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RF-11-2216 (2)
Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 169943 Permit Number: RF -11 -11 -2216 Scheduled Inspection Date: F !,.:uat 12 Inspector: Bruhn, Norman ,iv.- Owner: Job Address: 9501 NE 2 Avenue Miami Shores, FL 33138- Project: BENNETT BUILDING Contractor: Z ROOFING INC Permit Type: Roof Inspection Type: Final Roof Work Classification: Tile /Flat Phone Number (305)756 -3711 Parcel Number 1132060133920 Building Department Comments NEW MANSUARD TILE ROOFS AND REMOVE REPLACE FLAT ROOF P.,,.da4c>2affik_ Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments CREATED AS REINSPECTION FOR INSP- 169894. CREATED AS REINSPECTION FOR INSP- 169708. CREATED AS REINSPECTION FOR INSP- 169565. CREATED AS REINSPECTION FOR INSP- 167152. TILE ROOF Cancelled per Glenn. Inspector needs to have North canopy exposed for tile attachment. Roof at south end requires mortar that matches tile in color. NB 2/13/2012 - CANCELLED BY LISET 6- February 13, 2012 For Inspections please call: (305)762 -4949 Page 14 of 17 Oct 13 1109:11s BBF Construction 305-2 Miami Shores Village Building Department 10050 NE-2W Avenue, Miami Shares, .Florida 33138 Tek (30,5)7952204 Faro (305) 756.8972 INSPECTIONS PHONE NUMBER: (30* 762.4949 BUILDING PERMIT APPLICATION FBC 20 Permit Type: BUILDIN FING Phone#:305<-#A37// OWNER: Name (Fee " l• • • <10", Address 1 'le — te/- City: atiffroar TemautLisiSee Name: Email: JOD ADDRESS: City: Miami Shores County: Folio/Pareelik ilf:3" _2(94 -1920 Is the Building Historically Designated: Yes CONTRACTOR: Company Address: /084.0 t.5 C' 4erual - - C erNairuni.,A DEMO • I,* 111 0•144:114„. Muni Dade 1 NO Flood Zone: flgCf°41 State:, El 7 m4... Z,41' WO: Phone#: 7 c:?: D. marr,i270 .8 7:74.7 rt) 5 Phoned: 3CD5 4Vd66-5 Phone& C OLD(9i--)S • Certificate of Ce 1.1 C C )3) *-75 Email Address: Detr, r-)) 101101-1-6- Value of Work for this Permih 000 a - Type of Work: • • • • • EMI Description of Woe° cr-4-7,0, mei• Submittal F Scanning Fee Notary $ Double Fee $ \ r X rkSca< 4r4 P/c3)61-»,,- on el) Ito gibblirs... %Mut. _ -1011k1Pr **10***** • 1174 A rA 111 Soo CiDernolitikm [1. teak.,_ Jr. *******Rcs*******SUM*******************04********** Permit Fee $ CCP $ COICC $ Radon Fee $ DBPIt $ Bend $ TrablingiEducalion Fee $ Technology Fee $ Structural Review $ TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) 1 Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Tap 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 0 •. YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMEN RESULT IN YOUR PAYING TWICE FOR IMPROVEME ► �: �►..' 'OUR PROPERTY. IF YOU INTEND TO OBTAIN FINANC i, G; ..' ! ULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECD ' _ � :. OUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance o a building permit with an estimated value exceeding $2500, the applicant must N2 PP � .f g P g aPP promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose properly 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 sev. . (7) days after the building permit is issued n the '. e of such posted notice, the inspection will y ap,r'� �� a re 'ection fee will be charged Signa a i' %! Signatur The forego instrument was acknowledged before me this The ; o instrument was acknowledged before me thi 4 day of 20 if' , by glici F/ °self , day of 20 et, by fAlotiefff'®fr ,49.°5 who • Nonally kn�wb me or who has produced who 0 pf pally kno n to me or who has produced As identificatio ho did take an oath. NOTARY PUBLIC: Sign: Print � ;Commiss>ion r�� -. ICHELLE E. URBAN A Commission DD 733579 � - rte; -.a:= vitqq•. Expires December 9, 2011 Bonded mIu Troy Fain Insurance 80. ,7018 APPROVED BY • fPii as identification and who did take an oath. NOTARY PUBLIC: ******************************* *** * * * *** * * * * * * *** * * * * * * * * * * * ** Plans Examiner Structural Review (Revised 07 /10/07)(Revised 06/102009)(Revised 3/15/09) Zoning Clerk u o T L T S TD s\ _I (7 (1 1\1(7, General Contractor / Shell Specialist C. G. C. # 060787 10705 SW216th St. Suite # 215 Miami, FL 33170 Phone (305)234 -4514 * Fax (305)234 -4515 October 7, 2011 To: Miami Shores B jaartment Reference: 9 `1 -'�4, . ' 'T 2"d Ave. Miami Shores, FL 33138 — Commercial Building It May Concern: I, Buck Fisher do hereby give my consent for Glenn Bolding Jr. to be added as an authorized agent for the 9501 -9545 NE 2"d Ave, commercial building project. I grant authority for all correspondences and permit needs for and from the Miami Shores Building Department be directed to Glenn Bolding Jr. Thank you, Buck Fisher BBF Construction, Inc. — President �w • n to ., i d s b cribed before me on this 7th day of October 2011. �IIw,�J , L ,►. Personally Known or Produced Identification e of Notary Public DVS, LLC Downtown Village Square 9400 NE 2nd Ave Miami Shores, Fl 33138 Ph: 786- 423 -5959 Fx: 305- 756 -0322 October 11, 2011 Miami Shores Building Dept. Ref: Commercial Building 9501 -9545 NE 2nd Ave Miami Shores, Fl 33138 To Whom It May Concerns I, Theresa Cac authorize aut .• y give my consent for Glenn Bolding Jr. to be added as an e 9501 -9545 NE 2nd Ave, commercial building project. I grant correspondences and permit needs for and from the Miami Shores epartment be directed to Glenn Bolding Jr. V' Theresa Carf"* se DVS, LLC — Managing Member Sworn to andsubscribed before me on this 1 lth day of Oct ersonally Known r Produced Identification: Notary Public Signature Print, type, or Stamp Commissioned Name of Notary Public NOTARY PUBLIC-STATE OF FLORIDA Yaniv Offir Commission #DD795680 . „,, ,,,.° Expires: AUG. 22, 2012 BONDED TRRII ATLANTIC BONDING CO., INC. PERMIT #: Miami Shores Viiiage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT DATE: I 1— I 9,1a_ EPA/ gVtit):f e, Contractor ` a Owner ❑ Architect Picked up 2 sets of plans and (other) Address: C(5 t L ANL_ From the building department on this date in order to have corrections done to plans And /or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continue permitting p ess. Acknowledged by: I, PERMIT CLERK INITIAL: RESUBMITTED DATE: PERMIT CLERK INITIAL: Miami Shores Vivage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Buildi Page 1 of 1 1) Provide approval from Miami my DERM. 2) Provide a completed section B: Follow the directions at the top of the section. 3) Section A shows adhesive set tile but D show nails. Which is it? 4) The mean roof height of this building or roof is not 10 feet. 5) Section E is incorrect because the correct roof height was not used. Complete a new section E. STOPPED REVIEW Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 795 -2204 3-- 1 - 1 4 0 6 , 0 5.0 r I 1.1,4411 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 BUILDING PERMIT APPLICATION FBC 20 Permit No. g,CS —1 Master Permit No. Oa -5-11 - q (0I Permit Type: BUILDING ` OWNER: Name (Fee Simple Titleholder): P V 3 L Phone #: Address: 9'400 ,<2 1rfC lwt City: Mujnl 5hOre5 State: F. Zip: 33 i3 Tenant/Lessee Name: Phone #: Email: JOB ADDRESS: 1 -545 Airevitle City: Miami Shores County: MIIOMtitc,E'Miami Dade Zip: 3313g Folio/Parcel #: 1- 320(e- 013 3q 10 Is the Building Historically Designated: Yes NO ✓ Flood Zone: CONTRACTOR: Company Name: 7 Rogn ° I' \►t1kr O7'C ?r\ c. Phone #:L3O)(823 7(Q( 3 Address: 2525 IA). 3 al- City: LJ %Letitapk F State: Fi Zip: 330t0 Qualifier Name: A L(Skf Expos ito Phone #: (3c5)2t$ 21605 State Certification or Registration #: QC 13 2'11803 Certificate �of (Competency #: Contact Phone #:[305 (723 7(c(3 Email Address: 9y,($ Tlfl D� Phone #: lJ fr DESIGNER: Architect/Engineer: Ni Pr Value of Work for this Permit: $ 39, 000. `'Ci Square/Linear Footage of Work: 5500 Type of Work: ❑ / Address ❑Alteration ❑New Repair/Replace ❑Demolition Description of Work: Nat) MflNSIA D GE IOC/ FS A N® geMoV E ! REPL F fiAfti- Koo F COLOR THROUGH ROOF TILE IS REQUIRED acknowledged by: /� * * * * *xx xxxxx * * * * * * * * * * * * * * * * * * * * * * * * ** *Fees * * * *t•`* x * * *w * * * * * * * * *x * ** * * * * * ** *xxxxx * ** � Submittal Fee $ .53,? Permit Fee $ ?2.! o"1 CCF $ CO /CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $ TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) B i • Bonding Company's Address 1� City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address ::;11/A 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 o , - posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature 0u nas Owner or Agent The foregoing instrument was acknowledged before me thV' day of , 20 it, byGt,Qflr who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: J e° LISS rPACHEC PACHECO SION # EE73987 0 o, Y. June 08,2015 14300-3-NOTARY 'rapt Diseoull Assoc. CO. Signature Contractor The foregoing instrument was acknowledged before me this day of IJ0VITA 61, 20 t1 , by r�:1 who is personally known to me or wh •has produced as identification and who did take an oath. NOTARY PUB IC: My Commission Expires: **** xxxxxxxxxx * * * * * * * * * * * * *x * * * * * * * * *xx* APPROVED BY *xxxxxxxxxxxxxx AZ-1.1 Plans Examiner Structural Review (Revised 07 /10 /07)(Revised 06 /10 /2009)(Revised 3/15/09)frev6/4/10) Sign: Print: i `— v_>.,2./ sib My Commission Expires: L Y COMAMTISS oN # EE73987 : 3une 08, 2015 DleCW1°t Co. 1.1300 Nota1 OTARY, FI. 3' yN x*************** *xxxxxx * * * * * * * * * * ** * * * * * * * * *x *x Zoning Clerk 2 I g o \,} t 201 1 Y: APPROVED Miami S o ZONING DEPT BLDG DEPT 11 es Village DATE SECTION R4402. 1- UBJECT 1-0 CUIPI DANCE Wl Pd ALL FEDERAL HIGH VELOCITY HURRICANE ZONES — REQUIRED OMERS,NOTIFIAATINEECARPRWoNs CONSIDERATIONS R4402.13.1 Scope. As it pertains to the section, it is the responsibility of roofing contractor to provide the owner with the required roofing permit, and to explain to the owner the content of the section. The provisions of Section R4402 govem the minimum requirements and standards of the industry for roofing system installations. Additionally, the fallowing items should be addressed as part of the agreement between the owner ant the contracts . T / % ner's initial in the designated space indicates that the item has been explained. 1. LPL./ Aesthetics - Workmanship: the workmanship provisions of Section R4402 are for the purpose of providi • that the roof system meets the wind resistance and water instruction performance standards. Aesthetics (appearance) are not a consideration with respect to workmanship provisions. Aesthetic issues such as color or architectural appearance, that are not part of a zoning code, should be addressed as part of thyr-/- • r ent between the owner and the contractor. /1 _I Renailing wood decks: When replacing roofing, the existing wood roof deck may have to be renail • in accordance with the current provisions of Section R4403. (The roof deck is usually concealed prior t• r- • ng the existing roof system). Common roofs: Common roofs are those which have no visible delineation between neighboring units .e., townhouses, condominiums, etc.) In buildings with common roofs, the roofing contrac or and /or owner f,+,uld notify the occupants of adjacent units of roofing to be performed j Exposed Ceiling: Exposed, open beam ceilings are where t be vie ed from below. The owner may wish to maintain the architectural eppeata penetration of the underside of the decking may not be acceptable. This provides appe ra y(;e. decking can ofing nail 1rining the Ponding water: The current roof system and /or deck of the\b ilrlfilt , ay at fain w il and may cause ater to pond (accumulate) in low -lying areas of the roof. Pounding,can of structural distress and may require the review of a professional structural engineer. Pounding may shorten the Iffe expectancy and performance of the new roofing system. Pounding conditions may not be evident until the on h inal • ofing system is removed. Pounding conditions should be corrected. I LI 07 • Overflow scuppers (wall outlets): It is required that rainwater flows off so that the roof is not overt: ded from a buildup of water. Perimeter /edge wall or other roof extension may block this discharge if overflew uppers (wall outlets) are not provided. It may be necessary to install overflow scuppers in a core, ,' e with the requirements of Sections R4402, R4403 and R4413. • Ventilation: Most roof structures should have some ability to vent nati. airflow through the in en of the structure assembly (the building itself). The existing amount of atti, entilation shall not be reduced. It may be beneficial to consider additional venting which can result extending the service life of the r•of. / Owner /Agent's Signature ate Contra Revised on 7/9/2009 LD «.iure Da- Florida Building Code Edition 2004 High Velocity Hurricane Zone Uniform Permit Application Form Section A (General Information) Master Permit No. Process No. Contractor's Name Z ROOFING & WATERPROOFING, INC. Job Address 9537 NE 2 AVENUE a Low Slope ❑ Asphaltic Shingles New Roof ROOF CATEGORY o Mechanically Fastened Tile ❑ Metal Panel /Shingles ❑ Prescriptive BUR -RAS 150 ❑ Mortar /Adhesive Set Tile ❑ Wood Shingles /Shakes ROOF TYPE Re- Roofing ❑ Recovering ❑ Repair ❑ Maintenance ROOF SYSTEM INFORMATION Low Slope Roof Area (SF) Steep Sloped Roof Area (SF) Total (SF) 4000 1500 5500 Section B (Roof Plan) Sketch Roof Plan: Illustrate 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. I I 14 4 5 5 p\4 )f a *NO MRCH ROUT *NO GAS OR UL VENT Florida Building Code Edition 2004 High Velocity Hurricane Zone Uniform Permit Application Form Section C (Low Sloped Roof System) Fill in Specific Roof Assembly Components and Identify Manufacturer (If a component is not used, identify as "NA") System Manufacturer: GAF NOA No.: 07- 1219.09 Design Wind Pressures, From RAS 128 or Calculations: Pmax1: -49.2 Pmax2: -82.6 Pmax3: 124.3 Max. Design Pressure, From the Specific NOA System: 52.5 Deck: Type: PLYWOOD Gauge/Thickness: 5/8" Slope: 1/2" Anchor /Base Sheet & No. of Ply(s): #75 BASE Anchor/Base Sheet Fastener /Bonding Material: 1 5/8" TINCAPS 32GA R.S. NAILS Insulation Base Layer: - Base Insulation Size and Thickness: - Base Insulation Fastener /Bonding Material: Top Insulation Layer: - Top Insulation Size and Thickness: - Top Insulation Fastener /Bonding Material: Base Sheet(s) & No. of Ply(s): - Base Sheet Fastener /Bonding Material: Ply Sheet(s) & No. of Ply(s): 2PLIES PLY IV Ply Sheet Fastener /Bonding Material: HOT MOPPED ASPHALT Top Ply: MINERAL SURFACE CAPSHEET Top Ply Fastener/Bonding Material: HOT MOPPED ASPHALT Surfacing: N/A Fastener Spacing for Anchor/Base Sheet Attachment Field: 9 " oc © Lap, # Rows 2 ©9 " oc Perimeter: 6 " oc © Lap, # Rows 4 @ 6 " oc Corner: 6 " oc © Lap, # Rows 4 © 6 " oc Number of Fasteners Per Insulation Board Field - Perimeter - Corner - Illustrate Components Noted and Details as Applicable: Woodblocking, Gutter, Edge Termination, Stripping, Flashing, Continuous Cleat, Cant Strip, Base Flashing, Counter- Flashing, Coping, Etc. Indicate: Mean Roof Height, Parapet Height, Height of Base Flashing, Component Material, Material Thickness, Fastener Type, Fastener Spacing or Submit Manufacturers Details that Comply with RAS 111 and Chapter 16. *TERM BAR @6 "OC STUCCO STOP DRY PINNED SEALED CAULKING 3 *STRIP RUBEROID H.M. J Cam+ strip + '1 Parapet Height 18 Mean Roof Height Florida Building Code Edition 2004 High Velocity Hurricane Zone Uniform Permit Application Form Section D (Steep Sloped Roof System) Roof System Manufacturer: MONIER BARCELONA 900 Notice of Acceptance Number: 07- 0220.04 Minimum Design Wind Pressures, If Applicable (From RAS 127 or Calculations): Pmax1: -45.1 Pmax2: -78.6 Pmax3:-116.2 Maximum Design Pressure (From the NOA Specific System): 43.20 Method of Tile Attachment: Two Screw System 1 Roof Slope: 9 :12 eck Type: Sloped System Description I-5/8" Plywood- Type Underlayment: Insulation: Ridge Ventilation? N/A I # 30 ASTM FELT NAILED TO DECK P/ FBC Fire Barrier: Mean Roof Height: 18' Fastener Type & Spacing: dhesive Type: 11 5/8 T.C. 32 GA R.S. NAILS Type Cap Sheet: Polystick TU oofing Covering: Type & Size Drip dge: Barcelona 900 1 2x2 GaIv Metal 26 GA nailed @4 "o.c. Florida Building Code Edition 2004 High Velocity Hurricane Zone Uniform Permit Application Form Section E (Tile Calculations) For Moment -based tile systems, choose either Method 1 or 2. Compared the values for Mr with the values from Mr If the Mf values are greater than or equal to the Mr values for each area of the roof, then the tile attachment method is acceptable. Method 1 "Moment -Based Tile Calculations Per RAS 127" (P1: 45.1 x 2 .313 = 14.11 ) - Mg: 7.4 = Rio 6.71 NOA Mr 43.2 (P2: -78.6 x A .313 = 24.60 ) _ Mg: 7.4 = M,2 17.20 NOA Mr 43.2 (P3: 116.2 x A .313 = 36.37 ) _ Mg: 7.4 = Mt3 28.97 NOA Mr 43.2 Method 2 "Simplified Tile Calculations Per Table Below" Required Moment of Resistance (Mr) From Table Below NOA Mr Mr Required Moment Resistance* Mean Roof Height Roof Slope 15' 20' 25' 30' 40' 2:12 34.4 36.5 38.2 39.7 42.2 3:12 32.2 34.4 36.0 37.4 39.8 4:12 30.4 32.2 33.8 35.1 37.3 5:12 28.4 30.1 31.6 32.8 34.9 6:12 26.4 28.0 29.4 30.5 32.4 7:12 24.4 25.9 27.1 28.2 30.0 *Must be used in conjunction with a list of moment -based tile systems endorsed by the Broward County Board of Rules and Appeals. For Uplift-based tile systems use Method 3. Compared the values for F1 with the values for Fr If the F1 values are greater than or equal to the Fr values for each area of the roof, then the the attachment method is acceptable. Method 3 "Uplift-Based Tile Calculations Per RAS 127" (P1:_ x l: = x w: = - W:_ x cos 0: = Fn: NOA F1 _ _ _) (P2:_ xI: =_xw:= W:_xcos 0: =Fr2: NOA F1 _ _)- (P3:_ xl: =_xw:= W :_xcos 0: =Fr3: NOA Fl _ _)- Where to Obtain Information Description Symbol Where to find Design Pressure P1 or P2 or P3 RAS 127 Table 1 or by an engineering analysis prepared by PE based on ASCE 7 Mean Roof Height H Job Site Roof Slope 9 Job Site Aerodynamic Multiplier ,i NOA Restoring Moment due to Gravity Mg NOA Attachment Resistance M, NOA Required Moment Resistance M, Calculated Minimum Attachment Resistance F' NOA Required Uplift Resistance F, Calculated Average Tile Weight W NOA Tile Dimensions I = length w = width NOA All calculations must be submitted to the Building Official at the time of permit application. MIAMI•DiADE COUNTY BUILDING AND NEIGHBORHOOD COMPLIANCE DEPARTMENT (BNC) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) MIAMI -DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175 -2474 T (786) 315 -2590 F (786) 315 -2599 www.miamidade uov/buildiust 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 and accepted by Miami -Dade County BNC - Product Control Section 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 Section (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. BNC reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section 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: Polystick MTS, IR-Xe, TU, TU Plus and TU P 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 revises NOA#09- 0806.07 and consists of pages 1 through 6. The submitted documentation was reviewed by Alex Tigers. NOA No.: 11- 0203.02 Expiration Date: 09 /13/11 Approval Date: 04/21/11 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 & #2 Polystick TU Plus underlayment (Facer of Membrane Labeled in Orange or Black Ink) Manufacturing Location #1 & #2 Polystick TU P underlayment Manufacturing Location #2 Roofing Underlayment SBS , APP Self- Adhering Modified Bitumen Dimensions Roll: 65'8" x 3'3-3/8" 60 mils thick Roll: 65'8" x 3'334" 80 mils thick and 67 "x36" 80 mils thick Roll: 32'10" x 3'3 -3/8" 100 mils thick Roll: 65'8" x 3'3-3/8" 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 and ASTM D 1970 MANUFACTURING PLANTS: 1. 555 flakridge Road, Hazelton, PA 2. 621 Sniveley Avenue, Winter Haven, FL APPROVED 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 the 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 waterproofmg membrane, glass- fiber /polyester reinforced, with a granular surface designed for use as a tile roof underlayment. NOA No.: 11- 0203.02 Expiration Date: 09/13/11 Approval Date: 04/21/11 Page 2 of 6 EVIDENCE SUBMITTED: Test Agencv Exterior Research & Design, LLC Trinity I ERD PRI Asphalt Technologies Momentum Technologies, Inc. Test Identifier #11756.04.01 -1 #11756.08.01 -1 #02202.08.05 #P5110.08.07 P10870.09.08 -R1 P 10870.04.09 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 PUSA - 089 -02 -01 JX20H7A RX 14E8A DX23D8B DX23D8A INSTALLATION PROCEDURES: Deck Type 1: Base Sheet: Fastening: Membrane: Surfacing: TAS TAS TAS TAS TAS TAS Test Name/Renort TAS 103 ASTM D 1970 TAS 103 TAS 103 TAS 103 103 /ASTM D4798 & G155 ASTM D 4977 ASTM D 4977 ASTM D 2523 TAS 103 ASTM 13 1970 TAS 103 TAS 103 103 /ASTM D4798 & G155 103 /ASTM D4798 & G155 103 /ASTM D4798 & G155 103 /ASTM D4798 & G155 103 /ASTM D4798 & G155 Date 04/27/01 08/14/01 08/29/05 08/29/07 12/04/08 04/13/09 04/08/02 01/31/02 07/14/03 09/29/06 01/12/06 12/10/07 06/30/08 07/06/09 04/01/08 11/09/09 02/18/10 02/18/10 Wood, non - insulated One or more plies of ASTM D 226 Type II or ASTM D 2626. Per FBC 1518.2 & 1518.4 Nails and tin caps 12" grid, 6" o.c. at a minimum 4" head lap. (for base sheet only) Polystick membranes self- adhered. 