 f UPUFT NVTF 1 AsShown NV71-- 2tcaoraelememmywrffi tap= ase6maingaadaf WoodPlates and==s. 18 Gauge NVHC 37 SWAY Grip Clip (520) r r VIPIN N. TOLAT, PE (CIVIL) FL REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 UPLIFT L2 Nu -Vue 1053 -1059 Fast 29 Street Iraleab, Florida 33013 (305)6940397 Fax (305) 6940398 TRUSS AND TOP PLATE ANCHORS DWO Y: NU - 1 Shoe: 4 of 4 Date: Feb 18, 2,008 Nail Schedule Allowab e Design Loads (lbs) Product Code Description r ider t a Uplift Ll L2 NVHC 37 S Way Clap 16 -106 16-10d 12 Sd or 12-10d 702 560 637 • • • • • • • • •• • • •••! • • • •••• • ••a • •••t • •••a • • • •••a • • • •• • • • • • • • •• •• •• •• •• • • • • • •• • • • • •• • • • .1a16e NVTT Sanibel Truss Strap .• •• • • 11-1 " nati is placed on each side of the Truss and 3- 10dnaiis in each leg are placed in .1 top plates. 2 3-Yedia x 134' long, 134' embedment tapcams are placed in each leg and into the hollow concrete masonry. Maintain 219' edge distance from top of the block and spacing of 3" between the taporem NVrTtaW2 f UPUFT NVTF 1 AsShown NV71-- 2tcaoraelememmywrffi tap= ase6maingaadaf WoodPlates and==s. 18 Gauge NVHC 37 SWAY Grip Clip (520) r r VIPIN N. TOLAT, PE (CIVIL) FL REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 UPLIFT L2 Nu -Vue 1053 -1059 Fast 29 Street Iraleab, Florida 33013 (305)6940397 Fax (305) 6940398 TRUSS AND TOP PLATE ANCHORS DWO Y: NU - 1 Shoe: 4 of 4 Date: Feb 18, 2,008 • NU -VUE Industries Inc. 1055 East 29 Street. Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not . be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including High velocity Hurricane Zone. • DESCRIPTION: Wood Connectors. APPROVAL DOCUMENT: Drawing No.Nu -5, titled "Skewed Nail Plate, NV358 & NV458 with Double Anchors NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVHTA Heavy Duty with Seat" sheet 1, through 4 of 4, dated 04/15/04 with last revision on 09/20/04, prepared by Nu -Vue Industries Inc signed and sealed by V. N. Tolat, PE, bearing the Miami-Dade County Product Control Approval stamp with the Notice of Acceptance (NOA) number and approval date by the Miami-Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be Aeneas its =dray. • . .. INsPE6Ipr : ik Col; if this entire NOA shall be provided to the user by the manufacturer or its distributors aaii ball belay:I bre ininallettion at the job site at the request of the Building Official. This NOA consists of this page 1, evidence page & approval document mentioned above. The sirbmitte4 documentatiog wps reviewed by C : � nt PE. • M I A M I.DAQE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) • • • • • • • • • • • • • • • • • • • • • • • • • � `G, C �1x • • • • • • • • • a , •.. 7: r ` • • ••• • • • ' .6 . P ' L • • • • • • • • ••• • • • • • • • • • • • • • • • •• • • • •• •• •• • • • •• • • NOA No: 04 -0510.03 Expiration Date: December 23, 2009 Approval Date: December 23, 2004 Page 1 3,2W L/o MIAMI DADS COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUIT% 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 • Nu -Vue Industries, Inc. • NOTICE OF ACCEPTANCE: EVIDENCE PAGE A DRAWINGS 1. Drawings prepared by Nu -Vue Industries Inc, titled "Skewed Nail Plate, NV358 & NV458 with Double NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVHTA Heavy Duty Anchors with Seat ", Drawing No. NU -5, sheets No. 1, through 4 of 4, dated 04/15/04 with last revision on 09/20/04, signed and sealed by V. N. Tolat, PE. B TEST Test reports on wood connectors per ASTM D1761 by Product Testing Inc, signed and sealed by C. R. Caudel, PE. Report No. Wood Connector Direction Date 1. PT # 03 -4482 NVSNP3 Downward 09/15/03 2 PT # 03 -4625 NVHCL/R Up& Sideways 01/21/04 3 PT # 04 -4641 NVSTA -24H Up& Sideways 03/17/04 4. PT # 04 -4698 NVTH24 Up& Sideways 04/15/04 5 PT # 03 -4590 NVTH26/NV458 Sideways 12/31/03 6. PT # 04 -4642 NVHTA -24H Up& Sideways 03/22/04 7. PT # 03 -4543 NVTH2O/NV358 Up& Sideways 12/19/03 • C CALCULATIONS Report of Design Capacities prepared by V. N. Tolat on 04 /27/04, sheet 1 through 12, signed and sealed by V. N. Tolat PE. D QUALITY ASSURANCE 1. Product Control Division E STATEMENTS 1. Code compliance letter issue by V. N. Tolat on 04/27/04 signed and sealed by V. N. Tolat, PE. 2. No interest letter issued by V. N. Tolat on 11/03/04 signed and sealed by V. N. Tolat, PE. •. • .• • . • . • . • • • . .. . • • • • • • • •.• •• • • • .. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . • • • • • • • . • •• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 0 •• • • • 00 • • • E -1 andid F. Font PE. Sr. Product Control Examiner NOA No 04- 0510.03 Expiration Date: December 23, 2009 Approval Date: December 23, 2004 3 9 (I0 Product Code Steel Gouge Fastener Schedule Schedule Loads ibs ( ) Each End Gravity Uplift NVSNP3 16 - (6) 8d x 1r - 578 594 ' • • • • • • • •• • •• • • • • • • •••• • • • •• •••• • • •••• • • •••• •••• • •••• •• •• • • • • • •• • • • •••• mirror images of�the wee 41•' dlo oppslte aide TABLE 1 SKEWED NAIL PLATE Supported Trues Top & bottom chord For Uplift, use two NVSNP3. one at top chord and one at bottom chord of the supporting and supported Trusses in compliance with section 2321.7 of the FBC. NVSNP3 Installation Amfrovedm 0 ra. e Notes: ✓ 3 1. Use 6 nail holes in each flange. 2. Do not bend nail plate more than once. ' 3. Supporting member shall be in the acute angle side with other flange behind the end of supported member (see sketch.) General Notes; 1. Steel shall conform to ASTM A653, structural grade 33 (Min. yield 33 ksi) and a minimum galvanized coating of G 60 per ASTM A525. - 2. Allowable Toads are based on National Desing specifications (NDS) - for wood construction, 1997 Edition. • 3. Design Toads are for Southern Pine species with a specific gravity - of 0.55. Allowable Toads for other species shall be adjusted accordingly. • 4. Common wire nail values are based on NOS table 12.3F, G =0.55 - and have been reduced for Penetration Depth factor Cd. 5. Allowable loads for wind uplift have already been increased by a • duration factor of 33% for anchor nail. This increase is not allowed - for steel stress if dead load and wind loads are combined. Load - values shown are, without 33% steel stress increase. • 6. Allowable loads for more than a single connection cannot be - added together. A design load which is divided into components in - the direction given must be evaluated as follows: • Actual Uplift ActuoplI L1 � ctu I Allowable Uplift ± A llowable L-1, + gq Allowable LZ < =1.0' • 7. Allowable loads are based on 1Y2 thick wood members unless - otherwise noted. - 8. All tie beams and grouted concrete masonry shall comply with - chapter 21 of FBC. Concrete for tie beams and grout and mortar for - concrete masonry shall be a minimum of 2500 psi. Concrete masonry shall comply with ASTM C90. 9. All tests have been conducted in accordance with ASTM D -1761. VIPLN N. TOLAT, PE (CIVIL) FL. REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 N u - Vile icanatties, lac. 1063 -1088' East as Street Hialeah. Florida 33013 (306) 694 -397 PAM (30b) 694 -0398 SKEWED NAIL PLATE DWG* Sheet: Date: Revisions: NIT-5 1 of 4 Ann. 15, mat Sept. 20. 2004 • • ••4 ••• • • ••r, ••• • 4 ••• • • •� ••• • • ••I••• • ••� ••• • 4 • ••4 ••• Notes ' • • •• • • • • •• 1r or • • •• • • TABLE• 2: NV3 18• i 34G Double NVTH Straps with 2 ply 18G seat • • Assembl}1 Product* Code • •• NV35%4 • • • NV358 -14• • •• NV358 16 • NV368 -2e NV359 -22 NV358 -24 NV358 -26 NV358 -32 NV358 -44 WN • •••• ••••12 • •••• •••••1. • • ••l8 20 • 22• '1'4G Strop pimebs on Product, ••to b • Code • •(iriFbes) • •• • � •NV1H16 • • • NViHIO n e • 11VTH2O .• • • • NY1H24 • NVTH2B , NYTH28 ' 24 • NV1H30 • 28 NVTH36 • 32 . NVTH48 • 44 • Total No. of Fasteners in 2 Strajs 1Od x 3 8 10 12' 14 16 Total No. of Fasteners in Seat 10d x 3 8 8• 8 8 • e • Allowable Loads (ibs) Uplift 2245 • 2525 , 2608 ' 3088 ' 3387 ' Li 1981 . 2208' 2452 2897, 2942 s L2 1839, 2068 2298 2526 2758 1. Minimum embedment into cdntrete 2. Naas are neoesary to straps and seat to atltlee design loads. ' 3. See Not 8 (Sheet 1) for cdmbined load • 4. Nee through chords shall not force the trust plate on the apposite Bide 146. HVTh • Assembly Product Code NV458 -12 NV 58-14 NV458 -16 NV458 -20 NV458 -22 NV458 -24 NV458 -29 NV458 -32 NV456 -44 14G Strap Product Code NVrH18 NV•H18 NVM20 NVi1424 NVi1128 14Vih128 NVTH30 NVi438 NV1H48 Dimension H (inches) 12 14 16 20 22 24 26 32 44 Total No. of Fasteners in 2 Straps 10d><3. 8 10 12 14 16 Holes Dta.3i•" Total No. of Fasteners in Seat 1Od x 3" 8 8 8 8 8 Allowable Loads (Ibs) Uplift 2245 2528 2808 3088 3387 Li 2763 3131 3479 3827 4175 L2 2078 2338 2597 2857 3117 3' NV358 . / 4W NV458 1W 3rNV33s8 58'NY458 Sid. , ti 4 Truss plate required ►,I to transfer toad to 1tyvnye• ibewl ++er r6 bottom chord per. Sla Nava 1• %X Reintoreements m Concrete Tie Beare %co ete Sled M with aeonry TABLE 3: NV458 — 14G Double NVTH Straps with 3 ply 18G seat 21fi VIPIN N. TOLAT. PE (CIVIL) FL. REG. # 12847 26123 LANTERN CREEK LANE HOUSTON, TX 77068 DWG it NU - 5 NV358 and NV458 N u - Vue Indneries. 1053 -1059 Beat 29 Street Hhiesh.l'arbia 33013 IAA N1358 & NV458 WITH DOUBLE NVTH STRAPS Sheet: 2of4 Date: RPM. 18. 2004 • Revisions: Sept 20. 2004 Product Code Description Gouge Fasteners 0d x 1Jz Allowable Loads (lbs) 12 Header Joist U L1 NVHCR / HURRICANE CUP — RIGHT • 18 , 6 6 525 253 333 NVHCL ' HURRICANE CUP — LEFT ' 18 • 6 • 8 525 253 333 • • • • • • • • • • •• • •• • •. 0 • •••• • • •••• • 1••• • 1••• • NVTHS 1 • 1$' / • • • • • • • • • • • • •••• • / • •••• dot eaon r • • • •• • • • MIN. 4'• • EMB NVTH Cross — Section Trues plate required to transfer load to bottom chord MIN. BEL 77h' TABLE 5 • HURRICANE CUPS Parallel to wall For Uplift, use two dips, one on each side to comply with section 2321.7 of the FBC Required Perpendicular to wall Reinforcements Concrete Tie Beam or Tie Beam formed with concrete 12ed masonry H Length (in) 12 14 16 18 20 22 24 26 32 44 Product Code NVTH -16 NVTH -18 NVTH -20 NVTH -22 NYTH -24 NVTH -26 NVTH -28 NVTH -30 NVTH -36 NVTH -48 NVTHS 212 NYIHS 214 NVTHS 216 NVTHS 218 NVTHS 220 NVTHS 222 NVTHS 224 NVTHS 226 NVTHS 232 NVTHS 244 Gauge seat 18 18 18 18 18 18 18 18 18 18 Gauge strap 14 14 14 14 14 14 14 14 14 14 No. of Fasteners in Strap 10d x 1.5 5 / 6 7 / 8 9 10 11 12 13 Maximum Allowable Load (Ibs) Uplift 700 838 977 , 1117 • 1258 • 1398 • 1490 0 1544 1598 / to L1 580 671 783 • 783 783 , 78,3 783 783 783 i L2 525 630 • 735 - 735 735 - 735 , 735 - 735 - 735 A@Fra rin mstylgin mlm cue FrwMH z a 1 ref East Masts Castes! of TABLE 4 Truss Anchors NVTH and Riveted Truss Anchors with Seat NVTHS MEN N. TOLAT, PE (CIVIL) PL. REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 Nu -Vue Industries, NVTH / NVTHS ANCHORS & NVHC HURRICANE CLIPS DWG # Street: bate: NVTH. NVTHS NU -5 3 o f 4 AP1i L 16 2004 1053 -1069 Fast 29 Steel Wash. Florida 33013 (306) 694-0397 FAX: (305) 631.0398 Rovlsbas: Sept. 20, 2004 • • • • • •• • • •• • • • • • • • • • • • • • • • •••S • l•• - ••• ••• • • •• 4•• 4• • ► ►• • • •• • • • •••• • • • • • NVSTA—Heavy Duty *Ar=c�iors • Assembl» Product • Code • • • 8. • • • NVSTA -1 • • ' Strap Product •• tode •• • • NViH16 • • •• NVSTA -1!H • • • NVSTA -188 NVSTA -20H ••• ..1 NV1H24 NVSTA -22H NVSTA-24H NVSTA -26H NVSTA -32H NVSTA -44H • ••• NVTH26 NVTH28 • NVIH30 ' NVTH36 ' NViH48 plotted ton • •H • •(inches) •••• 12 • • • 11; ' • • • • • 18 • 20 • 22 ' 24 • 28 . 32 . 44 Total No. of Fasteners in Strap 10d x 1r 8 , 6 5 7 , 8 , 9 Total No. of Fasteners in 20 GA. Seat 10d x 1r 6 Allowable Loads (Ibs) Uplift 6 L1 8 L2 1308 1426 1545 1664 • 1783 700 • 760 • 6 . 6 823° 887 • 950' 1049 • 1144 ' 1239 1335 1430 1Y4° UPLIFT I , L").....' i i ' ,v�� —T— russ plate required to transfer / r ��..� up6R to boMan chord with 14G NVTH Straps and 1 ply 20G seat ' NVHTA —Heavy Duty Anchors with 140 Double NVTH Straps and 1 ply 20G seat NVSTA 1211 throght 44H TABLE 6 260_,Satat Sot 0.20. TX 1' Pin Yana. Relnfareed Concrete +■ he hem Wn. 286 r Top & bottom 1)4" 13'4" NVHTA / 1211 throght 44H 4' Min. Concrete ' Embedment. • Truss plate required to transfer +— uplift to bottom chard Reinforced Concrete •-- tie beam Min. 286 Tap & bottom Aw,evat zv - :< </'.138,08 01e MAO !_ 21.`a:%JCJC Mho V1PIN N. TOLAT. PE (CIVIL) FL REG. fi 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 TABLE 7 Assembly Product Code NVHTA 14G Strap Product Code NVTH16 • • NVSTA-14H NVHTA-16H NVHTA-20H NVIH2O NVTH24 , NVHTA-22H NVSTA-24H • NVHTA-26H NVSTA-32H NVSTA-44H NVTH18 • NVTH26 • NVTH28 NVTH30 NVTH36' NVTH48 Dimension H (inches) 12 • 14 16 • 20 - 22 24 , 26 • 32 ' 44 Total No. of Fasteners in two Straps 10d x 1X 10 12 14 18 18 Total No. of Fasteners in 20 GA. Seat 106 x 1r 8 , 6 � 8 6 6 Allowable Loads (Ibs) Uplift 1772 • 1994 • 2215 / 2437 r 2658, Uplift 2078 • 2338 2598 - 2858 ' 3117 / 8 L1 1050 , 1181 1312' 1444 • 1575' L2 8 1450 1631 1812 1994' 2175 Notes: 1. Nails are necessary In straps and seat to achieve, desing Toad 2. See note 6. sheet 1 for combined loading. ' 3. Nails through chords shall not force the truss plates. - 4. For general notes. see sheet 1. - 5. For higher uplift loads, concrete shall be 3000 psi - 6. Based on min. 2500 psi concrete. 14 Skis Vte 1 20 GA. Seat , Nu - Vue industries, Inc. 1055 -1059 Eaat 29 Street Hialeah, Florida 33013 (305) 694-0397 FAX: (305)694 -0398 NVSTA & NVHTA HEAVY DUTY ANCHORS WITH SEAT DWG* NU -5 Sheet 4of4 Date: APE8.15. 2304 Revisions: Sept. 20, 2004 • • • MIA M MADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Hilti, Inc. 5400 S. 122n East Avenue Tulsa OK 74146 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone. DESCRIPTION: Kwik Bolt 3 Concrete Expansion Anchor. APPROVAL DOCUMENT: Drawing No. 543d03 - Sheets 1 of 1, titled "Hilti Kwik Bolt 3 Mechanical Expansion Anchor for Concrete and Masonry Elements" dated 11/12/98 with last revision on 10/31/06, prepared by T. E. Lunn PE Engineering, signed and sealed by T. E. Lunn PE, bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance (NOA) number and approval date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit or box shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved or MDCPCA ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the Ripiatjoq dgte ay be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be3lone in:ts*Q4dittl, : : KiPEadtTi c ep; ti t) s entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consist of this page 1, evidence page as well as approval document mentioned above. Z 'I1e seatmitteedoctarmntatiotit was reviewed by Can . Font, P.E. • • • (,I' Gn • • • • • • • • • • • • I,P. • • • • • ••• • • • • • • • •• •• • • ••• • • • • ••• • • • • • • • • • • • • • • • •• ••• • • /2 d C MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 NOA No 06- 0810.13 Expiration Date: December 28, 2011 Approval Date: December 28, 2006 Page 1 • Hilti, Inc, • NOTICE OF ACCEPTANCE: EVIDENCE PAGE A DRAWINGS: 1. Drawings prepared by T.E. Lunn PE Engineering, titled "Hilti Kwik Bolt 3 Mechanical Expansion Anchor for Concrete and Masonry Elements "; Drawing No. 543 - 003 -C, dated 11/12/98 with last revision on 10/31/06, sheet 1 of 1, signed and sealed by T.E. Lunn PE. B TEST: Laboratory No. Test Report. Date. Signature 1. CEL 51792C ASTM E488 05/22/06 L.W. Mattis PE. 2. STTS 99- 0513.01 ASTM G85 Annex 5 08/25/05 M. Mosbat PE. C CALCULATIONS: N/A D QUALITY ASSURANCE. 1. Building Code Compliance Office. E MATERIAL CERTIFICATIONS: N/A F STATEMENTS: 1. No interest letter issued by T.E. Lunn on 07/20/06, signed and sealed by T.E. Lunn, PE. 2. Code compliance letter issued by T.E. Lunn on 07/20/06 signed and sealed by T. E. Lunn, PE. •• .•• • • • • • • • • • • •• • 11 • • • • • • • •. ••• •• • • • •• • • • • • • • • • • • • • • • • • •••• ••• ••• • • • • • • • • • • • • • • • • • • • 000 ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• 00 000 • • • 000 • • E -1 do F. ont, P.E. Senior Product Control Examiner NOA No 06- 0810.13 Expiration Date: December 28, 2011 Approval Date: December 28, 2006 3 o ko • • • •• • • •.. •••• s• e • a•• • 8 II • — .- -.-..- • • e • • • • • • •_•_• • • • DESt•F�IejIDRI: •• • a ENGINEERING FL]1D9 OFC p61 4854433 ., w ` H FLORIDA RE13.836I19 HILTI Kwik Bolt 3•i��� type expansion anchor with a single piece wedge which expands in concrete and CMU when torque is applied. they are supplied •• with,•rib!,and wyVRgr d •• •••• Anchor Diameter (in.) Fracture Lood (lb) 1/4 2,900 •• •• •• •••• • • 3/8 7,200 q 0 V ■ • • • • • ii� • 1/2 12,400 5/8 19,600 • • • • ••• s•••• • •• 3/4 28,700 • • • SO • • MATERIAL* CHARACTERISTICS: HILTI, INC. 5400 S 122nd E Ave Tulsa, OK 74146 - DESIGN VALUES: 1" carbon steel studs, conform to AISI 11L41. Nuts are carbon steel conforming to ASTM A563 Grade A and meet dimensional requirements of ANSI 618.2.2. Washers are made from carbon steel conforming to ASTM F844 and meet dimensional requirements of ANSI 18.22.1 Type A plain. All 3/8 ", 1/2", 5/8 ", and 3/4" wedges are made from carbon steel. All 1/4" and 1" wedges are made from stainless steel. --dim* Dia. (in.) Min. Embed. (in.) 3000 psi CMU Grouted Tension Shear Tension Shear 1/4 2 623 458 — 3/8 2 -1/2 1355 1460 a 780 1155 1/2 3-1/2 2185 2343 , 905 1723 5/8 4 2870 4885 8 1295 1723 3/4 4 -3/4 3635 6173 — — HILTI KWIK BOLT 3 MECHANICAL EXPANSION ANCHOR FOR CONCRETE AND MANSONRY ELEMENTS REVISION DATE: 31 -10 -06 DATE: 11 -12 -98 DRAWING: 543 -003 —C SCALE: 1" = 1" SHEET NO. 1 OF 1 1 6 4808 9200 — — GENERAL NOTES: 1) Design values in pounds are equal to ultimate load divided by 4. 2) Edge distance shall be 1.75 times the minimum embedment for tension and 3 times the minimum Anchor Installation is Allowed in all Non - Shaded Areas M embedment for shear. Anchor center to center distance shall be 3 times the minimum embedment. .3) Anchor installation shall be made in accordance with Hilti's published installation instructions in the Product Technical Guide. Limit one anchor per cell. 4) Anchor installation in grouted concrete masonry units require a minimum 12" distance and 8" spacing. Limit' one anchor per cell. Avoid installation within 1 -3/8" of any vertical mortar joint. See Figure 1. i 1 I l� =='= ; FOR OFFICE USE A ms^.•:� r c: F „ a.,ar S Ma� (�,r ., al: c ;'� . 5) Values shown are for shear plane through the anchor body. Mortar Joint 6) When the shear plane is acting through the anchor 1 _3 /g° in > c.0 aril By threads, reduce the shear by 10 %. 7) When the shear plane is acting through the anchor 1 -3/8" Concrete Masonry Unit (Grouted) threads, reduce the shear by 6% 8) When the shear is acting through the anchor FIG. 1 plane threads, reduce the shear by 20 %. • • •• • • WEST ELEVATION ITEM TYPE ZONE PRESSURE SUCTION P WINDOW 4 +6038 -65b1 PI WINDOW 4 +61.66 -66.88 N WINDOW 4 +61 .66 -6628 R WINDOW 4 +5935 -64.58 S WINDOW 4 +61 .66 -66.88 C WINDOW 4 +6093 -66.15 CI WINDOW 4 +58.15 -6331 D WINDOW 4 +5930 -6453 1st • LUINDOW 4 +61 .66 -66.88 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163 STREET, SUITE 701 NORTH MIAMI BEACH, FLORIDA 33160 PHONE NO. (305) 940 -3088 FAX NO. (305) 940 -3273 Sheet No. 4d OF: Project: Mayda & Simone Residen e 620 NE 101 St., Miami Shores, FL Drawn By: EF Date: 07/03/07 File: 070546 • • • • • • • • • •• •• • • • • • • • • • • • • • • •••• • • • • ••• • ••• WINDOWS & DOORS PRESSURES • • •• • • • •• • • • • •• • • • • • • • • ••• • WEST ELEVATION N.T.S. •• • • • • • • • • • • • • • • •• •• ••• •• • • • • • • • • • • • • • • •• •• ••• • • EAST ELEVATION ITEM TYPE ZONE PRESSURE SUCTION 51 WINDOW 4 +61.66 -66.88 T WINDOW 4 +58.40 -63.62 22 DOOR. 4 +58.15 -8331 228 DOOR 4/5 +58.15 -66.42 M WINDOW 4 +61 .66 -66.88 A WINDOW 4 +61.03 -6626 W WINDOW 4 +61 .66 -662.8 I WINDOW 4 +61.06 -6629 • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163 STREET, SUITE 701 NORTH MIAMI BEACH, FLORIDA 33160 PHONE NO. (305) 940 -3088 FAX NO. (305) 940 -3273 Sheet No. 4e. OF. Project: Mayda & Simone Residee 620 NE 101 St., Miami Shores, FL Drawn By: EF Date: 07/03/07 File: 070546 • • • • • • • • • • • • • • • • �� —�'�_ cirri ill lifir V i \'ir_41111111.111110V j ,: 11111 I 1 0 111 4 O 1 ®© CI •• • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • WINDOWS & DOORS EX ST. EAST ELEVATION PRESSURES EXIST. EX ST. EX ST. N.T.S. EXIST. • •• • • • • • • • • ... • • • • • • • • • • • • • • • • • • • • •• • • • • • •• • • • • • • • • • • . . — • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • °. M - A Aii 3363 N ARBAB ENGINEERING, INC. P Pr �t ° PHONE NO. (305) 940 -3088 FAX. NO. (305) 940 -3273 F WINDOWS & DOORS PRESSURES AI Q - - E EXIST. I It iklik A te _ ∎ ' 1 .uuuo..a.au A • _ 111 _ - - - -L - NORTH ELEVATION ITEM T TYPE Z ZONE P PRESSURE S SUCTION L W WINDOW 4 4 + +61 .66 - -66.88 N W WINDOW 4 4 + +61.66 - -6626 O W WINDOW 4 4 + +60.51 - - 65.13 U W WINDOW 4 4 + +5931 - -64.59 - - A W WINDOW 4 4 + +61.03 - -66.26 AI W WINDOW 4 4/5 6 61.03 - -13.19 5 W WINDOW 4 4 + +61.66 - -66.88 E W WINDOW 4 4 + +61.42 - -66.65 ' F :: W W ADOW 4 4 + +61.66 - -66.88 Ca: •: l liANDOW 4 4 + +61.66 - -6628 . • 1 • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• ••• • - -- • - . .. . • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • SOUTH ELEVATION ITEM TYPE ZONE PRESSURE SUCTION W WINDOW 4 +61.66 -6688 8 DOOR 4 +53.1 -58.91 1 DOOR 4 +58.15 - 63.3 - 1 K WINDOW 4 +60.02 -65.85 13 DOOR 4 +59.19 -65.01 1 WINDOW 4 +61.06 -6629 E WINDOW 4 +61106 -6688 J WINDOW 4 +6166 -66138 K WINDOW 4 +60.62 -6585 L WINDOW 4 +61.66 -6688 .A : J1INf3OW 4 +61.03 -6626 tiu u u u R u u a u u• u v u u a u u a MIMI ■ NMI. ■11u1 ■i 0 mono Om 1M ii • 0 • • •• • • •• • • • • • • • • • 1 • • • • • • • • • • • • • • • • • ••• • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• ••• • • - • 100 • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163 STREET, SUITE 701 NORTH MIAMI BEACH, FLORIDA 33160 PHONE NO. (305) 940 -3088 FAX NO. (305) 940 -3273 • WINDOWS & DOORS PRESSURES Sheet No. Project: Drawn By. EF Date: 07/03/07 File: 070546 49 OF. 4 Mayda & Simone Residence 620 NE 101 St., Miami Shores, FL SOUTH ELEVATION N.T.S. • � •- • • • • • • • • • • 000 • • • • • • • • • • • • • • 00 •• • • • •• 00 ••• • • • 000 • • P 'Al 776 D .$ X c .= °- 8 14 -r4. _ . e , , ...3 -c. ? 4=Ic , � Zn , k 4 ›( S 3 Y 7 .1 • • . • ;••• • • .., ••• . 4 .•..4 t ....... !•• _ • 1.4-X(00,0 . • ••• •• ri X ��'+'. Oa, .. • • • • • ••• ••• ....4.5 &. • • • . • • • • • • ,+r •. •. ... .. R,. •••._. 1 .11 .. s...... • •• ••: • • • •• •• ••S • • • ••• • • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 CALCULATED 13Y -_ • DATE 4/0/D7 DATE CHECKED 13Y 1 , y i al c=o1 , i I . n , 1 t t i n t : i • 15 iLe , . , I Pt ■ ! •••••• t 3' i I 1 i . 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MIAMI, FLORIDA 33181 (305) 891 -5049 • •'••• • • •, • • • • :••• • • • • • • • • •• • • • • • • ....•• •• •. •.: ., ....le '...__ . •••$ • • : • : ••• • • JOB '194)1/* SHEET NO. CALCULATED BY CHECKED BY SCALE 340 OF ?£) DATE '! 1 Q /„,.°7 DATE 4l • • • • • • • y .. , • • p .,i. Gym' 0-}4Ez-ic Aaof r i 2 x 315 ... �" .44 Z'...k y ; 3 + 12, .) 3 0.. _ '. • • • • • • f• • • • • •• • 'r •' • •• ••• •• • •, f i • • • T ' • I • P • • t • ■ • • • • • • • ` • •••.••• - • ••+ ••• ••■ ARBAB ENGINEERING, INC. S10HEET 4'0 3 A - 7 g> CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305) 891 -5049 - • °, • :4 • . .• • • • • s •. • • • • • • • : • .• • • • • . . • i. • • • . • • • •• • : •• •• • • • . •• ••• ._.. ••• • • • ••• • • CALCULATED BY DATE 7 r /o 7 CHECKED BY DATE SCALE 1 ': • ARBAB ENGINEERING, INC. JOB EET� ✓�A 4, �/ �o #,./ CONSULTING ENGINEERS OF CALCULATED BY r DATE 1/ 1 1 0 7 CHECKED BY DATE ` I SCALE .° i4 0_e-J)4. i ,i6L ! 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I, . i , - • • • • 4 • , • • • • • I C IP 1 9 3 '3 o' .. , i • ,. • , • : • 1 , • • „ - • ..i • •• - -• I. • ; • i - • is . • 1. . 1 P 1 1• • • • • • • • 1• • tot 1 1 , le : I : A . .'!t4. w • E, .ki..i.. 2, 411 , • , • , • ., • 0 ! , . , , ,, • • ■ 1 ; : . i -1J 'ir.- se(C4IF--oz-1)> • 1.0, e...‘. .. ••• • • • , „.. • ;• -! t• tt' : • • • i• i• • .; • •• • • ill • I 1 • • • • a • :• 1111 • • 11• • : • • • • • • ; 1 • i 1 1 1 1 i ' 1 1 9 1 . , , , . • ., , . 11 , , 414 • 1 • t i i 1 i 1 1 1 I 1 :•,-!-...--9 .... .„1.,,,,1„,..,, „. .. 1 i i 1 .1 1 1 CONNECTION SCHEDULE E' ks . E MARK CONNECTOR FASTNERS UPLIFT NOA # 1 NVHTA 22 (18) -10d NAILS TO STRAPS (6) -10d NAILS TO SEAT 2133 03- 0224.10 EXP. 05/22/08 2 NVHTA 22 NVTH 22 SEE ABOVE (8) -10d NAILS 2133 1 117 04- 0510.03 EXP. 12/23/09 3 SEE DETAILS SEE S -8 5,800 4 SEE DETAILS SEE S -8 14,336 5 NVRT 12 (5) -16d NAILS TO EACH MEMBER 860 05- 0701.04 EXP. 08/21/08 61 NVJH 26 (10) -10d NAILS TO HEADER (6) -10d NAILS TO TRUSS 821 05- 0516.01 EXP. 01/01/09 7 8 9] . •• ••• • • • • • • .. •• 101 •• ••• •• • • • •• • • • • • • • . . . • . • • • . . 11 • • • • • • • • • • • • • •• • • . . 4'C'IAA� BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Nu -Vue Industries, Inc. 1053 -1059 East 29 Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AIR). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division in Miami Dade County) and /or the AHJ in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. I3CPR.0 reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High velocity Hurricane Zone of the Florida. building Code. DESCRIPTION: Wood Connectors NVTP, NVIITA, NVSTA & NVHC. • APPROVAL DOCUMENT: Drawing No. NU -1, sheets 1 through 2, titled "Truss Anchors and 5-Way Clip & Truss and Top Plate Anchors," with no revisions, dated 05/29/00, prepared by Nu -Vue Industries, Inc. signed and sealed by V. N. Tolat, PE, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance (NOA) number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or Manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT; The NOA munber preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it.shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This•NL1A rauorvs NOM PO- 127.03 consists of this page 1 as well as approval document mentioned above. Tie subn�ttcdo aoc n o f to io was reviewed by Candido F. Font PE. • •• • • • • ••• • • •• ••• •• • • • •• • ,L'T Co , r • • • T • • . f�' • : .. • :.. • •.• ••• • • • • ••• • • • • • • • • • •• •• • • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •'• • ••• • • frAcie se of - 7 8 MIAMI -DADE COUNTY, FLORIDA METRO-DADE FLAGLI1R BUILDING 140 WEST FLAGLER STREET, SUrrEE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 NOA No 03- 0224.10 Expiration Date: May 22, 2008 Approval Date: April 17, 2003 Page 1 • Nu -Vue Industries, Inc. • • • • • • • •.• • • • • • •. • • Report No. 1. 03697.0001 2. 03697.0001 3. 03697.0001 4. 03697.00(1 •• •• • • • • • • • • • •• ••• •• ••• • • • • ••• • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • ••• • • • ••• NOTICE OF ACCEPTANCE: EVIDENC1J SUBMITTED (For File ONLY. Not part of NOA) DRAWINGS Drawings prepared by Nu -Vue Industries, Inc., titled "Truss and Top Plate Anchors" and "Truss Anchors and 5-Way Clip ", drawing No. NU -1, shectsl and 2, dated 05/29/2000 with no revisions, signed and sealed by V. N. Tolat, PE, 13 TEST Test reports on wood connectors per ASTM D1761 by Atec Associates, Inc., signed and scaled by P. G. Read, PE. Test reports on wood connectors per ASTM sealed by F. Grate, PE. Report No. Wood Connector 1. 6EM -1364 NVTP4 C CALCULATIONS Report of Design Capacities prepared by V. N. Tolat Product Model 1. NVHTA 2 NV13H 3. NVSA 4. NVHC 5. NVTP D STATEMENTS . 1. No Financial Interest letter issued by Vipin N. Tolat PE. on 12/18/96 signed and sealed by V. N. Tolat, PE. 2. No change letter issued by Nu-Vue Industries, Inc. on 03/17/03 and signed by M. R. Guardado. • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• ••• • • • • • • • •• • Wood Connector NVSA44 NVHC NVI3H24 NVHTA No. of Pages 2 through 4 5 through 5 7 through 7 6 through 6 1 through 1 Direction Down , Lateral & Uplift Down & Up Lateral & Uplift D1761 by QCM Metallurgical, Inc. signed and E - 1 Direction Uplift Date 12/06/96 12/06/96 12/06/96 12/06/96 12/06/96 fa9-e59 6P ig Date 11/27/96 11/27/96 11/27/96 11/27/96 Date 07/17/96 Signature V. N. Tolat, PE V. N. Tolat PE. V. N. Tolat, PE V. N. Tolat, PE V. N. Tolat, PE. Candido F. Font PE. Sr. Product Control Examiner NOA No 03- 0224.10 Expiration Date: May 22, 2008 Approval Date: April 17, 2003 Product Code Strap Gauge Dimension Fast 104' Uplift Lbs. Fastener 16(1.' Uplift Lbs. Fastener 10dx 1i 4 Ll Lbs. L2 Lbs. H NVHTA8 14 8" 8 1935 8 2028 6 1617 1943 NVFTTA 10 14 10" 10 2133 10 2133 6 1617 1943 NVSTA I2 14 12" 12* 2133 * 2133 6 1617 1943 NVRTA I4 14 14" 14* 2133 14* 2133 6 1617 1943 NVA.TA 16 14 16" 18* 2133 28* 2133 6 1617 1943 NVHTA 18 14 18" 20" 2133 2133 6 1617 1943 NVHTA 20 14 20" 22" ®r i 6, jI 6 1111M161114211 1617] 1943 NVHTA22 14 22" 24" 2133 ®�® Product Code Lumber i Plate Size Gauge Dimensions A B NVTP4 I 2x4 20 3 -5/8" 7 -3/16" NVTP6 2x6 20 5 - 5/8" 8" NVTPS 2x8 20 + 7 - 3/8" 8 - 3/16" NVTP4H 2x4 18 3 - 5/8" 7 - 3/16" NVTP6H 2x6 18 5 - 5/8" 8" NV'1P8H + 2x8 18 7 - 3/8" 8 - 3/16" Fastener 84 Uplif. Lbs. Faster 104 Uplift Lbs. 6 800 6 968 8 1067 8 1200 10 1200 10 1200 12 i 1200 12 1200 Top Plate Anchors. They are designed to anchor top and bottom wood plates to wood studs. 1) WraintaralIa.Pmietation 104 =1.776" & 1.572" GENERAL NOTES: a) The approved products shaft be made of galvar>;zed steel =alarming to ASTM A653 sancta -4 quality Grade 33 ( min. yield 33 ksi ) and a minimum coating of G90 according to ASTM A525. b) Allowable loads me based on National Design Specifications for wood constriction 1991 Edition & 1993 Errata. c) Design loads are for Soath.ea Pine species with a specifac 8.avity of 0.55. Allowable loads for other species or conditions shall be adjusted accordingly. d) Fasters are common wine n'ais, lag screws or bolts for single shear as showed and noted. on the approval e) All tests were conduot=1 ir accordance with 4STM D -1761. fj Allowable loads for wind uplift have ale- adybeen increased by a duration load factor of 33% and on other increase is allowed. IP or Hoiden Double Strap Riveted Truss Anchor.. They are designed of 14 gauge steel plates to resist lateral and unlit forces. The seats are made of 20 gauge steeL APPROVE) AS COWL= %M MA SOUTH FLORWS MULDINS GWF DA BY ✓`�% PRODUCT CONTROL DIYt5MON BUIUSISO .006E =MIA= OFFR. sccs s`"NCE ND. 13f3 -D32 - 3 UPLIFT WIN N. TOLAT, P.E. FL.. RFC. # 12847 1) Nam= embedment into conmete 4 ". 2) * numb= of fasteners can be =keel to 10 wifaaut lowing anobo* capacity: 3) 3 Total number of fastener in both snaps. 4) 4 Total number of faster= in seat 5) Nails am necessary in straps and seat to achieve design loads. • • 6) See Note 1 =dm Fivewey Grip clip ( sheet 2) for combined • • 7) Nails through chords shall not force the truss plate on the opposite • DVeG t • l S1a NU -1: 1 of t • • • •• • PRODUCT RENEWED nVez thePimida 2wdscs PAA *SW • 10 •• asbax:nakerrecoeuet • • •aMda• • • • • • • _• Nu•l' e •• •• • • • •• • Industrie' ' 105 -4059 LAM S • •13iateah, Florida 330l3 • • • •• •• (3 -1 97 3ar a �8 •TRUES AND j P•LITA A1v-CH• • • ••• • May 29,' 2,06G • • • • • • •• • • • • • • Product Cade Description Fastener Header Joist Allowable Loads Uplift LI L2 NVHC 37 5 way Clip 16 - 8d or 16 -106 or 16 -6d 12 - 8d or 12 -10d or 12 -6d 710 560 730 Deep Seat Truss din. char. They are designed M resist later -al and Uplift ford. The strap is made of 14 gauge steel and the seats of 20 gauge steel. UPLIFT 4. r �- Tri S.s Plats requred to tr ,sfer upUft to butt.. Chord NVSTA 8 14 8" 5 1221 5 j 1221 j 6 Product I Strap Dimension Fastener Code Gauge $ 10d' Lbs. Fastener Uplift bs. { 10d a ` Lbs. Lbs. 1541 NVSTA 10 14 6* 1221 6 I 1221 C 6 I 1671 I 1541 NVSTA 12 14 12" J 7* 1221 I 7 1221 j 6 1671 1541 NVSTA 14 14 ' 14" 1 9* 1221 9 1221 j 6 1671 1541 NVSTA 16 1 14 j 16" 1 9* ( 1221 NVSTA 18 I 14 18" 1 FO* 1221 I 10 4 1221 4 6 1671 1541 NVSTA20 14 1 20" 1 11* 1221 11 1221 4 6 1671 1541 NVSTA 22 + 14 1 22" f 12* 1221 12 4 1221 j 6 1671 1541 9 1221 1 6 1671 1541 I) Maim= embedment into concrete 4 ". 2) * member of festme;s can be reduced to 5 without lowering melon capacity. 3) 3 Total number offaste eriaatm,. 4) 4 Totalimmb= of fastener in seat. 5) Naas are necessary in stag and seat to achieve design i•a'le 6) See Note 1 tm6neFiveway Grip clip for combined laadiag. 7) Nails through chords sb*1l not for= the truss plate on the opposite side. 1 me nveway Grip Clip (520). They are designed from 12 gauge steel to secure rafter and Misses to wall sands or top plates and wall studs to sill plates. '. APPROYZI AS CDdUVW wm Tat SMITH KARMA s u:m 2400 DA PRODUCT COMM MOON MEM ZEE COMPACE G E At O tM CE 1) Comoined load ofUalift with LI or Uplift with 12 must satisfy the following equation: Actual Uplift Actual LI or 12 + < =1.0 Allowable Uplift Allowable L1 or L2 2) For Gen-.. —a2 Notes sec Sheet 1. V1PAtN . TOLAT, 72. CIVIL 1` RIO. 12147 i ii" �'•E�[• i ce• • • i • • • • • 6055•1059 Past29 Start •••• ( • • • ens: (305) 694 -0396 DWG t At: • Daft: 2ovisiaas: Nu-1 • • • PRODUCTRENTWED OS aitb the Florida s,a saa,C g4.1t kciarpaatio sparatios •• • • • • may2t ;oft. 2,000 see. • • • •• • aiat•••• r.dnacostcd • Des• • • •• I• • • • • • • ritus%•AN ?LhOsRs AAO 3•-WRY CLIP • • • • MID DE MIN BUILDING CODE COMPLIANCE OFFICE (ICCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) NCT -VUE Industries Inc. 1055 East 29 Street. Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid alter the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in tbo accepted manner, the manufacturer will incur the expense of such testing and the A1-.IJ may inunediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including Haigh velocity Eurricane Zone. DESCRIPTION: Wood Connectors. APPROVAL DOCUMENT: Drawing No.Nu -5, titled "Skewed Nail Plate, NV358 & NV458 with Double NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVHTA Heavy Duty Anchors with Seat" sheet 1, through 4 of 4, dated 04/15/04 with Last revision on 09/20/04, prepared by Nu -Vue Industries Inc signed and scaled by V. N. Tolat, PE, bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance (NOA) number and approval date by the Miami-Dade County Product Control Division. • MISSILE JMI'A.CT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision'or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entir4ty. INSPECTION: A cp pyof this gntire NOA shall be provided to the user by the manufacturer or its distributors ant shall be ai alle fo :ii :pection at the job site at the request of the Building Oficial. This'�TO� � orJsi:ts laf1h llage'l. evidence page & approval document mentioned above. The §ubi t ?ed !ocun3entation as reviewed by Ca nt PE. • • • • • �` Lil'(l t: : • • • • • • •• • • "C • • • • • • C' • • • • • • • • ` r • • • • • • �' .. - -.�. -:; ••• ••• • •.• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • . . • •• •• • • • .• .• 8 00 • • • 000 • • Poqc (02 df "1`FS MIAMI -DADS COUNTY, FLORIDA METRO -DADE FLAGLER I]UI DINU 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 NOA No: 04-0510.03 Expiration Date: December 23, 2009 Approval Date: December 23, 2004 Page 1 • Nu -Vue Industries, Inc. A 1. DRAWINGS Drawings prepared by Nu -Vue Industries Inc, titled "Skewed Nail Plate, NV358 & NV458 with Double NVTH Straps, NVTHJNVI3-IS Anchors & NVHC Hurricane Clips and NVSTA & NVI}ITA Heavy Duty Anchors with Seat ", Drawing No. NU -5, sheets No. 1, through 4 of 4, dated 04/15/04 with last revision on 09/20/04, signed and sealed by V. N. Tolat, PE. 13 TEST Test reports on wood connectors per ASTM C. R. Caudel, PE. Report No. 1. PT it 03 -4482 2 PT # 03 -4625 3 PT # 04 -4641 4. PT # 04 -4698 5 PT # 03 -4590 6. PT # 04 -4642 7. PT # 03 -4543 C CALCULATIONS Report of Design Capacities prepared by V. N. Tolat on 04/27/04, sheet 1 through 12, signed and sealed by V. N. Tolat PE. D QUALITY ASSURANCE 1. Product Control Division NOTICE OF ACCEPTANCE: EVIDENCE PAGE E STATEMENTS 1. Code compliance letter issue by V. N. Tolat on 04/27/04 signed and sealed by V. N. Tolat, I'.E. 2. No interest letter issued by V. N. Tolat on 11/03/04 signed and sealed by V. N. Tolat, PE. •..• • • • • • •• • • • • • • • •• ••• •• • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Wood Connector NVSNP3 NVHCL /R NVSTA -24H NVTH24 NVTII26/NV458 NVHTA -2411 NVTH2O /NV358 D1761 by Product Testing Inc, E - 1 Direction Downward Up& Sideways Up& Sideways Up& Sideways Sideways Up& Sideways Up& Sideways Facie (03 Of le. signed and sealed by Date 09/15/03 01/21/04 03/17/04 04/15/04 12/31/03 03/22/04 12/19/03 / 2 Candid F. Font PE. Sr. Product Control Examiner NOA No 04-0510,03 Expiration Date: December 23, 2009 Approval Date: December 23, 2004 Product Code Steel Gauge Schedul e schemer Allowable Loads (lbs) I Each End Gravity I uplift N', P3 16 (6) 6d x J4 - 573 .- 394 - Hole pattern is l Holes ;ia dim r mirror frnage of the cppsit* side TABLE 1 SKEWED NAIL PLATE • Supported Trove Tap te bottom chord For Uplift. use two NVSNP3, one at top chord and one at bottom chord of the supporting and supported Trusses In compliance with section 2321.7 of the F8C. NVSNP3 - Installation Notes: ✓ Z 1. Use 6 rail holes in each flange. 2. Do not bend nail plote more than once. 3. Supporting member shall be in the acute ongte side with other flange behind the end of supported member (see sketch.) - General Notes 1. Steel shall conform to ASTM A653, structural grade 33 (Min. yield ' 33 ksi) and c minimum galvanized coating of 0 60 per ASTM A525.- 2. Allowable loads ore based on National Desing specifications (NDS) for wood construction, 1997 Edition, - 3. Design loads are for Southern Pine species with a specific gravity of 0.55. Allowable loads for other species shall be adjusted 1 accordingly. / 4. Common wire nail values are based on NDS table 12.3F, G =0.55 - and have been reduced for Penetration Depth factor Cd. 5. Allowable loads for wind uplift have already been incredsed by a - duration factor of 33% for anchor nail. This increase is not allowed - for steel stress if dead toad and wind loads are combined. Load - values shown are, without 33% steel stress increase. - 6. Allowable loads for more than a single connection cannot be - added together. A design Toad which is divides! into components in - the direction given must be evaluated as follows: - Actual Uplift + Actual 11 - , Actua L2 < =1.0' - Allowabl• Uplift - Allowable L1 , Allowable L2 - 7. Allowable Toads are based on 172' thick wood members unless otherwise noted. - 8. All tie beams and grouted concrete masonry shcll comply with - chepter 21 of FBC. Concrete for tie beams and grout and mortar far - concrete masonry shall be a minimum of 2500 psi. Concrete - masonry shall comply with ASTM C90. - 9. All tests have been conducted V PP1N N. TOLAT, (CIVIL) ?I REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 Nu- 'rw. • • • DAG NU-5 in accordance with•X'•D- 1761. • • •••• • • • • •• • ••• • • • • • •• • • • • 1053-165P Bast 29 Sari • • • Sneak Maeda 83 ! 1! • • • • • • • • • • • ems). 894 -2397 • • 'A8: (8047 ee4- • ` • � • • MNALFLA' •• • • •••.. •••• Sheet Date • Miens: • • •••• • • 1%f 4 • A!R i s. 2t04 Sept 2C, • • • •• • •• • • • • • • • • TABLE 2: NV358 L 14G Double NVTH Strops with 2 ply 18G seat N1/r1418 • MV 4.20 • Assembly 144 Strap Dimension Product Product H • • Code , Code / (filches) NV358 -12 NV358 -14 NV355 -15 NV358 -20 NV355-22 NV...;B 24 NyTF128 - NV358 -2S NV358 -32 NV358 -44 12 . 14 ' • 16 • 20 • 22 • 24 • NVTN30 • 26- NVTH36 • 32 . 44 • Total No. cf Fasteners in 2 Straps 10d x $" 8 10' 12 • 14 ' 16 Total No. of Fasteners in Seat 10d x 3° .• 8 8. 8 • Allowable Loads (lbs) uplift L1 2245 2525 ,. 2306 8 • 3088 / 3367 / 1951 - . 2206' 2452' 2597. 2942 L2 1832, 2088 2298 2528 2758 Notes 1. Minimum embedment Into concrete 4'. / 2. Na6s are necesory in straps and seat to aett[et+e design loads. / 3. Sea Note 6 (Sheet 19 for combined hood. 4. Nails throu; i chords shall not force the trues plate On the opposite aide. 7 Sat 0.72X r Pin 1/4 2 3 � swat 2$ Croonratt UPLIFT 1Sd s�� Truss plate required C l ` S load to bottom chord � \\ ��- .L•4414s'�I -cemeots Required NVTH18 14 NVTH20 111VTH24 18 20 Assembly 14G Strop Product Product Code Code IV458 -12 NV458 -14 NV-058 -16 •V458 -20 NV458 -22 NV458 -24 NV458 -26 NV458 -3'2 NV458 -44 NVTH24 NVTH2,8 HVTI430 25 10171136 141rM4& Dimension H (inches) 24 32 44 Total trio. of Fasteners in 2 Straps 10d $ 3'.' 