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RC-06-2682Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP -56282 Permit Number: RC- 10 -06 -2682 Inspection Date: 07/23/2007 Inspector: Grande, Claudio Owner: PEREZ, MAYDA Job Address: 620 101 Street NE Miami Shores, FL 33138 - Project: <NONE> Contractor: HOME OWNER OA, Permit Type: Residential Construction Inspection Type: Final Work Classification: Alteration Block: Phone Number (305)754 -0700 Parcel Number 1132060172130 Lot: Building Department Comments GENERAL RENOVATION, NEW BATHROOMS KITCHEN AND UPDATE DA A--) - 565-- q-4 6tC( a232001 i% Inspector MV QLCY-1-155 E -T VC Comments L(Tj- 3 C- 2Z 0(a" ZCO 407 Lot- 2I2 Qfr Z65( 4 - Passed 1 - a- -G - -CI— - Gi.� 4 --C' Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Friday, July 20, 2007 Page 1 of 2 Miami Shores Village 10050 NE 2 Ave, Miami Shores FI, 33138 Tel: 305 - 795 -2204 Fax: 305- 756 -8972 Building Inspection Department This certificate issued pursuant to the requirements of the Florida Building Code106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: Permit Type Owner Subdivision /Project Construction Type Residential Construction MAYDA PEREZ RENOVATIONS Bldg. Permit No. Contractor Date Issued Occupancy RC -10 -06 -2682 HOME OWNER 07/24/2007 Single Family 620 101 Street NE Miami Shores FL 33138 - Location io Grande, CBO Not Transferable POST IN A CONSPICUOUS PLACE u Pot" "'r .' Yr �. v NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THE MS SITE AT TIME OF FIRST INSPECTION PERMIT NO. TAX l OUO NO. / )44 ��� �'�0 STATE OF FLORIDA: COUNTY OF MIAMI -LADE: THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property. and In accordance with chapter 713, Florida Statutes, the following Information is provided in this Notice of Commencement. 1. Legal descri.tion of property and street/address: S FT 111 1111 Hill 11111 11111 1111111 111 11111 11111111 CFN 2006R1245720 OR Bk 2511? Ps 0989 (1as) RECORDED 11/21/2006 15 :52125 HARVEY RUVII'ly CLERK OF COURT MIAMI-1 ADE COUHTYr FLORIDA LAST PAGE o r-r i' 4-an L fie 2. Description of improvement: 04 re /t/h74) 4, 144,0 3. Owner(s) name and address: Interest in property: 0U/ /1 Am l Jai '' Name and address of fee simple titleholder. 4. Contractor's name and address: 0 rE ,4,: FLOR':DP COUNTY f ,IZTZ 5. Surety: (Payment bond requeip„by oar frown contractor, a-- �ahSTar Name and address- /Y= Amount of bond $ 6. Lender's name and address: 7. Persons within the state of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)( 7 Florida Statue, Name and address: P 8.1n addition to himself, Owners designates the following person(s) to receive a copy of the Lieno?s Notice as provided in Section 713.13(1)(b), Florda Name and address: 3. Expiration date of this Notice of Commencement: expiration date is 1 year from the date of recording unless a 'ffPrpi?i date is specifie C Signature or Owner '( Print Owner's Name . f /Ht/4 kd f Prepared by Sworn to and subscribed before me tilts day of UCi eg-- , 20 04'. Notary Public Print Notary's Name My commission expires: 123.01 -52 PACE 4 ae02 ubifiv buwerL-- /13 NIP, Mfg *ttidit. b Inspection Date: 06/14/2007 Inspector: Devaney, Michael Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Owner: PEREZ, MAYDA Job Address: 620 101 Street NE Miami Shores, FL 33138- Project: <NONE> Contractor: ELOHIM ELECTRIC If2 Permit Type: Electrical - Residential Inspection Type: Final Work Classification: Addition /Alteration Block: Phone Number (305)754 -0700 Parcel Number 1132060172130 Lot: Phone: 305 - 635 -7999 Building Department Comments Thursday, June 14, 2007 Page 2 of 2 0118 20 ®1 Passed Inspector Comments MAIN PERMIT I / 5.'/"2---- 1;fAp g Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Thursday, June 14, 2007 Page 2 of 2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 4_2(6e2, Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 06/14/2007 Inspector: Devaney, Michael Owner: PEREZ, MAYDA Job Address: 620 101 Street NE Miami Shores, FL 33138- Project: <NONE> Permit Type: Electrical - Residential Inspection Type: Final ciao.. Work Classification: Addition /Alteration Block: Contractor: GREENLINE ENGINEERING & ELECTRICAL CONTRACTOR: Phone Number (305)754 -0700 Parcel Number 1132060172130 Lot: Building Department Comments low voltage permit Passed Inspector Comments 0 7 _//Z.