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 -V2" 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 roll 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 with Roof Assembly current 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 to ensure a tight fit. A second layer of Polystick shall be applied over the underlayment. APPROVED NOA No.: 11- 0203.02 Expiration Date: 09/13/11 Approval Date: 04/21/11 Page 3 of 6 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 P 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. The following membranes manufactured in Winter Haven, FL Plant; Polystick MTS, IR-Xe, TU, TU P and TU Plus shall not be left exposed as a temporary roof for longer than 180 days after application. Polystick TU Plus manufactured in Hazelton, PA Plant shall not be Ieft exposed as a temporary roof for longer than 180 days after application. Polystick IR -Xe and TU manufactured in Hazelton, PA Plant shall not be Ieft exposed as a temporary roof for longer than 30 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 P 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) Tile Profile Polystick MTS Polystick IR -Xe Polystick TU, TU Plus TU P Flat Tile Prohibited without battens 5:12 No limitation Profiled Tile Prohibited without battens Prohibited No limitation 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. APPROVED) 6 Roofing Tiles (6 Max. Per Stack) 12 NOA No.: 11- 0203.02 Expiration Date: 09/13/11 Approval Date: 04/21/11 Page 4 of 6 GENERAL LIMITATIONS: (CONTINUED) 11. Refer to prepared roofing system Product Control Notice of Acceptance for listed approval of this product with specific prepared roofing products. Polystick MTS, IR Xe, TU, TU Plus and TU P may be used with any approved roof covering Notice of Acceptance listing Polystick MTS, IR -Xe, TU, TU Plus and TU P as a component part of an assembly in the Notice of Acceptance. If Polystick MTS, IR -Xe, TU, TU Plus and TU P 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 -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, applied in between the application of the lap. The use of mastic between the laps does not apply to Polystick MTS. NOA No.: 11- 0203.02 Expiration Date: 09/13/11 Approval Date: 04/21 /11 Page 5 of 6 5. A maximum of 6 tiles per stack are allowed when loading tile on the underlayments. Refer to the PolygIass Tile Loading Guidelines. See General Limitations #9 and #10. 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 W'112 ", 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 Mute -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 01? SPECIFIC APPLICATIONS. LOCAL CODES MAY SUPERSEDE POLYGLASS REQUIREMENTS AND RECOMMENDATIONS. END OF TIIIS ACCEPTANCE NOA No.: 11- 0203.02 Expiration Date: 09/13/11 Approval Date: 0421/11 Page 6 of 6 M I� D BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) 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 MonierLifetile, LLC 200 Story Road Lake Wales, FL 33853 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 and the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Barcelona 900 Concrete Roof Tile 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 Jor•e L. Aceb NOA No.: 07- 0220.04 Expiration Date: 04/26/12 Approval Date: 04/26/07 Page 1 of 6 ROOFING ASSEMBLY APPROVAL Categorv: Sub- Cateaorv: Material: Roofing High Profile Roofing Tiles Concrete SCOPE: This new NOA approves a system using MonierLifetile Barcelona 900 Concrete Roof Tile, as manufactured MonierLifetile LLC and described this Notice of Acceptance. For locations where the pressure requirements, as determined by applicable Building Code does not exceed the design pressure values obtained by calculations in compliance with RAS 127 using the values listed in the installation section herein. The attachment calculations shall be done as a moment based system. PRODUCT DESCRIPTION: Manufactured by Test Product Applicant Dimensions Snecifications Description MonierLifetile LLC Barcelona 900 Trim Pieces 1= 17" w = 13" V2" thick 1= varies w = varies varying thickness SUBMITTED EVIDENCE: Test Agency Redland Technologies Redland Technologies Redland Technologies Redland Technologies Redland Technologies Professional Service Industries, Inc. The Center for Applied Engineering, Inc. TAS 112 TAS 112 Test Identifier 7161 -03 Appendix III 7161 -03 Appendix II P0402 Letter Dated Aug. 1, 1994 P0631 -01 IC- 1320 -94 25- 7688 -3 25- 7688 -10 High profile, interlocking, one-piece, 'S' shaped, high- pressure extruded concrete roof tile equipped with three nail holes. For direct deck or battened nail -on, mortar set or adhesive set applications. Accessory trim, Boosted Barcelona, concrete roof pieces for use at hips, rakes, ridges and valley terminations. Manufactured for each tile profile. Test Name/Report Date Static Uplift Testing Dec. 1991 PA 102 & PA 102(A) Wind Tunnel Testing Dec. 1991 PA 108(Nail -On) Withdrawal Resistance Sept. 1993 Testing of screw vs. smooth shank nails Wind Tunnel Testing Aug. 1994 PA 108 (Nail -On) Wind Tunnel Testing July 1994 PA 108 (Mortar Set) Physical Properties Feb. 1995 PA 112 PA 101 (Adhesive Set) June 1996 PA 101 (Mortar Set) July 1996 NOA No.: 07- 0220.04 Expiration Date: 04/26/12 Approval Date: 04/26/07 Page 2 of 6 Test Agency The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. Celotex Corporation Testing Services Walker Engineering, Inc. Walker Engineering, Inc. Walker Engineering, Inc. Wallcer Engineering, Inc. Walker Engineering, Inc. Walker Engineering, Inc. Walker Engineering, Inc. Nutting Engineers LIMITATIONS: Test Identifier 25- 7688 -5 25- 7688 -4 520111 -3 520191 -2 -1 Calculations Calculations Evaluation Calculations Evaluation Calculations Evaluation Calculations Evaluation Calculations Evaluation Calculations 122 Test Name/Report Static Uplift Testing PA 102 (3" Headlap, Nails, Direct Deck, New Construction) Static Uplift Testing PA 102 (4" Headlap, Nails, Clips) Static Uplift Testing PA 101 Aerodynamic Multiplier Two Patty Adhesive Set System 25-7183 25 -7094 25 -7496 25 -7584 25- 7804b -8 25- 7804 -4 & 5 25-7848-6 Restoring Moments Due to Gravity TAS 112 Date June 1996 June 1996 Dec. 1998 March 1999 March 1999 April 1999 March 1995 February 1996 April 1996 December 1996 February 2007 January 2007 1. Fire classification is not part of this acceptance. 2. For mortar or adhesive set tile applications, a static field uplift test shall be performed in accordance with RAS 106. 3. Applicant shall retain the services of a Miami -Dade County Certified Laboratory to perform quarterly test in accordance with TAS 112, appendix `A'. Such testing shall be submitted to the Building Code Compliance Office for review. 4. Minimum underlayment shall be in compliance with the applicable Roofing Applications Standards listed section 4.1 herein. 5. 30/90 hot mopped underlayment applications may be installed perpendicular to the roof slope unless stated otherwise by the underlayment material manufacturers published literature. 6. This acceptance is for wood deck applications. Minimum deck requirements shall be in compliance with applicable building code. INSTALLATION: 1. 2. MonierLifetile Barcelona 900 Concrete Roof Tile and its components shall be installed in strict compliance with Roofimg Application Standard RAS 118, RAS 119, and RAS 120. Data For Attachment Calculations NOA No.: 07- 0220,04 Expiration Date: 04/26/12 Approval Date: 04/26/07 Page 3 of 6 Table 1: Average Weight (W) and Dimensions (1 x w ) Tile Profile Weight W (Ibf) Length -I (ft) Width -w (ft) MonierLifetile Barcelona 900 11.5 1.417 1.08 Table 2: Herod namic Multi, Ilers - X ftt Tile Profile X (ft) Batten A. • lication X (ft) Direct Deck A. ' lication MonierLifetile Barcelona 900 0.289 0.313 Table 3: Restoring Moments clue to Gravity - M (ft-lb Tile Profile 2 ":12" 3 ":12" 4 ":12" 5 ":12" 6 ":12" 7 ":12" or greater Barcelona 900 Battens Direct Deck Battens Direct Deck Battens Direct Deck Battens Direct Deck Battens Direct Deck Battens Direct Deck 7.28 8.13 7.21 8.05 7.10 7.93 6.96 7.78 6.79 7.61 6.61 7.40 Table 4: Attachment Resistance Expressed as a Moment - Mf (ft-Ibf) for Nail -On Systems Tile Profile Fastener Type Direct Deck (min 15/32" plywood) Direct Deck (min. 19/32" plywood) Battens Barcelona 900 2 -10d Ring Shank Nails 28.6 41.2 19.4 1 -10d Smooth or Screw Shank Nail 5.1 6.8 2.8 2 -10d Smooth or Screw Shank Nails 6.9 9.2 7.3 1 .#8 Screw 20.7 20.7 18.1 2 .#8 Screws 43.2 43.2 29.8 1 -10d Smooth or Screw Shank Nail (Field Clip) 23.1 23.1 19.0 1 -10d Smooth or Screw Shank Nail (Eave Clip) 29.3 29.3 24.0 2 -10d Smooth or Screw Shank Nails (Field Clip) 27.6 27.6 38.6 2 -10d Smooth or Screw Shank Nails (Eave Clip) 38.1 38.1 41.8 NOA No.: 07- 0220.04 Expiration Date: 04/26/12 Approval Date: 04/26/07 Page 4 of 6 Table 5: Attachment Resistance Expressed as a Moment Mf (ft -Ibf) for Two Pa Adhesive Set = tems Tile Profile Tile Application Minimum Attachment Resistance MonierLifetile Barcelona 900 Adhesive 29.32 1 See manufactures component approval for installation requirements. 2 Dow Chemical TileBond Average weight per patty 10.7 grams. Polyfoam Product, Inc. Average weight per patty 8 grams. Table 5A: Attachment Resistance Expressed as a Moment - Mf (ft -Ibf) for Single Patty Adhesive Set Systems Tile Profile Tile Application Minimum Attachment Resistance MonierLifetile Barcelona 900 Polyfoam PolyProTM 66.5' Poi oam Po Prone 38.74 3 Large paddy placement of 63grams of PolyProTe. 4 Medium paddy placement of 24grams of PolyProh. Table 5B: Attachment Resistance Expressed as a Moment - M,(ft -Ibf) for Mortar Set Systems Tile Profile Tile Application Attachment Resistance MonierLifetile Barcelona 900 Mortar Set' 24.5b 5. Tile -Tite Roof Tile Mortar LABELING: All tiles shall bear the imprint or identifiable marking of the manufacturer's name or logo, or following statement: "Miami -Dade County Product Control Approved ". MONIERLIFETILE LLC, BARCELONA 900 TILE (LAKE WALES FL PLANT 2) LOCATED UNDERNEATH TILE 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 system. NOA No.: 07- 0220.04 Expiration Date: 04/26/12 Approval Date: 04/26/07 Page 5 of 6 PROFILE DRAWING NAIL HOLES MONIERLIFETILE BARCELONA 900 CONCRETE ROOF TILE END OF THIS ACCEPTANCE NOA No.: 07 -0220.04 Expiration Date: 04/26/12 Approval Date: 04/26/07 Page 6 of 6 BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROx. DIVISION NOTICE OF ACCEPTANCE (NOA) GAP Material Co ration 1361 Alps Road Wad NJ 07470 MIAMI -DAi/E COUNTY, 'FLORIDA METRO -DADS FLAMER BUILDING 140 WEST FLAG STREET, ttung 1693' u� n I,1ILOR1M 3339 -163 (305) 375 -2901 FAX (305) 375.2908 This NOA is being issued antler the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by the 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 (A143). This NOA shall not be valid alter the expiration date stated below, The Miami dale County Product Cone Division (In Miami Dade County) and/or the AH3 (in areas other than Miami Dads County) reserve the right to have this product or material tasted for quality assurance putt. Weds product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing. and the AHJ may inunediatcly 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 detennined 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 deo:id ed herein, and has been designed to comply with the Florida Building Code and the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: GAF Conventional Built-Up Roof System: for' od Decks. LABELING: Each unit shall bear a permanent label with the manufactures name or logo, city, state and foaming statement " iv iarni -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, urn,, and/or manure of the product or process. Misuse ofthls NOA. as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NNOA. 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 'Omit-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any pi on of the NOA is displayed, then it sill 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 motion at the job *e at the request of the Building Official. This NOA renews and revises NOA No. 03- 0501.05 and consists of pages 1 tl a + 19. The submitted documentation was reviewed by Jorge L. Acebo. NOA No.: 07.4219.09 Expiration Date: 11/04/13 Approval Date: 03/20/00 Page 1 of 19 ROOFING SYSTEM APPROVAL glIttran Roofing, Sub- Cateno BUR Deck Tyne: Wand mgn Prure -75 psf TRADE NAMES OF PRODUCTS MAMJFACTURBD OR L TABLE 1 Test Product try fialstfiaft Leak BusterTM Matrix'' 3, 5, 55 gallons ASTM D 41 307 Premium Asphalt Primer OAF Mineral oral Shieldni 60 & 1001b. bags ASTM D 1863 Granules Leak Buster Matrix' 305 Filmed Asphalt Emulsion Leak Buster Matrixntt 3C3 Premium F bered Aluminum Roof Coating LeakBusterm 1+ atriXTM 322 Elastomeric Roof Coating LeakBusterTm MatrECTM Select Asphalt Emulsion Fribered 306 Leak Busterh Matrb 204 Wet/Dry Roof Cement RUBER0m' Modified Bitumen Flashing Cement LeakBusterM Matriirm 201 Prcmlm SBS Flashing Cement 1FGLA IS I AP ;ROVED 5 gallons 1, 5 gallons 55 ons 55 gallons 1, 5 galkms ASTM 1227 ASTM D 2824 ASTM D -45116 ASTM D-3409 ASTM D 4586 ►ns ASTM D 45 BY APPLICANT /Wad Description Asphalt concrete primer used to promote adhesion of asphalt in built-up roofing. Granules for surfacing of exposed asphalt, cold moss cement or emulsion. GAP Mineral ShieIdTM Granules shall be used for flashing applications only. Surface coating for smooth surfaced roofs. Fibered aluminum coating. Elastoraeric roofr.oating. Asphalt emulsion Refit asphalt blended viith a mineral stabilizer and fibers. Permits adbraion to wet and dry surface Fiber reinforced. Polymer moaned Flashing cement Asphalt flashing Cement 39.37" (l meter) ASTM D 4601 Asphalt a - and coated glass mat wide base sheet NOA Noz 07- 1219.09 lxpiratlan Date: 11/04!13 Approval Date: 03/2 Page 2 of 19 WAWA GAFGLAS® #80 ULTIMA= Base Sheet GAFQLAS° Flex Ply= 6 AFGLAS�'' Ply 4) A: GL der Surfaced Cap Sheet) GAFOLAS' Energy'CapTM Mir►eral Surfaced Cap Sheet GAFOLASe STRATAVBNTe Eliminator= Perfforah GAFGLAS Flashing GAFGLA STRATAVENT° EliminatorTM NaEilabte RUBEROID° SBS Heat -- We1dTM Smooth RUBEROIDD0 SBS Heat, Weld= Granule RUBEROID SBS Heat-Weld= 170 FR RUBEROJD' SBS Heat: Weld= PLUS RUBEROIDe SBS Heat -Weld= PLUS FR RUBEROIDW SBS Heat - Weld= 25 RUBEROIDe Modifi i Base Sheet Githim.10:574.K■7117.iTh I APPROVED I ilia et 3937" (1 meter) wide 39.37" (1 meter) wide 3937" (1 meter) wide 3937" (1 der) wide 397'" (1 Teter) wide 39.37" (1 meter) wide Various 3937" (1 meter) wide 1 meter (3937") wide 1 meter (39.37") wide 1 meter (39.37") wide 1 meter (39.37") wide meter (3937") wide 1 m r (39.37") wide 3937" (1 mater) wide Test &Eagan ASTM D4601 ASTM D 2178 ASTM D 2178 ASTM D 3909 ASTM .D 3909 TM D 4897 D 3672 ASTM D 4897 1) 3672 ASTMS 64 ASTM D-6164 ASTM D-6164 ASTM D-6164 ASTM D-6164 ASTM D -6164 ASTM D4601, Tae IL UL Type 02 BUR Asphalt impregnated and coated, fibergieSS base sheet Type VI asphalt impregnated glass felt with asphalt Type IV asphalt impregnated glass felt with asphalt coating. . Asphalt coated, glass fiber mat cap sheet surfaced with mineral granules. Aspltalt coated, glass fiber mat cap sheet surfaced with mineral granules with factory applied layer of TOPCOArEnergyeotent. Fiberglass base sheet impregnated and coated on both sides with asphalt Surfaced on the bottom side with mineral glides embedded in asphaltic coating with factory perforations. coated glass fiber mat fl sheet available in three sizes. Fiberglass base sheet impregnated and coated on both sides with asphalt Surfaced on the bottom side with mineral granules embedded in asphaltic coating. Non-Woven Polyesters coated with polymer-modified asphalt and smooth surfaced. Non -Woven Polyester mat coated with polymer modified asphalt and surfaced with mineral granules: Non-Woven Poles mat coated with fire retardant polymer modified asphalt and surfaced with mineral granules. Non-Woven Polyester mat coated with polymer modified asphalt and surfaced wig mineral granules. Non - Woven Polyester mat coated with fire retardant polymer modified asphalt and surthced with miaterod. gales. Non -Woven Polyester mat coated with polymer - modified asphalt and smooth, Waved. Premium glass fiber reinforced SBS codified base slut NOA N € 07-1219.09 Expiration Dates 11/0013 Appr 038 Page 3 of 19 0n- jE: All General and System Limitations shad may. FireOutnt Fire Barrier Coating, '4 ;l d®Non -Asp a iberglass-Based Underlayment or Securock114. GAFGLASS #80 ULT1MATh Base Sheet, STRATAVI3NTO Bliminatoind l�lailable, RUBBROIff Modified `Base Sheet, RUi3EROZP 20, RUBEROM He Weldor Smooth or RUBE Oil B -We1 " 25 base sheet mechanically wed to deck as described below; ten Li.__ do t3AFf3L`Ply 4, GAF+GLASa' Flex PIyTd CIAFGLA.!5 Base Shod txr any of above Base sheer attached to deck with approved annular ringshank nails and tin caps at a fastener spacing of 9" o.c. at the lap staggmed and in two tows 12" 0.c. in the field. (M' Designt Pressure —0 pff, See General Limits ion # GAFGLAS® Ply 4, GAFGLAS® Text Plynd 6, GAF'GLAS #75 Sheet or any of above Base sheets attached to deck with bill <TecTU #12 standard, #14 or # 15 Screws and 3" Drill-Tecm steel plate or Drill.Teem AcctiTrac Plates, 12" o.o. in 3 rows. One row is in the 2" side lap. The other rows are wally spaced approximately 12" o.c. in the field of the sheet. (Maximum Design Pressure -43 psf, See Gene r a 1.1Limitation #?j GAFGLAS Fiext PlyTM 6, r .. 5 a . h t or i+ of e B sb attached to deck withh approved annular ring shank " lag ger nd in (APPROVED hails and tin caps al f(. air m sign sate S2.5 psf G rer rl Llxrt �n # GAFGLAS0 #8OULTIMATM,RUBEROID®20, RUBER 0113.Mop Smooth, base sheet attached to deck with approved 11" annular ring shank nails and inverted 3" steel plate at a fastener spacing of 9" o.c. at the 4" lap and in two rows staggered with a fastener spacing of 9" o.c. in the center of the membrane. (Afaxinnun Design Pressure —60 psJ General Lltnitolen # GAFGLAS ®' #75 Base Sheet or any of above Base sheets attached to deck with %ill: TecTM #12 standard, #14 or # 15 Stews and 3" Drill-Team steel plate or Dri TecTU AccuTrac Plates, l2'* 0.c. in 4 rows. One row is in the 2" side lap. The other rows are equally spaced approximately 9" o;c. in the field of the sit. (estrum Design Pressure -60 psi See General Limitation #V. Any of above Base sheer attached to deck approved annular ring shank nails and.3" inverted Drill TecTh insulation plates at a fastener spacing of 9" o.c. at the 4" lap staggered in two rows 9" in the field. (Maximum �Pr - -60psf See Unitarian 0 j Ptinintinnlinini 1.1 13 Approval Bate: 03; 08 fly Sheet) (-Cap Sheet:) (Surfacinji) GAFGLAS* 1175 Base Sheet or any of above Base ems attached to deck with Drill-Teem #12 standard, #14 or # 15 Screws and 3" Drill-Teem steel plate or Drilt-Tecus AocuTrae Plates, o.c. in 4 rows- One row is in the 2" side lap. The other wen are equally spaced appnetimatiabr 9" 0,4. in the field alto sheet. (Maximum Design Pressure —75 pit; See General ibititntion ofG GLAS PLY 4. 1180 ULTIMA, RUBPX011:, MOP Smooth or RUBEROID® 20 adhercd in a full mopping of approved asphalt) appfled within the EvT range and at a: rate of 20-40 Ibs.fsq. (Optional) of GAFOLAS 'Nine -Cap Sheetor GAPOLAS6Energyeaprm Mbrai Steed Cap Sheetered in a fitlf range and at a rate) :pprovedspba1t a Jsg required if RUBEROITh MOP SmoMh or RUBEROID* 20 is top membrane) Install one of the following: 1. Gravel or slag applied at 400 lbahq. and 300 lbsisq. respectively in a flood coat of appmed asoait at 60 Rekisq. or smiled in a flood coat of Leek Buster", Arlatriirm 103 Cold Process Adhesive applied at a rate of 3 gaUsq. 