8 10 12 14 16 Holes 01a_4f6" Total N. of Fasteners in Seat i0d x 3" 8 8 8 8 8 Allowable Loads (Ibe) upnft 2245 2525 2806 3086 3367 L1 L2 2783 2078 3131 2..33.8 3479 2597 3827 2857 4175 3117 c0cncete Tie beam or 71e Be arrr formed with 'Oarete filed Masonry. • TABLE 3: NV458 - 14G Double NViht Straps with 3 ply 18G seat Nu-Witte 7a7asf6es, T 4. DWG NU-5 • • • • • •• • •••• •••• I 4B&- • 18e. Sect Deicil NV358 and NV458 • • ••• • • • •• •• • • e •••• • 7616 r_.. 22 Street • • • • Mesh. Florida 88013 •••• •• •• CMS' WIMP • or-; 6 4 4 : C he e N V3SE•& ila T%tif?1`.•415iTii tNTH S - 44-7 , • • • .11•1111:11 • Date • R4V1siatte: • • 2of4 •/ iet:5.0i••• Sept -2 •••• • • ▪ • ▪ 1 •• • •• • • • • • • • Product Code Description Gauge Fastene-s 10d x 1Yz' Allowable Loads abs) Header Joist thAf t I L1 t2 NVHCR / HURRICANE CUP - RIGHT • 18 • 6 • 6 525 253 333 NY ' HURRICANE CLIP - LEFT f 18 ■ 6 6 525 253 333 • / H +tat C.20er Y NVTHS j 1Yt' / Cross -- Section NVTH 1Jf' H• Truss plate required to transfer tact to bottom chord TABLE 5 HURRICANE CLIPS to waif For Uplift, use two clips, one on each side to comply with section 2321.7 of the F8C Requted Perpendicular to wall Reinforcements i Concrete Tte Beam or Tie Seam formed with concrete Sled maeonry Approval a; m Imo tt= 3 654 rWFw• ' Costa Piro TABLE 4 Truss Anchors NVTH and Riveted Truss Anchors with Seat NVTHS No. of Fasteners Maximum Allowable Load (lbs) in Strap 10d x 1.5" H Length (in) 12 14 16 18 22 24 26 44 Product Code NVh' -16 NVTH-18 NVTH -20 NVTH -22 20 NVTH -24 NVTH -26 NVTH -28 NVTHS 212 NVTHS 214 NVTHS 216 NVTHS 218 NYTHS 220 NVTHS 222 NVTHS 224 NVTH -30 NVTHS 225 32 NVTH -36 NYTHS 232 NVTH -48 NVTHS 244 Gauge seat 18 14 18 15 18 15 18 15 18 18 18 Gauge strap 14 14 14 14 14 14 14 14 14 VIPIN N. TOLAT. FE (CIVL) FL. REG. # 12847 15123 LANTERN CRE LA2€ HOUSTON, T% 77068 5 / 6 / Uplift 700 838 aiiirdPIC10 10 1396 • 11 12 1490 1544 / 13 1598 / L1 550 671 783 . 783 783 783 783 783 L2 525 ` 634• 735 735 - 735 , 735 - 735 ' 735 • • • •• • • • • • MYTH" illiTHS • • • •• • • • •• • •• • • • • N Industries, i a • . 0 ai2s •••• •• 000 P 44051694 -397 • ••• •FAB: (65) *4-I % NVTH /INTER ANCHORS 4•fiR III501 URRIC ANSK3L • DW Sit• new Rene., • • N i :J-5 3 o 4 APRIL is, • • • Sept. 9 e, • • • .... • • • • • Assembly Product Code NVSTA -124 • NVSTA-144:1 NVSTA -16H NVSTA -20H META -22H NVSTA -24N NVSTA -26H NVSTA -32H 'NVSTA -44H 4G Strap Product Code NVIH16 NY1H18 , NVIN20 NVTH24 NVTi26 NVTH2B NYit-i30 ' NYTH36 ' Dimension H (inches) 12 , 14 16 20 22 24 26 32 • NYTH48 Total No. of Fasteners in Strap 10d x 13 5 6 7 8 9 . 5 1426 Total No. of Fasteners in 20 GA. Seat 10d x 1}1" 6 , 6 _ 1545 6 1664 1783 Allowable Lauds (lbs) Uplift e 1308 L1 s 700 760 • 823 ' 950' 12 s 1049 • 1144 ' 1236 887 ' 1335 1430 TABLE 6 NVSTA —Heavy Duty Anchors with 14G NVTH Straps and 1 ply 20G sect 4' Mtn. Concrete Embedment i uPUFT ,, NVSTA 7 12H throght 44H 20 Sea' Truss plate required to transfer / uplift to bottom chord. Retnfs ed Ceesete .-- tie beam MIn. 2#5 Top & bottom 1Y 1 ryYn Sot 0.203 X r P n r. dta concrete _t. Embedment. UPLIFT Assembly Product Code NVr1TA -12H NVTH76 • NYHTA -14H N'iTA -16H NV1H2O NYHTA -20H NYTH24 , NV- 1TA -22H NM NVHTA -32H NYHTA -44H 14G Strap Dimension Product H Cade (inches) NVTH18 12 • 14 16 • 20 NVrri26 , 22 NVTH26 24 - 14VHTA -25H NVTH30 NVTH36 NVTH48 26 32 Total No. of Fasteners in two Straps 10d x 10 12 14 16 18 Total No. of Fasteners in 20 GA. Seat 10dx1) b , 6 2215 ' 6 2437 6 2658, Allowable Loads (ibs) Upli ft Uplift 6 13 1772 • 2078 ' 1050 1994 2338 ' 2598 - 2858 3117 ' 1181 • 1312- 1444 • 1575' L2 1450 - 1631 - 1812 1994 2175 Notes: 1. Nails are necessary in straps and seat to achieve, desing load 2. See note 6, sheet 1 for combined loadmg. - 3. Nails through chords shall not force the truss plates. - 4. For general notes, see sheet 1. - 5. For higher uplift loads, concrete shall be 3000 psi. - 5. Based on min. 2500 psi concrete, - N VHTA 12H throght 44H 1 T . Truss required to frames 4V.: to plate k V �L1 1 TABLE 7 NVHTA —Heavy Duty Anchors with 14G Double NVTH Straps and 1 ply ZOG seat Reinforced Concrete / tie beam 14n. 2 5 Top ap & bottom A prance. zs zdyk witb r Plaids %,.^'_'�. - . .ode ILtt ! � 3 RCM Sliesulleds C ;atsLioa Ev - VIPIN N. 'OLAT, FE (CIVIL) FL. REG. # 12847 15128 LANTERN CRS LAIC' HOUSTON, TX 77068 DWG$: NU-5 149 NV,;• • • F r,,.e,Q,.; lac. • • • • • 1 East 7 street • • • • • • • F>�kab. FlmidW8• • (308) 694 -03W • • • • •.••1R� (306) '. • N V S T A 9 h 3 ' : t ? F , E L V ? DU ? thtftORS rWiTESSeI• a ate: • lisvisianst :Il 4 of 4 Ama ss, zee • • • ept 20, 2004 • • •••• • • • • •• • ••• • • •• s s • • • • 00 • • • • 0 • 0• • • MIAMI•DAD COUNTY BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Nu -Vue Industries, Inc. 1053 -1059 East 29 Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Wood Connectors NVTA, NVTAS, NVBH, NVUII & NVRT. APPROVAL DOCUMENT: Drawing No. NU -2, sheets 1 through 4, titled "NVTA and N'VTAS Truss Anchors," dated 02/13/03 with last revision on 07/19/06, prepared by Nu -Vue Industries, Inc. signed and sealed by Vipin N. Tolat, PE, bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance (NOA) number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the tuaterials, use, and /or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors atid'shtllt itvaiI 15J i t :rvtttion at the job site at the request of the Building Official. Thus revase04, #41 110241 and consists of this page 1 and evidence page El, as well as approval document anviirtetw: al .ire • • • : : • • The submitted documentation was reviewed by Jaime D. Gascon, P.E. • • • • • •• •'t1 c p. •• • • • - • • • • • • • • ••• ••• • • • ••• • • • • • • • • • ••• • • • • • • • • • •• •• • • • ••• • • • ••• • • • • • ••• • • • • • • • • • •• •• MIAMI -DADE COUNTY, FLORIDA METRO - DADS FLAOLER WILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 www.buildingcodeonline.com NOA No: 05- 0701.04 Expiration Date: August 21, 2008 Approval Date: September 14, 2006 Page 1 • • • • • • • • • • • • Nu - Vne Lidustries, Inc. DRAWINGS 1. Drawing No. NU -2, sheets 1 through 4, titled "NVTA and NVTAS Truss Anchors," dated 02/13/03 with last revision on 07/19/06, prepared by Nu -Vue Industries, Inc. signed and sealed by Vipin N. Tolat, PE TEST Test reports on sealed by C. R. Report No. 1. PT 02 -4073 2. PT 02 -4075 3. PT 02 -4074 4. PT 02 -3938 5. PT 03 -4177 6. PT 03 -4202 7. PT' 03 -4271 8. PT 03 -4270 9. PT 02 -4095 10. PT 02 -4096 11. 31- 22456.0002 12. PT 04-4698 13. PT 04 -5036 C CALCULATIONS Report of Design Capacities Product Model 1. NV13M24 2 NVRT NVTA & NVTAS NVTA & NVTAS NVRT 3. 4. 5. 1). E. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • ••• • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • •• • • • • NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED pe(p9df 7g wood connectors per ASTM D1761 by Product Testing, Inc., signed and Caudel, PE & S. E. Black, PE. Wood Connector Direction prepared by V. N No. of Pages 7 through 8 9 through 14 1 through 6 1 through 14 15 through 15 "Submitted under NOA No. 04- 1202.01" • • • • - • •• • NVTA NVTA NVTA NVTA NVRT36 NVRT36 -T NVRT36 -T NVRT24 -T NVU1126 NVBH24 NVTA & NVTAS NVTH24 NVTI -124 Upward Upward Upward Upward Upward Upward Upward Upward Up & Downward Up &Downward Lateral Upward Parallel & Perpendicular Upward Load . Tolat, PE Date 05/05/03 05/05/03 05/05/03 02/06/03 07/07/03 QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). Date 11/06/02 11/07/02 11/06/02 08/06/02 02/03/03 02/19/03 03/27/03 03/27/03 01/17/03 12/03/02 07/06/02 04/15/04 12/10/04 Signature V. N. Tolat, PE V. N. Tolat PE. V. N. Tolat, PE V. N. Tolat, PI: V. N. Tolat, PE STATEMENTS 1. No Financial Interest and code compliance letter issued by Vipin N. Tolat PE. on 03/26/03 signed and sealed by V. N. Tolat, PE. "Submitted under NOA No. 04- 1202.01" :. Letter to Nu -Vue Industries issued by Building Code Compliance Office on 08/10/04and • • • • • •. • : i oil by L. F. Font PE. • • • • 4$ 4 1 tmitted under NOA No. 04-1202.01" •• ••• •• • • • •• E -1 3sulm: D. Gascon, P.E. Chief, Product Control Division NOA No: 05- 0701.04 Expiration Date: August 21, 2008 Approval Date: September 14, 2006 H Length {in) Product Cade Gauge seat Gauge strap 16 NVTA -16 NVTAS 212 20 14 18 NVTA -18 NVTAS 214 20 14 29 NVTA - 20 NVTAS 216 20 14 22 NVTA -22 NVTAS 218 20 14 24 NVTA -24 NVTAS 220 20 14 26 NVTA -28 NVTAS 222 20 14 28 NVTA - 28 NVTAS 224 20 14 30 NVTA -30 NVTAS 226 2 14 35 NVTA -36 NVTAS 232 20 14 48 NVTA -48 NVTAS 244 20 14 No. of Fasteners east strop tOd Maximum Allowable Load (ibs) Upfift Single Strop Up j1.1 Single Dcub le,j& Double Strops L2 Single & Double Straps 5 757 1514 250 500 8 805 1610 250 500 7 554 1708 250 500 8 902 .1804 250 500 9 951 '1902 250 500 10 999 .1998 250 500 11 1048 '2095 250 500 12 1096 '2192 250 500 1.3 1145 '2290 250 500 14 119.3 '2290 250 500 1, Length i On) { ) Product Code Gauge seat Gauge strop 1,4, of Fasteners each strap 10d x 1.5" Maximum Allowable Local (lbs) Uplift Single Strap Uplift Dtral L 1 Single & Double Straps Sxi L2 gle & Double Straps 16 . NVTA -16 NVTAS 212 2C 14 NV . { . 18 NVTA - 18 NVTAS 214 20 14 5 1032 2236 250 5C0 6 1127 2254 385 565 20 NVTA - 20 NVTAS 216 20 14 7 1136 2272 520 630 22 NVTA - 22 NVTAS 218 20 14 8 1144 '2288 520 630 24 NVTA -24 NVTAS 220 20 14 9 1153 '2306 520 630 26 NVTA - 26 NVTAS 222 2C 14 10 1161 '232.^. 520 530 11 1170 '2340 520 630 28 NVTA -28 NVTAS 224 20 14 12 1178 '2356 520 630 30 NVTA -30 NVTAS 226 2C 14 13 1187 '2.174 520 6.30 36 NVTA -36 NVTAS 232 20 14 'Note: For 8 ar more nails per strap. use double truss for double straps. 48 NVTA -48 NVTAS 244 20 14 0 _ TABLE 1 Truss Anchors NVTA and Riveted Truss Anchors with Seat NVTAS General Mates 1. Steel shall conform to ASTM A653. structural grade 33 (Mtn. yfetid 33 ksl) and a minimurn galvanized coating of G 50 per ASTM A525. 2: Allowable load* are based an National Basing specifications (NOS) for wood consuuetlav, 2001 Edition and Florida Building Code 2004. 3. 0 loads are for Southern Pine species with a cpectflc gravity of 0.55. Nioiecbte loads for other species shall be adjusted accordingly 4. Nal volute are based an 1405 table 11P, 2`0.55 far aomman wire nails and have been reduced for Panetation Depth factor CO. 5. Allowable loads for wind uplift have already been increased by a duration factor of 1.6 for anchor nails. 332 steel stress increase is not ueed in the tabulated values. 6. Allowable loads for mare than one direction for a single connection cannot be added together. A design load which can be divided into components in the directions glen must be evaluated es fellows .eynel twmt ��,,..th vvi�i1 , r �+r1�* 11 Axa,abie Uplift i bewasTa J + A[aw. tl <. 1.0 7. Allowable loads are based on lr thick wood members unless a-;nerwisa noted. 8. All tie teems end grouted concrete masonry shall comply with chapters 19 and 21 of 2004 FSC. Concrete for tie beams and grout cad mortar for cononte masonry shall be a min. of 2500 psi. Concrete masonry .shat comply wdh ASTM 090. 9. All tests have teen conducted In ate......once with ASTM 0 -1761. 'Note For 8 or more nails per strap, use double truss for double straps. 14 MIN. 4' TEM& NVTA 1" 1 • TABLE 2 Truss Anchors NVTA and Riveted Truss Anchors with Sect NVTAS Parald t i tc wall VIPtN N. TOLAT, PE (CIVIL) FL. REG. # 12847 15123 LANTERN CREE}( LANE HOUSTON, TX 77058 Perpendicular to wall Reinforcements Required Concrete Tie Beam or Tie Beam formed with concrete fitted masonry DWG #: NU-2 - -�`•-• war Dia. 1 • • • • • • N V T A, NONAS • •• • • 1. �. ••• • • • • • • • ••• • • • •••• • • • 1051C99 29 nett• la� Florida 33013* • • • � S94�TR• • • • • jr jay j305) 894 - � j ; • • ••• NVi4 AW4 41 TRUSS ANCHORS • • fleet: D•te: sR•visi n5 July 7, Q • • June 1.' 1 :0f 4 • 4.13,2tt •••• ryy • •• • "•'• • • • • • • • Cz;s 3000 10000Nd . 30f1V0 FASTDIR scHmuLE AVOWABLE LOADS (lbs.) P9I N30V3H h ft M pot 1SIOP DOWNWARD GRAVITY LOADS WINO UPLIFT LOAD 2x5 NV4.Ji26 14 20. 10 2233 1213 TALE 3 NVBH 24 BUTTERFLY HANGER Notes: 1. Use ati specified fasteners In schedule to achieve values indicated 2. Values are based an 1r header and Joist thickness. 3. See General Notes, Sheet 1. SYMM.© Mid Span 2$' V DOWNWARD LOAD TALE z NVUH 26 .KIST HANGER Notes 1. Use all specified fasteners in schedule to achieve clues indicated 2. Values are based on r header thicicness and 14' deist thickness. 3. See General Notes. Sheet 1. VIPIN N. TOLA T, PE (CIVIL) FL REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 SYMM.0 Mid Span UPLIFT DWG # NU - 2 • y � poli w •••• • • • • •••• • • • DOWNWARD•LCAD • • • • • • •• Y •.1•Y Incuse9 elnt: •••• 10514 05P scst 29 Std j • Hialeah, Florida ..3 1 • ) 694— O •••••• i3�••• 305) 694 -0398 • • •• • ��t'a� AND NVUH� 6 HANGERS • • �1eet 1aate: ,ievbgions:Y • • • Jai. 10, 2006 P of 4 IF 13. 20x3• • • • ,y�y 1a 2006 • • •• • •• • • • • • • • • • • FAS1ENR ALLOWABLE SC. -+EDUt5 LOADS (ibs.) /IS 00 00Nc "IVO PO 1SIOP DOWNWARD V3H GRAVITY LOADS 2x4 NV8H2418 12 8 1113 TALE 3 NVBH 24 BUTTERFLY HANGER Notes: 1. Use ati specified fasteners In schedule to achieve values indicated 2. Values are based an 1r header and Joist thickness. 3. See General Notes, Sheet 1. SYMM.© Mid Span 2$' V DOWNWARD LOAD TALE z NVUH 26 .KIST HANGER Notes 1. Use all specified fasteners in schedule to achieve clues indicated 2. Values are based on r header thicicness and 14' deist thickness. 3. See General Notes. Sheet 1. VIPIN N. TOLA T, PE (CIVIL) FL REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 SYMM.0 Mid Span UPLIFT DWG # NU - 2 • y � poli w •••• • • • • •••• • • • DOWNWARD•LCAD • • • • • • •• Y •.1•Y Incuse9 elnt: •••• 10514 05P scst 29 Std j • Hialeah, Florida ..3 1 • ) 694— O •••••• i3�••• 305) 694 -0398 • • •• • ��t'a� AND NVUH� 6 HANGERS • • �1eet 1aate: ,ievbgions:Y • • • Jai. 10, 2006 P of 4 IF 13. 20x3• • • • ,y�y 1a 2006 • • •• • •• • • • • • • • • • • Length (in) Product Code Gauge 12 NVRT -12 14 16 NVRT-16 14 18 NVRT-18 14 20 NVRT - 20 14 22 NVRT -22 14 24 NVRT -24 14 30 NVRT -30 14 35 NVRT -36 14 48 NVRT -48 14 Length (in) Product Code age , 12 NWT - 12 14 16 NWiT -16 14 18 NVRT -18 14 20 NVRT -20 14 22 NVRT -22 14 24 NVRT-24 14 30 NVRT -30 14 3fi NVRT - 36 14 48 NWtT - 48 14 No. of 16d nails to Wood Framing No. of ' diameter Topcons to Concrete Maximum Uplift Load (lbs) 4 6 722 5 7 856 6 5 991 7 9 1125 16d Fasteners Maximum Up ift Load (lbs) TOTAL { h hohr Flat Ties Twisted Ties 8 4 725 724 10 861 860 12 6 998 996 14 I 7 1135 1132 TABLE 5 NVRT Fat and Twisted Rafter Ties Notes 1. Specify - r for Flat and " 7 for Twisted when ordering. 2. Fastener values are based an a minimum 13 thick wood members. 3. * Indicates no. of nails in each connected wood member. 4. See General Notes. sheet 1. r L1JGT>i HALF HALF Connected Connected to truss I to wall k 2i" film, edge distance Reinforcement , equlred Tie Beam formed with =crate r18ed masonry of concrete tie beam TABLE 6 NVRT Twisted Rafter Ties to Concrete Tie Beams or Concrete FSled Masonry VIPIN N. TCLAT, PE (CIVIL) FL. REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 r•• rEi •r • • Notes: M,y 1. ITW topaons shalt be embedded a minimum of 11" into concrete tlebeam or tiebecen farmed with eenarete fled masonry. ITW tapcons snail have a min. edge distance of 2i" and minimum spcatng of 1i" as shown. 2. See General Notes, sheet 1. 3. All topcana must be In the some row spore at IJV" on centers. Do not use hales an the opposite row. Strap must be long enough to accommodate required topcons. DWG #: NU -2 • Do not Use circled holes 0 -4- f`- NVRT Anchor Hales die. " • l .. • • • i .el , • 16d Tapcons • • • • e Indus " s. 3 � • • sees • •1 *� 5 Rlale�}In! 299 Street Flcrlda • • • • F� 4305) 5 9� �• N/T TTAT AND PAM RA1 ER TIE!: •••... • •Sheet Cate: T Revisions:.wiy 7, 200.? • • ••• a+r+e tigi4 • .3 of s FEB. 13, 2013 • • • • July 18 2005 • • • • •• • •• • • • • • • Truss plate required to transfer load to bottom chord iiot CXLS'x r MIN. 4" NVTH 1k�° Daible Strap Double Truss ! +•` Reinforcements Requfred Concrete Tie Seam or Tie Beam formed with concreta filed masonry Truss plate required to transfer load to bottom chord 1 � f zir Reinforamnents Req. Sine Strap Miele gle Truax Concrete Tie Seam or Tie @earn formed with concrete Med masonry 5 Nails in Front (Min.) Nails 10d x 1.5 Nails on Front & Sack Shall be off cantered H Length (in) 12 14' 18 NV11i -20 18 20 22 NVT1-1 -26 24 26 32 44 Product Code NVTH -16 NYTH -18 NVTH -22 NVTH -24 NVTH -28 NVTH -30 NV NVrrl -48 Gauge Gouge sea: strap 18 14 18 18 18 18 18 14 18 18 18 18 14 14 14 14 14 14 14 14 No. of Fasteners in each Strap 10d x 1.5 5 6 1275 2550 1329 2658 9 1 11 12 13 Maximum Uplift Loads (Ibs) Single Strap Double St: cps on on Single Truss Double Truss 1032 1222 1383 1437 1490 2980 1544 1598 Jz 0 2064 2444 2766 2874 3088 3196 TABLE Truss Anchors NV H HAG NU-2 • NVTH • N u ' • W . a indtiS'�id. c. i69e6-11069 East ail Apart. • • • Riede*. Florida 33013 •• •• ems• (mss) ea>A-ega• • • FeF (305) 694 -038 • • : ANC VN • • 1 6heet: Hate: I' s • eviaioas: • • • 4 4 Sxr e, see • • • • i • • • •• • • • • • • • • • • • • • • • • • MIAMI BUILDING CODE COMPLIANCE OFFICE (]%CCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Nu -Vue Industries, Inc. 1055 E. 29 Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ), This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In M.ianli Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High velocity Hurricane Zone. DESCRIPTION: NVJII, NVTP, NVTYII, NVSO 236, NVIIC 43 & NVHC 43/2 Wood Connectors. APPROVAL DOCUMENT: Drawing No. NU -3, titled "NVJH Joist Supports, NVTP & NVTPH Plate Anchors, NVSO 236 Joist Hanger, NVHC 43 & NVHC 43/2 hurricane Clip "sheet 1 through 3 of 3, dated 07/10/03 with last revision # 3 dated 04/27/05, prepared by Nu -Vue Industries, Inc signed and sealed by V. N. Tolat, PE, bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and.Expiration date by the Miami-Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and i'o �� herein. Mowing statement. Miami -Dade County Product Control Approved or MDCPCA ", unless otherwise noted RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply • with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official.. T ,s'NO.4. r :vl 103-0730.03 and consists of this page, evidence page & approval document mentioned al,Qve. • • • • • • • . .• • • • • ••• • Tine %uytafltt &dDobvthettailoo reviewed by Cand Font PE. • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • • ••• • • • • • • • • • • • • •• •• • • • •• • • • • • •• • • (Pcge -74 of MIAMI -DADE COUNTY, FLORIDA METRO -DADE PLAGLL BUILDING 140 WEST 1?LAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130.1563 (305) 375 -2901 FAX (305) 375 -2908 CS NOA No: 05- 0516.01 Expiration Date: January 1, 2009 Approval Date: September 29, 2005 Page 1 • • • Nu -Vue Industries, Inc. A 1. B TEST Test reports on wood connectors per ASTM D1761 C. R. Caudel, PE. Report. No. 1. PT # 03 -4303 2 PT # 03 -4343 3 P r # 03 -4344 4. PT # 03 -4345 5 PT # 03 -4349 6. PT # 03 -4357 7. PT # 03 -4358 8. P'1' # 03-4385 9. PT # 03- -4386 10 PT # 03-4387 C CALCULATIONS 1. Report of Design Capacities prepared by V. N. Tolat on 07/22/03, sheet 1 through 13, signed and sealed by V. N. Tolat PE. 2. Report of Design Capacities prepared by V. N. Tolat on 0713/05 sheet 1 through 5, signed and sealed by V. N. Tolat P13. 1) QUALITY ASSURANCE 1. Product Control Division ••• • • • . • • • • • • • • • • •. • 0 • • • • Direction Upward Upward Upward Upward Up & Down Up & Down Up & Down Up & Down Up & Down Up & Down NOTICE OF ACCEPTANCE: EVIDENCE PAGE DRAWINGS Drawings prepared by Nu -Vue Industries Inc, titled "NVJH Joist Support, NVTP & NVTPH Plate Anchors, NVSO 236 Joist Hanger, NVIIC 43.& NVHC 43/2 Hurricane Clip ", Drawing No. NU -3, sheets No. 1, 2 & 3 of 3, dated 07/10/03 with last revision # 3 dated 04/27/05 signed and sealed by V. N. T'olat, PE. Wood Connector NVTP4 NVTP4H NVTP4 NVTP4H NVS0236 NVS0236 NVJH24 NVJH26 NVS0236 NVJI128 by Product Testing Inc, signed and sealed by Date 04/21/03 05/05/03 05/01/03 05/02/03 05/19/03 05/20/03 05/30/03 05/30/03 05/13/03 05/30/03 STATEMENTS No interest and code compliance letter issue by V. N. Tolat on 07/26/03 signed and sealed by V. N. Tolat, PE. •• ••• • • • • • •• • • . • • • ' • • • • • • • • • • . • • .• •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• ••• • • • • • • •• • • • • • •• • • • • • • • • • • • • •. • E -1 C ditto 1 Font P1:. Sr. Product Control Examiner NOA No 05.0516.01 Expiration Date: January 1, 2009 Approval Date: September 29, 2005 • Product I 11'4;) Code ') • W. H • I3S NVJ 3% 3 NVJri26 N V..H28 13¢ i% 3 Jetst Size, 2x4 5 3 2xo • 2x8 2x8 2x10 ' 2x12 18 0 NVJH JOIST SUPPORTS Double , Surgfe Header Heads Double, Size Size Header 2 -2x4 . 2-2x6 2 -2x6 , 2 -2x8 2 -2,6 2 -2x10 2 -2x12 JOIST SUPPORTS 2,4 2x6 2x6 2xE ' 2x8 2x10 2x12 TABLE 1 • 8-10d 10-10d 14-10d Fasteners • H�er1 . Joists a-10d a A 10-101 s 1 6 1i-1ad z 1.r 7 -103 z Ur Allowable Loads (bs) 0 . 04 tY Lnoes # upaft Lases • • M.Sts rongta c boat Header Meaner' Haadoa 74 744' l2Q-0 (240 173 1736 821 1075 General Notes: L Steel shall conform to ASTM A653, structural grade 33 (Wu. yield 33 ks0 and a minim= galvanized coating of G 60 per ASTM A525. - 2. Allowable loads are based on National Desing specifications DS) for wood coastruciion,2ool Edition o+.d Fla . G v � 3. Design Ioads are for Pine species with a specific gravity of 0.55. - Allowable loads for other species shall be adjusted accordingly. - 4. Nail values are based on KIDS table 1 G =0.55 and have been redumd for Peneti adon Depth factor. 5. Allowable loads for wind uplift and lateral loads have already been ' increased by a duration factor of 60 %, for anchor nail. No increase is Double Header allowed for 'steel stress. / • _0\-- 2 -2X 6. Allowable loads. for more *ham a single cognation cannot be added ' together. A (3r load which be divided intc components in the di ec ' given must be evaluated as follows: Actual Uplift Actual LI + Actual L2 < =1 0 Allowable Uplift Allowable LI Allowable L 7. Allowable loads are base or. 1 ' thick wood members tmless otherwise noted. , 8. All tests have been conducted in accordance with A STN D -1761. raonscraevsssu Pith tts2FIcoMta VlPlN N. TOLAT. PE (CIVIL) FL. REG. # 12847 15123 LANTER CREEK LLNE HOUSTON, TX 77068 IP • • • • • 7 Ls /.� e*. AINIM; -iE.. • • • • • • • • -Nu-V . DWG NIi -3 • .. ••• •. • • •• • • • • • nea -eo9 EaY 4 Ve • • • • • • f8allb. Florida 33013 •••• •• ••OKS)654 G•• • • •: tX: s94 s• • • • ?olsr sta • ••-... Sir • oasts: Revtsioa: (1)11110'03 • ',: • • . (??11+3 : : :• leafs; Asa iCei f_ :._: (3)f04,iE'A*0• •.• • • • • • • • Size ' Product Code . Gauge - 9 Dimensions (in} - A • 8 ' 2x4/4x4 NV74 , 20 • 3y • 8 " - 2x6/4x6, NV1?8 • 20 ' 5g • g" • 2x8 /4x8„ NV1p8 • 20 • 7g" ' 8" - 2x4/4x4. NVFP4H • 18 , 3r • r ' 2x6/4x5. NVFPSH • . 18, 5�" 8" . 2x8/4x9' NV7P8H ' 18 • V - 8" • Joist SIze • Heoder Size , • Fasteners , Allowobie Loads (Lbs.) • Header . Joist • - GRANT1 Uplift 1 •ii 3-2x8 2 -2x10' 2 -2x12 14 • 6 ' 17S , 1108 , 14-45d • 6-16d • 1875... " 1279 .. „., ,. x 3• Ce4.8Crevs 6-iBd ., .' a 05 , 1217 - Notes: TABLE 2 - TOP PLATE ANCHORS NVTP & NVTPH • V1P]N? N. TOLAT. PE CM) FL. REG. # 12847 15123 LANTER CREEK LANE HOUSTON, TX 77058 • • • • 10531 ▪ East 29 s oa: •••• •Illisleillakcida630i3a• (506) 694 -0397 • • • • • 'W006) (4.4-03,8• • 1 VT''i & xrnfifk.#5. Ati ioRS,test 70'S3' E4hSffi• DWG 1■117 -3 ••• • • ▪ • • • Re ' • C1) 1140/03 ••• { 12/.1Vir•• •. .S3) 04/2T, 5 • • 1. See General Notes, Sheet 1. 2. One half of all specified fasteners shell be used on each side of the stud - to achieve tobuloted values. 0 • • Stud 2x4Minimum • • • BOLT HOLES 1/2" DIA ` NAIL HOLE 3/16" DIA - TABLE 3 NVSO 236, 16 GAUGE, HEAVY DUTY - FACE MOUNT JOIST HANGER Notes: - 1. See General Notes, Sheet 1. •• • Heoder 2 -2X ABrdmum Joist 1 -2X Minimum 1 14" • t"JL°r t3l, s gz, FY•Swls • s ik �'p • Ub••• Soft • • •".c3 EaBe • •• • ... • t7ii7lIQO Loundo • • • • • •• • • • • • • • • • • • • • ••• • • • Total number *of fasteners • Product 10d x 1 11' Wind f:e RCS ' code ` Max. Uplift Capacity (ibs) 5. 8 10 - 12 • NV NVTP 4,6,8.' 82.$ - 1087 1346 ' 1605 • NVTP 4H.6H,6H 538' 12 (414. (7445 Notes: TABLE 2 - TOP PLATE ANCHORS NVTP & NVTPH • V1P]N? N. TOLAT. PE CM) FL. REG. # 12847 15123 LANTER CREEK LANE HOUSTON, TX 77058 • • • • 10531 ▪ East 29 s oa: •••• •Illisleillakcida630i3a• (506) 694 -0397 • • • • • 'W006) (4.4-03,8• • 1 VT''i & xrnfifk.#5. Ati ioRS,test 70'S3' E4hSffi• DWG 1■117 -3 ••• • • ▪ • • • Re ' • C1) 1140/03 ••• { 12/.1Vir•• •. .S3) 04/2T, 5 • • 1. See General Notes, Sheet 1. 2. One half of all specified fasteners shell be used on each side of the stud - to achieve tobuloted values. 0 • • Stud 2x4Minimum • • • BOLT HOLES 1/2" DIA ` NAIL HOLE 3/16" DIA - TABLE 3 NVSO 236, 16 GAUGE, HEAVY DUTY - FACE MOUNT JOIST HANGER Notes: - 1. See General Notes, Sheet 1. •• • Heoder 2 -2X ABrdmum Joist 1 -2X Minimum 1 14" • t"JL°r t3l, s gz, FY•Swls • s ik �'p • Ub••• Soft • • •".c3 EaBe • •• • ... • t7ii7lIQO Loundo • • • • • •• • • • • • • • • • • • • • ••• • • • PRODUCT FASTENERS • DESIGN LOADS(L3S) HEADER JOIST - - uPLFT Lt ' 12 • CODE DESCRIPTION NVHC 43 ' Hurricane Cap - Wide • 9 -10d • 9-10d, '684 407, 308 <, NVHC 43/2' Huricans Clip - Widex2 ' 10 - 10d ' 1O -10d' / 917 547, 432 r- 18 Gouge NVHC 43 &NVHC 43/2 HURRICANE CLIP. Notes: / lc Uplift, use two dips, one on each ' side to comply with section 2321.7 of 1. See General Notes, Sheet 1. , the FBC 200¢ NVHC 43/2 ' TABLE 4 34 NVHC 43 • • • • • •• • N DWG # NU-3 MST= REVSED as p Mails t-vt411=ze Yo - OS an • A__ - -- ••• • • indi•cies,1r. ? o/ •• • • • •••• • 105302059 Easte9 Stree: • • • • ff, feah. Frax'ida 33413 •••• •• •• (1S4•• • • • zP.e' (3051 694 -0195 1V oiC TYT4'YC 4312 1-tANE Cf `.. • Vim* • *Date.: Reriions: (1111/10/0$ • • • • (2) 1211* • • 3of3 taLT:0 Mel ••• (3)'+E1y( • •'- -•-- ••■• • • • • •• • •• • • • • •• • • • • • • • • • • • • • • • • • • •••• • • •••• • • ! � Tis cover. • • • ' "'s�li�et is provided as per Florida Statute 61G15- 31.003 in lieu of signing and . sealing eYgli:individual sheet. An index sheet of the truss designs is attached which is • ••• •• • •••• • • • • •••• • • • •. • • • • •••• • • •• •• . • • • • •. • • •• Project Engineer of Record: e' Engineering Cover Sheet •• • aarmbered and with the identification and date of each drawing. Engineer of Truss Design Package ORLANDO M. FORTUN. CONSULTING ENGINEERS, P.A. CIVIL /STRUCTURAL P.E.- 22249 - EB- 00512 7220 S.W. 39 MIAMI,FL. 33155 PHONE (305) 262 -6225 FAX (305) 262 -2014 Project Name: MAYDA & SIMONE # 6 -1 -09 620 N.E. 101 STREET MIAMI SHORES,FLORIDA Building Authority: MIAMI SHORES,FLORIDA Design Load: 30 + 15 + 0 + 10 PSF Building Code: FBC2004 /TPI2002 /ASCE7 -02 Software Used: MiTek@20/20 2000 Ver.6.4 ©r0 end° en. Minoan RA. BM • aea -2OI4 JUN 0 4 2009 ROYAL TRUSS CORP. 9550 NW 79 AVE #5 HIALEAH, FL 33016 Phone: 305-822-0020/21 Fax: 305-822-0029 . • , To. Reaction Summary Job Number: Page: 1 Date: 06 -04 -2009 - 1:41:57 PM Project ID: 6 -1 -09 Project: Block No: Model: Lot No: Contact: Site: Office: Deliver To: Account No: Designer: Eddie Davis Salesperson: Quote Number: Name: Phone: Fax: Tentative Delivery B4t6 • •; • • ft ofile: • • • ••.• • • • • ...... rus Id: •• Span: Truss Type: Slope: Reactions: . ... _ - II • " 1 • 'CJ2• 2 •.Cs.13r • • • • • • • 171bs. each •••• • 4,• • • • 18 lbs. each 2 - 10 - 9 ROOF TRUSS 1- 7- 7 2.48 0.00 Joint 7 Joint 2 Joint 6 0 lbs. 602 lbs. 166 lbs. -452 lbs. -171 lbs. : • ■ • • !t 3 - 5 - 10 ROOF TRUSS 1 - 8 - 15 2.48 0.00 Joint 5 Joint 2 Joint 3 Joint 4 0 lbs. 568 lbs. 63 lbs. 18 lbs. .415 lbs. -86 lbs. 1 • _a_•_]. ••• • • • •.• N @J4 • • 21 lbs. each 4 - 1 - 7 ROOF TRUSS 1 - 10 - 8 2.48 0.00 Joint 7 Joint 2 Joint 6 0 lbs. 5591bs. 37 lbs. -403 lbs. • ■ -S•• • • • •• - - • • C.tS 26 lbs. each CJ6 29 lbs. each 5 - 2 - 2 ROOF TRUSS 2 - 9 - 12 3.54 0.00 Joint 7 Joint 2 Joint 6 0 lbs. 575 lbs. 157 lbs. 384 lbs. 67 lbs. •.• • 6 - 3 - 9 ROOF TRUSS 2- 3- 15 2.48 0.00 Joint 7 Joint 2 Joint 6 0 lbs. 618 lbs. 323 lbs. -408 lbs. -165 lbs. 6 "- _ -- 3 CJ6A 31 lbs. each 6 - 11 - 6 ROOF TRUSS 2 -5_g 2.48 0.00 Joint 7 Joint 2 Joint 6 0 lbs. 653 lbs. 427 lbs. -419 lbs. -229 lbs. 5 1 CJ6B 22 lbs. each 6 - 11 - 6 ROOF TRUSS 1 -11 - 3 2.48 0.00 Joint I Joint 2 Joint 3 2391bs. 377 lbs. 681bs. -110 lbs. -307 lbs. f __ ti - - -- = i --:-----11; -- If = = ` - 2 CJ9 47 lbs. each 9 - 9 - 5 ROOF TRUSS 2 - 10 - 12 2.48 0.00 Joint 10 Joint 3 Joint 8 0 lbs. 877 lbs. 970 lbs. -500 lbs. -545 lbs. � - - _ / 2 CJ9A 51 lbs. each 9 - 9 - 5 9 - 9 - 5 ROOF TRUSS 3- 9- 8 3.54 0.00 Joint 2 Joint 8 772 lbs. 995 lbs. -671 lbs. -581 lbs. - I 1 CJ9B 48 lbs. each CJ9C 21 lbs. each ROOF TRUSS ROOF TRUSS 3 12 0.00 Joint I Joint 7 6031bs. 816 lbs. -322 lbs. -547 lbs. ir " n 1 5 - 10 - 10 1- 9- 7 2.48 0.00 Joint l Joint 5 177 lbs. 366 lbs. -79 lbs. -210 lbs. • 8 Fl 161 lbs. each 32 - 3 - 0 FLAT GIRDER FLAT GIRDER 2 - 0 - 0 0.00 0.00 Joint 1 Joint 17 Joint 13 1110 lbs. 2294 lbs. 110 lbs. mirmimolizei®i : is mom 1 F2 89 lbs. each 17 - 8 - 0 2 -0 -0 " 0.00 0.00 Joint 1 Joint 6 1129 lbs. 1 129 lbs. s O = 4 F3 47 lbs. each 9 - 5 - 0 FLAT 2- 0- 0 0.00 0.00 Joint l Joint 5 250 lbs. 250 lbs. H - I - -' ------..- 1 111 183 lbs. each 34 - 10 - 0 ROOF TRUSS 4 - 1 - 2 3.50 0.00 Joint 2 Joint 12 Joint 22 2460 lbs. 2723 lbs. 0 lbs. -1629 lbs. -1532 lbs. 17 �� � 2 (1) 2 -Ply 1110 53 lbs. each 11 - 8 - 0 2X4/2X6 ROOF TRUSS 1 - 8 - 14 3.50 0.00 Joint 1 Joint 4 3366 lbs. 3366 lbs. ;!--� %� --- ��__ f s #16/3 lbS. 16/3 IDS. l 1111 91 lbs. each 16 - 0 - 0 ROOF TRUSS 3 -0 -14 3.50 0.00 ,�s� J,F • i tl IJe(�ll�:J0 [lT. lOQ(lun 1 li 88 lbs. CONSULTING ENGINEERS, PA. -I R te a 8 lbs. CIVIL/ STRUCTURAL J.lit int12 Joint24 PE. 22249 2 01 a. 23 l . *h ; .. „troy - TERR MIA 7 :. 155 , 5 --, 1 112 190 lbs. each 34 - 10 - 0 ROOF TRUSS 4 -8 -2 3.50 0.00 �lillill ., -Al 1 113 185 lbs. each 34 - 10 - 0 ROOF TRUSS 5 -3 - 3.50 0.00 yoint2 Joint .mt22 -''... 2° �� 1 J 2460 lbs. 2723 lbs. 0 lbs. 4594 lbs. -1497 lbs. JUN ® 4 2009 "" ` � ii - - " z 114 1861bs. each 34 - 10 - 0 ROOF TRUSS 5 - 10 - 2 3.50 0.00 Joint 2 Joint 13 Joint 23 2460 lbs. 2723 lbs. 0 lbs. -1576 lbs. -1479 lbs. ., ROYAL TRUSS CORP. 9550 NW 79 AVE #5 HIALEAH, FL 33016 Phone: 305-822-0020/21 Fax: 305 -822 -0029 T To: Reaction Summary Job Number: Page: 2 Date: 06-04 -2009 - 1:41:57 PM Project ID: 6 -1 -09 Project: Block No: Model: Lot No: Contact: Site: Office: Deliver To: Account No: Designer: Eddie Davis Salesperson: Quote Number: Name: Phone: P te: Tentative Delivery l ) t1 • • • •• gPtofile: •• • • • • •••• • • • • • • russ,Id: •• Span: Truss Type: Slope: Reactions: 'lb.-. . .. . • •• 1 1 • • H9 • • • • • • • • • 225 lbs. each 33 - 1 - 0 2X4/2X6 ROOF TRUSS 4 - 8 - 1 5.00 2.40 Joint 2 Joint 15 2310 lbs. 23101bs. -1473 lbs. -1473 lbs. • • • • • •••• 1 •.136 •. • • .225 lbs. each 33 - 1 - 0 2X4/2X6 ROOF TRUSS 4 - 8 - 1 5.00 2.40 Joint 2 Joint 15 2310 lbs. 2310 lbs. -1473 lbs. -1473 lbs. .- •■ • - a - • • • •••• 147 • 180 lbs. each Vi A _ O CO ••• • r • w •• • N 33 - 1 - 0 ROOF TRUSS 6 - 4 - 1 5.00 0.00 Joint 2 Joint 11 2310 lbs. 2310 lbs. -1438 lbs. -1438 lbs. . • \ 6 I - - - • • • •• - • • • • •-• •• N • • HS • 190 lbs. each 33 - 1 - 0 ROOF TRUSS 7 - 2 - 1 5.00 0.00 Joint 2 Joint 13 2310 lbs. 2310 lbs. -1421 lbs. -1421 lbs. ``�� 1 119 88 lbs. each 16 - 0 - 0 ROOF TRUSS 2 - 11 - 2 3.50 0.00 Joint 11 Joint 6 1076 lbs. 1373 lbs. 457 lbs. -1033 lbs. 3 (I) 3 -Ply HG1 199 lbs. each 34 - 10 - 0 2X4/2X6 ROOF TRUSS 3- 6- 2 330 0.00 Joint 2 Joint 11 4758 lbs. 5021 lbs. -2984 lbs. -3427 lbs. 11MIIMIN I I� .- %= 1 1162 23 lbs. each 5 - 5 - 0 ROOF TRUSS 1- 7- 9 3.50 0.00 Joint 2 Joint 5 630 lbs. 632 lbs. -646 lbs. -647 lbs. � �' , =J -.--- / 1 HG3 34 1bs. each 7 - 8 - 0 ROOF TRUSS 1- 9- 2 3.50 0.00 Joint 2 Joint 6 796 lbs. 9281bs. -744 lbs. -827 lbs. =Fm j -\ 1 = --\ 1 HG4 36 lbs. each 10 - 4 - 0 ROOF TRUSS 2 -4 -2 3.50 1 0.00 Joint2 Joints 1330 lbs. 994 lbs. -1059 lbs. -510 lbs. 7 C - 2 (1) 2 -Ply 11G5 180 lbs. each 33 - 1 - 0 3 - 10 - 1 ROOF TRUSS 5.00 0.00 Joint 2 Joint 13 4491 lbs. 4491 lbs. -2920 lbs. -2920 lbs. I1111F I A- . 2 (1) 2 -Ply 1166 69 lbs. each 16 - 0 - 0 2- 4- 2 ROOF TRUSS 330 0.00 Joint 2 Joint 6 1862 lbs. 1862 lbs. -1318 lbs. - 13181bs. �� li` (1) 2 -Ply HG7 78 lbs. each 16 - 0 - 0 2- 11 - 2 HIP 3.50 0.00 Joint 2 Joint 8 1548 lbs. 1639 lbs. -1128 lbs. - 11821bs. C _ a\ ,, 1 1168 52 lbs. each 11 - 8 - 0 1 -9 -2 ROOF TRUSS 3.50 0.00 Joint2 Joint6 1104 lbs. 1104 lbs. 913 lbs. 913 lbs. 1 " , I 3 (I) 3 -Ply 1169 230 lbs. each 33 - 1 - 0 2X6/2X6 4- 0- 4 ROOF TRUSS 5.00 2.40 Joint 2 Joint 13 4485 lbs. 4494 lbs. -2927 lbs. -2930 lbs. i�� , _ m . - _ a 1 HH1 12 lbs. each 3 - 0 - 0 2X4/2X6 1- 1- 7 ROOF TRUSS 1 3.50 0.00 Joint 1 Joint 4 291 lbs. 291 lbs. -153 lbs. -178 lbs. ----- 20 J1A 6 lbs. each 1 - 0 - 0 1- 2- 2 ROOF TRUSS 3.50 0.00 Joint 2 Joint 3 Joint 4 560lbs. 415 lbs. 9 lbs. -873 lbs. -221 lbs. - • (_ � { �__JI_1 1 J1B 3 lbs. each 1 - 0 - 0 ROOF TRUSS 0 3.90 ( 0.00 - s ' ; bs - 59 lbs.----1,01115 may O I 11ea 1 o II o D I O �I Y Y -51 1 ,, TING NGIN_FEp P1! Join C / 28 bs. ".,,.;r;_ = , . 1 . TELJ•) 26Atrget 9 lbs. UCfURAL to. , -, FAX - (305) 262 14 U- - 7 J1C 5 lbs. each 1 - 0 - 0 1 - 4 -1 ROOF TRUSS 5.00 0.00 Li T 1 31E 3 lbs. each 1 - 0 - 0 0 - 11 ROOF TRUSS 5.00 0.00 -15 lbs. -59 lbs. �}��� {� C% ", 2 J1F 6 lbs. each 1 - 0 - 0 1 -6 -13 ROOF TRUSS 5.00 0.00 -q Joint2 Joint3 Joint4 ANA 4 2009 566 lbs. 441 lbs. 9 lbs. -902 lbs. -225 lbs. ROYAL TRUSS CORP. 9550 NW 79 AVE #5 HIALEAH, FL 33016 Phone: 305-822-0020/21 Fax: 305-822-0029 r To: r Reaction Summary Job Number: Page: 3 Date: 06 -04 -2009 - 1:41:58 PM Project ID: 6 -1-09 Project: Block No: Model: Lot No: Contact: Site: Office: Deliver To: Account No: Designer: Eddie Davis Salesperson: Quote Number: Name: Phone: Fax: Tentative Delivery 1 t • ••• profile: • • • i • • •••• • • • • • • • d Fruss Id: • • • •• Span: Truss Type: Slope: Reactions: r • •• • 1 • • • i .. • S 4f� • • • • • 1 lbs. each •••• • • • • • ■ 18 lbs. each 1 - 0 - 0 4 - 6 - 8 ROOF TRUSS ROOF TRUSS 0- 4- 4 3.50 0.00 2 -2 -9 3.50 0.00 Joint l Joint 2 49 lbs. 49 lbs. -35 lbs. -42 lbs. Joint2 Joint4 601 lbs. 187 lbs. -691 lbs. 47 lbs. • • • • J •• • • • • • a •trs • • • - • • ROOF TRUSS 1- 7- 9 3.50 0.00 Joint 2 Joint 3 Joint 4 545 lbs. 151 lbs. 20 lbs. -750 lbs. 37 lbs. • • • ... el 41 , 12 • • 10 lbs. e 2 - 6 - 8 •,_ _ •" a + [si•-___• C-- �� • • •••••i = -� 0 • ! 16 • : • 16• • • • J3 12 lbs. each 3 - 0 - 0 ROOF TRUSS 1 -9 -2 3.50 0.00 Joint2 Joint3 Joint4 547 lbs. 83 lbs. 25 lbs. -719 lbs. _ � -- • • •'� = " 1 1 J313 9 lbs. each 3 - 0 - 0 ROOF TRUSS 1 - 4 - 8 3.50 0.00 Joint 1 Joint 2 Joint 3 163 lbs. 138 lbs. 25 lbs. -75 lbs. -127 lbs. ■ 7 J3C 14 lbs. each 3 - 0 - 0 ROOF TRUSS 2- 2- 1 5.00 0.00 Joint 2 Joint 3 Joint 4 441 lbs. 64 lbs. 25 lbs. -526 lbs. -14 lbs. G F 1 J3D 9 lbs. each 3 - 0 - 0 ROOF TRUSS 5.00 0.00 Joint 1 Joint 2 Joint 3 163 lbs. 138 lbs. 25 lbs. -58 lbs. -144 lbs. 5.00 0.00 Joint 2 Joint 3 Joint 4 551 lbs. 79 lbs. 25 lbs. -718 lbs. "='" 2 J3E 3 - 0 - 0 12 lbs. each ROOF TRUSS -ILI Gj 0 - 11 - 4 3.50 0.00 Joint 1 Joint 2 Joint 3 163 lbs. 138 lbs. 25 lbs. -88 lbs. -114 lbs. %1 � 1 J3F 7 lbs. each 3 - 0 - 0 ROOF TRUSS I_ 10 J4 18 lbs. each 4 - 3 - 0 ROOF TRUSS 2- 2- 6 3.50 0.00 Joint 2 Joint 3 Joint 5 567 lbs. 132 lbs. 50 lbs. -704 lbs. -33 lbs. /j c/ ROOF TRUSS 2- 4- 2 3.50 0.00 Joint 2 Joint 3 Joint 4 623 lbs. 180 lbs. 45 lbs. -694 lbs. -102 lbs. = rJ /i 9 J5A 18 lbs. each 5 - 0 - 0 c: =_ d J5B 20 lbs. each 5 - 0 - 0 ROOF TRUSS 5.00 0.00 Joint 2 Joint 3 Joint 4 538 lbs. 207 lbs. 45 lbs. -528 lbs. -171 lbs. 6 c' - - /% J 9 1 J5C 19 lbs. each 5 - 0 - 0 ROOF TRUSS 5.00 5.00 Joint l Joint 5 294 lbs. 292 lbs. -120 lbs. -203 lbs. p - "- 1 JSD 13 lbs. each 5 - 0 - 0 ROOF TRUSS 3.50 0.00 Joint 1 Joint 2 Joint 3 293 lbs. 248 lbs. 45 lbs. -155 lbs. -207 lbs. i I - ' 1 J5E 24 lbs. each 5 - 0 - 0 ROOF TRUSS 3 -0 -1 5.00 5.00 Joint2 Joint6 538 lbs. 268 lbs. - 517lbs. -215 lbs. v Joint 2 613 lbs. -7n• Joint 4 Joint5 176 lbs. 31 lbs. '' -6'1 11,. r 1 J6 15 lbs. each 3 - 3 - 7 ROOF TRUSS 2 -3 -6 3.50 0.00 l 3.5 i 0.00 z . 3 I crs� NSU b s. GINEERS. P.A. s. -224 IBS i 12 J7 24 lbs. each 7 - 0 - 0 ROOF TRUSS %r__ d \ - D 14 J7A 32 lbs. each 7 - 0 - 0 ROOF TRUSS 3 - 10 5. i .1 0.00 51" -5 Joint 4 o • ,,, , . ;. 329 lbs. 65 lbs. s. WM lh J. •9th i ' - MIAMI, FLA, 33155 ,% J-o 26- FAX - (305) 262 -2014 - - fT� 2 J7B 26 lbs. each 7 - 0 - 0 ROOF TRUSS 3 - 5 5.00 0.00 -' . -167 lbs. -192 lbs. -120 lbs. JUN 0 2009 - � 1 J7C 29 lbs. each 7 - 0 - 0 ROOF TRUSS 3- 5- 3 5.00 0.00 Joint 1 Joint 4 Joint 3 d W l�! +�++v 416 lbs. 309 lbs. 118 lbs. -166 lbs. -208 lbs. -104 lbs. �� ROYAL TRUSS CORP. 9550 NW 79 AVE #5 HIALEAH, FL 33016 Phone: 305-822-0020/21 Fax: 305 -822 -0029 To: Reaction Summary Job Number: Page: 4 Date: 06 -04 -2009 - 1:41:58 PM Project ID: 6 -1 -09 Project: Block No: Model: Lot No: Contact: Site: Office: Deliver To: Account No: Designer: Eddie Davis Salesperson: Quote Number: Name: Phone: Fax: Tentative Delivery • Rrofile: • • • • ••.• • • • • :Truss Id: • • • •• Span: Truss Type: Slope: Reactions: • • • -•_•_� • • 5 • • �370 • • • • • • 29 lbs. each 7 - 0 - 0 ROOF TRUSS 3 - 10 - I 5.00 2.40 Joint 9 Joint 7 706 lbs. 346 lbs. -561 lbs. -203 lbs. • • � � f l' y M • .••• • 4 t •-• _?7 lbs. eac 7 - 0 - 0 ROOF TRUSS 3 - 5 -3 5.00 2.40 Joint 8 Joint 6 495 lbs. 390 lbs. -207 lbs. - 2791bs. • i s • • • 88 • • 9 lbs. each 1 - 3 - 7 ROOF TRUSS 1- 8- 6 3.50 0.00 Joint 2 Joint 4 Joint 6 545 lbs. 145 lbs. 12 lbs. 755 lbs. / •••rfi ••• _ • G _ • - 1 - •f• • % "" • 11 _ • C ' I • • • J9 • 17 Ibs. each 3 - 9 - 0 ROOF TRUSS 2 - 9 - 13 5.00 0.00 Joint 2 Joint 3 Joint 5 569 lbs. 80 lbs. 36 lbs. -690 lbs. -5 lbs. • • c,- • • • • �� %" / I 8 Ml 19 lbs. each 4 - 5 - 0 MONO TRUSS 2 -6 -6 4.00 0.00 Joint 2 Joint 5 594 lbs. 222 lbs. -673 lbs. -129 lbs. GaE' - �� � - 3 T1 179 lbs. each 34 - 10 - 0 ROOF TRUSS 6 - 8 - 6 3.50 0.00 Joint 2 Joint 12 Joint 20 2460 lbs. 2723 lbs. 0 lbs. -1554 lbs. -1466 lbs. . %= 3 T2 23 lbs. each 5 - 5 - 0 ROOF TRUSS 1- 8- 2 3.50 0.00 Joint 2 Joint 4 569 lbs. 569 lbs. -611 lbs. -611 lbs. 1- 8- 2 3.50 0.00 Joint 2 Joint 4 635 lbs. 243 lbs. -723 lbs. -66 lbs. 1 T2A 20 lbs. each 5 - 5 - 0 ROOF TRUSS 1- 8- 2 Joint 2 Joint 4 3.50 644 lbs. 258 lbs. 0.00 -726 lbs. -77 lbs. 1 T2B 20 lbs. each 5 - 5 - 0 ROOF TRUSS T 11 T3 42 lbs. each 10 - 4 - 0 2X4/2X6 ROOF TRUSS 2- 0- 1 Joint 1 Joint 3 3.50 1309 lbs. 1309 lbs. 0.00 -626 lbs. -626 lbs. 1 2- 0- 1 Joint 2 Joint 4 3.50 1111 lbs. 1078 lbs. 0.00 -958 lbs. -548 lbs. 1 T4 36 lbs. each 7 - 8 - 0 2X4/2X6 COMMON ROOF TRUSS 2- 0- 1 Joint 2 Joint 4 3.50 716 lbs. 716 lbs. 0.00 -687 lbs. 687 lbs. - - �` T4A 31 lbs. each 7 - 8 - 0 G ; \ \ 2 T5 178 lbs. each 33 - 1 - 0 ROOF TRUSS 7 - 9 - 13 Joint 2 Joint 12 5.00 2310 lbs. 2310 lbs. 0.00 -1407 lbs. -1407 lbs. --. l.. i 4 T6 891bs. each 16 - 0 - 0 ROOF TRUSS 3 - 2 - 10 Joint 2 Joint 7 3.50 1385 lbs. 1088 lbs. 0.00 -1028 lbs. -444 lbs. _ I VII 31 lbs. each 11 - 0 - 0 ROOF TRUSS 1- 7- 4 Joint 1 Joint 4 Joint 3 3.50 241 lbs. 711 lbs. 241 lbs. 0.00 -126 lbs. -371 lbs. -126 lbs. %\ 1 V12 35 lbs. each 12 - 0 - 0 ROOF TRUSS 1- 9- 0 Joint 1 Joint 4 Joint 3 3.50 7 lbs. 791 lbs. 2671bs. 0.00 -139 lbs. -40 4 s. 0 8 3 y ` y ®JIn 110 • - irlitn Il0 nun 3.50 � 641bs. • 1 ., ENGINEERS, P.A. 0.00 -561 L MU - {- 1 V2 51bs. each 2 - 4 - 0 ROOF TRUSS - 1 _ \ 0 -7 -0 . , 1 Jo in1 : -'' 4 3.50 81 lb ,.. 14 , g W 0.00 t' s ad TE 13 y,, �, RR MIAMI, FLA, .156 2 V4 6 lbs. each 4 - 0 - 0 ROOF TRUSS / "i1\ • ar' 0 -10 - rn;ott Joint 1 VS 14 lbs. each 5 - 8 - 9 ROOF TRUSS 3.50 238 lbs. 238 lbs. 0.00 -137 lbs. -137 lbs. A' -- 20{}9- ." ' r _',_., V8 22 lbs. each 8 - 0 - 0 COMMON N 1 - 2 -0 Joint 1 Joint Joint3 "�'- 3.50 189lbs. 394lbs. 189lbs. 0.00 -119 Ibs. -191 lbs. -119 lbs j Job 6 -1-09 •••• • • • 1••••� • • • • •••• • • •••• ••• • • • • •• • • • • • ••• LOADING (psf) TCLL 30.0 TCDL 25.0 ° BCLL 0.0 BCDL 10.0 Truss CJ2 Royal Truss Corp, Hialeah Gardens, FL 33016 • • • • • • •• • • • • •••• • 11•• ..�p.3 • • ••• •• • • •••• • • •••• LUMBER TOP CHORD 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.2ND - 2 -9 -15 2 -9 -15 Truss Type ' Qty Ply ROOF TRUSS SPACING 2 -0-0 CSI Plates Increase 1.00 TC 0.51 Lumber Increase 1.33 BC 0.01 Rep Stress Incr NO WB 0.06 Code FBC2004/TPI2002 (Matrix) REACTIONS (lb /size) 2= 602/0 -11 -5, 6=- 170/0 -3-8, 7= 0/0 -1 -8 Max Horz 2 =55(LC 2) Max Uplift2=- 451(LC 2), 6=- 170(LC 1) Max Gray 2= 602(LC 1), 6= 166(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8 =0/38, 2-8 =0/38, 2 -3 =- 87/47, 3- 4= -1 /0 BOT CHORD 2- 6 =0/0, 5 -6 =0/0 WEBS 3-6 =- 159/185,1 -7 =0/0 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (plf) Vert: 1 -8= -110 Trapezoidal Loads (plf) • . • 2.48 12 8 riallijiiiillillimidiel gaiall T7T'---- ...gill 6 la U 1:1 :1 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:40:53 2009 Page 1 tit 0 -1-8 2 1 1 MAYDA & SIMONE Job Reference (optional) 2 -10 -9 2 -10 -9 3x4 = 2 x 4 I I 2 -10 -9 2 -10 -9 DEFL in (loc) Udefl Lid Vert(LL) 0.00 2 ----• 240 Vert(TL) -0.00 2 >999 240 Horz(TL) 0.11 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 18 lb BRACING TOP CHORD Structural wood sheathing directly applied or 2 -10 -9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 451 lb uplift at joint 2 and 170 lb uplift at joint 6. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are W s ,y I ffi� • o u 0O [P� CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 b 7220 S.W. 39th TERR MIAMI, FLA 33155 . A TE L - (305) 262 -6225 FAX - (305) 262 -2014 Vert: 8= 0(F =55, B= 55)- to- 3=- 71(F =19, B =19), 3=- 11(F =19, B =19) >Lo " "— B= 9)- to- 5=- 14(F =3, B =3) JUN 0 4 2009 2x4 II Scald =1:9.7 3 l Job 6 -1 -09 • ••• • 41••41 •0 • • •• LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 • • • • Truss CJ3 Royal Truss Corp, Hialeah Gardens, FL 3301 •••• 0000 ▪ • • • • • • •0 • • • ••e• • 3x4 sales • •0• • • a LUMBER TOP CHORD 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.2ND OTHERS 2 X 4 SYP No.2ND - 2 -9 -15 2 -9 -15 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2004/TPI2002 Truss Type ROOF TRUSS • 6 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -6 =0/38, 2 -6 =0/38, 2- 3= -69/17 BOT CHORD 2 -4 =0/0 WEBS 1 -5 =0 /0 CSI TC 0.58 BC 0.02 WB 0.00 (Matrix) 2.48 12 2 1 -1 0 -1-8 3x4 = LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (plf) Vert: 1-6=-110 Trapezoidal Loads (plf) Vert: 6 =0(F =55, B =55)- to- 3 =- 95(F =7, B =7), 2=- 2(F =9, B= 9)- to- 4 = -17( Qty 2 REACTIONS (lb /size) 3 =- 85/Mechanical, 2= 569/0 -11 -5, 4= 18/Mechanical, 5= 0/0 -1-8 Max Holz 2 =71(LC 2) Max Uplift3= -85(LC 1), 2 =- 414(LC 2) Max Gray 3 =63(LC 2), 2= 569(LC 1), 4=18(LC 1) Ply 1 MAYDA & SIMONE Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:40:53 2009 Page 1 3 -5 -10 3 -5 -10 3-5-10 3 -5 -10 DEFL in (loc) I/defl Lid Vert(LL) 0.00 2 **** 240 Vert(TL) -0.00 2-4 >999 240 Horz(TL) 0.12 5 n/a n/a NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 3 and 414 lb uplift at joint 2. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are no - B Weight: 19 lb OO rdandCoO [TM. ?0111121111 CONSULTING ENGINEERS, RA. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - ( 305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2009 Scale =1:10.9 3 PLATES GRIP MT20 244/190 BRACING TOP CHORD Structural wood sheathing directly applied or 3 -5 -10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. Job 6 - 1 - 09 Royal Truss Corp, Hialeah Gardens, FL 33016 • • ••••a• •••• • • • • • • • • • a•a • •••• • • • ••• • • •••• • • • • •• • • • • •••••• •••• 3x4 • ••• • • •• • • • Truss CJ4 • • • • • • •• • - 2 -9 -15 2 -9 -15 LOADING (psf) SPACING 2-0 -0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2004/TPI2002 FORCES (Ib) TOP CHORD BOT CHORD WEBS LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (pif) Vert: 1-8= -110 Continued on page 2 Truss Type ROOF TRUSS 8 2 1 -1 1 8 0 -1-8 CSI TC 0.49 BC 0.03 WB 0.00 (Matrix) REACTIONS (Ib /size) 2= 560/0 -11 -5, 6= 13/Mechanical, 7= 0/0 -1-8 Max Horz 2 =80(LC 2) Max UpIiift2=- 403(LC 2) Max Gray 2= 560(LC 1), 6 =38(LC 2) - Maximum Compression/Maximum Tension 1-8 =0/38, 2 -8 =0/38, 2- 3= 43/5, 3.4 = -3 /0 2- 6 =0/0, 5 -6 =0/0 3-6 =- 23/16,1 -7 =0/0 2.48 12 3x4 = Qty 2 PIy MAYDA & SIMONE 1 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:40:54 2009 Page 1 4-1 -7 4-1 -7 4-1 -7 4-1 -7 DEFL in (loc) I/defl Vert(LL) 0.00 2 Vert(TL) -0.01 2-6 >999 Horz(TL) 0.13 7 n/a Ud 240 240 n/a NOTES 1) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 Ib uplift at joint 2. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are not Weight: 22 Ib 6 JUN 0 4 2009 CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 2x4 II PLATES GRIP MT20 244/190 LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied or 4 -1 -7 BOT CHORD 2 X 4 SYP No.2ND oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2 X 4 SYP No.2ND • Job 6 -1 -09 • • •••• • • • • • •• • •• • • • • • • • ••• • • ••• • • • • • • • • •••• • • •••• •• • • • • •••• Truss Truss Type CJ4 Royal Truss Corp, Hialeah Gardens, FL 33016 LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert: 8= 0(F =55, B= 55)- to- 3=- 105(F =2, B =2), 3=- 45(F =2, B= 2)- to -4=- 53(F = -2, B = -2), 2=- 2(F =9, B= 9)- to- 5=- 21(F = -0, B = -0) • • • • • • •• • •••• • • • •••• • • • • • • • • • • • • • • • • • •• ROOF TRUSS Qty Ply MAYDA & SIMONE 2 1 Job Reference (optional 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:40:54 2009 Page 2 © r[ d ( ) rn['iT o km-Um CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P,E, 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - 305) 262 -2014 JUN 0 4 200 Job ITruss 6 -1-09 • • Royal Truss Corp, Hialeah Gardens, FL 33016 • • •••• • • CJ5 - 2 -9 -15 2 -9 -15 Truss Type ROOF TRUSS - 9 - 1r8 0 -1-8 LOADING (psf) SPACING 2 -0-0 CSI TCLL 30.0 Plates Increase 1.00 TC 0.48 TCDL 25.0 Lumber Increase 1.33 BC 0.10 BCLL 0.0 Rep Stress Incr NO WB 0.03 BCDL 10.0 Code FBC2004/TPI2002 (Matrix) REACTIONS (lb /size) 2= 576/0 -11 -5, 6= 158/0 -3-8, 7= 0/0 -1-8 Max Horz 2= 153(LC 2) Max Uplift2=- 383(LC 2), 6= -67(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8 =0/61, 2-8 =0/61, 2 -3 =- 81/11, 3- 4 = -6/0 BOT CHORD 2- 6 =0/0, 5 -6 =0/0 WEBS 3-6=-112/90, 1-7=0/0 ��T4ty T PIy , MAYDA & SIMONE LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (plf) Vert: 1-8= -110 Trapezoidal Loads (plf) Vert: 8= 0(F =55, B= 55)- to- 3=- 134(F = -12, B = -12), 3=- 74(F = -12, B=- 12) -to , B= 9)- to- 5=- 26(F = -3, B = -3) 1 1 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:40:54 2009 Page 1 5 -2 -2 5 -2 -2 5 -2 -2 5 -2 -2 DEFL in (loc) l/defl Vert(LL) 0.00 2 Vert(TL) -0.02 2-6 >999 Horz(TL) 0.19 7 n/a Ud 240 240 n/a NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 383 lb uplift at joint 2 and 67 lb uplift at joint 6. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PLATES GRIP MT20 244/190 Weight: 26 lb 2x4 IaIe = 1:14.5 4 1 LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied or 5 -2 -2 BOT CHORD 2 X 4 SYP No.2ND oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. OTHERS 2 X 4 SYP No.2ND onland O n�ir o ffo ftu© CONSULTING ENGINEERS, EA. CIVIL / STRUCTURAL P.E. 22249 3 l _ 69ERR MIAMI, FLA, 33155 TELb3) -6225 FAX - (305) 262 -2014 JUN 0 4 2009 •••r 6 2x4 II Job 6 -1 -09 •••• • • • 00 • • • • • • • LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 FORCES (lb) TOP CHORD BOT CHORD WEBS ••• • • 0• •• 00 • • • • •• • • • • •• 3x4 Truss CJ6 Royal Truss Corp, Hialeah Gardens, FL 33016 - 2 -9 -15 2 -9 -15 • • • • • • •• •• • • ••• • •••• •• .. •• LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2004/TP12002 Truss Type ROOF TRUSS 2 -0`-1 0 -1-8 3x4 = CSI TC 1.00 BC 0.14 WB 0.06 (Matrix) REACTIONS (lb /size) 2= 618/0 -11 -5, 6= 323/0 -3 -8, 7=- 0/0 -1-8 Max Horz 2 =141(LC 2) Max Uplift2=- 408(LC 2), 6=- 164(LC 2) - Maximum Compression/Maximum Tension 1-8 =0/38, 2-8 =0/38, 2- 3=- 64/33, 3- 4=-6/0 2- 6 =0/0, 5 -6 =0 /0 3- 6=- 256/198,1 -7 =0/0 2.48 FIE 1 1 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:40:54 2009 Page 1 3 -7 -12 3 -7 -12 3 -7 -12 3 -7 -12 BRACING TOP CHORD LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (plf) Vert: 1-8=-110 Trapezoidal Loads (plt) Vert: 8 =0(F =55, B= 55)- to- 3=- 165(F = -28, B = -28), 3=- 105(F = -28, B = -28) 2 =- 2(F =9, B= 9)- to- 5 =- 31(F = -6, B = -6) QtY Ply MAYDA & SIMONE DEFL in (loc) Udefl Vert(LL) 0.00 2 Vert(TL) -0.07 2-6 >933 Horz(TL) 0.14 7 n/a Lid 240 240 n/a NOTES 1) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 408 lb uplift at joint 2 and 164 lb uplift at joint 6. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6 -3 -9 2 -7 -13 6-3 -9 2 -7 -13 Weight: 29 lb CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 TE L 2 62 -6225 FAX - (3 Scale =1:15.7 2x4 II 3 4 1 PLATES GRIP MT20 244/190 Structural wood sheathing directly applied or 2 -0 -2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. FLA, 33155 05) 262 -2014 JUN 0 4 200 Job 6 -1-09 Royal Truss Corp, Hialeah Gardens, FL 33016 • •• • • ••• • • ••• • • •• •• I a 3x4 • — • • • LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 Truss CJ6A - 2 -9 -15 2 -9 -15 • • • • • • •• • ••••• • •••• • • •• • • LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.2ND Truss Type ROOF TRUSS -0 0 -1-8 SPACING 2-0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2004/TPI2002 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8 =0/38, 2-8 =0/38, 2- 3=- 79/48, 3- 4 = -7/0 BOT CHORD 2- 6 =0/0, 5 -6 =0/0 WEBS 3-6=-345/269, 1-7=0/0 3x4 = 2x4 I I CSI TC 1.00 BC 0.19 WB 0.08 (Matrix) REACTIONS (lb /size) 2= 654 /0 -11 -5, 6= 427/Mechanical, 7= 0/0 -1-8 Max Horz 2 =163(LC 2) Max Uplift2=- 418(LC 2), 6=- 228(LC 2) • �, Qty Ply 3-6 -9 3-6 -9 2.48 12 3-6 -9 3-6 -9 MAYDA & SIMONE 3 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:40:54 2009 Page 1 DEFL in (loc) I/defl L/d Vert(LL) 0.00 2 ---- 240 Vert(TL) -0.12 2-6 >610 240 Horz(TL) 0.11 7 n/a n/a BRACING TOP CHORD Structural wood sheathing directly applied or 2 -0-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. NOTES 1) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 418 lb uplift at joint 2 and 228 lb uplift at joint 6. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front () or back (B). • LOAD CASE(S) Standard Y Blerndo o orft [;IIG�l 1) Regular Lumber Increase =1.33, Plate Increase =1.00 CONSULTING ENGINEERS, P.A. Uniform Loads (plf) '' CIVIL / STRUCTURAL Vert 1- 8 = -110 4 F.E. 22249 Trapezoidal Loads (plf) 7220 S.W. 39th TERR MIAMI, FLA, 33155 Vert: 8= 0(F =55, B= 55)- to- 3=- 183(F = -36, B = -36), 3 =- 123(F = -36, B=- 36) -to-4= -131(„ ..:'_ 1jIEL - (305) 262 - 6225 FAX - (305) 262 - 2014 2= -2(F =9, B= 9)- to- 5= -35(F = -7, B = -7) l J JUN 0 4 2009 6 -11-6 3-4-12 6 -11-6 3-4-12 Weight: 31 lb 2x4 II 3 4 Scale = 1:16.8 PLATES GRIP MT20 244/190 Job 6 - 1 - 09 Royal Truss Corp, Hialeah Gardens, FL 33016 ••• ••• • ••• • ••• • 3x4 = LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 ••• • •• •••• • • • • •• • • • •••• • • • •••• Truss CJ6B • • • • • • •• • LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 3-6 -9 3-6 -9 3-6 -9 3-6 -9 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2004/TPI2002 ROOF TRUSS CSI TC 1.00 BC 0.18 WB 0.00 (Matrix) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2= -87/66 BOT CHORD 1 -3 =0/0 WEBS 2 -3 =0/0 Truss Type Qty 2.48 I 12 1 1 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:40 :54 2009 Page 1 REACTIONS (Ib /size) 1= 240/0 -11 -5, 3= 69/Mechanical, 2= 378/Mechanical Max Horz 1= 122(LC 2) Max Upliftl =- 110(LC 2), 2 =- 306(LC 2) LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 Trapezoidal Loads (plf) Vert: 1 =- 9(F =50, B =50)- to- 2=- 179(F = -34, B=-34), 1=-2(F=9, B =9)- to- 3 = -33(F Ply MAYDA $ SIMONE DEFL in (loc) Udefl L/d Vert(LL) 0.00 1 ---- 240 Vert(TL) -0.11 1 -3 >661 240 Horz(TL) -0.00 2 n/a n/a 6 -11-6 3-4-12 6 -11-6 3-4-12 NOTES 1) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL =5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 1 and 306 lb uplift at joint 2. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Weight: 23 lb Scale = 1:11.7 3x5 II 2 2x4 I I PLATES GRIP MT20 244/190 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. © ondo Tho UOLI alulm CONSULTING ENGINEERS, P.A. I' CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN u4Z00 Job 6 - 1 - 09 Royal Truss Corp, Hialeah Gardens, FL 33016 LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 Truss CJ9 - 2 -9 -15 2 -9 -15 1 ° -8 0 -1-8 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2004/TPI2002 Truss Type ROOF TRUSS Plate Offsets (X,Y): [2:0- 6- 1,Edge], [3:0 -2- 12,0 -1 -8] LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 3 -10-4 BOT CHORD 2 X 4 SYP No.2ND oc purlins, except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6 -3 -12 oc bracing. OTHERS 2 X 4 SYP No.2ND REACTIONS (lb /size) 8= 971/Mechanical, 3=877/0-11-5, 10=0/0-1-8 Max Horz 3= 269(LC 2) Max Uplift8=- 544(LC 2), 3=- 499(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2 = -0/0, 2 -11 =0/54, 3 -11 =0/54, 3-4 =- 14051560, 4 -5 =- 281/43, 5 -6= -11/0, 5-8 =- 508/385 BOT CHORD 3- 9=- 738/1333, 8 -9 =- 738/1333, 7 -8 =0/0 WEBS 4 -9 =- 1/148, 4- 8=- 1169/635, 2- 10 =0/0 NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL =5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 544 lb uplift at joint 8 and 499 lb uplift at joint 3. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (plf) Vert: 1-2=-50, 2 -11= -110 Continued on page 2 CSI TC 0.99 BC 0.66 WB 0.39 (Matrix) • 5-4-10 5-4-10 5-4-10 5-4-10 Qty 2 Ply 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:40:55 2009 Page 1 DEFL in (loc) Udefl Vert(LL) 0.06 9 >999 Vert(TL) -0.11 8 -9 >999 Horz(TL) 0.10 10 n/a MAYDA & SIMONE Lid 240 240 n/a 9 -9 -5 4-4-11 9 -9 -5 4-4-11 Weight: 47 lb CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 Scale = 1:21.9 PLATES GRIP MT20 244/190 1 ur_ firant(frarba ifoirtiull g. i 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4/0 Job 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 3301 LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert: 11= 0(F =55, B= 55)- to- 5=- 261(F = -76, B = -76), 5=- 201(F = -76, B=- 76)- to- 6=- 209(F = -79, B = -79), 3=- 2(F =9, B= 9)- to- 7= -49(F = -14, B = -14) •••• • •••• • • • • • • •••• •••• • • • • •• • • • • ••• • • • • Truss CJ9 • • • • • • • • • •••• • • • • • •• • • • • • • • • Truss Type ROOF TRUSS Ply MAYDA & SIMONE 2 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:40:55 2009 Page 2 offhand() m o ffOO lun CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 5.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 L JUN 0 4 2009 • • • • s •• • • Job 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 33016 • •• •••{••• • ••• ••• ••• ••• -2 -0-12 2 -0-12 • • •••• • • •••• • • •••• • • • • •• LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 • • • • ••• • • •• • •••• • • •••• •• • •• •• Truss ,Truss Type CJ9A • • • • • • • • • •••• • • •••• • • • •• • • • 10 2 • Plate Offsets (, • 2x4 = 0-8 -7 0-8 -7 3x4 = Y): [2:0 -7- 12,0 -1-8], [2:0 -1- 14,0 -1 -0] SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2004/TPI2002 ROOF TRUSS 4-10-8 4-10 -8 4x5 REACTIONS (lb /size) 8= 995/Mechanical, 2= 772/0 -11 -5 Max Horz 2= 396(LC 2) Max Uplift8=- 580(LC 2), 2=- 671(LC 2) LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (plf) Vert: 1 -10= -110 Continued on page 2 * Qty Ply 4-10-8 4-2 -1 CSI TC 0.63 BC 0.46 WB 0.39 (Matrix) 3.54 12 2 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:40:55 2009 Page 1 4 3x4 2x4 II DEFL in (loc) Vert(LL) 0.03 9 Vert(TL) -0.07 8 -9 Horz(TL) 0.02 8 MAYDA & SIMONE I/defl >999 >999 n/a 9 -9-5 4-10 -13 9 -9-5 4-10 -13 Lid 240 240 n/a LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 BOT CHORD 2 X 4 SYP No.2ND oc purlins, except end verticals. WEBS 2 X 4 SYP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 7 -10 -1 oc bracing. 5 -8 2 X 4 SYP No.2ND SLIDER Left 2 X 6 SYP No.2ND 2 -3 -15 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -10 =0/38, 2 -10 =0/38, 2-3 =- 1109/260, 3.4 =- 1071/257, 4 -5 =- 248/10, 5 -6= -16/0, 5-8 =- 5501454 BOT CHORD 2 -9 =- 510/996, 8 -9 =- 510/996, 7-8 =010 WEBS 4- 9= 0/126, 4-8 =- 915/448 NOTES 1) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 580 lb uplift at joint 8 and 671 lb uplift at joint 2. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted Weight: 51 lb 8 3x5 = L.1© orft JIE CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 Scale = 1:20.1 3x6 II 5 6 PLATES GRIP MT20 2441190 JUN 0 4 2009 • • • • Job Truss Truss Type 6 -1-09 CJ9A ROOF TRUSS Royal Truss Corp, Hialeah Gardens, FL 33016 LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert: 10= 0(F =55, B= 55)- to- 5=- 261(F = -76, B = -76), 6=-201(F=-76,13=-76)-to-6=-209(F=-79,13=-79), 2=- 2(F =9, B= 9)- to- 7 =- 49(F = -14, B = -14) •••• • • • 0000 •I • •..• • ••.• ••.• • • • • 0 • • •• • • • • • • • •.• •• • • • • • • • 0000 • • 0000 •• •• •• •• • 0000 • • • • 0000 • • • • • •• • • • • • .• •..• Ply MAYDA & SIMONE 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:40:55 2009 Page 2 orfanio 117M ffornurn CONSULTING ENGINEERS, RA. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2009 • • • Job 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 33016 • • • • • • • • 1 • LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 FORCES (lb) TOP CHORD BOT CHORD WEBS • • •••• •••• • • • • •• • • ••• • • •• • • 2xd- -" 0-8 -7 0-8 -7 • • Continued on page 2 Truss Truss Type CJ9B LOAD CASE(S) Standard • • • • • • •• • •••• • • •••• • • 9 •• 4-10-8 4-10-8 4x5 ROOF TRUSS 13 8 14 3x4 = 2x4 I I 4-10 -8 4-2 -1 Plate Offsets (X,Y): [1:0-7-12,0-1-8], [1:0-1-14,0-1-0] SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2004/TPI2002 REACTIONS (lb /size) 7=816/Mechanical, 1=604/0-11-5 Max Horz 1= 273(LC 2) Max Uplift7=- 547(LC 2),1=- 321(LC 2) CSI TC 0.93 BC 0.46 WB 0.45 (Matrix) 10 3.54 PT 3x4 Qty I Ply I MAYDA & SIMONE 1 1 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:40:56 2009 Page 1 DEFL in (loc) Udefl Vert(LL) 0.04 8 >999 Vert(TL) -0.07 7-8 >999 Horz(TL) 0.02 7 n/a 11 9 - - 4 -10 -13 9 -9 -5 4 -10 -13 - Maximum Compression/Maximum Tension 1 -9 =- 1232/608, 2 -9 =- 1224/618, 2 -10 =- 1128/632, 3 -10 =- 1130/634, 3 -11 =- 234/67, 4 -11= -96/2, 4- 5 =-4/0, 4 -7 =- 358/300 1 -12 =- 788/1125,12 -13 =- 788/1125, 8 -13 =- 788/1125, 8 -14 =- 788/1125, 7 -14 =- 788/1125, 6 -7 =0/0 3-8 =0/86, 3- 7=- 1061/740 Lid 240 240 n/a 3x6 Rcale = 1:17.9 5 7 3x5 = PLATES GRIP MT20 244/190 Weight: 48 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 5 -1-8 BOT CHORD 2 X 4 SYP No.2ND oc purlins, except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-6 -6 oc bracing. SLIDER Left 2 X 6 SYP No.2ND 2 -3 -15 NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 547 lb uplift at joint 7 and 321 lb uplift at joint 1. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 22 lb down and 60 lb up at 1 -6 -1, 67 lb down and 46 lb up at 4-4 -0, 29 lb down and 63 II4Up at 4-4 -0, and A7 lb v � n n down and 91 lb up at 7 -1 -15, and 139 lb down and 164 lb up at 7 -1 -15 on top chc 5 lb down at 4-4 -0, 5 lb down at 4-4 -0, and 25 lb down at 7 -1 -15, and 25 lb down chord. The design /selection of such connection device(s) is the responsibility of 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as fro bottom CONSULTING ENGINEERS, EA, CIVIL / STRUCTURAL ack (B). P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN u 4 20ti9y Job 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 3301 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (plf) Vert: 1-4=-110, 4-5=-50, 1-6=-20 Concentrated Loads (lb) Vert: 9= 60(B) 10= 17(F =46, B =- 29) 11=- 236(F = -97, B =- 139)12= 11(B)13=- 10(F = -5, B =- 5) 14=- 50(F = -25, B = -25) • • 111100• • • • • • •• • • • • • • •• •• • • •..• • ••• • • • Truss CJ9B • • • • • • •• • • • • • •••• • • • •••• • • •• •• • • • •••• • • • • •• • • •• • • * •• • • •• • • • •••• Truss Type ROOF TRUSS } Qty Ply MAYDA & SIMONE 1 1 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:40:56 2009 Page 2 ©H0ondo ram. forrtun CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA. 55155 ) Job • 6 -1-09 Royal Truss Corp, Hialeah Gardens, FL 33016 • • • • • • • • • LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 3x4 = Plate Offsets (X,Y): Truss CJ9C [1:0- 3- 5,Edge] SPACING 2-0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2004/TPI2002 Truss Type I ROOF TRUSS REACTIONS (lb /size) 1 =177 /0 -8 -0, 5 =366/Mechanical Max Holz 1 =101(LC 2) Max Uplift1= -78(LC 2), 5=- 209(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 73/53, 2- 3 =-6/0 BOT CHORD 1- 5 =0/0, 4 -5 =0 /0 WEBS 2 -5 =- 307/239 CSI TC 0.62 BC 0.18 WB 0.07 (Matrix) * • Qty Ply MAYDA & SIMONE I Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:40:56 2009 Page 1 5 -10 -10 5 -10 -10 5 -10 -10 5 -10 -10 DEFL in (loc) I/defl Vert(LL) 0.00 1 Vert(TL) -0.05 1-5 >999 Horz(TL) 0.00 n/a Lid 240 240 n/a LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 5 -10 -10 BOT CHORD 2 X 4 SYP No.2ND oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEDGE Left: 2 X 4 SYP No.3 NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL =5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 lb uplift at joint 1 and 209 lb uplift at joint 5. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase -1.00 Trapezoidal Loads (plf) Vert: 1 =- 9(F =50, B =50)- to- 2 =- 154(F = -22, B = -22), 2 =- 94(F = -22, B=- 22) -to -3 1=- 2(F =9, B =9)- to- 4 =- 29(F = -5, B = -5) 2 3 2x4 II Weight: 22 lb 1 - 0 -1 -10 2x4 I I Scale = 1:11.1 1 0 -1 -10 PLATES GRIP MT20 244/190 c-64§61[AW P ik11L r 02240 B = -26 , JUN 0 4 20Dir Royal Truss Corp, Hialeah Gardens, FL 33016 • • 40-8 3 -9 -1 0 -3-8 3 -9 -1 •••• • • •••• 7x6 a`• • • • • • 1 • •• tirlW.-11.0MT • ••• •• 26•• •• •• • • • 4x10 =• • •••• • • • •• • • •• • • • 3 -9 -1 Truss Truss Type Fl 7 -2 -11 10-8-4 12-8-4 16 -1 -13 1 19 -7 -7 3-5 -9 3-5 -9 2 -0-0 3 -5 -9 3 -5 -9 2 • • • • • • • • 3x8 = • 3 •• 25 • 24 • • 23 3 -9 -1 3 -5 -9 3 -5 -9 2 -0-0 LOADING (psf) SPACING 2 -0-0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2004/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 FLAT GIRDER TR 3x4 = 3x4 = 4 5 6 22 3x4 = 7 -2 -11 10-8-4 12-8-4 16 -1 -13 1 19 -7 -7 3 -5 -9 3 -5 -9 CSI TC 0.81 BC 0.74 WB 0.75 (Matrix) REACTIONS (lb /size) 1=1110/0-8-0, 13=111/0-8-0, 17=2295/0-8-0 FORCES (lb) TOP CHORD BOT CHORD WEBS LOAD CASE(S) Standard 7 T Qty 8 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:40:56 2009 Page 1 4x10 = 3x4 = DEFL Vert(LL) Vert(TL) Horz(TL) 1 23 -1-0 1 26-6.4 1 284.4 1 32 -3-0 32 -8 3 -5 -9 3-5-4 2 -0-0 3-8 -12 0 -3-8 Scale = 1:60.3 4x10 = 8 21 20 19 18 BRACING TOP CHORD Ply in (loc) -0.31 22 -23 -0.48 22 -23 -0.06 13 MAYDA & SIMONE 9 17 3x10 = 23 -1-0 26-6 -4 28-6 -4 32 -3-0 3 -5 -9 3-5-4 2 -0-0 3-8 -12 1/defi >898 >573 n/a Lid 240 240 n/a - Maximum Compression/Maximum Tension 1- 26= 0/43,1 -2 =- 1950/0, 2 -3 =- 1950/0, 3-4=- 3184/0, 4 -5 =- 3184/0, 5-6 =- 2171/0, 6 -7 =- 2171/0, 7-8 =- 2171/0, 8- 9= 0/1950, 9-10=0/1950, 10-11=0/378, 11-12=0/378, 12-13=0/378, 13-14=0/104 25- 26= 0/104, 24- 25= 0/3045, 23- 24= 0/3045, 22- 23= 0/3045, 21- 22= 0/3184, 20- 21= 0/3184, 19 -20 =0/ 501,18 -19 =0/ 501,17 -18= 0/501,16 -17 =- 378/0,15 -16 =- 378/0,14 -15 =0/153 1 -25= 0/2042, 2 -25 =- 333/0, 3 -25 =- 1221/0, 3 -23 =0/75, 3 -22= 0/156, 4 -22 =- 151/0, 5 -21= 0/131, 5 -20 =- 1130/0, 7 -20 =- 324/0, 8 -20= 0/1862, 8 -18 =0/39, 8 -17 =- 2732/0, 9 -17 =- 315/0,10 -17 =- 1755/0, 10- 16= 0/278,12 -15 =- 6/0,13 -15= -588/0 NOTES 1) Provide adequate drainage to prevent water ponding. 2) All plates are 2x4 MT20 unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 3x4 = 3x4 = 10 11 12 16 15 6x6 = 13 14 3x4 = 3x4 II PLATES GRIP MT20 244/190 Weight: 162 lb Structural wood sheathing directly applied or 3-0 -2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing, Except: 6 -0 -0 oc bracing: 16-17,15-16. OOrrHa 11BOO m10 ff©OC`ttuj CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2009` • Job 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 33016 •••• • • • • . 1. • • • • • • • • • • • 0-3-8 4-5 -14 NO v • • • •.. •• ,t. •f •• • • •••• •• • • • • •••• Truss F2 m 4-5 -14 LOADING (psf) SPACING 2 -0-0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 3 -9 -5 BOT CHORD 2 X 4 SYP No.2ND oc purlins, except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb/size) 1= 1129/0 -8 -0, 6= 1129/0 -3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=0/66, 1-2=-2230/0, 2 -3 =- 2230/0, 3-4=- 2230/0, 4 -5 =- 2230/0, 5 -6 =- 2230/0, 6 -7 =0/66 BOT CHORD 11-12=0/148, 10-11=0/2957, 9- 10= 0/2957, 8 -9 =0/2957, 7-8 =0/148 WEBS 1 -11= 0/2236, 2 -11 =- 472/0, 3 -11 =- 782/0, 3 -9 =0/96, 3-8 =- 782/0, 5-8 =- 47210, 6-8= 0/2236 NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 4-5 -14 • • • • • •• •• •• • • • • • • •• 4-5 -14 2x4 II 2 Truss Type FLAT GIRDER TR 11 10 • • • 5x10 = 4x5 = • • 8 -10-0 13 -2 -2 4-4-2 8 -10-0 4-4-2 CSI TC 0.55 BC 0.60 WB 0.67 (Matrix) 3 Qty J PIy MAYDA & SIMONE 1 1 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:40:57 2009 Page 1 3x8 = 2x4 II 4-4-2 13 -2 -2 4-4-2 4 DEFL in (loc) Vert(LL) -0.12 9 Vert(TL) -0.32 9 Horz(TL) -0.08 6 5 8 3x4 = 2x4 I I 5x10 = Udefl >999 >656 n/a Ud 240 240 n/a 17-8-0 4-5 -14 17-8-0 4-5 -14 171-8 0 -3-8 Scale =1:33.5 7x6 = 6 7 2x4 I I PLATES GRIP MT20 244/190 Weight: 89 lb Fin foram G;OkISiJLTIEG Et'I9IA1EEKS, CAA. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 1EL - (305) 262 -6225 FAX - (305) 262 -2014 JUN042-0 • Job Truss 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 3301 • 1 0 -3-, 0 -3-8 ••1 6x6= • • • • • •••• • • •d•• F3 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 LOAD CASE(S) Standard 3-8 -12 3-8 -12 3-8 -12 3-8 -12 Truss Type FLAT REACTIONS (lb/size) 1= 251/04-0, 5= 251/0 -8-0 2 2x4 II • • • • • a SO • • • • • • • • •• 7 6 3x4 = LOADING (psf) SPACING 1 -0 -0 CSI TCLL 40.0 Plates Increase 1.00 TC 0.16 TCDL 10.0 Lumber Increase 1.33 BC 0.09 BCLL 0.0 Rep Stress Incr YES WB 0.10 BCDL 5.0 Code FBC2004fTPI2002 (Matrix) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=0/16, 1-2=-334/0, 2- 3=- 334/0, 3-4= -39/0, 4 -5= -93/0 BOT CHORD 7 -8 =0/40, 6 -7 =0/334, 5 -6 =0/334 WEBS 1- 7= 0/325, 2 -7 =- 133/0, 3- 6 =0/7, 3 -5= -327/0 Qty 4 5-8 -12 2 -0-0 5-8 -12 2 -0-0 BRACING TOP CHORD Ply MAYDA & SIMONE 1 3 3x4 = 2x4 II DEFL in (loc) 1/defi Vert(LL) -0.01 7 >999 Vert(TL) -0.01 7 >999 Horz(TL) -0.00 5 n/a Job Reference (optional) NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:40:57 2009 Page 1 L/d 240 240 n/a 9 -5-0 3-8-4 9 -5-0 3-8-4 PLATES MT20 Weight: 47 lb 4 2x4 II 3x4 = Scale = 1 :17.9 GRIP 244/190 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. OO l e fn"] d1 OO r["iril o ffornurn CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 202 -2014 JUN 0 4 2009 • Job 6 - 1 - 09 Royal Truss Corp, Hialeah Gardens, FL 3301 -2 -0-0 4 -11 -9 9 -0-0 2 -0-0 4-11 -9 4-0-7 LOADING (psf) SPACING 2 -0 -0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 LUMBER TOP CHORD 2 X 4 SYP SS `Except* 5-7 2 X 4 SYP No.2ND, 7-9 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 SLIDER Left 2 X 6 SYP No.2ND 2 -3 -13, Right 2 X 4 SYP No.3 2 -3 -13 REACTIONS FORCES (lb) TOP CHORD BOT CHORD WEBS NOTES Truss H1 ••• 5x12 MT20H= 9 -0-0 • • • • • • •• Truss Type ROOF TRUSS 14 -7 -15 5 -7 -15 14-7 -15 CSI TC 0.87 BC 0.60 WB 0.38 (Matrix) (lb /size) 2=2460/0-8-0, 12=2724/0-8-0, 22 =- 0/0 -1-8 Max Horz 2 = -8(LC 2) Max Uplift2 =- 1628(LC 2),12 =- 1531(LC 2) Max Gray 2= 2460(LC 1), 12 =2724(LC 1) 20 -2 -1 5-6 -3 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:40:58 2009 Page 1 3x4 = 4x6 = 7 8 20 -2 -1 Qty Ply 1 25 -10-0 5 -7 -15 25 -10-0 9 -0-0 5 -7 -15 5-6 -3 5 -7 -15 BRACING TOP CHORD BOT CHORD WEBS 1 5x12 MT2OH= • 334 12 • • • • 3x8 = • • • •• • • • 2441,•• 6 • 4 ,- _- 10 • • 8x1! • • • • 5x12 . - 'aft.... K •• •• •• 20 19 18 17 16 15 •5x12 3x8 = 5x12 MT20H WB= 3x4 = 3x8 = 7x12 = • • • 5x12 MT2OH VVB= •••• • • •••• • •• • • • • 9 Plate Offsets (X,Y): [2:0- 2- 15,Edge], [5:0 -7- 12,0 -2-4], [7:0- 3- 0,Edge], [9:0 -7- 12,0 -2.4], [12:1- 0- 6,0 -2 -0], [12:0- 0- 4,Edge], [13:0- 4 -4,Edge] DEFL in (loc) I/defl Vert(LL) 0.7017 -18 >582 Vert(TL) - 1.3217 -18 >311 Horz(TL) 0.30 12 n/a - Maximum Compression/Maximum Tension 1 -2 =0/41, 2 -3 =- 5303/2722, 3-4 =- 5219/2717, 4 -5 =- 5215/2792, 5 -6 =- 5027/2767, 6 -7 =- 6312/3561, 7- 8=- 6312/3561, 8- 9= 4897/2732, 9 -10 =- 5075 / 2755,10 -11= -4860/2618,11 -12= 4983/2628, 12 -13 =0/103,13- 14 = -0/2 2- 20=- 2352/4894,19 -20 =- 3251/ 6358,18 -19 =- 3251/ 6358,17 -18 =- 3251/6358,16 -17 =- 3235/6312, 15 -16 =- 3235/6312,12 -15 =- 2247/4512 4 -20 =- 79/378, 5 -20 =- 292/781, 6 -20 =- 1649/911, 6 -18= 0/109, 6 -17 =- 156/77, 8 -17 =0/177, 8 -15=- 1715/933, 9- 15=- 271/737,10 -15=- 154/514, 21- 22= 0/0,13- 22 =0 /0 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL =5.0p f; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) Provide adequate drainage to prevent water ponding. 11� 4) All plates are MT20 plates unless otherwise indicated. hh<<�� 5) This truss requires plate inspection per the Tooth Count Method when this s8<,;is ch assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) MAYDA & SIMONE Job Reference (optional/ 29 -10 -7 4-0-7 2x4 34-10-0 35 -7 9 -0-0 0 -3 -7 Ud 240 240 n/a 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1628 lb uplift at joint 2 and 1531 lb uplift at joint 12. Continued on page 2 34-10-0 , 38 -10-0 4-11 -9 4-0-0 Scale = 1:72.5 PLATES MT20 MT2OH Weight: 183 lb GRIP 244/190 187/143 Structural wood sheathing directly applied or 1 -10-4 oc purlins. Rigid ceiling directly applied or 3 -7 -11 oc bracing. 1 Row at midpt 6 -20, 8 -15 041sin `BOO p la n CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL F.E. 22249 n fOrgmlity 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JU 0 X09 Job 6 -1-09 Royal Truss Corp, Hialeah Gardens, FL 3301 LOAD CASE(S) Standard • • •••• • • • • • •• • • • •••• • • •••• • ••• • • • Truss H1 • • • • • • •• • • • • • • •••• • • • •••• • • •• •• • • • •••• • • • • • • •••• • • • •• • • •• • • • Truss Type ROOF TRUSS Ply MAYDA & SIMONE 1 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:40:58 2009 Page 2 04 Endo mo 110n l4kon CONSULTING ENGINEERS, P.A. CIVIL /' STRUCTURAL �:.. 222 SAW. MON TM NAIIAML FLA, 5.5155 I JUN 0 4 2009 L Job 6 -1-09 Royal Truss Corp, Hialeah Gardens, FL 33016 Plate Offsets (X,Y): LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 Continued on page 2 Truss H10 LOAD CASE(S) Standard 4-3-0 4-3-0 4-3-0 4-3-0 [3:0- 3- 0,0 -2 -10] SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2004fTP12002 Truss Type ROOF TRUSS CSI TC 0.42 BC 0.73 WB 0.29 (Matrix) 7 -5-0 3 -2-0 7 -5-0 3 -2-0 Qty Ply 1 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:40:58 2009 Page 1 2 DEFL in floc) Udefl Vert(LL) 0.12 5-6 >999 Vert(TL) -0.21 5 -6 >623 Horz(TL) 0.05 4 n/a MAYDA & SIMONE Job Reference (optional) Lid 240 240 n/a 11-8-0 4-3-0 11-8-0 4-3-0 Weight: 106 lb Scale = 1:19.8 PLATES GRIP MT20 244/190 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 4 -5 -12 BOT CHORD 2 X 6 SYP No.2ND oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 8-6 -15 oc bracing. REACTIONS (lb /size) 1= 3366/0 -8 -0, 4= 3366/0 -8 -0 Max Uplift1=- 1672(LC 2), 4=- 1672(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 7000/3475, 2- 3=- 6317/3222, 3- 4=- 6952/3447 BOT CHORD 1-6 =- 3218/6564, 5-6 =- 3127/6362, 4 -5 =- 3191/6517 WEBS 2- 6= 453/1899, 2- 5=- 196/103, 3 -5= 440/1916 NOTES 1) 2 -ply truss to be connected together with 10d (0.148 "x3 ") nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0 -9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc. Webs connected as follows: 2 X 4 -1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 5) Provide adequate drainage to prevent water ponding. 6) This truss requires plate inspection per the Tooth Count Method when this tru assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of at joint 1 and 1672 lb uplift at joint 4. 8) Girder carries tie -in span(s): 174-0 from 0-0 -0 to 11-8 -0 or qu N SULTING ENGINEERS PA CL / STRUCTURAL 1672 lb u g p t[ RE. 22249 7220 5.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 Z009 •••• • • •••• • • • • • • •••• • •• • • • •I•••• • •• • • • • • • • •••• • • • ••• • • • • • Job 6 -1-09 Royal Truss Corp, Hialeah Gardens, FL 33016 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:40:58 2009 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (plf) Vert: 1-2=-110, 2- 3 = -110, 3- 4=- 110,1- 4= -502(F =-482) • •• • • • ••• • • • • • Truss Truss Type H10 • • •• •• • • • •••• • • • • •••• • • • • • •• • • •• • • • ROOF TRUSS Qty 1 Ply MAYDA & SIMONE 2 Job Reference o .tional) Oo i l ca u d OO GW o ff OO rhun n) CONSULTING ENGINEERS. P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI. FLA, 33155 TEL - ( 305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2009 Job Truss Truss Type 6 -1-09 H11 I ROOF TRUSS I Royal Truss Corp, Hialeah Gardens, FL 33016 •••N• • • • • ••• • • i•7• • I • • • • • • • • -2 -0-0 2 -0-0 •••• • • • • LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 •••• • • • • • •••• • • •••• •• • • • • •• 4x5 = LOAD CASE(S) Standard 3 -11-0 3 -11-0 • • • • • • •• 3.50 Fir • • • • • • • • • • • •• BOT CHORD 2 X 4 SYP SS *Except* 2 -10 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 LBR SCAB 8 -10 2 X 4 SYP SS one side WEDGE Right: 2 X 4 SYP No.3 3 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004ITPI2002 REACTIONS (lb /size) 2= 1386/0 -8 -0, 8= 1088/0 -3-8 Max Horz 2 =76(LC 2) Max Uplift2=- 1033(LC 2), 8= -447(LC 2) CSI TC 0.59 BC 0.64 WB 0.28 (Matrix) • • Qty Ply MAYDA & SIMONE 1 1 JJob Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:40:58 2009 Page 1 7-6-0 8-6-0 12 -1-0 3 -7-0 1 -0-0 3 -7-0 4x6 = 5x12 = 4 5 2x4 OEMs,,, 10 9 11 5x8 =3x5 = Plate Offsets (X,Y): [5:0- 6- 0,0- 1 -12], [7:Edge,0 -2 -6], [10:0.4- 0,0 -3 -0] LUMBER BRACING TOP CHORD 2 X 4 SYP SS *Except* TOP CHORD 4 -5 2 X 4 SYP No.2ND enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 4) Provide adequate drainage to prevent water ponding. 5) This truss requires plate inspection per the Tooth Count Method when this truss i assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of at joint 2 and 447 lb uplift at joint 8. DEFL in (loc) I/defl Vert(LL) 0.31 7 -9 >650 Vert(TL) -0.70 7 -9 >292 Horz(TL) 0.07 8 n/a 2x4 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/43, 2- 3=- 2354/1013, 3-4=- 2037/948, 4 -5 =- 1926/962, 5-6 =- 2179/1033, 6 -7 =- 3064/1519 BOT CHORD 2 -10 =- 841/2121, 9 -10= 449/2073, 9 -11 =- 1403/2904, 7 -11 =- 1403/2904, 7 -8 =0 /0 WEBS 3 -10 =- 283/89, 4 -10 =0/265, 5 -10 =- 545/276, 5 -9= 456/895, 6 -9 =- 928/610 6 7-6-0 8-6-0 16 -0-0 74-0 1 -0-0 7-6-0 r quality 3g3g7 TEL -I L/d 240 240 n/a 16 -0-0 3 -11-0 Weight: 91 lb 17-6-0 I 1-6-0 Scale = 1:33.0 • --41111111111111111111111111 II I II- 1111.0.1.16.. 7 •• ►1 •• •• 5x8 =� I 17-6-0 1-6-0 PLATES GRIP MT20 244/190 Structural wood sheathing directly applied or 2 -11 -1 oc purlins. BOT CHORD Rigid ceiling directly applied or 6 -0 -14 oc bracing. NOTES 1) Attached 9 -10-8 scab 8 to 10, front face(s) 2 X 4 SYP SS with 1 row(s) of 10d (0.148 "x3 ") nails spaced 9" o.c.except : starting at 0 -0 -0 from end at joint 10, nail 1 row(s) at 7 o.c. for 2 -0 -0; starting at 7-4-8 from end at joint 10, nail 1 row(s) at 2 o.c. for 2 -0 -0. 2) Unbalanced roof live loads have been considered for this design. 1 3) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL =5.0psf; ( , g , � � <� (�;� a i d O lffllf " ff ©pt i rt CONSULTING ENGINEERS, P.A, CIVIL / STRUCTURAL P.E. 22249 39th TERR MIAMI, FLA, 33155 62 -6225 FAX - (305) 262 -2014 JUN 0-CZERI9 • Job 6 -1-09 Royal Truss Corp, Hialeah Gardens, FL 33016 • •• • • WEBS 5 -11 -9 11 -0-0 2 -0-0 5 -11 -9 5 -0-7 1 -2 -0-0 3.50 Fli •••• • • •• •••• ••3x4"F •••• • 4 • .dr • • • ••• • •• 3 11 • •••• •••• 5x12 • • •••78•• 18 17 16 15 • • 2x4 11 3x8 = 7x12 = 5x12 MT2OH WB= 3x5 = 7x12 = • • ••• • • 5x12 • • BOT CHORD • FORCES (lb) - TOP CHORD •••• • • •••• • • • • • • • • H2 5 -11 -9 5 -11 -9 Continued on page 2 Truss •2sc4 •I P • • • • • • • • • • • •• 11 -0-0 5 -0-7 LUMBER TOP CHORD 2 X 4 SYP SS "Except* 5-8 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP SS *Except* 17 -20 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.3 2- 10 -10, Right 2 X 4 SYP No.3 2 -10 -10 Truss Type ROOF TRUSS 15 -3 -15 4-3 -15 6x12 MT2OH= LOADING (psf) SPACING 2 -0-0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TP12002 6 21 20 19 3x4 = 5x8 WB= 3x8 = 15-3-15 4-3 -15 2x4 II CSI TC 0.88 BC 0.98 WB 0.49 (Matrix) REACTIONS (lb /size) 2= 2460/0 -8 -0,12= 2724/0 -8 -0, 24 = -0/0 -1 -8 Max Horz 2 = -8(LC 2) Max Uplift2 =- 1611(LC 2),12 =- 1514(LC 2) Max Gray 2= 2460(LC 1), 12=2724(LC 1) Qty I Ply MAYDA & SIMONE 1 1 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:40:59 2009 Page 1 19-6 -1 23 -10-0 28 -10 -7 4-2 -3 4-3 -15 5 -0-7 3x8 = 7 5x12 MT2OH= 8 19-6 -1 23 -10-0 I 28 -10 -7 423 4-3-15 5 -0-7 DEFL in (loc) Vert(LL) 0.5818 -19 Vert(TL) - 1.1018 -19 Horz(TL) 0.29 12 BRACING TOP CHORD NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL =5.0psf; Cate enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is c assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 24. 4x6 3x4 9 10 2x4 II l/defl >704 >373 n/a Maximum Compression/Maximum Tension 1 -2 =0/41, 2-3 =- 5421/2686, 3-4 =- 5329/2694, 4 -5= 4919/2655, 5- 6=- 5290/2967, 6 -7 =- 5290/2967, 7- 8= 4642/2608, 8- 9=- 4805/2631, 9- 10=- 4842/2621,10 -11 =- 5019/2610,11 -12 =- 512212604, 12-13=0/103, 13-14=-0/2 2 -22 =- 2346/5030, 21 -22 =- 2346/5030, 20- 21=- 224214692,19 -20 =- 2242/4692,18 -19 =- 2588/5263, 17 -18 =- 2588/ 5263,16 -17 =- 2588/ 5263,15 -16 =- 2257/4706,12 -15 =- 2257/4706 4 -22= 0/125, 4 -21= 408/112, 5 -21 =- 25/281, 5 -19 =- 447/956, 6 -19= 457/332, 7 -19 =- 105/155, 7 -18 =0/70, 7- 16=- 984/460, 8-16=-292/712, 10-16=-139/139, 10-15=-34/138, 23- 24=0/0.13 24=0 /11 34-10-0 5 -11 -9 34-10-0 35 5-11 -9 0-4-0 38 -10-0 I 4-0-0 Scale = 1:72.5 Plate Offsets (X,Y): [2:0- 04,0 -3-4], [5:0- 6- 0,0- 1 -12], [8:0 -7- 12,0 -2-4], [9:0- 3- 0,Edg_e], [12:1- 0- 6,0 -2-0], [12:0- 0- 4,Edge], [13:0- 4- 4,Edge] Lid 240 240 n/a PLATES MT20 MT2OH Weight: 190 lb 5x6 �? 13 14 j GRIP 244/190 187/143 Structural wood sheathing directly applied or 2 -0 -7 oc purlins. BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 200 Job 6 -1-09 Royal Truss Corp, Hialeah Gardens, FL 33016 NOTES 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1611 lb uplift at joint 2 and 1514 lb uplift at joint 12. LOAD CASE(S) Standard •I • •• •• • ••• • • • ••• • • •• • Truss H2 • • •• •• Truss Type 1 Qty Ply MAYDA & SIMONE ROOF TRUSS 11 1 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:40:59 2009 Page 2 Job Reference (optional) KWARittiM, RA. rtun JUN 0 4 2009 • • Royal Truss Corp, Hialeah Gardens, FL 33016 •I • • • • ••• • •• 1 -2 - 0 - 0 1 • • WEBS 2 -0-0 •• • • • • •••• •••• • • • • •• 2 • FORCES (lb) - TOP CHORD BOT CHORD •3x8 •• 4x5 = • ••• 20 :.•3x8 • • ••254 II 7x1a _ • • • • • • •••• • • • • • ••• • Continued on page 2 Truss Truss Type H3 6 -11 -9 13 -0-0 6 -11 -9 6 -0-7 6 -11 -9 • • • • • • • • • • • •• 3.50 FIT 13 -0-0 6 -11 -9 6 -0-7 LOADING (psf) SPACING 2 -0-0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC20041TP12002 BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 SLIDER Left 2 X 6 SYP No.2ND 3 -4 -14, Right 2 X 4 SYP No.3 3-4 -14 ROOF TRUSS 5x12 MT2OH = 19 18 5x12 MT2OH WB= 3x8 = 17-5-0 4-5-0 CSI TC 0.90 BC 0.70 WB 0.61 (Matrix) REACTIONS (lb /size) 2=2460/0-8-0, 12=2724/0-8-0, 22=- 0/0 -1 -8 Max Horz 2 = -8(LC 2) Max Uplift2=- 1593(LC 2),12=- 1496(LC 2) Max Gray 2= 2460(LC 1), 12=2724(LC 1) • 3x4 4x6 7 3x4 = 14114 rAl. 21 -10 -0 8 -10-0 LUMBER BRACING TOP CHORD 2 X 4 SYP SS *Except* TOP CHORD 6-8 2 X 4 SYP No.2ND Qty Ply MAYDA & SIMONE 1 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:40:59 2009 Page 1 21 -10-0 4 -5-0 5x12 MT20H� 17 16 3x8 = 5x8 WB= 27 -10 -7 34-10-0 6 -0-7 6 -11 -9 27-10-7 6 -0-7 4x6 3x4 9 10 15 2x4 II DEFL in (loc) I/defl Vert(LL) 0.4615 -17 >883 Vert(TL) - 0.9917 -18 >416 Horz(TL) 0.27 12 n/a Maximum Compression /Maximum Tension 1 -2 =0/41, 2 -3 =- 5492/2689, 3.4 =- 5364/2703, 4 -5= 4607/2437, 5 -6= 4546/2451, 6 -7= 4385/2435, 7- 8=- 4348/2425, 8- 9= 4508/2439, 9- 10= 4565/2426, 10- 11=- 5111/2634,11 -12 =- 5226/2622, 12-13=0/103, 13-14=-0/2 2-20=-2350/5079, 19-20=-2350/5079, 18- 19=- 2350/5079,17 -18 =- 2156/4553, 16- 17=- 2277/4814, 15 -16 =- 2277/4814,12 -15 =- 2277/4814 4 -20= 0/105, 4 -18 =- 809/370, 6 -18 =- 200/590, 7 -18= 479/202, 7 -17 =- 519/216, 8 -17 =- 191/575, 10-17=-569/303, 10-15=0/118, 21-22=0/0, 13-22=0/0 wll 11 3x6 3x6 12 7x12 = 3x5 = 34-10-0 3511 -7 6 -11 -9 0 -3 -7 Plate Offsets (X,Y): [2:0- 5- 5,0 -2 -5], [2:0- 0- 5,0 -1 -5], [5:0- 3- 0,Edge], [6:0 -7- 12,0 -2-4], [8:0- 7- 4,0 -2-4], [9:0- 3- 0,Edge], [12:0- 0- 4,Edge], [12:1 -0-6 ,0 -2 -0], [13:0- 4- 4,Edge] L/d 240 240 n/a s ill 38 -10-0 4-0-0 Scale = 1:72.5 5x6 4 ? If ti • 13 14 in", L 0 PLATES MT20 MT2OH Weight: 185 lb GRIP 244/190 187/143 Structural wood sheathing directly applied or 2 -0-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 4 -3 -1 oc bracing. Irt u NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. @�!Gb. / 5 ) This truss requires plate inspection per the Tooth Count Method when this tru is.L'fi r oatua(: � � �� assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 22. Exp C MANE M, fiRkkfirURAd MAO JUN 0 4 2009- • • • • • • Job 6 -1 -09 • • Royal Truss Corp, Hialeah Gardens, FL 33016 NOTES 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1593 lb uplift at joint 2 and 1496 lb uplift at joint 12. LOAD CASE(S) Standard •♦.