-- e/C -. Of n/ Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Wednesday, June 13, 2007 Page 2of2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 ....... ............................... Inspection Date: 05/02/2007 Inspector: Grande, Claudio Owner: PEREZ, MAYDA Job Address: 620 101 Street NE Miami Shores, FL 33138- Project: <NONE> Contractor: HOME OWNER Permit Type: Residential Construction Inspection Type: WINDOWS AND DOORS Work Classification: Alteration Block: Phone Number (305)754 -0700 Parcel Number 1132060172130 Lot: Building Department Comments GENERAL RENOVATION, NEW KITCHEN AND UPDATE BATHROOMS MAY 0 3 PAID Passed Inspector Comments FINAL WINDOWS Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Tuesday, May 1, 2007 Page 1 of 2 it Ids lao (O 9 0_, Miami Shores Village It Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 .BUILDING PERMIT APPLICATIO FBC 2004 Permit Type (circle) Owner's Name (Fee Simple Titleholder) Owner's Address j±._1 0 /�l/ C ff �' City � .J , State or'--- Zip 3 �3' / Teztant/Lessee Name Phone # EtZTEgVI h4 OCT 3 0 2006 Permit No. �"`� OCT 3 0 200 I' Master Permit No. B Y:..t_hif&[ ... ....... Electrical ®�� Plumbing Mechanical 5 Roofing �%1//1�%�l� (,y i!� ®e P on�tZJ✓ out 2C Job Address (where the work is being done) City Miami Shores Village County Miami -Dade Zip FOLIO / PARCEL # Is Building Historically Designated YES Contractor's Company Name Contractor's Address City NO vt 6/2-, Phone # State Zip Qualifier Name Phone # State Certificate or Registration No. Certificate of Competency No. Architect/Engineer's Name (if applicable) Value of Work For this Permit $ Type of Work: DAddition Describe Work: iteration Phone # Square / Linear Footage Of Work: $IO / an '6,4//at ❑New ❑ Repair/Replace ❑ Demolition * * * ** ** * * *, * * * * * * *, ***** * * **** * * * * *, Fees ** * *** * * * * * * * * * *, * * * * * * * * * ***** ** * ** * * * ** * ** Notary $ Training/Education Fee $ Scanning $ -75 Radon $ to Bond $ 7 ooc.t ' • Code Enforcement $ DPBR $ Structural Review. $f®�d coo "°� �� / 20, CCF $ CO /CC 1 Technology Fee $ 1 SO Zoning $ Double Fee $ Total Fee Now Due $ X0222S See Reverse side —* Bonding Company's Name (if applicable) Bonding4ompany's Address • City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City Sta Application is hereby made to obtain a permit td commenced prior to the issuance of a permit 02 construction in this jurisdiction. I understand that) WELLS, POOLS, FURNACES, BOILERS, HE 0 OWNER'S AFFIDAVIT: I certify that all the applicable laws regulating construction and zoni "WARNING TO OWNER: YOUR FAILUF PAYING TWICE FOR IMPROVEME CONSULT WITH YOUR LENDER COMMENCEMENT." Notice to Applicant: As a condition to the is promise in good faith that a copy of the not — whose property is subject to attachment. Al t y.GU Gupy uj ine recoraea nonce of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged O z z O z 0 v m m m U- M 0 m (-) m ,u C z _ g to al g D D > - ° r O ✓ � n --t i m c ignature Owner or Agent The foregoing instrument was acknowledged before me this day of(JC1W(0 &, by &k6R4C who personally known to me „who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: 0 Print: tD,4 12 - L) Signature Contractor The foregoing instrument was acknowledged before me this day of , 20 , by who is personally known to me or who has produced as identification and who did take an oath. 45"ti DANIEL P. DOWER .gr Q MY COMMISSION # DD463g52 4"dFAOfl� EXPIRES: Aug. 21, 2009 071388 -0153 Florida Ncte,y SeMc®.ccr My Commission Expires: NOTARY PUBLIC: Sign: Print: My Commission Expires: * * * * * ** t**** **,r*,> ** ter ****** *,r,> *** * * ** * * * * *** * *, * *, * * ** * * * * * ** *, ** ** *,>;*,>;*** ** * * * *, *** * *** *** * ** * *** ** * * *x ** APPLICATION APPROVED BY: (Revised 02/08/06) 5frt1 %✓ Plans Examiner Engineer Zoning MIAMI SHORES DEPARTMENT OF PLANNING & ZONING 10050 NE 2°d Avenue Miami Shores FL 33037 -2304 