2. GAFOLAS* Mineral Surfaced Cap Sheet, GAFGLAS* Energy Cap Mineral Surfaced Capsheet adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 2040 lbs./sq. 3. Leak Buster4114 Matrix= 303 Premium Fibered Aluminum Roof Coating, at 1.5 gal/sq. 4. Leak Buster", Matrix", 715 , Leak Buster", Matrix", 322, TOPCOAT® MB+, TOPCOAT* Fireshield Elastomeric Roofing Membrane, applied at 1 to 15 gathq. 5. Leak Busier", Matrix", 602 MB Xtra Elastomerie Roofing Membrane, EriergyCotee meowing applied at 1 to 1.5 gallsq. 6,, TOPCOAT* Surface Seal, TOPCOAT® Pinwhiele SB Solvent based Elastomeric Roofing Membrane applied at Ito 1.5 folisq 7. Advance Green Technologies Photovoltate Ltioninate solar csorp colleetor auxiliary roof equipment installed in compliance with manufacturer's specifications and applicable Building Codes. MadIMUll Design Pressure: S�e Fastening Above Gjrrsair•-.111.1K•Traiiri I AP PROvEn NOA 07.1219.09 Expiration Date: 11/04/13 Approval Date: 0340/08 Page 18 of 19 WOOD DECK SYSTEM LIMITATIONS: 1 A slip sheet is required with Ply 4 and Flex Ply'M 6 when used as a mechanically Wised base or anchor slate. 2. Ivlinitnum W" Dens ' or WI Type X gypsum board is acceptable to be installed directly over the wood deck. GENERAL LIMITATIONS: 1. Fire classification is not part of this acceptance, refer to a current Approved Roofing Materials Directory for fore ratings of this product. 2. Insulation may be installed in multiple layers. The first layer shall be attached in compliance with Product Control Approval guidelines. All other layers shall be adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 20- 401bs. /sq., or mechanically attached using the fastening pattern of the top layer 3. All standard panel sizes are acceptable for mechanical attachment. When applied in approved asphalt, panel size shall be 4` x 4' mashoutn. 4. An overlay and/or rasovery board "insulation panel is required on all applications over closed cell foam insulations when the base sheet is fully mopped. If no recovery board is used the base sheet shall be, applied using spot mopping with approved asphalt, 12" diameter circles, 24" o.c.; or 8" ribbons in three rows, one at each sidelap and one down the center of the sheet allowing a continuous area of ventilation. Encircling of the strips is not acceptable. A 6" break shall be placed every 12' in each ribbon to allow cross venitilaton. Asphalt application ofeit% system shall be at a minimum rate of 12 lbs./sq. Note: Spot attached systems shall be limited to a maximum design pressure of-45 psi. 5. Fastener spacing for insulation attachment is based on a Minimum Characteristic Force (P) value of 275 lbf., as tested in compliance with Testing Application Standard TAS 105. lithe fastener value, as field- tested, are below 275 Ibf. insulation attachment shall not be acceptable. 6. Fastener spacing for mechanical attachment of anchor/base sheet or membrane attachment is based on a minimum fastener resistance value in conjunction with the maximum design value listed within a specific system. Should the fastener resistance be less than that required, as determined by the Building Official, a revised fastener spacing, prepared, signed and sealed by a Florida Regional Engineer, Architect, or Registered Roof Consultant may be submitted. Said revised fastener spacing shall utilize the withdrawal resistance value taken fiont Testing Application Standards TAS 105 and calculations in compliance with Roofing Applcaation Standard RAS 117. 7. Perimeter and corner areas shall comply with the enhanced uplift requirements of these areas:. Fastener densities shall be increased for both insulation and base sheet as calculated in compliance with Roofing Application Standard RAS 117. Calculations prepared, signed and sealed by a Florida registered Professional Engineer, Regional Architect, or Registered Roof Consultant (When this limitation is specifically referred within this NOA, General Limitation #9 will not be applicable.) All attachment and sizing arterimeter Hailers, metal profile, and/or flashing termination designs shall conform with Roofing Application Standard RAS 111 and applicable wind load requirements. 9. The maximum desired pressure limitation listed 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 comas and corners). (When this limitation is specifically referred within this NOA, General Limitation #7 will not be applicable)) 10.. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Cade and Rule 9B-72 of the Florida Administrative Code. END OF THE ACCEPTANCE APPROVED NOA No.: 071219.09 Expiration Dec 1#/04ft3 Approval Date: 03 Page 19 of 19 TGFU.R1306 - Roofing Systems Page 2 of 48 The use of gypsum board under any of the following Class A, B or C systems does not adversely effect the rating. The use of 1/2-in. minimum gypsum board is an acceptable alternate for insulation over C -15/32 decks. The use of polystyrene insulation board between minimum 3 /4 -in. thick perlite board and deck with rosin paper (perlite /rosin paper /polystyrene /perlite) is a suitable alternate for polyisocyanurate board in the following Class A, B or C systems. "EnergyGuard RA" or "Tapered EnergyGuard RA" or "EnergyGuard Composite RA" may be substituted for any Atlas polyisocyanurate insulation in any of the following Classifications. Trumbull "Perms Mop" may be utilized with any of the following "Asphalt Felt Systems with Hot Roofing Asphalt ". GAFGLAS #80 Premium Base Sheet may be used in any of the following systems. " GAFGLAS Flex Ply 6' and "Tri -Ply Ultra - Flexible Ply 6" are sultable alternates to "GAFGLAS Ply 6 ". "GAFTEMP Permalite Recover Board" may be used in lieu of any perlite insulation in any of the following NC Classifications. Unless otherwise indicated, any of the "Asphalt Felt Systems with Hot Roofing Asphalt" may be surfaced with "Fireshield MB" at 21/2 to 3- gal /100- Class A, B and C Hot roofing asphalt, for use with organic and glass felts or modified bitumen membranes. "Ruberoid Heat Weld" SBS roofing membrane may be used in lieu of " Ruberoid Mop" SBS products In any applicable Classification. Class A 1. Deck: C -15/32 Incline: 3 Insulation (Optional): — One or more layers perlite or wood fiber or glass fiber or polyisocyanurate or urethane or perlite /polyisocyanurate composite or perlite /urethane composite or wood fiber /polyisocyanurate composite or phenolic, any thickness. Ply Sheet: — Three or more plies Type G1 or "GAFGLAS Ply 4" or "Tri -Ply Ply 4" or "GAFGLAS Ply 6" hot mopped. Surfacing: — Gravel. 2. Deck: C -15/32 Incline: 2 Insulation (Optional): — One or more layers perlite or wood fiber or glass fiber or polylsocyanurate or urethane or perlite /polyisocyanurate composite or perlite /urethane composite or wood fiber /polyisocyanurate composite or phenolic, any thickness. PIy Sheet: — Three or more plies Type G1 or " GAFGLAS Ply 4" or "Tri -Ply Ply 4" or "GAFGLAS Ply 6 ". Cap Sheet: — One ply Type G3 "GAFGLAS Mineral Surfaced Cap Sheet" or 'Tri -PIy Mineral Surfaced Cap Sheet'. 3. Deck: NC Incline: 2 Insulation (Optional): — One or more layers perlite, wood fiber, glass fiber, polyisocyanurate, urethane, perlite /polyisocyanurate composite, perlite /urethane composite, wood fiber /polyisocyanurate composite, phenolic, 2 -in. maximum. PIy Sheet: — Two or more plies Type G1 "GAFGLAS Ply 4" or "Tri -PIy Ply 4 ", " GAFGLAS Ply 6 ". Cap Sheet: — One ply Type G3 "GAFGLAS Mineral Surfaced Cap Sheet" or 'Tri -PIy Mineral Surfaced Cap Sheet ". 4. Deck: NC Incline: 1/2 Insulation: — One or two layers "Isotherm R ", any thickness, hot mopped. PIy Sheet: — Any UL Classified gravel surfaced Class A asphalt glass fiber mat system. SSE Incline: 1 SHp Sheet ('t5ptionaOj.)— Red rosin paper, nailed to deck ih et — One plyyType 62 FGLAS 475 heet'' or "Tri -Ply #75 Base Sheet "ifn ay 041). 1One ; gieaType GS i. P 4" r. "Tn PIy PIy 4" or GAFGLAS PIy 6". Type G3 'r,CaltrSor'Tri -PIy Mineral Surfaced Cap Sheet ". 6. Deck: NC Incline: 3 Base Sheet: — One ply Type G2 "GAFGLAS #75 Base Sheet" or "Tri -PIy #75 Base Sheet ". PIy Sheet: — One or more plies Type G1 "GAFGLAS PIy 4" or "Tri -PIy Ply 4" or "GAFGLAS Ply 6 ". Cap Sheet: — One ply Type G3 "GAFGLAS Mineral Surfaced Cap Sheet" or 'Tri -PIy Mineral Surfaced Cap Sheet ". http:// database. ul. com /cgi- bin/XYV /template/LISEXT/ 1 FRAME /showpage.html ?name =T... 2/23/2009 is L Q MALIK A. CAMILBIEILIL A%L? CII-1 T1FIECT - 11111)14 3713 %,.IE. STREET MIAMI SIMILES, VILA. 3131135 71 (I4 -131 S li r 7J8-7(00C FL LIC # AR 0011074 Date: September 19, 2011 Miami Shores Village Building Department 10050 N.E. 2nd Avenue Miami Shores, Florida 33138 Re: Permit # CC 11 -961 Village Square renovation 9501 - 9545 N.E. 2nd Avenue Miami Shores, Florida 33138 Folio # 11- 3206 - 013 -3900 Attn: Building Department, I, Mark A. Campbell, having performed and approved the required inspections at the job site. This letter will hereby attest that I have approved the substitution of the submitted Steel to steel wall bracing and connection and attachment method at the 9501 to 9529 NE 2nd Avenue building have been revised as in the attached sketch and high lighted notes. Should you have any questions or need any additional information please do not hesitate to contact me. ark A. Campbell, Architect State of Florida: #0011074 9501 Steel wall bracing 9501 to 9529 building 9 -19 -11 BRACING AT BUILDINGS 9501 -9529 NEW 12" CROWN MOLDING ON TOP OF NEW PARAPET WALL ATTACHED W /3" TAPCON AT 24" 0.C. NEW COLOR —THRU BARREL TILE ROOF TO BE NAILED MUD GLUED OR CUPPED OVER HOT MOPPED FELT ON 30# 11N G TAGGED FELT ON 5/8" EXT GRADE MAN 18-11 ATTACHED COMMON NAILS AT6" 0.C. A � TPANEL EDGES AND 4" 0.C. AT INTERMEDIATE SUPPORT (STAPLES NOT ALLOWED) ON NEW WOOD TRUSSES 24° o.c. BRACING AT BUILDINGS 9531 — 9545 BRACE 6 "X6 "X1/4" STEEL TOP OF EX. PARAPET A A H 2 X 6' P 'Ga' 1/4" X 3" TPPCONS AT 12° 0.C. JUS26 HANGER AT BOTTOM OF NEW TRUSS U T7 S T OP OF N ''U S NEW 8" X 2' -0" HT CONCRTE BLOCK WALL ATTACHED W /#6 BARS ® 48" 0.C. IN FILLED CELLS DOWN TO EXIST. 11E BEAM NEW 4 °W X 2' L WOOD CORBEL AT UNDERSIDE OF SLOPED TILE ROOF 24" 0.C. (SEE DETAIL) NEW 5/8" STUCCO FINISH ON NEW 2" HALF ROUND KEYSTONE LOOK MOLDING ATTACHED W /3" TAPCON AT 24" O.C. NEW 4 "X4" EXISTING ROOF EXISTING S TOP OF EX. ROOF TOP OF BEAM TYPICAL WALL WITH STEEL BRACE S -5 SCALE: 1 /2 " =1 ' -0" NEW 8° X 2' -0" HT CONCRTE BLOCK WALL 25' —O" TB3, TOP OF NEW PARAPET AMA. cellEn' • AJ o&R-0+Gic gitote.t. Edward A. LANDERS/ P.E. C'dt44 (mo( e ;et 1Y5-0 / A) 2q1p, e (305)823-3938 Ckcc 5" ./z-otr6., CONSULTING ENGIN E • • - • • ....... • ..... • • ....... .......... .. • • • • ..... ....... • - • . ....... . ee.V.Weee • '•.• . .... • . ... ••• ... • 'sr •• : . • • ' - •,.7.11■7•77• • • •: ' . e• .4 • • • • • ; • • e .... •SSVA*1-.;.. :•••••i-•: • -" .... .... • *.• (•: • • •; • ".• 5' !, . 1 10:00 ; • ,e.„ . • • ••,..1 P4t717.••• !TY : • :: •S• • •••• ... */- • 3 - . coot40,shask_ : • ; 1.5-bi /Li zm41,-<- errc-el • • . • ......... • . ...... • • ........ • .4 J • • • • • • • • „ . • • . , . • • anGt • • t. • : • :* • ?• • a • ... : . . • • • • .. ; . ••••••••,•••• • 3614, F • Zo rz- • • ..... • --- ... • ....... • •••••■r te4 . -**•Z- 1 3 .. ... 2.■ •., ... : • ... ..... • • $ ...... ..... ... •••.• •••••••4‘1,1,•,• •-• e, L. . • • ......... ... • ...... • .... • •?: . .. ... ....... .• ...... •• ...... .. „ ....... . . ... ....... - ¼: : .... . ... . „ „. . .. • Edward A. r-- ANDERS, RE. (3031823-390 CONSULTING ENGINEERS WINDO5 v1 -12 Detailed Wind Load Design (Method 2) per ASCE 7 -05 Analysis by: Edward A. Landers Company Name: EDWARD A. LANDERS, P.E. Description: COMMERCIAL BLDG, 9501 NE 2ND AVENUE, MIAMI SHORES, FLORIDA a.- Structure Type Basic Wind Speed (V) Building 146 Struc Category (I, I1, III, or I 11 mph Exposure (B, C, or D) C Struc Nat Frequency (n1) 1 Hz Slope of Roof 0.3 :12 Slope of Roof (Theta) 1.2 Type of Roof Kd (Directonality Factor) Monoslope Deg 0.85 Eave Height (Eht) 15.00 ft Ridge Height (RHt) 15.00 ft Mean Roof Height (Ht) 15.00 ft Width Perp. To Wind Dir (8 60.00 ft Width Paral. To Wind Dir (L 200.00 ft Type of Structure Height/Least Horizontal Dim Flexible Structure No '3e`� °.idea mportance Factor Hurricane Prone Region (V>100 mph) Table 6 -2 Values 9.500 900.000 0.105 1.000 0.650 0.200 500.00 0.200 15.00 ft ft Gust1 Izm Lzm Q e'k' For rigid structures (Nat Freq > 1 Hz) use 0.85 Zmin Cc * (33/z)^0.167 Gust2 I *(zm/33) ^Epsilon (11(1 +0.63 *((B +Ht) /Lzm) ^0.63)) ^0.5 o ' filataItiiiYt len ., as., Ma G Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 0.85 15.00 0.2281 427.06 0.9089 0.8771 0.85 ft Fig 6-5 Internal Pressure Coefficients for Buildings, Gcpi Condition , Gil Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings 1 0.18 1 -0.18 I Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. 9/12/2011 Page No. 1 of 4 9/12/2041 WINDO5 v1 -12 Detailed Wind Load Design (Method 2) per ASCE 7-05 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev 0 Kz Kzt qz Ib/ftA2 Pressure (Ib/ft ^2) ft Windward Wall* Leeward Wall Total Shear Moment +GCpi -GCpi +GCpi -GCpi + /-Gcpi (Kip) (Kip -ft) 15 0.85 1.00 39.37 19.69 33.86 -14.90 - 0.72 34.58 31.13 233.44 B the face and Negative forces act away from the face. Figure 6.5.12.2.4 Parapets ype of Para t Open -i$ rye+ op Elevation of Parapet 25.00 ft Parapet-Windward Pressure 65.77 lb/ft ^2 Parapet Leeward Pressure -43.84 lb/ft ^2 Figure 6-6 - External Pressure Coefficients, CD Loads on Main Wind -Force Resisting Systems (Method 2) L z L Se It S B1 Kh @ dy r. vt' ^. 'e. n -i$ rye+ 2.01 *(Ht/zg)^(2/Alpha) 0.85 Kht Topographic factor (Fig 6-4) 1.00 Qh .00256 *(V) ^2 *I *Kh *Kht *Kd 39.37 psf Khcc Comp & Clad: Table 6-3 Case 1 0.85 Qhcc .00256 *V ^2 *I *Khcc *Kht *Kd 39.37 psf Windward Wall See Fi • ure 6.5.12.2.1 for Pressures PAifit-r-e-t- kess icl O55 Leeward Walls (Wind Dir Normal to 60 ft wall) -0.23 =14.90 -0.72 Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. Page No. 2 of 4 Roof Area (sq. ft.) _ Reduc, "on Factor 1.00 Leeward Walls (Wind Dir Normal to 60 ft wall) -0.23 =14.90 -0.72 Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. Page No. 2 of 4 WINDO5 v1 -12 Detailed Wind Load Design (Method 2) per ASCE 7 -05 Leeward Walls (Wind Dir Normal to 200 ft wall) -0.50 -23.82 -9.65 Side Walls -0.70 -30.52 -16.34 Dist from Windward Edge: 0 ft to 30 ft - Max Cp Dist from Windward Edge: 0 ft to 7.5 ft - Min Cp Dist from Windward Edge: 7.5 ft to 15 ft - Min Cp Dist from Windward Edge: 15 ft to 30 ft - Min Cp Dist from Windward Ed•e: > 30 ft Dist from Windward Edge: 0 ft to 30 ft - Max Cp Dist from Windward Edge: 0 ft to 7.5 ft - Min Cp Dist from Windward Edge: 7.5 ft to 15 ft - Min Cp Dist from Windward Edge: 15 ft to 30 ft - Min Cp Dist from Windward Edge: > 30 ft - 0.18 -0.90 -0.90 - 0.50 - 1.30 -0.18 - 0.90 -0.90 -0.50 -0.30 -13.11 -37.21 -37.21 -23.82 - 50.60 -13.11 - 37.21 -37.21 -23.82 - 17.13 1.06 -23.03 -23.03 -9.65 -36.42 1.06 -23.03 -23.03 -9.65 -2.95 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 *(Ht/zg)"(2/Alpha) Topographic factor (Fig 6-2) 0.00256 *(V) "2 *ImpFac *Kh *Kht *Kd Angle of Roof 0.85 1.00 39.37 1.2 Deg Transverse Direction Longitudinal Direction To0d Cases Wind Pressures on Main Wind Force Resisting System Surface GCpf +GCpf ' -GCpI qh (psf) Min P (psf) Max P � (psf) 1 0.40 0.18 -0.18 39.37 8.66 22.84 2 -0.69 0.18 -0.18 39.37 -34.26 -20.08 3 -0.37 0.18 -0.18 39.37 -21.66 -7.48 4 -0.29 0.18 -0.18 39.37 -18.51 -4.33 5 -0.45 0.18 -0.18 39.37 -24.81 -10.63 Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. 9/12/2011 Page No. 3 of 4 9/12/2011 WINDO5 v1 -12 Detailed Wind Load Design (Method 2) per ASCE 7 -0E 6 -0.45 0.18 -0.18 39.37 -24.81 -10.63 1E 0.61 0.18 -0.18 39.37 16.93 31.11 2E -1.07 0.18 -0.18 39.37 -49.22 -35.04 3E -0.53 0.18 -0.18 39.37 -27.96 -13.78 4E -0.43 0.18 -0.18 39.37 -24.02 -9.84 = qh • (GCpf - GCpi Figure 6 -11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/ Ht <= 60 ft Theta -+I N- a 11 4 Ht Note: The image shows a Gabled roof, but Fig 6-11 also applies to some monoslope cases a= 6 __> 6.00 ft Double Click on anv data entry line to r Component Width (ft) Span (ft) Area (ftA2) Zone GCp Wind Press (ib/ftA2) Max Min Max Min 0.00 0.00 0.00 0.00 UPLIFTS 0.00 TRUSS 2 10 33.33 1 0.25 -0.95 16.84 -44.40 TRUSS 2 10 33.33 2 0.25 -1.43 16.84 -63.55 TRUSS 2 10 33.33 3 0.25 -1.91 16.84 -82.34 0.00 0.00 Note:* Enter Zone 1 through 5, or 1H through 3H for overhanas. Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. Page No. 4 of 4 7rflote-c. 64o1e e ts- d ward A. • CONSUL /1\IEERS (305)823-3938 7850 NW 146 STREET, SUITE 509 • MIAMI LAKES, FL 33016 P.E. #38398 s-r-Etfe-- do04-01 Ceet, it ctvrt et-PC. sz9 SCALE: DATE: APPROVED BY: 15 -I Z • DRAWN BY REVISED -s- DRAWING NUMBER 4-- r q A 11RIK A. ICAMI DEIEILJL AIVCIH I111ECT - 1111 X1)14 3173 N.IE.. 9191W STULIE)E MIAMI IEILA4 331135 7/54- 213118 a 158 -1000 1 FL LIC # AR 0011074 Date: September 19, 2011 Miami Shores Village Building Department 10050 N.E. 2nd Avenue Miami Shores, Florida 33138 Re: Permit # CC11 -961 Village Square renovation 9501 - 9545 N.E. 2nd Avenue Miami Shores, Florida 33138 Folio # 11- 3206 -013 -3900 Attn: Building Department, I, Mark A. Campbell, having performed and approved the required inspections at the job site. This letter will hereby attest that I have approved the substitution of the submitted Steel to steel wall bracing and connection and attachment method at the 9531 to 9545 NE 2nd Avenue building have been revised as in the attached sketch and high lighted notes. Should you have any questions or need any additional information please do not hesitate to contact me. Sincerely, Mark A. Campbell, Architect State of Florida: #0011074 9501 Steel wall bracing 9531 to 9545 building 9 -19 -11 BRACING AT BUILDINGS 9501 -9529 NEW 12° CROWN MOLDING ON TOP OF NEW PARAPET WALL ATTACHED W/3" TAPCON AT 24° 0.C. NEW COLOR —THRU BARREL. 11LE 116 ROOF TO BE NAILED, MUD GLUED, OR CUPPED OVER HOT MOPPED FELT OQN 30# TIN TAGGED FELT ON 5/B EX GRADE 1 z 2° CDX PLYWOOD ATTACHED W /1Od COMMON NAILS AT 6" 0.C. AT PANEL ,'. EDGES AND 4" O.C. AT INTERMEDIATE SUPPORT (STAPLES NOT ALLOWED) ON NEW WOOD TRUSSES 24° o.c. BRACING AT BUILDINGS 9531 — 9545 BRACE 6 °X6 °X1/4° STEEL 1r A A Hai 2 X 6 P 1/4° X 3° TAPCONS AT 12° O.C. JUS26 HANGER AT BOTTOM OF NEW TRUSS U 7' . T7 S T OP OF U NEW 8" X 2' -0° HT CONCRTE BLOCK WALL ATTACHED W /#6 BARS ® 48° 0.C. IN FILLED CELLS DOWN TO EXIST. TIE BEAM NEW 4 °W X 2' L WOOD CORBEL AT UNDERSIDE OF SLOPED TILE ROOF 24° 0.C. (SEE DETAIL) NEW 5/8° STUCCO FINISH ON NEW 2° HALF ROUND KEYSTONE LOOK MOLDING ATTACHED W /3° TAPCON AT 24" O.C. NEW 4 °X4 °X EXISTING S /8" S TYPICAL WALL WITH STEEL BRACE SCALE: 1 /2 " =1' -0" NEW 8° X 2' -0° HT CONCRTE BLOCK WALL TOP OF NEW 25' -0° PARAPET TB3, gr niFe L COMMENT #7 UPUFT: 220.8# RAVITY: 496.8# • M 2' -II° 111 1 ..11111❑ I .V1111111 1111111111 1111111/1 • 111111111 uouu; w m ���� 1n a . nuu 111111111 , nnun 111 11 I . ��i ui i nui mur ARREL 11 UPUFT: 220.8 GRAVITY: 496.8# A e =213-11 1 11 1 1,1111 r�!hl11 11 II/VI 11, COMMENT n NEW 8/8" STUCCO FINISH ON NEW 8 CONCRTE BLOCK WALL ATTACHED W /#6 BARS ® 32" O.C. MAX. IN FILLED CELLS A e- 28-11 COMMENT 17 e_ e B' -10' 3' -44 19'-0" 13' -7' 1' -10" 13' -t" ( ,' -10' `OWN EUII swum Edward A. LANDERS, P.E. CONSULTING ENGINE Fir 1P's ,h (305)823 -3938 �v.04 wen_ _ a gceG / ArE 2 'v"; P -iz.. 11 t'Stt},8;3,-.31:40 t ........... •,.•• ................... ,••,.•. s., qt(d, Ace-ce I (3 15,6 31'0, 1 • • • • • • • • • • • • • • • • • • • ••••■,...,f• .......... ... tot ... .. .. .... . . • • ..... : p 3 • 21,44 3'1) .... ..... -. • ... • ' ........ Pci ... ......... .......... • .. • ......... • @e6v(404,10\ - • 1/4. !, Aits Mot, 3 •.; ........ ......... Edward A. LANDERS, RE, CONSULTING ENGINEERS WINDO5 v1 -12 Detailed Wind Load Design (Method 2) per ASCE 7 -05 Analysis by: Edward A. Landers Company Name: EDWARD A. LANDERS, P.E. Description: COMMERCIAL BLDG, 9501 NE 2ND AVENUE, MIAMI SHORES, FLORIDA '11input r '., �..-�fv3 3 Structure Type Building 0.25 Basic Wind Speed (V) 146 mph Struc Category (I, II, III, or 1 II lzm posure (B, C, or D) C Struc Nat Frequency (n1) 1 Hz Slope of Roof 0.3 :12 Slope of Roof (Theta) 1.2 Deg Type of Roof Monoslope Kd (Directonality Factor) 0.85 Eave Height (Eht) 15.00 ft Ridge Height (RHt) 15.00 ft Mean Roof Height (Ht) 15.00 ft Width Perp. To Wind Dir (B 60.00 ft Width Paral. To Wind Dir (L 200.00 ft '.H ... Caicuted'ara#ess << z ,. Type of Structure Height/Least Horizontal Dim 0.25 Flexible Structure No Importance Factor r 1 Hurricane Prone Region (V >100 mph) Table 6 -2 Values Alpha = 9.500 zg = 900.000 At = 0.105 Bt = 1.000 Bm = 0.650 Cc = 0.200 I= 500.00 ft Epsilon = 0.200 Zmin = 15.00 ft �F �. ""T ✓..e. `. ... lg 'Q 8 �k ,..r .r... �} .. ifie YT+, ,' (.5t. �"a`t� t c y. Gust1 For rigid structures (Nat Freq > 1 Hz) use 0.85 0.85 Gc i } x ust Fa d Cat 11: ,. .ig Structures Complete .Analysis Zm Zmin ... 