• • • •••• • • • ••• • •••• • •• • •••• • • •• • • •••• •• • • • •• • • • • •••• •••• • • • • •• • .• . • • • •••. •• • • • • Truss H3 • • • • • • •• • • • S. •• • • • • • • • • • • • •• Truss Type ROOF TRUSS Qty Ply MAYDA & SIMONE 1 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:40:59 2009 Page 2 Oo pOcando tMrfl . fforrtui n CONSULTING ENGINEERS, P.A. CIVIL ! STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2009 • •• • • • • Job 6 -1-09 4 Royal Truss Corp, Hialeah Gardens, FL 33016 6,••• • • 00000 • • • 0000 • ••••• • WEBS 1 - - 5 -7 -7 10 -3 -11 15 -0-0 2 -0-0 5 -7 -7 4-8 -5 4-8-5 •••••• •••• • •••• • BOT CHORD •••• • • • • • • •• • • 2 •••• • fxx2 = Plate Offsets (X, LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 FORCES (lb) TOP CHORD • 5x12 •••• • • •••• •• • • • • Truss H4 7 -11 -9 7 -11 -9 • • 4A• • (Tv,. •• •• giiii •••••• 21 • • • • • 3x4 = • • • • • • •• 3.50 12 6 SPACING 2-0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 Truss Type ROOF TRUSS 3x4 Y): [2:0-0-4,0-3-4], [5:0-3-0,Edge], 5x6 = 7 20 19 5x8 WB= 3x8 = CSI TC 0.85 BC 0.92 WB 0.60 (Matrix) REACTIONS (lb /size) 2=2460/0-8-0, 13=2724/0-8-0, 23= 0/0 -1-8 Max Horz 2 = -8(LC 2) Max Uplift2=- 1576(LC 2), 13=-1479(LC 2) Max Gray 2= 2460(LC 1),13= 2724(LC 1) 5x12 MT2OH= 8 Qty 1 18 17 3x4 = 5x12 MT2OH WB= LUMBER BRACING TOP CHORD 2 X 4 SYP SS *Except* TOP CHORD 7 -8 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP SS *Except* 17 -20 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.3 2-8-4, Right 2 X 4 SYP No.3 2-8-4 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL= 5.0psf; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this tru assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 23. Ply 1 19 -10-0 24-6-5 29 -2 -9 4-10-0 4-8-5 4-8-5 DEFL in (loc) Vert(LL) 0.4616 -18 Vert(TL) - 0.9416 -18 Horz(TL) 0.27 13 MAYDA & SIMONE Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 0317:41:00 2009 Page 1 3x4 2x4 9 4x6 10 11 12 13 5x6 IF.' �._ '�►c 14 15 I o T� • 5x12 ._.I 0 16 3x4 = 15 -0-0 19 -10-0 26 -10 -7 34-10-0 7 -0-7 4-10-0 7 -0-7 7 -11 -9 I/defl >887 >434 n/a - Maximum Compression/Maximum Tension 1 -2 =0/41, 2-3 =- 5419/2625, 3-4=- 5329/2629, 4- 5=- 5140/2543, 5- 6=- 5101/2554, 6- 7= 4184/2241, 7- 8=- 3964/2209, 8- 9= 4164/2236, 9- 10= -4905/ 2498,10 -11= -4936/2487,11 -12 =- 5018/2544, 12- 13=- 5143/2543,13 -14= 0/103,14- 15 =-0/2 2 -21 =- 2279/5020, 20- 21 = -2182 /4750,19 -20 =- 2182/4750,18 -19 =- 1728/3942,17 -18 =- 2156/4657, 16 -17 =- 2156/4657,13 -16 =- 2188/4689 4 -21 =- 200/145, 6 -21= 0/291, 6 -19 =- 986/548, 7 -19 =- 253/639, 8 -19 =- 249/296, 8 -18 =- 248/633, 9 -18 =- 901/524, 9- 16= 0/132,11 -16 =- 29/131, 22-23=0/0, 14-23=0/0 Lid 240 240 n/a 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1576 lb uplift at joint 2 and 1479 lb uplift at joint 13. Continued on page 2 34-10-0 38 -10-0 5 -7 -7 4 -0-0 7x12 = 3x5 = 36a-0 04-0 [8:0- 6- 0,0- 1 -12], [10:0- 3- 0,Edgej, [13:0- 0- 4,Edge], [13:1- 0- 6,0 -2 -0], [14:0- 4- 4,Edge] PLATES MT20 MT2OH Weight: 187 lb GRIP 244/190 187/143 Structural wood sheathing directly applied or 1 -10 -13 oc purlins. BOT CHORD Rigid ceiling directly applied or 2 -2-0 oc bracing. offila[nd0 11T o u0O PauII Exp C; CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 S Cl� 7. o r cfa� W. 39th TE MIAMI, FLA, 33155 - g TEL - (3d5 RR ) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2009 Scale = 1:72.5 ee Job 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 33016 LOAD CASE(S) Standard •••• • • •••• • • •••••• • • • 00000 • ••••• • Truss H4 •••• • • • • •••• • • • • •• •••• • • • ••.••. • •• • • •••••• • • •••• • •••••• • • •••• • • • ••• •••••• •••• • • • • •• •• •• • •••••• • • • • •••• • • • • • •••• • • • • •• • • • •••• Truss Type ROOF TRUSS Qty Ply MAYDA & SIMONE 1 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 0317:41:00 2009 Page 2 Orlando formal r�i CONSULTING ENGINEERS, RA, CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262-6225 FAX - (305) 262-2014 JUN 0 4 -. Job Truss Truss Type Qty Ply MAYDA & SIMONE 6 - 1 - 09 H5 ROOF TRUSS 1 1 Job Reference (optional) •• • • • • Royal Truss Corp, Hialeah Gardens, FL 33016 5005•• • • • •yI.•• • • •••�• •• • • • • •0.5 •••• • • • • •••• • • • • • 400 12 • •• • • • •• • •• • ••3R4 i •• • ••••?• 1r- O • • • • •05.05 • • 1 -1 -5-8 3 -2-8 5-8-8 9 -0-0 12 -10-8 15-4-8 I 1 -5-8 3 -2-8 2-6-0 3-3-8 3 -10-8 2-6-0 LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 FORCES (lb) - TOP CHORD BOT CHORD WEBS • • •• •••••4 f1 i i►ti •5q•• • • 25 8•••5 • 26 • 7x8 5a1011IPT20H i • • • : 3xf S ;7x6 x.40 12 •••• SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP No.2ND *Except* 18-20 2 X 6 SYP SS WEBS 2 X 4 SYP No.3 WEDGE Right: 2 X 8 SYP No.2 SLIDER Left 2 X 4 SYP No.3 1-6-0 4x8 = 6 24 3x4 = REACTIONS (lb /size) 2=2310/0-8-0, 15=2310/0-8-0 Max Uplift2=- 1473(LC 2),15=- 1473(LC 2) Continued on • a . e 2 2x4 I I 3x4 = 7 8 23 22 7x12 = 7x12 = CSI TC 0.68 BC 1.00 WB 0.80 (Matrix) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 0317:41:01 2009 Page 19 -10-8 4-6 -0 0x618 3 -2-8 54.8 9 -0-0 1 12404 1544 1940-8 0-6-8 2-8-0 2-6-0 3 -3-8 3 -10-8 2-6-0 4-6-0 BRACING TOP CHORD NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; C enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss i assurance inspection. 1 21404 1 24-1-0 2 -0-0 2 -2-8 4x8 = 3x4 = 3x5 = 9 10 11 5x6 = 12 1 15 c � \ n ._ �:� ` 1 18 o 0 10x10 = 17 7x6 = 5x10 II 20 19 21 7x6 = 3x8 = 7x6 = MAW/ 1 21 -10-8 24-1-0 27 -10-8 2 -0-0 2 -2-8 3 -9-8 DEFL in (loc) I/defl Vert(LL) 0.43 22 >904 Vert(TL) -0.81 22 >482 Horz(TL) 0.29 15 n/a 27 -10-8 1 29 -10-8 3 -9-8 2 -0-0 Lid 240 240 n/a Maximum Compression/Maximum Tension 1 -2 =0/53, 2-3 =- 3951/1937, 3-4 =- 3857/1935, 4- 5=- 4947/2568, 5- 6= 4320/2352, 6- 7=- 4672/2649, 7- 8=- 4672/2650, 8- 9= 4349/2525, 9 -10 =4790/ 2673,10 -11= 4790/2673,11 -12 =- 4443/2458, 12-13=4793/2559, 13-14=-6081/3089, 14-15=-4083/1978, 15 -16 =0/53 2 -26 =- 1537/3449, 25 -26 =- 1524/3440, 24 -25 =- 2106/4520, 23 -24 =- 1805/3957, 22- 23=- 2111/4391, 21 -22 =- 2017/4226, 20- 21=- 2176 /4546,19 -20 =- 2227/4764,18 -19 =- 2575/5519,17 -18 =- 1613/365 15 -17 =- 1578/3553 4 -26 =- 773/459, 4 -25 =- 654/1236, 5 -25 =- 37/268, 5 -24 =- 694/367, 6 -24 =- 220/563, 6 -23 =- 559/1083, 7 -23 =- 310/234, 8 -23 =- 226/583, 8 -22 =- 877/501, 9 -22 =- 100/271, 21- 27=- 1393/733, 9 -27 =- 1420/747, 9- 20 = -378/ 983,11 -20 =- 303/591,11 -19 =- 748/377,12 -19 =- 671/1373,13 -19 =- 1 13 -18 =- 209 / 652,14 -18 =- 1128/2236,14 -17 =- 1293/712 3x4 13 3x8 14 33 -1-0 1 34 -6-8 3 -2-8 1-5-8 Scale = 1:62.3 1 29 -10-8 32-6 -8 9-1 2 -0-0 2-8-0 0-6-8 Plate Offsets (X,Y): [2:0- 11- 0,0 -2-8], [2:0- 1- 7,0- 4 -13], [6:0- 54,0 -2 -0], [12:0- 3- 0,0 -2-4], [15:0 -0- 6,14 -9], [15:0 - 04,0 -0 -3], [20:0- 3- 0,0- 4 -12], [27:0 -2 -0 ,0 -2 -0] PLATES MT20 MT2OH 4x10 = Weight: 226 lb GRIP 244/190 187/143 Structural wood sheathing directly applied or 2 -2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4 -10-0 oc bracing. orrHeIl do u OO U lur Y CONSULTING ENGINEERS, P.A. C; CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL -.1305) 262 -6225 FAX - (305) 262 -2014 chosen for quality Job 6 - 1 - 09 Truss H5 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:01 2009 Page 2 NOTES 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1473 lb uplift at joint 2 and 1473 lb uplift at joint 15. LOAD CASE(S) Standard 00000 • • • •s•••• • • •. •.•. • • •••• • • 0000 • •••. • • • ••••• 00000 • • •••• • • • • •••• • • • • •••• • •• • • • •.•••• • •• • ••.••• • •••• •••••• • •••• • 000000 • • • • •• •• •. .••••. • • • • ..• • • • • • •••• • • • • •• • • •• • • • Truss Type ROOF TRUSS Qty Ply 1 1 MAYDA & SIMONE CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL RE. 22240 220 S.W. Ii TERR MIAMI, FLA, 3155 TEL = (0) 262-42 FAX - (505) 262 -2014 JUN 0 4 2009 Job 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 33016 00000 •• • •••1i•• • I 4 •d••• • • • . • • • • • •••••• • • 1 - 1-5-8 3 -2-8 1-5-8 3 -2-8 •••• • • •••• • • SAO Pr • • • Truss H6 5-8-8 2-6-0 • • • • • • •• • •••ma y • • •••••• 3x5 y • • 5 • • • •• ••••••4 3 • . • • 25 • : 26 • 7x8 • 6121V1T20Hy • • • • 3x4 • ;7x6 2.40 12 9 -0-0 LOADING (psf) SPACING 2 -0-0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP No.2ND *Except* 18 -20 2 X 6 SYP SS WEBS 2 X 4 SYP No.3 WEDGE Right: 2 X 8 SYP No.2 SLIDER Left 2 X 4 SYP No.3 1-6-0 Truss Type ROOF TRUSS 4x8 = 3x4 = 3-3-8 3 -10-8 6 12 -10-8 REACTIONS (lb /size) 2=2310/0-8-0, 15=2310/0-8-0 Max Uplift2=- 1473(LC 2),15=- 1473(LC 2) FORCES (lb) - TOP CHORD BOT CHORD WEBS Continued on page 2 1 15-4 -8 I 2-6-0 2x4 I I 3x4 = 7 CSI TC 0.68 BC 1.00 WB 0.80 (Matrix) 8 24 23 22 7x12 = 7x12 = 19 -10-8 BRACING TOP CHORD NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. Qty Ply MAYDA & SIMONE 1 1 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:41:02 2009 Page 1 1 21 -104 24-1-0 I 4-6-0 2 -0-0 2 -2-8 4x8 = 3x4 = 5x6 = 12 3x5 = 9 10 11 20 19 21 7x6 = 3x8 7x6 = 3f1Q� 12 DEFL in (loc) Udefl Vert(LL) 0.43 22 >904 Vert(TL) -0.81 22 >482 Horz(TL) 0.29 15 n/a 13 -18 =- 209 / 652,14 -18 =- 1128/2236,14 -17 =- 1293/712 old Cate 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 27 -10-8 1 29 -10-8 33 -1-0 1 34 -6.8 3 -9-8 2 -0-0 3 -2-8 1 -5-8 Scale = 1:62.3 Lid 240 240 n/a a f 3x4 13 3x8 11 15 �.�� I, O O 14 18 10x10 = 17 7x6 = 5x10 II 4x10 = 0r6i8 3 -2-8 5-8-8 9 -0-0 12 -10-8 15-4-8 ( 19 -10-8 1 21404 1 24-1-0 27 -10-8 1 29404 1 32-6 -8 341-0 0-6-8 2-8-0 2-6-0 3 -3-8 3 -10-8 2-6-0 4-6-0 2 -0-0 2 -2-8 3 -9-8 2 -0-0 2-8-0 0-6-8 Plate Offsets (X,Y): [2:0-11-0,0-2-8], [2:0-1-7,0-4-13], [6:0-5-4,0-2-0], [1 2:0-3-0,0-2-4], [1 5:0-0-6,1-4-9], [1 5:0- 0- 4,0 -0 -3], [20:0-3-0,0-4-12], [27:0-2-0 ,0 -2 -0] PLATES MT20 MT2OH Weight: 226 lb CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL Exp C P.E. 22249 7220 5.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 GRIP 244/190 187/143 Structural wood sheathing directly applied or 2 -2 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4 -10 -0 oc bracing. Maximum Compression/Maximum Tension 1 -2 =0/53, 2 -3 =- 3951/1937, 3-4=- 3857/1935, 4 -5 =- 4947/2568, 5 -6= 4320/2352, 6 -7 =- 4672/2649, 7- 8= 4672/2650, 8- 9= 4349/2525, 9- 10= -4790/ 2673,10 -11= -4790/2673,11 -12 =- 4443/2458, 12- 13= 4793/2559, 13 -14=- 6081/3089, 14- 15=- 4083/1978,15 -16 =0/53 2- 26=- 1537/3449, 25 -26 =- 1524/3440, 24- 25=- 2106/4520, 23 -24=- 1805/3957, 22- 23=- 2111/4391, 21 -22 =- 2017/4226, 20 -21 =- 2176/4546,19 -20 =- 2227/4764, 18 -19 =- 2575/5519,17 -18 =- 1613/3654, 15 -17 =- 1578/3553 4 -26 =- 773/459, 4 -25=- 654/1236, 5 -25=- 37/268, 5 -24= 494/367, 6 -24=- 220/563, 6 -23 =- 559/1083, 7 -23 =- 310/234, 8 -23 =- 226/583, 8 -22 =- 877/501, 9 -22 =- 100/271, 21- 27=- 1393/733, 9 -27 =- 1420/747, 9- 20 = -378/ 983,11 -20 =- 303 / 591,11 -19 =- 748 /377,12 -19 =- 671/1373,13 -1 1231/626, do u® lorrtul 1s) JUN 0 4 2009 L • • Job 6 -1 -09 •• • •••••• • • • • • • •••• •I • •••• • •••• • • • •••••• • ••••• Truss H6 LOAD CASE(S) Standard •••• • • • • •••• • • • • •••• • •• • • • •••••• • •• • • •••••• •••• 000000 • • • • ••• •••••• • • •• •• •• •••••• • • • •••• • • • • • •••• • • • • •• • • •• • • • Truss Type ROOF TRUSS Qty 1 Ply 1 MAYDA & SIMONE Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:02 2009 Page 2 NOTES 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1473 lb uplift at joint 2 and 1473 lb uplift at joint 15. oHondo rrlr o ffortun CONSULTING ENGINEERS. P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2001 •• • • • • Job 6 -1-09 • • Royal Truss Corp, Hialeah Gardens, FL 33016 • • • • •• • Si 000 • •• • • t • • •••••• • ••••• • WEBS 6 -7-5 13 -0-0 1-5-8 6 -7 -5 6-4-11 I -1 -5-8 BOT CHORD •••• • • •••• •••• • • • • • 2 • • • • •••••o 3 • • LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 FORCES (lb) - TOP CHORD LOAD CASE(S) Standard Truss ITruss Type H7 • • • • • • •• •• :••• 3x4 i5 •••••• • •••• 6xe 1'� • 4 x5 i • • • • ••ke� • • ••2x4 • • • • • 18 3x5 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 SLIDER Left 2 X 6 SYP No.2ND 3-4-10, Right 2 X 6 SYP No.2ND 3-4 -10 ROOF TRUSS 5.001 REACTIONS (lb /size) 2=2310/0-8-0, 11=2310/0-8-0 Max Uplift2 =- 1438(LC 2),11 =- 1438(LC 2) 5x10 6 17 16 4x6 = 3x4 = CSI TC 0.79 BC 0.91 WB 0.67 (Matrix) 20 -1-0 7 -1-0 2 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:02 2009 Page 1 4x10 = 7 BRACING TOP CHORD BOT CHORD WEBS Ply 15 14 3x8 = 4x6 = DEFL in (loc) Vert(LL) 0.2813 -15 Vert(TL) -0.5915 -16 Horz(TL) 0.23 11 MAYDA & SIMONE 26 -5 -11 06 6 -7 -5 I 13 -0-0 I 20 -1-0 I 26 -5 -11 0-6-8 6 -0-13 6-4-11 7 -1-0 6-4-11 Plate Offsets X, : 2:0 - 12,0 - 0],[6:0 - 5 - 1 2,0 [7:0 [11:0 6-4-11 6 -7-5 3x5 8 3x4 9 Udefl >999 >654 n/a Maximum Compression/Maximum Tension 1 -2 =0/45, 2 -3 =- 4110/2016, 3-4=- 3957/2037, 4 -5 =- 3323/1786, 5 -6 =- 3207/1804, 6 -7 =- 2945/1773, 7 -8 =- 3206/1802, 8- 9=- 3321/1784, 9- 10=- 3958/2038, 10-11=4110/2016, 11-12=0/45 2 -18 =- 1605/ 3581,17 -18 =- 1605 / 3581,16 -17 =- 1605/ 3581,15 -16 =- 1210/2947,14 -15 =- 1605/3581, 13 -14 =- 1605/3581, 11 -13 =- 1605/3581 4 -18 =0/96, 4 -16 =- 712/433, 6 -16 =- 123/455, 6-15=-271/266, 15-19=-125/450, 7 -19 =- 124/448, 9- 15=- 804/436, 9 -13 =0/94 13 2x4 II Ud 240 240 n/a 33 -1-0 10 4x5 6x8 = 4x5 32-6 -8 6 -0-13 0-6-8 PLATES GRIP MT20 244/190 Weight: 181 lb P 4-6-8 1 1-5-8 Scale =1:61.1 Structural wood sheathing directly applied or 2 -2 -0 oc purlins. Rigid ceiling directly applied or 4 -6 -14 oc bracing. 1 Row at midpt 6 -15 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL =5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss i 5) Provide mechanical connection (by others) of truss to bearing plate capable of :r•. , niTIlrt 1 OO [�tt o ifOC�I�n assurance inspection. joint 2 and 1438 lb uplift at 11. 0N SULTING ENGINEERS, P.A. at joint p 1 CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2009 • Job 6 -1-09 • •• Royal Truss Corp, Hialeah Gardens, FL 33016 ••• ••• • • • •••• • , • •••• • I • 1 1 1 -5-8 5 -1 -12 10 -0-14 I 15 -0-0 I 18 -1 -0 I 23 -0-2 I 27 -11-4 I 33 -1-0 1 346 -8 1 -5-8 5 -1 -12 411 -2 411 -2 3 -1-0 4-11 -2 4-11 -2 5 -1 -12 1-5-8 Scale = 1:61.1 • • •••• •••• • • • • •• • • • • • w4r• • • 2 • {Truss H8 ° - =- • • • •••• • • 6 x 8 {••• • • • • • 4x10G • • • •••• LOADING (psf) SPACING 2 -0 -0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress lncr YES BCDL 10.0 Code FBC20041TPI2002 LOAD CASE(S) Standard • • • • • • •• • ii •.5 1x5 6. • •• • 20 • •• 3x4 = Truss Type Qty I Ply ROOF TRUSS 5.00 PT 3x4 6 REACTIONS (lb /size) 2=2310/0-8-0, 13=2310/0-8-0 Max Uplift2=- 1420(LC 2), 13=-1420(LC 2) 4x8 = 7 19 18 4x5 = 3x4 = 8 0[618 7 -11-4 I 15 -0-0 I 18 -1-0 0-6-8 7-4-12 7 -0-12 3 -1-0 Plate Offsets (X,Y): 12:0 -1- 12,0 -3 -0], [7:0-5-4,0-2-0], [1 3:0 -1- 12,0 -3 -0 CSI TC 0.94 BC 0.93 WB 0.71 (Matrix) 4x6 = 17 16 3x8 = 4x5 = 25 -1 -12 7 -0-12 MAYDA & SIMONE 3x4 9 15 3x4 = DEFL in (loc) Udefl Lid Vert(LL) 0.2918 -20 >999 240 Vert(TL) - 0.6218 -20 >624 240 Horz(TL) 0.22 13 n/a n/a FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/45, 2- 3=- 4065/1999, 3-4 =- 3967/2010, 4 -5 =- 3737/1907, 5-6 =- 3675/1920, 6- 7=- 2937/1647, 7 -8 =- 2620/1599, 8- 9=- 2939/1648, 9 -10 =- 3673/ 1919,10 -11 =- 3737/1906,11 -12 =- 3967/2010, 12 -13 =- 4065/1999,13 -14 =0/45 BOT CHORD 2- 20= -1586/ 3559,19 -20 =- 1387 / 3265,18 -19= -1387/ 3265,17 -18 =- 961/2617,16 -17 =- 1387/3265, 15- 16=- 1387/3265,13 -15 =- 1586/3559 WEBS 4 -20 =- 254/226, 6 -20= 49/323, 6 -18 =- 890/574, 7 -18 =- 334/682, 7 -17 =- 238/249, 8 -17 =- 334/674, 9- 17= 487/573, 9 -15= -48/322,11 -15 =- 255/226 3x5 10 2x4 11 32-6 -8 3i -1 7-4-12 0-6-8 MT20 Weight: 191 lb NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this tru n assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of vd] 1 g 1420 Ili CatitftTING ENGINEERS, RA. at joint 2 and 1420 lb uplift at joint 13. CIVIL /STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 2 1 Job Referencefoptional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:41:03 2009 Page 1 12 13 M la 6x8 = 4x10 PLATES GRIP 244/190 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 1-4-4 BOT CHORD 2 X 4 SYP No.2ND oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. SLIDER Left 2 X 6 SYP No.2ND 2 -7-0, Right 2 X 6 SYP No.2ND 2 -7-0 JUN 0 4 200 • • Job 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 3301 :� • • • • • Neu • •• oowllan@.IOO dirt , Voirti[ni r quality CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL 57 lb uplift at P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 I -1-6-0 I 1-6-0 • BOT CHORD WEBS LBR SCAB REACTIONS •••• • • •••• •••• • a • • •• • ••• 1 • I -1-6-0 I 1-6-0 LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 • •• • • • • •••• Truss H9 LOAD CASE(S) Standard 3-8-0 3-8-0 • 3.10 • • • • •• • • •i•• Plate Offsets (X,Y): [1:0- 0 -0,0 -2 -8], [4:0- 6- 0,0 -1 -12 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2ND *Except* 4- 72X4 SYP SS 2 X 4 SYP SS *Except* 6 -9 2 X 4 SYP No.2ND 2 X 4 SYP No.3 9 -11 2 X 4 SYP SS one side Truss Type ROOF TRUSS 7 -0-0 3-4-0 4x5 = 2x4 2 (lb /size) 11 =1076/0 -8 -0, 6= 1374/0 -8 -0 Max Horz 11 = -76(LC 2) Max UpIift11=- 457(LC 2), 6 =- 1032(LC 2) CSI TC 0.93 BC 0.58 WB 0.21 (Matrix) Qty I Ply MAYDA & SIMONE 1 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek industries, Inc. Wed Jun 03 17:41:03 2009 Page 1 9 -0-0 2 -0-0 3 4 5x12 = 1012 9 8 3x8 =3x5 = 3x4 = BRACING TOP CHORD 12-4-0 3-4-0 2x4 1.1 5 16.-_=.:1 ► 1 ! 'Sx6 = • • • •••• • • • • • • • •• 7 -0-0 9 -0-0 ` 16 -0-0 7 -0-0 2 -0-0 7 -0-0 DEFL in (loc) i/defl Vert(LL) 0.27 1 -10 >750 Vert(TL) -0.60 1 -10 >337 Horz(TL) 0.07 6 n/a Lid 240 240 n/a FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 2989/1511, 2 -3 =- 2249/1095, 3-4=- 2118/1094, 4 -5 =- 2036/966, 5-6 =- 2293/986, 6 -7 =0/43 BOT CHORD 1- 11= 0/76,1 -12 =- 1315/2821,10 -12 =- 1315/2821, 9- 10= 495/1915, 8 -9 =- 695/1915, 6-8 =- 736/2061 WEBS 2- 10=- 763/524, 3 -10 =- 126/376, 4- 10=- 202/423, 4-8 =- 73/164, 5-8 =- 204/32 NOTES 1) Attached 9 -6-0 scab 9 to 11, front face(s) 2 X 4 SYP SS with 1 row(s) of 10d (0.148 "x3 ") nails spaced 9" o.c.except : starting at 0-6 -0 from end at joint 11, nail 1 row(s) at 2 o.c. for 2 -0 -0; starting at 7-6-0 from end at joint 11, nail 1 row(s) at 7 o.c. for 2 -0-0. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL =5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 4) Provide adequate drainage to prevent water ponding. 5) This truss requires plate inspection per the Tooth Count Method when this truss i assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of joint 11 and 1032 lb uplift at joint 6. 16 -0-0 3-8-0 4x5 = PLATES GRIP MT20 244/190 Weight: 89 lb 18 -0-0 2 -0-0 Scale = 1:33.0 Structural wood sheathing directly applied or 1-6 -7 oc purlins. BOT CHORD Rigid ceiling directly applied or 6 -5 -13 oc bracing. JUN 0 4 2009 Job 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 33016 •••••• • • • • •y•• • • •qr•M 1• • n i t • • 00000 000000 •••••• • • •••••• • • WEBS Truss HG1 Truss Type ROOF TRUSS -2 -0-0 3 -11 -9 7 -0-0 12 -3-6 2 -0-0 3 -11 -9 3 -0-7 5-3-6 FORCES (lb) TOP CHORD BOT CHORD •• • 1.50 12• 3xt0 j' f ••• • • •••• •• • • • • • 4(10 = • • • • •• 3x4. 4 •••••• •• 21 •••', 0 • • • 2x4 I1■ • • •3aed = • • • • • • • • • • • • •• 3 -11 -9 7 -0.0 12 -3-6 3 -11 -9 3 -0-7 5-3-6 LOADING (psf) SPACING 2 -0-0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2004/TPI2002 9- 122X4 SYP SS BOT CHORD 2 X 6 SYP SS WEBS 2 X 4 SYP No.3 2x4 II 5 REACTIONS (lb /size) 2=4758/0-8-0, 11=5022/0-8-0 Max Horz 2=- 113(LC 2) Max Uplift2=- 2984(LC 2), 11=-3427(LC 2) 1 17 -5-0 22 -6 -10 5 -1 -10 5 -1 -10 3x8 = .,411111bl_Pih _ftlj 6 2x4 II 4x5 = 7 8 19 18 17 16 15 5x12 MT20H= 2x4 II 4x10 = 4x10 = 5x12 MT2OH= 17 -5-0 22 -6 -10 5 -1 -10 5 -1 -10 Plate Offsets (X,Y): [4:0 -6- 12,0 -2-4], [7:0- 2- 8,Edge], [9:0 -6- 12,0 -2-4], [11:0- 0- 7,0 -1 -8] CSI TC 0.80 BC 0.55 WB 0.50 (Matrix) Qty Ply MAYDA & SIMONE 3 Job Reference (optional) DEFL in (loc) Vert(LL) 0.76 17 Vert(TL) -1.31 17 Horz(TL) 0.16 11 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND *Except* TOP CHORD 4x10 = 14 I/defl >543 >313 n/a 3x4 = - Maximum Compression/Maximum Tension 1 -2 =0/50, 2- 3=- 11624/6271, 3.4 =- 13125/7407, 4 -5 =- 17165/9878, 5-6 =- 17165/9879, 6- 7=- 17055/9692, 7-8 =- 17055/9692, 8- 9=- 17055/9692, 9- 10=- 12953/7070,10 -11 =- 11127/5303, 11 -12 =0/112 2 -21 =- 5623/10861, 20 -21 =- 5623/ 10861,19 -20 =- 6807/12659,18 -19 =- 10632/19148, 17 -18 =- 10632 / 19148,16 -17 =- 10632 / 19148,15 -16 =- 10632/19148,14 -15 =- 6480/12496, 13- 14= -4679/10374,11 -13= -4679/10374 3 -21 =- 622/511, 3 -20 =- 1261/2021, 4 -20 =- 241/856, 4 -19 =- 2902/4985, 5 -19 =- 1169/958, 6 -19 =- 2231/1242, 6 -17 =- 88/524, 6 -15 =- 2321/1444, 8 -15 =- 1158/949, 9 -15 =- 3054/5016, 9- 14= -49/747,10 -14 =- 1939/2235,10 -13 =- 793/880 NOTES 1) 3 -ply truss to be connected together with 10d (0.148 "x3 ") nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -7 -0 oc. Webs connected as follows: 2 X 4 -1 row at 0 -9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or ba LOAD CASE(S) section. Ply to ply connections have been provided to distribute only (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. Continued on . a . e 2 9 3x4 Ud 240 240 n/a 13 2x4 II 27 -10-0 I 30 -10 -7 I 34-10-0 5-3-6 3 -0-7 3 -11 -9 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 0317:41:04 2009 Page 1 27 -10 -0 I 30 -10 -7 I 34-10-0 I 38 -10-0 I 5 -3-6 3 -0-7 3 -11 -9 4-0-0 Scale = 1:69.1 11 3x10 PLATES MT20 MT2OH Weight: 599 lb GRIP 244/190 187/143 Structural wood sheathing directly applied or 4 -7 -12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OO r el a n d mir o ff oo rft u trri CONSULTING ENGINEERS, P.A. n the CIVIL / STRUCTURAL as (F) or P.E. 22249 7220 S.W. 39th TEMP MIAMI, FLA, 33155 TEL - ( 305) 262 -6225 FAX - (305) 262 -2014 Exp C; JUN 0 4 200 Job 6 - 1 - 09 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:04 2009 Page 2 NOTES 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2984 lb uplift at joint 2 and 3427 lb uplift at joint 11. 9) Girder carries hip end with 7 -0-0 end setback. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 834 lb down and 435 lb up at 27 -10-0 , and 834 lb down and 435 lb up at 7 -0-0 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. ... • • • •••• • • LOAD CASE(.$tandarcC • • , I) Regular: UV" Increa a .33, Plate Increase =1.00 " 'I?rfiform Loads (plf) • • • Vert 1-4=- 110, 4 -9� ��29(F= -119), 9 -12= -110, 2 -20 =- 20,14- 20=- 42(F =- 22),11- 14= -20 Cdhcentra{i(J$ads OW • ••••• Vert: 20 • • •••• ••••••• ••••• • . • • .. • •• •• • •� • • • •.•• • • •••• •• • • • Truss HG1 •••••• • • • • • • • • • • • S. Truss Type ROOF TRUSS Qty 1 Ply 3 MAYDA & SIMONE OOfllcaI[r11Lo`oQ lflo `OOP un CONSULTING ENGINEERS, PA. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262-6225 FAX - (305) 262-2014 JUN 0 4 2009 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 3301 • • • • ••••• •• •N••• • •••• • • • • . •• • • •••••• • • LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 • • •••• •• • • • • • • • • • • •• •• • -2 -0-0 2-6-8 2 -0-0 2-6-8 ••• • • • • • • • • • Truss HG2 • • • • • • 3t0 12 • •••••• •••• • •••• • • • • • • • 4x5 = Truss Type ROOF TRUSS Plate Offsets (X,Y1: [3:0-6-4,0-2-121, [5:Edge,0 -1 -3] SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2004/TPI2002 LUMBER BRACING TOP CHORD 2 X 4 SYP SS *Except* TOP CHORD 3-4 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 REACTIONS (lb /size) 2= 626/0 -8 -0, 5 =627/0 -8-0 Max Uplift2 =- 646(LC 2), 5=- 646(LC 2) Max Gray 2= 631(LC 3), 5= 632(LC 4) CSI TC 0.55 BC 0.51 WB 0.07 (Matrix) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/43, 2 -3 =- 381/0, 3-4=- 366/0, 4 -5 =- 353/0, 5 -6 =0/43 BOT CHORD 2- 7= 0/532, 5 -7 =0/499 WEBS 4 -7 =0/220 LOAD CASE(S) Standard Continued on page 2 4x8 3 4 7 2x4 II City 1 7) Hanger(s) or other connection device(s) shall be provided sufficient to support down and 34 lb up at 2 -10-8, and 57 lb down and 34 lb up at 2 -6 -8 on bottom ch r of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as Ply 1 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:04 2009 Page 1 I -10-11 5-5-0 0-4-0 2-6-8 2-6-8 1 -101 5-5-0 2-6-8 0-4-0 2-6-8 DEFL in (loc) I/defl Vert(LL) -0.02 5 -7 >999 Vert(TL) -0.02 5 -7 >999 Horz(TL) 0.00 5 n/a MAYDA & SIMONE Job Reference (optional) 5 4x5 = Lid 240 240 n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 646 lb uplift at joint 2 and 646 lb uplift at joint 5. 6) Girder carries hip end with 2-6 -8 end setback. 7 -5-0 2 -0-0 Weight: 24 lb Scale: 314 " =1' PLATES GRIP MT20 244/190 I Structural wood sheathing directly applied or 5 -5 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. C0 4SUITIN6 €I/OINEt ., RA, back (B). CIVIL / WiPU�CTIJRAL F F, 2220 7220 S.W. 39th `I ERR MIAM , frLA gg-1I§ TEL - (305) 262.220 MX : ? JUN u 4 c • • Job 6 -1-09 • •••• • • • • 00000 • • • ••• • • • •• •••• • • • • •• • • ••• • • • • Truss HG2 • • • • • • •• • • • •••• • • • •••• • • •• •• • • • • • • • •••• • • •••••• • • • • •••• • •• • • ••••• • •. • • • • • • • • Truss Type ROOF TRUSS LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (plf) Vert: 1 -3= -110, 3- 4=- 107(F =3), 4-6= -110, 2 -5 = -20 Concentrated Loads (lb) Vert: 7=- 115(F) Qty 1 Ply 1 MAYDA & SIMONE Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:04 2009 Page 2 OO wilanIOO gn . ` ortun CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262-6225 FAX - (305) 262-2014 /t` L_ JUN 0 4 2 6U9 Job 6 -1-09 Royal Truss Corp, Hialeah Gardens, FL 33016 000000 • • • • • • I • 0041 • 4OG • • 4160• • • • • -2 -0-0 3 -0-0 4-8-0 2 -0-0 •6 • • • • •••• •• •• • • • • • Truss HG3 • • • • • • 3 -0-0 3 -0-0 3 -0-0 Plate Offsets (X,Y): [2:0- 0- 8,0 -0 -7], [6:Edge,0 -1 -3] LOADING (psf) SPACING 2-0-0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2004/TPI2002 REACTIONS (lb /size) 2= 796/0 -8 -0, 6= 928/0 -8-0 Max Uplift2=- 744(LC 2), 6 =- 826(LC 2) LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (plf) Vert: 1 -3= -110, 3-4= -110, 4 -7= -110, 2 -6 = -20 Continued on page 2 Truss Type Qty ROOF TRUSS 4x10 = 3 CSI TC 0.55 BC 0.46 WB 0.06 (Matrix) 2x4 II 1-8-0 3x4 = Ply FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/43, 2 -3 =- 699/21, 3-4=- 727/111, 4 -5 =- 749/119, 5-6 =- 888/132, 6 -7 =0/43 BOT CHORD 2 -10 =0/572, 9- 10= 0/566, 8- 9= 0/727, 6-8 =0/727 WEBS 3- 10=- 48/150, 3 -9 =- 136/212, 4- 9= -8/50, 5-8 =- 22/200 1 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:04 2009 Page 1 74.0 9-8-0 0 -9-0 2 -3-0 2 -0-0 5-5-0 2x4 II 4.8. 5-5.0 7-8-0 1-8 -0 0 -9-0 2-3-0 DEFL in (loc) 1/defl Lid Vert(LL) -0.02 2 -10 >999 240 Vert(TL) -0.03 9 >999 240 Horz(TL) 0.01 6 n/a n/a LUMBER BRACING TOP CHORD 2 X 4 SYP SS *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 3-4 2 X 4 SYP No.2ND oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 SYP No.3 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 744 lb uplift at joint 2 and 826 lb uplift at joint 6. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 292 lb down and 182 lb up at 5 -5-0 on bottom chord. The design /selection of such con responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as MAYDA & SIMONE 4x5 = PLATES GRIP MT20 244/190 Weight: 35 lb 66140 in. I r i as r>back (B) L- ii Eti;Aggsxs, ir,A� Pv1U�0L / OTZUCTMAL VS, 2224 7220 ON. 69t TM MIAMI, fiFL = (MI 6) 262 -0225 FAX - (5 Scale = 1:19.9 Inn FLA, 53955 05) 262-2014 UN 04200 9 • • Job 6 -1 -09 • • • Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:41:04 2009 Page 2 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=- 292(F) •I•••• • • • • • ••••• • • • • • • • • • •••• •••• • • • • • • • • • • • •• • • • • •••• • • •••• •• • • • • Truss HG3 • • • • • • •• • •••• • • •••• • • •• •• • • • • • • • • • • • • Truss Type ROOF TRUSS aU liando Ern. . UOII 151l31ill CONSULTING ENGINEERS, P.A, CIVIL / STRUCTURAL P.E, 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 Qty Ply MAYDA & SIMONE JUN 0 4 200 Job 6 - 1 - 09 Royal Truss Corp, Hialeah Gardens, FL 33016 •••• • ••• • ••• • • ••• • • • •••••• • • LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 REACTIONS -2 -0-0 2 -0-0 •••• • • •••• •••• • • • ••• • • • •••••• • • ••• • • •• • • •••• •• • • • • Plate Offsets (X,Y): [3:0 -2- 12,0 -2 -8], [5:Edde,0 -0 -11] 1- 32X4 SYP SS BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 LOAD CASE(S) Standard Continued on page 2 Truss HG4 ROOF TRUSS • • • • ••• 3.50 12 •••••• • •••••• ••••• ••••• • ••••• 495 - SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2004/TPI2002 Truss Type (lb /size) 5= 995/0 -3-8, 2= 1331/0 -8 -0 Max Horz 2 =76(LC 2) Max Uplift5=- 510(LC 2), 2=- 1058(LC 2) 5 -0-0 5 -0-0 • •• ■ PP"' • ��� • 6 5 -0-0 5 -0-0 CSI TC 0.61 BC 0.66 WB 0.26 (Matrix) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/43, 2-3 =- 2327/1115, 3-4 =- 2109/1101, 4-5 =- 2241/1066 BOT CHORD 2- 6=- 953/2113, 5 -6 =- 924/2037 WEBS 4 -6 =- 331/872 Qty 1 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 0317:41:05 2009 Page 1 3 f 0-4-0 5.10 = 4 3x5 I I LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND *Except* TOP CHORD Ply 1 DEFL in (loc) 1/defl Vert(LL) 0.11 5 -6 >999 Vert(TL) -0.17 5 -6 >691 Horz(TL) 0.04 5 n/a MAYDA & SIMONE Job Reference (optional) 10-4-0 5 -0-0 10-4-0 5 -0-0 Ud 240 240 n/a PLATES GRIP MT20 244/190 Weight: 37 lb 3x6 = Structural wood sheathing directly applied or 3 -3 -10 oc purlins. BOT CHORD Rigid ceiling directly applied or 5 -5 -12 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 510 lb u- lift t joint 5 and 1058 lb uplift at joint 2. 6) Girder carries hip end with 5-0 -0 end setback. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support o)I erilrated load(s)I37Llb ENGINEERS, EA. down and 210 lb up at 5-4 -0, and 379 lb down and 210 lb up at 5 -0 -0 on bottom ; ds The CIVIL / STRUCTURAL design/selection of such connection device(s) is the responsibility of others E;- � �i ' P.E. 22249 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted a frpnl(fF) A bac �) W 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 Oo it i irrt d [n' o 'ocrtiu m JUN 0 4 2009 Scale = 1:21.5 Job 6 -1-09 • Truss HG4 Truss Type ROOF TRUSS LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (pif) Vert: 1-3=-110, 3- 4=- 184(F = -74), 4 -5= -110, 2 -5 = -20 Concentrated Loads (lb) Vert: 6=- 758(F) • • • • •••• • • • • •••• • •• • • • •••••• • •••• • .• • • •••••• • • •••• • • •••• • • • •••••• • ••••• • • • • ••• •••••• ••••• • • • • •• •• •••••• •• • • •••••• • • • • • • • ••••• ••o• • • • • • •••• • • • •• • • ••••• • • • Qty 1 Ply 1 MAYDA & SIMONE Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 6.500 s Mar 8 2007 MITek industries, Inc. Wed Jun 03 17:41:05 2009 Page 2 © ll nde [n In o f©nun CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2003 • • • 3x4 • 3 JAY 11 12 1 iP Job • ••••• • • •••• %DO� •■•• • • ••• • • 2 •• • ••�i� •••••• 6x6• • • • •s• +• • • •••••• • • LOADING (psf) TCLL TCDL BCLL BCDL 30.0 25.0 0.0 10.0 FORCES (lb) TOP CHORD BOT CHORD WEBS Truss 6 -1 -09 HG5 Royal Truss Corp, Hialeah Gardens, FL 3301 5x8 • • • • • • •• 5 • •• •• ••••••22 23 • • ••0 • 2x4 Ili • 3%4 = • • • •••• • • • • •• •• • • • • SPACING 2-0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2004/TPI2002 Truss Type 1 - 1-5-8 3 -7-5 1 7 -0-0 11 -10 -2 1-5-8 3 -7 -5 3-4-11 4-10 -2 ROOF TRUSS 16 -6-8 2x4 II 6 0x618 3 -7 -5 1 7 -0-0 11 -10 -2 164-8 0-6-8 3 -0-13 3-4-11 4-10 -2 4-8-6 REACTIONS (lb /size) 2=4491/0-8-0, 13=4491/0-8-0 Max Upliift2=- 2920(LC 2),13=- 2920(LC 2) CSI TC 0.92 BC 0.60 WB 0.53 (Matrix) LUMBER TOP CHORD 2 X 4 SYP SS *Except* 5- 82X4SYP No.2ND, 8- 102X4SYP No.2ND BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 SLIDER Left 2 X 6 SYP No.2ND 1 -9 -2, Right 2 X 6 SYP No.2ND 1 -9 -2 2 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:05 2009 Page 1 3x8 = 7 . Qty 1 Ply 21 -2 -14 26 -1-0 29 -5-11 4-8 -6 4-8-6 4-10 -2 3-4-11 18 2x4 II 4x5 = 8 9 17 21 20 19 5x12 MT2OH WB= 4x10 = 2x4 II 5x12 MT2OH WB= 4x10 = 21 -2 -14 I 4-8-6 4-10 -2 Plate Offsets (X,Y): [2:0- 1- 8,0- 3- 0],[5:0- 4- 0,0 -2 -2] [ 8:0- 2- 8,EdgeJ,j10:0- 4- 0,0 -2 -2], 03:0-1-8,0-3-0] DEFL in Vert(LL) 0.59 Vert(TL) -0.96 Horz(TL) 0.23 BRACING TOP CHORD BOT CHORD NOTES 1) 2 -ply truss to be connected together with 10d (0.148 "x3 ") nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 4 -1 row at 0 -7 -0 oc. Webs connected as follows: 2 X 4 -1 row at 0 -9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) LOAD CASE(S) section. Ply to ply connections have been provided to distribut (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. Continued on , a ' e 2 (loc) 19 19 13 MAYDA & SIMONE Udefl >660 >407 n/a 5x8 10 - Maximum Compression/Maximum Tension 1 -2 =0/45, 2 -3= 4270/4857, 3-4 =- 8176/4850, 4 -5 =- 8949/5443, 5-6 =- 11162/6990, 6 -7 =- 11161/6990, 74=- 11161/6990, 8 -9 =- 11161/6990, 9 -10 =- 11162 / 6990,10 -11= -8949/5443,11 -12= -8176/4850, 12 -13 =- 8270/4857,13 -14 =0/45 2 -23 =- 4101/7237, 22- 23= 4101/7237, 21- 22= 4788/8259, 20- 21=- 7267/12133,19 -20 =- 7267/12133, 18- 19=- 7267/12133,17 -18 =- 7267 / 12133,16 -17= -4788/ 8259,15 -16 =- 4101/7237,13 -15= -4101/7237 4 -23 =- 252/213, 4 -22 =- 784/1321, 5 -22 =- 126/555, 5 -21 =- 2205/3543, 6 -21 =- 1070/914, 7 -21 =- 1233/756, 7 -19= 0/215, 7- 17=- 1233/756, 9 -17 =- 1070 / 914,10 -17 =- 2205/3543,10 -16 =- 126/555 ,11 -16 =- 784/1321,11 -15 =- 252/213 33 -1-0 1 34 4-8 3 -7 -5 1 -5-8 Scale = 1:61.1 13 16 15 6x8 = 3x4 = 2x4 II 4x10 26 -1-0 29 -5 -11 I 32-6 -8 3-1[0 3.4-11 3 -0-13 0-6-8 Ltd 240 240 n/a PLATES MT20 MT2OH Weight: 361 lb ace in thUONSULTING ENGINEERS, P.A. noted as (F) OrIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 9 `(805) 262 -6225 FAX - (305) 262 -2014 GRIP 244/190 187/143 JUN 0 4 2009' Structural wood sheathing directly applied or 3 -3 -1 oc purlins. Rigid ceiling directly applied or 5-4-0 oc bracing. r Orr Hern `OO nC�]ir o f ©rftufttl ' Job 6 -1-09 Truss HG5 Truss Type ROOF TRUSS Qty 1 Ply 2 MAYDA & SIMONE Job Reference o.tlonal NOTES 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2920 lb uplift at joint 2 and 2920 lb uplift at joint 13. 9) Girder carries hip end with 7-0 -0 end setback. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 834 lb down and 489 lb up at 26 -1 -0, and 834 lb down and 489 lb up at 7 -0-0 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. •••. • • • • • 1 • . CASE L Standard • • • 'I) Regular•Ltavlaer Increasea1►.83, Plate Increase =1.00 • • • r iform toads (plf) .. ; ••• • • Vert: 1 -5= -110, 5$Qji,229(F =- 119),10 -14= -110, 2 -22 =- 20,16- 22=- 42(F =- 22),13- 16 = -20 • •. G�encentr2vi Loads (lb) • • • • •••• Vert: 22!- 834(F) 6= 8?4(F) • • • •.• 7 • •...• •• .• •• • •• ••••• • . • • • ....•• • • • • • •••• • • • • . •• • • • • • Royal Truss Corp, Hialeah Gardens, FL 33016 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 0317:41:05 2009 Page 2 or>✓fii° ndo i ortoi CONSULTING ENGINEERS, RA, CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2008 Job 6 -1 -09 ••• • • • 000000 • • • -2 -0-0 2 -0-0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 FORCES (lb) TOP CHORD BOT CHORD WEBS • • • 3x5 •••• • •• • • • • WOMB G 6rFt444a§talidard Truss Truss Type HG6 Royal Truss Corp, Hialeah Gardens, FL 33016 ••• 5 -0-0 5 -0-0 •••••• • • • • • • • • • • • • • ROOF TRUSS 5x12 = 3 11 10 2x4 II 3x4 = Qty 1 8 -0-0 11 -0-0 3 -0-0 3 -0-0 9 8 3x8 = 2x4 II 11 -0-0 I 5 -0-0 I 8 -0-0 5 -0-0 3 -0-0 Plate Offsets (X,Y): [2:0- 0- 7,0 -1-8], [3:0- 6- 0,0- 1 -12], [5:0- 6- 0,0- 1 -12], J6:0- 0- 7,0 -1 -8] LOADING (psf) SPACING 2-0 -0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2004/TPI2002 REACTIONS (lb /size) 2= 1863/0 -8-0, 6 =1863/0 -8 -0 Max Uplift2 =- 1317(LC 2), 6=- 1317(LC 2) CSI TC 0.58 BC 0.39 WB 0.11 (Matrix) 3 - 0 - 0 BRACING TOP CHORD BOT CHORD Ply DEFL in Vert(TL) 0.11 Vert(TL) -0.20 Horz(TL) 0.06 2 2x4 I I 5x12 = 4 5 (loc) 9 9 6 - Maximum Compression/Maximum Tension 1 -2 =0/43, 2 -3 =- 3803/1828, 3-4= 4086/2203, 4 -5= 4086/2203, 5 -6 =- 3803/1828, 6 -7 =0/43 2- 11=- 1546/3493,10 -11 =- 1551/3531, 9- 10=- 1551/3531, 8- 9=- 155113531, 6-8 =- 1546/3493 3 -11 =- 541447, 3- 9=- 494/736, 4- 9=- 524/444, 5- 9= 494/736, 5-8 =- 541447 MAYDA & SIMONE Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:06 2009 Page 1 16 -0-0 5 -0-0 • • • • • • •' 3.50 i • • • • "' • •• • • • ' •••••• • • •• • • Ei• • • •••••• ••• • • • ••••■• •• Udefl >999 >927 n/a 16 -0-0 5 -0-0 Lid 240 240 n/a NOTES 1) 2 -ply truss to be connected together with 10d (0.148 "x3 ") nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0 -9-0 oc. Bottom chords connected as follows: 2 X 4 -1 row at 0 -7-0 oc. Webs connected as follows: 2 X 4 -1 row at 0 -9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL =5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 5) Provide adequate drainage to prevent water ponding. 6) This truss requires plate inspection per the Tooth Count Method when this true i chosen, f 3x5 18 -0-0 I 2 -0-0 Scale = 1:34.0 PLATES GRIP MT20 244/190 Weight: 139 lb Structural wood sheathing directly applied or 6-0 -0 oc purlins. Rigid ceiling directly applied or 9 -11 -3 oc bracing. I, © ' N1' assurance inspection. 1 , 7) Provide mechanical connection (by others) of truss to bearing plate capable of it , , e sf t sarn 1317 Ib LT'I.. E..GNEERS F at joint 2 and 1317 lb uplift at joint 6. CIVIL / 5TRUCTURA1. 8) Girder carries hip end with 5 -0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support oncen . . down and 200 lb up at 11 -0 -0, and 379 lb down and 200 lb up at 5 -0-0 on botto 664 design /selection of such connection device(s) is the responsibility of others. nun P.E. 22249 d Ioa0s) 7/ h TEAK MIAMI, FLA, 33155 d * fib TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2099 Job 6 -1 -09 •i• 00000 • • • • • • • • •• • • • 0000 • ••••• 0000 • • 0000 • • • •••••• • • •••••• • • • •• • • •• • •• • • • • Truss HG6 • • • • • • •• •••••• • •••••• •••• • • •••• •••••• • • •• •• 000000 • • • • • •• • • • • •••• • • • • •• Truss Type ROOF TRUSS Qty 1 Ply MAYDA & SIMONE 2 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:41:06 2009 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (plf) Vert: 1 -3= -110, 3- 5=- 174(F = -64), 5 -7= -110, 2- 11 = -20, 8- 11=- 32(F = -12), 6 -8 = -20 Concentrated Loads (lb) Vert: 11=- 379(F) 8=- 379(F) •••• • • •••• OorHaCrltdoo CfrTh `BOOnu(�l CONSULTING ENGINEERS, R.A, CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2009 Job 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 33016 •••••• •• • ••1••• • d • ••• • • • • • • 1 • • 000 • • 00000 • • •••••• • • I -2 -0-0 I 2 -0-0 LUMBER TOP CHORD BOT CHORD WEBS REACTIONS FORCES (lb) TOP CHORD BOT CHORD WEBS • • • • •••• 3.50r• • • •• • • • • •• • • • • ••2•• •• • 3x4 •••• • •• • • • • Continued on page 2 Truss HG7 2 -11-0 5-6-0 2 -11-0 2 -7-0 •••••• • •••••g •• •• •• •••••94 13 • 214 II 3x4 = • • • • • • •• 2 -11-0 I 5 -7 -12 2 -11-0 2-8 -12 LOADING (psf) SPACING 2 -0-0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2004/TPI2002 2 X 4 SYP No.2ND *Except* 5- 92X4 SYP SS 2 X 4 SYP No.2ND *Except* 7- 132X4 SYP SS 2 X 4 SYP No.3 ,Truss Type HIP 5x12 = 4 12 3x4 = (lb /size) 2= 1548/0 -8 -0, 8= 1639/0 -8 -0 Max Horz 2= -70(LC 2) Max Uplift2=- 1127(LC 2), 8=- 1182(LC 2) CSI TC 0.63 BC 0.53 WB 0.13 (Matrix) 10-6-0 5 -0-0 Plate Offsets (X,Y) [2:0- 0- 7,0- 1- 8J,j4:0- 6- 0,0 -1- 12],[7:0- 0- 0,0 -2 -01 NOTES 1) 2 -ply truss to be connected together with 10d (0.148 "x3 ") nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 4 -1 row at 0 -9 -0 oc. Qty Ply 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:06 2009 Page 1 4x5 = 5 11 10 3x8 = DEFL in Vert(LL) 0.10 Vert(TL) -0.27 Horz(TL) 0.06 BRACING TOP CHORD r 2 floc) 11 7 -10 8 Webs connected as follows: 2 X 4 -1 row at 0 -9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or LOAD CASE(S) section. Ply to ply connections have been provided to distribute o (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; a tegory. enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 5) Provide adequate drainage to prevent water ponding. 6) This truss requires plate inspection per the Tooth Count Method when this truss i s assurance inspection. 