www.miamishoresvillage.com Main Number: 305 -795 -2207 Fax Number: 305- 756 -8972 PLANNING AND ZONING BOARD HEARING STAFF REPORT: David A. Dacquisto AICP, Director, Planning and Zoning HEARING DATE: November 30, 2006 FILE NUMBER: PZ06- 1207 -01 REPORT DATE: November 1, 2006 ADDRESS: 620 NE 101 St. OWNER/ APPLICANT: Simon Mayer and Mayda Perez AGENT: James G. Smith ZONING: R -20 SUBJECT: Site plan review: Sec. 600: Site plan approval — Second Story and addition Background The 23,689 sq. ft. lot is the location of a two (2) story residence with an adjusted square footage of 3,209 including four (4) bedrooms and three (3) baths. The plan shows the proposed location of a new septic tank and drain field in the front yard. The applicant proposes to expand the main floor with a cabana added to the northeast corner of the residence, two (2) bedrooms on in the location of an existing carport at the northwest corner of the residence and a two (2) stall attached garage at the southwest corner of the residence and one next to the existing family room. The existing second story is to be expanded with the addition of a bedroom over the cabana addition and a Page 1 of 2 master suite over the existing family room and proposed bedroom. The additions will expand the adjusted square footage of the residence to approximately 7,133. The location of the property is identified as an X Zone on the FIRM map. New construction or substantial improvement of any residential building shall have the lowest floor, including basement elevated no lower than one foot above the base flood elevation. A "Certificate of Elevation" is required establish compliance with elevation requirements prior to the issuance of a building permit. Analysis The proposed site plan is consistent with the technical provisions of the Code provided the parking area paving at the rear of the garage is located not less than ten (10) feet from the side lot line. Recommendation Planning and Zoning staff recommends APPROVAL of the site plan with a finding that it is consistent with the technical provisions of the Code. However, the Planning and Zoning Board must make a finding that the proposed improvements are harmonious with the community, as required in Section 523 of the Code and, in that regard, may add further conditions or delete or modify staff recommended conditions, deny the application, or continue the item for future consideration. Should the board find that the applicant merits approval, staff recommends that the following conditions apply: 1) Applicant to comply with Section 521 (b) (2) a. of the Miami Shores Village Code for parking areas. 2) Applicant to obtain a building permit before commencing work. 3) Applicant to meet all applicable code provisions at the time of permitting. 4) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. Page 2 of 2 5. I understand that as an owner - builder, that any contractor disputes with sub - contractors and myself must be handled in a civil court with the advice of an attorney. The department will not mitigate`any contract disputes. Initial 6. I understand that if I compensate any person or company for work performed they are required to have a business license in the county. If for any reason they do not posses a business license I will be responsible and liable for any wrong doing from this unlicensed company-or person. Initial 7. I understand that if any person gets injured on my construction project —they are entitled to workmen's compensation. And if they do not posses a workmen's policy I could be held liable for all doctor and related cost which could include loss of wages during recovery from injury. 