15.00 ft lzm Cc * (33/z) "0.167 0.2281 Partially Enclosed Buildings Lzm I *(zm/33) ^Epsilon 427.06 ft Q (1/(1 +0.63 *((B +Ht) /Lzm) ^0.63)) "0.5 0.9089 Gust2 0.925* 1 +1.7 *Izm *3.4 *Q / 1 +1.7 * 3.4 *Izm 0.8771 0.18 T . If .r:e RR I - P Eit 4. RCP � � t t nNt ri � 7 � N G Since this is not a flexible structure the lessor of Gust! or Gust2 are used 0.85 Fla 6-5 Internal Pressure Coefficients for Buildings, Gcpi Condition Gc i Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings 1 0.18 1 -0.18 Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. 9/12/2011 Page No. 1 of 4 9/12/2011 WINDO5 v1 -12 Detailed Wind Load Design (Method 2) per ASCE 7-05 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev 0 Kz Kzt qz Ib/ft ^2 Pressure (Ib/ft^2) ft Windward WaII* Leeward Wall Total Shear Moment +GCpi -GCpi +GCpi -GCpi + /-Gcpi (Kip) (Kip-ft) 15 0.85 1.00 39.37 19.69 33.86 -14.90 - 0.72 34.58 31.13 233.44 ote: 1) Positive forces act toward the face and Negative forces act away from the face. B Figure 6.5.12.2.4 Parapets Type of Parapet Open � Top Elevation of Parapet 25.00 ft Parapet - Windward Pressure 65.77 lb/ft ^2 Parapet- Leeward Pressure -43.84 lb/ft ^2 Figure 6-6 - External Pressure Coefficients, Cp Loads on Main Wind -Force Resisting System (Method 2) L L 4 C+.+ � 5 7,.r.r''.nw �i �F?..... ,. � Kh 2.01 *(Ht/zg) ^(2/Alpha) 0.85 Kht Topographic factor (Fig 6-4) 1.00 Qh .00256 *(V) ^2 *I *Kh *Kht *Kd 39.37 psf Khcc Comp & Clad: Table 6 -3 Case 1 0.85 Qhcc .00256 *V ^2 *I *Khcc *Kht *Kd 39.37 psf :.J _. K �Y�.. CAS * _ p ,.. ' nr `; ;.... 0 02_ , lz,M�'� ri„�i fslii v. .l z � r Y- , t.. „�...� . . Surface Cp Windward Wall (See Figure 6.5.12.2.1 for Pressures) -0.8 nJ■ Roof Area (sq. ft. Reduction Factor 1.00 Leeward Walls (Wind Dir Normal to 60 ft wall) -0.23 -14.90 -0.72 Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. r,(,e r5 ✓iA-e ; 4-4,c.17 f5 Page No. 2 of 4 WINDO5 v1 -12 Detailed Wind Load Design (Method 2) per ASCE 7 -05 Leeward Walls end Dir Normal to 200 ft wall) Side Walls -0.50 -0.70 -23.82 -30.52 -9.65 -16.34 Roof Wiritt Normalto Rid e. to <1Q) , fo Wind Nt imal to 60 ftface Dist from Windward Edge: 0 ft to 30 ft - Max Cp -0.18 -13.11 1.06 Dist from Windward Edge: 0 ft to 7.5 ft - Min Cp -0.90 -37.21 -23.03 Dist from Windward Edge: 7.5 ft to 15 ft - Min Cp -0.90 -37.21 -23.03 Dist from Windward Edge: 15 ft to 30 ft - Min Cp -0.50 -23.82 -9.65 Dist from Windward Edge: > 30 ft -1.30 -50.60 -36.42 =. too1a.Wt Rrdg Ati -The it for W nd Nor rtai to 0 fare 4 Dist from Windward Edge: 0 ft to 30 if - Max Cp -0.18 -13.11 1.06 Dist from Windward Edge: 0 ft to 7.5 ft - Min Cp -0.90 -37.21 -23.03 Dist from Windward Edge: 7.5 ft to 15 ft - Min Cp -0.90 -37.21 -23.03 Dist from Windward Edge: 15 ft to 30 ft - Min Cp -0.50 -23.82 -9.65 Dist from Windward Edge: > 30 ft -0.30 -17.13 -2.95 * Horizontal distance from windward edge Figure 6 -10 - External Pressure Coefficients, GCpf Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft Kh = 2.01 *(Ht/zg) "(2/Alpha) Kht = Topographic factor (Fig 6-2) Qh = 0.00256 *(V) ^2 *ImpFac *Kh *Kht *Kd Theta = Angle of Roof 0.85 1.00 = 39.37 1.2 Deg Transverse Direction Longitudinal Direction Torsional Load Cases, Wind Pressures on Main Wind Force Resisting System Surface GCpf +GCpi -GCpi qh (pst) Min P (Psfl Max P (Pe) 1 0.40 0.18 -0.18 39.37 8.66 22.84 2 -0.69 0.18 -0.18 39.37 -34.26 -20.08 3 -0.37 0.18 -0.18 39.37 -21.66 -7.48 4 -0.29 0.18 -0.18 39.37 -18.51 -4.33 5 -0.45 0.18 -0.18 39.37 -24.81 -10.63 Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. 9/12/2011 Page No. 3 of 4 • WINDO5 v1 -12 Detailed Wind Load Design (Method 2) per ASCE 7 -05 6 -0.45 0.18 -0.18 39.37 -24.81 -10.63 1E 0.61 0.18 -0.18 39.37 16.93 31.11 2E -1.07 0.18 -0.18 39.37 -49.22 -35.04 3E -0.53 0.18 -0.18 39.37 -27.96 -13.78 4E -0.43 0.18 -0.18 39.37 -24.02 -9.84 * p = qh * (GCpf - GCpi) Figure 6 -11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings wI Ht <= 60 ft 2a 2' 4a 3' 2 1 3 "- 2' [TT T 2a 2 r3 -d I.- a Theta 14 w Ht Note: The image shows a Gabled roof, but Fig 6-11 also applies to some monoslope cases a = 6 = => I 6.00 ft Double Click on any data entry line to receive a help Screen Component Width (ft) Span (ft) Area (ftA2) Zone GCp Wind Press (Ib1fM2) Max Min Max Min 0.00 0.00 0.00 0.00 UPLIFTS 0.00 TRUSS 2 10 33.33 1 0.25 -0.95 16.84 -44.40 TRUSS 2 10 33.33 2 0.25 -1.43 16.84 -63.55 TRUSS 2 10 33.33 3 0.25 -1.91 16.84 -82.34 0.00 0.00 Note: * Enter Zone 1 through 5, or 1H through 3H for overhangs. Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. 9/12/2011 Page No. 4 of 4 irehe(.0K 06ec.fet A-s- ts- CONSULTING ENGINEERS 7850 NW 146 STREET, SUITE 509 • MIAMI LAKES, FL 33016 P.E. #38398 (305)823 -3938 Cew �'/r/�L li� C (f;1 ( /3L®% ?SV / /v.�. SCALE: DATE: APPROVED BY: °d� —1 Z DRAWN BY REVISED L DRAWING NUMBER sr -- MARIK A,. (CA MIVEIELL AVM- 11MT - 11IG14 373 N.IE,. 9191%IID STREET MIAMI SEVDIRIES, IFL.A . 331135 7J41-231S S u u 7IS 1u 1UG FL LIC # AR 0011074 Date: September 18, 2011 Miami Shores Village Building Department 10050 N.E. 2nd Avenue Miami Shores, Florida 33138 Re: Permit # CC 11 -961 Village Square renovation 9501 - 9545 N.E. 2nd Avenue Miami Shores, Florida 33138 Folio # Attn: Building Department, I, Mark A. Campbell, having performed and approved the required inspections at the job site. This letter will hereby attest that the required details and sections have been approved for the concrete beam located between the east and north building entry way. I have approved the installation the new 8" x 18" concrete beam with the block and 8" x 12" tie beam with #6 @ 24" o.c. See the attached sketch and high lighted notes. Should you have any questions or need any additional information please do not hesitate to contact me. Mark A. Campbell, Architect State of Florida: #0011074 9501 Rear closure beam letter 9 -18 -11 8" X 12" CONC.BEAM WITH (4) #5 CONTINOUS AND #3 STIRRUPS © 12" O.C. 8" X 18" CONC.BEAM WITH (2) #5 CONTINOUS AND #3 STIRRUPS ® 12" O.C. 111 It-a° 9 ®® T83 0 ® 00 1.1!!! {1) 1 1! !I! !!i!1� • 1i!i!i!i11 !i!i1i!11!1!!s!i!i. iililjli! 11 1! t !1!I1j1 ijijjjjijljl111jjjII!!!ii i1 i !i!'1i1i!If i!1!j!1'!1!•!•.!1! ij401i!i11j!i1i11! ii! iil1!il1! 11!1!i 1 1-i r i i i 1 TI T l -i-j-r i -j 1j 7 i1 111 t-j 7 11! I!1 i! ! 1 ! 1 ! i 1 ! Ii!'''!i! II !j!jj j!j!j!ili!i!!j!j!i! lil 'jlji I! 1! ii ii 11!'!i!i' I!I!lliljiji!t!I!i! t i—t , —j— f j t'47' !'i }I"'!" r! 14! j r'! - !Z 11! 1111! !!j!I!jliljj!j!' !I! lj!it !!j!j!j!j!jl! Ijl Ijlji i!jlijjjjj Ij ljlj! 1111111.. i! Ij11 1 1!i!i!' jj Ijlif 111 !1! Ijlil I1• '1! 1ijj I r 11! 1j ' lit IjljljliiiiIi!!!!1 ii!i!i!i1il!1111i1 LEGEND =1101.101119 IN MUSD MIMI ma vr® MTV ID IL MOM Va r mrr a w mmxoaroaaw amn lair UM MIXON ®aav'amon1111ell ® MIND grams sr se WA g.A. mamma 911110 0/t. Vaal fir aaor INTADTIVISLat IN WO ®meg sew maw ace rya ® gam oxen mow mi. ®II ern Ur PROH/Pe 9S.t Fr PARTIAL SOUTH ROOF PLAN • 4GLL raw.S,.r •0 A Q MARE II aka cAnMIPIFIEILIL A�IR�CIH�ITIE�C1� - 11074 373 NvIE. 12NID STI?FIET MIAMI IFILA . 331138 715141-" ?318 u r 158 -1(MG FL LIC # AR 0011074 Date: September 18, 2011 Miami Shores Village Building Department 10050 N.E. 2nd Avenue Miami Shores, Florida 33138 Re: Permit # CC11 -961 Village Square renovation 9501 - 9545 N.E. 2nd Avenue Miami Shores, Florida 33138 Folio # 11- 3206 - 013 -3900 Attn: Building Department, I, Mark A. Campbell, having performed and approved the required inspections at the job site. This letter will hereby attest that I have approved the substitution of the submitted truss connectors and attachment method have been revised as in the attached sketch and high lighted notes. Should you have any questions or need any additional information please do not hesitate to contact me. Mark A. Campbell, Architect State of Florida: #0011074 9501 Truss connector letter 9 -18 -11 STE 8" X 16" X 1/2" PLATE WITH (4) 5/8 KWIK BOLTS TOP OF NEW PARAPET 25' -0" BRACING AT BUILDINGS 9501 -9529 BRACING AT BUILDINGS 9531 – 9545 BRACE 6 "X6 "X1/4" STEEL - '� BUILDING ccA4MEN #7 14' -0" TIE COLUMN AT EACH END IN CENTER OF WALL & #6 BA AT 32" 0.C. 15' -3" TOP OF EX. PARAPET e NEW 12" CROWN MOLDING ON TOP OF NEW PARAPET WALL ATTACHED W /3" TAPCON AT 24" O.C. NEW COLOR –THRU BARREL 11LE ROOF TO BE NAILED, MUD GLUED, OR CUPPED OVER HOT MOPPED FELT ON 30## TIN TAGGED FELT ON 5/8" EXT GRADE CDX PLYWOOD ATTACHED W /10d COMMON NAILS AT 6" 0.C. AT PANEL EDGES AND 4" 0.C. AT INTERMEDIATE SUPPORT (STAPLES NOT ALLOWED) ON NEW W000 TRUSSES 24" o.c. A A HE 2 X 6' PT LEPG 1/4" X 3" TAPCONS AT 12" O.C. JUS26 HANGER AT BOTTOM OF NEW TRUSS U 1 S T OP OF N U5 NEW 8" X 2' -0" HT CONCRTE BLOCK WALL ATTACHED W /#6 BARS ® 48" O.C. IN FILLED CELLS DOWN TO EXIST. 11E BEAM '\ �\ NEW 4 "W X 2' L WOOD CORBEL AT UNDERSIDE OF SLOPED TILE ROOF 24" O.C. (SEE DETAIL) `�— NEW 5/8" STUCCO FINISH ON EXISTING ROOF \ I NEW 2" HALF ROUND >\ \\ \ KEYSTONE LOOK MOLDING 1 /% � ATTACHED W /3" TAPCON AT 24" O.C. BEAM , 13' -0" TOP OF BEAM °II 1 �r TYPICAL WALL WITH STEEL BRACE S -5 SCALE: 1 /2 " =1 ' —O" ITf1P OF NFW RT3 RT RAFTER TIE SERIES 18 GAUGE PRODUCT CODE FASTENERS SCHEDULE RAFTER/ TRUSS PLATE RT3 (4) 8c1 (4) 8d RT7 (5) 8d (5) 8d STUD Li 160% 180 GENERAL NOTES 1) STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 33, AND A MINIMUM GALVINIZED COATING OF G90. 2) FASTENERS AARREEECUMMON WIRE NAILS UNLESS 3) ALLOWABLE LOADS HAVE BEEN INCREASED BY A SHORT TERM DURATION FACTOR Of 601. FOR WIND WIND LOAD CONDITION. NO FURTHER 4) tIOWA LAO E BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CEPISTRUCTION 2001 EDITION FOR SDUTHERN YELLOW PINE BETTER). ACCORDANCE VITH A TM D1761. PERFORMED IN 5) FASTENERS LL BE EQUALLY DIVIDED NUM RAFTER STUD. 6) NAIL PENETRATION IS ASSUMED TO BE 11!2" INTO WOOD. BETVEEN RAFTER & STUD. ALLOWABLE LOADS DF-L / SYP UPLIFT 8d. x 1 -1/2 L2 160% 140 1607 365 175 125 505 1607 365 505 NOTES 1) L1 ARE LOADS APPLIED PARALLEL TO BEARING WALL 2) L2 ARE LOADS APPLIED PERPENDICULAR TO BEARING WALL. 3) ALLOWABLE LOADS FOR UPLIFT, LI & L2 ARE NOT. TO BE COMBINED. PRODUCT RENEWED as saispiplie wlt0deaNNW gaidias Cade Acceptance No Expiration UNITED STEEL PRODUCTS COMPANY 14305 Souttuxoss Drive, Suit 200. Burnsville, MN 55306 - PH (9521898 -8851 NAME; RT3 & RT7 (RAFTER 11E) DATE; 02 -10-07 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA LICENSE. NO. 55409 SHEET' 1 OF 3 DRAWING NO: 02 -07 MDADE PRODUCT CODE GAUGE DIMENSION H D A FASTENERS HEADER JOIST ALLOWABLE LOADS DOWN UPLIFT (1607.) HJC26 12 5 7/8 3 5%8 3 1/4-1 3/4(16) 16d (12) 10d 20 HJC28 12 5 7/8 6 3/4 3 1/41 3/4 1. PUBLISHED LOAD IS FOR TOTAL OF HIP AT 45 DEGREES AND JACK AT 90 DEGREES COMBINED. 2. MINIKIM 3. ALLOWABLE OAD LISTED IS AT 100X DURATION 1OF LOAD. GENERAL NOTES' L STEEI. SHALL CONFORM TO ASTM A6 S1�T%RAL GRADE 33, UAdN AND A UN1I UM GALVANIZED COATING 0-90, FASTENERS ARE MOWN NPGLS INLESS OTHERWISE NOTES 3. ALLOWABLE UPLIFT LOADS HAVE BEEN B, A SIERT TERN BURAT DN FACTOR IF E MR WIND LOAD =BUM TERM 4. DURATION ARE NO lieREADED BY. SHORT S. ALLOWABLE LOADS ARE BPASD ON THE NATUDOL DESIGN SPECIFICATEDIS FOR WINDS COtISTRUCTION 2801 EDITION IN ACCORDANCE WITH ASTN 6, LIMBER SPECIES IS SOUTHERN PINE. 8.10 TYPICAL HJC INSTALLATION PRODUCT CODE GAUGE DIMENSION W H D JUS24 18 1 9/16 3 1/8 1 3/4 JUS26 18 9/ 6 4 13/16 1 3/4 JUS28 18 1 9/16 6 11/16 1 3/4 1 JUS210 18 1 9/16 7 13/16 1. Specified JoIst nails shall be stalled at 30 to 45 degrees horizontally such that they penetrate through the end of the olst and Into the header. 2. Minimum header thickness shall be 1 3/4 Inches for 10d naffs. 3, Allowable DOWN toad listed is at 10OX Duration of ess than the required 700 pounds. 4. Uplift Load listed as N/A had uplift capacity A 1 1 FASTENERS HEADER JOIST ALLOWABLE LOADS DOWN UPLIFT (160`7.) (4) 1Od (2) 10d (6) 1001 (4) 10d 1240 1490 (4) 10d —N/A - (8) 10d 1160 1115 TYPICAL JUS D STAU.ATION JUS PRODUCTRENringi as comtVeg Xh#I ftiditg Cc:* I.cs: trox o2 i t% Es r r +a r Q �[: 7iCi ►fir "r' 20 11 UNITED STEEL PRODUCTS COMPANY 703 R]GERS DRIVE, 10147 ERY, Nit 519 PHONE (507) 364 -7333. NAME' FACE MOUNT JOIST HANGER DATE1 02/07/07 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55409 SHEET" 1 0F 2 DRAWING # t MD0207 MDADE -fru-4-14 atko---c ilk 64 44 /7 - 73 6 4.41-44e5 s, 67. 47 .. . ........ ... ••• (L( iSzto 11 Edward A. /04 (305)823-3938 CONSULTING ENG ?gel rs tilEzlivt. lc 'et 0:...j1 dam_. Edward A. LANDERS, P1E. CONSULTING ENGINEERS P.I. (305)823 -3938 ........ .............. •• • O. 7 .......... • ....... ........ 0 17 43 ... • ...... • ....... • • • ...... • ...... • ■ ....... ... .. . Edward A. ANDERS, P.E. CONSULTING ENGINEERS pj . 4 0 (3051823-3938 , 3070 (13:7)` 3840 (17.1) 4140. (18.4) 5120. (22.8)- 9200 (40.9) gyring Systems ik Bolt 11 Expansion Anchor . ibo eel Kwik Bolt I1 Allowable Loads in Concrete t:hor iameter in. (mill) 1/4 (6.4) a/8 (9.5) '/2 .`. (12.7) 3/4 (19.1) 1 (25.4) Embedment Depth in. (mm) (29) 2* (51) 2000 psi (13.8 MPa) Tension Shear Ib (kN) Ib (kN) 370 (1.2) 4.3.3 3000 psi (20.7 MPa) 4000 psi (27.6 MPa) 6000 psi (41.4 MPa) Tension Shear Tension Shear Tension lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) 430 380 430 470 (1.9) (1.7) (1.9) (2.1) 630 530 (2.8) 530 430 330 (1.9) (1.5) 33/4* (95) 1 %. (41) 21/2* (64) 4'/4* 560 (2.5) 670 (3.0) 530 (2.4). 1200 (108) 2'/4 (07) 31/2* (89) 6* (152) 2.1/4 (70) 4 ** (102) 7 ** (178) 31/4 (83) 43/4** (121) 8 ** (203) 41/2 (114) 6 (152) 9 (229) Values shown are for a shear plane acting thre ,gh the anchor bolt body. When the shear plane is acting -Q-- through the anchor bolt threads, reduce the shear values by 20 %. (5.3) 1330 (5.9). 1170 (5.2) 1870 (8.3) 2080 . (9.3) 1600 (7.1) 2400 (10.7) 3200 (14.2) 1970 (8.8) 2930 (13.0) 4000 (17.8) 3330 (14.8) 4930 (21.9) 6670 (29.7) 530 • (2.4) 990 (4.4) 1470 (6.5) 1940 (8.6) 590 (2.6) 650 (2.9) 1290 (5.7) 1390 (6.2) 1310 (5.8) 2450 - (10.9) 3070 (13.7) 3840 (17.1) 4140 (18.4) 5120 (22;8) 7070 (31.4) 9200 (40.9) Shear Through The Threads iii /%rte =�IAi 2130 (9.5) 2310 (10.3) 1870 (8.3) 2850 (12.7) 3470:. (15.4) 2320 (i0.3) 4130 (18.4) 4930 (21.9) 4050 (18.0) (2.4) 1040 (4.6) 1470 (6.5) 1970 (8.8) 2450 (10.9) 3070 (13.7) 3840 (17.1) 4140 (18.4) 5120 (22.8) 7600 (33.8) 9200 (40.9.).. 670 (3.0) 750 (3,3) (2.4) 1100 (4.9) 1370 (6.1) 1440 (6.4) 1450 (6.4) • 2400 (10.7) 2530 (11.3) 2130 (9.5) 3290 (14.6) 3730 (16.6) 2670 (11.9) 4800 (21.4) 5870 (26.1) 4670 (20.8) 7070 (31.4) 8670 (38.6) ** .Values shown are for a shear plane acting through the anchor bolt body. When the shear plane is acting: through the anchor bolt threads, reduce the shear value by 12 %. All other values shown ale for shear plancreichiMighaither .bodv or threads. 114 Peeessonaossommunseemmill 1470 (6.5) 1970 (8.8) 2450 (10.9) 3070 (13.7) 3840 (17.1) 4140 (18.4) 5120 (22.8) 8140 (36.2) 9200 (40.9) Shear Ib (kN) 430 (1.9) 670 530 (3.0) (2.4) 850 (3.8) 1550 (6.9) 1730 (7.7) 2800 (12.5) 2670 (11.9) 4190 (18.6) 3200 (14.2) 5870 (26.1) 6320 (28.1) 5070 (22.6) 8400 (37:4) 10670 (47.5) 1100 ' (4.9) 1470 (6.5) 1970 (8.8) 2450 (10.9) Shear Through The Bolt Body mip • 1-1111- rodu`t Technical Guide 10199 Anchoring Systems Kwik Bolt 11 Expansion Anchor Influence of Anchor Spacing and Edge Distance fA, fft (h„„,=.- minimum embedment) Laid Adjustment Factors (Anchor Spacing) fA Load Adjustment Factors (Edge Distance) 4, Tensile 4. Anchor Diameter Spacing in. (mm) Tensile/Shear lame 1/41 lb 5/0 ter - • 3/4 Edge Distance c in. (mm) Shear fltv ' Vs .1/2 1/4 3/4 1 1/4 Anchor Diameter 3/8 1/2 3/4 1 61/2 (165) 7 (178) 8 (203) 9 (229) 1.0 .83 6'h (165) .87 7 (178 .93 8 (203) 1.0 9 (229) 10 (254) 12 (305) 14 (356) .98 1.0 .97 1.0 .79 .85 .67 .72 .52 .97 .82 .59 1.0 .92 .67 1.0 .74 .89 1.0 fA=0.3 + 0.40 forsc>s>sm = fRN0.4 +0.40 forc,>c>cr, Influence of Anchor Spacing and Edge Distance 4, fe (km, = standard embedment) Load Adjustment Factors (Anchor Spacing) I f2v= for c > c > c„,,, Load Adjustment Factors (Edge Distance) Spacing in. (mm) Anchor Diameter Distance Edge Anchor Diameter Anchor Diameter 1/4 V8 1 /2 V8 VO in. (mm) 1/4 3k 1/2 1/4 3/4 1 1/4 318 1/2 1/4 3/4 1 MEW MBEDI 1.0 .94 .79 . MEI 1.0 .83 .91 .85 .78 .96 .89 .81 1.0 .95 .86 1.0 .91 .80 1.0 .93 .84 • 1.� .91- .73 .75 :80 .97 .85 .95 .83. 1.0 .87 .93 1.0 .90 1.0 '3 356 i6 (406) It (457) 1.0 120 fA= 0.3 +0.40 for sc, ;Gins > s'A„A 16 (406) 18 (457) ,74 .61 .54 .81 .67 .56 .89 '.73 .61 .97 .79 .67 1.0 .85 .72 .97 .82 .59 1.0 .92 .67 .89 1.0 f=0.4 troz +0.40 for cc, > C> 6= 0.333 for c> cc, > c> Hilt Product Technical Guide 10/99 ..:', ' ' • .. • ........ udicgialetne cAlw-e4Ar- • • tte Cl,41414 1-0 Pr- 114 4114k6.4 ... ED ritirlyt- .... • ..... LI Edward A. LANDERS/ RE, • CONSULTING ENGINEERS (305)823-3938 -'- Edward A. LANDERS, p. E CONSULTING ENGINEERS ^ E^M8~m~=' -- -' ........ • ":: ....... for Mr- tr • ...... • . , ...... . 1-4,444,n1 ... • • ....... . . .. ........ (p 64t #60 1' Leeoret Cotr drz,e- 314553c PE 003838 Edward A. LANDERS P E , • (305)823-3938 CONSULTING ENGINEERS 6-52 CONNECTIONS Table 6.20.6 Tensile strength of welded headed studs and bolts (see Fig. 6.5.2 (1) f'c = 5000 psi, for other strengths multiply by 'v/f',./5000 (2) For stud groups, also check Tables 6.20.8 - 6.20.12 (3) See Table 6.20.13 for bolts. PCI Design Handbook Maximum Design Tensile Strength, 4) P„ Limited by Concrete Strength (kips) Edge dist., de Stud length, ee Normal weight concrete) Sand - lightweight concrete ") Diameter, db, in. Diameter, db, in. 1/4 3/8 1/2 B/8 3/4 �/8 1/4 3/s 1/2 8/8 3/4 % 4.5 4.9 5.3 5.7 5.7 5.9 3.9 4.2 4.5 4.8 - 4.8 5.0 6.8 7.2 7.6 7.9 7.9 8.1 5.8 6.1 6.4 6.8 6.8 6.9 2 � 1 ri 4 8.3 8.7 9.1 9.5 .9.5 9.6 7.1 7.4 7.7 8.0 8.0 8.2 in. 9.8 .10.2 10.6 11.0 11.0 11.2 8.4 8.7 9.0 9.3 9.3 9.5 11.3 11.7 12.1 12.5 12.5 12.7 9.6 10.0 10.3 10.6 10.6 10.8 12.9 13.2 13.6 14.0 14.0 14.2 10.9 11.3 11.6 11.9 11.9 12.1 2.5 5.7 6.1 6.6 7.1 7.1 7.3 4.8 5.2 5.6 6.0 6.0 6.2 4.0 10.2 10.8 11.3 11.9 11.9 12.2 8.7 9.2 9.6 10.1 10.1 10.4 3 5.0 12.5 13.1 13.6 14.2 14.2 14.5 10.6 11.1 11.6 12.1 12.1 12.3 in. 6.0 14.8 15.3 15.9 16.5 16.5 16.7 12.5 13.0 13.5 14.0 14.0 14.2 7.0 17.0 17.6 18.2 18.7 18.7 19.0 14.5 15.0 15.4 15.9 15.9 16.2 8.0 19.3 19.9 20.4 21.0 21.0 21.3 16.4 16.9 17.4 17.8 17.8 18.1 LC)00000 (V cr U3 C I� OD 5.7 6.1 6.6 7.1 7.1 7.3 4.8 5.2 5.6 6.0 6.0 6.2 13.6 14.4 15.1 15.9 15.9 16.3 11.6 12.2 12.9 13.5 13.5 13.8 4 16.6 17.4 18.2 18.9 18.9 19.3 14.1 14.8 15.4 16.1 16.1 16.4 in. 19.7 20.4 21.2 21.9 21.9 22.3 16.7 17.4 18.0 18.7 18.7 19.0 22.7 23.5 24.2 25.0 25.0 25.3 19.3 19.9 20.6 21.2 21.2 21.5 25.7 26.5 27.2 28.0 28.0 28.4 21.9 22.5 23.2 23.8 23.8 24.1 . 2.5 5.7 6.1 6.6 7.1 7.1 7.3 4.8 5.2 5.6 6.0 6.0 6.2 4.0 13.6 14.4 15.1 15.9 15.9 16.3 11.6 12.2 12.9 13.5 13.5 13.8 5 5.0 20.8 21.8 22.7 23.6 23.6 24.1 17.7 18.5 19.3 20.1 20.1 20.5 in. 6.0 24.6 25.5 26.5 27.4 27.4 27.9 20.9 21.7 22.5 23.3 23.3 23.7 . 7.0 28.4 29.3 30.3 31.2 31.2 31.7 24.1 24.9 25.7 26.5 26.5 26.9 8.0 32.2 33.1 34.0 35.0 35.0 35.5 27.3 28.1 28.9 29.7 29.7 30.1 2.5 5.7 6.1 6.6 7.1 7.1 7.3 4.8 5.2 5.6 6.0 6.0 6.2 4.0 13.6 14.4 15.1 15.9 15.9 16.3 11.6 12.2 12.9 13.5 13.5 13.8 6 5.0 20.8 21.8 22.7 23.6 23.6 24.1 17.7 18.5 19.3 20.1 20.1 20.5 in. 6.0 29.5 30.6 31.8 32.9 32.9 33.5 25.1 26.0 27.0 28.0 28.0 28.5 7.0 34.0 35.2 36.3 37.5 37.5 38.0 28.9 29.9 30.9 31.8 31.8 32.3 8.0 38.6 39.7 40.9 42.0 42.0 42.6 32.8 33.8 34.7 35.7 35.7 36.2 2.5 5.7 6.1 6.6 7.1 7.1 7.3 4.8 5.2 5.6 6.0 6.0 6.2 4.0 13.6 14.4 15.1 15.9 15.9 16.3 11.6 12.2 12.9 13.5 13.5 13.8 7 5.0 20.8 21.8 22.7 23.6 23.6 24.1 17.7 18.5 19.3 20.1 20.1 20.5 in. 6.0 29.5 30.6 31.8 32.9 32.9 33.5 25.1 26.0 27.0 28.0 28.0 28.5 7.0 39.7 41.0 42.4 43.7 43.7 44.4 33.8 34.9 36.0 37.1 37.1 37.7 8.0 45.0 46.3 47.7 49.0 49.0 49.7 38.3 39.4 40.5 41.6 41.6 42.2 2.5 5.7 6.1 6.6 7.1 7.1 7.3 4.8 5.2 5.6 6.0 . 6.0 6.2 4.0 13.6 14.4 15.1 15.9 15.9 16.3 11.6 12.2 12.9 13.5 13.5 13.8 8 5.0 20.8 21.8 22.7 23.6 23.6 24.1 17.7 18.5 19.3 20.1 20.1 20.5 in. 6.0 29.5 30.6 31.8 32.9 32.9 33.5 25.1 26.0 27.0 28.0. 28.0 28.5 7.0 39.7 41.0 42.4 43.7 43.7 44.4 33.8 34.9 36.0 37.1 37.1 37.7 8.0 51.4 53.0 54.5 56.0 56.0 56.7 ' 43.7 45.0 46.3 47.6 47.6 48.2 Maximum Design Tensile Strength, P. Diameter '/4 3/e 1/2 Ws 3/4 Ye of Studs, Limited by Steel Strength (kips)(3) P. 2.7 6.0 10.6 16.6 23.9 32.5 (1) f'c = 5000 psi, for other strengths multiply by 'v/f',./5000 (2) For stud groups, also check Tables 6.20.8 - 6.20.12 (3) See Table 6.20.13 for bolts. PCI Design Handbook 1 t:' .. j TABLE3.2,1.2: Reinforced W ffl- Roparties for Load COmbinatione Not including Wind or Seismic . ! 