13 -1-0 I 16 -0-0 17-6-0 194-0 2 -7-0 2 -11-0 1-6-0 2 -0-0 Scale = 1:37.2 3x4 MAYDA & SIMONE 6 2x4 II 10-4-4 I 13 -1-0 16 -0-0 4-8-8 2-8 -12 2 -11-0 Udefl >999 >758 n/a - Maximum Compression/Maximum Tension 1 -2 =0/43, 2 -3 =- 2577/975, 3-4 =- 2801/1373, 4 -5 =- 3397/1749, 5-6 =- 3526/1767, 6- 7=- 4389/1933, 7- 8=- 164/224, 8 -9 =0/73 2 -14 =-660/ 2304,13 -14 =- 660 / 2304,12 -13 =- 660/2304,11 -12 =- 1054/2684, 10 -11 =- 1634/4146, 7- 10=- 1634/4146 3 -14= 43/183, 6 -10 =- 37/330, 4 -12 =- 39/154, 5 -11 =- 148/547, 3 -12= 436/466, 4 -11= 419/881, 6- 11= 449/213 Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. Up/r° S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 chosen for quality L/d 240 240 n/a 4x6 PLATES GRIP MT20 244/190 Weight: 157 lb oted as 1 LTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 JUN Job 6 -1 -09 Truss HG7 HIP Truss Type LOAD CASES}' S% ndard • ,1 ),gggular:l umber Increa3q,=1. t3, Plate Increase =1.00 Uniform Lpacb(pplf) • • • • • V)re a f = -110, 4•9rt?0, 5 -7= -110, 7-8= -130, 8 -9= -110, 2 -7 = -20 " " G ! o ncentrateei Loads (11* ••••• � ••••: Vert: 11% -477(F) • • •••••• •..•• ••••• • • ••• •••••• ••••• • • • • •• • • • ••••• • • ••••.• • • • • • • • • •• • • • ••• • • • •.•••• • •• • •• Qty 1 Ply 2 MAYDA & SIMONE Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 0317:41:06 2009 Page 2 NOTES 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1127 lb uplift at joint 2 and 1182 lb uplift at joint 8. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 477 lb down and 276 lb up at 10-6 -0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. orgi°ando m. uoolum CONSULTING ENGINEERS, RA. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2009 • Royal Truss Corp, Hialeah Gardens, FL 33016 • • •1000• •050 -2 -0-0 2 -0-0 LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 Truss HG8 •••• • • • • •••• • • • •••• .50 71 • • • • •••••• • •• • • • •0••• •• •• 3 -0-0 • • ... .... Win, _�y' • • • e. MEC •000 2 • . �� 6 • SP • - -- I� • ••.• ►� • • 10 9 8 1110.1 4x5 = ••• • • •••. 4x5 • • • • • • • •••• • • • •5••• •• • • •• • • 3 -0-0 Plate Offsets (X,Y): [3:0- 6- 0,0 -1- 12],[5:0- 6- 0,0 -1 -12] SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2004/TPI2002 3 -5 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 Truss Type ROOF TRUSS 5x12 = 3 2x4 II LUMBER BRACING TOP CHORD 2 X 4 SYP SS *Except* TOP CHORD REACTIONS (lb /size) 2= 1104/0 -8 -0, 6= 1104/0 -8 -0 Max Uplift2 =- 912(LC 2), 6=- 912(LC 2) LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 Continued on page 2 a • 3 -0-0 2 -10-0 2 -10-0 2x4 II 5 -10-0 I 8-8-0 4 3x8 = Qty 1 5 -10-0 8-8 -0 3 -0-0 2 -10-0 2 -10-0 CSI TC 0.55 BC 0.46 WB 0.18 (Matrix) Ply MAYDA & SIMONE 1 5 DEFL in (loc) Vert(LL) 0.06 9 Vert(TL) -0.13 9 Horz(TL) 0.03 6 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/43, 2- 3=- 1539/496, 3-4 =- 1939/888, 4 -5 =- 1939/888, 5-6 =- 1539/496, 6 -7 =0/43 BOT CHORD 2 -10 =- 289/1354, 9 -10 =- 277/1366, 8- 9=- 277/1366, 6-8 =- 289/1354 WEBS 3 -10 =0/121, 3 -9 =- 470/614, 4 -9 =- 360/320, 5 -9= 470/614, 5 -8 =0/121 5x12 = 2x4 II NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL =5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 912 lb uplift at joint 2 and 912 lb uplift at joint 6. 6) Girder carries hip end with 3 -0 -0 end setback. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support o'' t¢h 9r`'' "� 4 6I O [f ©o 'To Mu in down and 53 lb up at 8-8-0, and 98 lb down and 53 lb up at 3-0 -0 on bottom cho of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as Job Reference (optional) l/defl >999 >999 n/a 11-8-0 3 -0-0 11-8 -0 3 -0-0 Ud 240 240 n/a Weight: 53 lb ign /seleULTING ENGINEERS, P.A. CIVIL / STRUCTURAL back (B). P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (30S) 262 -2014 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 0317:41:06 2009 Page 1 13-8-0 2 -0-0 Scale = 1:26.7 7 PLATES GRIP MT20 244/190 Structural wood sheathing directly applied or 4 -0 -14 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-4 -14 oc bracing. JUN 0 4 2009 Job 6 -1-09 Royal Truss Corp, Hialeah Gardens, FL 3301 LOAD CASE(S) Standard Uniform Loads (pif) Vert: 1-3=-110, 3- 5=- 119(F = -9), 5 -7= -110, 2- 10 = -20, 8- 10=- 22(F = -2), 6 -8 = -20 Concentrated Loads (lb) Vert: 10= -98(F) 8= -98(F) •••• .•• • • • •••• •••• • • • • • •• 0000 • • • • •••• • . •••• 00000 ..••• ••••• • • • • 5 ••••• • • ••• • • • • • •••0 • ••• •• • • • • Truss HG8 • • • 5 • • • 0005•• • •005.0 ••5• • • • • •••••• • • •• •• •••••• • • • • • • • • • • • •• Truss Type ROOF TRUSS Qty 1 Ply 1 MAYDA & SIMONE Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 0317:41:06 2009 Page 2 o gi a 1'n1 dI f OO p hi Ural CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - ( 305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2009 L Job 6 -1-09 Royal Truss Corp, Hialeah Gardens, FL 33016 •••• • • 0.000• • •400 • ••• • ih • • • 0000 • • 0•• • • • • • WEBS WEBS 1 -1 -5-8 3 -2-8 7 -0-0 7 10-8 -8 1 -5-8 3 -2-8 3 -9-8 0 -10-8 2 -10-0 REACTIONS FORCES (lb) TOP CHORD BOT CHORD •••• • • •••• ••• 11 .0•8 1� Truss HG9 • • •• • • 00000 • • 3x10 = • • • • • • 6x6 = 000000 • • ••••• 4 • 5 000•• 21 4x : •• • 23 • • :8x16 •••• 7x6 = • • • •• • • • • • 2.431V 0-6-8 2-8-0 3 -9-8 0 -10-8 2 -10-0 LOADING (psf) SPACING 2 -0 -0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2004/TPI2002 Truss Type ROOF TRUSS LUMBER TOP CHORD 2 X 6 SYP No.2ND BOT CHORD 2 X 6 SYP No.2ND *Except* 17-18 2 X 6 SYP SS, 16-17 2 X 6 SYP SS 15 -16 2 X 6 SYP SS 2X4 SYP No.3 (lb /size) 2= 448610 -8 -0,13= 4495/0 -8-0 Max Uplift2=- 2926(LC 2),13=- 2930(LC 2) 15-4-8 4-8-0 7x14 = 2x4 II 3x5 = 5x6 = 2x4 II 7x6 = 6 7 8 9 10 11 11 ;1 :1 17 16 8x14 MT20H= 20 7x12 = 19 18 7x16 MT20H= CSI TC 0.75 BC 0.80 WB 0.91 (Matrix) 7x12 = 19 -10-8 4-6-0 Qty 1Ply 7x6 = 0 3 -2-8 7 -0-0 71018 10-84 15-4 -8 19 -104 234-0 26 -1-0 4-8-0 4-6-0 3 -9-8 2 -5-0 Plate Offsets (,Y): [2:0- 4- 1,0- 0 -14], [12:0-3-8,0-2-4], [13:0-4-6,0-2-01 [21:1-0-12,0-5-4] BRACING TOP CHORD BOT CHORD NOTES 1) 3 -ply truss to be connected together with 10d (0.148 "x3 ") nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -7 -0 oc. Webs connected as follows: 2 X 4 -1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) LOAD CASE(S) section. Ply to ply connections have been provided to distribut (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 5) Provide adequate drainage to prevent water ponding. Continued on . a ' e 2 H j 3 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:07 2009 Page 1 23-8-0 1 26 -1-0 1 29 -10-8 1 33 -1-0 I 34.6-8 1 3 -9-8 2 -5-0 3 -9-8 3 -2-8 1 -5-8 Scale = 1:62.5 5.00 FIF DEFL in (loc) Udefl Vert(LL) 0.6017 -18 >653 Vert(TL) - 0.9817 -18 >397 Horz(TL) 0.41 13 n/a I- MAYDA & SIMONE 29 -10-8 3 -9-8 Lid 240 240 n/a - Maximum Compression/Maximum Tension 1 -2 =0/63, 2 -3= 4964/5226, 3-4 =- 12759/7660, 4 -5 =- 12006/7307, 5-6 =- 15938/9791, 6 -7 =- 15938/9791 , 7 -8 =- 12796/8022, 8- 9=- 20293/12264, 9- 10=- 20293/12264,10 -11 =- 20294/12263, 11- 12=- 18940/11215,12 -13 =- 9637/5607,13 -14 =0/63 2- 23=- 4480/7961, 22- 23=- 4461/7951, 21 -22 =- 7871/13508, 20 -21 =- 7729/13272,19 -20 =- 7707/12913, 18- 19=- 7522/12617,17 -18 =- 7869/ 13218,16 -17 =- 10009/17354,15 -16 =- 4969/8851, 13- 15=- 4847/8609 3 -23 =- 1706/1093, 3 -22 =- 2445/4018, 4 -22 =- 2170/3727, 5 -22 =- 3841/2350, 5 -21 =- 1067/1859, 5 -20 =- 2166/3479, 6 -20 =- 902/779, 7 -20 =- 2003/3530, 7 -19 =- 2433/1684, 8 -19 =- 153/295, 8- 18=- 4191/2686, 8- 17=- 4755/8329,10 -17 =- 137/ 232, 11 -17 =- 2203/3580,11 -16 =- 2725/4882, 12- 16=- 5375/9099,12 -15 =- 2986/1805 4x10 15 12 7x6 = 4x6 32-6 -8 9 -1 2-8-0 0-6-8 PLATES MT20 MT2OH Weight: 691 lb GRIP 244/190 187/143 Structural wood sheathing directly applied or 5-6-4 oc purlins. Rigid ceiling directly applied or 10 -0-0 oc bracing. ©agend© r[�iu o if ©rhu 'r CONSULTING ENGINEERS, P.A. )lace in the CIVIL / STRUCTURAL noted as (F) or P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 ategory II" Exo C: JUN 0 4 2009 Job 6 -1 -09 Truss HG9 Royal Truss Corp, Hialeah Gardens, FL 33016 Truss Type ROOF TRUSS Ply MAYDA & SIMONE 1 �! �7 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:41:07 2009 Page 2 NOTES 6) All plates are MT20 plates unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2926 lb uplift at joint 2 and 2930 lb uplift at joint 13. 9) Girder carries hip end with 7-0 -0 end setback. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 834 lb down and 489 lb up at 26 -1 -0, and 83441, dawn and 489 lb up at 7-0 -0 on bottom chord. The design /selection of such connection device(s) is the responsibility of thers. • • • • • • • • ••••• • '•• . tOAD CAS€(S) $!andarel « • • • "17 Regular: Lujnber Increas*03, Plate Increase =1.00 • : . ..u8iform Loads 031f) .... • - 110,'11;11,�=s229(F =- 119),11 -14= -110, 2- 23 = -20, 22- 23 = -20, 21- 22=- 42(F = -22), 20-21=-42(F=-22), 19-20=-42(F=-22), • • • S • • 18-19=-.2(F=-22) 4 I �1 j3=- 42(F =- 22),16- 17=- 42(F =- 22),15 -16 =- 20,13- 15 = -20 • • rGencentrreiredads (I131 • • • • • • Wert: 16=- 834(F)'12 = -% 4(F) • • •••••• • • • • ••.• • • •.•• • • • • • • . ••••• •. • • •• • • • • •••• OO P O cal Cf11 C0'l OO ran o 'To Lo CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2009 • 5 • • • • Job Truss 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 33016 •••• • 5555 • 11•••• • ••5•• • • 5555• •55•• • • • ••• • •••• • HH1 3x4 = LOADING (psf) SPACING 2 -0 -0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP No.2ND WEBS 2 X 4 SW No.3 Truss Type ROOF TRUSS 1-6-4 1-6-4 REACTIONS (lb /size) 1= 292/0 -8 -0, 4 =292/Mechanical Max Horz 1 =70(LC 2) Max Uplift1 =- 152(LC 2), 4=- 177(LC 2) 2 - 1 - 8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 191/69, 2 -3 =- 133/81, 3 -4= -82/51 BOT CHORD 1 -5 =- 93/139, 4- 5= 41/133 WEBS 2 -5= -33/64 CSI TC 0.21 BC 0.11 WB 0.02 (Matrix) Qty Ply MAYDA & SIMONE 1 1 x5 = Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:08 2009 Page 1 2 3 2x4 II 3 -0-0 1 -5 -12 DEFL in (loc) 1/defl Ud Vert(LL) -0.00 5 >999 240 Vert(TL) -0.00 1 -5 >999 240 Horz(TL) 0.00 4 n/a n/a 3 -0-0 2x4 l l Weight: 13 lb CONSULTING ENGINEERS, R.A. CIVIL / STRUCTURAL R.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 Scale = 1:6.2 PLATES GRIP MT20 244/190 BRACING TOP CHORD Structural wood sheathing directly applied or 3 -0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL =5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) Provide adequate drainage to prevent water ponding. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift at joint 1 and 177 lb uplift at joint 4. 6) Girder carries tie -in span(s): 5 -5-0 from 0 -0-0 to 3 -0 -0 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as frpnt(r) orback-(B). LOAD CASE(S) Standard OO 7[Ia di© nmr o '©'f MCr�i 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (pif) Vert: 1 -2= -110, 2- 3=- 110,1- 4=- 122(F= -102) JUN 0 4 ma Truss J1A Royal Truss Corp, Hialeah Gardens, FL 3301 •• • • • • •• • • •• • • •• • • • ••••• • •••• • • ••• 5555•• ••• • • • • • •• •• •• •• • • • 5555• • • • • •••• • • ••••• • • • • • ••• • • • • •••••• •• • • •• • • • • • •••• Plate Offsets (X,Y): [2:0- 0- 7,0 -0 -n LOADING (psf) SPACING 2 -0 -0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/42, 2- 3=- 151/196 BOT CHORD 2 -4=0/0 LOAD CASE(S) Standard • • • • • • •• ••••• • •••••• Truss Type ROOF TRUSS -2 -0-0 2 -0-0 CSI TC 0.83 BC 0.00 WB 0.00 (Matrix) 3.50 Fir Qty i Ply 20 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 0317:41:08 2009 Page 1 DEFL in (loc) Udefl Lid Vert(LL) 0.00 2 ---- 240 Vert(TL) -0.00 2 >999 240 Horz(TL) 0.00 3 n/a n/a BRACING TOP CHORD LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND BOT CHORD REACTIONS (lb /size) 2= 561/0 -8 -0, 4 =9 /Mechanical, 3=- 220/Mechanical Max Horz 2= 122(LC 2) Max Uplift2=- 873(LC 2), 3=- 220(LC 1) Max Gray 2= 561(LC 1), 4 =9(LC 1), 3= 415(LC 2) 2 MAYDA & SIMONE JX4 = NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 873 lb uplift at joint 2 and 220 lb uplift at joint 3. 1 -0-0 1 -0-0 1 -0-0 1 -0-0 3 Scale PLATES GRIP MT20 244/190 Weight: 6 lb Structural wood sheathing directly applied or 1-0 -0 oc purlins. Rigid ceiling directly applied or 10 -0-0 oc bracing. ©Glend10 girto for> ita CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 :5.1 JUN 0 4 2009 Job 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 33016 000000 • • • ••••• • • • • • • • • 000000 • • • LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD BOT CHORD REACTIONS FORCES (lb) TOP CHORD BOT CHORD ■••■ • • •••• • • • • •• • • ••■ • • •• • •••• • • •••• •• • • • • •••• Truss JIB LOAD CASE(S) Standard • •••• • • • •••• • • •• •• • • • 2 X 4 SYP No.2ND 2 X 4 SYP No.2ND • • • • • • • • •• SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004ITPI2002 Truss Type ROOF TRUSS 2x4 = (lb /size) 1= 59/0 -8 -0, 2= 50/Mechanical, 3 =9/Mechanical Max Horz 1 =46(LC 2) Max Uplift1= -22(LC 2), 2 = -51(LC 2) - Maximum Compression/Maximum Tension 1 -2= -28/19 1 -3 =0 /0 CSI TC 0.02 BC 0.00 WB 0.00 (Matrix) 1-0-0 1 -0-0 1 -0-0 Qty Ply 1 BRACING TOP CHORD 1 DEFL in (loc) I/defl Vert(LL) 0.00 1 Vert(TL) -0.00 1 >999 Horz(TL) -0.00 2 n/a MAYDA & SIMONE Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:08 2009 Page 1 2 L/d 240 240 n/a NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL =5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 1 and 51 lb uplift at joint 2. PLATES GRIP MT20 244/190 Weight: 3 lb r o ff n ci O m. . LI O nurn CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22749 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 Scale = 1:4.9 Structural wood sheathing directly applied or 1 -0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. JUN 0 4 2009 Job 6 -1-09 • • • • • •••••• • • • • •••••• • • LUMBER TOP CHORD BOT CHORD REACTIONS FORCES (lb) TOP CHORD BOT CHORD LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 Truss J1C Royal Truss Corp, Hialeah Gardens, FL 33016 LOAD CASE(S) Standard 2 X 4 SYP No.2ND 2 X 4 SYP No.2ND Plate Offsets (X,Y): [2:0- 0- 1,0 -0 -11] SPACING 2-0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 Truss Type ROOF TRUSS (lb /size) 4= 9/0 -6-4, 3= 283/Mechanical Max Horz 4= 972(LC 2), 3=- 832(LC 2) Max Uplift3=- 355(LC 2) -1 -5-8 1 -5-8 - Maximum Compression/Maximum Tension 1 -2 =0/44, 2- 3= 498/624 2-4 =- 566/972 CSI TC 0.44 BC 0.17 WB 0.00 (Matrix) Qty Ply MAYDA & SIMONE 7 1 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:41:08 2009 Page 1 DEFL in (loc) Ildefl Vert(LL) -0.00 2 n/r Vert(TL) -0.00 2 n/r Horz(TL) 0.00 n/a BRACING TOP CHORD 1 -0-0 1 -0-0 1 -0-0 1 -0-0 Ud 120 90 n/a NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 355 lb uplift at joint 3. 5) Non Standard bearing condition. Review required. 3 PLATES MT20 Weight: 6 lb Scale =1:5.5 GRIP 244/190 Structural wood sheathing directly applied or 1 -0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. orlardo ffortam 1 CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305)262 -6225 FAX - (305) 262-2014 JUN 0 4 200 • +•••• • • •••• • • • •••• • • ••••• •I • ••••• • •••• • •• ••••• • ••••• • • • • • •• • ••• • • •• • Royal Truss Corp, Hialeah Gardens, FL 33016 • • • • • • •• •••••• • • • • •••• ••• • • • •••• • • •• •• •••••• • • • • • •••• • • • •••• • • • • • • • • •• • • • •••• LOADING (psf) SPACING 2 -0 -0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND Truss Type ROOF TRUSS 3x4 = REACTIONS (lb/size) 1= 60/0 -6 -8, 2 =50/Mechanical, 3= 9/Mechanical Max Horz 1 =59(LC 2) Max Upliftl= -15(LC 2), 2 = -59(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2= -37/23 BOT CHORD 1 -3 =0 /0 LOAD CASE(S) Standard Qty 1 2 Ply 1 CSI TC 0.03 BC 0.00 WB 0.00 (Matrix) 1 -0-0 1 -0-0 MAYDA & SIMONE "Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:08 2009 Page 1 DEFL in (loc) 1/defl Lid Vert(LL) 0.00 1 ---- 240 Vert(TL) -0.00 1 >999 240 Horz(TL) -0.00 2 n/a n/a NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 1 and 59 lb uplift at joint 2. PLATES GRIP MT20 244/190 Weight: 3 lb Scale =1:5.5 BRACING TOP CHORD Structural wood sheathing directly applied or 1 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. Oo triland 11© iuuin II CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL RE. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 Job 6 -1-09 Royal Truss Corp, Hialeah Gardens, FL 33016 000000 •• • • • •••••• • • •••• • • • •• •••••• • • •••••• • • • • • • •••• Truss Truss Type Qty Ply MAYDA & SIMONE J1 FI ROOF TRUSS • •• •••••• • • • • • •••• • • • •• • • • •••• •••••• • • • •••• • ••• 1 • • •• • • • Plate Offsets (X,Y): [2:0- 0- 1,0 -0 -7] LOADING (psf) SPACING 2 -0 -0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004ITPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND LOAD CASE(S) Standard -2 -0-0 2 -0-0 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0168, 2- 3=- 183/249 BOT CHORD 2 -4 =0/0 CSI TC 0.90 BC 0.00 WB 0.00 (Matrix) 5.00 i 2 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:09 2009 Page 1 2 DEFL in (loc) 1/defl Lid Vert(LL) 0.00 2 *"" 240 Vert(TL) -0.00 2 >999 240 Horz(TL) 0.00 3 n/a n/a BRACING TOP CHORD BOT CHORD REACTIONS (lb /size) 2= 566/0 -8-0, 4= 9/Mechanical, 3=- 224/Mechanical Max Horz 2= 183(LC 2) Max Uplift2=- 902(LC 2), 3=- 224(LC 1) Max Gray 2= 566(LC 1), 4=9(LC 1), 3= 442(LC 2) 3x5 = 1 -0-0 1 -0-0 1 -0-0 1 -0-0 NOTES 1) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 902 lb uplift at joint 2 and 224 lb uplift at joint 3. 3 •• •••••• • • • • •• • • • • • • • • • • •• • • • Weight: 7 lb w U, 0 PLATES GRIP MT20 244/190 Structural wood sheathing directly applied or 1-0-0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. arOand © IJ orrau F CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E, 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 Scale - 1:6.0 l JUN 0 4 2009 Job Truss 6 -1 -09 • • • Royal Truss Corp, Hialeah Gardens, FL 33016 • • •••• • • • • •• JIG 1 • • • • • • • • • • • ••••• • •••• • • • ••• 00000 •• •• •• • •••••• • • • • • • • • • • • • • •••• • • • • • •••••• •• • • •• • • • • • • ••• LOADING (psf) SPACING 2 -0 -0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2ND Truss Type ROOF TRUSS REACTIONS (lb /size) 1= 50/0 -8 -0, 2 =50/Mechanical Max Horz 1 =25(LC 2) Max Uplift1= -35(LC 2), 2 = -42(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2= -14/11 LOAD CASE(S) Standard CSI TC 0.02 BC 0.00 WB 0.00 (Matrix) 1 -0-0 1 -0-0 3.50 12 1 -0-0 1 - 0 - 0 Qty Ply MAYDA & SIMONE 1 1 f ob Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:41:09 2009 Page 1 DEFL in (loc) I/defl Lid Vert(LL) -0.00 1 >999 240 Vert(TL) -0.00 1 >999 240 Horz(TL) -0.00 2 n/a n/a NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL =5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) Refer to girder(s) for truss to truss connections. 3) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 1 and 42 lb uplift at joint 2. PLATES GRIP Weight: 2 lb Scale = 1:3.3 BRACING TOP CHORD Structural wood sheathing directly applied or 1 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OO [f ondOO r�i fir o 'fOO nMrn CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2009 • • • Job 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 3301 ••• ••• • • • 1 • • • •••• • ••• • • • •••• •••• • • • • •• • • • • • ••• • • • • • • •••• •• • • • • ••• • Truss J2 LOAD CASE(S) Standard -2 -0-0 2 -0-0 • • • • • • •• • •••• • • ••••• • • •• • • ••• • • • • • • • • • • • • LOADING (psf) SPACING 2 -0-0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 Truss Type REACTIONS (lb /size) 2= 602/0 -8 -0, 4= 188/0 -3-8 Max Horz 2= 217(LC 2) Max Upiift2=- 691(LC 2), 4= -47(LC 2) ROOF TRUSS 3x4 = FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/43, 2 -3 =- 103/35 BOT CHORD 2 -4 =0 /0 WEBS 3- 4=- 147/67 CSI TC 0.48 BC 0.08 WB 0.02 (Matrix) 3.5011 4 Ply 1 MAYDA & SIMONE Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:09 2009 Page 1 4-6-8 4-6-8 4-6-8 4-6-8 DEFL in (loc) I/defl Lid Vert(LL) 0.00 2 ---- 240 Vert(TL) -0.02 2-4 >999 240 Horz(TL) 0.00 n/a n/a NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 691 lb uplift at joint 2 and 47 lb uplift at joint 4. Weight: 19 lb Scal6x41I11 1.0 3 OO Riand©O rqu. 'EEOO r nn CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL RE. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - ( 305) 262 -6225 FAX - (305) 262 -2014 2x4 II PLATES GRIP MT20 244/190 LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied or 4-6-8 BOT CHORD 2 X 4 SYP No.2ND oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. Job Truss 6 -1-09 Royal Truss Corp, Hialeah Gardens, FL 33016 • • • • • • • • {••I • • • • • •• •••• •• • ••••• • LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 ••• • • • •••• • • • •• • • • • • J2A LOAD CASE(S) Standard • • • • • • • • • • •• •• •• • • • • • • • • • • • •• LUMBER TOP CHORD 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.2ND -2 -0-0 2 -0-0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC20041TPI2002 BOT CHORD REACTIONS (lb /size) 3=- 37/Mechanical, 2 =546/0 -8 -0, 4=21/Mechanical Max Horz 2 =161(LC 2) Max Uplift3=-37(LC 1), 2=- 750(LC 2) Max Gray 3 =151(LC 2), 2 =546(LC 1), 4=21(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/43, 2- 3=- 105/60 BOT CHORD 2 -4=0/0 NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint 3 and 750 lb uplift at joint 2. Truss Type Qty Ply ROOF TRUSS CSI TC 0.48 BC 0.02 WB 0.00 (Matrix) 3.50 I 12 2 3x4 = 2 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:09 2009 Page 1 BRACING TOP CHORD MAYDA & SIMONE 2-6-8 2-6-8 2-6-8 2-6-8 DEFL in (loc) 1/defl Ud Vert(LL) 0.00 2 ---- 240 Vert(TL) -0.00 2-4 >999 240 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 Weight: 11 lb 3 Scale = 1:7.8 244/190 Structural wood sheathing directly applied or 2-6-8 oc purlins. Rigid ceiling directly applied or 10 -0-0 oc bracing. orla .nd© iri o f©O rhan CONSULTING ENGINEERS, E.A, CIVIL / STRUCTURAL E.E. 22249 7220 S.W. 39th TERR MIAMI. FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2003 M O O • . • • • • • Job 6 -1 -09 J3A Royal Truss Corp, Hialeah Gardens, FL 3301 • • • Truss -2 -0-0 2 -0-0 ••• •••• •••• • • • • • • • • • • •••• • • • • • • • • • • • • • • • • • LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 • ••• • •• • • • • ••• LOAD CASE(S) Standard • • • • • • •• • • •• •• • • • • • • • • • • • •• Plate Offsets (X,Y): [2:0 -0- 1,0 -0 -01 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 Truss Type ROOF TRUSS 2 CSI TC 0.48 BC 0.03 WB 0.00 (Matrix) 3.50 12 LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD BOT CHORD 2 X 4 SYP No.2ND BOT CHORD REACTIONS (Ib /size) 3 =16/Mechanical, 2= 548 /0 -8 -0, 4=25/Mechanical Max Horz 2 =174(LC 2) Max Uplift2=- 719(LC 2) Max Gray 3 =84(LC 2), 2= 548(LC 1), 4=25(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/43, 2- 3= -99/31 BOT CHORD 2 -4=0/0 3x4 = Qty Ply MAYDA & SIMONE 16 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:09 2009 Page 1 3 -0-0 3 -0-0 3 -0-0 3 -0-0 DEFL in (loc) l/defl Lid Vert(LL) 0.00 2 ---- 240 Vert(TL) -0.00 2-4 >999 240 Horz(TL) -0.00 3 n/a n/a NOTES 1) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 719 lb uplift at joint 2. PLATES GRIP MT20 244/190 Weight: 12 lb Structural wood sheathing directly applied or 3 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0-0 oc bracing. OO [dando Crao i©rrWui CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 J 3Scaie =1 :8.4 JUN 0 4 2009 • Job 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 3301 •• • • • ••••• • •• • •••••• • • • • LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 REACTIONS •••• • •••• ••• • • • • • • • • ••• • • • • • •••• • • •• •• • q •• • • • • •• •• Truss J3B •IG LOAD CASE(S) Standard 1 • • • • • • • • • •••••• • • •• •• I 2x4 — LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND SPACING 2-0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 Truss Type ROOF TRUSS FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2= -57/42 BOT CHORD 1 -3 =0/0 3 -0-0 3 -0-0 3.50 12 T 3 3 -0-0 CSI DEFL TC 0.17 Vert(LL) BC 0.03 Vert(TL) WB 0.00 Horz(TL) (Matrix) Qty Ply 1 BRACING TOP CHORD BOT CHORD (lb /size) 1= 164/0 -8-0, 2 =139/Mechanical, 3= 25/Mechanical Max Horz 1 =98(LC 2) Max Uplift1= -74(LC 2), 2=- 127(LC 2) in 0.00 -0.00 -0.00 1 MAYDA & SIMONE Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:41:09 2009 Page 1 2 (loc) Udefl L/d 1 "** 240 1 -3 >999 240 2 n/a n/a NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL =5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 1 and 127 lb uplift at joint 2. PLATES GRIP MT20 244/190 Weight: 9 lb ealend O m. Manual] © CONSULTING ENGINEERS, RA. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2005 Scale = 1:7.2 Structural wood sheathing directly applied or 3 -0 -0 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. L • • • • Job 6 -1 -09 Truss J3C Royal Truss Corp, Hialeah Gardens, FL 33016 •••••• • • • • • • • • • • • • ••• • • • •••• •••• • • • • •• • • • • • • • • • •• • • • • •••• • • • •••• • ••• • • •• • • • •• -1-5 -8 1-5-8 • • • • Truss Type ROOF TRUSS 2 Plate Offsets (X,Y): [2:0- 0 -0,0 -0-15], [2:0 -1- 11,0 -9 -14] LOADING (psf) SPACING 2 -0-0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEDGE Left: 2 X 6 SYP No.2ND 3x4 = 0-6-8 0-6-8 CSI TC 0.63 BC 0.03 WB 0.00 (Matrix) 5.00 Fir REACTIONS (lb /size) 3= 64/Mechanical, 4= 25/Mechanical, 2= 442/0 -8 -0 Max Horz 2= 213(LC 2) Max Uplift3= -13(LC 2), 2=- 526(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/45, 2 -3 =- 104/18 BOT CHORD 2 -4 =0 /0 LOAD CASE(S) Standard 3x8 II Qty Ply 7 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:10 2009 Page 1 3 -0-0 3 -0-0 MAYDA & SIMONE 3 -0-0 2 -5-8 DEFL in (loc) l/defl Ud Vert(LL) 0.00 2 -•--- 240 Vert(TL) -0.00 2-4 >999 240 Horz(TL) -0.00 3 n/a n/a NOTES 1) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 3 and 526 lb uplift at joint 2. 3 Weight: 14 lb Scale = 1:8.7 PLATES GRIP MT20 244/190 BRACING TOP CHORD Structural wood sheathing directly applied or 3 -0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. ©rl 1[m © rCtr�i o ff ©Ptufnl CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 20091 Royal Truss Corp, Hialeah Gardens, FL 3301 • • ••0 • • •••• • • • • • • • • • • • 00• • • •• • 0• • • O 00• •• • 0 • • 0000 Truss J3D LOAD CASE(S) Standard • i1 • • O 0• • 0 •0• I 3x4 LOADING (psf) SPACING 2 -0-0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND Truss Type ROOF TRUSS FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2= 41/54 BOT CHORD 1 -3 =0 /0 CSI TC 0.17 BC 0.03 WB 0.00 (Matrix) 3 -0-0 3 -0-0 5.00 I 12 3 -0-0 3 -0-0 1 1 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:41:10 2009 Page 1 DEFL in (loc) I/defl L/d Vert(LL) 0.00 1 ---- 240 Vert(TL) -0.00 1 -3 >999 240 Horz(TL) -0.00 2 n/a n/a BRACING TOP CHORD BOT CHORD REACTIONS (lb /size) 1= 164/0 -8 -0, 2= 139/Mechanical, 3= 25/Mechanical Max Horz 1 =133(LC 2) Max Uplift = -57(LC 2), 2 =- 144(LC 2) Qty Ply MAYDA & SIMONE 2 NOTES 1) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 1 and 144 lb uplift at joint 2. PLATES GRIP MT20 244/190 Weight: 9 lb Scale = 1:8.7 Structural wood sheathing directly applied or 3 -0-0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. ()B londe II © Wrn CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2009 • • I Job 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 33016 ••• • •• ••• • •••• ••• • • • • •••••• • • Truss J3E • • •• •• •••• • • • • • • • • •. •••• • • • • ••• • ••• • • •• • LUMBER TOP CHORD 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.2ND LOAD CASE(S) Standard • • • • • • •• • -2 -0-0 2 -0-0 Truss Type ROOF TRUSS 2 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/68, 2 -3 =- 128/37 BOT CHORD 2 -4=0/0 5.00 I 12 Qty Ply BRACING TOP CHORD BOT CHORD REACTIONS (lb /size) 3= 14/Mechanical, 2= 551/0 -8 -0, 4 =25 /Mechanical Max Horz 2= 257(LC 2) Max Uplift2=- 717(LC 2) Max Gray 3 =79(LC 2), 2= 551(LC 1), 4 =25(LC 1) MAYDA & SIMONE 2 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:10 2009 Page 1 3 -0-0 3 -0-0 3 -0-0 3 -0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl lid TCLL 30.0 Plates Increase 1.00 TC 0.51 Vert(LL) 0.00 2 ----• 240 TCDL 25.0 Lumber Increase 1.33 BC 0.03 Vert(TL) -0.00 2-4 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2004ITPI2002 (Matrix) NOTES 1) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 717 lb uplift at joint 2. 3 PLATES GRIP MT20 244/190 Weight: 13 lb Structural wood sheathing directly applied or 3 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0-0 oc bracing. CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262-2014 IJVN 0 4 4( 9 Job ITruss 6 -1-09 • • • • • • •••• • • • • • • •••• • • ••••• • Royal Truss Corp, Hialeah Gardens, FL 33016 • ••••• • • • •••• • • •••• • • • • • •••• • •• • • • • •• • ••• • • 1 •• • •••• J3F LOAD CASE(S) Standard • • • •• •• • • Plate Offsets (X,Y): [1:0 -1-4,0 -1-81 • LOADING (psf) SPACING 2 -0 -0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 Truss Type ROOF TRUSS 3x8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2= -31/26 BOT CHORD 1 -3 =0/0 CSI TC 0.17 BC 0.03 WB 0.00 (Matrix) • Qty TPly MAYDA & SIMONE 1 j 1 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:41:10 2009 Page 1 3 -0-0 3 -0-0 3 -0-0 3 -0-0 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 4 SYP No.2ND BOT CHORD REACTIONS (lb/size) 1 =164/0 -8-0, 2= 139/Mechanical, 3= 25/Mechanical Max Horz 1 =56(LC 2) Max Uplift1= -88(LC 2), 2=- 113(LC 2) DEFL in (loc) Udefl Lid Vert(LL) 0.00 1 240 Vert(TL) -0.00 1 -3 >999 240 Horz(TL) -0.00 2 n/a n/a NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 1 and 113 lb uplift at joint 2. 2 PLATES GRIP MT20 244/190 Weight: 8 lb OO crOa n do m foram CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 cale = 1:5.5 Structural wood sheathing directly applied or 3 -0 -0 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. JUN 0 4 2009 r L Job 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 33016 • • • • • C I • ••• LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 •••• • • •••• •••• • • • • •• • • ••• • • •• Truss J4 LOAD CASE(S) Standard Truss Type ROOF TRUSS -2 -0-0 2 -0-0 • • • • • • •• • •••• • • • • •• •• • • • • 2 •••• • • • • •••• • • • • • •• • • •• • • • Plate Offsets (X,Y): [2:0- 0- 1,0 -0-0] SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 3x4 = FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/43, 2 -3= -72/57 BOT CHORD 2- 5 =0/0, 4 -5 =0 /0 WEBS 3 -5 =0/0 CSI TC 0.48 BC 0.07 WB 0.00 (Matrix) REACTIONS (lb /size) 2= 567/0 -8 -0, 5= 50/0 -3-8, 3= 132/Mechanical Max Horz 2 =188(LC 2), 3 =27(LC 1) Max Uplift2 =- 703(LC 2), 3 = -33(LC 2) 3.50 I 12 Qty Ply 10 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:10 2009 Page 1 4-3-0 4-3-0 4-3-0 4-3-0 MAYDA & SIMONE DEFL in (loc) I/defl Lid Vert(LL) 0.00 2 **** 240 Vert(TL) -0.01 2 -5 >999 240 Horz(TL) 0.00 n/a n/a Weight: 18 lb 1 4-6-0 1 0 -3-0 Scale = 1:11.1 3x5 II 3 2x4 II 0 -3-0 PLATES GRIP MT20 2441190 NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL =5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 703 lb uplift at joint 2 and 33 lb uplift at joint 3. 5) Non Standard bearing condition. Review required. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall n xc ed_� 0 ' ,ff R 11, CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied or 4 -3-0 BOT CHORD 2 X 4 SYP No.2ND oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JUN 0 4 2009 Job 6 -1 -09 • Royal Truss Corp, Hialeah Gardens, FL 33016 • ••• ••I•••• • • • •••• •••• • • • • • • • •••• •• •• • • •••• •M•••• • 4 • • C • ••• • LUMBER TOP CHORD BOT CHORD REACTIONS FORCES (lb) TOP CHORD BOT CHORD •••• • • •••• • • • • • • • • •• • 3.50 12 • ••• • • •• • •••• • • •••• •• • • • • •••• Truss J5A -2 -0-0 2 -0-0 • • • • • • •• • •••••• • • •• •• • • • • • • • • • • • •• Plate Offsets (X,Y): [2:0- 0- 1,0 -0 -0] LOADING (psf) SPACING 2 -0-0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 2 X 4 SYP SS 2 X 4 SYP No.2ND LOAD CASE(S) Standard I Truss Type ROOF TRUSS 2 3x4 = CSI TC 0.48 BC 0.10 WB 0.00 (Matrix) - Maximum Compression/Maximum Tension 1 -2 =0/43, 2- 3=- 107/44 2 -4=0/0 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:41:11 2009 Page 1 BRACING TOP CHORD BOT CHORD (lb /size) 3 =180/Mechanical, 2= 624 /0 -8 -0, 4=45/Mechanical Max Horz 2 =229(LC 2) Max Uplift3=- 102(LC 2), 2 =- 693(LC 2) Ply 1 5 -0-0 5 -0-0 5 -0-0 5 -0-0 DEFL in (loc) I/defl Vert(LL) 0.00 2 Vert(TL) -0.04 2-4 >999 Horz(TL) -0.00 3 n/a MAYDA & SIMONE Job Reference (optional) L/d 240 240 n/a NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 3 and 693 lb uplift at joint 2. Scale = 1:11.7 3 PLATES GRIP MT20 244/190 Weight: 18 lb CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 Structural wood sheathing directly applied or 5 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0-0 oc bracing. ©rdland© nCnlo l ©nun (; JUN .0 41149 Job 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 33016 •• • • • •••••• • •••• • • ••• • •• •• • • • • ••••• • cr c •• •• • • • ••• • • • • •• • • • •••• • • • •••• • ••• •••••• • • • • • • • •• • • •• •• •• • • • • • ••• Truss J5B LOAD CASE(S) Standard - 1 - 5 - 8 1 -5-8 • • • • • • • • •• •• • • • • • • • • • • • •• LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEDGE Left: 2 X 6 SYP No.2ND 2 LOADING (psf) SPACING 2 -0-0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 Truss Type ROOF TRUSS 0-6-8 0-6-8 Plate Offsets (X,Y): [2:0 -0-0,0 -0 -151, j2:0 -1- 10,0 -9 -15] FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/45, 2- 3=- 129/70 BOT CHORD 2 -4 =0 /0 3x8 I I CSI TC 0.85 BC 0.10 WB 0.00 (Matrix) 5.00 I 12 REACTIONS (lb /size) 3= 207 /Mechanical, 4=45 /Mechanical, 2= 539/0 -8 -0 Max Horz 2= 292(LC 2) Max Uplift3=- 171(LC 2), 2=- 527(LC 2) Qty Ply 6 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:11 2009 Page 1 5-0-0 5 -0-0 5 -0-0 4-5-8 MAYDA & SIMONE DEFL in (loc) I/defl Lid Vert(LL) 0.00 2 ---•- 240 Vert(TL) -0.04 2-4 >999 240 Horz(TL) -0.00 3 n/a n/a NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 171 lb uplift at joint 3 and 527 lb uplift at joint 2. 3 PLATES GRIP MT20 244/190 Weight: 21 lb orrpondo Ir[°�lir a iorhan CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL F.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (30S) 262 -6225 FAX - (305) 262 -2014 e - 1:11.9 BRACING TOP CHORD Structural wood sheathing directly applied or 5 -0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. JUN 0 4 200§ Job 6 -1-09 Royal Truss Corp, Hialeah Gardens, FL 33016 • • • • • • • • •• • Truss J5C ••• • • •• •• • • • • • • •••• • • •• • . • • • LOAD CASE(S) Standard 3x4 = Plate Offsets (X,Y): [7:0-3-0,0-2-4] LOADING (psf) SPACING 2-0 -0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 REACTIONS (lb /size) 1 =294/0 -8 -0, 5= 292/Mechanical Max Horz 1 =206(LC 2) Max Uplift1 =- 119(LC 2), 5=- 203(LC 2) 3 -2-8 3 -2-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 123/20, 2 -3 =- 56/56, 3- 4=-6/0 BOT CHORD 1- 7=- 14/11, 6 -7 =- 36/42, 5- 6=- 79/112 WEBS 2 -7 =- 110/148, 3 -6 =- 177/127 Truss Type Qty Ply MAYDA & SIMONE ROOF TRUSS 1 1 1 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:41:11 2009 Page 1 CSI TC 0.30 BC 0.38 WB 0.04 (Matrix) 5 -0-0 5 -0-0 2x4 II 4 7 5.00 12 5x6 = 5 -0-0 1 -9-8 DEFL in (loc) 1/defl L/d Vert(LL) 0.08 1 -7 >673 240 Vert(TL) -0.11 1 -7 >486 240 Horz(TL) -0.04 5 n/a n/a LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 5 -0-0 BOT CHORD 2 X 4 SYP No.2ND oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at joint 1 and 203 lb uplift at joint 5. U, 0 Weight: 20 lb CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 Scale = 1:14.5 PLATES GRIP MT20 244/190 Orla d©O rr ` Oirftun 7220 SW. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2009 Job 6 -1-09 Royal Truss Corp, Hialeah Gardens, FL 33016 • • • • • • • •••• • • • LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 •• •• • • • • • • • •• • • •• • • • •• • •• •••• • • • •• •• •• • • Truss J5D LOAD CASE(S) Standard Plate Offsets (X,YJ: [1:0- 1- 4,0 -1-8] 3x8 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 Truss Type ROOF TRUSS FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2= 42/50 BOT CHORD 1 -3 =0/0 CSI TC 0.53 BC 0.10 WB 0.00 (Matrix) 5 -0-0 5 -0-0 5 -0-0 5 -0-0 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:41:11 2009 Page 1 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 4 SYP No.2ND BOT CHORD REACTIONS (lb /size) 1= 294/0 -8 -0, 2 =249 /Mechanical, 3= 45/Mechanical Max Horz 1 =112(LC 2) Max Upliftl=- 154(LC 2), 2 =- 206(LC 2) Ply 1 MAYDA & SIMONE Job Reference (optional) DEFL in (loc) l/defl LJd Vert(LL) 0.00 1 ---- 240 Vert(TL) -0.04 1 -3 >999 240 Horz(TL) -0.00 2 n/a n/a NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift at joint 1 and 206 lb uplift at joint 2. 2 PLATES GRIP MT20 244/190 Weight: 14 lb Scale = 1:8.4 Structural wood sheathing directly applied or 5-0 -0 oc purlins. Rigid ceiling directly applied or 10 -0-0 oc bracing. off hall do l ovitlm CONSULTING ENGINEERS, PA, CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 AN 4,,1051 Job 6 - 1 - 09 Royal Truss Corp, Hialeah Gardens, FL 33016 ••• • •• •• • • • •••N• • •• • • •• • •• • • • t • • • •••• •••• • • • • •• • • • • •• • • • •• • •••• • • •••• •• • • • • •• •• LOAD CASE(S) Standard Truss Truss Type J5E -1 -5-8 1-5-8 • • • • • • •• • •• • • ••• • • • •• •• • • • • • LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 6 SYP No.2ND • • • • • • •• 2 ill'/ ■ ■ ■/ 2x4 II 4x5 = 0-6-8 0-6-8 ROOF TRUSS Plate Offsets (X,Y): [2:0- 1- 11,0 -9 -141, 12:0- 0- 1,0 -1 -3], [8:0- 3- 0,0 -2-4] LOADING (psf) SPACING 2 -0-0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 REACTIONS (lb/size) 6 =269/Mechanical, 2 =538/0 -8 -0 Max Horz 2= 316(LC 2) Max Uplift6 =- 215(LC 2), 2=- 516(LC 2) 3x8 11 CSI TC 0.63 BC 0.70 WB 0.06 (Matrix) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/45, 2 -3 =- 140/11, 3-4 =- 86/51, 4- 5 = -19/0 BOT CHORD 2- 8= -11/8, 7 -8 =- 10/24, 6 -7 =- 84/103 WEBS 3-8 =- 83/113, 4 -7 =- 198/207 5.00 FW 3 -2-8 2-8-0 • Qty Ply MAYDA & SIMONE 1 1 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:41:12 2009 Page 1 5 -0-0 5 -0-0 3 2x4 II 8 5x6 = NOTES 1) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL =5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 215 lb uplift at joint 6 and 516 lb uplift at joint 2. 5 -0-0 1 -9-8 2x4 II 5 4 5.00 12 DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.03 8 >999 240 MT20 244/190 Vert(TL) -0.08 2-8 >715 240 Horz(TL) -0.03 6 n/a n/a Weight: 25 lb ordaCri ©O rriirlt OO C> Ru nl CONSULTING ENGINEERS. R.A. CIVIL / STRUCTURAL R.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - ( 305) 262 -6225 MX - (3 05) 262 -2014 tale: 1 " =1 In BRACING TOP CHORD Structural wood sheathing directly applied or 5-0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. FA JUN 0 4 200 • Job Truss Truss Type 6 - 1 - 09 J6 !ROOF TRUSS Royal Truss Corp, Hialeah Gardens, FL 33016 • • • ••• • • • • •®I • • •• •• I•• •• • • •• •• • • LUMBER TOP CHORD BOT CHORD REACTIONS FORCES (lb) TOP CHORD BOT CHORD ••• • • • •••• •• •• • • • • •• • • • • • ••• • • •• •• • • • • •• LOAD CASE(S) Standard -3-6-0 2 -0-0 • • • • • • •• •• • • •• • • •• •• • • •• • • • • • • • LOADING (psf) SPACING 2 -0-0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TP12002 2 X 4 SYP SS 2 X 4 SYP No.2ND 2 (lb /size) 4= 177/0 -3-8, 5 =31/Mechanical, 2= 613/0 -8 -0 Max Horz 2= 253(LC 2) Max Uplift4= -64(LC 2), 2 =- 708(LC 2) - Maximum Compression/Maximum Tension 1 -2 =0/73, 2- 3= 46/0, 3- 4= 45/48 3 -5 =0 /0 -14-0 1-6-0 CSI TC 0.51 BC 0.05 WB 0.00 (Matrix) • 3.50 Fri - 3 1 2x4 = BRACING TOP CHORD Ply MAYDA & SIMONE 1 DEFL in (loc) 1/defl Vert(LL) -0.05 3 >954 Vert(TL) -0.06 3 >835 Horz(TL) -0.01 4 n/a Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:12 2009 Page 1 3 -3 -7 3-3 -7 3 -1-8 3 -1-8 Lid 240 240 n/a Structural wood sheathing directly applied or 3 -3 -7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 4 and 708 lb uplift at joint 2. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 2. PLATES MT20 Weight: 16 lb OOola11 d lJr n `BOOQf N.IC(ll CONSULTING ENGINEERS. F.A. CIVIL / STRUCTURAL F.