8. I. understand that under state and Focal laws I can not do any Electrical, Plumbing, Heating, Air & Roof work on my property with out first .obtaining the proper permits by licensed contractors. Was acknowledged before the this day of 66Theee— , 20 06 BY £/it't G Produced there License or was personally known to m or who has as identification. NOTARY 41"itte, DANIEL P. DOWER MY COMMISSION # DD463852 "Tor Oil' Aug. 21,2009 (407) 398.01e3 Florida Notey Servioe.com VILLAGE OF MIAMI SHORES OWNER BUILDER DISCLOSURE STATEMENT NAME: "fait4e E 4/ ,f/f7VlI , ZDATE:. O- &(, ADDRESS: 64() /j `U/ 8 cff- '?8 Do hereby petition the Village of Miami. Shores to act as my own contractor pursuant to the laws of the State of Florida, F.S 489.1.03(7). And [have read and understood the following disclosure statement, which entitles the to work as my own contractor; I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to be done by a licensed contractor. You have applied for a permit under an exception to the law. The exemption allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must supervise the construction yourself. You may build or improve a one - family or two- family residence. You may also build or improve a commercial building at a cost of $25,000.00 or less. The building must be for your owno use and. occupancy. It may not be built for sale or lease: If you sell dr lease a building you have built yourself within one year after the construction is complete, the law will presume that you built for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person as a contractor. It is your responsibility to make sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances. Any person working on your building who is not licensed Must work under your supervision and must be employed by you, Which rneans.thatyou must deduct F.I.C.A and with- holdings tax and provide workers' compensation for that employee, all,as prescribed by law. Your construction must comply with all applicable laws, ordinances, buildings codes and zbning regulations. Please read and initial each paragraph. 1. I hold title to the above property and I am planning on doing this construction Initial 2. I understand that as an owner- builder I must abide by all zoning ordinances and building regulations in effect at the time of permit application Initial `--5 3. .I have an understanding of the 2004 FBC & FRC and understand that this department and its inspectors are there to help enforce and interpret the code. There is a copy of the code in this office for review. Initial 4. I ' understand that the building official and inspectors are not there to design, alter or give advice on how to meet code only if the structure meets the minimum code. Initial DADE TRUSS COMPA[V„Y, JIvC?: • • • 6401 NW 74 Av*. ' : : :.: Miami, Fl. 33i61 : .:. : • • • • • • • . ••• • • • • ••• U. FEB 2 2 200 NG. CHECK LIST-FORK . - • •••• • ••• . •• • • BY: ------ mo®-- mee - - - (STANDARD FORM - 2005} ' • • Date: G'Z /ly 07 Bid #: Z(712--1 Dwg #: Customer: • • • • • • • Initials Salesman: H', • • • iZ Los l7D.tJ 77Za : . .' :.111410,1: AJP.IpeA) z Projects: HA YM 5/ not 6 Eng.: W%1 Gravity Load (fl- BC2001 Top Chord Bottom Chord Live Load Dead Load Live Load ROOF / 30 psf /- 2,5 psf j 00 psf FLOOR 40 psf 10psf 00 psf Dead Load Total Load 10 psf / 45 psf >/ Duration factor. 33% 05 psf Wind Load. criteria-(ASCE 7-021_ Exposure category : Type C Building category; Type II Windvelocity: 146 mph " : 2,2,_601 Wall Height 55 psf Importance factor: 0% Duration factor : 1.0 33 REQ'D ORM NAME OF FORM CHECK 1 Bracing details (HIB - 91) 2 Overhang-detail- 3 Common gable end detail 4 Drop gable end detail. 6 ; Jack-detail (7' -0” set -back) 6A Hanger Schedule - 6C USP: [1] = JHA -213 @ 45° 6C USP: [3] = JHA -424 6B USP: [2] = HUS26 6B USP: [4] = HUS28 6D USP: [11] = THD28 -2 6E USP: [12] = THD28 -3 8A J121] = Anchor strap (Mono) by Bldr 8B 1O f1] = Anchor strap (Heel of the truss) by Bldr 8C JSPH1] = Special Hanger by Bldr. 8D JSPH2] = Special Hanger by Bldr. 8E JSPH3] = Special Hanger by Bldr. Hip Piggy back detail. • 10 , Floor girder connection. 11 Scissor drop detail. I°EVIEWED & APPR • 1 ONLY. 12 Piggy back detail -1 13 Piggy back detail - 2 14 Floor strong back detail. 