1L•iL 1i: '11L _.'.L1 * . i�. " PP/ .1 I-. E. 1119:14.0601 .: c`Ppe � or Effec lve tepth 38125 Py . 60,000 psi (Table mange( by increasing MR) Out of- -Plane Resisting Moment and Shear for Bars Poeittoned In the Center of the Wall a y, Bar Size 8 7 6 8 7 4 6 e• 8 7 0 6 7 4 8 7 7 Bar :Spacing 8 1.19 20,072 8 0.90 19,008 8 0.68 17,730 16 0.69 18,609 8 0.47 18,221. 16 0.45 15,650 24 0.40 18,040 16 0.33 14,499 8 . 0.30 14,301 24 0.30 14,067 32 0.30 13,987 40 0.24 13.160 16 0.23 13,134'' 32 0.23 12,972 24 0.22 12,896 48 0.2O 12,466 40 - 0.16 12,103 32 0.17 11.768 24 0.16 11,506 48 0.16. 11,374 16 0,10 114374 40 0.13 10,835 58 0.17 10,684 58 013 9,749 32 0.12 9,698 84 0.15 9,349 48 0.11 9,105 64 0.11 8,530 1,360 psi 0Aft) i 6n-ibift) MR Bar Size 4 8 6 8 7 4 8 7 4 8 6 4 4 b 4 4 5 Bar Spacing (111%) mg tuna 24 72 58 ao 72 84 48 32 96 72 98 88 120 84 98 120 e 68 190 90 72 120 9e 120 0.10 0.13 0.09 0.09 0.10 0.08 0.08 0.08 0.10 0.07 0.08 0.07 0.08 008 0." "_, 0.06 0.051 0.05 0.04. 0.04 0.04 0.04. 0.03 0.03 0.03 0.02 8 ,311 8,310 7,804 7,7!13 7,582 0,829 6,508 0,232 6,070 6,687 5,578 5,088 4,851 4,662 4,549 4,339 • 4,284' 3,855 3,642 3,284 3,198 2,843 2,803 2,132 1,708 Bar Size 8 7 8 7 4 8 6 7 8 7 8 4 7 8 6 7 8 Bar Spacing n ll< 1.500 pel Fil , n, ,. „,„„ , ,., , 8 21,880 '8 ' 20,847 9,201 18,055 17,511 16,063 1.8,308 18,660. 18,381 24 18,196 32 16,118 7 40 14,181 6 16. 14,127 8 24 13 ► 6 48 123%82412) 7 40 6 32 12, 6 24 12,316 4 18 12,171 4 48 12,171 6 68 11,479 5 40 10,888 4 56 10,432 4 64 10,044 6 32 9.843 4 9148 .4 WWII 8 18 18 24 18 1. 9 0 O. 0. 0.47. 0.45 0.40 0.33 0.30 0.30 0.30 0.24 0.33 0.23 0.22 0.20 0.18 9.17 0.18 • 0.15. 0.15 0.17 0.13 0.13 0.16 0,12 ,5.11 8 4. 7 6 5 Bar Spacing a wax 72 0.13 24 0.10 72 0.10 6.8 0. 40 0. 84,0.8 E.4 32 'x =`, ,. 72 0. • 7 E 8,097 96 0. 8,085 88 0, 6,800 120 0.0 5,357 40 0. 5,104 64 0. 4,900 120 0. 4,88 96 0 4,573 72 0.0 4,386 48 0 4,278 58 0.04 3,887 120 0.04 3,658 96 0.04 3,287 64 0.04 3,209 003 2,862 003 2,814 003 2,139 0.02 1,711 It 8,928 8,348 8,114 7,840 7,786 72 120 ea 120 Pa, ° 14350psi Pre ° 1,600 pal .. ... . .. ... .... ....... .. . . . ............... • • •■ • • • • • • •• • • •• • • • • • • • .......... rk? 0, 0 .. • CONSULTING ENGINEERS WINDO5 v1 -12 Detailed Wind Load Design (Method 2) per ASCE 7 -05 Analysis by: Edward A. Landers Company Name: EDWARD A. LANDERS, P.E. Description: COMMERCIAL MALL, 9501 NE 2MD AVENUE, MIAMI SHORES, FLORIDA Structure Type Inpu l Building Basic Wind Speed (V) 146 mph Struc Category (I, II, III, or II Exposure (B, C, or D) C Struc Nat Frequency (n1) 1 Hz Slope of Roof 0.3 :12 Slope of Roof (Theta) 1.2 Deg Type of Roof Monoslope Kd (Directonality Factor) 0.85 Eave Height (Eht) 14.00 ft Ridge Height (RHt) 14.00 ft Mean Roof Height (Ht) 14.00 ft "Width Perp. To Wind Dir (B 120.00 ft Width Paral. To Wind Dir (L 300.00 ft Cal ailate Rarameters_ Type of Structure Height/Least Horizontal Dim 0.12 Flexible Structure No Importance Factor f Hurricane Prone Region (V >100 mph) Table 6 -2 Values Alpha= 9.500 zg = 900.000 At = 0.105 Bt = 1.000 Bm = 0.650 Cc = 0.200 I= 500.00 Epsilon = 0.200 Zmin = 15.00 ft - Gust Factor Category 1 t od 1.., s' ' Gust1 (For rigid structures (Nat Freq > 1 Hz) use 0.85 I 0.851 Max - List Factor Category It... - LtVatrtic Structures ompleter#1 sic ,._ 0.00 Zm Zmin Partially Enclosed Buildings 15.00 ft Izm Cc * (33/z) "0.167 0.2281 -0.18 Lzm I *(zm/33) "Epsilon 1 0.18 427.06 ft Q (1/(1 +0.63 *((B +Ht) /Lzm) "0.63)) "0.5 0.8759 Gust2 0. 925 *((1 +1.7 *Izm *3.4 *Q) /(1 +1.7 *3.4 *Izm)) 0.8597 Gu tFac# r urrtme! r� w.,.,..... .> , ',... G (Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 1 0.851 Fig 6-5 Internal Pressure Coefficients for Buildings, Gcpi Condition Gc I Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings 1 0.18 1 am Developed by Mace Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. 6/5/2011 Page No. 1 of 5 6/5/2011 WINDO5 v1 -12 Detailed Wind Load Design (Method 2) per ASCE 7 -05 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev 0 Kz Kzt qz Ib/ft^2 Pressure (Ib/ft ^2) ft Windward Wail* Leeward Wall Total Shear Moment +GCpi -GCpi +GCpi -GCpi + /-Gcpi (Kip) (Kip -ft) 15 0.85 1.00 39.37 19.69 33.86 ' -16.29 -2.12 35.98 64.76 485.71 1) 1.• ••• forces act toward the face and Negative forces act away from the face. B Figure 6.5.12.2.4 Parapets Type of Parapet Open Roof Area (sq. ft) Top Elevation of Parapet 25.00 ft Parapet - Windward Pressure 65.77 lb/ft "2 Parapet- Leeward Pressure -43.84 Ib/ft "2 Figure 6-6 - External Pressure Coefficients, CD Loads on Main Wind -Force Resisting System (Method 2) L z Theta. h L Varl t t� Fo mina 1 Roof Area (sq. ft) .yIt Kh 2.01 *(15 /zg) ^(2/Alpha) 0.85 Kht Topographic factor (Fig 6-4) 1.00 Qh .00256 *(V)A2 *I *Kh *Kht *Kd 39.37 psf Khcc Comp & Clad: Table 6-3 Case 1 0.85 Qhcc .00256 *VA2 *I *Khcc *Kht *Kd 39.37 psf r tow_ lent Surface Windward Wall (See Figure 6.5.12.2.1 for Pressures) Cp 0.8 Rif Pressure Cefficients,.CO . Roof Area (sq. ft) - Reduction Factor 1.00 rlculations nd -Norm to 120 ft F dditional Runs rna be req''d It r✓ wind ;,direct_t Leeward Walls (Wind Dir Normal to 120 ft wall) -0.28 Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. -16.29 -2.12 Page No. 2 of 5 WINDO5 v1 -12 Detailed Wind Load Design (Method 2) per ASCE 7 -05 Leeward Walls (Wind Dir Normal to 300 ft wall) Side Walls -0.50 -0.70 -23.82 -30.52 -9.65 -16.34 Roof Wind Normal to Ridge eta< t0) - for Wind; N4rtnaf to . 120 =ft f t qh (Psf) Dist from Windward Edge: 0 ft to 28 ft - Max Cp -0.18 -13.11 1.06 Dist from Windward Edge: 0 ft to 7 ft - Min Cp -0.90 -37.21 -23.03 Dist from Windward Edge: 7 ft to 14 ft - Min Cp -0.90 -37.21 -23.03 Dist from Windward Edge: 14 ft to 28 ft - Min Cp -0.50 -23.82 -9.65 Dist from Windward Edge: > 28 ft -1.30 -50.60 -36.42 Roof - Wind Parallei-to Ridge lAitThe ta) - for Wind. Normal to SOO *face -21.66 Dist from Windward Edge: 0 if to 28 ft - Max Cp -0.18 -13.11 1.06 Dist from Windward Edge: 0 ft to 7 ft - Min Cp -0.90 -37.21 -23.03 Dist from Windward Edge: 7 ft to 14 ft - Min Cp -0.90 -37.21 -23.03 Dist from Windward Edge: 14 ft to 28 ft - Min Cp -0.50 -23.82 -9.65 Dist from Windward Edge: > 28 ft -0.30 -17.13 -2.95 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 *(V)^2 *ImpFac *Kh *Kht*Kd Angle of Roof 0.85 1.00 39.37 1.2 Deg CCOtit Transverse Direction Longitudinal Direction Torsional Load Cases Wind Pressures on Main Wind Force Resisting System Surface GCpf i +GCpf -GCpf qh (Psf) Min P (Psf) Max P (Psf) 1 0.40 0.18 -0.18 39.37 8.66 22.84 2 -0.69 0.18 -0.18 39.37 -34.26 -20.08 3 -0.37 0.18 -0.18 39.37 -21.66 -7.48 4 -0.29 0.18 -0.18 39.37 -18.51 -4.33 5 -0.45 0.18 -0.18 39.37 -24.81 -10.63 Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. 6/5/2011 Page No. 3 of 5 WINDO5 v1 -12 Detai ed Wind Load Design (Method 2) per ASCE 7 -05 6 -0.45 0.18 -0.18 39.37 -24.81 -10.63 1E 0.61 0.18 -0.18 39.37 16.93 31.11 2E -1.07 0.18 -0.18 39.37 -49.22 -35.04 3E -0.53 0.18 -0.18 39.37 -27.96 -13.78 4E -0.43 0.18 -0.18 39.37 -24.02 -9.84 p = qh * (GCpf - GCpi) 2a 2' 4a 3~ 2; 1 3 "- Figure 6 -11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/ Ht <= 60 ft r 2a 2 0' 2' r 3 ,4 N- a I• W Ht Note: The image shows a Gabled roof but Fig 6-11 also applies to some monoslope cases a = 5.6 = => Double Click on any data entry line to receive a help Screen I 5.60 ft Component Width (ft) Span (ft) Area (ft" 2) Zone GCp Wind Press (Ib/ft^2) Max Min Max Min WINDOW 0.00 A 1.75 5.5 10.08 4 0.90 -0.99 42.50 -46.05 B 6 3 18.00 4 0.86 -0.95 40.93 -44.47 C 3.82 5.5 21.01 4 0.85 -0.94 40.51 -44.05 D 3.82 5.5 21.01 4 0.85 -0.94 40.51 -44.05 E 3 3 9.00 4 0.90 -0.99 42.52 -46.07 F 4 3 12.00 4 0.89 -0.98 42.03 -45.57 G 4 5.5 22.00 4 0.85 -0.94 40.38 -43.93 H 4.5 3 13.50 4 0.88 -0.97 41.71 -45.25 J 4.5 8.5 38.25 4 0.81 -0.90 38.88 -42.42 K 4.08 3 12.24 4 0.89 -0.98 41.97 -45.52 L 4.08 5.5 22.44 4 0.84 -0.93 40.33 -43.87 M 4.5 3 13.50 4 0.88 -0.97 41.71 -45.25 N 4.5 5.5 24.75 4 0.84 -0.93 40.06 -43.60 P 4 3 12.00 4 0.89 -0.98 42.03 -45.57 Q 3 5.5 16.50 4 0.87 -0.96 41.16 -44.71 R 2.67 3 8.01 4 0.90 -0.99 42.52 -46.07 S 2.67 5.5 14.69 4 0.87 -0.96 41.48 -45.02 T 3.33 3 9.99 4 0.90 -0.99 42.52 -46.07 U 3.33 5.5 18.32 4 0.86 -0.95 40.88 -44.42 Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. 6/5/2011 Page No. 4 of 5 WINDO5 v1 -12 Detailed Wind Load Design (Method 2) per ASCE 7 -05 V 3.67 3 11.01 4 0.89 -0.98 42.26 -45.81 W 3.67 5.5 20.19 4 0.85 -0.94 40.62 -44.16 X 3.5 3 10.50 4 0.90 -0.99 42.39 -45.94 Y 3.5 5.5 19.25 4 0.85 -0.94 40.74 -44.29 Z 3.67 3 11.01 4 0.89 -0.98 42.26 -45.81 AA 3.67 5.5 20.19 4 0.85 -0.94 40.62 -44.16 BB 3.25 3 9.75 4 0.90 -0.99 42.52 -46.07 CC 3.25 5.5 17.88 4 0.86 -0.95 40.95 -44.49 DD 3.75 3 11.25 4 0.89 -0.98 42.20 -45.75 EE 3.75 5.5 20.63 4 0.85 -0.94 40.56 -44.10 FF 4.25 3 12.75 4 0.88 -0.97 41.86 -45.41 GG 4.25 5.5 23.38 4 0.84 -0.93 40.22 -43.76 0.00 DOORS 0.00 4 0.90 -0.99 42.52 -46.07 1 3 7 21.00 4 0.85 -0.94 40.51 -44.05 2 3 7 21.00 4 0.85 -0.94 40.51 -44.05 3 3 7 21.00 4 0.85 -0.94 40.51 -44.05 0.00 0.00 UPLIFTS 0.00 RAFTERS 2 10 33.33 1 0.25 -0.95 16.84 -44.40 RAFTERS 2 10 33.33 2 0.25 -1.43 16.84 -63.55 RAFTERS 2 10 33.33 3 0.25 -1.91 16.84 -82.34 0.00 0.00 Note: * Enter Zone 1 through 5. or 1H through 3H for overhanas. Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. 6/5/2011 Page No. 5 of 5 WINDO5 v1 -12 Detailed Wind Load Design (Method 2) per ASCE 7- 6 -0.45 0.18 -0.18 39.37 -24.81 -10.63 1E 0.61 0.18 -0.18 39.37 16.93 31.11 2E -1.07 0.18 -0.18 39.37 -49.22 -35.04 3E -0.53 0.18 -0.18 39.37 -27.96 -13.78 4E -0.43 0.18 -0.18 39.37 -24.02 -9.84 p = qn - rcpt - GCp Figure 6 -11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/ Ht <= 60 ft 2a 2' 4a 3 21 1 3''- 2' 2 f3 -I a 2a Theta 14 w Ht Note: The image shows a Gabled roof, but Fig 6 -11 also applies to some monoslope cases a= 5.6 = => ( 5.60 ft I Double Click on any data entry line to receive a help Screen Component width (ft) span (ft) Area (ft^2) Zone GCp Wind Press (1b/ft^2) Max Min Max Min INDOW 0.00 A 1.75 5.5 10.08 5 0.90 -1.26 42.50 -56.65 B 6 3 18.00 5 0.86 -1.18 40.93 -53.50 C 3.82 5.5 21.01 5 0.85 -1.16 40.51 -52.66 D 3.82 5.5 21.01 5 0.85 -1.16 40.51 -52.66 E 3 3 9.00 5 0.90 -1.26 42.52 -56.70 F 4 3 12.00 5 0.89 -1.23 42.03 -55.71 G 4 5.5 22.00 5 0.85 -1.15 40.38 -52.41 H 4.5 3 13.50 5 0.88 -1.22 41.71 -55.07 J 4.5 8.5 38.25 5 0.81 -1.07 38.88 -49.41 K 4.08 3 12.24 5 0.89 -1.23 41.97 -55.60 L 4.08 5.5 22.44 5 0.84 -1.15 40.33 -52.31 M 4.5 3 13.50 5 0.88 -1.22 41.71 -55.07 N 4.5 5.5 24.75 5 0.84 -1.13 40.06 -51.77 P 4 3 12.00 5 0.89 -1.23 42.03 -55.71 Q 3 5.5 16.50 5 0.87 -1.19 41.16 -53.98 R 2.67 3 8.01 5 0.90 -1.26 42.52 -56.70 S 2.67 5.5 14.69 5 0.87 -1.21 41.48 -54.61 T 3.33 3 9.99 5 0.90 -1.26 42.52 -56.70 U 3.33 5.5 18.32 5 0.86 -1.18 40.88 -53.41 Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. 6/5/2011 Page No. 4 of 5 WINDO5 v1 -12 Detailed Wind Load Design (Method 2) per ASCE 7 -05 V 3.67 3 11.01 5 0.89 -1.25 42.26 -56.18 W 3.67 5.5 20.19 5 0.85 -1.16 40.62 -52.88 X 3.5 3 10.50 5 0.90 -1.25 42.39 -56.43 3.5 5.5 19.25 5 0.85 -1.17 40.74 -53.14 Z 3.67 3 11.01 5 0.89 -1.25 42.26 -56.18 AA 3.67 5.5 20.19 5 0.85 -1.16 40.62 -52.88 BB 3.25 3 9.75 5 0.90 -1.26 42.52 -56.70 CC 3.25 5.5 17.88 5 0.86 -1.18 40.95 -53.54 DD 3.75 3 11.25 5 0.89 -1.24 42.20 -56.06 EE 3.75 5.5 20.63 5 0.85 -1.16 40.56 -52.76 FF 4.25 3 12.75 5 0.88 =1.23 41.86 -55.38 GG 4.25 5.5 23.38 5 0.84 -1.14 40.22 -52.08 0.00 DOORS 0.00 1 3 7 21.00 5 0.85 -1.16 40.51 -52.67 2 3 7 21.00 5 0.85 -1.16 40.51 -52.67 3 3 7 21.00 5 0.85 -1.16 40.51 -52.67 0.00 0.00 UPLIFTS 0.00 RAFTERS 2 10 33.33 1 0.25 -0.95 16.84 -44.40 RAFTERS 2 10 33.33 2 0.25 -1.43 16.84 -63.55 RAFTERS 2 10 33.33 3 0.25 -1.91 16.84 -82.34 0.00 0.00 Note: * Enter Zone 1 through 5, or 1H through 3H for overhangs. Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. 6/5/2011 Page No. 5 of 5 DESIGN NOTES : 2007 FLORIDA BUILDING CODE, ASCE 7 -05 WIND SPEED = 146 MPH, EXPOSURE 'C' IMPORTANCE FACTOR = 1.0 MRH = 30 FEET FLAT ROOF DESIGN PRESSURES NOTED ON ELEVATIONS ARE MINIMUM PRESSURES REQUIRED BY CODE FOR 146 MPH WIND SPEED, EXPOSURE "C" LOCATIONS. INSTALL FRAMES PER RESPECTIVE PRODUCT APPROVALS EXCLUSIONS ARE : ALL WORK RELATED TO PREPARATION OF FINISHED OPENINGS, WOOD BUCKS, METAL STUDS, CONCRETE, STRUCTURAL STEEL, INTERIOR FINISHES, INTERIOR CAULKING (UNLESS NOTED OTHERWISE), PROTECTION AND FINAL CLEANING OF INSTALLED MATERIALS. GENERAL NOTES : 1) THIS SYSTEM HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE 2007 FLORIDA BUILDING CODE AND THE 2009 SUPPLEMENTS TO THE FBC, ALL LOCAL CODES AND AMMENDMENTS SUPERSEDING THIS CODE SHALL BE CONSIDERED BY THE CONTRACTOR IN DESIGN AND MAY REQUIRE ADDITIONAL ENGINEERING. 2) THE EXISTING HOST 5 i HUCTURE MUST BE CAPABLE OF SUPPORTING THE LOADED GLAZING SY51 LM . WOOD BUCKS AND METAL STRUCTURES (NOT BY B.T.GASS & MIRROR) MUST SUPPORT THE LOADS IMPOSED BY THE GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. WOOD BUCKS MUST BE ANCHORED PROPERLY TO ADEQUATE SUBSTRATES TO TRANSFER LOADS TO THE STRUCTURE. B.T.GLASS & MIRROR WILL NOT BE HELD RESPONSIBLE FOR LATENT CONDITIONS OF EXISTING SUBSTRATES. ANY DE.1 E.RIORATION AND /OR DAMAGE TO SUBSTRATES MUST BE BROUGHT TO SATISFACTORY CONDITIONS BY OTHERS. NO WARRANTY, EITHER EXPRESSED OR IMPLIED, IS CONTAINED HEREIN. 3) DIMENSIONS ARE SHOWN TO ILLUSTRATE DESIGN FORCES AND OTHER DESIGN CRITERIA. THEY MAY VARY SLIGHTLY. CONTRACTOR IS TO VERIFY ALL FIELD DIMENSIONS PRIOR TO INSTALLATION. 4) THE STOREFRONT SYSTEM IS TO BE AS NOTED HEREIN. ALL REFERENCES TO EXTRUSIONS AND INSTALLATION SHALL CONFORM TO MFR. SPECS. AS SUMMARIZED HEREIN. 5) EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO CERTIFICATION OR AFFIRMATIONS ARE INTENDED. re- /-99( 7:?1lr RUSSELL K BROWN 5200 N. FLAGLER DRIVE WEST PALM BEACH, FL FL ARCHITECT #0017192 SYST M NOTES, 1) DOOR SYSTEM: DELTA DOORS MANUFACTURING CO. SERIES "DH -350" MEDIUM STILE INSWING IMPACT DOOR IN DELTA SERIES "DHS -500" FRAME PER MIAMI -DADE PRODUCT APPROVAL #08 -0618.06 DELTA DOORS MANUFACTURING CO. SERIES "DH 350" MEDIUM STILE OUT-SWING IMPACT DOOR IN DELTA SERIES "DHS -500" FRAME PER MIAMI -DADE PRODUCT APPROVAL #10 -0121.10 2) FRAME SYSTEM: DELTA DOORS MANUFACTURING CO. SERIES "DHS - 500" ALUMINUM WINDOW WALL FRAME PER MIAMI -DADE PRODUCT APPROVAL #10-0308.02 3) FINISH: DARK BRONZE ANODIZED ALUMINUM 4) GLASS: 9/16" LAMINATED IMPACT GLASS CONSISTING OF: 1/4" CLEAR H.S./ .090 PVB INTERLAYER/ 1/4" CLEAR H.S. NOTE: THE ABOVE F RODUCTS AND SYSTEMS ARE RATED FOR LARGE MISSILE IMPACT AND WILL NOT_' REQUIRE AN IMPACT PROTECTION SYSTEM. REVISIONS - NUMBER DATE SCALE: — DF Al IN1 BY: CHECKED BY: ISSUE DATE: 5 -.25 -1 1 ©p-- 2.): -PAIL PART _ Ui s - RUSSELL K BROWN 5200 N. FLAGLER DRIVE WEST PALM BEACH, FL FL ARCHITECT #0017192 MENIMemaxelgor < 0 2 T144 z 0 1=1 tr) 01 REVISIONS - NUMBER DATE SCALE: -DRA.WN BY: CHECKED BY: ISSUE DATE: n SHEET 0 CPF- j • r RUSSELL K BROWN 5200 N. FLAGLER DRIVE WEST PALM BEACH, FL FL ARCHITECT #0017192 • • - RUSSELL K BROWN 5200 N. FLAGLER DRIVE WEST PALM BEACH, FL FL ARCH ITECT.4#0017192 T -' RUSSELL K BROWN 5200 N. FLAGLER DRIVE WEST PALM BEACH, FL FL ARCHITECT #0017192 i 4 127 z tri REVISIONS NUMBER DATE DRAWN BY: CHECKED BY ISSUE DATE: :3 - Z6-1 SHEET CP 8 • 21.110.00 Wall NI z /■■ • RUSSELL K. BROWN 5200 N. FLAGLER DRIVE WEST PALM BEACH, FL FL ARCHITECT #0017192 REVISIONS NUMBER DATE SCALE: DRAWN BY CHECKED BY: ISSUE DATE: SHEET \ • =.9 A FA Kw- taw :9 = 0 TTTTVr1 4L. 11 •a 1_4V19 "- LtT tan (A-7 9--orcz-mc,•- _ -Jr2_17E• Its16-1 • e 912" .r.z.mp-cArzr, PIP RUSSELL K BROWN 5200 . N. FLAGLER DRIVE WEST PALM BEACH, FL FL ARCHITECT #0017192 iP:/) REVISIONS - NUMBER DATE SCALE DRAWN BY: =- CHECKED SY: LSSUE DATE: DYE R 0 0 7 0 i 11 } EQ I T2 IOWA PIPJEIIIIIK0131 2_ Q - —T21a '3S" J J i fi RUSSELL K BROWN 5200 N. FLAGLER DRIVE WEST PALM BEACH, FL FL ARCHITECT #0017192 z rgcfl N � � N 01 U�ils�Na o I I i en P:1 0 ca 44 PQ REVISIONS Iwo DATE SCALE: /Q-" -V� DRAW! BY: CHECKED BY ISSUEDATE $ -25-11 �(7 � E'+ ,�� f-1 r PC/ Lf1 i BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Delta Doors Manufacturing Co. 7500 NW 69th Ave Miami, FL 33166 SCOPE: x, 2 5 i v-J u1 )eJ y �A leg cc n "o, � '; r-F; 4 4, 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 www.miamidade.gov/Buildinecode PMT STU21F (W f-DT �rAH1p&, 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 byMiami-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 of the Florida Building Code. DESCRIPTION: Series "DIIS -500" Aluminum Storefront System -LMI APPROVAL DOCUMENT: Drawing NO. W02 -27, titled "Series -DH -500 Alum Window wall Storefront Sys - ", sheets 1 through 11 of 11, prepared by Al Farooq Corporation, dated 03-29-02 and last revised on August 12, 2008, signed and sealed by Dr. Humayoun Farooq, 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: Large Missile Impact Resistant Limitation: 1. Average width (W) is inclusive of door mullion (1 -3/8 ") and to be measured centre line of the mullion. 2. Lower capacity of mullion or Door mullion or Doors may control. . 3. Onlv Delta Doors single & double doors (under separate NOA) may be installed with this system. - --LABELING:-Each-unit slhall-bear -a permanent -label -with the- manufacturer's- name-or-lego; 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 andFremoval 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 dished, 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 # 09- 0218.05 consists of this page 1 and a .Zdence sheet E-1 as well as approval document mentioned above. The submitted documentation was reviewed by Ishaq I. NOA No 10-0308.02 Expiration Date: May 20, 2014 Approval Date: August 18, 2010 Page 1 Delta. Doors Mannfacturina Co. • NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (transferred from file # 09 -0218.05) 2. Drawing NO. W02 -27, titled "Series -DHS -500 Alum Window wall Storefront Sys - ", °sheets 1 through 11 of 11, prepared by Al Farooq Corporation, dated 03 -29-02 and last revised on Jun 18, 2010, signed and sealed by Javad Ahmad, P. E. B. TESTS (transferred from file # 09- 0218.05) 1. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Water Infiltration Resistant Test per FBC, TAS 202 -94 3) Uniform Static Air Pressure Test, Loading 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 aluminum single hung fixed window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -5662, dtd 06/29/08, signed & sealed by Carlos Rionda, P.E. 2. Additional test reports: 2.1 Test Reports No. F1'L -6075, dtd 10/19/2009, per TAS 202, 201 /203 -4, signed & sealed by Julio E. Gonzales, P.E. 2.2 Test Reports No. FrL -4042, dtd 01/26/04 & FI'L -4115, dtd 03/03/2004, per TAS 202, 201/203 -4, signed & sealed by Edmundo Largaespada, P.E. 2.2 Reference test Reports No(s) FTL -4254, FTL -4306 and FfL -4320 per TAS 202 -94, 201 /203 -94, issued by Fenestration testing Laboratories Inc. C. CALCULATIONS 1. Anchor verification & comparative and structural analysis per FBC 2007, prepared by AL- Farooq Corporation, dated 12/16 /09 and last revised on June 18, .2010, signed and sealed by Javad Ahmad, P.E. 2. Glazing complies w/ ASTME - 1300 -02 & -04 ll------QUNLITY ASSURANCE 1. Miami Dade /Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 07- 1116.04 issued to E.I. DuPont DeNemours for "SentryGlasPlus ", expiring on 01/14/2012. 