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 1 Scale =1:11.6 4 f 0 -1 -15 GRIP 244/190 JUN 0 4 2005, • •• Job • 6 -1-09 • • • Royal Truss Corp, Hialeah Gardens, FL 3301 ••• • ••• • ••• • 0000 • • •• • Plate Offsets (X,Y): [2:0- 0- 1,0 -0 -0] LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD BOT CHORD REACTIONS FORCES (lb) TOP CHORD BOT CHORD J7 -2 -0-0 2 -0-0 •••• • • •••• • • •• • • • •••••• • • ••• • • •• • • • •••• •• • • • • Truss LOAD CASE(S) Standard • • • • • •• •••••• • •••••• ••••• • •••• •••••• • • •••••• 2 • • • • • • • • 3x4 = SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004 TPI2002 Truss Type ROOF TRUSS BRACING 2 X 4 SYP SS TOP CHORD 2 X 4 SYP No.2ND BOT CHORD (lb /size) 3= 311/Mechanical, 2= 733/0 -8 -0, 4= 65/Mechanical Max Horz 2= 280(LC 2) Max Upiift3=- 223(LC 2), 2=- 719(LC 2) - Maximum Compression/Maximum Tension 1 -2 =0/43, 2- 3=- 130/77 2 -4 =0 /0 CSI TC 0.48 BC 0.21 WB 0.00 (Matrix) 3.50 rfi Qty Ply 12 1 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:41:12 2009 Page 1 7 -0-0 7 -0-0 7 -0-0 7 -0-0 DEFL in (loc) I/defl Vert(LL) 0.00 2 Vert(TL) -0.16 2-4 >481 Horz(TL) -0.00 3 n/a NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 223 lb uplift at joint 3 and 719 lb uplift at joint 2. Structural wood sheathing directly applied or 6 -0-0 oc purlins. Rigid ceiling directly applied or 10 -0-0 oc bracing. MAYDA & SIMONE Lid 240 240 n/a PLATES GRIP MT20 244/190 Weight 24 lb OO rOand0 C�lir o ffOi a n I CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 Scale = 1:15.0 3 • •0•• • • • •0.0.0 • •0.41• • •41••• OO • •0•••• • • • 0•• 041• • • 0••••• • • Job 6 -1 -09 Truss J7A Royal Truss Corp, Hialeah Gardens, FL 33016 -1-5-8 1 -5-8 •0.0 • • • • •0410 • • • •000 • 4141 • 0 • •••0•• $ 0 • • • 41.41••• 41 • 000• • • •• 4100• • 4141•• • • 010 4100••• 41 • • • • •0 •41 •• • •0000• 0 • • 4141•• • • • ? 0000 • • • Plate Offsets (X,Y): [2:0- 1- 8,0 -1 -12] LOAD CASE(S) Standard 0-6-8 3x5 I I 0-6-8 LOADING (psf) SPACING 2 -0-0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 Truss Type ROOF TRUSS FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/45, 2- 3=- 180/0, 3-4 =- 121/98 BOT CHORD 2 -5 =0/0 CSI TC 0.94 BC 0.21 WB 0.00 (Matrix) 14 1 Job Reference o .tional 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:12 2009 Page 1 7 -0-0 5.00 12 7 -0-0 4x5 4x5 REACTIONS (lb /size) 4= 330/Mechanical, 2= 656/0 -8 -0, 5= 65/Mechanical Max Horz 2= 366(LC 2) Max Uplift4=- 287(LC 2), 2=- 559(LC 2) Qty Ply 7 -0-0 6 -5-8 DEFL in (loc) I/defl Ud Vert(LL) 0.00 2 240 Vert(TL) -0.16 2 -5 >481 240 Horz(TL) 0.04 4 n/a n/a MAYDA & SIMONE NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL =5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 287 lb uplift at joint 4 and 559 lb uplift at joint 2. 1 cale =1:16.2 PLATES GRIP MT20 244/190 Weight: 33 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 2 -2-0 BOT CHORD 2 X 4 SYP No.2ND oc purlins. SLIDER Left 2 X 6 SYP No.2ND 3 -8 -1 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OO CdefnldOO lmrl o ffOQlInI'ttl CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERM MIAMI, FLA, 33155 r -:5 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2001 l Job 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 33016 ••• • • •••••• •••• • •••• • • • • • • •• • • • ••• • • • ••••• • • • •• •• • • •••••• •• • • • • • ••• •••••• • • • •••• •••• •• • • • • ••• • Truss J7B • • • • • • • •••••• • •••••• •••• • • •••• •••••• • • •• •• •••••• • • • 3x4 = LOADING (psf) SPACING 2-0 -0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 5081207, 2- 3= -84/38 BOT CHORD 1-4 =- 397/408 WEBS 2- 4=- 468/456 LOAD CASE(S) Standard 1Truss Type 1 ROOF TRUSS 3x4 = CSI TC 0.28 BC 0.27 WB 0.14 (Matrix) 5.001 Qty Ply MAYDA & SIMONE 2 r 1 Job Reference (optional 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:13 2009 Page 1 7 -0-0 7 -0-0 7 -0-0 7 -0-0 REACTIONS (lb /size) 1= 417/0 -8 -0, 3= 135/Mechanical, 4=293/Mechanical Max Horz 1 =285(LC 2) Max Upiiftl=- 166(LC 2), 3 =- 119(LC 2), 4=- 191(LC 2) 3x4 DEFL in (loc) I/defl Ltd Vert(LL) 0.00 1 **** 240 Vert(TL) -0.15 1-4 >515 240 Horz(TL) 0.01 4 n/a n/a NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL =5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 1,119 lb uplift at joint 3 and 191 lb uplift at joint 4. PLATES GRIP MT20 2441190 Weight: 27 lb orderndo [(W. ff© [EU"�li CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL RE, 22249 7220 SM. 3901 TERR MIAMI, FLA, 33165 TEL - (336) 262_6225 FAX - (306) 262 -2014 JUN 0 Scale =1:16.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9 -1 -5 oc bracing. Job 6 -1-09 Royal Truss Corp, Hialeah Gardens, FL 33016 0000 • • 00 • • •••••• • • 00000 • • ••••• 00000 • • • •••••• • • •••••• • FORCES (lb) TOP CHORD BOT CHORD WEBS •••• • • •••• •••• • • • • •• • • LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 00000 • •• • • •• • • • • • • •• • • ••• • Plate Offsets (X,n: Truss J7C LOAD CASE(S) Standard • • • • • • •• •••••• • •••••• •••• • • • •••••• • • •• • • •••••• • • • • 3x4 = 3x8 I I SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 Truss Type ROOF TRUSS 0-6-8 I 0-6-8 [1:0 -0- 0,0- 0 -15], [1:0 -1- 11,0 -9 -14] CSI TC 0.57 BC 0.39 WB 0.13 (Matrix) - Maximum Compression/Maximum Tension 1- 2= 487/187, 2- 3= 41/33 1-4=- 375/386 2-4= 457/444 5.00 12 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:13 2009 Page 1 7-0-0 7 -0-0 REACTIONS (lb /size) 3= 118 /Mechanical, 4=310/Mechanical, 1=417/0-8-0 Max Horz 1 =285(LC 2) Max Uplift3 =- 104(LC 2), 4=- 207(LC 2), 1=-166(LC 2) 7 -0-0 6 -5-8 Qty 1 3x4 = 2x4 Ply 1 DEFL in (loc) I/defl Vert(LL) 0.00 1 Vert(TL) -0.15 1-4 >515 Horz(TL) 0.00 4 We MAYDA & SIMONE Job Reference (optional) Ud 240 240 n/a LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 6 -0-0 BOT CHORD 2 X 4 SYP No.2ND oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 9-4-8 oc bracing. WEDGE Left: 2 X 6 SYP No.2ND NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL =5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 207 lb uplift at joint 4 and 166 lb uplift at joint 1. PLATES GRIP MT20 244/190 Weight: 29 lb orDando fforftun CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL RE. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 I Scale =1:16.2 r r JUN 0 4---2089 Job 6 -1 -09 Truss J7D Royal Truss Corp, Hialeah Gardens, FL 33016 OO • • •• • • ••• ••• • • •• •• • • • •• •• • • • • O • • • O O O O O O • • • • LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 • • • ••• • • • ••• ••• • ••• • • LOAD CASE(S) Standard -1-5 -8 1 -5-8 • • •• • • •• • • ••••• •••• • • •••• •••••• • • •• •• •••••• • • • • • • • • • 2 • • •• Plate Offsets (X,Y): [2:0- 0- 1,0 -1- 3],18:0- 3- 0 -2- 14] -1- 10,0 -1.41 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 4x5 = 0-6-8 0-6-8 Truss Type ROOF TRUSS 3x5 II SPACING 2-0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 REACTIONS (lb /size) 9= 707/0 -8 -0, 7= 347/Mechanical Max Horz 9= 360(LC 2) Max Uplift9=- 560(LC 2), 7=- 202(LC 2) 3 -2-8 2-8-0 5.00 12 CSI TC 0.44 BC 0.48 WB 0.11 (Matrix) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2 -3 =- 324/63, 3-4 =- 153/0, 4 -5 =- 82/72, 5- 6 =4/0 BOT CHORD 2- 9= 0/339, 8 -9 =- 20/18, 7- 8= -12/19 WEBS 4-8 =- 181/210, 5 -7 =- 243/177, 3- 9=- 378/364 4 5 1 Job Reference o tional 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:41:13 2009 Page 1 2x4 II 8 7 -0-0 7 -0-0 6x6 = City BRACING TOP CHORD BOT CHORD Ply MAYDA & SIMONE 2.401 7 -0-0 3 -9-8 DEFL in (loc) Udefl Vert(LL) 0.10 7-8 >700 Vert(TL) -0.21 7-8 >342 Horz(TL) -0.04 7 n/a Lid 240 240 n/a NOTES 1) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 560 lb uplift at joint 9 and 202 lb uplift at joint 7. 2 x 4 I I 6 7 2x4 II N N PLATES GRIP MT20 244/190 Weight: 30 lb Scale = 1:18.8 Structural wood sheathing directly applied or 6 -0-0 oc purlins. Rigid ceiling directly applied or 10 -0-0 oc bracing. CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2009 i Job 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 3301 • 0.000 • 00000 • 0000• • 0000• • •• •••.•• • • 00 •••• • • LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 FORCES (lb) - TOP CHORD BOT CHORD WEBS •• • • • •••• • • • • • • • • • U, • ••• • • •• • • • •••• •• • • • • • ••• Truss J7E Plate Offsets (X,Y): [8:0 -1- 10,0 -1-4] LOAD CASE(S) Standard Truss Type ROOF TRUSS • • a • • • 5.00 12 �L • •• •0.000 • ••.••• •••••• •••• 3 •••••• i • ••.••. • Po— �. ► il 6 �' 3x4 = 0-6-8 0-6-8 3x5 II SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 3 -2-8 2-8-0 REACTIONS (lb /size) 8= 496/0 -8 -0, 6= 391/Mechanical Max Horz 8= 279(LC 2) Max Uplifth =- 207(LC 2), 6 =- 279(LC 2) CSI TC 0.53 BC 0.65 WB 0.07 (Matrix) Maximum Compression/Maximum Tension 1 -2 =- 233/8, 2 -3 =- 169/0, 3-4 =- 95/80, 4- 5 = -6 /0 1- 8= 0/258, 7 -8 =- 21/18, 6- 7= -20/24 3 -7 =- 187/220, 4- 6=- 262/211, 2-8 =- 255/156 2x4 II 7 7 -0-0 7 -0-0 5x8 = • Qty Ply MAYDA & SIMONE 3 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:13 2009 Page 1 2.401W 7 -0-0 3 -9-8 DEFL in (loc) 1/defl Vert(LL) 0.23 6 -7 >305 Vert(TL) -0.29 6 -7 >240 Horz(TL) -0.06 6 n/a 2x4 I I Lid 240 240 n/a 5 2x4 II NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL =5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 lb uplift at joint 8 and 279 lb uplift at joint 6. cl N PLATES GRIP MT20 244/190 Weight: 27 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 6 -0-0 BOT CHORD 2 X 4 SYP No.2ND oc puriins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. offIl rndo W"'"li o ff©Crtnntl CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 Scale = 1:18.8 JUN 0 4 2009 • • Job 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 3301 ••• •• • •• ••• • • •• •• l• • l q • C • •••• ••• • • • ••• •••• • • • • • • • • ••• • • • •• • • •• • •••• • • •••• Truss J8 LOAD CASE(S) Standard • • • • • • • •••••• • •••••• •••• • • • • • • •••••• • • • • • •••••• • • • • • -3-6 -0 2 -0-0 LOADING (psf) SPACING 2-0 -0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 Truss Type ROOF TRUSS FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/73, 2- 3= -34/0, 3-4 =- 51/61, 4- 5 = -2/0 BOT CHORD 3 -6 =0/0 • CSI TC 0.51 BC 0.01 WB 0.00 (Matrix) REACTIONS (lb /size) 6= 13/Mechanical, 2= 546/0 -8 -0, 4= 12/0 -3-8 Max Horz 2 =197(LC 2) Max Uplift2=- 755(LC 2) Max Gray 6 =13(LC 1), 2= 546(LC 1), 4 =146(LC 2) 3.50 Fir 2 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:41:14 2009 Page 1 Qty 1 -1 -6-0 1-6-0 Ply 1 MAYDA & SIMONE 3 DEFL in (loc) 1/defl Ud Vert(LL) -0.03 3 >981 240 Vert(TL) -0.03 3 >999 240 Horz(TL) -0.01 4 n/a n/a 2x4 = NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 755 lb uplift at joint 2. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 4. CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 1-3 -7 1 -3 -7 7220 S.W. 35th TERR MIAMI, FLA, 33155 TEL - (305) 262 -522.5 FAX - (305) 262 -2014 Sc* =1:8.2 4 1 -1 -9 I 1 -3 -7 1 -1 -9 0 -1 -14 PLATES GRIP MT20 244/190 Weight: 9 lb LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied or 1 -3 -7 BOT CHORD 2 X 4 SYP No.2ND oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OCl 111od00 fL'�11(10 `oorftura1 e JUN. 0. 20( Royal Truss Corp, Hialeah Gardens, FL 33016 ••i7i• • ••• •••• • • • ••• • ••• • 1 FORCES (lb) - TOP CHORD BOT CHORD WEBS • • • •••• • • • • •• • • • • • • •••5• • ••• • • • •••• ••• • • • •• • • • • LOAD CASE(S) Standard -2 -0-0 2 -0-0 • • • • • • •• •5•••• • •1.555 • • • • •5.5•• • • •• •• •••••• • • • • • • • • • • • •• LOADING (psf) SPACING 2 -0-0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase *1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 LUMBER TOP CHORD 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 Truss Type ROOF TRUSS 2 3x4 = REACTIONS (lb /size) 2= 570/0 -8 -0, 5 =36/0 -3-8, 3= 80/Mechanical Max Horz 2 =285(LC 2) Max Uplift2=- 690(LC 2), 3 = -5(LC 2) Maximum Compression/Maximum Tension 1 -2 =0/68, 2 -3 =- 128/21 2- 5 =0/0, 4 -5=0/0 3 -5 =0 /0 CSI TC 0.51 BC 0.05 WB 0.00 (Matrix) 5.00 IV Qty Ply MAYDA & SIMONE 3 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:14 2009 Page 1 BRACING TOP CHORD 3 -9-0 3 -9-0 3 -9-0 3 -9-0 DEFL in (loc) I/defl Vert(LL) 0.00 2 Vert(TL) -0.01 2-5 >999 Horz(TL) -0.00 3 n/a Lid 240 240 n/a NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 690 lb uplift at joint 2 and 5 lb uplift at joint 3. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 4-0-0 3x5 1110 -3 -0 3 ' I 2x4 II 1 4 1 0 -3-0 PLATES GRIP MT20 244/190 Weight 18 lb Oo H ndoo rt Voulu CONSULTING ENGINEERS, EA. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 2 92 -6225 FAX - (305) 262 -209 = 1:10.8 Structural wood sheathing directly applied or 3 -9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. Job Truss 6 - 1 - 09 Royal Truss Corp, Hialeah Gardens, FL 3301 •••• • • • • •• ••• •••• • • • • •••• • •• • • • • •••••• •••••• • • • •• ••• • • • •••• • • • • ••••• • •••• • �•••• • • •••• •4•••• • • • • M1 -2 -0-0 2 -0-0 • ••• ••1••• • • • • •• •• • • •••••• • • • •• •••• • • • • • • • •••• • • •• -• • •• • • • • LOADING (psf) SPACING 2-0 -0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 LUMBER TOP CHORD 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 LOAD CASE(S) Standard Truss Type MONO TRUSS 2 REACTIONS (lb /size) 2= 595/0 -8 -0, 5= 223/0 -3-8 Max Horz 2= 272(LC 2) Max Uplift2=- 673(LC 2), 5=- 129(LC 2) 3x4 = CSI TC 0.49 BC 0.08 WB 0.00 (Matrix) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/52, 2- 3=- 112/37, 3- 4= -14/0, 3 -5 =- 183/149 BOT CHORD 2 -5 =0/0 4.00 Fr Qty Ply 8 1 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Thu Jun 04 10:14:47 2009 Page 1 4-5-0 4-5-0 4-5-0 4-5-0 MAYDA & SIMONE DEFL in (loc) l/defl Ltd Vert(LL) 0.00 2 ---- 240 Vert(TL) -0.02 2 -5 >999 240 Horz(TL) 0.00 n/a n/a NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 673 lb uplift at joint 2 and 129 lb uplift at joint 5. 3 PLATES GRIP MT20 244/190 Weight: 19 lb I 4-8-0 I 0 -3-0 2 i94allle S 1:11.2 2x4 I I BRACING TOP CHORD Structural wood sheathing directly applied or 4 -5 -0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. CONSULTING ENGINEERS, P.A. CIVIL I STRUCTURAL P.E. 22249 7220 5.W. 39th TERR MIAMI. FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2009 Job Truss 6 -1-09 Royal Truss Corp, Hialeah Gardens, FL 33016 1 -2-0-0 1 6 -5 -2 I 11 -11 -1 I 17-5-0 I 22 -10 -15 I 28-4-14 I 34-10-0 I 38 -10-0 I 2 -0-0 6-5 -2 5 -5 -15 5-5 -15 5 -5 -15 5 -5 -15 6 -5 -2 4-0-0 Scale = 1:71.7 • • ••• • • 000000 • • • ° • •••• • •• • • • • •••••• oo Soo • • ••••••4x6 6 ° • •A(4* •• ••• • • 2 �_ • - - 000000 oso • • •. 3x8 • • •••••• 7211— • • • •••••• • • 3 zr; % •• • • • • T1 9 - 2 - 1 I 17 - 5 - 0 I 25 - 7 - 15 Plate Offsets (X,Y): [2:0 -0- 4,0 -3-4], [5:0- 3- 0,Egej, [9:0- 3- 0,Edge], [12:0- 0- 4,Edge], [12:1- 0- 6,0 -2-0] LOADING (psf) SPACING 2 -0-0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 Truss Type ROOF TRUSS 3.50 FIT 3x4 • • 18 17 16 15 • • • • • • 3x4 = 5x12 MT2OH WB= 5x12 MT2OH WB= 9 -2 -1 8 -2 -15 8 -2 -15 REACTIONS (lb /size) 2=2460/0-8-0, 12=2724/0-8-0, 20= 0/0 -1-8 Max Horz 2= -10(LC 2) Max Uplift2=- 1554(LC 2),12=- 1465(LC 2) Max Gray 2= 2460(LC 1),12= 2724(LC 1) 5x6 = 7 3x8 = Qty Ply 3 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:14 2009 Page 1 3x4 8 4x6 9 2x4 i 10 14 3x4 = MAYDA & SIMONE - -- CSI DEFL in (loc) Udefl Ud TC 0.86 Vert(LL) 0.4614 -16 >883 240 BC 0.95 Vert(TL) - 0.9814 -16 >420 240 WB 0.97 Horz(TL) 0.27 12 n/a n/a (Matrix) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/41, 2 -3 =- 5458/2609, 3-4 =- 5362/2619, 4 -5 =- 5026/2442, 5 -6= 4973/2453, 6 -7 =- 3760/1972, 7- 8=- 3762/1973, 8- 9= 4819/2402, 9- 10= -4866/2391,10 -11 =- 5104/2536,11 -12 =- 5213/2530, 12 -13 =0/103 BOT CHORD 2 -18 =- 2267/ 5068,17 -18 =- 1993/4518,16 -17 =- 1993/4518,15 -16 =- 1972/4454,14 -15 =- 1972/4454, 12- 14=- 2179/4793 WEBS 4 -18= 413/290, 6 -18 =- 62/476, 6 -16 =- 1246/698, 7 -16 =- 708/1487, 8 -16 =- 1171/673, 8 -14 =- 18/337, 10 -14=- 260/240,19 -20= 0/0,13- 20 =0/0 11 12 3x6 3x6 7x12 = 3x5 = 34-10-0 35 -1:1-15 9 -2 -1 0 -2 -15 PLATES GRIP MT20 244/190 MT20H 187/143 Weight: 180 lb 3x4 .? 13 I o E LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied or 1 -10 -15 BOT CHORD 2 X 4 SYP SS *Except* oc purlins. 15 -17 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.3 3 -1 -5, Right 2 X 4 SYP No.3 3 -1 -5 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL =5.0p , a gory II Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. Tun L d 00 m © 3) All plates are MT20 plates unless otherwise indicated. ' w CONSULTING ENGINEEKS, P.A. 4) This truss requires plate inspection per the Tooth Count Method when this to s s n for quality CIVIL / STKUCrUKAL assurance inspection. ` PE.22249 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2 D W. 3 . h TER MIAMI, FLA, 33155 6) Provide mechanical connection (by others) of truss to bearing plate capable of vltiist l7�j 225 FAX - (305) 2 at joint 2 and 1465 lb uplift at joint 12. 0v LOAD CASE(S) Standard Job 6 -1 -09 Truss T2 Royal Truss Corp, Hialeah Gardens, FL 33016 -2 -0-0 2 -0-0 Truss Type ROOF TRUSS 2-8-8 2-8-8 LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 • • • •••• • • • • •••••• • •• • • • • • • • • •••••• •••••• • ••• • • • ••• 03180 PT • • •• ••• • ••• • •••• • • • • ••• • •••• • • • • • •••• • • • • II • •• • • • ` 5 • • • •••• ••• • ••••• • •• _ • • . • 6 6 •••• `, 2x4 II �� 3x4 = 3x4 = SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 2-8-8 2-8-8 CSI TC 0.48 BC 0.10 WB 0.02 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied or 5 -5 -0 BOT CHORD 2 X 4 SYP No.2ND oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb /size) 2 =570/04-0, 4= 570/0 -8-0 Max Uplift2=- 611(LC 2), 4 =- 611(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/43, 2 -3 =- 261/0, 3-4=- 261/0, 4 -5 =0/43 BOT CHORD 2 -6= 0/439, 4 -6 =0/439 WEBS 3 -6 =0/56 LOAD CASE(S) Standard 3 4x5 = City 3 Ply 1 5-5-0 2-8-8 2-8-8 MAYDA & SIMONE Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:15 2009 Page 1 4 DEFL in floc) Udefl L/d Vert(LL) -0.01 6 >999 240 Vert(TL) -0.01 6 >999 240 Horz(TL) 0.00 4 n/a n/a I 5 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 611 lb uplift at joint 2 and 611 lb uplift at joint 4. 7-5-0 2 -0-0 PLATES GRIP MT20 244/190 Weight: 24 lb CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 I Scale: 3/4 " =1 JUN 0 4 2013 Job 6 -1 -09 • • • ••• • • • • • •• • Truss TM Royal Truss Corp, Hialeah Gardens, FL 33016 -2 -0-0 2 -0-0 •••• • • •••• • • • • • • •• LOAD CASE(S) Standard • • • •• ••• • • • •••• 3.50 I 12 • • • ••• • •••• • • ••• • ••• • • • • • ••• •• •• •• 2 • LOADING (psf) SPACING 2-0 -0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 Truss Type REACTIONS (Ib /size) 4= 243/0 -8 -0, 2= 635/0 -8-0 Max Horz 2 =76(LC 2) Max Uplift4= -65(LC 2), 2=- 723(LC 2) ROOF TRUSS 3x4 = FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/43, 2 -3 =- 336/25, 3-4= -276/0 BOT CHORD 2- 5= 0/217, 4 -5 =0/217 WEBS 3 -5 =0/54 CSI TC 0.48 BC 0.06 WB 0.02 (Matrix) 2-8-8 24-8 2-8-8 2-8-8 Qty Ply MAYDA & SIMONE 1 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:15 2009 Page 1 4x5 = DEFL in floc) I/defl Lid Vert(LL) -0.00 5 >999 240 Vert(TL) -0.01 5 >999 240 Horz(TL) 0.00 4 n/a n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL =5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 4 and 723 lb uplift at joint 2. 5 -5-0 2-8-8 5 -5-0 2-8-8 4 Weight: 21 lb Scale = 1:12.7 2x4 = PLATES GRIP MT20 244/190 LUMBER BRACING TOP CHORD 2 X 4 SYP SS *Except* TOP CHORD Structural wood sheathing directly applied or 5-5-0 3-4 2 X 4 SYP No.2ND oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 SYP No.3 ©o irll ur d © [t' o u ©Ira u r CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL R.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2009 L Job 6 -1 -09 • • •••• • • • • • •• • • • ••• • • • •••• • • • • ••• • ••• •••••• • • • • ••• •• •• •• • • Royal Truss Corp, Hialeah Gardens, FL 33016 • • • •••• • • •••• • • • • • • •• • •••• • • •••• Truss T2B -2 -0-0 2 -0-0 LOAD CASE(S) Standard • • • • • Truss Type !MY ROOF TRUSS 3.50 12 2 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC20041TPI2002 REACTIONS (lb /size) 4=258/0 -3-8, 2= 645/0 -8 -0 Max Horz 2 =76(LC 2) Max Uplift4= -76(LC 2), 2=- 725(LC 2) CSI TC 0.48 BC 0.07 WB 0.02 (Matrix) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/43, 2 -3 =- 361/31, 3-4= -299/0 BOT CHORD 2- 5= 0/241, 4-5 =0/241 WEBS 3-5 =0/56 2-8-8 2-8-8 2-8-8 2-8-8 • Ply 1 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:15 2009 Page 1 3 4x5 = 5 2x4 II MAYDA & SIMONE DEFL in (loc) Udefl Lid Vert(LL) -0.00 5 >999 240 Vert(TL) -0.01 5 >999 240 Horz(TL) 0.00 4 n/a n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint 4 and 725 lb uplift at joint 2. 5-5-0 2-8-8 5-5-0 2-8-8 MT20 OO p0an Ci©O r[u�i o f©w if CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL PE. 22249 PLATES GRIP Weight: 21 lb Scale =1:12.7 4 2x4 = 244/190 LUMBER BRACING TOP CHORD 2 X 4 SYP SS *Except* TOP CHORD Structural wood sheathing directly applied or 5-5-0 3-4 2 X 4 SYP No.2ND oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 SYP No.3 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 J 4U_N 0 4'.2009 Job 6 -1-09 Royal Truss Corp, Hialeah Gardens, FL 33016 • • • • • • • ••• 1 • • 3x6 •••• • • •••• •• •• • • • • •• • • • •• • • •• • • Truss T3 • • • • • • •• • • •3.5 • • • •••• • • •••• • • •• • • • • • • • • •• • • •• •• 5 -2-0 5 -2-0 5 -2-0 5 -2 -0 LOADING (psf) SPACING 2 -0-0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2004fTPI2002 Truss Type ROOF TRUSS LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 3 -5 -12 BOT CHORD 2 X 6 SYP No.2ND oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6 -11 -6 oc bracing. REACTIONS (lb /size) 1= 1309/0 -8 -0, 3= 1309/0 -8 -0 Max Uplift1=- 625(LC 2), 3 =- 625(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 2473/1168, 2- 3=- 2473/1168 BOT CHORD 1-4 =- 1031/2271, 3-4=- 1031/2271 WEBS 2-4 =- 331/947 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (plf) Vert: 1-2=-110, 2 -3 =- 110,1- 3=- 161(F= -141) CSI TC 0.50 BC 0.71 WB 0.29 (Matrix) 5x6 = 3x6 I I Qty Ply MAYDA & SIMONE 1 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:15 2009 Page 1 DEFL in (loc) I/defl Vert(LL) 0.07 1-4 >999 Vert(TL) -0.13 1-4 >863 Horz(TL) 0.03 3 n/a 10-4 -0 5 -2-0 10-4 -0 5 -2-0 Lid 240 240 n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 625 lb uplift at joint 1 and 625 lb uplift at joint 3. 5) Girder carries tie -in span(s): 7 -0 -0 from 0 -0 -0 to 10-4 -0 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PLATES GRIP MT20 244/190 Weight: 42 lb OO rr ll a n d o Sul o 'fOO ErW CONSULTING ENGINEERS, R.A. CIVIL / STRUCTURAL R.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN U 4 20 Scale = 1:17.1 3x6 • • • • Job 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 33016 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:16 2009 Page 1 • •i • •. • • • • •• • -2-0 -0 2-0 -0 • • • •••• • • • • •• Continued on page 2 Truss T4 •• • • •• • • • • • • •• • • • •••• 3.50 12 • • • •••• • • • • • • • Plate Offsets (X,Y): [2:0 -2-4,0 -1-81 3x5 = LOADING (psf) SPACING 2-0-0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2004/TPI2002 Truss Type COMMON REACTIONS (lb /size) 4= 1079/0 -3-8, 2= 1112/0 -8-0 Max Horz 2 =92(LC 2) Max Uplift4=- 548(LC 2), 2=- 957(LC 2) LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (plf) Vert: 1-3=-110, 3-4= -110, 2 -4= -20 3 -10-0 3 -10-0 3 -10-0 3 -10-0 CSI TC 0.56 BC 0.73 WB 0.23 (Matrix) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/51, 2 -3 =- 1701/777, 3-4=- 2268/1059 BOT CHORD 2- 6= 423/1515, 6- 7=- 623/1515, 5- 7=- 623/1515, 4- 5=- 942/2101 WEBS 3- 6=- 178/464, 3- 5= 409/774 Qty 1 3 Ply 5x8 = 1 MAYDA & SIMONE Job Reference (optional) 5-1-8 1-3-8 DEFL in (loc) I/defl L/d Vert(LL) 0.04 5 -6 >999 240 Vert(TL) -0.08 5-6 >999 240 Horz(TL) 0.02 4 n/a n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 548 lb uplift at joint 4 and 957 lb uplift at joint 2. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 995 lb down and 552 lb up at 5 -0 -12 on bottom chord. The design /selection of such co responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted a 7-8-0 3 -10-0 7-8-0 2-6-8 Scale: 314 " =1' 4 3x6 = PLATES GRIP MT20 244/190 Weight: 37 lb LUMBER BRACING TOP CHORD 2 X 4 SYP SS *Except* TOP CHORD Structural wood sheathing directly applied or 34-7 3-4 2 X 4 SYP No.2ND oc purlins. BOT CHORD 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 7-4 -5 oc bracing. WEBS 2 X 4 SYP No.3 back (B)ONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 Job 6 -1-09 Royal Truss Corp, Hialeah Gardens, FL 33016 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:16 2009 Page 2 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=- 995(F) • • •• • • • • •• • • • • • • • • •• • • •••• • ••• •• • Truss T4 • • • • • • •• • •••• • • .••• • • •• •• • • • •••• • • • • • • •••• • • • • • • • •• • • •• • • • Truss Type COMMON • Ply 1 1 MAYDA & SIMONE Job Reference o.tional orderndo um. iforRan CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI. F LA, 33155 TEL - (305) 262 -6225 FAX - (30 5) 262 -2014 .JUN. • • Job 6 -1-09 Royal Truss Corp, Hialeah Gardens, FL 3301 • •• •••••• • • • • • •• • I• • •• • • • -2 -0-0 3 -10-0 2 -0-0 •• • • • • •• •• • • • • •• • • • ••• • • •• • ••• • Truss T4A • • • • • • •• •• • • • ••• LOAD CASE(S) Standard • 4x5 = •••350 12 3 • • woo NMI 11■11 M. • • • • • • 3x4 = LOADING (psf) SPACING 2-0 -0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 Truss Type ROOF TRUSS 3 -10-0 3 -10-0 3 -10-0 REACTIONS (lb /size) 2= 716/04-0, 4= 716/0 -8 -0 Max Uplift2=- 687(LC 2), 4=- 687(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/43, 2 -3 =- 508/0, 3-4 =- 508/0, 4 -5 =0/43 BOT CHORD 2- 6= 0/382, 4-6 =0/382 WEBS 3 -6 =0/82 CSI TC 0.48 BC 0.11 WB 0.02 (Matrix) 2x4 II Qty Ply MAYDA & SIMONE 1 1 f Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:41:16 2009 Page 1 7-8 -0 3 -10-0 7-8-0 3 -10-0 DEFL in (loc) Udefi Lid Vert(LL) -0.00 6 >999 240 Vert(TL) -0.02 4-6 >999 240 Horz(TL) 0.01 4 n/a n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 687 lb uplift at joint 2 and 687 lb uplift at joint 4. 4 is/ E mum 3x4 = 9-8-0 2 -0-0 Scale = 1:19.6 PLATES GRIP MT20 244/190 Weight: 31 lb LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied or 6-0-0 BOT CHORD 2 X 4 SYP No.2ND oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. OO rilend1O frin. fforh r['�] CONSULTING ENGINEERS. P.A. CIVIL / STRUCTURAL RE. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2009' Job Truss 6 -1 -09 T5 Royal Truss Corp, Hialeah Gardens, FL 33016 • •• • • •. • i • • • . •. • ••••• • ••• WEBS 1 -1 -5-8 5 -7 -14 11 -1-3 1 -5-8 5 -7 -14 5-5 -5 0 0-6-8 FORCES (lb) TOP CHORD BOT CHORD •• • • • • •••. • •• • • • • • •• • • ••• • ••• • •• 2 • • • •• • • • •• •• • • • • • • •• • • 6x8 = 4x10 LOAD CASE(S) Standard • • • • • • •• • " 6x4 • •4 • 8-4-9 7 -10 -1 18 LOADING (psf) SPACING 2 -0 -0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 Truss Type ROOF TRUSS 5.00 IV 3x4 6 Plate Offsets (X,Y)_[2:0 -1- 12,0 -3 -0], [12 :0 -1- 12,0 -3 -01 REACTIONS (lb /size) 2= 2310/0 -8- 0,12 =2310/0 -8 -0 Max Uplift2 =- 1407(LC 2),12 =- 1407(LC 2) • CSI TC 0.89 BC 0.94 WB 0.93 (Matrix) 5x6 = 7 city Ply MAYDA & SIMONE 2 1 Job Reference o,tlonal 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:16 2009 Page 1 16-6 -8 21 -11 -13 27 -5 -2 5-5-5 5-5 -5 5 -5 -5 3x4 8 17 16 15 14 3x4 = 4x5 = 3x8 = 4x5 = 3x4 = 16-6 -8 24-8 -7 8 -1 -15 8 -1 -15 DEFL in (loc) Udefl Vert(LL) 0.2916 -18 >999 Vert(TL) - 0.6516 -18 >603 Horz(TL) 0.23 12 n/a LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 1 -9 -2 BOT CHORD 2 X 4 SYP No.2ND oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. SLIDER Left 2 X 6 SYP No.2ND 2 -10-6, Right 2 X 6 SYP No.2ND 2 -10 -6 - Maximum Compression/Maximum Tension 1 -2 =0/45, 2 -3= 4079/1980, 3-4=- 3973/1996, 4 -5 =- 3695/1866, 5-6 =- 3619/1884, 6 -7 =- 2753/1535, 7-8 =- 2753/1535, 8- 9=- 3619/1884, 9 -10 =- 3695/ 1866,10 -11 =- 3973/1996,11 -12 =- 4078/1981, 12 -13 =0/45 2 -18 =- 1572/3579,17 -18 =- 1286/ 3145,16 -17 =- 1286/3145,15 -16 =- 128613145, 14- 15=- 1286/3145, 12- 14=- 1572/3579 4 -18 =- 356/304, 6 -18 =- 119/435, 6 -16 =- 993/637, 7 -16 =- 776/1452, 8 -16 =- 993/637, 8 -14=- 119/435, 10 -14=- 356/304 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen fpmquality assurance inspection. (( pp 4) Provide mechanical connection (by others) of truss to bearing plate capable of witHs riii %g 1469 Y�� at joint 2 and 1407 lb uplift at joint 12. Ud 240 240 n/a 2x4 3x4 9 10 32-6 -8 7 -10 -1 33 -1 -0 CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL R.E. 22249 1 344-8 1 5 -7 -14 1 -5-8 Scale = 1:59.9 11 4x10 6x8 = Weight: 178 lb 9 -1 0-6-8 JUN 0 4 12 13 PLATES GRIP MT20 244/190 do gino fOp 'tI r[ri 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 Job 6 -1-09 Royal Truss Corp, Hialeah Gardens, FL 3301 •••••• • • • • • ••1.••• • • •••• • • •••• • -2 -0-0 2 -0-0 LUMBER TOP CHORD BOT CHORD WEBS LBR SCAB REACTIONS FORCES (lb) TOP CHORD BOT CHORD WEBS •••• • • •••• •••• • • • • •• • • • 2 • • • ••• • • •• Truss T6 •• •••i• • • • • • • •• •••••• ••i 12 •••• • • •••• •••••• • • •• •• • • • • •• 4-2-0 4-2-0 Plate Offsets (X,Y): [6:0- 2 -1,0 -2 -01_ LOADING (psf) SPACING 2-0-0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 LOAD CASE(S) Standard 2 X 4 SYP SS *Except* 4 -6 2 X 4 SYP No.2ND 2 X 4 SYP SS *Except* 2 -10 2 X 4 SYP No.2ND 2X4SYPNo.3 7 -10 2 X 4 SYP SS one side Truss Type ROOF TRUSS 3 (lb/size) 2= 1386/0 -8 -0, 7= 1088/0 -3-8 Max Horz 2 =76(LC 2) Max Uplift2=- 1028(LC 2), 7=- 443(LC 2) 11 10 12 2x4 11 3x4 = CSI TC 0.78 BC 0.77 WB 0.40 (Matrix) • 4 -2-0 8 -0-0 4-2-0 3 -10-0 4 • 1 EV / J ••• 4x5 = Qty Ply 11 -10 -0 3 -10-0 MAYDA & SIMONE 4 1 Job Reference (o, tionai 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:17 2009 Page 1 16 -0-0 4-2-0 3x4 r 3x4 5 i 9 8 -0-0 3 -10-0 3x8 = DEFL in (loc) Vert(LL) 0.27 6-8 Vert(TL) -0.56 6 -8 Horz(TL) 0.07 7 BRACING TOP CHORD 11 - 10 - 0 - Maximum Compression/Maximum Tension 14=0/43, 2 -3 =- 2387/935, 3- 4=- 1958/954, 4- 5=- 1968/962, 5 -6 =- 3260/1524 2- 11=- 782 /2157,10 -11 =- 782/2157,10 -12 =- 782/2157, 9 -12 =- 782/2157, 8- 9=- 1389/3063, 6-8 =- 1389/3063, 6 -7 =0/0 3 -11= 0/128, 3 -9 =- 431/38, 4 -9 =- 224/638, 5 -9 =- 1317/686, 5 -8 =- 106/405 8 2x4 I I 1/defl >752 >363 n/a NOTES 1) Attached 12 -0-0 scab 7 to 10, back face(s) 2 X 4 SYP SS with 1 row(s) of 10d (0.148 "x3 ") nails spaced 9" o.c.except : starting at 9 -6 -0 from end at joint 10, nail 1 row(s) at 3 o.c. for 2 -0-0. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 4) This truss requires plate inspection per the Tooth Count Method when this assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capab at joint 2 and 443 lb uplift at joint 7. Ud 240 240 n/a 16 -0-0 3 -10 -0 4-2-0 4x6 = 17-6-0 I 1-6-0 Scale = 1:32 I 17-6-0 I 1-6-0 PLATES GRIP MT20 244/190 Weight: 90 lb Structural wood sheathing directly applied or 2 -2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5 -11 -11 oc bracing. ss is chos p l © � o ©p � n vas . nd in 0 tHMENGINEERS, FA, �� •,; CIVL / STRUCTURAL �a " RE. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 l JUN 0 4 2009 Job 6 -1 -09 I • • • •••• • ••••• • • • • •••• • •• • • • •••• 3.50 12 • • • •••••• ••• • • •••C • • • •••••• • •••• •• •• • • • •• • ••• :•• +•• • • •• •••,•• •• • 4 • • ••• • •••• • LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 Truss V11 3x4 LOAD CASE(S) Standard SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 Truss Type ROOF TRUSS REACTIONS (lb /size) 1= 226/11 -0-0, 3= 226/11 -0 -0, 4= 712/11 -0-0 Max Uplift1 =- 126(LC 2), 3 =- 126(LC 2), 4=- 370(LC 2) Max Gray 1= 241(LC 3), 3 =241(LC 4), 4= 712(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 87/53, 2- 3= -87/53 BOT CHORD 1-4 =0/27, 3-4 =0/27 WEBS 2-4=- 548/371 CSI TC 0.33 BC 0.19 WB 0.11 (Matrix) 5x6 = iQty I Ply 1 MAYDA & SIMONE Job Reference o.tlonal Royal Truss Corp, Hialeah Gardens, FL 33016 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:17 2009 Page 1 5-6-0 I 11 -0-0 5-6-0 5-6-0 2x4 I I 3x4 11 -0-0 11 - 0 - 0 DEFL in (loc) 1/defl Lid Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 3 n/a n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL =5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 1,126 lb uplift at joint 3 and 370 lb uplift at joint 4. 3 PLATES GRIP MT20 244/190 Weight: 32 lb Scale = 1:17.8 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 6-0 -0 BOT CHORD 2 X 4 SYP No.2ND oc purlins. OTHERS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. 1 Oo KcandeO hullo 'kw CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2009 Job 6 -1-09 • • • • • • • • • • • • • ••• • •••• • • • 0••• • • •••• •••• • • • • •• • ••• • • •• • • • •••• •00.00 • • • •••• Truss 3x4 LOADING (psf) SPACING 2 -0 -0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 LOAD CASE(S) Standard • • • • • • •• • •••••• •••••• • • •• • • 6 -0-0 6 -0-0 3.50 12 Truss Type V12 ROOF TRUSS Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:17 2009 Page 1 CSI TC 0.41 BC 0.23 WB 0.12 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 6-0 -0 BOT CHORD 2 X 4 SYP No.2ND oc purlins. OTHERS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib /size) 1= 252/12 -0 -0, 3= 252/12 -0 -0, 4= 791/12 -0 -0 Max Upliftl=- 138(LC 2), 3=- 138(LC 2), 4=- 408(LC 2) Max Gray 1= 268(LC 3), 3= 268(LC 4), 4= 791(LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 97/59, 2 -3= -97/59 BOT CHORD 1-4 =0/30, 3- 4=0/30 WEBS 2- 4=- 609/409 4x8 = 2 2x4 II 12 -0-0 12 -0-0 Qty 1 Ply MAYDA & SIMONE 1 12 -0-0 6 -0-0 DEFL in (loc) I/defl Ud Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 3 n/a n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category I1; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 Ib uplift at joint 1,138 Ib uplift at joint 3 and 408 Ib uplift at joint 4. 3x4 PLATES GRIP MT20 244/190 Weight: 35 Ib Scale = 1:19.5 v OO HclCt doO lin Vonum CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL PE. 22249 7220 5.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - ( 305) 262 -2014 JUN 0 4 2009 Job 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 33016 LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 Truss V2 LOAD CASE(S) Standard LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 Truss Type ROOF TRUSS REACTIONS (Ib /size) 1= 76/2 -4-0, 2= 64/2 -4-0, 3= 12/2 -4 -0 Max Horz 1 =36(LC 2) Max Uplift1 = -38(LC 2), 2 = -55(LC 2) FORCES (Ib) - Maximum CompressionlMaximum Tension TOP CHORD 1 -2= -21/16 BOT CHORD 1 -3 =0/0 CSI TC 0.04 BC 0.01 WB 0.00 (Matrix) Ply 1 MAYDA & SIMONE 1 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 1y:41:18 2009 Page 1 2-4-0 2-4-0 2-4-0 2-4-0 Qty 1 BRACING TOP CHORD 2x4 DEFL in (loc) I/defl Vert(LL) n/a - n/a Vert(TL) n/a - n/a Horz(TL) -0.00 2 n/a Ud 999 999 n/a NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL =5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 Ib uplift at joint 1 and 55 Ib uplift at joint 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. PLATES GRIP MT20 244/190 Weight: 6 Ib Scale = 1:4.5 Structural wood sheathing directly applied or 2-4 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. V 1 ' CONSULTING ENGINEERS, PA. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 • • • • Job 6 -1-09 Royal Truss Corp, Hialeah Gardens, FL 33016 • 3.5012 •••t• • • • • I •••• • •• • • • • • ••• • • • • • 00000 • • 1 ••Y]•• • • •••• • • •••••• • • • • • • • •• • •••• • •••• • • • ••• • • • Truss V4 Plate Offsets (X,Y): [2:0- 2- 0,Edge] LOADING (psf) SPACING 2-0 -0 TCLL 30.0 Plates Increase 1.00 TCDL 25.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2ND LOAD CASE(S) Standard Truss Type ROOF TRUSS REACTIONS (Ib /size) 1= 81/4 -0 -0, 2= 16314 -0-0, 3= 81/4 -0 -0 Max Uplifts= -69(LC 2), 2 =- 113(LC 2), 3 = -69(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 18/23, 2-3= -18/23 City Ply MAYDA & SIMONE 2 1 Job Reference o.tional 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:18 2009 Page 1 2 -0-0 _ - 4-0-0 2 -0-0 2 -0-0 CSI TC 0.06 BC 0.00 WB 0.00 (Matrix) 2 4-0-0 4-0-0 DEFL in (loc) I/defl Lid Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 3 n/a n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL =5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 Ib uplift at joint 1,113 Ib uplift at joint 2 and 69 Ib uplift at joint 3. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 3 PLATES GRIP MT20 244/190 Weight: 6 Ib Scale = 1:6.5 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2009 Job 6 -1 -09 Royal Truss Corp, Hialeah Gardens, FL 33016 • •••• • • • • • • • •• • • • • • LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 ••• • • 0.00 •••• • • •• • • •• • •••• • • Truss I Truss Type V5 • • • • • • • 0.00.0 • •10 •••• • • •••• •• • • • • • • Plate Offsets (X,Y): [2:0- 2 -0,Edge] LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND 2 -10 -5 2 -10 -5 2x4 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 ROOF TRUSS 3.50 FT REACTIONS (Ib /size) 1= 239/5 -8 -9, 3= 239/5 -8 -9 Max Uplift1=- 136(LC 2), 3=- 136(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 383/278, 2- 3=- 383/278 BOT CHORD 1- 3=- 240/346 LOAD CASE(S) Standard CSI TC 0.12 BC 0.13 WB 0.00 (Matrix) 2 3x4 = 5-8 -9 5-8 -9 Qty 1 6.500 s Mar 8 2007 MiTek Industries, Inc. Wed Jun 03 17:41:18 2009 Page 1 DEFL in (Ioc) I/defl Vert(LL) n/a - n/a Vert(TL) n/a - n/a Horz(TL) 0.00 3 n/a BRACING TOP CHORD Ply 1 MAYDA & SIMONE Job Reference (optional) 5-8 -9 2 -10 -5 2x4 Ud 999 999 n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 Ib uplift at joint 1 and 136 Ib uplift at joint 3. 3 PLATES MT20 Weight: 14 Ib JUN 0 4 2 Scale = 1:9.3 GRIP 244/190 Structural wood sheathing directly applied or 5-8 -9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OOulani tCr�no ff©rt1uwl CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 7220 5.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 f i L Job 6 -1-09 V8 •• • Royal Truss Corp, Hialeah Gardens, FL 3301 LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 ••• • • • 0 •••• • • • Truss LOAD CASE(S) Standard • • • • • • •• • 2x4 4 -0-0 4-0-0 4-0-0 4-0-0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 Truss Type COMMON 3.50 FF FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 50/32, 2- 3= -50/32 BOT CHORD 1-4=0/13, 3-4 =0/13 WEBS 2-4 =- 320/228 CSI TC 0.23 BC 0.05 WB 0.07 (Matrix) 2 1 Job Reference o • tional 6.500 s Mar 8 2007 MITek Industries, Inc. Wed Jun 03 17:41:18 2009 Page 1 2 4x5 = 2x4 11 Qty Ply MAYDA & SIMONE 8 -0-0 4-0-0 8 -0-0 4-0-0 DEFL in (loc) I/defl L/d Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 3 n/a n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 Ib uplift at joint 1,119 Ib uplift at joint 3 and 190 Ib uplift at joint 4. 2x4 PLATES GRIP MT20 244/190 Weight: 22 Ib OoC>dand f[rllf o iortulrrt CONSULTING ENGINEERS, P.A. CIVIL / STRUCTURAL P.E. 22249 Scale = 1:13.0 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 6 -0-0 BOT CHORD 2 X 4 SYP No.2ND oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib /size) 1= 190/8 -0-0, 3= 190/8 -0 -0, 4= 395/8 -0-0 Max Upliftl=- 119(LC 2), 3 =- 119(LC 2), 4 =- 190(LC 2) 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 JON-00 •...• • • ••••l• • • •••i• • • •.••:• • • • •••• •••• • E • ••• • •• • • • • • ti •••• . ••• • • . •• •••• • • • • •• • itinerary 14, 2004 ..••.• • . ••••• ▪ •••• • ••••.• • ••. • • • •• •• • le: End Jade. Connection Detail- Top chord to corner jack/p girder • As you requested, Y investigation standard corner set based on the following parameters: rraaanu for open-ended jacks to P � 5 aci;,g: 2' - 0" o.c, r vir oad:30t15tp - t -1OPSF Eja : 1 46 MPH Components and Cladding loads, ASCE 7_98 per PBC Occupancy ft . above ..8� 1 L_rrlhcr:. 'x4 :'�'0 2 � P minim m �e exposure ur C, 2 5 ve grLu �;�, � 0 ?SF de � ,o� , * Pitch: 2:12 to 6:12 P bottom chord (no Webs) ,°' 16d Toe -Nsil C oo *�r = 164 • * :83 * .77 # , — Appreved Hurricane 1 •-; � Ciip Min. capacity 400# each direction lfyou have any questions regarding this matter, please do not he S : c :cJ1, Bolton! Chart • Reaction Connection ; Cor ection (2). 16t �oC- riai�5 - (2). 16d I i'et -nal s (2). 1.6d -Tat -nails r 7220 S.W. 39th TERR MIAMI, FLA, 33155 TEL - (305) 262 -6225 FAX - (305) 262 -2014 IC Io Ct:1l inn fforftun ULTING ENGIN 5, CIVIL / STRUCTURAL EE, 22249 JUN 0 42009 1 • • • • • • • • • I • r .:, F i• ; • ;•s•• ,. I • • •••• • •••• •••• • • • • •• • • rf C ou requested, 1 investigation the connection raquunments for a 5' .- 0" $aeY•wirh a 2 panel top chord and end veratcal co s ack co: &ws ' on the following parameters: nAeercd to a 3' — 0" secback hip glyde • •• • • •• • •••• •••• • • • •• • • • • •••• l;e: Corner Tack. Connection Detail- CJ5 • • •• +Dit•Eddir, •• • • • :. : + +0 +10PSF • 146 MPH, Components and Cladding loads, . A.SC1= 7 par P13 c , 2a Occupancy category z1, exposure C, 25 ft. above mound 10 PSF dea .,a.. Lumber: 2x4 No, 2 SYP minimum top and bottom chord Pitch 3:12 — 6 :12 lbd T oe -N , jj apa.rrjy 154 * .83 * .77 * 1.33 all 130# Ma it CJ5 Span ! Gravity l f; 1 jJ • w n • • Top Chord Co_rwction .L U - rails Bort. Ch. Connection t , , 16c Toe -nails Total 780# lfyou have piny Questions regarding this matter, please do not hesitate to call. • Slaecrc13 an ©TO TEL TING ENGINEERS, P.A. RUCTUr L' RE. 9th TERR MIAMI, FLA, 3315 262 -6225 FAX - (305) 262 -2014 JUN 0 4 2009 • • • • ••••.