15 Valley set detail. ❑ SEE NOTES IN DRAWING'S C'hrekinu is only for conforn'mice wi>h the design concept of the project rn,npllance with the informatin given in th,• Ctructural Drawings ,tractor is responsible for dimensions to be confirmed a id correlated Ihr i„h cif- c -r mums ...,J nwtl, ,d of construction: tor information that h _ i..lins so!cly to fabrication procctities and rnnrr#;,tiar;n... a �� • -•. - By: Untitled (33).max Date• 1 1 / 7 Arb9b Engineering, Inc. d d. st eparatinn of A/E of Reco ion) m r to ,eu;,v ENG. ; Special Notes or requirements. ...., ,idle., llfunct in the Contract Documents during the Drawing, be biou Are copies in good quality. ,,,, „t ht to the attention of tpr P g he ',n dcviaticm 1'rnn, rh,, .ntract Documentsforproposecrtuostttut • Signed,dated and Sealed. f., c`carIv noted and highlighted in there chnh''tiwinge in-o Put master set on Eng. File. ri,�_Tinc consideration. Any such item not clearly noted is tr he roRlii ornsl By: Untitled (33).max Date• 1 1 / 7 Arb9b Engineering, Inc. d d. st DADE TRUSS CO. INC. To: 6401 NW. 74 AVE. CARLOS MONTERO MIAMI ••• ••• ••• job No: • ••• ••• • • • • • • • • • • FL 33166 _ • • • • • "age: : •• 1 of 1 • ... • • • Vale: • • 2/14/2007 Project 21712 -1 •. • • 1po • • • • • •�co • . + • kietn • • • • • • •ig•• • • JJ • • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• Truss List Project: CARLOS MONTERO Model: ADDITION Block No: Lot No: Contact Site Name: Phone: Fax: Deliver To: Deliver To Address3 Tentative Delivery Date: •• • • • •S; •• Quote No: Material Summary Includes the following General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Wind: ASCE 7-02 per FBC2004; 146 mph; Total Roof Gravity Load =65 PSF. Floor Gravity Load = 55 PSF. Exposure C, Enclosed. Computer Program Used: MITek 20/20. Pages or sheets covered by this seal from: 0001 thru 0007 Total: 7 drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15- 31.003, section 5 of the Florida Board of Professional Engineers Rules. This signed and sealed Index sheet indicates acceptance of my professional engineering responsibility solely for the truss design drawings listed below. The suitability and use of each truss component for any particular building Is the responsibility of the building designer, per ANSI/TPI 1 -1995 Section 2. SALVADOR A JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 AVE, MIAMI, FL 33166 Date Truss Date Truss Date Truss Date Truss 0001 02 -14 -2007 CJ5 0002 02 -14 -2007 H1 0005 02 -14 -2007 J3 0006 02 -14 -2007 J4 0003 02- 14-2007 HG1 0004 02- 14-2007 J1 0007 02 -14 -2007 T1 z// /to SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 TH AVE. MIAMI FL. 33166 • • ••• • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • Job 21712 -1 Truss H1 Truss Type HIPTR Qty 2 •Ply • • 1 Rk09 MONTCRO•MAYDA & SIMONE ADDIT. 0002 dob Rq erence (oitlorap• DADE TRUSS COMPANY, INC., MIAMI, FL. 33166 6.3004 Feb 16 2000sMliektIndrstrles,•Ina ed%b 1417:39:16 2007 Page 1 • • • • • • • • • • • • • • • • • • : -1-6-0 6-0-0 8-94 • . • • • • • as -0 49 • • • I 16-3-0 1 1 I 1 1-6-0 6-0-0 2 -9-0 6-0-0 1-6-0 Scale =129.5 •• • • • •• ••• •• • 4x8= • ••• • •. • • •• • 4xt) =r • • • • • • • 3.50 12 • • • • • • r • • • 3 •d • • • • • ••• •• !ME 4 A r • ►. 3x4 = 10 9 8 11 7 12 3x4 = 3x4 = 3x4 = 2x411 6-0-0 8-9-0 14-9-0 1 1 1 1 6-0-0 2 -9-0 6-0-0 Plate Offsets (X,Y): [3:0- 5.4,0 -2-4] LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Inor YES Code FBC2004/TP12002 CSI TC 0.57 BC 0.55 WB 0.09 (Matrix) DEFL in (lac) I/defl lid Vert(LL) -0.09 2 -9 >999 360 Vert(TL) -0.20 2 -9 >832 240 Horz(TL) 0.04 5 n/a n/a Wind(LL) 0.07 7 -9 >999 240 PLATES GRIP MT20 244/190 Weight: 58 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7 -10-3 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2= 1122/08-0, 5= 1122/0 -8-0 Max Uplift2=- 820(Ioad case 3), 5=- 820(Ioad case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=0/44, 2-3=-1927/854, 3.4= 17541867, 4-5=-1928/853, 5.643/44 BOT CHORD 2 -104-636 /1746, 9-10=- 636/1746, 8-9=- 633/1754, 8-11= -633/1754, 7- 11=- 633/1754, 7- 12- 63411746, 5-12 =- 634/1746 WEBS 3- 9=0/286, 3-7=-197/198, 4-7- 12/208 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 7.Opsf; BCDL= 3.Opsf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.25. 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 820 Ib uplift at joint 2 and 820 Ib uplift at joint 5. 