2. Notice of Acceptance No. 08- 0520.08 issued to "Solutia Inc." for "Vanceva (T.M.), composite interlayer, expiring on 04/17/13. STATEMENTS 1. Statement letter of compliance to FBC 2007 and "No financial interest ", dated 06 /15/10 signed and sealed by Javad Ahmad, P.E. 2. Statement letter of Lab compliance, as a part of above referenced test reports G. OTHER 1. This NOA revises NOA # 09- 0218.05, expiring on 05/20/14. �2� evious re ated -NOA(s are 08- 0618.07 (07- 0718.07) 3. Test proposals # 02 -0472 & # 06 -0182 and dated 06 /11/09, approved by BCCO. E -1 VskA 1• CLaN -ka. Iaq L Chanda, P. E. Product Control Examiner NOA No 10 -0308.02 Expiration Date: May 20, 2014 Approval Date: August 18, 2010 M 5 D.L. OPG. SEE SHEET 2 D.L OPC. SEE SHEET 2 D.L. OPO. SEE SHEET 2 E 4' MAX. TYP. HEAD /SILL CORNETS 1 7. HEARD SILL DES-500 ALUMINUM WINDOW AL1 STOREFRONT SYSTEM MAX. MULLION 3PAC THIS SYSTEM MAY BE USED IN CONJUNCTION ,MIAMIFDADE COUNTY APPR'D LARGE MISSILE BAPACT RESIST DOORS. LOWER DESIGN PRESSURE FROM STOREFRONT R DOOR APPROVAL WILL APPLY TO ENTIRE SYSTEM. CODE REQUIREMENTS FOR SAFEGUARDS MUST EJE OBSERVED. D T0: COMPLY WITH THE 200/ EDITION INCLUDING THIS PRODUCT HAS BEEN DESIGNED AND ._.. REQUIREMENTS OF THE FLORIDA BUILDING CODE HIGH VELOCITY HURRICANE ZONE (41112). WOOD BUCKS BY OTHERS, MUST BE ANCHO LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS _.. EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND ANCHORING OR LOADING CONDITIONS NOT S ARE NOT PART OF THIS APPROVAL. A 1,0A0 DURATION INCREASE IS USED N DESIGN OF MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/MET CONTACT WITH OTHER :DISSIMILAR MATERIALS OF 2007 FLORIDA BLDG. CODE SECTION 2003.8.4 SEE SHEET 3 PROPERLY TO TRANSFER TN DETAILS. ANCHORS AU.' SSING OR STUCCO. E OWN ^ IN THESE DETAILS Rs IMO w000 ONLY. SCREWS, THAT CONE INTO MEET. THE REQUIREMENTS / / / / 1 1 1 / I 11� II 1 I I � 1.1 SEE TIEL'A D00 .I IMPACT DOOR 11 FOR DOOR RAON II k DETAA9. N IL l ■ ANCHORS TYPE ` -2, 3 OR 4 AT SEE SHEET 4 TYPICAL: ELEVATIONS A. 8 OR C 'ACH SIDE OF MULL THISi SYSTEM IS RATED' FOR LARGE & SMALL MISSILE IMPACT. SHUTTERS AliE NOT REQUIRED. JNSTRUCT1ONS: USE 1CHARTS AS FOLLOWS $TEp 1 DESIGN WIND L REQUIREMENT ZONE BASED VELOCITY, BLDG. WA0) USING APPLICABLE ASCE 7 ANDARO. STEP 2 SEE CHARTS ON SHEET 2 FOR DESIGN LOAD CAPAb�OY OF DESIRED GIAS SIZE. STEP $ CHECK MULLION CAPACITY A GIVEN SPACING NO HEIGHT USING CHARTS ON ELT 3 FOR STOREFRONT MULLION AND SHEETS 5 & FOR DOOR MULLXN4. THE fCAPACITY SHOULD EXCEED THE DESIGN LOAD. STEP 4 USING CHMIS ON SHEET 4 STOREFRONT MULLION AND CHARTS ON SHEETS 5 8 FOR DOOR MULLION sum ANCHOR OPTION WITH DESIGN RATING THAN DESIGN LOAD 11 STEP 1 ABOVE, STEPS THE ,OWEST VAWE RESULTIN FROM STEPS 2. 3 AND 4 MALL APPLY TO ENTIRE ln,rtM. ANCHORS A, 8 OR C AT DOOR MULL SEE SHEETS 5 & 8 FOR QUANTITIES D.L. OPG. 1 SEE SHEET 2 1 1 1 1 4" MAX. TYP. HEAD /SILL CORNERS I MAx j AT HEAD /SILL D.LO. HEIGHT FRAME HEIGHT — 5.5° (WINDOW WALL SYS. W/0 HORIZONTALS) D.LO. WIDTH FRAME WIDTH — 5.5° (SINGLE PANEL) MULLION CL TO CL SPACING — 3.75° (MULTIPLE PANELS) UCI' IAN ni �41H191a w86 +!o llfmbtc de76eeeNo 10- 498.b2. Dba/u Iktde Ohisloa 0801 LAMINATED GLASS -7 LAM. INSUL. GLASS LARGE MISSILE IMPACT Engn JAYAD AMID 0041 CAN. ANN. 3538 JUN 1 8 2010 I ( droving no. X02 -27 eheet 1 oT i t GLASS LOAD CAPACITY - PIN 1 GLASS LOAD CAPACITY -1 MP NOMINAL DIMS. 0.LO, WIDTH 0.LO. HEW 28' 32' 35• 40' 44. str 52' as' 80' MASS TYPES TYPE & 'B' EXT.( +) 114 11.(-) Exf.( +1 INT.(r) NOMINAL DIMS. :D,LO. WIDTH 0.1.0. HECHT MASS TYPES '4' & EAT.( +) OR.( -) GLASS TYPE EXT.( +) IM(-) 00` 100.0 130.0 120.0 13.0 100.0 , 130,0 120,0 130.0 100.0 130.0 120.0 130.0 100,0 130.0 120.0 130.0 100.0 100.0 100.0 10.0 100.0 130.0 120,0 130.0 130.0 12D.0 130.0 130.0 120.0 1304 130.0 1204 130.6 28' 32' 38' 40' 48. 1 52' 98' 100;0 loon 100:0 130.0 130.0 130.0 120.0 120.0 120.0 130.0 130.0 130.0 100.0 130.0 100.0 130.0 100.0 130.0 100.0 127.8 120.0 130.0 120.0 130.0 120.0 130.0 120 .0 130.0 130.0 120.0 1390: 28' 32' 38' 40' 44' 48' 52' 58' 50'. 25' 32' 38' 40' 44` 48' 52' 58' 80' 88' 100.0 130.0 120.0 1390 100.0 130.0 120.0 130.0 100.0 100.0 130.0 120.0 120.0 130.0 120.0 134.0 1304 28' 3' 38' 40' 44' , 48' 102' 1004 100.0 130.0 120.0 130.0 130.0 120.0 130.0 100.0 100.0 100.0 130.0 100.0 129A 130.0 120.0 130.0 130.0 120.0 130.0 1 120.0 130.0 1 120.0 130.0 100.0 100.0 100.0 100.0 130.0 120.0 130.0 120.0 130,0 100,0 130.0 120.0 130.0 130.0 120.0 1304; 130.0 120.0 130.0," 130.0 120.0 1 130.0 130.0 120.0 1 130A 28' 32' 38' 00. { 44' 108' 100.0 120.0 100.0 1004 100.0 130.0 100.0 130.0 1 120.0 120.0 120,0 120.0 130.0 1304 130.0 130.0 100.0 130.0 1120.0 130.0 72' 100.0 100,0 100.0 130.0 120.0 130._: 100A 130.0 120.0 1390. 114' 100.0 130.0 1 120.0 130.0 100.0 130.0 11204 130.0 100.0 100.0 130.0 130.0 1120.0 130.0 1120.0 130.0 100.0 130.0 120.0 130.0 100.0 130.0 120.0 1 130.0 100.0 130.0 120.0 130.0 100.0 100.0 130.0 120.0 130.0, ISDA 120.0 113,0 28' 32' 30' 10" 44' 48' 52' 58' 50• 28' 32' 38' 40' 44' 4r 52' 55' 80' 78' 100.0 100.0 100.0 100.0 130.0 120.0 1130.0 130.0 120.0 1130.0 130.0 120.0 130.0 130.0 120.0 1130.0 100.0 100.0 100.0 1000 100.0 100.0 1200 1130.0 100.0 120.0 1130 .0' 130.0 120.0 1130.0 130.0 120. 1135.0 130.0 120.0 1100.0 84' 100.0 100.0 . 100.0 100.0 100.0 100,0 100.0 130.0 120.0 11304 130.0 120.0 1130.0 130.0 120.0 30.0 130.0 120.0 30.0 130.0 120.0 30.0 130.0 120.0 130.0 130.0 120.0 130.0. 100.0 , 130.0 120.0 130.0, 100,0 130.0 120.0 130.0 28' 32' 35' 40' 44' 48' 52' 58' 90' 100.0 100.0 100.0 100.0 100.0 130.0 120.0 so o 70.0 130.0 120.0 30.0. 130.0 120.0 30 .0 130.0 120.0 130.0 130.0 120.0 100.0 100.0 1090 130.0 120.0 t 0 130.0 120.0 t . 130.0 120.0 111070. 44-1/4' 114-1/2' 100.0 130.0 1120.0 130.0 0.1.0. WIDTH 1/4' HEAT STREW) GLASS 1/4' HEAT STREN'O GLASS YEA PLUS BY 'DUPONT STOW/AMASS COMPOSITE BY OLDCASTLE' .075' INTERLAYER NOTE: GLASS CAPACITIES ION THIS SHEET ARE BASED ON.ASfM E1300 -041 (3 SEC. GUSTS). 1/4' HEAT STRUM GLASS CLASS TYPE GLAZING OPTIONS rilesucr mow 4 Aczwizm NO 10'•O SOS.° T-- expindm D aAt a 4/40 tgiu,t9 L. � - •L1LrtYw �1 1/4' HEAT STREN'D GLASS .000' INTERLAYER SENTRYGLAS PLUS BY 'OIPONT' 1/4' HEAT STROVE' GLASS 1/2' MR SPACE 1/4' TEMP. GLASS GLASS TYPE Ow, JAYAD y AHNww GP0 1582 JUN 18 2010 C2A- 51 OWE, C< m + l• drawing no. 0002 -27, jheut ?of 11 ) ' C 1-"U ' O i o' ) MULLION WAD CAPACITY - F§F MULLIONS WITHOUT 1NTERMED TE WQRIZONTAL3 MCLWOF !LOAD CAPALTEY - PST' F MUI.WONS 1111115 INTERMEDIATE HORIZONTALS 1 �.. . NOMINAL DIMS. MULLION M1' MULLION 'M2' MULLION 'M9' ; ', MULLION , 'M4' MULLION M9' EXT. (4) - TNT. ( -) �'. NOMLNAL DIMS. MULLION 'M0' MULLION 'M2' MULLION 113' MULLION 'M4' MULLION 1(8' - L a Z '( s 0 a �' 8. ' n Aar lid 4 pp a qy f. EG i 011101) WIDTH (W). 711.0E ROW EXT. ( +) INT. ( -) EXT. (+) INT. ( -) EXT. (4 INT. ( -) EXT. ( +) ' INT. ( -) TOOTS (T FRAYS low EXT. ( +) 04T. ( -) EXT. ( +) INT. ( -) EXT. ( +) 00. ( -) EXT. ( +) INT. ( -) EXi ( +) INT. ( -) 32' sr 40" 44' 48' 92' 8B' 80' 72 _ 100.0 130.0 130.0 130.0 130.0 - 32" • 36' .90' , 44' • 48' ,92' `'98' 102" ' 40.0 130.0 130.0 130.0 13.0 100.0 100.0 130.0 130.0= 1300 130.0 40.0 130.0 130.0 1300 130.0 130.0 (30.0 130.0: 130.0 ,30.0. 130.0 40.0 130.0 130.0 130.0 100.0 (30.0 130.0 ! 130.0 40.0 40.0 40,0 124.1 130.0 (31.0 131.0 Wl 182 100.0 130.0 130.0 130.0 ..130.0 117.0 109.9 130.0 128.1 130.0 130.0 100.0 130.0 (30.0 130.0 (30.0 130.0 130.0 101 + (W) 6 2 . N2 1 DUCE REVISED d801861)686 with the Maids Coda A No .0-A � '0�Y 100.0 (300 130 .0, . 130.0 (30.0 _ 40.0 1032 1183 130.0 130.0 (00.0 (30.0 130.0 130.0 130.0 ! 32' i38' ; 40' , 44' 148' - ;92' 108' 40.0 iXLO (30.0 130.0 130.0 32' 38' 40' 44' 98' 92' 56' 80' 78' 100.0 130.0 130.0 130.0 130.0 40.0 130.0 (30.0 130.0 130.0 100.0 130.0 130.0: 130.0 130.0 40.0 121.9 13.0 13.0 130.0 100.0 130.0 130.0:- 130.0 1300 40.0 111.7 128.5 130.0 130.0 100.0 130.0 131.0 130.0 130.0 40.0 103.5 119.1 130.0 130.0 100.0 (30.0 (300' 130.0 130.0 40.0 98.7 111.3 0223 130.0 100.0 130.0 130.0 130.0 130.0 ,32' 3r 140' ! 1(4' 40.0 130.0 130.0 130.0 130.0 y3 W l 100.0 130.0 131.0 130.0 .130 0 40.0 1193 1300 130.0 130.0 (00.0 1310 1301) 1300 (30.0 40.0 (08.7 125.1 130.0 1304 32' 30' 40' 44' 48' 52" 98' 90' 100.0 131.0 131.4 � 130.0 130.0 144' 149' ', 40.0 99.8 114.7 128.0 130.0 100.0 130.0 130.01 1 130.0 130.0 400 922 1082 118.7 130.0 6i1iln04e )d7 1 SLT49 • �..a�.i, 100.0 130.0 (300'. 130.0 130.0 132' ' 38' • 120' 40.0 128.2 1300 130.0 130.0 100.0 130.0 130.0 130.0 130.0 40.0 107.8 124.1 130.0 130.0 Nlad Dade Pt .... 98.5 131.0 1300 ' 130.0 130.0 40' ';44' • 48' 40.0 97.7 112.4 123.8 130.0 91.0 130.0 130.0 130.0 130.0 40.0 89.5 103.0 113.2 126.7 995 1300 130.11 130.0 130.0 37.8 82.7 99.3 104.7 117.1 40.0 131.0 1 130.0 • . 130.0 130.0 ® 32' 36' 100.0 130.0 130.8. 130.0 130.0 100.0 130.0 130.0 130.0 130.0 40' 44'- 48" 52' 98' 80" so' 99.4 130.0 1340 130.0 130.0 88.1 130. (304' 130.0 130.0 82.1 1300 130.0 130.0 1300 77.2 130.0 (300 r 13.0 30.0 • > 400 130.0 1300 130.0 130.0 .- . ij ® • C 1' �F� C 40.0 130.0 130.0 130.0 130.0 r $1 ;�; i I 32" 36' 40• - 44• 54' - 80' 100.0 130.0 130.0 130.0 130.0 90.7 130.0 130,0 ' 130.0 130.0 fl 1� 0 O . ��( 0 O l J - O O _ 0 O ��N v= 0 �� 829 (30.0 130.0 130.0 130.0 (�.0 l� �) 1. 78.0 130.0 130 .0 . 13W 111 j I I{ 11 �J '- 1- 40.0 118.3 130.0 1 130.0 130.0 MULLION '811• MULLION '142' MLLWDN '113' MULLION 'M4' MULLION '149' , ��III„ �F-} �• IC�YDOCI $ 40.0 112.5 1295 : 130.0 130.0 32 38' 40' 44' 48' 9B' 98.9 STEEL REINFORCING LENGTHS =FRAME HEIGHTS 99.6 79.8 723 •- 67.4 • PE Env: 06410 kaull OM FLA. AA N. 39382 911 2010 drowing no. W02 -27 e1fe9(aLof11 m -�l+ '-••' �� Z t p gb ^ CC I 8 X11 a y 1 Ft m aa e tT & dr {g p a 5C[�Jj 41 V' g a 'lj' - PST 8 801lIZONTAIS NUWON j MUWDNS W1T0 .AD CAPACITY - PST INTERMEDIATE HORIZONTALS 04TERME0IATE HORIZONTALS MULLION 1M3' MULLION 111' MULLION 'NB' -. NOMINAIJ DIMS. MULLION '611' MULLION 'M2' MULLION 513' MULLION '1(4' MULLION 4I8' E1R. ( +) INL. ( -) f( � �EXT. s) ( +) INT. (-) EXT. (+) NT. ( -) -� MTh (W) - -... 4A112 HEIGHT 00). (4) 911. ( -) EXt, ( +) 1�. (-) E1O. ( +) NT. ( -) E01. ( +) Thr• ( -) _ 130.0 130.0 130.0 ' 32" 38' . 40' 44' . 48' 102' 40,0 40.0 40.0 130.0 130.0 130.0 130.0 d ,11 130.0 130.0 130.0 -. 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 40.0 118.5 130.0 130.0 130A _ 130,0 130.0 130.0 _ 40.0 108.8 129.0 130.0 130.0 130.0, 130.0 130.0 92' : 39' 40.0 100.2 93.1 115.4 107.1 1285 130.0 _ WI 130.0. 130.0 130.0 40.0 117.7 130.0 1300 . 130.0 130.0.. '32' 39' Cr 44' 48' 108' 40.0 I 130.0 130.0 130.0 130.0 W1 + w2 1"i133DUCTREVISED 5.4 tr10 188nod b Coda A 7.0..07- 1300 130.0 130.0 • 40.0 40.0 40.0 129.1 130.0 130.0 130.0 811D7H (19) 2 7 bl 130.0 130.0 130.0 1183 105.7 138.0 121.8 130.0 130.0 130.0 130.0 130.0 . 130.0 130.0 130.0 130.0 130.0. 40.0 98.9 111A 122.5 130.0 130.0 130.0 130.0 :52. 40.0 89.4 102.9 113.1 128.5 130.(1 130.0 .130.0 32' ' 38• .40' ', 44" ' 48' 114' 400 I 130.0 130.0 130.0 130.0 DEL DOORS 7500 N.W. 69TH AVE. MIAMI. FL 33166 TEL. (305) 1388-0077 Fax. (305) 054 -011 130.0. 130.0 130.0 _ 40.0 115.9 1300 1300 130.0 130.4 1300 - 1300 - 40.0 104.3 120.1 1300 130.0 130.0 1300 1360 40.0 1 94.8 109.2 119.9 130.0 1301). 130.0 , 1300 40.0 98.9 100.1 109.9 123.0 gp Ezpinrdon tSl1w 19 "' 130.0. 130.0 130.0 (32' 38' , 40' .44' '48' 120• 40.0 1295 130.0 130.0 130.0 130.0, 130.0 130.0 40.0 104.8 120.4 130.0 130.0 Dodo 11',,,00 CmtIN 130.0 130.0 1300 40.0 94.1 108.4 119.1 130.0 130.0 130.0 130.0 3&S 69.8 985 108.2 121.1 130.0- 130.0 130.0 3 I 785 90.3 89.2 111.0 300.0 1306 130.0 - CD 32' 38' 40' 100.0 110.0 130.0 130.0 130.0 100.0 130.0 130.0 130.0 130.0 923 130.0 130.0 130.0 130.0 44" 48- eB- 83.8 130.0 130.8 130.0 130.0 780 130.0 1304 130.0 32' 88' 30' 70.9 128.8 138.0; 1 130.0 130.0 ,e 0 I L & -t yy N g ��XSn( $ q 6 y 8 40.0 I I9A 130.0 130.0 1306 I© I ® 1 3 I f I 1: I e 4 I $1 I 0 400 111.0 126, 130.0 130.0 32' 38' 40" 44' 48' 32' 88' 80' - 100.0 130.0 130.0 ! 130.0 130.0 89.2 1300 130.01 i 130.0 130.0 0 © , 0 © "Jr O \i o © � _!,4 805. 130.0 130.0 i 130.0 130.0 _ _ F -J!. 11I i ti. 73.0 130.0 130.0, �. ii - _ __ IJ __ l j / �._,_i _ J -- 88.9 122.0 IX1.Q: I 1300 1300 40.0 1132 130.0: I 130.0 �. 130.0 130.0 - 40.0 103.1 121. -: 1( �i30.0 i NCWON 'Y1' ON 'M2' MULLION 'M]' MIA3ION 'M4' MILLION 'MS' .. �„11 ARM -1 Rr�!vvM1 IusinYw 40.0 .98.1 112.9 r 124.0 130.0 - 36. ®4- EL REINFORCING LENGTHS = FRAME HEIGHTS 40' N. 48' . BB' 78.9 __.• 305 1 i 44 i i ii 4i Z, t g 84.0 i I I • Er CAN. '07092 JI 18 2010 ....drawing 170.1 W02 -27,1 9heat3.loT 11 ANCHOR LOAD - arr. +) CAPACITY 8 Orr. - PST • -) I NOMINAL DIMS. ANCHORS TYPE 'A' 1 ANCHORS TYPE 'B' ANCHORS TYPE 'C' WIDTH (11) FRAME HEIGHT A2 A3 89 A4 62 B3 - C2 - P3 32' 36' 130.0 130.0 160.0 . 1.30.0 130.0. - .130.0 110.0 127.2 114.5 130.0 1 • 0 130.0 130.0 .130.0 130.0 40" 44" 45' 48' 72" 130.0 EF3 130.0 130.0 130.0 130.0 104.1 1019 130.0 117.3 130.0 130.0 130.0 L ± 130.0 EM . 130.0 130.0 130.0 130.0 58.7 95.4 130.0 123.3 130.0 130.0 130.0. 130.0 52' 88.1 81.8 78.3 90.4 130.0 130.0 130.0 58' 60' 1 30.0 114.5 1 -..0 - 1_30.0 '' 130.0 130.0 130.0 130.0 108.9 t'.�0.0 - 130.0 130.0 I300 32' 38' 40" 130.0 130.0 130.0 1 - 130.0 130.0 -130.0 - 130.0 117.4 130.0 £•.0 130.0 130.0 130.0 * 130.0 105.7 130.0 48' 130.0 130.0 130.0 44" 98.1 130.0. 130.0 130.0 130.0 130.0 130.0 45' 48' 52' 56' 60' , 78' 93.8 85.1 130.0 MEMO .130.0 1309 1122:11N 130.0 123.3 `E•• ..130.0 130.0 130.0 Kaman 130.0 130.0 81.3 75.5 113.e - 105.7 87.4 ,130.0 EMIKEINIEEM 130.0 130.0 130.0 130.0 131.0 70.5 98.6 1115.5 121.8 130.0 130.0. 32' 36' 40' 44' 45' 48' 52' 68' 60' 84" 122.7 130.0 - ' INEi®130.0 nErsiEr. 130.0 ±,130.0 130.0 130.0 130.0 130.0 130.0 MEMO® *30.0 1309 MEDI 109.0 98.1 892 124.9 122.1 1 .0 ti 1302 130.0 130.0 130.0 07.2 1 .0 -13010 130.0 130.0 81.8 114.5 1 .0 : 13010 130.0 130.0 130.0 75.5 105.7 1302 130.0 130.0 WEEIIIIIMI 130.0 130.0 70.1 98.1 12: ® 65.4 91.6 11 .8 11.1 130.0 130.0 130.0 32' 36' 40' 44' 45' 48' 52" 56' 80' 20' 114.5 130.0 130.0 130.0 130.0 130.0 130.0 130.0 tote NEENEEDI 130.0 130.0 130.0 91.6 128.2 1 •.0 one 130.0 130.0 130.0 833 1112XIIIIEM 78.3 119.9 icastmai 1 • 134 ;130.0 130.0 130.0 130.0 E 130.0 130.0 .130.0 aim 130.0 130.0 13010 70.5 E331 128 8 .1212 130.0 - 130.0 - 1302 85,4 61.1 91.9 ine . .113.1 130.0 .`130.0' , 9302 85.5 109 .:105.5 130.0 127.7 130,0 32" 36' 40' 44' 45' 48' 52" 56' 80' 96' 107.3 130.0 130 0 130.0 130.0 130.0 130.0 130.0 1301 130.0 Eamita. 130.0 85.9 1202 •' 130.0 130.0 130.0 130.0 78.1 109.3 130.0 130.0 . -130.0 � ®' ' � !�13.!0.0 EE111' - 130.0 71.6 126: ® 130.0 .130.0 130.0 86.1 92.5 11: ' 114.2 130.0 130.0 130.0 81.3 85.9 110. 108.0 130.0 .128.3 130.0 57.3 80.2 103. 99 .01 130.0 119.8 130.0 32' 38' 40' 101.0 130.0 130 130.0 130.0 130.0 . 130.0 899 MEI Iso.o NEE. 130.0 - 130.0 ® ��� 1360 . 130.0 130.0 nix 44' 102' 733 �� 1009 tElj �30.0; * ,0 124.2 ItEm 45" 48' 52' 58' 71.8 67.4 Itameami - 118.4;®" .130.0 130.0 �� 57.7 80.8 103.: 107.51 90.8 f 130. 1309 1308 130.0 1209 130.0 ANCHORS TYPER• -'EE SHEET 5 FOR DESCRIPTION A2 . (2) ANCHO B2 ((2)) ANCHO C2 2 ANCH• TYPE 'A' AT EACH SIDE OF MUWON TYPE '8' AT EACH SIDE OF MULLION TYPE 'C' AT EACH SIDE OF MULLION AT EACH SIDE OF MU A9 (3) ANC TYPE 'A' AT EACH SIDE OF MUWON B3 ((3)) ANCHO- TYPE 98' AT EACH SIDE OF MUWON 03 3 ANCHO '.- TYPE 'C' WON A4 (4) ANCHO' ` TYPE 'A' AT EACH SIDE OF MUWON ALL OTHER ANC :• -- TO BE SPACED AS PER ELEVATION. r 9 A9 EOM (8) - •V1• -V42 (WWON) PBBBUCTR esm.pt ISW59 IMl6AAC it:photos Date F.ngr. AVM 5194611 CIVIL C.AR 938 (street 4 o 11 ) ANCHOR LOAD CAPACITY - PDF EXT.( +) it INT.( -) NOMINAL DIMS. ANCHORS TYPE 'A' ANCHORS TYPE 'B' ANCHORS TYPE 'C' 116E21 (W) F*ANE I4EIGHt A2 A3 Ad D2 89 05 .03 .. 32" 36' 95.4 130.0 : 130.0 130.0 130.0 130.0 __130.0 130,0 130.0 - 130.0 130.0 130.0 84.8 118.7 130.0 130.0 40' 44' 76.3 _ 108' 69.4 _ 108,9 97.2 130.0 124.9 130.0 130.0 119.9 130.0 130.0 130.0 45' 46' 67.9 63.6 95.0 122.1 117.3 130.0 130.0 130.0 89.1 114.5 109.9 130.0 130.0 130.0 52' 58.7 82.2 105.7 101.5 130.0 1229 130.0 32' 90.4 128.6 130.0 130.0 130.0 1 30.0 130.0 38' 80.4 112.5 130.0 130.0 130.0 130.0 1309 _ 130.0 .. 130.0 40' 114' 72.3 101.2 130.0 123.0 130.0 44' 65.7 92.0 118.3 11331 130.0 130.0 130.0 45' 84.3 90.0 115.7 111.1 130.0 130.0 130.0 48' 60.3 84.4 108.5 104.2 130.0 128.1 130.0 ■ 32' 38' 40' 44' 45' 48' 65.9 _ 76.3 10' 68.7 120.2 130.0 130.0 130.0 130.0 130.0 108.9 130.0 130.0 130.0 130.0 130.0 962 123.7 118.7 130.0 130.0 130.0 62.5 87.4 112.4 107.9 130.0 130.0 130.0 61.1 85.5 109.9 1115.5 130.0 127.7 1199 130.0_ 130.0 57.3 802 103.1 99.0 130.0 ANCHORS TYPER• -'EE SHEET 5 FOR DESCRIPTION A2 . (2) ANCHO B2 ((2)) ANCHO C2 2 ANCH• TYPE 'A' AT EACH SIDE OF MUWON TYPE '8' AT EACH SIDE OF MULLION TYPE 'C' AT EACH SIDE OF MULLION AT EACH SIDE OF MU A9 (3) ANC TYPE 'A' AT EACH SIDE OF MUWON B3 ((3)) ANCHO- TYPE 98' AT EACH SIDE OF MUWON 03 3 ANCHO '.- TYPE 'C' WON A4 (4) ANCHO' ` TYPE 'A' AT EACH SIDE OF MUWON ALL OTHER ANC :• -- TO BE SPACED AS PER ELEVATION. r 9 A9 EOM (8) - •V1• -V42 (WWON) PBBBUCTR esm.pt ISW59 IMl6AAC it:photos Date F.ngr. AVM 5194611 CIVIL C.AR 938 (street 4 o 11 ) DOOR DOOR MUWON LOAD CAPACITI� -P$F #IDTN (B) INCHED FRAME HEIGHT INCHES WITHOUT REINF. UGRT REINF. MEh1U5 REINF.1 HEAVY REINF. EXT. (+) 00, ( -) EXT. (+ NT. ( -; EXT, (+ 1NT,.( -4{ EXT. (+) O,R, (-) 30 75.0_ 89.7 83.9 59.0 100.0 98.9 88.8 82.0 75.0 100.0 100.0 100.0 33 100.0 100.0 75.0 100.0 140.0 1 100.0 38 51.1 71.1 WM 100.0 100.0 ! 100.0 39 100.0 100.0 - MEM 100.0 100.0 1 100.0 42 82 76.8 75.0 100,0 100.0 4 100.0 45 20 33 - 39 #2 45. 46 - 51 - 54 57 - . - 80 - - 116 75.0 _ 100.0 100.0 : 100.0 48 67.1 100.0 78.0 100.0 top.0 f' 100.0 51 100.0 93.7 _ 100.0 _ 100.0 75.0 100.0 104.0 100.0 54 100.0 - 78.0 100.0 100.0 { 100.0 57 77.2 98.1 75.0 100,0 100,0 .' 100.0 80 50.5 89.0 74.5 95.9 100;0 100.0 30 30 33 36 39 42 _ 45 48 51.1- 54 57 120 75.0 150.0 1000.0 f 100.0 - 100.0 75.0 100.0 100,0 100.0 38 - 68.9 78.0 100.0 100:0 I 100.0 39 - 59.7 58.0 81.7 100.0 100.0 'c 100.0 42 00 52.7 75.0 100.0 100.0 i 100.0 45 - 47.1 75.0 100.0 100.0 100.0 48 77.9 75.0 100.0 190.0 100.0 81 75.0 100.0 100.0 ? 100.0 54 74.7 98.9 100.0 i 100.0 57 70.8 919 100.0 100,0 00 - 87.2 { 1911.0 l 100.0 30 75.0 100.0 100..0 ? 100.0 33 75.0 100 .0 100.0 S 100.0 38 100.0 100.0 I MO 00 38 75.0 100.0 100.0 �' 100.0 42 92 75.0 100.0 I 100.0 100.0 45 100.0 100.0 `. 100.0 48 72.9 95.3 100.0 I 1009 51 884 89.7 1005 100.0 54 84.7 84.7 100.0 . 100.0 57 - 802 100:0 100.0 80 - 78.5 100;0 100.0. 30 75.0 100.0 1004 0 100.0 33 75.0 100.0 {I 160.0 100.0 38 750 100.0 100.0 100.0 39 78.0 100.0 ! 100.0 100.0 42 08 ® 95.9 1 100.0 100.0 45 87.8 89.3 1120.. 100.0 48 63.8 83.9 100.0. 100.0 51 599 79,0 1 100.0 100.0 54 74.8 /00.0 100.0 87 - 70.7 , 100.0 8o - 87.2 91.0 Y. 100.0 - 30 75.0 100.0 100,0. ! 100.0 33 75.0 100.0 100.0:, 100.0 38 74.8 99.4 100.0 d. 100.0 _ -. - 39 88.9 81.7 100.. 100.0 42 10.1 84.0 85,2 1004 i 100.0 45 557 79.5 1 104.0: '. ' 100.0 48 58.0 : 74.5 1000 i 100.0 51 - 70.2 96.0: 1 100.0`. 54 - - 803 00.7'.! 100.0. 57 - 82,5 85.9 .100,0 8o - 59.8 ate', k 100.0' DOOR NULLIDN LOAD COMITY -PST ¢9FfH (Il) .., INCHES i FRAME HEIGHT' j INCHES WITHOUT REINF. LIGH,L REIN MEDIUM . REINF. HEAVY ItEINF. EXT. ( +) NT. (-) EXT. (4) MO. ( -) EXT. (�)' DM (111111) EXT. ( +) NT. (-) 30 33 34 '39 42 - 45 46 51 54 57 80 1 110 75.0_ 89.7 83.9 59.0 100.0 98.9 88.8 82.0 100.0 100.0 100,0 100.0 100.0 100.0 100.0 100.0 54.8 78.1 100.0 100.0 51.1 71.1 97.2 100.0 - 88.6 91.2 100.0 100.0 - 82.7 85.8 - - 59.2 58.1 81.0 100.0 76.8 97.8 - 53.3 72.9 92.7 20 33 - 39 #2 45. 46 - 51 - 54 57 - . - 80 - - 116 - 95.9 100.0 100.0 - 67.1 100.0 100.0 79•9 73.7 100.0 100.0 - 100.0 93.7 _ 100.0 _ 100.0 - 68.5 - 83.9 87.4 100.0 - 59.9 82.0 100.0 - 58.4 77.2 98.1 - 53.3 72.9 92.8 - 50.5 89.0 87.7 - 47.9 85.6 83.4 30 33 36 39 42 _ 45 48 51.1- 54 57 120 - 89.8 100.0 100.0 - 81.4 100.0 100.0 - - 74.7 100.0 100.0 100.0 - 68.9 94.3 - 84.0 87.8 100.0 - 59.7 58.0 81.7 100.0 - 78.8 97.4 - - 52.7 72.1 91.6 49.8 68.1 89.8 - 47.1 84.5 62.0 - 44.8 1 61.3 77.9 L 0HT R®N9. !STEEL REINFORCING AT 0000066 NO. MU LION HEAD WIINOUT LXXHT l -MED0 N HAW SU85TRATE, 18:1NF. RE1NF. R044F. BEMF. C D1E 6 7 9 10 CON METAL I 4 d ��•..§- DELTA DOORS OUT5N7NG DOORS SEE SEPARATE N0A W2 - Wt Wl WIDTH (W) W1 + W2 2 1Y1 " 1-112 + �4 T,'01132.02. OF ANCHORS MUWON SOL AMMO LIGHT MEDO1Mj NFAW S �'E . REOIF. REI . I RE808+. 5 5 81®SIRATE WOOD AT 0009 MUWON HEAD PATHOIIT: UGHT 1 8120I5.1 ROOF. ROOF. 1 RE9.ff. HEW HERM CONCRETE METAL 6 7 9 4 14 1 4 10 6 5 PRODUCT REVISED as cawrI Iti Da MASS C90D 03� X20215' tvolrot SUBSTRATE TOTAL NO. OF ANCHORS AT 0006 MUWON 518.8. WITHOUT .. REI14T F. MEDIUM 9011?. HEAVY CONCRETE 4 5 5 8 MEDIUM 1REINF, LENGTHS = FRAME HEIGHTS HEAVY RE01F. ANCHORS AT MTG. STILES SEE DOOR NOA DELTA DOORS OUISWING DOORS SEE SEPARATE N0A III a 11 U;,, g / / gg \ 6 / \ - -1 DELTA DOORS OUT5N7NG DOORS SEE SEPARATE N0A W2 - Wt Wl WIDTH (W) W1 + W2 2 1Y1 " 1-112 + �4 T,'01132.02. OF ANCHORS MUWON SOL AMMO LIGHT MEDO1Mj NFAW S �'E . REOIF. REI . I RE808+. 5 5 81®SIRATE WOOD AT 0009 MUWON HEAD PATHOIIT: UGHT 1 8120I5.1 ROOF. ROOF. 1 RE9.ff. HEW HERM CONCRETE METAL 6 7 9 4 14 1 4 10 6 5 PRODUCT REVISED as cawrI Iti Da MASS C90D 03� X20215' tvolrot SUBSTRATE TOTAL NO. OF ANCHORS AT 0006 MUWON 518.8. WITHOUT .. REI14T F. MEDIUM 9011?. HEAVY CONCRETE 4 5 5 8 MEDIUM 1REINF, LENGTHS = FRAME HEIGHTS HEAVY RE01F. ANCHORS AT MTG. STILES SEE DOOR NOA DELTA DOORS OUISWING DOORS SEE SEPARATE N0A III CO -....1'L 1 'J a j;i --- / \ - -1 - it WIDTH (W) = W1 + W2 2 AVOD .0`0140 CIVIL �C.AN. 3538 N1i82010 E. El 8 drawing no. W02 -27 9haet 5 of 117 DOOR MULLION LOAD CAP ACJTY - PSF NOMINAL DIMS. LIGHT RED1P. now moo waits .0774 0511 1 150TH (62) macs 9108'.9 90 60 ' 48-1/4 52 -1/4 58-1/4 64 -1/4 EDIURI`REQiR IEAVY fl :( -) uo4T. (l 100.0 1000 100,0 1005 100.0 100.0 DOOR MULLION LOAD CAPACITY - PSF NOM1NA9 0I6S. MGR REINP. 