• • .• • • •••• •• • ■• • • • • •• • • • • • • •• • • •••• • •••• • • • Hey Tppj %see, • • • • •• • •• •• • • • •••• •• • • e ;• ; • •••• • • • • • • !• •• • • •• • • Supporting Truss 12 pitch �4to7 Valley Trusses © 24" o.c. t; we nailed to truce toe - nails, or bevel cut bottom chord of valley truss Partial Roof Layout Continuous Bracing @ 24" o.c. in areas without plyw. sheathing Valley Truss Strap@ Supporting trusses @ 24 o.c. lase note) Design Loads: 30 + 15 + 0 + 10 PSF, 33% IDOL Wind Speed 146 MPH, 10 PSF Dead load ' Lumber: 2x4 No. 2 ND SYP rain. chords 2x4 No. 3 SYP min. webs Notes: (a) Provide cont. bracing on verticals over 6' - 3". Connect bracing to verticals w/ 2, 10d nails. Bracing must be tied to a faced point at ends. (b) Max. spacing for vertical studs is 6' - 0". (c) Conn. for uplift with min. 1 -1/4" 16 ga. twist strap at 4' - 0" o.c. with 4, 10d nails each side of strap. (ASCE 7-02, FBC 2004) (d) Brace top chords of supporting trusses with plywood sheathing or 2x4 cont. bracing at 24" o.c. ERR MIAMI, FLA, 33155 2 -6225 FAX - (305) 262 -2014 JUN 0 4 2009 • • • • • • • • • • • • • •• •• • • • •. • H. Piggy russ base • • • • •••• • • • •••• ruse ype ROOF TRUSS Notes: Brace structural top chord at ▪ 2' 0• o.c. max. Attach to top or bottom chord of supporting truss with 2, 10d nails. Bracing to be secured at each end and diagonally braced as required by project engineer or architect ••• • • • Nbte: Vertj,44,merzlbers may be connected to 16gporting'trust; ¶Mu 3x6 Nall -on plate, using (8), 1'12` lone,' 9tgle nails per plate • • •••• 2x4 con/ bnaon spaced at 24' o.c, coma • • • • • to base tussrand piggyback miss Kd (2),16d • • .. toe rills. Bracing to be properly secured at ends. TCLL 30.0 Plates Increase TCDL 15.0 Lumber Increase BCLL 0.0 Rep Stress Ina BCDL 10.0 Code 2-0-0 1.33 1.33 YES 1 7220 5 TEL - (50 1 4x4 Piggyback Hip Detail tai1 NOTES 1) This truss has been designed for the Toads generated by 146 mph %finds at 25 ft above ground level located 10 rni from the hurricane ooeanline. ASCE 7 -02/ FBC 2004 components and cladding external pressure coefficients for the interior (1) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category II, terrain exposure C and internal pressure coefficient condition 1. The lumber DOL increase is 1.33, and the plate grip increase is 1.00 Required Web Bracing: Web Length up to 4' - 0" : No Bracing Web Length 4' - 0' tp 6' - 0": 2x41"_Br2 c C0N5 ._,,,. ENGINEERS, P.A. L 2x4 BRACING TOP CHORD .. Sheathed or 2-0-0 oc putlins. SOT CHORD .° dicey apps LUMBER TOP CHORD 2 X 4 SIT Nc.: BOT CHORD 2 X 4 SYP No.: WEBS 2 X 4 SYP Na: ©U© lCf `ft o ff ©C t 1Lu U (' MIAMI, FLA, 55155 25 FAX - (505) 262 -2014 JUN 042009 •••• • • • •••• • • • • • • •••• • •• • • • • • •• • • • .. • • •:NATIONAL EVALUATION REPORT • ••• • • •• .• National Evaluation Service, Inc. •• •• • • • .. • • • • • • •••• • • • • • • • •• • • •• • .• •••• 5203 Leesburg Pike, Suite 600, Falls Church, Virginia 22041 -3401 Phone: 703 /931 - 2187 www.nateval.org Fax: 703/931 - 6505 DIVISION 06 — WOOD AND PLASTICS Section 06090 — Wood and Plastic Fastenings REPORT HOLDER: EVALUATION SUBJECT: UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE MONTGOMERY, MN 56069 -1324 800 - 328 -5934 info a(USPconnectors.com www.USPconnectors.com Report No. NER -510 Re- Issued May 1, 2003 USP LUMBER CONNECTORS Page 1 of 10 Copyright© 2003, National Evaluation Service, Inc. we pt, INTERNATIONAL CODE COUNCIL This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this report. No independent tests were performed by the National Evaluation Service. Inc. (NES), and NES specifically does not make any warranty, either expressed or implied. as to any finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but is not limited to, merchantability. This report is also subject to the limitation listed herein. • • • • • • • • Page 2 of 10 STALLA I DENCE SUBMITTED C ONDITIONS OF USE NATIONAL EVALUATION SERVICE, INC. Copyright© 2003 •••• • ••••• NES • • P rod& ct Ev�aluagof, tang • • • • . , ••.. Pa••.• • • .. Re- Issued May 1, 2003 back to the NES home page 1.0 SUBJECT f USP Lumber Connectors: 1.1 Butterfly Hanger CLBF Series 1.2 Rafter Clip and Stud Plate HCPRS Series 1.3 Hurricane Anchor HCPL Series 1.4 Truss Tie Down Strap (True Tie) HDPT Series 1.5 Girder Truss Strap /Hold -Down SGP Series 1.6 Joist Hanger HUS Series 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Structural connection for wood construction 3.0 DESCRIPTION 3.1 Models National Evaluation Report No. NER -510 3.1.1 Butterfly Hanger CLPBF Series: The Butterfly hanger is a U- shaped connector that supports structural lumber and is nailed to the face of the supporting wood member. It is die formed from No 18 gauge galvanized steel. Refer to Table 1 for connector dimensions, fastener schedules and allowable loads. 3.1.2 Rafter Clip and Stud Plate HCPRS Series: The rafter clip and stud plate, fabricated from No. 18 gauge galvanized steel, are irregular- shaped connectors that connect the top and bottom plates to stud members. Refer to Table 2 for fastener schedules and allowable loads. 3.1.3 Hurricane Anchors HCPL Series: The Hurricane anchor is a framing anchor that connects rafter members to the double top plate or to stud members. The anchors are die formed from No. 20 gauge galvanized steel. Refer to Table 3 for anchor dimensions, fastener schedules and allowable loads. 3.1.4 Truss Tie Down Strap (True Tie) HDPT Series: The truss tie down strap is a 1 3/4-inch-wide strap that is U- shaped with 19- inch -long twisted ends. The strap straddles the top chord of a truss and connects to the double top plate. The strap is die formed from No. 18 gauge galvanized steel. Refer to Tables 4 for connector dimensions, fastener schedules and allowable loads. 3.1.5 Girder Truss Strap /Hold -Down SGP Series: The girder truss strap is an L- shaped connector that resists tension forces only. The connector is used with an ASTM A1011 steel washer, measuring 3 by 3 by 1/4 inches that has a long -slot hole, and a' /z- inch - diameter bolt. The strap is manufactured from 14 gauge steel. Refer to Table 5 for strap /hold -down dimensions, fastener schedules allowable loads. 3.1.6 Joist hanger HUS Series: The HUS hangers are designed to support nominal 2x dimensional lumber and 1 -3/4 inch structural composite lumber. The joist hangers are fabricated from 16 gauge steel. The joist hangers are pre - punched for 16d common wire nails. The joist nails are driven at a 45° horizontally toward the header so as to penetrate through the joist end into the header, so that the joist is also toe - nailed to the header. Refer to Table 6 for joist hanger dimensions, fastener schedules and allowable loads. 3.2 Design The design of the connected wood members shall be submitted to and acceptable to the local code official. Tabulated design loads for the connectors are based on the lowest load obtained from comparing: • least test load that causes 1/8 inch (3.18 mm) deflection. • lowest ultimate test load with a safety factor of 3. • allowable fasteners and compression perpendicular -to -grain values in accordance with the 1997 AFPA National Design Specification®for Wood Construction, based on wood with a specific gravity of 0.55. ••••• • • • •••• • •••1a • • ••• •••• • • • • • ••s! • • •• •' • Page 3 of 10 PR kar Fi I ICH /ALURTION 1fs`'b LGrHT ESCRIPTIO • • • • 50 IDENTIFICATION NATIONAL EVALUATION SERVICE, INC. Copyright©, 2003 NES Product Evaluation Listing Re Issued May 1, 2003 back to the NES home page The connected wood member shall be designed for the design Toads. Allowable values are for connections in wood seasoned to a moisture content of 19 percent or less and used under continuously dry conditions. For connections in wood that is unseasoned or partially seasoned, the allowable loads in this report shall be multiplied by the moisture content factor, C specified in the applicable building code. 3.3 Materials 3.3.1 Steel: All devices listed in this report are fabricated from ASTM A653, SS Grade 33 steel, with galvanizing complying with ASTM A924, G60. Steel coated or galvanized thicknesses are No. 10 gauge (0.1345 inch), No. 11 gauge (0.1196 inch), No. 12 gauge (0.1046 inch), No. 14 gauge (0.0747 inch), No. 16 gauge (0.0598 inch), No. 18 gauge (0.0478 inch), No. 20 gauge (0.0359 inch) and No. 22 gauge (0.0299 inch). The uncoated minimum steel thickness of the connectors shall not be less than 95 percent of these listed thicknesses. 3.3.2 Wood: Lumber shall be nominal dimension lumber having a minimum specific gravity of 0.55, such as southern pine, with a moisture content of 19 percent or Tess. 3.3.3 Fasteners: Nails shall be common wire nails having a minimum bending yield strength, Fyb, of 90,000 psi. Common wire nails conform to the nominal sizes specified in Federal Specification FF- N -105B. Bolts have a minimum bending yield strength, Fyb, of 45,000 psi. 4.0 INSTALLATION 4.1 General USP Lumber Connectors shall be installed in accordance with the manufacturer's published installation instructions. The manufacturer's published installation instructions and this report shall be strictly adhered to and a copy of these instructions shall be available at all times on the job site during installation. The ipstructions within this report govern if there are any conflicts between the manufacturer's published installation, instructions and this report. 4.2 Design Tabular Toad capacities are based on wood with a minimum specific gravity of 0.55 and a moisture content less than 19 percent. Tabulated allowable design Toads are for bads of normal duration. Adjustments to these values shall be permitted for other durations of loading, i.e. plus 15 percent for two months duration (snow), or plus 33 percent for wind or seismic. Tabulated allowable design loads shall be reduced 10 percent for design load durations longer than 10 years. The resulting allowable design Toad after adjustment shall not exceed the maximum design load shown in the tables. 5.0 IDENTIFICATION Each of the USP Lumber Connectors covered by this report shall be labeled with the manufacturer's name /and or trademark, series designation and this National Evaluation Service evaluation report number, NER -510 for field identification. 6.0 EVIDENCE SUBMITTED National Evaluation Report No. NER -510 6.1 Calculations prepared and sealed by Dole J. Kelley, Jr., P.E. 6.2 Reports of Load Tests, prepared by ATEC Associates, Inc., for the following joist hangers and timber connector devices: CLPBF (Report No. 8555 dated November 19, 1992; and Report No. 33504 dated August 4, 1987); TPP4 (Report No. 4964 dated July 20, 1991); HCPR/L (Report No. 4955 dated July 10, 1991); HCPLR/L (Report No. 4954 dated July 10, 1991); HCPLR/L (Report No. 9805 dated October 21, 1993); HCPEL (Report No. 4996 dated July 17, 1991); HCPTA (Report No. 4402 dated May 7, 1991); HDPT2 (Report No. 9803 dated October 18, 1993); HCPRS (Report No. 7503 dated June 17, 1992); HA5(HCPRS) (Report No. 0583 dated November 30, 1988; and Report No. 7503 dated June 17, 1992). 6.3 Reports of Load Tests prepared by Product Testing, Inc., for the following joist hangers and timber connector devices: CPC44 (Report No. 94- 0036/6251 dated April 9, 1994); HDPT (Report No. 94- 0010/1349 dated ••• • • • •• •••• • • • •••• Page 4 of 10 CONDITIONS OF USE NATIONAL EVALUATION SERVICE, INC. Copyright© 2003 NES duct Evaluation Listing • ••••• c SUB CT .••', i ■ '. • g P ROPERTY F®1t ICH •••• IONI e d kIGHT • PTION s. :•sl ■ i • • INS XCLATIO • • IDENCE SUBMITTED Re issued May 1, 2003 back to the NES home page National Evaluation Report No. NER -510 January 17, 1994); HCPFA (Report No. 94- 0029/6251 dated March 29, 1994). 6.4 Engineering calculations for HUS 2x ands 1.75x Joist hanger connector Series, signed and sealed by Thomas A. Kolden, P.E., 9-13 -2002. 6.5 Test reports on load testing of HUS Series Joist hangers under ASTM D 1761, Stork Twin City Testing Corporation, Project No. 3018 02- 50331, September 6, 2002, signed by Scott W. Britzius and Derrick J. Swanson, P.E. 7.0 CONDITIONS OF USE The ICC -ES Legacy Evaluation Subcommittee for the National Evaluation Service finds that USP Lumber Connectors described in this report complies with or are suitable altemates to that specified in the 2000 International Building Code© with 2002 Accumulative Supplement, the 2000 International Residential Code© with 2002 Accumulative Supplement, the BOCA National Building Code /1999, the 1999 Standard Building Code©, the 1997 Uniform Building Code'"", and the 1998 International One and Two Family Dwelling Code subject to the following conditions: 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by the code official, shall be submitted at the time of permit application. 7.2 Connector loads are determined in accordance with the applicable Code. The allowable loads shall not exceed those shown in the tables of this report. Loads in the tables are predicated on the use of fasteners indicated in the tables, wood with a minimum specific gravity of 0.55 and lumber moisture content less than 19 percent. The scope of this Evaluation Report is limited to use of these connectors with lumber that has not been pressure treated with chemicals such as those for fire- retardant treatment and preservative treatment. 7.3 Allowable loads in the attached tables are for connectors only. All framing members shall be designed in accordance with the requirements of their appropriate design specifications as referenced in the applicable Code 7.4 Loads designated as "normal" loads are permitted to be increased for duration of load in accordance with the 1997 AFPA National Design Specification@ for Wood Construction up to the allowable tabulated for 115%, 125%, 133% and 160 %. 7.5 Calculations are to be submitted at time of permit application. The individual performing such calculations shall possess the necessary credentials regarding competency and qualifications as required by the applicable Code and the professional registration laws of the state where the construction is undertaken. 7.6 This report is subject to periodic re- examination. For information on the current status of this report, consult the ICC -ES website. Footnotes for Tables 1 through 6: (Refer to the bottom of each table for applicable footnotes.) 1. Design loads are based on calculations that assume a wood species having a minimum average specific gravity of 0.55, such as southern yellow pine. 2. Nails shall be common wire nails having a minimum bending yield- strength, Fyb, of 90,000 psi. The nails shall also conform to the nominal sizes specified in Federal Specification FF- N -105B. Bolts shall have a minimum bending yield strength, Fyb, of 45,000 psi. 3. Header material shall be at least 3 inches thick. 4. Allowable loads are based on the lowest of the following: 4.1 Seat bearing of 460 psi. 4.2 Ultimate test Toad divided by three. 4.3 Test load producing 1/8 -inch deflection. 5. Uplift loads include a 331/3 percent increase for compliance with the Uniform Building Code and Standard Building Code, and a 60 percent increase for compliance with the BOCA National Building Code for wind or seismic load conditions. When using products in jurisdictions which have adopted the International Building Code, uplift loads include 331/3 percent for wind and seismic conditions and require use of load combinations of Section 1605.3.1 or 1605.3.2 of the International Building Code. No further increase is permitted. 6. Allowable loads are beyond the scope of this report for conditions where permanent load adjustment factor, 0.90, controls. 7. Connector installation shall be restricted to concrete construction. Concrete shall be normal weight having a minimum compressive strength of 2,500 psi. 8. Lateral loads are perpendicular to the rafter or joist. 9. Allowable loads are for the number of fasteners specified in the table installed in each end of the straps. • 1.01 0 • • • ••• • • •••.•• • • 1 0.1 0 • • 1.11 .1111• • • • •1•••• 1• • • Page 5 of 10 National Evaluation Report No. NER -510 1111 • • 11 11 • • •••••• • • ••• • • •• •.•1 • • 1111 •• • • • • • • Notes:1, 2, 3, 4, 5, 6 • • • • •• •••••• • •••••• 1111 • • •••• • • • • Figure 1 — CLPBF Butterfly Hanger OOOOOO • • • • • Dimenstma (in.) Fastener Schedule Allowable Loads (Lbs.) Joist up8[t Site W H D Header Joist 100% 115% 125% 133% 160% 2x4 CLPBF 18 1-9116 2.1/1 2-1/2 (12)6d (3)6d 900 950 950 300 360 (12)6d (6)6d 900 950 950 600 720 (12)80 (3)8d 950 950 950 380 460 (12)50 (6)80 950 950 950 710 855 Values based on 1 -1/1" thickness. Table 1— CLPBF Series 000000 • • • • • • • 00000 •••••• • • • •••••• Page 6 of 10 National Evaluation Report No. NER -510 •• • • • • •••• •••• • • • • • • • • ••••0• • • ••• • • •• • •••• • • •••• •• • • • • • • • • • • •• 0.000• • •••• • • ••• • •••••• • • •• •• • • • • • • • • • • • •• Table 2 — HCPRS Series Notes: 1, 2, 4, 5,6 Figure 2 — HCPRS Hurricane/Seismic Anchors is Dimensions (In.) Faster Schedule Allowable Loads (Lbs.) Stock Uplift No. WI W2 H Stud Plate 133% 160% HCPRS3 18 2-9/16 6-1/4 5-114 (6) 8d (6) 8d 540 540 (8) 10d (6) 10d 540 540 HCPRS4 18 39/16 7-1/4 5-1/4 (6) 8d (6) 8d 540 540 (6) 10d (6) 10d 540 540 000000 • • • • • • • 00000 •••••• • • • •••••• Page 6 of 10 National Evaluation Report No. NER -510 •• • • • • •••• •••• • • • • • • • • ••••0• • • ••• • • •• • •••• • • •••• •• • • • • • • • • • • •• 0.000• • •••• • • ••• • •••••• • • •• •• • • • • • • • • • • • •• Table 2 — HCPRS Series Notes: 1, 2, 4, 5,6 Figure 2 — HCPRS Hurricane/Seismic Anchors • •• • • •.•••• • • ..•••• • • Page 7 of 10 National Evaluation Report No. NER -510 •• •• • •• •• • • ••• • • •• •• • • • • • • Notes:1, 2, 6.8 • • • * *Applies to stud application. 000000 • • • •••• Dimensions (in.) Fastener Schedule Allowable Loads (Lbs.) Stock F1 F2 UM 000000 • • No. W H Kellar Nato Stud 133% 160% 133% 180% 133% 160% HCPLL 20 1 -12 6 (4)60 (4)60 (4)6d' 145 145 95 95 400 480 (4)8d (4)80 (4)8d' 145 145 95 95 510. 520 HCPLR 20 1-1/2 6 (4)60 (4)60 (4)60' 145 145 95 95 400 480 (4)80 (4)80 (4)8d• 145 145 95 95 510 520 Table 3 — HCPL Series Figure 3 — HCPL Hurricane/Seismic Anchors Fastener Sim Alternate Fastening Schedule Allowable Uplift Loads lode (Lbs.) Total Numbs of Fasters 2 4 6 8 10 12 133% 160% 13* 160% 133% 160% 133% 160% 133% 160% 133% 160% 8d 220 265 440 530 660 790 880 1055 1100 1320 1320 1585 1Od 285 320 535 640 800 960 1065 1280 1335 1800 1600 1920 16d 320 385 640 770 960 1150 1280 1540 1600 1915 1915 2300 • • • • • • • • • • • • Page 8 of 10 • • • •• National Evaluation Report No. NER -510 • •••• • • • • • • •••• • • • •••• • ••• • • •• • •••• • • •••• •• • • • • • • • • • • •• • Table 4 — HDPT Truss Tie Down Strap Series • • •• •• • • • • • • • • • • • •• Notes: 1,2,6,9 Figure 4 — HDPT Truss Tie Down Straps (True Tie) I is Allowable Loads (Lbs.) Stock Fastener F1 Size No. Description Schedule 133% 160% 2x HDPT2 18 Single True Tie (4)10d 450 450 (2) 2x HDPTD 18 Double True Tie (4)10d 450 450 • • • • • • • • • • • • Page 8 of 10 • • • •• National Evaluation Report No. NER -510 • •••• • • • • • • •••• • • • •••• • ••• • • •• • •••• • • •••• •• • • • • • • • • • • •• • Table 4 — HDPT Truss Tie Down Strap Series • • •• •• • • • • • • • • • • • •• Notes: 1,2,6,9 Figure 4 — HDPT Truss Tie Down Straps (True Tie) • • •• • • • 00000 • • • • Page 9 of 10 National Evaluation Report No. NER -510 • • • • • • • • •• • • • • •• a • • •••• • • • •••• • ••• s • •• • •••• • • •••• •• • • • • •••• • • • • • • • • • 000000 • • •• •• • • • Notes: 1, 2, 5, 6, 7 • • • • • • • •• • • • • • • • • • • • • • Table 5 —SGP Series Figure 5 — SGP Tension Tie Steal Gauge Dimensions (In. Fastener Schedule Allowable Loads (Lbs.) Stock Anchor Uplift No. Strap Plate W D 1. Cl. Bolt Strap 133% 160% SGP2 14 114 1.5J8 4 18.114 1.1/2 (1)12" (14)10d 1455 1455 (14)16d 1455 1455 • • •• • • • 00000 • • • • Page 9 of 10 National Evaluation Report No. NER -510 • • • • • • • • •• • • • • •• a • • •••• • • • •••• • ••• s • •• • •••• • • •••• •• • • • • •••• • • • • • • • • • 000000 • • •• •• • • • Notes: 1, 2, 5, 6, 7 • • • • • • • •• • • • • • • • • • • • • • Table 5 —SGP Series Figure 5 — SGP Tension Tie r • • Stock Number • Wail ' Da! danger Dimensions Fastener Schedule' 2 Allowable Loads (lbs.) • W H 0 Header Joist F = 460 psi F = 625 psi F = 675 psi Uplift s • •. • 1 •(In.) (in.) (ht.) Qty Type Qty Type 100% 115% 125% 100% 115% 125% 100% 115% 125% 133% 160% N326 t 115• - "" 5 7/16 14 16d 2590 2975 3080 2590 2975 3235 2590 2975 3235 1925 1925 1411528 .18 mil 7 3/16 22 16d 3145 3310 3415 3890 4050 4160 3900 4275 4346 2570 2570 HUS210 2 : 18. 9 3116 30 16d 3415 3615 3750 4160 4360 4495 4385 4585 4720 3205 3205 14U1175 18 1 13/16 16d 16d 2590 2975 3235 2590 2975 3236 2590 2975 3235 1925 1925 lIOS177 16 1 13/16 16d 16d 3490 3855 3760 3900 4345 4345 3900 4345 4345 2570 2570 � HUS179 16 1 13/16 16d 16d ' 3760 3960 4095 4625 '4830 4965 4890 5090 5225 3205 3205 • • • • • • • • • • • Page 10 of 10 • • •• • • • • • •• National Evaluation Report No. NER -510 •••• • • • • •• • • • • • • • • •• • •• • • • • •••• • • Table 6 — HUS Series roear..�mcnaza..mm N ,1pre•6.68KPa 1 A 16d nap Is 31/2 inches tong and 0.162 Inches in diameter. 2 The 16d naps driven into the Joist shell be Installed et 30 to 45 degrees horizontally toward the header. 3 Uplift loads include a 33 1/3% or 60% increase nor wind or seismic bad conditions. No further increase shall be permitted. Figure 6 IANG COD CCc IPLIANCE OFFICE (BCCO) PWAUCT cari., DIVISION • • • • •• • NOTICE OP XCCEPTANCE (NOA) • • .- . United•Steel Millets Company. t43ffeSouth • Ihive # 200. Burnsville, I"V NO6 • SGO,RE: This'NOA is being issued under the applicable rules and regulations governing the use of construction materials. TheAcun!entation submitted has been reviewed by Miami -Dade County Product Control Division and anee/gea by the Maid of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allb Z by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High velocity Humcane Zone. DESCRIPTION: JL, JUS, SKH & HJC Joist Hangers. APPROVAL DOCUMENT: Drawing No. MD0207, titled "Face Mount Joist Hanger" prepared by United Steel Products Company, sheets 1 and 2 of 2, dated 02/07/07, with no revisions, signed sealed by Robert W. Lutz, P.E., bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and. Expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELLING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and • following statement: "Miami -Dade County Product Control Approved or MDCPCA ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been.no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 06- 0601.03 and consists of this page 1, evidence page E -1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1107 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 www.buildingcodeonline.com NOA No: 07 -0214.20 Expiration Date: June 04, 2011 Approval Date: May 31, 2007 Page 1 .•.. United Steel Products Company. • • • • • • • • .. • • • • • • • • . NOTICE OF ACCEPTANCE: EVIDENCE PAGE • • •••• • •••• • • 'A'j !RINGS • • • 1 . ]ryvjpg No. MD0207, titled "Face Mount Joist Hanger" prepared by United Steel Products ▪ • • •••• �'o , shlets 1 and 2 of 2, dated 02/07/07, with no revisions, signed and sealed by Robert W. Lutz, • • P.E. • • • •••• • • • • • •• • • i. '..$ TEST Test reports on wood connectors per ASTM D1761 -88 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. Report No. Wood Connector Direction Date 1. 06 -6047 JUS24 Upward & Down 10/09/06 2. 06 -6048 JUS26 Upward & Down 10/12/06 3. 06 -6049 JUS28 Upward & Down 10/17/06 4. 06 -6050 JUS210 Upward & Down 10/20/06 5. 06 -6062 JL24 Upward & Down 10/30/06 6. 06 -6063 JL26 Upward & Down 11/01/06 7. 06 -6064 JL28 Upward & Down 11/03/06 8. 06 -6065 JL210 Upward & Down 11/06/06 9. 06 -6066 SKH26 Upward & Down 11/13/06 10. 06 -6067 HJC26 Upward & Down 11/22/06 11. 06 -6068 H1C28 Upward & Down 12/01/06 C CALCULATIONS 1. Face Mount Hangers Series Calculations prepared by United Steel Products Co., signed and sealed by Robert W. Lutz, P.E. D STATEMENTS 1. No Financial Interest Letter issued by United Steel Products Co., dated January 26, 2007, signed by Robert W. Lutz, P.E. 2. Letter of Code Compliance issued by United Steel Products Co., dated January 26, 2007, signed and sealed by Robert W. Lutz, P.E. 3. NOA Renewal Request Letter issued by United Steel Products Co., dated February 2, 2007, signed by Robert W. Lutz, P.E. 4. Code Compliance Letters issued by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. E - Carlos M. Utrera, P.E. Product Control Examiner NOA No 07 -0214.20 Expiration Date: June 04, 2011 Approval Date: May 31, 2007 PRODUCT CODE GAUGE DIMENSION FASTENERS ALLOWABLE LOADS ALLOWABLE LOADS W D H D A HEADEF' • JOIST DOWN UPLIFT (1607.) HJC26 12 JUS24 18 1 9/16 3 1/8 1 3/4 1 (4) 1001 (2) 1001 745 N/A JUS26 18 1 9/16 4 13/16 1 3/4 1 (4) 1001 (4) 1001 990 1040 JUS28 18 1 9/16 6 11/16 1 3/4 1 (6) 10d (4) 1001 1240 1160 JUS210 18 1 9/16 7 13/16 1 3/4 1 (8) 1001 (4) 1001 1490 1115 PRODUCT CODE GAUGE DIMENSION FASTENERS ALLOWABLE LOADS W H D A HEADER i JOIST DOWN UPLIFT (1607.) HJC26 12 5 7/8 3 5/8 3 1/41 3/4 (16) 1601 (12) 10d 2020 1975 HJC28 12 5 7/8 6 3/4 3 1/41 3/ 16d (14) 10d 3P20 2010 1, PUBLISHED LOAD IS FOR TOTAL OF HIP AT 45 DEGREES AND JACK AT 90 DEGREES COMBINED. 2. MINIMUM HEADER THICKNESS SHALL BE 2 INCHES FOR 16D NAILS. 3. ALLOWABLE DOWN LOAD LISTED IS AT 1007. DURATION OF LOAD. TYPICAL HJC INSTALLATION 1. Specified Joist nails shall be Installed at 30 to 45 degrees horizontally such that they penetrate through the end of the Joist and Into the header. 2. Minimum header thickness shall be 1 3/4 Inches for 1001 nails. 3. Allowable DOWN load listed Is at 100% Duration of load. 4. Uplift Load fisted as N/A had uplift capacity less than the required 700 pounds. TYPICAL JUS INSTALLATION JUS GENERAL "MJ1'ES' • 1. STEELS CONFQRM TO A,STi4 A663, STRECfVRA L. 33, U.O.N AND A Ml GALVANIZED) COAT • OF • G -90, • • 2. FASTENERS•ARE OOMMON•WIRC INLESs OI'HERVISE NOTED, 3. ALLOWABLE. YPLIPI R53ADS HA B INCREASED•B •A SHIRT TERN 607. FOR •VIN YOAD CONDITI[14. ARE NO INCREASED BY SHORT TERM 4. ALLOWABLE mNPf L DURATION FACTOR. 5. ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR eyr L STRVCT71 a001•LDITIDN IN ACCORDANCE' LTH A )172L • • • • 6. LUMBER SPECIES SEW +] PINE. • • • • • • • • • • • UNITED STEEL PRODUCTS COMPANY 703 RULERS DRIVE, MDNTGUMERY, MN. 56069 PHONE (507) 364 -7333 NAME' FACE MOUNT JOIST HANGER DATER 02/07/07 SHEET' 1 OF 2 • ••• • • ••• • • • • • • • •• • • • • • • • • •• •• • • • • • • •• •• • • : • • • •• • • P 01)' CT RMWED Dsc.r;;1� rE MIMS �. E:qx 3 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG, NO. 55409 DRAWING # ► MD0207 11 MDADE PRODUCT CODE GAUGE DIMENSI ❑N FASTENERS ALLOWABLE LOADS W H D A HEADER JOIST DOWN UPLIFT (1607.) JL24 20 1 9/16 3 1 1/2 15/16 (4) 10d (2) 8d x 1 1/2 490 N/A JL26 20 1 9/16 4 3/4 1 1/2 1 1/2 15/16 15/16 (6) 10d (10) 10d (4) 8d x 1 1/2, (6) Rd x 1 1/P 740 1P30 700 940 JL28 20 1 9/16 6 3/8 JL210 20 1 9/16 8 1/4 1 1/2 15/16 (14) 10d (8) 8d x 1 1/2 1720 1170 PRODUCT CODE GAUGE DIMENSION FASTENERS ALLOWABLE LOADS W H D A HEADER JOIST DOWN UPLIFT (1607.) SKH26 16 1 9/16 5 1/4 1 7/81 3/16 (6) 16d (6) l0d x 1 1/2 900 870 1. Miter cut required on end of joist to achieve allowable loads. 2. Minimum header thickness shall be 2 Inches for 16d nails. 3. Allowable DOWN load listed Is at 1007. Duration of load. 4. SKH26 Is skewed Right and Left. TYPICAL SK126L INSTALLATIW 1. Minimum header thickness shall be 1 3/4 Inches for 1001 nails and 2 Inches for 16d nails. 2. Allowable DOWN load listed Is at 1007, Duration of toad. 3. Uplift Load listed as N/A had uplift capacity less than the required 700 pounds, • _ • • • • • ••••• • • • ••• • • • • • • • • •• ••• ••• • • • • .. • • .•• • TYPICAL JL26 -2 INSTALLATION • • •• • • • • • • • • • • • ••• • • • • • • • • • • • • • O • • • ••• • • • • • • • • JL26 -2 • • • • • SKH26L DATE' 02/07/07 SHEET' 2 OF 2 GENERAL NOTES' L STEEL SHALL CONFORM TO ASTM A653, STRUCTURAL GRADE 33, U.O.N AND A MINIMUM GALVANIZED COATING OF 8-'9. 2. FASTENERS ARE COMMON WIRE NAILS INLESS OTHERWISE NOTED. 3. ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED B, A SNORT TERM DURATION FACTOR OF 60Z FOR WIND LOAD CONDITION, 4. ALLOVABLE DOWN LOADS ARE NO INCREASED BY SHORT TERM DURATION FACTOR. 5. ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOODS CONSTRUCTION 2001 EDITION IN ACCORDANCE WITH ASTM D176L 6. LUMBER SPECIES IS SOUTHERN PINE, PRODUCT RIM e t'JEJ vs ;t1: Nit rreeckt COMM �bti UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, NONTGOMERY, MN. 56069 PHONE (507) 364 -7333 NAME' FACE MOUNT JOIST HANGER ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55409 DRAWING it MD0207 2o (1 MDADE .• • • • • • M1AM IDADE NI B131LDIN.G CODE ,COMPLIANCE OFFICE (BCCO) PRd>3UCT CONTROJ DIVISION • • • • NOTICE Ok AGCEPTANCE (NOA) • • •••. • -rHo - r+4OH -N' MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 Unitecd Steel Prakrcts Company. 14305 South Crrr.;�ptive #200 Burrscsville, MN 53308 SCOPE:. • • • Thfs•NOA is bejjtgisstted under the applicable rules and regulations governing the use of construction materials. The doiuimentatfon St1bmitted has been reviewed by Miami -Dade County Product Control Division and accepted by tlib'Bbard of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High velocity Hurricane Zone. DESCRIPTION: HUS, THD & THDH Series Wood Connectors. APPROVAL DOCUMENT: Drawing, No. MDO9-06, titled "HUS Series ", `THD Series ", & "THDH Series" sheets 1 through 3, dated 09 /01/06, prepared by United Steel Products Company signed and sealed by R. W. Lutz, P.E, bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance (NOA) number and Expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of this page, evidence page E -1, E -2 & approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gascon, P.E. s NOA No: 06- 0921.05 Expiration Date: March 15, 2012 Approval Date: March 15, 2007 Page 1 PRODUCT CODE J ❑IST SIZE STEEL GAUGE DIMENSIONS FASTENERS DESIGN LOAD W H D HEADER JOIS 16d 100% 16d UPLIFT HUS175 1- 3/4x5 - 1/2x7 -1/4 16 1 -13/16 5 -3/8 3 2 (14)16d (6)16d 3000 1975 HUS177 1- 3/4x7- 1/4- 11 -1/4 16 1 -13/16 7 -1/8 3 2 (22)16d (8)16d 4025 1800 HUS179 1- 3/4x9- 1/4 -14 16 1 -13/16 9 -1/8 3 2 (30)16d (10)16d 4580 3210 HUS26 2 x 6 -8 16 1 -5/8 5 -7/16 3 2 (14)16d (6)16d 3000 1975 HUS28 2 x 8 -10 16 1 -5/8 7 -3/16 3 2 (22)16d (8)16d 4025 1800 HUS210 2 x 10 -12 16 3 -5/8 9 -3/16 3 p (30)16d (10)16d 4580 3210 HUS410 4 x 10 -12 14 3 -5/8 8 -7/8 2 1 (8)16d (8)16d 2320 1696 HUS412 4 x 12 -14 14 3 -5/8 10 -7/8 2 1 (10)16d (10)16d 3000 2665 HUS46 4 x 6 -8 14 3 -5/8 5 2 1 (4)16d (4)16d 1080 1015 HUS48 4 x 8 -10 14 3 -5/8 7 2 1 (6)16d (6)16d 1800 1550 HUS26 -2 (2) 2 x 6 -8 14 3 -1/8 5 -1/4 2 1 (4)16d (4)16d 1080 1015 HUS26 -3 (3) 2 x 6 -8 14 4 -5/8 4 - 1/2 2 1 (4)16d (4)16d 1080 1075 H1JS28 -2 (2) 2 x 8 -10 14 3 -1/8 7 -1/8 2 1 (6)16d (6)16d 1800 1550 HUS28 -3 (3) 2 x 8 -10 14 4 -5/8 6 -3/8 2 1 (6)16d (6)16d 1800 1550 HUS210 -2 (2) 2 x 10 -12 14 3 -1/8 9 -1/8 2 1 (8)16d (8)16d 2320 1695 HUS210 -3 (3) 2 x 10 -12 14 4 -5/8 8 -3/8 2 1 (R)16d (R)16d 2320 1695 HUS212 -2 (2) 2 x 12 -14 14 3 -1/8 11 - 1 /R 2 1 (10)16d (10)16c1 3000 2665 HUS2I2 -3 (3) 2 x 12 -14 14 4 -5/8 10-3/8 2 1 (10)16d (10)16d 3000 2665 HUS26 GENERAL NOTES 1) STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 33, AND A MINIMUM GALVANIZED COATING OF G60. 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED. 3) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 2001 EDITION FOR SOUTHERN YELLOW PINE (G= 0.55 OR BETTER AND MOISTURE CONTENT OF 19% OR LESS) ALL TESTS PERFORMED IN ACCORDANCE WITH ASTM D1761. 4) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY A DURATION FACTOR OF 60% FOR WINDLOAD CONDITION. NO FURTHER INCREASE IS ALLOWED. UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MUNTGUMERY, MN. 56069 PHONE (507) 364 - 7333 NAME' HUS SERIES DATE' SHEET' 09 -01 -06 1 OF 3 ••• • • • •• • • • •• •• • • • •• •• • • • • • • • • • • • • • ••• • . • • • • • ••. • • ••• • .. '• • • • •• • • • •• • • • • •. • • • • • • • • • • • • • • • • • • olio •• •• • • • • • • • • ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA LICENSE. NO. 55409 DRAWING NO. • • • ..• •'• • • • • • • HUS212 -3 • Approved Florida 8 s complying with the 0'7 NOA# fi .O Miami i e Prod Div By MD 09 -06 MDADE PRODUCT CODE JOIST SIZE STEEL GAUGE DIMENSIONS FASTENERS DESIGN LOAD W H D HEADER JOIST 16d 10 04 16d UPLIFT 160X THD175 1- 3/4x5- 1/2 -7 -1/4 14 1 -7/8 5 3 1 -7/8 (18)16d (12)10d 2700 1375 THD177 1- 3/4x7- 1/4- 11 -1/4 14 1 -7/8 1 -7/8 6 -7/8 8 -7/8 3 3 1-7/8 1-7/8 (28)16d (38)16d (16)10d <20)10d 4200 5195 2970 3985 THD179 1- 3/4x9- 1/4 -14 14 THD26 2x6 -8 16 1 -5/8 5 -1/16 3 1 -7/8 (18)16d <12)10d 2700 1375 THD28 2x6 -10 16 1 -5/8 7 3 1 -7/8 (28)16d (16)10d 4200 2970 THD210 2x10 -12 16 1 -5/8 9 3 1 -7/8 (38)16d (20)10d 5195 3985 THD26 -2 (2) 2x6 -8 14 3-7/16 5 -3/8 3 2 (18)16d (12)10d 2700 1375 THD28 -2 (2) 2x8 -10 14 3 -7/16 7 -1/8 3 2 (28)16d (16)10d 4200 2970 THD210 -2 (2) 2x10 -12 14 3 -7/16 9 -1/8 3 2 (38)160 <20)10d 5195 3985 THD210 -3 <3) 2x10 -12 ip 5 -1/8 9 3 3 (38)16d (20)10d 5475 3710 THD410 4x10 -12 14 3 -5/8 9 -1/16 3 2 (38)16d <20)10d 5195 3985 THD412 4x12 -14 14 3 -5/8 11 3 3 (48)16d (20)10d 6020 3710 THD46 4x6 -8 14 14 3 -5/8 3 -5/8 5 -5/16 7 -1/16 3 3 2 2 (18)160 (28)16d (12)10d (16)10d 2700 4200 1375 2970 THD48 4x8 -10 THD610 6x10 -12 12 5 -1/2 9 3 3 (38)16d (20)10d 5475 3710 THD612 6x12 -14 12 5-1/2 11 3 3 (48)16d (20)10d 6740 3710 THD7210 7x9- 1/4 -14 12 7 -1/4 9 3 3 <38)16d (18)160 5475 3710 THD175 GENERAL NOTES 1) STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 33, AND A MINIMUM GALVANIZED COATING OF G60. 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED. 3) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 2001 EDITION FOR SOUTHERN YELLOW PINE (G= 0.55 OR BETTER AND MOISTURE CONTENT OF 197. OR LESS) ALL TESTS PERFORMED IN ACCORDANCE WITH ASTM D1761. 4) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY A DURATION FACTOR OF 607. FOR WINDLOAD CONDITION. NO FURTHER INCREASE IS ALLOWED. NAMEI DATE' 09 - 01 - 06 SHEET' 2 OF 3 • • • •.• • • • •• • • 00 • • . • • .. • • • • • • • • • • • • • • • ... • • • THD SERIES DRAWING NO. MD 09 -06 • .• • .. . • • • • •• • • • • • • • • THD412 Approved as complying wflt the Florida Bathin C p de Date 3//s / 0 7 NO 06- �f2 Miami Dade Product Di By UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, MN. 56069 PHONE 0507) 364 -7333 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA LICENSE. NO. 55409 MDADE ?RODUCT CODE JOIST SIZE STEEL GAUG DIMENSIONS FASTENERS DESIGN LOAD W H i ' D : z A �S • • •1@d d00:4 • 16d UPLIFT THDH26 2x6 -8 12 1 -5 = -7/16 • < + +1- d.(01td• 11,2 5 2260 THDH28 2x4 12 1 -5/8 7 -3/16 •.'q L301Q•d •(12816d' 509Q' 3260 THDH26 -2 2x6 -8 12 3 -1/4 5 -1/2 4 (20)16d (8)16d 4265,. 2260 TH0H26 -3 2x6 -8 12 -1/8 5 -3/8 4 (20)16d (8)16d 4265 2260 THDH28 -3 2x8 -10 12 -1/8 7 -1/8 4 (36)16d (12)16d 5090 3260 THDH210 -2 2x10 -12 12 -1/4 9 -1/4 4 (46)16d (12)16d 5850 3060 THDH46 4x6 -8 12 -5/8 5 -5/16 4 (22)16d (8)16d 4265 2260 THDH410 4x10 - 12 12 - 9/169 -1/8 4 <36)16d (12)16d 5850 3060 0 — 3- ' x -1 12 c -1/4 9 -3/8 4 (46)16d (12)16d 5850 3�60 THDH6710 4 3/4x9 - 14 - /2 12 6-7/8 4 (46)16d (12)16d 5850 3060 THDH7210 7-1/4x9- 1/4 -14 12 7 -1/4 7 -1/4 4 (46)16d (12)16d 5850 3060 THDH27925 2- 11/16x9- 1/4 -14 12 2 -3/4 9 -1/8 4 (46)16d (12)16d 5850 3060 GENERAL NOTES 1) STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 33, AND A MINIMUM GALVANIZED COATING OF G60. 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED. 3) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 2001 EDITION FOR SOUTHERN YELLOW PINE (G= 0.55 OR BETTER AND MOISTURE CONTENT OF 19% OR LESS) ALL TESTS PERFORMED IN ACCORDANCE WITH ASTM D1761. 4) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY A DURATION FACTOR OF 60% FOR WINDLOAD CONDITION. NO FURTHER INCREASE IS ALLOWED. UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, MN. 56069 PHONE (507) 364 -7333 NAME' DATE+ 09 -01 -06 SHEET+ 3OF3 • • ••• • • 00* ' •. •• • • • 00 •• • • • • • • • • • • • • ••• • • • • • • • • ••• • • •• • • • • • • . • •• • • • • • • • • • • • • • • • • ••• • • •• • • • • • •• • THDH SERIES ROBERT W. LUTZ PROFESSIONAL ENGINEER <STRUCTURAL) FLORIDA LICENSE. NO. 55409 DRAWING NO. Approved es complying with the Florida Belding Cycle Date 3 / /%/o'7 NOAH 04+ - o q z .0 *.c Min r.: a Product MD 09 -06 [MDADE • This safety alert symbol Is used to attract your attention! PERSOIJAL SAFETY IS INVOLVED! When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. IA CAUTION: A CAUTION identifies. safe operating patties or indicates unsafe conditions that could result4n personal•injury or damage to structures • 6 .IB -�1 Smary Sheet % MME T4RY tid•RECOMMENDATIONS for .• 1:ANDUN •INST.AIMrNG & BRACING METAL • ... PLA$E CONNE T WOOD TRUSSES° •• • • • • • s It is tht /Kp of the installer /der, building contractor, licensed c Trictor erec ?oaear.erect/on1p to properly receive, unload, store, harjc�I�. stall antebraco metal plate wood trusses to protect life and property. The instahr'lrldst exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superiorto the projectArchitect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof orfloor. These recommendations are based upon the collective experience of leading technical CAUTION: The builder, buildingntractor, license j contractor, erector or erection' contractor IS' vlsed to obtain and read the entire booklet " o mentary and Recommendation§ for;Ha ndllr r �, ga stalling : & Bracing Metal; Platee Connected W Trusses, HIB -91. from `the Truss `Pla te.inetltst#e Trusses stored horizontally should be sup- ported on blocking to prevent excessive lateral bending and lessen moisture gain. WARNING: Do not break banding until installs tion begins or lift bundled trusses by the bands. TRUSS STORAGE AUT1O �Trusse>st should 4 0# be °unloaded on` rough terrain or uneven surfaces which - coiild . cause damage 1 `the .truss Frame 1 DANGER: A DANGER designates a; condition. where failure to follow instructions or heed warn - ',Ing=will = most likely result, In serious personal Injury or death or damage to structures. WARNING: A WARNING describes a condition - .where failure to follow instructions could result in ;sev®re injury or :damage to structures. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833 -5900 personnel inthe wood truss industry, but must, duetothe nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer.Th us, theTruss Plate Institute, inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright ° by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. ; U l0 Alltempora . racjng shouldbe no less an*. . t4Zgrad ' - marked 'lumber;= Alt:,connections s_houldl a made with mini m;of 2 I. nails. All p ass urd 2' -on" center or less All multi -ply l e conn ected togoUie' =in Occor- ;ig drawingi prjpr� kJnstallatlon. kt Trusses stored vertically should be braced to prevent toppling or tipping. DANGER: Do not store bundles upright unless properly braced, px- DANGER: Walking on trusses which are lying fiat's extremely dangerous and should be strictly �4 prohibited. A WARNING: Do not attach cables, chains, or hooks to the web members. • • • • • 60° Qr agora wi • ' N�—► • • • — 1 • 1—•-•-•-•----1 _. tag Approxinately • • • • • • Approximately .;U. *MO ' /zUustlength • • .. • • • o /z truss length • • Toss spa id" than 30'. • • •••••• •.•• • . • gpreadgr Bar • •• • Min • • i I \I`\I& IMMI Approximately 1 /z to :A truss len e h Spreader Bar Toe In GROUND BRACING :BUILDING INTERIOR 1i trues of bra group of (EM' •! • • • • f • Appl'bxiri ately • _:1 /zto %trusslen!th Less than or equal to 60' Less than or equal to 60' Toe In Tag Une Toe In Tag Une • MECHANICAL INSTALLATION Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Frame 2 AI ,., _,„ WARNING: Do not Iltt single trusses with spans greater than 30' by the peak.? . At or above mid- height Tag Une Tag Une Strongback/ SpreaderBar Strongback/ SpreaderBar Approximately 3'3 to V. truss length Greater than 60' I` I10 ©I %1Q irl., 10' 10' Approximately to 3 /a truss length ' Greater than 60' ,.CAUTION; Temporary bracing show t rtrsse i .with :'similar: configur'at s.. 3 racing Is , desire d, his _ . Co nsul# a register y ,, "engineer mays les Ocui mended,Deslgn ;/1#0f::144., for'�Tempor B " - eterminethata`l! (GROUND BRACING: BUILDING EXTERIOR Ground brace diagonals (GS& Note: 2"d floor ayatam shag have adequate capacity to support ground CAUTION: Ground bracing required tor Installations - Typical vertical attachment Strut (ST) `Qrou d lettrues of 1 ternf ( " group of tr. End brace (ES) Typical horizontal tie member with multiple stakes (HT) R NING „.Fallulretof tj1or J ere., cit !es Ulf 00000 • • • O 00 • • O 000 • • 0000 • • 00 • • • ••.