7) This truss has been designed for a moving concentrated Toad of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOADCASE(S) Standard SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 TH AVE. MIAMI FL. 33166 Job 21712 -1 Truss HG1 Truss Type HIP-GIRDER TR • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • ••• • • • 2 • PIY• • • 1 4AF$LOI MOI4'ESts- &llAYDA & SIMONE ADDIT. 0003 DADE TRUSS COMPANY, INC., MIAMI, FL. 33166 6,024s F• Y5 20%14�T4Ihgustriee Ih. W &gFeb 1417:39:18 2007 Page 2 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=- 265(F) 8=- 265(F) Job Reference ( onal • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• ••• ••• • • •• • • • •• ••• •• • • • • • • • • • •• • • • • • ••• •• SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 TH AVE. MIAMI Fl. 33166 • • ••• • • • ••• •• •• • • • • •• •• • • • • • • • • • • • • • • • • • • • • ••• • • • • . • • • Job 21712 -1 Truss J3 Truss Type JACK TR @ 45 ety 8 'Piy • • 1 CAR809MOMPEROSMAYDA & SIMONE ADDIT. 0005 Job Reflerence (orgionap.. DADE TRUSS COMPANY. INC.. MIAMI. FL. 33166 6.300 • Feb 16 2006•Millek4ndastries,dnc• Wed ieb 1417:39:19 2007 Page 1 -1-6 -0 14-0 • • • • • • • • • • • • • • • • • • • • • • �• • • • 2 3.50 12 3-0-0 •• • • • •• ••• •• • • • • • • • • • • • • • • • • • •• • • • ••• •• 5 4 3-0-0 3-0-0 :7.5 LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TP12002 CSI TC 0.57 BC 0.28 WB 0.00 (Matrix) DEFL in (Ioc) I/defl Ud Vert(LL) -0.01 2-4 >999 360 Vert(TL) -0.02 2-4 >999 240 Horz(TL) -0.00 3 n/a n/a Wind(LL) 0.00 2 "•' 240 PLATES GRIP MT20 244!190 Weight: 12 Ib LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 3= 67/Mechanical, 2= 449/0-8-0, 4 =26/Mechanical Max Hoxz2= 226(Ioad case 3) Max Uplift3= 92(Ioad case 3), 2=- 625(Ioad case 3) Max Grav3 7(Ioad case 1), 2=449(Ioad case 1), 4=226(Ioad case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=0/44, 2 -3 -70!13 BOT CHORD 25 =0/0, 4-51/0 Structural wood sheathing directly applied or 3-0-0 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL =7.Opsf; BCDL= 3.Opsf; Category II; Exp C; enclosed; C-C Exterior(2); Lumber DOL =1.33 plate grip DOL =1.25. 2) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 Ib uplift at joint 3 and 625 Ib uplift at joint 2. 6) This truss has been designed for a moving concentrated Toad of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 TN AVE. MIAMI FL. 33166 • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • Job 21712 -1 Truss T1 Truss Type COMMON TR •Qty • 3 Ply • 1 €ARLO6 MONRERO4MAYDA & SIMONE ADDIT. 0007 Job Reference (pptionall . DADE TRUSS COMPANY, INC., MIAMI, FL 33166 6630(s 6eb45 2006 MiTeN Industries, Ins. Weil Feb 1417:39:21 2007 Page 1 • • • • • • • • • • • • • • • • • • : 7-4-8 • • • ... 4 • • -143-13 1 16-3-0 1 I 1 1-6-0 7.4-8 7-4-8 1-6-0 Scale =1:29.0 •• • • • •• ••• •• • • ■ • • • • • • 6x8 MT2OH= • • • • • • • • • • • • • • • • ■• • • • • • ••• •• 3.50 12 3 2 _ 1 7 6 8 3x5 = 3x5 = 5x6 = 7-4-8 149- 1 7-4-8 7-4-8 Plate Offsets (X,Y): [6:030,0 -3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.65 Vert(LL) -0.17 2-6 >999 360 MT20 244/190 TCDL 25.0 Lumber Increase 1.33 BC 0.63 Vert(TL) -0.32 2-6 >528 240 MT2OH 187/143 BCLL 0.0 Rep Stress Inc( YES WB 0.12 Horz(TL) 0.04 4 n/a nla BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Wind(LL) 0.06 6 >999 240 Weight: 52 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11 -1 oc BOT CHORD 2 X 4 SYP No.2 purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 8-4-7 oc bracing. REACTIONS (Ib/size) 2=1122/0-8-0, 4= 1122/0 -8-0 Max Uplift2=- 808(load case 3), 4=- 808(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=0/44, 2- 3=- 18641787, 3- 4= 1864/787, 4-5g)/44 =562/ 1679, 6- 7= 562/1679, 6- 8= BOT CHORD 2 -7 562/1679, 4.8 =-562/1679 WEBS 3-6 =0/377 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 7.Opsf; BCDL= 3.Opsf; Category II; -Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.25. 3) This truss has been designed for a 10.0 psf bottom chord rwe load nonconcurrent with any other live loads. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 808 Ib uplift at joint 2 and 808 Ib uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points atong the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 TN AVE. MIAMI FL 33166 FEB 2 2 2007 ENG. CHECK LIT.