1®749 REMY. HEAVY REIN. mug 1 5w1+1 en7iN 1) wont B ) 01.. (- 747. ( -J - 97.7 1100:0- 100.0 91.5 - 40010 100.0 84 48 -1/4 52 -1/4 58-1/4 84-1/4 100.0 10010 100.0 100.0 94.7 .10010 100.0 100.0 100A 89.4 ;100:0 100.0 72 48 -1/4 52 -1/4 58-1/4 84-1/4 100.0 ' `. 100.0 95.7 '100.0 100.0 100.0 90.3 1000 100.0 85.4 ..100.0 100.0 84 46-1/4 52 -1/4 38-1/4 64 -1/4 94.3 • 11oo.p 100.0 89.1 100.0 100.0 84.4 100.0 100.0. 60.1 100.0 100.0 98 60 46-1/4 52 -1/4 58 -1/4 64 -1/4 93.3 100.0 87.5 100.0 82.4 1000 77.8 100,d 100.0 1000 100.0 84 46-1/4 52 -1/4 58 -1/4 84 -1/4 90.6 100.0 100.0 65.1 100.0 100.0 1912 100.0 100.0 75.9 100.0 100.0 72 46-1/4 52 -1/4 58 -1/4 84 -1/4 816 -.1000 80.7 100.0 783 100.0, 100.0 72.4 99,0 1000 1000 100.o 84 48-1/4 52 -1/4 58-1/4 84 -1/4 79.1 100.0; 74,8 100.01 71.1 97.2 679 92.8 100.3 100.0 100.0 108 46-1/4 52-1/4. 58-1/4 64 -1/4 89.1 65.1 81.5 58.3 94.5 69.0 .� 84.1 79.7 100.0 100.0 100.0 100.0 48-1/4 52 -1 /4 58 -1/4 84 -1/4 88.9 91.5 93.1 88.4 59.8 56.7 81.8 77.5 100.0 100.0 100.0 98.8 48 -1/4 52 -1/4 58 -1/4 84 -1/4 63.0 89.8 58.8 88.1 81.5 53.9 77.4 73.7 1000 100.0 98.4 93.7 46-1/4 52 -1/4 58-1/4 57.6 55.0 52.4 79,1 752 71.7 100.0 95.8 91.2 114 48-1/4 52 -1/4 58-1/4 84-1/4 103.4 57.0 82.8 100.0 53.9 51.1 779 739 70.0 99.1 93.8 88.9 48-1/4 52 -1/4 58-1/4 64-1/4 58.4 80.0 100.0 55.2 75.6 96.0 52.3 71.8 91.0 49.7 68.1 88.5 48-1/4 52 -1/4 58-1/4 84-1/4 84 48-1/4 52 -1/4 2.0 k9.5 7.2 54.9 50.3 75.1 71.2 67.7 84.5 55.4 90.5 85.0 82.0 79 68.8 65.5 87.4 83.3 100.0 102 60 48-1/4 52 -1/4 58-1/4 84-1/4 799 100.0 75.0 100.0 100.0 100.0 703 .98.8 1 67,0 91.8 100.0 100.0 84 48 -7/4 52 -1/4 58-1/4 84 -1/4 77.4 100.0 72.9 .89.7 689 '94.2 85.3 ;893 100.0 100.0 100.0 100,0 .72 48 -1/4 52 -1/4 58 -1/4 64-1/4 73.0 899 98.9 I 94,3 65.3 89.4 1 62.1 6910 100.0 120 48-1/4 52 -1/4 58 -1/4 84-1/4 X32 72.8 00.3 88.8 7.7 85.2 92.6 87.E 829 5.3 61.9 78.7 64 48-1/4 52 -1/4 58-1/4 84 -1/4 01.5 48,7 482 44.0 70.4 68.8 637 60.2 89.5 84.7 80.4 76.5 72 46-1/4 52 -1/4 68-1/4 66.0 83.9 62.7 79.7 43.6 59.7 75.9 841 46-1/4 W.1 60.3 78.7 1000 100.0 100.0 84 48-1/4 52-1/4 58 -1/4 64-1/4 872 919 100. 83.8 8713 100.0 60,7 610 100.0 57.9 78.2 100.0 STEEL REINFORCING .E010M OIMIE. NE417 RPJNF_ LENGTHS m FRAME HEICHIS / .09754 SITE CONCRL'tE METAL f�- TOTAL N0. OF 57401099 4000. AT DOOR MIUJON HEAD uPTO 7s PsF UP=Q 106P9g AT NO. AT NO. AT NO. AT TRANSOM FIX, UTE TRANSOM FOL UTE 3 3 OEM DOORS OUT59ONG DOORS =SEPARATE NOA N0. 4 3 2 5- 4 171 ANCHORS AT 1170. STOLES SEE 000R NOA TOTAL N0. OF ANCHORS RE00. AT 3009 MULLION S U UPTO 75 PSI' UPTO 100 PSF NO. AT NO. AT NO. AT No. AT 0008 Fit 3UTE 0004 IF«.4UTE PRODUCT KEYPAD Fg1q nmido, Baldthgende 11- AtilVellielivo SW 8h4' Vmd .. Canted'` .�v 9 Own..8000 num erAL n . P 329992 1, /744( 18 2010 gr g1 L. u 6 LL�6 draping 71o. W02 -27 (, sh ors oT 11 • ANCHORS SEE ELEV. OR VAC= �m 44 .EDGE DISTti ° ''' " 4 BY, OR 28Y WWOOOODD BUCKS L TYPICAL ANCHORS SEE ELEV. FOR SPACING TYPICAL ANCHORS TYPICAL ANCHORS SEE ELEV. FOR SPACING SEE ELEV. FOR SPACING a 4 EDGE DIST. 4 • 4 .uuuucruEV a emptying oue Or Mick &Odin Coda ArITERam N4 /8-030 $.Oz tlaphadas Dar ...,,20 14 Llsde ltbbles g�Q �a A air/ Itiqf Ian TYPE 'A'- TYPE 'B'- TYPE 'C'- WOOD BUCKS AND METAL STRUCTURES NOT BY DELTA DOORS MUST SUPPORT LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. TYPICAL ANCHORS; SEE ELEV. FOR SPACING 1/4." DIA. ULTRACON BY 'ELCO' (Fu=177 RSA. Fy•159 K9) INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 1 -3/8" MIN. PENETRATION INTO WOOD THRU 1BY BUCKS INTO CONC. OR MASONRY 1 -1/4" MIN. EMBED INTO CONC. OR MASONRY 1/4" DIAL ULTRACON BY "ELCO' DIRECTLY INTO CONC. OR MASONRY 1 -3/8" MIN. EMBED INTO CONC. OR MASONRY il4 SMS OR CCI F I U SCREWS (GRADE 2 CRS) INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy 36 KSI MIN.) ALUMINUM : 1/8" THK. MIN. (6063 -T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) 1YPCAA EDGE DISTANCE INTO CONCRETE AND MASONRY = 2 -1/2" MIN. INTO WOOD STRUCTURE = 1" MIN. INTO METAL STRUCTURE - 3/4" MIN. CONCRETE AT HEAD. SILL OR JAMBS re - 3000 P51 MTV. C-90 HOLLOW /FILLED BLOCK AT JAMBS Cm - 2000 PSI MIN. E JUN 18 2010 drowing no.1 W02 -27 j (sheet 7 s111J I/4" wet. SHIM 1 /s• MAX. SHIM 1/4" MAX. 19Y OR 29? WOOD BUCKS PP1CAL ANCHORS SEE ELEV. FOR SPACING t/4' MA%. STEEL REIN HMG OPTIONAL SEE CHART ON SHEET 3 JUN 18 2010 MIAMI -DADE COUNTY 4PROVED IMPACT; RESISTANT TRANSOM UY 'DELTA DOOR' UNDER SEPARATE APPI/AL ) IMPACT RESISTANT !TRANSOM Ln IL_a. J ELL. OPG. • MTHOUT REINFORCING SEE SHEETS S AND B STEEL REIN FOR SEE SEPARATE 'DELTA' NOA FOR DESIGN LOAD CAPACITY OF DOORS AND DOOR ANCHORS. LOWER VALUES FROM DOORS NOA OR STOREFRONT SYSTEM CAPACITY CHARTS WILL APPLY TO ENTIRE SYSTEM. REINFORCING --1 MIAMI-DADE COUNTY APPRQ,VED ! IMPACT RESISTANT. DOOR BY 'DELTA IN)OR' UNDER SEPARATE APPROVAL J I I J I T 1 I D.L OPG 4. i 431:459x1 PRODUCT RESVISED Building cott. i Exphatiott AccoPtElnat E aft 00- v D.L OPG. LEAF WIDTH T LEAF WIDTH • ClamiA a qqamino ING © RENFORCNG a ow Jam AMINO OWL FLA. PE ili0592 8 2010 DOOR NULL DOOR NULL REINF. CHANNEL. REINF. BAR 16 UCHT n HEAVY ITEM NO. POT NUMBER QUANTITY DITSCMPTION itATERIAL MANV./SSJPPUEU/8S2IARRS 1 OLD-103 , AS REOD. FRAME HEAD/SILL 6063-T5 6053-T6 - - 2 3 EI1D-104 OLD-100 AS RUM. AS REGD. FRAME HGREONTAL FRAME 44146/MUUJON 6063-T6 - .. . - 4 13111-102 AS REDD. SWING STOP (LAM. GLASS) 6063-T5 44 171.5-132 AS 1E013. GLAZING STOP (LAIL 1NSUL. GLASS) 6063-75 6063-76 - - 6 7 01LD-101 ii REGD. POCKET FILLER BCE-475 AS RMM1 SNAP IN COVElt 2-1/2 LONG - _. - s - AS RECD. 01.42540 CASKET (UOL CLASS) OA TR-3235E AS REM GLAMNG GASKET (LAM. INSUL GLASS 55014 - 9 10 - 4-2206 AS REFAI GLAVNO COMPOUND WuCoNE GOMBOS AS R001 GLAZING TAPE - NORTON 11 - AS RECO. SETTING BLOCK AT 1/4" POINTS NEOPRENE 1/8. x 3/4' x 2' LONG 11A __I 12 711170055 i 2 X 1-1/4' AS REIM SETTING BLOCK AT 1/4' POINTS NEOPRENE - 4/ CORNER ASSEMBLY SCREWS PHSMS STEEL - 13 - AS REGD. MUWON REINFORCING CHANNEL FULL LENGTH STEEI. 51161. 1-9/16 X 4-9/6 X 3/16' 1-1/8 X 4-5/8 X 1/4 13A AS REGD. MUWON REINFORCING C)4ANNEL, FULL LENGTH 14 - AS MOD. MUWON REINFORCING BAck FULL LENGTH STMEL - 16 DLD-124 2/000R DOOR MULLION 6063-76 - IS - AS REGD. DOOR MUWON RENF. CHANNEL, FULL LENGTH OUGHT) 17 - AS RM. 0005 MULLION REINF. CHANNEL, nu LENGTH (NDIUM/HEAVY) STEEL - 16 - A5 REOD. DOOR MULLION REINFORCTNG BAR, RILL LENGTH Kw) sm. - iv 6 MAGGC6 GEVIREI6 empplyius with . Awl& fagnd�ii DiddlesCads AR:OWNS Daft- 111JA°12;6' aide • WNW Er•r: 4AvaaAHMAO 51.A.011 ja0592 JUN 1 8 2010 • drawing ni W02-27 (Qt Tra • • • MIAMR COUNTY BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Delta Doors Manufacturing Co. ^ ^ `U M S T 1 L /� 7500 NW 69th Ave I°` �, JJ Miami, FL 33166 c OYSu M 1M PA Cr D 002- Uaz 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 www.miamidade.iiov/buildinscodo 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 MiainI Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dada 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 High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Series "DH -350" Outswing Aluminum Door w /wo Transom — L.M.I. APPROVAL DOCUMENT: Drawing NO. W04 -83, titled "Series -DH -350 Alum Out -Swing Entrance Door", sheets 1 through 8 of 8, prepared by Al Farooq Corporation, dated 10/05/04, with last revision C dated 12/14/09, signed and sealed by Arshad Vigar, 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: Large Missile Impact Resistant LIMITATIONS: 1. The Doors are not rated for water infiltration resistant. 2. Refer to design pressure rating based on lock stile reinforcement & lock options. 3. The frame jamb item #3 (5"x1 "x3.5") is rated to max. DP =70 psf only. 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 Sled and there has been no change irithe code negatively affecting the performance o :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 ration-date-may-be -displayed in advertising - literature: --If any- portion•of -the NOA-is displayed; then itshell be -+done INSPECTION: A copy of this entire NOA shall beprovided to the user by the is - is _ - colter omits di ors and shall be available for inspection at the job site at the request of the Building Offi This NOA renews NOA # 07- 1012.04 and consists of this page 1 and evi approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P sheet E-1 as well as NOANo,10- 0121.10 xpiration Date: February 10, 2015 pproval Date: February 17, 2010 Page Delta Doors Manufactgrina Co. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing NO. W04 -83, titled "Series -DH -350 'Alum Out -Swing Entrance Door", sheets 1 through 8 of 8, prepared by Al Farooq Corporation, dated 10 /05/ /04, with last revision C dated 12/14/09, signed and sealed by Arshad Vigil; P. E, B. TESTS "Submitted under NOA # 04-1123.01" 1. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Water Infiltration resistant Test (Not Performed) 3) Uniform Static Air Pressure Test, Loading 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 outswing entrance door, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FTL -4254, dated 06/28/04, FFL -4306, dated 08/31/04 and FTL-4254, all signed and sealed by Edmundo Largaespada, P. E. C. CALCULATIONS "Submitted under NOA # 07- 1012.04" 1. Anchor verification, comparative and structural analysis, prepared by AL- Farooq Corporation, dated 04/26/06 and last revised on June 25, 2008, signed and sealed by Dr. HumayounFarooq, P.E. D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO)... E. MATERIAL CERTIFICATIONS 1. Notrcezrf Ncn 08=0520.08, issuedi —Solu a, Inc. for "Vanceva Composites Glass Interlayer", expiring on 12/11/13. 2. Glazing complies w/ ASTME- 1300 -04 F. STATEMENTS "Submitted under NOA # 04-1123.01" 1. Statement letter of code compliance and no financial interest, dated 06- 25 -08, signed and sealed by Dr. Humayoun Farooq, P.E. 2. Statement Letter of Lab compliance, as a part of above referenced test reports. 3. Statement letter dated 03/19/07 issued by Delta Doors, clarifying legal name as "Vidco Industries DBA Delta Doors Mfg. ", signed by Melba Martinez. "Submitted under NOA # 07-1012.04" ▪ Test proposals # 02 -0472 & # 06 -0182, issued by BCCO. . Change of engineer letter, issued by Al- Farooq Corporation, dated 01 sealed Arshad Vigor, P.E. E -1 r,' /;, 0, signed and � ce �7 /i 1/ f/0 Carlos M. Utrera, P. E. Product Control Examiner NOA No.10- 0121.10 Expiration Date: February 10, 2015 Approval Date: February 17, 2010 2 1/2° MAX. 43 11/18° FRAME WIDTH 41 3/4 °,MAX LEAF YADTFI 32 5/8 "'MAX. Da. OPG. 15 1/2° MAX 7YP. / 3 1/2• MAX. 15 1/2" MAX. GYP. 011 -350 ALUM OUT- SWING NNTIIAN DOOR OF { SEE CHARTS ON SHEER 2 FOR DESIGN LOAD CAPACFY SMILE (X) AND DOUBLE NO ODORS W/0 TRANSOM. SEE CHARTS ON SHEEN 3 FOR DESIGN LOAD CAP OF. SMILE (o/X)'AND DOUBLE (0/$0) DOORS WITH t' DOOM CAN A OE P45ED WITH DHS -900 STOREFRONT 8f •Af. FOR DOORS WITH STOREFRONT SYSTEM SEE SEPARATE NOA'FOR 000R MULLION CAPACITY. • THE LOWEST VALUE RESULTI(G FROM moil CAP OR .STOREFRONT NOA WILL APPLY TO ENTIRE 88 3/4 ANCHORS A AT 2 I/2" MAX. , i SEE FD a FRAME MTG. .STILE • O.C. MAX OUANTBE -\j. RILIES 1( II 7H 41 3/4° MAX LEAF_ WIDTH 32 5/8° MAX 04 OPG. 15.1/2° MAX. TYP. • DOORS NOT APPROVED FOR INSTALLATIONS WH INFILTRATION RESISTANCE I5 REQUIRED. 3 1/2" MAX 1 •i iii%; 1 TYPICAL ELEVATION$ THIS FRMUCT HAS BEEN DESIGNED AND TESTED Ti REQUIREMENTS OF THE FLO BUILDING CODE 200 HIGH VELOCITY HURRICANE (HIM). WOOD BUCKS BY MUST BE ANCHORED LOADS TO THE ,STRUCTURE. ANCHORS ;SHALL„` BE AS LISTED; SPACED AS SHOWN EMBEDMENT TO BASE 64AIERIAL BE BEYOND WALL ANCHORING OR L.OADIN0 CONDITIONS NOT SH ARE NOT _PART OF THIS APPR I AL. A LOAD DURATION INCREASE 1S USED IN DESIGN OF CONTACT WITH OTHER' DISSIMILAR fMATERIALS SHALL COAAl5 UNTTOOIAL E OF 2007 FLORIDA CODE N 2003.8.4. 15 1/2' MAX. GYP. COMPLY WITN THE EDITION INCLUDING Y TO TRANSFER DETALS ANCHORS RESSINO OR STUCCO. IN THESE DETAILS INTO WOOD ONLY. THE RERQUREMENOTTO TS • ANCHORS AT TRANSOM ENDS RECD. AT DOUBLE DOORS ONLY -(S) FOR WOOD INSTALLATIONS (4) FOR CONC. INSTALLATIONS 88 3/4" FRAME WIDTH 82° O.L. OPO. g • a 1 1 / 11/ / / II 01 3-1/2° MAX RUMOR OF ANCHORS AT MTO. 80LE'ENDS MOCHUM 00091mN0. SUBSTRATE DESXII LOAD HEC HT WOOD CONCRETE METAL 75 PSF 989L._ 4 3 3 107 -1/2 IN. 8 4 4 100 PSP 98 N. 5 4 4' 107-1/2 IN. 8 8 B. 15 1/2" MAX. GYP. 32 1/8' MAX. DJ« GPO. 41 3/4' MAX. LEAF WIDTH THESE DOORS ARE RATED FOR LARGE & SMALL MISS LE IMPACT. SHUTTERS ARE NOW REMAND). MIN • FIA. PE S911983 JAN 61 2010 ( W z F a 2 oM8 g w g 0010 drowing no W04 -83 (sheet 1 of 8 ) DELTA DOORS STOREFRONT SYSTEM SEE SEPARATE NOA1 DOOR 0P1*). WIDTH sEE CHART] BELOW 11 d O (X ) SINGLE ENTRANCE DOORS 11/0 1TRANKOM',, DESIGN LOAD CAPACITY -1 PSF E NOMINAL DIMS. LOCK OPTION 1 LOCB',`OP'ION 2 LOCK STILE UN- REINFORC75 IOC8j STIt , UN- R 2Ns7ORI BD LOCK STILE I REMWORCED �O21 10 1Q DOOR � 6. EXT. ( -) EXT { +) ,'. ° O�ET.' (t) 32" 99° 70..0 7.0 N 100.0 38' 70.0 7 A V 100.0 39° 70.0 7 .0 V 100.0 41-3/4° 70.0 700 100.0 32° 1 02. 70.0 70.0 100.0 35 70.0 75.0 , 100.0 39' 70.0 76.0 !, i 100.0 41 -3/4" 70.0 76.0 +Y k' 100.0 32° 107 -1/2° 70.0 75.0 ' 100.0 38" 70.0 75.0 j 100.0 39" 70.0 711 .0. I 100.0 41 -3/4" 70.0 711.0; - V - 100.0 N TE: G S CAPACITIES N THIS SHEET ARE D ON ASTM E1 0 -04 (3 SEC. GUSTS) ANDD FLORIDA BUILD G COMMISSION DECLARATORY STATE ENT DCA05 -DEC -219 DELTA DOORS STOREFRONT SYSTEM SEE SEPARATENOA� 10. II 4 11 11 11 II tI0 DOOR OPNO. WIDTH SEE CHART BELOW }}�yy i4 i • • • • 0 88 -3/4" MAIL FRAME WIDTH ( XX ) DOUBLE ENTRANCE DOORS W/0 TRANSOM DESIGN TOAD CAPACITY - PST NOMINAL DIMS. LOGIC OPTION 1 LOCK OPTION 2 LOCK 870.E UN- REINFORCED LOCK STILES UN- REINFORCED LOCK STILES REINFORCED 0000 OPNO. WIDTH 00011 (IPSO. HOW Et IT. (4) TNT. ( -) EXL ( +) TNT. (j DR. (+) INT. (-) 64" �° 70.0 75.0 100.0 72' 70.0 75.0 __ 100.0 78° 70.0 75.0 100.0 83 -1/2° 70.0 75.0 100.0 84" 102" 70.0 • 75.0 100.0 72" 70.0 750 04.0 78" 70.0 75.0 94.7 83 -1/2° 70.0 75.0 81.1 134° 107 -1/2° 70.0 79.0 84.4 72" 70.0 70.0 77.3 78' 70.0 70.0 77.3 53 -1/2° 70.0 70.0 76.7 . DOOR LEAF GLAZING DETAIL FIXED LITE FOR LOCK OPTION DESCRIPTION SEE SHEET 7. LOCK BIKES UN- RSWFORCBD Eort 0 69863 JAN 07 2010 LACK STIES REINFORCED PRoDUCFREXIONED 1M1r F103W APxPD w.No u z g e; n Id! 3 1 g�g Fi - drawing no. W04 --83 aht�t � of g SINGLE ENTRANCE DOORS �NTI INSOM DESIGN LOAD CAPA -P8F NOMINAL DIMS. LOCI OPIIONI1 - ', LOCI OPTION 2 ':.. LOCK SW UN- 011�ffi LUCK 8174E UNJR&NFORCED 1.00E STB.E REINFORCED MO. 00 02 5 TRANS : f'31 `3 . (- 32 TO 41 -3/4 80 TO 108 8 TO 40 70.0 !u'. :75.0 1000 FOR LOCK OPTION DESCRIPTION SEE SHEET 7. DOOR rH OPC. ABOVE 11 ii g ii g3 n 0 11 c g ' �TRAME WI01 (O /X) LOCK SIDS Off REINFORCED REINFORCED DELTA DOORS, STOREFRONT SYSTEM SEE SEPARATE NOAH NOTE GLASS CAPl�CRIES QN THIS SHEET - .- -- BASED ON:ASTM El 300 -04 (3 SEC. STS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05- DECr219 DOUBLE ENTRANCE DOORS WITH TRANSOM DESIGN LOAD CAPACITY - P8F NOMINAL DIM. LOCK OPTION 1 LOCK OPTION 2 LOCK STILE UN- REINFORCED LOCK STILE UN- REINFORCED LOCK 6TQ.E REINFORCED 0780. MOTH 010405 DOOR 10:1014 TRANSOM HEIGHT oar: f+; 127. Tr: f =3 72 78 83 -1/2 98 t2 18 24 70.0 75.0 100.0 70.0 73.0 70.0 75.0 1004 100.0 12 18 24 70.0 75.0 98.7 70.0 73.0 (a8 70.0 75.0 85.2 12 18 24 70.0 75.0 83.1 70.0 75.0 77.8 70.0 73.0 73.0 72 78 83 -1/2 72 70 83-1/2 102 107 -1/2 12 18 70.0 73.0 100.0 70.0 75.0 100.0 12 18 70.0 75.0 91.8 70.0 70.0 88.1 12 18 12 12 12 70.0 70.0 70.0 70.0 70.0 75.0 739 70.0 70.0 700 78.7 73.9 74.8 FOR LOCK OPTION DESCRIPTION SEE SHEET 7. DOOR HART. B1 SEE CHART ABOVE ii g i% 89 -3/4° MAX. FRAME WIDTH ( O/XX ) Env:•ARSNA0 %WAR RA PE cNG. • . 311889. JAN 01 2010 0 F h F. LOCK STILES UN- REINFORCED 11111` L0C2 STILES REINFORCED DELTA 00028 STOREFRONT SYSTEM SEE SEPARATE 140A 5 o `9- 1 drawing no. W04 -83 (_5h96t 3 of 11) DOUBLE ENTRANCE DOORS 18TE TRANSOM DESIGN LOAD CAPACITY - PST NOMINAL DIMS. LOCK OPTION 1 LOCK OPTION 2 LOCK STILE UN -1 +OR�UN- LOCK 87142 55I$7018B0 LOCK 8788 REBNFDRCRD 7a 2 I9 24 ,tD jjl0° 700 734 100.0 70.0 73.0 100.0 70.0 75.0 100.0 70.0 75.0 100.0 70,0 75.0 100.0 70.0 75.0 88.2 7a 2 a 70.0 770 100.0 70.0 7SA 100.0 70.0 75.0 98.3 mA 75.0 92.0 mA 75.0 88.3 70.0 73A 829 B3-t/2 2 i 4 mA 75.0 97.5 m.0 75.0 90.5 mA 73.0 842 mA 77 0 789 mA - 73.8 73.0 70.0 - 709 m.6 ' 1 aka 30 36 70.0 75A 100.0 70.0 75A 100.0 72 70.0 73.0 100.0 70.0 76A 100.0 70.0 75.0 - 98.8 78 1¢ 1 24 37 33 770 73A 100.0 70.0 100.0 70.0 75.0 94.7 70.0 73.0 68.7 70.0 75A 83.4 83-1/2 12 18 24 30 36 - 70.0 75.0 93.5 70.0 75.0 889 70.0 75.0 81.1 70.0 - 75.0 78.9 70.0 7t.2 71.2 12 15 2. 30 70.0 75.0 100.0 70.0 7SA 100.0 70.0 75.0 .100.0 70.0 - 75A - 99.7 •: 131 _1qd7j .I� �4 m.0 79.0 - 100.0 70.0 76A 05.7 05.7 70.0 75.0 70.0 75.0 84.3 83-1/2 1 1 2 70.0 75.0 86.0 70.0 75.0 - 82.1 m.0 75.0 789 70.0 72.1 72.1 NOTE GLASS CAPl�CRIES QN THIS SHEET - .- -- BASED ON:ASTM El 300 -04 (3 SEC. STS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05- DECr219 DOUBLE ENTRANCE DOORS WITH TRANSOM DESIGN LOAD CAPACITY - P8F NOMINAL DIM. LOCK OPTION 1 LOCK OPTION 2 LOCK STILE UN- REINFORCED LOCK STILE UN- REINFORCED LOCK 6TQ.E REINFORCED 0780. MOTH 010405 DOOR 10:1014 TRANSOM HEIGHT oar: f+; 127. Tr: f =3 72 78 83 -1/2 98 t2 18 24 70.0 75.0 100.0 70.0 73.0 70.0 75.0 1004 100.0 12 18 24 70.0 75.0 98.7 70.0 73.0 (a8 70.0 75.0 85.2 12 18 24 70.0 75.0 83.1 70.0 75.0 77.8 70.0 73.0 73.0 72 78 83 -1/2 72 70 83-1/2 102 107 -1/2 12 18 70.0 73.0 100.0 70.0 75.0 100.0 12 18 70.0 75.0 91.8 70.0 70.0 88.1 12 18 12 12 12 70.0 70.0 70.0 70.0 70.0 75.0 739 70.0 70.0 700 78.7 73.9 74.8 FOR LOCK OPTION DESCRIPTION SEE SHEET 7. DOOR HART. B1 SEE CHART ABOVE ii g i% 89 -3/4° MAX. FRAME WIDTH ( O/XX ) Env:•ARSNA0 %WAR RA PE cNG. • . 311889. JAN 01 2010 0 F h F. LOCK STILES UN- REINFORCED 11111` L0C2 STILES REINFORCED DELTA 00028 STOREFRONT SYSTEM SEE SEPARATE 140A 5 o `9- 1 drawing no. W04 -83 (_5h96t 3 of 11) TYPICAL. ANCHORS SEE ELEV. FOR SPACING D e 06k ONLY iJ 4 a 51B 1. THROW BOLT PENETRATION '°IYIiI^rAL ANCHORS SEE ELEV.;1'ai SPACING TYPICAL 1NCHCRS SEE ELEV. FOR SPACING L-I 1/4.20.11 8/0° 1111 MACHINE SCREWS Al r FROM ENDS & 10. 0.C. TYPICAL ANCHORS SEE ELEV. FOR SPACING NOTE: DOOR AND TRANSOM HEAD DETAILS CAN BE INTERCHANGED FOR VARIOUS SUBSTRATES. WOOD BUCKS AND METAL STRUCTURES NOT BY DELTA 000RS MUST SUPPORT LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEW TO THE BUILDING STRUCTURE. TYPICAL ANCHORS: SEE ELEV. FOR SPACIN 1/4° DIA. ULTRACON BY 'ELCO' (Fu m177 K51, Fy-155 KSI) INTO 2B? WOOD BUCKS OR WOOD STRUCTURES I -1/r. MIN. PENETRATION INTO WOOD THRU 1BY BUCKS INTO CONC. OR MASONRY I -1/4° MIN. EMBED INTO CONC. OR MASONRY DIRECTLY INTO CONC. OR MASONRY 1 -3/8° MIN. EMBED INTO CONC. OR MASONRY /14 SMS OR SELF DRILLING SCREW$ (GRADE 2 ars) INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy = 36 I6I MIN.) ALUMINUM : 1/8• THK. MIN. (6063 -TS MIN.) (STEEL 04 CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) TYPICAL EDGE DISTANc INTO CONCRETE AND MASONRY - 2-1/2" MIN. INTO WOOD. STRUCTURE = 1° MIN. INTO METAL STRUCTURE = 3/4° MIN. CONCRETE AT HEAD. SILL OR JAMBS re - 3000 PSI MIN. C -90 HOLLOW /FILLED BLOCK AT JAMBS I'm - 2000 PSI MIN. SEALANTS: FRAME CORNERS, ASSEMBLY SCREWS AND HEADS OF ANCHOR SCREWS AT SILL TO BE SEALED WITH SEALER. LEAF JOINTS SEALED WITH .SI1jCONE. EMan PRODTICf RTC d LAN taw yJllpwm�FbtiOo »t-!:° Bapliados - JAN 07 2010 z 11 1 1 gk 1 PIO � Othi 1 ii g .to P i O '' w8 J • ON v 1 drawing no. W04 -83 (ghee 4 of 8J O 1/4° MAX. SHIM WOOD BUCK REITIFORCINO BAR SEE SHEETS 2 &S FOR CAPACITY O TYPICAL ANCHORS SEE ELEV. FOR SPACING 1/4° MAX. SHIM SPACE s 4 110 O.O. IN- ACTIVE D.L. O.L. GPO. LEAF VIADTH • LEAF WIDTH EXTEIRIOR FRAME NADTH 1/4' MAX. SHIM SPACE METAL STRUCTURES tigo,A1 voila' • PacterriteNowszo q r�teo Nn�oeCOP NA ,ec10 Awlegneers JAN 01 2010 s t �1 iawing no. 1W04-83 (sheet 5 of 4 ) 4.952 1.575 913 4.039 2.875 i 3.773 (8) HINGE STILE 3.481 n 111 LOCK STILE CAP 39) SHEAR BLOCK SHEAR CUP 2.024 1.188 LOCK STILE (IN -A 13) DOOR STOP (JAMB) DOOR FRAME HEAD 1.952 1.191 1.198 1.098 1.978 1.952 1p LOCK STILE FRAME JAMB 1.750 9%8 4 ■�'.. ..989 .125 1.952 .832 EKTERIOR GLASSSTOP - (DOOR) 12 DOOR STOP (HEAD) .471 - 989 .875 .841 INT RIOR GLASS STO (DOOR) 1.098 3.507 5.000 1.350 .229 .0 1.982 .135 .930 .875 4.412 PRODUCTIMIBWED sseincedrobschavdththeEtoride AotreporeNo EspIneskro s ALT. FRAME JAMB 17 INTERIOR GLASS STOP TRANSOM) BUMPER THRESHOLD JAN 01 2010 drawing no. W04 -83 (sheet 6 of g ) .LOCK OPTIONS SINGLE DOORS; OPT8ON 4i:i(PANIC HARDWAREI •1490 CONCEALED VERTICAL PANIC DaT DEVICE 2 POINT LOCAL BY D0R- 0- MATIC. KEY OPERATED ON EXTERIOR. AT 40-1/2° FROM BOTTOM. OPTION .