••• • • .•••.• • • 10' or Greater Attachment Required — •• • •• • • • • • • •• • ••• • • •• • •. • • • •••• Top chords that are laterally braced can buckle togetherand cauaecollapee if there isnodiago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purins are attached to the topside-of the top chord. DF - Douglas Fir -Larch HF - Hem -Fir Continuous Top Chord Lateral Brace Required •• • • • . • • • • • • . • • • • • • • 12 4 or greater _►_ , \_ = =- �� Wit, dge 0 SPAN Up to 28' MINIMUM DIFFERENCE 2.5 Over 42' - 60' 3.0 Over 28' - 42' 3.0 TOP CHORD LATERAL BRACE SPACING(LB& 7' 6' 5' TOP CHORD DIAGO BRAC SPACING S& [# tru (DB es] SP /DF 17 9 5 SPF /FIF 12 6 3 Over 60' See a registered professional engineer SP - Southern Pine SPF Spruce- Pine -Fir All lateral braces lapped at least 2 trusses. • Frame 3 Up to 32' Over 32' - 48' Over 48' - 60' Over 60' MINIMUM PITCH 4/12 4/12 TOP CHORD ` LATERAL; BRACE SPACING 'LB . 8' 6' 5' TOP CHORD DIAGONAL BRACE SPACING (DBE) [ # trusses SP /DF SPF /HF 20 10 6 See a registered professional engineer 15 7 4 DF - Douglas Fir -Larch HF - Hem -Fir All lateral braces lapped at (east 2 trusses. 12 5 r-- SP - Southern Pine SPF - Spruce - Pine -Fir Continuous Top Chord Lateral Brace Required ITCHED' TRUSS 1 Top chords that are laterally braced can buckle togetherand cause collapse U there isno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside oI the top chord. SCISSORS TRUSS I SPAN MINIMUM PITCH BOTTOM CHORD LATERAL BRACE SPACING(LB) BOTTOM CHORD DIAGONAL BRACE SPACING (DBS) (# trusses] SP /DF SPF /HF Up to 32' 4/12 15' 20 15 Over 32' - 48' 4/12 15' 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered professional enaineer •• 0000 • • •0•••• • • •0.00 • • ••••• • • ••••• •••00• • • 0000 • • 0000 • •• • • • • •• • • ••• •• • • • •••• 's Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. WEB MEMBER PLANE 1 0 ,-- Permanent continuous lateral bracing as specified by the truss engineering. Frame 4 DF - Douglas Fir -Larch HF - Hem -Fir SP - Southern Pine SPF - Spruce- Pine -Fir All lateral braces lapped at least 2 trusses. 1, BOTTOM CHORD PLANE WARNING Failu o oiitanrthes id ; esultin , seve per`soyaaHnjury or damag o.trct �s.o buHdin Y ' a` a1 x v'* Cross bracing repeated at each end of the building and at 20' Intervals. SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LB TOP CHORD DIAGONAL BRACE SPACING (DB [# trusses] SP /DF SPF /HF Up to 32' 30" 8' 16 10 Over 32' ,U' •. 42" • • 6' 6 4 ••• Q4,er48' -At!•• 48 "• • • 5' 4 2 • • Over 60' • • • • • • See astered professional engineer • •.._• • Q ; e pouglas Fir -Liech SP . Pine H F - Hqm -Fir • SPF - Spruce -Pine -Fir •••••• • • • • • • •••••• • a ••••• • • ••••• •••••• • • • •••••• • • •••••• • 15' • ••• • • •• • •••• • • The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. 4x2 PARALLEL CHORD TRUSS:TOP CHORD Top chords that are laterally braced can buckle togetherand cause collapse if there isno diaco- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when puriins are attached to the topside of the top chord. 1y 2x4/2x6 PARALLEL CHORD TRUSS WARNING :, Failure to follow these recaminendations couldi suitIn: • severe= personal - in}itrx +ordarnage tolwsses nor istiltdingslr All lateral braces lapped at least two trusses. Ail`l<at @ raI braces la ppt Fz End diagonals are ess � l 9 �int[al for, stability and must be duplicated o both ends of the truss system. Continuous Top Chord Lateral Brace Required -- i 10° or Greater End diagonals are essential for -': stability and must be duplicated On both ends of the truss system. Frame 5 Top chords that are laterally braced can buckle togetherand causecollapse if there isno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins OM attached to the topside of the top chord. 3oy 83) Continuous Top Chord Lateral Brace Required Attachment Required —i 10° or Greater '' 31 30" or greater Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. D(In) D /50 D(ft) 12" 1/4" 1' 24" 1/2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1 -1/4" 5' 72" 1 -1/2" 6' 84" 1 -3/4" 7' 96" 2" 8' 108" 2" 9' LQn) L/200 L(ft) 200" 1 " 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' L(in) L/200 L(ft) 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (DBS) (# trusses] SP /DF SPF /HF Up to 24' 3/12 8' 17 12 Over 24' - 42' .3/4 2 7' 10 6 Over 42' - 54' ' •36/12 Nike registeredialofessiona • . 6 engineer 4 otr ►•5d' DF- eougglas Fir- carc6. SP-t2Ti ?tiern Pine HF•. 4 Mff fir • • • SPE.6piLfte -Pine -Fir •••••• • • •••• • • • 0000•• ▪ ••w • ••••• • • ••••• 000000 O 00 • • • • • • •• • - • •0000. • • • • 0 0•• • • • • ••••• . • • . • Dlag'delil bract; • 0• 00000 • • alsp on end ve'ticals. Top chords that are laterally braced can buckle togetherand cause collapse If there lano diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. LONO TRUSS Continuous Top Chord Lateral Brace Required 10" or Greater Attachment Required WARNING . : Failureto .foliowth9serecommen o� swore personal. Injure or da i•ecge Ito ttru aer btxitding PLUMB Truss Depth D(In) 4aximum ilisplacement Lesser of D /50 or 2" Plumb Line OUT -OF -PLUMB INSTALLATION TOLERANCES. WARNING: Do not cut trusses. INSTALLATION TOLERANCES 1 T ±1/1 1 Frame 6 L(In) 12 — 13 or greater t Lesser of 1.1200 or 2" Length L(In) L(Inj B• OUT -OF -PLANE INSTALLATION TOLERANCES. All lateral braces lapped at least 2 trusses. BOW t Lesserof 1/200 Or 2" DANGER: Under no circumstances should construction loads of any description be placed on unbraced trusses: PERM E #: �R Miami Snores V'f e ;_ APPROVED BY/� ZONING DEPT • �id / DATE BLDG DEPT / SUBJECT TO COMPLIANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND REGULATIONS Fccmomi JUN 1 7 2009 P_�� BY: .e rv-- ---- . • • EVIEWED & APPROVED FOR COMPLIANCE WITH THE DESIGN CONCEPT ONLY. NOTES IN DRAWINGS ❑ REVISE & RESUBMIT Checking is only for conformance with the design concept of the project and compliance with the informatin given in the Structural Drawings Contractor is responsible for dimensions to be confirmed and correlated at the job site, for means and methods of construction: for information that pertains solely to fabrication processes, and ordination of all trades. Any conflict found in the Contract Documents during the preparation of these Shop Drawings must be brought to the attention of the A/E of Record. Any deviation from the Contract Documents (or proposed substitution) must he clearly noted and highlighted in these Shop Drawings in order to receive specific consideration. Any such item not clearly noted is to be considered rejected. By: Date: Arbab Engineering, Inc. BUILDING PERMIT APPLICATIO FBC 2004 Tenant/Lessee Name E -MAIL: .G7(f14 omit Fo Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Job Address (where the work is being done) 6,2_() 1V G 10/ Permit No. 1 415 Master Permit No., CDT '14Lb Permit Type: Mechanical Owner's Name (Fee Simple Titleholder) S I M 0 1%)13- . M la 2 Phone # 505 7- 64/07-6 0 Owner's Address 6d2Q) t ( to I City tot i 9koa., 5 State Zip 33 3 ° (a Phone # City Miami Shores Village County Miami -Dade Zip FOLIO / PARCEL # Is Building Historically Designated YES NO Contractor's Company Name / t/tikO "kr Phone # -30,5 =f7 7— T 7/ 9 Contractor's Address / q 7 Alai i 04 "SUE Citys,4L S s State P L Zip 331) 7 / Qualifier Name /"/ :iti., L "Mg.T/Nl, Phone # State Certificate or Registration No. e/. - S '.rr 3 Certificate of Competency No. E -MAIL: / ¢�3.b 4%/4. -sv,uD ,.5)/ ��r( Architect/Engineer's Name (if applicable) tea', lu Value otWork For this Permit _$'°.1',r 1 9 Ty p'Q' Work: Describe Work- d Phone # Square ,la Linear Footage if Wt rk: P ['Alteration ['New /1/V c,c-C J rp, b- ********, aY at aexxdrae dexxxxxxxxaBxdcde aY x CO Submittal Fee $ Permit Fee $ Katxardex ** x* x x* x dray**pr*********** r**xx CCF $ WiO CO /CC Technology Fee $ o.a5 Notary $ Training /Education Fee $ Scanning $ 3'00 Bold $ Code Enforcement $ ` Double Fee $ Structural Review. $ molition Radon $ DPBR $ Zoning $ Total Fee Now Due $ r'6 See Reverse side —> Bonding Company's Name (if applicable) Bonding Company's Address City Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Application is hereby made to obtain a permit to do the averk_ and: tallations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be per o rrfi€d to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT . MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged Signature er or Agent The foregoing instrument was acknowledged before me this / lj day of - . th , 20 O , by Cj I ✓14 or.) Lai k Al 15 , who is = •Wally know, ' me or who has produced As identification and who did take an oath. NOTARY PU Sign: Print: MAYDA L. PEREZ Notify Public - S Nov 4 FIwtda Comm. des #► 00 839988 i•�"" My Commission Expires: 0 J , ( 1 - **** *xxxxxxx &xxx xxxxxxxxxxxx CBe xxxxxxxxxxxxxx' APPLICATION APPROVED BY: (Revised 02/08/06) State Zip Signature Contractor The foregoing instrument was acknowledged before / me this Jd day of I M l.4 , 20 4, by who sonally kno n e or who has produced as identification and who did take an oath. - Sig Print: My Commission Expires: MAYDA L. PEREZ Public - State of Florida •1 My Comm. Expires Nov 19, 2012 C , lesion • DD 839988 �',., •, National try Assn No v. 19 l 2 xxxxxxxxxxx,Y4edc,ticxxxxx xxxxicte tr xxae IViz'h**tsxx xx,Y****$,4,4**** *** Plans Examiner Engineer Zoning Inspection Number: INSP - 108901 Scheduled Inspection Date: February 25, 2010 Inspector: Perez, JanPierre Owner: MAYER, SIMONE Job Address: 620 NE 101 Street Project: <NONE> Miami Shores, FL 33138- Contractor: MANCO AIR INC. Building Department Comments Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 RA, • 'i•oT - I42V Phone Number Permit Number: MC- 3- 09-415 Permit Type: Mechanical - Residential Inspection Type: Final Work Classification: Addition /Alteration Parcel Number 1132060172130 Phone: 305/409 -7719 INSTALLATION OF COMPLETE A/C SYSTEM INCLUDING DUCT WORK / /4/ 1 / Passed Cl/ Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments February 25, 2010 For Inspections please call: (305)762 - 4949 Page 1 of 25 BUILDING PERMIT APPLICATION FBC.I. Permit Type (circle):Buildi g) Roofing Owner's Name (Fee Simple Titleholder) S ! 4/t -®%fig fl _ Phone # 3d5 612 81)6L Owner's Address X 2 0 it) 6 to I 5 i Cit M 1 (i 0 2E- state �t— zip 35 / Tenant/Lessee Name Phone # Job Address (where the work is being done) 2' 13 C Jo/ City Miami Shores Village County Miami -Dade FOLIO / PARCEL # / 1— 3206 G' 1 ^,e (3 O Is Building Historically Designated YES NO Contractor's Company Name �rf vnwij°� €(1fI>• lee Contractor's Address f2a','s'ft, 33 D gf. City /449 Pm 4 � ^ State • zip 3362. 3 .LErgr -✓o a s)j o 'V Qualifier Name State Certificate or Registration No.e /5/ 2 ?I2 A Valu Type of Work: E Describe Work: (647-er-Pae7 Miami Shores Village imoglEgIMI Building Department AL APR 0 9 2009 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 BY. Tel: (305) 795.2204 Fax: (305) 756.8972 Structural Review. $ Total Fee Now Due $ Permit No. 1 3EMO O 5 Master Permit No. /e Q C " 0 814 . Certificate of Competency No. Zip 3 Phone # Jar- 3.P-o- 57 Phone # - •5 .f/ g3A'T 1 A6YA abiic33 4e flat. adLO viten Pahlitit *NO G® ei iie6iflls4 teol 4i3) tom* Rime 09B d0 •A •' Addition Alteration Drew 4 l., • Square / Lineat+ Egotage 01 : 0 „ Repair e 1 ce Phone # * * * * * * * * * * * * * * * * * * * ***** * * ********** ***F :**** * * * * ** x****** ** ****************** Submittal Fee $ • U(J Permit Fee $ BOO 6 d CCF $ 0 Technology Fee $ W n ( 00 Zoning $ Notary $ Training/Education Fee $ o • ao Scanning $.?) 00 Radon $ DPBR $ Bond $ Code Enforcement $ Double Fee $ See Reverse side —, emolition Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or iris lation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Si Owner or Agent Contractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this / da of , by �"'x" r`- Y1' ✓ , day of P16, 200 9, by //T� who is persona le�teu�n�. or who has produced As identification and who did take an oath. , " .. ' - oath. NOTARY PUBLIC: Pub Y%te eFREZ a g Ngaate.of Florida M„Eipires2Nov 19, 2012 w o is ► rsonally know Print: , Bonded Through National Notary Assn. (1 ( 7 - - ***************************************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** My Commission Expires: APPLICATION APPROVED BY: (Revised 07/10107) NOT Sign: Print: My Commission Expires: Gs' me or who has produced Z® Plans Examiner Engineer Zoning 1/ Scheduled Inspection Date: April 21, 2009 Inspector: Bruhn, Norman Owner: MAYER, SIMONE Job Address: 620 NE 101 Street Project: <NONE> Miami Shores, FL 33138- Contractor: KEITH JOHNSTON CONSTRUCTION Building Department Comments Passed a4 9k37 Failed Correction Needed Re-Inspection Fee April 20, 2009 No Additional Inspections can be scheduled until re-inspection fee is paid. Insoection Worksheet Miami Shores Village 10050 PE. 2nd Avenue Miami Shores, FL Phone: (305)756-1204 Fax: (305)756-8972 Inspector Comments Qk Phone Number :::•:.:•:.„:„:„.......:•:•:•:„...„:„+„„:•:•:„:•:•:•:„.„„„:„.„:•:•:•:•::•:•:•:•:•:•:•:•:•:•„:„:•:•:•:•:•.•:•:•:•:•:•:•„:„............ • • • • ............. ......... .................................................................................... .................................................................................................................. Permit Type: Demolition Inspection Type: Final Work Classification: Building Parcel Number 1132060172130 Phone: (305)370-5731 Page 9 of 20 BUILDING PERMIT APPLICATION FBC 2004 Permit Type: Plumbing Owner's Name (Fee Simple Titleholder) Owner's Address CDC /1/E City M tgnnn State Tenant/Lessee Name E -MAIL: Job Address (where the work is being done) CS ,,. Miami Shores Village Building D epartment 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 City Miami Shores Village County" Miami -Dade FOLIO / PARCEL # 1 t --32S) G -< j-- - '2-:(3® Is Building E{istorically Designated YES NO Contractor's Company Name S'ak `C�, C CAns �kc Contractor's Address 3Sgt --Ft 2c Cit \� �w.G State fL.. Te-e SAC , State Certificate or Registration No. (; 2-62 Qualifier Name E -MAIL: Architect/Engineer's Name (if applicable) Value of Work For this Permit $ Type of Work: ,.]Addition ['Alteration Describe Work: Submittal Fe e $ Notary$. ''``ll Scanning $4 >W Mond $ Structural Review. $ Radon $ Permit Fee ©C) Code Enforcement $` MaKI i n t �0o9 C t DPBR $ Permit No. 9 --C 1 3 4L Master Permit No. I 142(p Zip ���jQ Phone # Zip 310 2'3. Phone # C' .. � "I—GC/33 Phone # Zip Certificate of Competency No. 3313 J e a e ❑ Demolition itNi ST A L r c G f-t- TAaal 13 oz ci rt D t. r i tNtt�c.. tO S� CDru -� .am - ,r A ■Je. 0 413 1 ? 5 s Pii - Ati t.e.D ***** *****x*** **********�r�YaYr.,T,. x,i ****Fees **** Y4c4cx *aY **************** *** **ww*xxxx�k x uk *. p_` U CCF $ 1. 0 CO /CC Training /Education Fee ,1 $ 6.6 Technology Fee $. / 9 Zoning $ Double Fee $ Total Fee Now Due $ I, 0 Cl. ?h See Reverse side �' Bonding Company's Name (if applicable) Bonding Company's Address City Mortgage Lender's Name (if applicable) Mortgage Lender's Address City Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS,, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR( PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCINGy CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OR COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site,, for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the', inspection will not be approved and a reinspection fee will be charged Signature Owner or Agent The foregoing instrument was acknowledged before me this 4 1 day of I l}L ,20 01, by Smor k - who is person nown to me or who has produced As +'.eatiEcar+Jm..q..d .�,. -+:••. IMAYOA L. PEREZ Notary Public • State 01 Florida Comm. EgpImi Nov 19, 2012 0 00 839908 NCI NolNy Aso. Sign: Print: State State Zip Contractor ng instrument was ackno !edged bef 20, by St. wn to me or who has produce as identification and who NOTA Y PUBLIC: - NOTARY PUBLIC: I • " My Commission Expires: APPLICATION APPROVED B (Revised 02/08/06) o d• 2 l The foreg day o Sign: Print: My Commission Expires: 9C% *X ft'%'1E'MX'*Y*IY*tY****9YX '%iY*X9Q** **** '#9Y*tkX # % #X # #X#X 9Y '#.F 'X %** *YlY**** '** *** Plans Examiner Engineer Zoning Inspection Number: INSP- 107942 Permit Number: PL -3 -09 -346 j Scheduled Inspection Date: June 25, 2009 Inspector: Bruhn, Norman Owner: MAYER, SIMONE Job Address: 620 NE 101 Street Project: <NONE> Miami Shores, FL 33138- Contractor: HOME OWNER Building Department Comments Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 s cto Comments R P OVAL IN FILE Rc. - g g 142to Permit Type: Plumbing - Residential Inspection Type: Final Work Classification: Septic Phone Number Parcel Number 1132060172130 go or Am - 3zzp 4002 Q . APPLICANT: AGENT :: LOT CHECKED [X] ARKS: 1 -- N OF VIOLATIONS / REMARKS: [ [ [ 1 [ [ ITEMS ARE NOT IN COMPLIANCE WITH STATUTE OR RULE AND MUST BE CORRECTED.';.;: SETBACKS [ 1 [27] SURFACE WATER rir ^ [ 3 [28] DITCHES FT [ 1 [29] PRIVATE WELLS FT [ ] [30] PUBLIC WELLS FT [ ] [31] IRRIGATION WELLS PT [ ] [32] POTABLE WATER LINES J FT [ ] [33] .BUILDING 'FOUNDATION . ° FT � [ ] [34] PROPERTY LINES FT I 1 [ OTHER c ' L FT ) FILLED /'MOUND SYSTEM [36] DRAINFIELD'COVER [37] SHOULDERS [38] ; SLOPES. [39] STABILIZATION ADDITIONAL INFORMATION [40] UNOBSTRUCTED -AREA' [41] STORMWATER RUNOFF [42] ALARMS [43] MAINTENANCE AGREEMENT [44] BUILDING AREA [45] • LOCATION CONFORMS WITH SITE PLAN 146] FINAL SITE GRADING 7, [47] CONTRACTOR °"° °,°. [48]' OTHER ABANDONMENT [;] [49].. TANK PUMPED t , , [50] TANK CRUSHED & FILLED/ CONSTRUC DISAPPROVED]rr'. --e :' FINAL SYSTEM '[APPROVED/DISAPPROVED]. DH 4016 (Paget); •10/97 (Previous Editions May 9e.Used) Stock Number. 5744-002-4016-4 :r PERMIT NQ DATE PAID: FEE PAID' RECEIPT #: bA� -s'•:. CHD DATE: CHD PT 1: Applicant PT 2: Installer/Contractor P7 3: Badding PT 4: Health Department DATE: Page .2 of 3 • R.0.1.4 Payo CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: Somone Mayer PROPERTY ADDRESS: 620 NE 101 St MIAMI, FL 33138 LOT: 8/10 BLOCK: 103 SUBDIVISION: and miami shores PROPERTY ID #: 11- 3206 - 017 -2130 SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF SECTION 381.0065, F.S., AND CHAPTER 64E -6, F.A.C. DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TIME. ANY CHANGE IN MATERIAL FACTS, WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. SYSTEM DESIGN AND SPECIFICATIONS T [ 1,350 ] GALLONS / GPD Septic CAPACITY A [ 1 GALLONS / GPD N/A CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY (MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] K [ ] GALLONS DOSING TANK CAPACITY [ ]GALLONS @[ ]DOSES PER 24 HRS #Pumps [ 1 D [ 802 ] SQUARE FEET SYSTEM R [ ] SQUARE FEET N/A SYSTEM A TYPE SYSTEM: [X] STANDARD [ ] FILLED [ ] MOUND [ ] I CONFIGURATION: [ ] TRENCH [X] BED [ ] N F LOCATION OF BENCHMARK: 10.45" NGVD C/L NE 101 St I ELEVATION OF PROPOSED SYSTEM SITE E BOTTOM OF DRAINFIELD TO BE L D FILL REQUIRED: 0 T H E R SYSTEM # 1 - NORTH SYSTEM 1.- Install a 1350 gal min. category-3 septic tank with an approved filter. 2. -The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with s. 64E- 6.013(3)(f), FAC. 3.- Install 802 sf of drainfield in bed configuration. 4.- Install 42" of slightly limited soil at the bottom of the drainfield. (Comments Continued on Page 2.) SPECIFICATIONS BY: OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM [ 0.00 ] INCHES id V Edwards APPROVED BY: • / As id V Edwards DATE ISSUED: 09/05/2008 EXCAVATION REQUIRED: [ 72.00] INCHES TITLE: Engineer Specialist II TITLE: Engineer Specialist II DH 4016, 10/97 (Previous Editions May Be Used) v 1.1.4 6AP390981 SL766631 PERMIT #: 13 -SG- 426401 APPLICATION #: AP390981 DATE PA/D: 09/28/2007 FEE PAID: $55.00 RECEIPT #: 1 3 -P 1 D -34424 DOCUMENT #: PR750009 [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] [ 4.20 ] [I INCHES I/ FT ][ABOVE BELOW BENCHMARK /REFERENCE POINT [ 34.20 ] [I INCHES I FT ] [ ABOVE it BELOW I] BENCHMARK /REFERENCE POINT Dade CHD EXPIRATION DATE: 03/05/2010 Page 1 of 3 DOCUMENT #: PR750009 5.- Perimeter of excavation area shall be at least 2 ft wider and longer than the proposed absorption bed. 6. -Invert elevation of drainfield to be no less than 8.10' NGVD. 7. -Bottom of drainfield elevation to be no less than 7.6' NGVD. NOTICE OF RIGHTS A party whose substantial interest is affected by this order may petition for an administrative hearing pursuant to sections 120.569 and 120.57, Florida Statues. Such proceedings are governed by Rule 28 -106, Florida Administrative Code. A petition for administrative hearing must be in writing and must be received by the Agency Clerk for the Department, within twenty -one (21) days from the receipt of this order. The address of the Agency Clerk is 4052 Bald Cypress Way, BIN # A02, Tallahassee, Florida 32399 -1703. The Agency Clerk's facsimile number is 850 -410 -1448. Mediation is not available as an alternative remedy. Your failure to submit a petition for hearing within 21 days from receipt of this order will constitute a waiver of your right to an administrative hearing, and this order shall become a 'final order' Should this order become a final order, a party who is adversely affected by it is entitled to judicial review pursuant to Section 120.68, Florida Statutes. Review proceedings are governed by the Florida Rules of Appellate Procedure. Such proceedings may be commenced by filing one copy of a Notice of Appeal with the Agency Clerk of the Department of Health and a second copy, accompanied by the filing fees required by law, with the Court of Appeal in the appropriate District Court. The notice must be filed within 30 days of rendition of the final order. USDA SOIL SERIES: Munsell # /Color Urban land Texture Depth 10YR 5/1 Sand 0 To 20 10YR 6/2 Oolitic Limestone 20 To 72 USDA SOIL SERIES: Munsell # /Color Urban land Texture Depth 10YR 5/1 Sand 0 To 20 10YR 6/2 Oolitic Limestone 20 To 72 APPLICANT: Somone Mayer CONTRACTOR / AGENT: LOT: 8/10 STATE OF FLORIDA DEPARTMENT OF HEALTH i ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM r SITE EVALUATION AND SYSTEM SPECIFICATION SUBDIVISION: and miami shores TO BE COMPLETED BY ENGINEER, HEALTH DEPARTMENT EMPLOYEE, OR OTHER QUALIFIED PERSON. ENGINEERS MUST PROVIDE REGISTRATION NUMBER AND SIGN AND SEAL EACH PAGE OF SUBMITTAL. COMPLETE ALL ITEMS. PROPERTY SIZE CONFORMS TO SITE TOTAL ESTIMATED SEWAGE FLOW: AUTHORIZED SEWAGE FLOW: UNOBSTRUCTED AREA AVAILABLE: BENCHMARK /REFERENCE POINT LOCATION: ELEVATION OF PROPOSED SYSTEM SITE 4.20 [ THE MINIMUM SETBACK WHICH CAN SURFACE WATER: N/A FT WELLS: PUBLIC: N/A FT BUILDING FOUNDATIONS: SITE SUBJECT TO FREQUENT FLOODING? 10 YEAR FLOOD ELEVATION FOR SITE: RMATION SITE 1 OBSERVED WATER TABLE: 79.20 ESTIMATED WET SEASON WATER TABLE HIGH WATER TABLE VEGETATION: SOIL TEXTURE /LOADING RATE FOR DRAINFIELD CONFIGURATION: REMARKS /ADDITIONAL CRITERIA SITE EVALUATED BY: Statewide Septic Connections, Inc. PLAN: [X]YES [ ]NO 1100 1349.98 1604.00 SQFT INCHES [ABOVE / ELEVATION: 79 [ ]YES [X]NO BLOCK: 103 ID# : 11 3206 - 017 - 2130 GALLONS PER DAY GALLONS PER DAY 10.45' NGVD C/L NE 101 St INCHES / FT ] [ ABOVE / BE MAINTAINED FROM THE PROPOSED SYSTEM DITCHES /SWALES: N/A FT LIMITED USE: N/A FT PRIVATE: 5 FT PROPERTY LINES: 5 FT [ ]YES [X]NO FT [ MSL / I INGVD TE 2 ] EXISTING GRADE TYPE: INCHES [ ABOVE / MOTTLING: [ ]YES [X]NO SYSTEM SIZING: Replacement 4 -S, DEPTH [ ] TRENCH [X] BED [ ] OTHER (SPECIFY) BELOW Solomon, Teresa (Title: Master Septic Tank Contractor) (Statewide Septic Connectio DH 4015, 09/2006 (Previous Editions May Be Used) APPLICATION # AP390981 PERMIT # 13 SG 426401 I DOCUMENT # SE766631 NET USABLE AREA AVAILABLE: 0.54 ACRES RESIDENCES- TABLE1 / OTHER -TABLE 2 ] 1500 GPD /ACRE OR 2500 GPD /ACRE ] UNOBSTRUCTED AREA REQUIRED: 3143.00 SQFT ] BENCHMARK /REFERENCE POINT TO THE FOLLOWING FEATURES NORMALLY WET: [ IVES N/A FT NON- POTABLE: [X]NO N/A NT POTABLE WATER LINES: 70 FT 10 YEAR FLOODING? [ ]YES [X]NO] IMAM ] SITE ELEVATION: 10.10 FT [ MSL / APPARENT [ PERCHED / ] EXISTING GRADE DEPTH: INCHES OF EXCAVATION: 72 DATE: 09/03/2008 Page 3 of 4 INCHES AP390981 EID426401 v 1.0.2 CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: Simone Mayer PROPERTY ADDRESS: 620 NE 101 St MIAMI, FL 33138 LOT: 8,10,11 PROPERTY ID # : 11- 3206 - 017 -2130 SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF SECTION 381.0065, F.S., AND CHAPTER 64E -6, F.A.C. DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TIME. ANY CHANGE IN MATERIAL FACTS, WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. SYSTEM DESIGN AND SPECIFICATIONS T [ 1,050 1 GALLONS / GPD Septic CAPACITY A [ ] GALLONS / GPD N/A CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] K [ ] GALLONS DOSING TANK CAPACITY [ ]GALLONS @[ ]DOSES PER 24 HRS #Pumps [ ] D [ 485 ] SQUARE FEET SYSTEM R [ ] SQUARE FEET N/A SYSTEM A TYPE SYSTEM: [X] STANDARD [ ] FILLED [ ] MOUND [ ] I CONFIGURATION: [ ] TRENCH [x] BED [ ] N F LOCATION OF BENCHMARK: 10.45" NGVD C/L NE 101 St ' I I ELEVATION OF PROPOSED SYSTEM SITE [ 4.20 ] [I INCHES y FT ] [ ABOVE /) BELOW p BENCHMARK /REFERENCE POINT E BOTTOM OF DRAINFIELD TO BE [ 34.20 ] [1 INCHES 1/ FT ] ( ABOVE A BELOW b BENCHMARK /REFERENCE POINT L D FILL REQUIRED: O T H E R SYSTEM # 2 - SOUTH SYSTEM 1.- Install a 1050 gal min. category-3 septic tank with an approved filter. 2. -The licensed contractor installing the system is responsible for installing the minimum category of tank in accordancewith s. 64E- 6.013(3)(f), FAC. 3.- Install 485 sf of drainfield in bed configuration. 4.- Install 42" of slightly limited soil at the bottom of the drainfield. (Comments Continued on Page 2.) SPECIFICATIONS BY: APPROVED BY: DATE ISSUED: STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM BLOCK: 103 SUBDIVISION: and miami shores [ 0.00 ] INCHES Astrid V Edwards 09/05/2008 EXCAVATION REQUIRED: [ 72.00] INCHES • TITLE: Engineer Specialist II TITLE: Engineer Specialist II DH 4016, 10/97 (Previous Editions May Be Used) v 1.1.9 AP390987 SE766615 PERMIT # : 13- SG- 426407 APPLICATION #: AP390987 DATE PAID: 09/28/2007 FEE PAID: $55.00 RECEIPT # : 13 -P I D -34425 DOCUMENT #: PR749997 [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] Dade CHD EXPIRATION DATE: 03/05/2010 Page 1 of 3 DOCUMENT #: PR749997 5.- Perimeter of excavation area shall be at least 2 ft wider and longer than the proposed absorption bed. 6. -Invert elevation of drainfield to be no less than 8.10' NGVD. 7. -Bottom of drainfield elevation to be no Tess than 7.60' NGVD. 8. -Water line within 10 ft of septic system to be sleeved in accordance with FAC Ch 64E- 6.005(2)(b). NOTICE OF RIGHTS A party whose substantial interest is affected by this order may petition for an administrative hearing pursuant to sections 120.569 and 120.57, Florida Statues. Such proceedings are governed by Rule 28 -106, Florida Administrative Code. A petition for administrative hearing must be in writing and must be received by the Agency Clerk for the Department, within twenty -one (21) days from the receipt of this order. The address of the Agency Clerk is 4052 Bald Cypress Way, BIN # A02, Tallahassee, Florida 32399 -1703. The Agency Clerk's facsimile number is 850 -410 -1448. Mediation is not available as an alternative remedy. Your failure to submit a petition for hearing within 21 days from receipt of this order will constitute a waiver of your right to an administrative hearing, and this order shall become a 'final order'. Should this order become a final order, a party who is adversely affected by it is entitled to judicial review pursuant to Section 120.68, Florida Statutes. Review proceedings are governed by the Florida Rules of Appellate Procedure. Such proceedings may be commenced by filing one copy of a Notice of Appeal with the Agency Clerk of the Department of Health and a second copy, accompanied by the filing fees required by law, with the Court of Appeal in the appropriate District Court. The notice must be filed within 30 days of rendition of the final order. USDA SOIL SERIES: Urban land Munsell # /Color Texture Depth 10YR 5/1 Sand 0 To 20 10YR 6/2 Oolitic Limestone 20 To 72 USDA SOIL SERIES: Urban land Munsell # /Color Texture Depth 10YR 5/1 Sand 0 To 20 10YR 6/2 Oolitic Limestone 20 To 72 t i APPLICANT: Simone Mayer CONTRACTOR / AGENT: Statewide Septic Connections, Inc. LOT: 8.10.11 STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM '°/ SITE EVALUATION AND SYSTEM SPECIFICATION SUBDIVISION: and miami shores UNOBSTRUCTED AREA AVAILABLE: BENCHMARK /REFERENCE POINT LOCATION: 970.00 SQFT ELEVATION OF PROPOSED SYSTEM SITE 4.20 [ SITE SUBJECT TO FREQUENT FLOODING? 10 YEAR FLOOD ELEVATION FOR SITE: SOIL PROFILE INFORMATION SITE 1 OBSERVED WATER TABLE: 79.20 INCHES [ABOVE / ESTIMATED WET SEASON WATER TABLE REMARKS /ADDITIONAL CRITERIA SITE EVALUATED BY: ELEVATION: 79 HIGH WATER TABLE VEGETATION: [ ]YES [X]NO BLOCK: 103 Toff : 11- 3206 - 017 -2130 10.45' NGVD C/L NE 101 St 'INCHES [ ]YES [X ]NO FT [ MSL / BELOW] / FT ] [ ABOVE / I NGVD I I DELDW I INFORMATION SITE 2 Solomon, Teresa (Title: Master Septic Tank Contractor) (Statewide Septic Connectio DH 4015, 09/2006 (Previous Editions May Be Used) APPLICATION # AP390987 PERMIT # 13- SG- 426407 DOCUMENT # SE766615 TO BE COMPLETED BY ENGINEER, HEALTH DEPARTMENT EMPLOYEE, OR OTHER QUALIFIED PERSON. ENGINEERS MUST PROVIDE REGISTRATION NUMBER AND SIGN AND SEAL EACH PAGE OF SUBMITTAL. COMPLETE ALL ITEMS. PROPERTY SIZE CONFORMS TO SITE PLAN: [X]YES [ ]NO NET USABLE AREA AVAILABLE: 0,54 ACRES TOTAL ESTIMATED SEWAGE FLOW: 1100 GALLONS PER DAY [ RESIDENCES- TABLE1 / OTHER -TABLE 2 ] AUTHORIZED SEWAGE FLOW: 1349.98 GALLONS PER DAY [ 1500 GPD /ACRE OR 2500 GPD /ACRE ] UNOBSTRUCTED AREA REQUIRED: 3143.00 SQFT ] BENCHMARK /REFERENCE POINT THE MINIMUM SETBACK WHICH CAN BE MAINTAINED FROM THE PROPOSED SYSTEM TO THE FOLLOWING FEATURES SURFACE WATER: N/A FT DITCHES /SWALES: N/A F3' WELLS: PUBLIC: N/A FT LIMITED USE: N/A FT PRIVATE: N/A FT NON- POTABLE: N/A FT BUILDING FOUNDATIONS: 5 FT PROPERTY LINES: 5 NT NORMALLY WET: [ ]YES [X]NO POTABLE WATER LINES: 2 FT 10 YEAR FLOODING? [ ]YES [X]NO] ] SITE ELEVATION: 10.10 FT [ MSL / I NGVD I APPARENT ] EXISTING GRADE TYPE: [ PERCHED / INCHES [ABOVE /I BELOW ] EXISTING GRADE MOTTLING: [ ]YES [X]NO DEPTH: INCHES Page 3 of 4 SOIL TEXTURE /LOADING RATE FOR SYSTEM SIZING: Replacement 4 DEPTH OF EXCAVATION: 72 INCHES DRAINFIELD CONFIGURATION: [ ] TRENCH [X] BED [ ] OTHER (SPECIFY) DATE : 09/03/2008 AP390967 EID426407 v 1.0.2 eserribe Wor k: IP To, 4, IP0,710 In-- BUILDING PERMIT APPLICATI FBC 20 Permit Type: PLUMBING Owner's Name (Fee Simple Titleholder) Owner's Address C too. tot City Lt /IWO 4.0e E.S State . • • • Mai Shores Village Building Department 10 N.F,2nd Avenue, Miami Shores, Florida 33138 Tel: 795.2204 Fax: (305) 756.8972 ECEINED J 209 res.otv E. • i'stAkt Phone # 5 7.5 8 7 0 o Tenant/Lessee Name Phone # Email . . Job Address (where the work is being done) A) G., 1 0l ST City Miami Shores Village_ County Miami-Dade Zip FOLIO / PARCEL # • i I — °‘ - I 4- . Is Building Historically Designated YES • ' NO Flood Zone . .- . • Contractor's Company Name __.. Phone # Je5s.- fii-1.--/" Contractor's Address 4 /9 . . i t&' _roe/ 2 Sr • . City ..: State fi Zip ?. ji<3 c . . . 1 . ■ Qualifier Name j e6 9 /g/- 7 Z reel .....e.--'01.....-f., Phone # 5 e. r • State Certificate or Registration Nort..`; /YZ 4.igX Contact Phone 3 org £// E-mail Architect/Engineer's Name (if applicable) • Phone # Value of Work For this Permit $ /5/00C? Square / Li Ts le of Work: IrAddition OAlteratiOn ON ******* Submittal Fee $ 00 - Permit Fee 5: • CCF $ qv eb . . CO/CC Notary $ 5. to • Tra ining/Education Fee $ ) .cp.. Technology Fee .$ 11.12-- • '•:'•':".` ' • l a OD Scanmng $ Radon $ . 11 DPBR $ ;.:•.;.:, . . Bond $ -. . • • Code Enforcement $ Double Fee -$ Structural Review:S .. ' - Total Fee No* Due 543I. 17.---.. . •• • !: f;L,I.' brbitikS4 , Permit NI. PL O9 - 4 1D Master Permit No, k L ‘42-G Zip • ,5at Certificate of Competency No. 111 ear Foo -J - ?r .■ 4 - • 'OA '' ge Of Work: Zoning $ See Reverse side 5 r 42- Demolition Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address '' ��? s t City State Zip • Application is hereby made to obtain a permit to do the work ihstattatrons as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, I' WELLS, POOLS, FURNACES,.BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify . that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR I' PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, WITH YOUR LENDER OR AN ATTORNEY .BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT... Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding. $2500, the applicant must promise in good faith that a copy of the notice of commencement and 'construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified .copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the dbsence of such posted 'notice, the will not be approved and a reinspection fee will be charged. • • . Signature_ wner or Agent The foregoing instrumentwas acknowledged before me this 10 day of 1 g //h0A ( , who is personally known to me or who has produced As identification and who did take an oath.. • N TARY PUii {LIC: Revised 07 /10/07) . Sign: Print: My Commission Ex APPLICATION APPROVE Engineer • Signature The forego day of who is Contractor g instrument was acknoj1��� le g ed before • e this by LIP ill V AP rsonally known to me, or who has produced ')♦� r� ntification and who di e an oath. LIC: My Commission Expires". i o e* ' : $e � •I * * * * * * * * * * * * * *. ***************************** ************** ***************** ans Examiner Zoning • Clerk checked • 0" Inspection Worksheet Miami Shores Village 4 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP - 108943 Scheduled Inspection Date: March 26, 2010 Inspector: Hernandez, Rafael Owner: MAYER, SIMONE Job Address: 620 NE 101 Street Miami Shores, FL 33138- Project: <NONE> Contractor: March 25, 2010 NOVO & SONS, INC Building Department Comments For Inspections please call: (305)762 -4949 Permit Number: PL- 3- 09-420 Permit Type: Plumbing - Residential Inspection Type: Final Work Classification: Addition /Alteration Phone Number Parcel Number 1132060172130 Phone: (305)444 -7177 INSTALLATION OF FIXTURES ,NEW TOILET, LAVATORY, SHOWER, ETC Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments /0 - Page 1 of 6 BUILDING PERMIT APPLICAT FBC 2004 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. C1-0 A 41 19 Master Permit No. 1 e o U- 1 47 (O Permit Type: Electrical Owner's Name (Fee Simple Titleholder) G 1 M 011/4) 147 I A- Phone # ? '7'5 0 700 Owner's Address C20 o1) E /01 Sr City U t Mwn i S o4-ti5 State Ft. Zip 33 / 0 Tenant/Lessee Name Phone # E-MAIL: / r�, v ry � - �—v �{ . G C_ Job Address (where the work is being done) 020 /l7 E_ City Miami Shores Village County Miami -Dade Zip FOLIO / PARCEL # 1 0! ST Is Building Historically Designated YES NO Contractor's Company Nam a..)i (/4 -S ....'Z` CL: /bone # Lam' -" 2 ^3 76PO Contractor's Address A,8&. ■54) /1 C ®/7G.0 e/«,.s City /c'1 / a/77/ State / Zip k5e /s94.1 Qualifier Name V/ 740/1 , C� //o/'®/d Phone # L'66'- 96 -- - 1 '6el � State Certificate or Registration No. Cer of Competency No. 94,' BOO A E -MAIL: G 3 0..„, 6 / /SOC/7/4 / /Ie_1. Architect/Engineer's Name (if applicable) Value ((Mork Fdr this Pet-Mi { t, 400 �s�� 6•� �fMa nay S3 Type -of Work: IgAddition -mow - " Describe Work: � / // er..F) add/ 4 of .a **** *oYxxxxxx�Y �Yxx�t eYxxxxxxx4:xxxxxxxxxxxxx Fees xxxxxxxxxxxxxxxx*x oY4:.***a4*aY**.** Submittal Fee $ 5 — Permit Fee $ jf de)<G,r> (o .40 Notary $ '— . Training /Education Fee $ canning $ (p •(1) Radon $ DPBR $ Bond $ Code Enforcement $ Structural Review. $ 0© nF� 4 Squ,re / Linear yc r �. ' : = .,,:,a,i at�d re r EINe4 Repaid* la e 1=1 Demolition , Phone # Double Fee $ CCF $ 19'O[0 .y� CO /CC a'"` Technology Fee $ . - 3 Zoning $ Total Fee Now Due $ ' 131.3,5 . See Reverse side - Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip ( Application is hereby made to obtain a permit to do the work and ,instaltations ?;indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit musthe, secured-for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS rd ATR ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF' COMMENCEMENT." Signature wner or Agent The foregoing instrument was acknowledged before me this /d day of 4144 20 , by S/ re oyvta , Sign 'Pririt: me or who has produced As identification and who did take an oath. 0 .•.` ° ,� 1 "IP ,, MAYDA L. PEREZ lc - State of Florida Comm. Expires Nov 19, 2012 ugh National Notary Assn: NOTARY PUBLI APPLICATION APPROVED BY: (Revised 02/08/06) Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not b approved and a reinspection fee will be charged Contractor The foregoing instrument was acknowledged before me this /® day of , 20, by V,L4AR- t�b I/ / 1 /094-0, whcrs personally known to m r who has produced as identification and who did take an oath. NOTARY P Si dr 3 MAYDA L. PEREZ Notary Public - State of Florida Comm. Expires Nov 19, 2012 fission DD 839988 Print: My Commission Expires: ' I t My Commission Expires: 't j I q / l Z xxx xxxxxx*******xxz*xzxxsexxu %z* *X 'x* xXx % %XX XxxXX XxXx Xx Y.xXx xxxxWX X* ***W WXXXXX xwrXW WXXxwwwww*'Zwww WXx'XXX C', Plans Examiner Engineer • .Zoning x An Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 108909 Scheduled Inspection Date: May 13, 2010 Inspector: Devaney, Michael Owner: MAYER, SIMONE Job Address: 620 NE 101 Street Miami Shores, FL 33138- Project: <NONE> Contractor: 3 WAVES ELECTRIC CORP Building Department Comments May 12, 2010 For Inspections please call: (305)762 -4949 Phone Number Permit Number: EL- 3- 09-416 Permit Type: Electrical - Residential Inspection Type: Final Work Classification: Addition /Alteration Parcel Number 1132060172130 Phone: (305)221 -3780 ELECTRICAL INSTALLATIONS FOR LIGHTS, A/C UNITS, AND ELECTRICAL SERVICE FOR NEW ADDITION Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments p/; //a/Tlyv__ /,/Y6° Page 1 of 25 PLUMBING AN APPLICATION FOR BUILDING PERPII (vIUS I . NY II ,.. .11DENI)LRA. IF A tvIAS tErt PERNIIT HAS BEEN ()BTAINFD, THE OVINE:R'S NOIAr SIGtqA l'UFZE NEED NC) I BE. PRESEN r flM Silf-3SEOt IENT APPft PL LASE CIRCLE 0 DISCIPLINE APPLIED FOR: ADDENDUM TO BUILDING PER ELECTRICAL VIT APPLICATION! PERMIT /1 - MECHANICAL ITEM BATH TUB DISHWASHER DISPOSAL LIGHT OUTLETS RECEPTACLES FLOOR DRAIN GREASE TRAP INTERCEPTOR LAVATORY LAUNDRY TRAY CLOTHES WASHER SHOWER SINK. POT/3 COMP. SINK, RESIDENCE. SINK, SLOP. TEMPORARY WATER'CLOSET URINAL WATER CLOSET INDIRECT WASTES WATER SUPPLY TO: A/C UNIT SWIMMING POOL FIRE SPRINKLER • HEATER-NEW INST. HEATER-REPLACE LAWN SPRINKLER-WELL WATER SERVICE . SEWER CONNECTIONS UTILITY-SEWER UTILITY-WATER SEPTIC TANK CATCH BASIN DISCHARGE WELL DOMESTIC WELL GAS P.IPING UNIT FEE ITEM WATER HEATER SWITCH OUTLETS UNIT FEE /07 SERVICE TEMPORARY SERVICE SIZE IN AMPS . . . SERVICE REPAIR/METER CHANGE32L APPLIANCE OUTLETS RANGE TOP OVEN (0 MOTORS 0-1 HP MOTORS OVER 1-3 HP - MOTORS OVER 3-5 HP MOTORS OVER 5-8 HP MOTORS OVER 8-10 HP MOTORS OVER 10-25 HP MOTORS OVER 25-100 HP . . •MOTORS OVER 100 HP A/C WINDOW AIR CONDITIONERS STRIP HEATER GENERATORS TRANSFORMERS GENERATORS TRANSFORMERS GENERATORS TRANSFORMERS • SPECIAL PURPOSE' OUTLETS COMMERCIAL SIGN TUBES SIGN TRANSFORMERS SIGN TIME CLOCK PUMP & ABANDON SEPTIC TANK TELEVISION OUTLETS SOAKAGE PIT CU. FT. VIOLATION REINSPECTION RELAY FIXTURES FAINFIELD, 4" ANTENNA e/oca e- (7,11, 66x o "De /e4 tateez:2„..„. , STE . 14A4 6 / ROOF INLET SOLAR WATER HEATER FIRE STANDPIPE POOL PIPING LAWN SPRINKLER SYSTEM GAS RANGE • METER SET (GAS) AREA DRAIN ITEM SPACE HEATERS CENTRAL HEATING A/C (WIND) NC (CENTRAL) DUCT WORK . REFRIGERATION PROCESS AND PRESS PIPING UNDERGROUND TANKS ABOVE GROUND TANKS U.F. PRESSURE VESSELS STEAM BOILERS HOT WATER BOILER'S MECHANICAL VENTILATION TRANSPORTING ASSEMBLIES ELEVATORS/ESCALATORS FIRE SPRINKLER SYSTEMS COOLING TOWERS • VIOLATION REINSPECTION UNIT FEE