•FO °�111�, • ••• ••: BY:------- - - - - -- • • • • • • • • •. • (STANDARD FORM - SEIrr.-•2005)e • • • • • • ••• ••• ••• • • DADE TRUSS COMPANY, INC .. • . • . :. .: • • • 6401 NW 74 Ave; • . • • •. • • • • • Miami. FI. 33168 : °: ° : : : : • • • Date : 02/14 C7 Bid # : 2 (7 12 1 Customer: Projects: Dwg #: • • • • e s Indus $$lesman: H l • sees••• • • ••• • • • • •• • C;%t r2 LO j 17 o, J 7 V.4 : • . • :64040 .01>irrGW i¢T Z •=�''FatZ . MA`04 s fri0ti ^F, Eng.: 14111 Gravity Load (FI BC2001)- R ROOF r F FLOOR W Wind Load. criteria_(ASCE 7.02 Live Load 3 To Chord ,`Dead L Load . . Z5 psf 10 psf B Building category; Type I II Live Load 0 REE'<l'D ORM NAME OF FORM 1 Bracing details (HIB - 91) 2 Overhdetail- 3 Common gable end detail 4 Drop gable end detail. 6 - Jam detail (7' -0" set -back) 6A Hanger Schedule 6C _USP: [1] = JHA -213 @ 45° 6C USP: j3] = JHA-424 6B USP: [2]_= HUS28 6B USP: [4] = HUS28 CHECK 6D USP: [111= THD28-2 6E USP: [12] = THD28 -3 8A = Anchor strap (Mono) by Bldr 8B ,J fb] = Anchor strap (Heel of the truss) by Bldr 8C JSPH1] = Special Hanger by Bldr. 80 [SPH2] = Special Hanger by Bldr. 8E 1SPH31 = Special Hanger by Bldr. 9 Hip Piggy back detail. 10 Floor girder connection. 11 Scissor drop detail. 12 Piggy back detail -1 13 Piggy back detail - 2 14 Floor strong back detail. 15 Valley set detail. REVIEWED & APPROVED FOR COMPLIANCE WITH Tab 1Jt.SICJN t,ONCrir ONLY. ❑ SEE NOTES IN DRAWINGS p REVtbt & gesttlimrr r h,,ct ing is nasty fnr rnnfnrmanre with the desien concept of the prof ;ct and compliance with the informatin given in the Structural Drawings contractor is responsible for dinieuniuns lu 1/C coati Ucd- attd-cerrcla ed at thr jrih dh• fnr mennc and methods of construction: fcr information Slat ,crtains solely to fabrication processes, and coordinate bas of all trades .,y emit1ici.i and in the amtidU Duwitt.,I ts"daring-h0 proparatiot. of Clinr nrnuinr: mist hr. broug t to the attention.of the A/E of tecord. (or proposed substitution) must in caul... +^ - 2ceive ercd ENG. Special Notes or requirements. Are copies in good quality. rue\ iaticn; from the Contract Documents .ELI �Ll.1in them Stop -D 4,• ,, i•.11 A ny surh item -nnt cleat+ Signed,dated and Sealed. Put master set on Eng. File. Untitled (33).max b noted is to a Corsi z11a'61 A rhall Engineering, Inc. ti DADE TRUSS CO. INC. 6401 NW. 74 AVE. MIAMI FL 33166 Project: CARLOS MONTERO Model: ADDITION Block No: Lot No: Contact Site Name: Phone: Fax: To: CARLOS MONTERO Deliver To: Deliver To Address3 Tentative Delivery Date: • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• Truss List • • • • ••• • • • • • • d• oY No: • • • • • • • • • • • • • • • • • jige: • • • 1 of 1 • • • • . • • • ••• •.• •ire: • • 2/14/2007 Project 21712 -1 •• • • • Xcsotilla Ao •• • • ••• • • • • •• • 4Designer. • JJ • • • • • . • • • • • • • • 45afhsi?ltvI • • Quote No: Material Summary Includes the following General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Wind: ASCE 7-02 per FBC2004; 146 mph; Total Roof Gravity Load =65 PSF. Floor Gravity Load = 55 PSF. Exposure C, Enclosed. Computer Program Used: MITek 20/20. Pages or sheets covered by this seal from: 0001 thru 0007 Total: 7 drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15- 31.003, section 5 of the Florida Board of Professional Engineers Rules. This signed and sealed index sheet indicates acceptance of my professional engineering responsibility solely for the truss design drawings listed below. The suitability and use of each truss component for any particular building is the responsibility of the building designer, per ANSI/TPI 1 -1995 Section 2. SALVADOR A JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 AVE, MIAMI, FL 33166 Date Truss Date Truss Date Truss Date Truss 0001 02 -14 -2007 CJS 0005 02 -14 -2007 J3 0002 02-14-2007 H1 0003 02- 14-2007 HG1 0004 02- 14-2007 J1. 0008 02 -14 -2007 J4 0007 02 -14 -2007 T1 SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 TH AVE. MIAMI FL. 33166 • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • Job 21712 -1 Truss H1 Truss Type •Qty HIP TR • 2 Ply • 1 CARLOS MOPITERO+MAYDA & SIMONE ADDIT. 