(STANDARD HARDWAREI 3 POINT LOCK SYSTEM ;WITH 8 PLY MORTISE HOOK LOCK AND 1/2°.DIA. BOLT BY REGENT. KEY OPERATED ON EXTERIOR AND THU069 TURN OPERATOR ON INTERIOR. LOCK AT 42" FROLI BOTTOM. THROW BOLA AT 70P & BOTTOM. HINGES: 4 -1/2 X 4° TWO PIECE STEEL AT 8" FROM TOP AND BOTTOM AND (1.01( OPTIONS DOIJBLE 'DOORS; i0PII0N A1• (PANIC- HARDWARFi 4 8:I FAF, 1490 CONCEALED VERTICAL PANIC EXIT DEVICE WITH 2 POINT LOCK BY DOR- 0- MATIC. KEY OPERATED ON EXTERIOR. AT 40 -1/2" FROM BOTTOM. INACIOIT LFAF 1490 CONCEALED VERTICAL. PANIC DDT DEVICE WITH 2 POINT LOCK BY- DOR- O- MANIC. AT 40 -1/2" FROM BOTTOM. tf CI"P�TI,D�N 42• (STANDARD. HARONR[WARE) AC E,LFAF• � 3 POINT LOCK SYSTEM WITH 8: ,PLY MORTISE HOOK LOCK AND 1/2° DIA. BOLT BY RE - -- SDI OPERATED ON "EXTERIOR AND THUMB OPERATOR ON INTERIOR. LOGIC AT 42" FROM BOTTOM. THROW BOLTS AT TOP & BOTTOM. .INALTNE LFAF �2 PONT LOOK SYSTEM WITH , ;1/2" DLL BOLT BY RE0ENT. THUMB TURN OPERATOR ON INTERIOR AT 42" FROM BOTTOM. THROW BOLTS AT TOP 49 BOTTOM. IiINOES 31 ". 0.0. MAX. PART B D10 -103 DID -105 REQD. AS RECD. DESCRIPTION FRAME HEAD MATERIAL ,MANS`./SUPPLIER/REMARKS 00011 FRAME HEAD 3 3A 4 DLO -119 DLD -124 01.0 -111 6 7 8 9 DLD -107 DID -110 DID -114 DI.0 -1I5 10 11 12 13 15 16 17 18 19 21 22 23 24 25 27 29 30 B>DLO-117 C 31 32 33 35 DOW 995 fD 1/4® 10 -24 X 1/2" 12 -24 X 1/2" BW -75 2/0008 2 /DOOR 1/ LEAF 1/ LEAF 1/ LEAF 1/ LEAF 1/ LEAF 1 1 FRAME JAMB • ALT. FRAME JAMB FRAME SILL TOP RAIL B OTTOM RA11. HINGE STILE LOCII STILE (IN-ACTIVE) 6063 -15 8083 -16 8063 -78 8083 -16 8083 -15 6083 -T9 8083 -78 6093 -15 6083 -15 2/ DOOR AS RECD. AS RECD. AS RECD.. 4/ LEAF 4/ LEAF AS REQD. AS RECD. AS RECXO. AS REED. AS RECD. AS REOD. AS RECD. AS REQD. LOCK STILE (ACTIVE) CAP AT LACKED STILE DOOR STOP AT HEAD DOOR STOP AT JAMB FIAT FRIER GLAZING ADAPTOR INTERIOR CLASS STOP TRANSOM EXTERIOR GLASS SLOP DOOR INTERIOR 01.A95 STOP 00014 GASKET GASKET GIAZWD TAPE INTERIOR SPACER GLAZING - COMPOUND SETTING 9LCDK FRAME ASSEMBLY. SCREWS FRAME ASSEMBLY SCREWS AS RECD. 4/ LEAF 4/ HASP 36 38 39 40 41 42 43 T4216 -K 08-4 2 AS REQ12. 2/ LEAF 2 HINGE FRAME ASSEMBLY SCREWS DOOR STOP SCREWS HINGE INSTALLATION SCREWS B LAB WEATHERS1R IPPINO PILE WITH FIN WEATHERSTRIPPING SHEAR CLIP, 4 -1/2" LONG SHEAR BLOCK 3 X 2 X I/O" ANOLE, 1 -3/4° NANO RENNFORCINO OAR. FULL LENGTH FLUSH BOLT GUIDE CHANNEL HO7GE REINFORCING PLATES 6063 -18 6063 -15 6083-15 6083 -15 6063 -76 6083 -T5 8083 -T5 6063 -15 SILICONE vOWL ALUMINUM 8063 -T5 z ALUMINUM ALUMINUM ALUMINUM Own ,T429015 wrIAR . CAJW 3839 .u4+. JAN 01 2010 7R -53995 70 DUROME7ER SILICONE TR -3239E 70 OUROMETER EPOM IMPACT SYS. DOW 995 F.H. SMS Hl. MACHINE SCREWS FJ4. MACHINE SCREWS F.H. MAf2WNE SCREWS .375°H X .270 1 -SLOT ULTRAFAB 1 -1/2" X 1/2" 3° LONG 1 -1 /2° X 1/4" X 8° L0N0 EmornierRENIIWED t til /IiIA(il. IM4ePMan, N• a O drawing no. W04 -83 (Shet 7 G(81 2-1/2" FRAME TOP CORNER DOOR TOP CORNER gP H- M SCREWS 3/8 -24 x 4;414 S H x. 1/4,2016k/4 FFH. M 1/4-20 X 1 2' F.H. M RiLAIIVI. 3 • FRAME BOTTOM CORNER PRODUCTMENSWID Fla Mccomom No b 1�g 4 1 R 8 .41/88" n.0NO DOOR 8OTT_r !s JAN 411 2010 a drawing no. W04-83 (sheet 8 of 8 BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Delta Doors Manufacturing Co. t 1 D tu M 7500 NW 69th Ave Miami, FL 33166 t U S w i 0 e7 SCOPE: This NOA is bring 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 High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Series "DH -350" Aluminum Inswing Entrance Door - Impact APPROVAL DOCUMENT: Drawing N0. W06 -81, titled "Series-DH-350 Alum Inswing Entrance Door", sheets 1 through 8 of 8, prepared by Al Farooq Corp. , dated 11 -22 -06 and last revised on June 09, 2008, signed and sealed by Dr. Humayoun Farooq, 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: Large Missile Impact Resistant Limitation: 1. This door can be installed in Delta Door storefront or Miami -Dade approved storefront system having current NOA, to be reviewed by AHJ. Lower design pressure shall control. 196o 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 www.buildinacodeonline.com c ""E' l (.a lac PACT 'DOOTZ Z The Doors are not rammed for water infiltration resistant. 3. The frame jamb item #3 (5 "x1 "x3.5" is rated to max. DP=70 psf only. 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 NOA # 07- 0220.07 consists of this page 1 and evidence sheet E -1 as well as approval document mentioned above. The submitted documentation was reviewed by Ishaq L Chard - , P.E. NOA No 08- 0618.06 Expiration Date: April 26, 2012 Approval Date: August 14, 2008 Page 1 Delta Doors Manufacturing Co. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS (transferred from file # 07- 0220.07) 1. Manufacturer's die drawings and sections. 2. Drawing NO. W06 -81, titled " Series -DH -350 Alum Inswing Entrance Door", sheets 1 through 8 of 8, prepared by Al Farooq Corp., dated 11 -22-06 and last revised on June 09, 2008, signed and scaled by Dr. Humayoun Farooq B. TESTS (transferred from file # 07- 0220.07) 1. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Water Infiltration resistant Test (Not Performed) 3) Uniform Static Air Pressure Test, Loading 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 Inswing entrance door, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FTL -5047, dated 11/09/06 signed and sealed by Edmundo Largaespada, P. E. 2. . Additional test reports (original in file # 07- 0220.07) 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Large Missile Impact Test per FBC, TAS 201 -94 4) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 5) Forced Entry Test, Per FBC 2411 3.2.1 and TAS 202 -94 Along with marked -up drawings and installation diagram of a aluminum outswing entrance door w/ transom and outswing doors w/ sidelites & transom , prepared by Fenestration Testing Laboratory, Inc., Test Report No(s) VfL -4254, dated 06/28/04, FTL -4306, dated 08/31/04 and FTL -4320, dated 09/15/04, all signed and sealed by Edmundo Largaespada, P.E. C. CALCULATIONS 1. Anchor verification, comparative and structural analysis, prepared by AL- Farooq Corporatio, dated — -- - 06"/09/08, signed and sealedbyDr. Thniayoun Farooq, P.E. 2. Glazing complies w/ ASTME- 1300 -02 D. QUALITY ASSURANCE 1. Miami Dade /Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 06- 1205.10 issued to DuPont DeNemours for "Sentry Glass Plus ", expiring on 12/11/08. F. STATEMENTS 1. Statement letter of code compliance and "No financial interest", dated 06 -06 -08 signed and sealed by Dr. Humayoun Farooq, P.E. 2. Statement letter of Lab compliance, as a part of above referenced test reports G. OTHER 1. This revises NOA # 07-02. 20.07 expires on April 26, 2012. 2. Test proposals # 02 -0472 dated 07 -05 -02 & #06 -0182 dated 6/7/6 issued by BCCO. 3. NOA # 041123:04 for Series DH -350 Outswing Alum Entrance Door. L,►cetzt 1. LL -.- Ishaq L Chanda, P. E. Product Control Examiner NOA No 08- 0618.06 Expiration Date: April 26, 2012 Approval Date: August 14, 2008 E -1 • 2 1/2' MAX. 43 11/1F7 FRAME WIDTH 41 3/4' MAX. LEAF WIDTH 32 5/8' MAX. D.L. DPI. 11/Z MAX. 4 0 TYP. t 3 1 /a' MAX. L \ 4 151/2' MAX. TYP. 2 1/2' MAX. SURFACE APPLIED FALSE MUNTINS MAY BE USED 88 3/4' FRAME WIDTH 41 3/4' MAX. LEAF' WIDTH 32 we MAX. D.L OPG. 15 1/2' MAX. ANCHORS REOD. SEE CHART BELOW FOR QUANTITIES TAP. m 0 3 1/2' MAX. TYPICAL ELEVATIONS DH -350 ALUM IN- SWING ENTRANCE DOOR CAPACITY OF SEE CHARTS ON SHEET 2 FOR DESIGN SINGLE (X) AND DOUBLE (XX) DOORS W/O TRANSOM. SEE CHARTS ON SHEET 3 FOR DESIGN LOAD CAPACITY OF SINGLE (0/10 AND DOUBLE (0/100 DOORS WITH TRANSOM. DOORS CAN ALSO BE USED WITH DHS -500 STOREFRONT SYSTEM. FOR DOORS WITH STOREFRONT SYSTEM SEE SEPARATE NOA FOR DOOR MULLION CAPACITY. THE LOWEST VALUE RESULTING FROM DOOR CAPACITY CHARTS OR STOREFRONT NOA WILL APPLY TO ENTIRElS'STEM. DOORS NOT APPROVED FOR INSTALLATIONS WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. / l / 11/ / II / n 15 1/2' • • e ANCHORS AT TRANSOM ENDS READ. AT DOUBLE DOORS ONLY (5) FOR WOOD INSTALLATIONS (4) FOR CONC. INSTALLATIONS 88 3/4' FRAME WIDTH 82' D.L OPG. THIS F BEM ��� i D REQUIREMENTS MENTS OFLORIDA BUILDING CODE TESTED TO INCLUDING HIGH VET.OG1Y HURRICANE ZONE (IVI). WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROV/LL. II A LOAD DURATION INCREASE IN ALLOWABLE STR65 IS USED IN DESIGN OF ANCHORS INTO. WOOD ONLY. MATERIALS INCLUDING BUT NOT LIMITED TD SCREWS. THAT DOME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS MEET THE REQUIREMENTS OF 2004/2007 FLORIDA BLDG. CODE SECTION MIRE. .8.4. 32 1/8' MAX. D.L OPG. 41 3/4' MAX. LEAF WIDTH 4_1j THESE DOORS ARE RATED FOR LARGE MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. egg: OOFR.,HUMAYOUN FFAAN000 STRUCIURES PE # 18557 CAN. X38 UN 0 ZUfl Wawa REVISED Ti=1)1mewbb MAIL Cede 1rliss Rbtetdep u a 1 0 0 4 Y I 4 droning no. W06 -81 sheet l e e • ATLMIG. STILES ENDS I — a� W p Tao _ — 3 — — / 11 © /II / ___- I: ,/ -_- \\ I1 IN III \ I \ \ _ - — — N \ 11 \ =-41• © II f _ 1l II \ \ II II I / ,:�1 / / II / I , I ,I , I I I — THIS F BEM ��� i D REQUIREMENTS MENTS OFLORIDA BUILDING CODE TESTED TO INCLUDING HIGH VET.OG1Y HURRICANE ZONE (IVI). WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROV/LL. II A LOAD DURATION INCREASE IN ALLOWABLE STR65 IS USED IN DESIGN OF ANCHORS INTO. WOOD ONLY. MATERIALS INCLUDING BUT NOT LIMITED TD SCREWS. THAT DOME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS MEET THE REQUIREMENTS OF 2004/2007 FLORIDA BLDG. CODE SECTION MIRE. .8.4. 32 1/8' MAX. D.L OPG. 41 3/4' MAX. LEAF WIDTH 4_1j THESE DOORS ARE RATED FOR LARGE MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. egg: OOFR.,HUMAYOUN FFAAN000 STRUCIURES PE # 18557 CAN. X38 UN 0 ZUfl Wawa REVISED Ti=1)1mewbb MAIL Cede 1rliss Rbtetdep u a 1 0 0 4 Y I 4 droning no. W06 -81 sheet l e e • ATLMIG. STILES ENDS THIS F BEM ��� i D REQUIREMENTS MENTS OFLORIDA BUILDING CODE TESTED TO INCLUDING HIGH VET.OG1Y HURRICANE ZONE (IVI). WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROV/LL. II A LOAD DURATION INCREASE IN ALLOWABLE STR65 IS USED IN DESIGN OF ANCHORS INTO. WOOD ONLY. MATERIALS INCLUDING BUT NOT LIMITED TD SCREWS. THAT DOME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS MEET THE REQUIREMENTS OF 2004/2007 FLORIDA BLDG. CODE SECTION MIRE. .8.4. 32 1/8' MAX. D.L OPG. 41 3/4' MAX. LEAF WIDTH 4_1j THESE DOORS ARE RATED FOR LARGE MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. egg: OOFR.,HUMAYOUN FFAAN000 STRUCIURES PE # 18557 CAN. X38 UN 0 ZUfl Wawa REVISED Ti=1)1mewbb MAIL Cede 1rliss Rbtetdep u a 1 0 0 4 Y I 4 droning no. W06 -81 sheet l e e • • DELTA DOORS STOREFRONT SYSTEM SEE SEPARATE NOA� DOOR OPNG. WIDTH SEE CHART BELOW (X ) SINGLE ENTRANCE DOORS I/O TRANSOM DESIGN LOAD CAPACITY - POF NOMINAL DIMS. LOCK SIDE LOCK STILE NOMINAL DIMS. UN-REINFORCED REINFORCED CHNc. FROTH 00011 wear 80 TO 108 ±) INCHES INC S MST. (+1 • C 32 TO 42 80 TO 108 78.0 100.0 LOCK STILE LOCK STILE ON-REINFORCED REINFORCED DELTA D001S SOOE REFRONT SYSTEM NOM] NOTE: -I- GLASS CAPACITIES 1 ON THIS SHEET ARE It BASED ON ASTM E1300 -02/04 (3 SEC. GUSTS) II AND FLORIDA BUILDING COMMISSION II DECLARATORY STATEMENT DCAO5— DEC -219 II ii i II ti GLAZING DETAIL =SUM GLAZING DETAIL FIXED Lfl T4 DOOR 01.140. WIDTH SEE CHART BELOW n 88 -3/4' MAX. FRAME WIDTH DOUBLE ENTRANCE DOORS WA TRANSOM . DESIGN LOAD CAPACITY - PSF NOMINAL DIMS. LOCK 517E ON- ININF0 LOCK STBE REINFORCED OPNO. Wm01 INCHES DOOR HEIGHT INCHES TAT. ( +) Mf. () EXT. ( +) Mf. (- 84 TO 84 80 TO 108 75.0 100.0 WOK STILES UN- REINFORCED Engn D HUMAYOUN mom smiciums PIA PE f 18557 CM. M3a JUN 0 9 ?00b LOCK STILES REINFORCED PfuiOs =rib ba. Mir mleeN'f�'LM* r2- G II Z 8 O A Yi I z 0 (sheet 2 of 8 ) • SINGLE ENTRANCE DOORS WITH TRANSOM DESIGN LOAD CAPACITY - PSF LOCH 8705 LOCK STILE NOMINAL DIMS. UN- MIMED REINFORCED OPNO. TOOTH INCHES 13013R HEIGHT INCHES "'S BIT. f'3 or. (`3 32 TO 42 80 TO 108 5 TO 40 75.0 100.0 LOCK EMS ON-REINFORCED REINFORCED LOCK SIDE DOOR GPO. WIDTH SEE CHART g0 -1- (O/X) [DELTA DOORS STOREFRONT SYSTEM SEE SEPARATE NOA NOTE: GLASS CAPACmES ON THIS SHEET ARE BASED ON ASTM E1300 -02/04 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05 DEC -219 DOODLE ENTRANCE DOORS WITH TRANSOM DOUBLE ENTRANCE DOORS WITH TRANSOM DESIGN LOAD CAPACITY - PSF DESIGN LOAD CAPACITY - PEP NOMINAL DIMS. WIDTH OPNO. Mel ODOR NOGHT nem LOCK STILE UN- REINFORCED LOCK STILE REINFORCED NOMINAL DIMS. LOCK SPILE UN- REINFORCED LOCK NILE REINFORCED MANSON S MONT &T(- O0 i) BIT. . i OPNO. INCHES DOOR IOW ROCS TRANSOM NNW Eff. 72 78 84 12 18 24 30 38 40 75.0 100.0 76.0 150.0 75.0 75.0 100.0 100.0 78.0 100.0 75.0 982 72 78 12 18 24 30 3e 40 75.0 100.0 75.0 75.0 100.0 98.3 84 98 12 18 24 75.0 100.0 78.0 100.0 75.0 100.0 12 18 24 75.0 75.0 73.0 99.7 80.8 85.2 12 18 24 75.0 83.1 75.0 77.8 73.0 73.0 73.0 92.0 75.0 55.3 72 75.0 82.9 12 18 24 30 35 40 78.0 97.8 78 75.0 90.5 75.0 842 84 102 12 18 75.0 100.0 75.0 100.0 12 18 75.0 01.5 75.0 88.1 12 18 75.0 78.7 73.9 73.9 75.0 78.8 72 73.8 73.8 78 70.8 70.8 84 100 12 75.0 100.0 12 73.0 87.0 12 74.8 74.8 72 78 84 12 18 24 30 35 75.0 100.0 75.0 100.0 78.0 100.0 75.0 100.0 78.0 98.e 12 18 24 30 38 75.0 100.0 75.0 100.0 78.0 94.7 75.0 88.6 7 73.0 83.4 12 18 24 30 38 75.0 93.5 75.0 889 75.0 81.1 75.0 759 71.2 712 72 78 84 12 18 24 30 78.0 100.0 75.0 100.0 75.0 100.0 75.0 99.7 12 1e 24 30 78.0 100.0 75.0 98.7 78.0 89.7 75.0 84.3 12 15 24 30 75.0 58.0 75.0 82.1 78.0 75.8 72.1 72.1 DOOR OPNG. WIDTH SEE CHART ABOVE 88 -3/4' NIR. FRAME WIDTH ( O/XX ) Ensfl DR. HUMAVOUN FAR000 FLA. PE CAN. L3 857 3UM09zirn u'� a_ iI ;1 8 a 8 i LOCH STILES UN-REINFORCED LOCK SPHEE REINFORCED DELTA DOORS STOREFRONT SYSTEM SEE SEPARATE NOA intosucr avow ink :q** with 0e Rod& Areoptants BaMfbs Clod° C>pIraSos Bale 9 7l.iZ. Sr ar � 54ddw c 4i drawing no. W06 -81 (sheet 3 of 8 TYPICAL ANCHORS SEE ELEV. FOR SPACING 1.RY •.WOOD'BUCK TYPICAL ANCHORS SEE ELEV. FOR SPACING METAL STRUCTURES WOOD 4 ,t 1/2° MIN. BOLT PENETRATION TYPICAL ANCHORS SEE ELEV. FOR SPACING TYPICAL ANCHORS SEE ELEV. FOR SPACING NOTE: DOOR AND TRANSOM HEAD DETAILS CAN BE INTERCHANGED FOR VARIOUS SUBSTRATES. 1/4-20 MA�E S /SEWS AT 2' FROM ENDS & 1B" 0.C. TYPICAL ANCHDl6' SEE ELEV. FOR SPACING .MIN. BOLT PENETRATION FOR TYPICAL ANCHORS WOOD BUCKS AND METAL STRUCTURES NOT BY DELTA DOORS MUST SUPPORT LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. TYPICAL ANCHORS; SEE ELEV. FOR SPACING 1/4" DIA. ULTRACON BY 'ELCO' (Fu -177 K5I. Fy=1a8 KSI) INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 1 -1/2° MIN. PENETRATION INTO WOOD THRU 1BY BUCKS INTO CONC. OR MASONRY 1 -1/4" MIN. EMBED INTO CONC. OR MASONRY DIRECTLY INTO CONC. OR MASONRY 1 -3/8' MIN. EMBED INTO CONC. OR MASONRY 1.14 SMS OR SELF DRILLNG SCREWS (GRADE 2 CRS) INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy = 38 KSI MIN.) ALUMINUM : 1/B' THK. MIN. (6083 —T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED TYPICAL ED(E DISTANCE INTO CONCRETE AND MASONRY = 2 -1/2" MIN. INTO WOOD STRUCTURE = 1" MIN. INTO METAL STRUCTURE = 3/4' MIN. CONCRETE fa = 3000 PSI MIN. MASONRY f'm - 1500 PSI MW. SEALANTS: FRAME CORNERS, ASSEMBLY SCREWS AND HEADS OF ANCHOR SCREWS AT SILL TO BE SEALED WITH SEALER. LEAF JOINTS SEALED WITH SILICONE. STRUClU�B FAR 0 (REVISED F !♦eRynfwN6 we Pbri4 ��.V � /2.• 1. T7ttIM JUN 002001i Illhdate I drawing no. W06 -81 (sheet 4 Of 8 ) • MEM DOOR AND TRANSOM JAMB DETAILS CAN BE INTERCHANGED FOR VARIOUS SUBSTRATES.. LEAF WIDTH LEAF WITH u' 4. 1/4' MAX. SAM LEAF WIDTH • 1/4' MAX. SHIM SPACE MEWL STRUCTURES tigr: NUWOCtiti ' FAR000 STRUCTURES F( C I , 67 SEE ELEV .FFORRSSPACING rMO9„CC NEV44FD as� WN6 O4. Rai& t Cade ANa Retdradass Date No▪ d fItirTr L_ p drawing no. W06 -81 (sheet 5 of 8 ) • • S • 1.506 1.500 V A 3.878 .759 -r- 1938 u"tm Zi 8 01 W Rqg Oa4B q 1 1 C O ll 0 J P 7 _ 1S/S � 7.220 1•,1pg IL /� (.J SHEAR BLOCK ,.000 CLIP Y. � l) SHEAR 2.875 1, LOCK STILE CAP 094 3.748 -�I � l J HINGE STILE -.• 913 4.038 FRAME HEAD - 3.481 158 a y .125 � \) TOP RAIL 4989 .125 2.000 1.458 I. X82 1.189 2.470 4 - 1.938 .145 (JAMB)% .734 - DOOR STOP ;611 -350 ALUM IN-5100 ENIRANcE DOOR CULL) DELTA DOORS 7500 N.W. 69TH AVE. MIAMI, FL 33166 TEL (305) 828-0077 FAX (308) 884-3111 8.000 6.482 3.811 2832 () DOOR FRAME HEAD O LOCK 3.798 STILE (IN t3 ACTIVE) 3.676 -1.000p- .125 4.188 2.278 i 2.000 I 5.000 j - 1.952 .135 1.91 IRO c t! , .085 1 �l 1.188 ; 1.978 3.500 .188 r 1.098 3.611 76 LOCK STILE (ACTNE) 62 DOOR STOP (HEAD) !IIIII 1111 "" 1.952 � 0 BOTTOM RAIL 3.500 i .I .875 i FRAME JAMB ..3.000 _Ni�flo[k1'' .875 .. 1.750 - Il '888 •� .349 to FLAT FILLER INTERIOR GLASS STOP (DOOR) EXTERIOR 1.952 - GLASS STOP (DOOR) 8.�0 ,.284 .082 i 1.350 SOD I �,�, i X b k t 1.098 3.907 1.2180 1 - .521 Env 09. FAR000 CI RA. PE { 18587 JUN (6 2nnw 1.127 \ .070 •947 1.952 .135 - .090 .280 .�3 ■ .83D J . - .875 t7 INTERIOR GLASS STOP _ (TRANSOM) 4.472 = drowfng no W06-81 - (4) BUMPER THRESHOLD () ALT. FRAME JAMB 3.029 to GLAZING ADAPTER sheet 6 of 8 LOCK. SINGLE DOORS; 3 POINT LOCK SYSTEM WITH 5 PLY MORTISE HOOK LOCK AND 1/2'01A. BOLT BY REGENT. KEY OPERATED ON EXTERIOR AND THUMB TURN OPERATOR ON INTERIOR. LOCK AT 42' FROM BOTTOM. THROW BOLTS AT TOP & BOTTOM. LOCK DOUBLE DOORS; ACTIVE LEAP 3 POINT LOCK SYSTEM WITH 5 PLY MORTISE HOOK LOCK AND 1/2' DIA. BOLT BY REGENT. KEY OPERATED ON EXTERIOR AND THUMB TURN OPERATOR ON INTERIOR. LOCK AT 42' FROM BOTTOM. THROW BOLTS AT TOP & 8OTTOM. INACTIVE IEAF 2 POINT LOCK SYSTEM WRH 1/2' DIA BOLT BY REGENT. THUMB TURN OPERATOR ON INTERIOR AT 42' FROM BOTTOM. THROW BOLTS AT TOP & BOTTOM. BINGES: 4-1/2 X 4' TWO PIECE STEEL BUTT HINGES AT 8" FROM TOP AND BOTTOM AND 31' 0.0. MAX. TEEM # PART 4 RKDD. DESCRIPTION MATERIAL MANN./SUPPLIER/REMARKS 1 OLD -103 AS REGD. FRAME HEAD 8083-75 - DL7-105 1 DOOR FRAME HEAD 6093 -TB 0L7-119 2 /OOOR FRAME JAMS 8083 -TB - 3A OID -124 2 /0OOR ALT. FRAME JAMB 6083 -T8 - .4 OLD -111 1 FRAME SILL 6083-T5 - OLD -107 1/ LEAF TOP RAIL 8063 -T5 OLD -110 1/ LEAF BOTTOM RAIL 6083 --T5 - 8 OLD -114 1/ LEAF HINGE SIRE 8083 -T5 - 9 0LD -115 1/ LEAF LOCK SIRE (IN- ACTIVE) 9083 -15 - 10 OLD-118 1/ LEAF LOOK SULE (ACTIVE) 6083 -T13 - 11 0L0 -117 0 1 CAP AT LOCKED STILE 8083 -T5 - 12 OLD -108 DOOR STOP AT HEAD 8083-75 - ® 15 -460 2/ DOOR DOOR STOP AT JAMB 8083 -T5 - _BCE BCE -475 AS READ. FIAT FILLER 8083-15 - 18 OLD -125 AS REDO. GLAZING ADAPTOR - - 17 OLD -102 AS REGD. INTERIOR GLASS STOP TRANSOM 8083 -15 - iB DLO-108 4/ LEAF EXTERIOR GLASS STOP DOOR 8083 -T5 - 16 OLD -109 4/ LEAF INTERIOR GLASS STOP DOOR 6083-•T5 - 21 - - AS REDO. AS REGD. GASKET - 15 -53995 70 WROMETER SILICONE GASKET - TR -3235E 70 DUROMEIER EPDM 23 2100 AS READ. GLAZING TAPE - - 24 00-75 AS REDD. INTERIOR SPACER - IMPACT SYS. 0 ® 29 DOW 995 AS REDD. MENG COMPOUND SILICONE DOW 995 1350 AS REDD. SETTING BLOCK - - 02 X 1 -1/4' AS REDO. FRAME ASSEMBLY SCREWS - P.H. SMS 30 1 4-24 X 3/4' /12 X 3/4' AS REOD. AS REGD. FRAME ASSEMBLY SCREWS - F.N. EMS FRAME ASSEMBLY SCREWS - H.H. MACHINE SCREWS 32 10 -24 X 1/2' 4/ LEAF DOOR STOP SCREWS - F.H. MACUE SCREWS 33 12 -24 X 1/2' 4/ HASP HINGE INSTALLATION SCREWS - F.H. MACHINE SCREWS 35 BW -75 - BULB WEATFPIIG VINYL .375'H K .270 T -SLOT 36 T4216 -K - PILE WITH FIN WFATHERSTTBPPINO — LX.TRAFAS ME - 0 a © AS REGD. SHEAR CLIP, 4-1/2' LONG ALUMINUM - on-4 SHEAR BLOCK 6083 -T5 - Q Mil ® - - 3 X 2 X 1/8' ANGLE, 1 -3/4' LONG ALUMINUN - REINFORCING BAR. FIAT LENGTH STEEL 1 -1/2' X 1/2' . - 2/ LEAF FLUSH BOLT GUIDE CHANNEL ALUMINUM 3' LONG - 2/ HINGE HINGE REINFORCING PLATES ALUMINUM 1 -1/2' X 1/4' X 8' LONG FARamN C.A.N. STRUCTURES JUN ,HUN 0 0 ZBO o 111 0 REVISED with the T1otiAs Cods malwanee NoO,RrDf_s D4/12$1f �I^^ — tlK • was O aqsj r,- C d n I drawing no. W06 -81 sheet 7 of 8 #12 -24 X 3/4" P.N. M SCREWS 3/8-20 X 1-1/2' - MACNNE BOLTS ALUM PLATE 4' LONG R Z CCR O g U. 8= gh:1§ a a�i 2 -1/2' LONG DOOR TOPSCORNER #12 -24 X 3/4' PH M =WS 3/8-20 X 1 -1/2' MACHINE BOLTS B' LONG ALUM PLATE 8' LONG DOOR BOTTOM CORNER FRAME BOTTOM CORNER FRAME TOP CORNER Om. NUAMMuN N8000 MIXTURES RA PE ' CA L te8897 JUN 0 701W IINDUCT ammo as eCoda rleanadi► Wxpk BkgA�12- a 0 drawing no. W06 -81 (sheet 8 of 8 ) a