0002 Job Inference (ppttonpa DADE TRUSS COMPANY, INC., MIAMI, FL. 33166 6JJ sTse%s152006 • • • • • • • • -1-6 -0 6-0-0 8-9-0 : • : • ek ]ndustrie* Inc. Wad 1417:39:162007 Page 1 • • • • • • • • • • • : • • 149-6• • • : I 16-3 -0 I I 1 1-6-0 6-0-0 2 -9-0 6-0-0 1-6-0 Scale = 1:29.5 •• • • • •• ••• •• • • • • • • • • • 4x8 _ • • • • 446 • • • •• • • 3.50 12 • 3 ••4 • • • • • ••• •• pm 2 mii 9 N 5 : = 6J 1111'.74.11 11-7.171.1 3x4 = 10 9 8 11 7 12 3x4 = 3x4 = 3x4 = 2x4 11 6-0-0 8-9-0 14-9-0 6-0-0 2 -9-0 6-0-0 Plate Offsets (X,Y): [3:0- 5.4,0 -2-4] LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 CSI TC 0.57 BC 0.55 WB 0.09 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) -0.09 2 -9 >999 360 Vert(TL) -0.20 2 -9 >832 240 Horz(TL) 0.04 5 n/a n/a Wind(LL) 0.07 7 -9 >999 240 PLATES GRIP MT20 244/190 Weight: 58 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1 -3 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-3 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2= 1122/0 -8-0, 5=1122/0 -8-0 Max Upiift2=- 820(load case 3), 5=- 820(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=0/44, 2-3=-1927/854, 3-4=-1754/867, 4-5= 1928/853, 5-6-/44 BOT CHORD 2 -10=- 636/1746, 9-10= 636/1746, 8-9= -633/ 1754, 8.11 =-633/ 1754, 7 -11=- 633/1754, 7- 12- 834/1746, 5-12 =- 634/1746 WEBS 3- 9=0/286, 3-7=-197/198, 4-7= 12/208 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL =7.Opsf; BCDL= 3.Opsf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.25. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 820 Ib uplift at joint 2 and 820 Ib uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 TN AVE. MIAMI FL. 33166 Job 21712 -1 Truss HG1 Truss Type HIP GIRDER TR DADE TRUSS COMPANY, INC.; MIAMI, FL. 33166 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=- 265(F) 8= 265(F) • • ••• • • • ••• • •• •• • • • •• • • • • • • • • • • • • • • 1Qty • Fe/: • tAI LQ•& MOIZTESLMAYDA & SIMONE ADDIT. 2 1 0003 Job Reference (qpfionill 6,Qs Ee %,15 20Qet e6 ustrieq, Try. Mg Feb 14 17:39:18 2007 Page 2 • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• ••• •••• • • • • •• • • • •• ••• •• • • • • - • • • •• • • • • • ••• •• • SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 ' 6401 NW 74 TH AVE. MIAMI FL. 33166 • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • • ••• • • • • Job 21712 -1 Truss J3 Truss Type JACK TR @ 45 8 Ply •1RL0$ 1 MONRjirOfIAYDA & SIMONE ADDIT. 0005 Job Reference (optional DADE TRUSS COMPANY. INC.. MIAMI. FL. 33166 6. a FEI?15 200 ilekU�cj►rstries•I VQ eb 1417:39:192007 Page 1 -1-6-0 1-6-0 2 3.50 12 • • • • • • • • • • • • • • • • • • • • • 3-0-0• • • • • ••• ••• ••• • • 3-0-0 •• • • • •• ••• •• • • • • • • • • • • • • • • 3 •• • • • - • ••• •.• • 2x4 — 5 3-0-0 :7.5 LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 CSI TC 0.57 BC 0.28 WB 0.00 (Matrix) DEFL in (Ioc) l/defl L/d Vert(LL) -0.01 2-4 >999 360 Vert(TL) -0.02 2-4 >999 240 Horz(TL) -0.00 3 n/a n/a Wind(LL) 0.00 2 "" 240 PLATES GRIP MT20 244/190 Weight 12 Ib LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3 67/Mechanical, 2= 44910 -8-0, 4= 26/Mechanical Max Horz 2=226(load case 3) Max Uplift3 — 92(Ioad case 3), 2 =- 625(Ioad case 3) Max Grav3=67(Ioad case 1), 2=449(load case 1), 4= 226(Ioad case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2- 3= -70/13 BOT CHORD 2- 5=0/0, 4 -5=0/0 NOTES 1) Wind: ASCE 7-02; 146mph (3 -second gust); h =25ft; TCDL= 7.0psf; BCDL= 3.Opsf; Category II; Exp C; enclosed; C -C Exterior(2); Lumber DOL =1.33 plate grip DOL =1.25. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 Ib uplift at joint 3 and 625 Ib uplift at joint 2. 6) This truss has been designed for a moving concentrated Toad of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 TN AVE. MIAMI FL. 33166 • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • • • ••• • • • Job 21712 -1 Truss T1 Truss Type COMMON TR (PI*. 3 ip F1fi5 • 1 20001i=elcedystnesolnc• Cf►RrO� MONTIEFUZMAYDA & SIMONE ADDIT. 0007 Job Reference (optional) Wellr'eb 14 17:39:21 2007 Page 1 DADE TRUSS COMPANY, INC., MIAMI, FL. 33166 6. • • • • • • • • • • • • • • • • • • -1-6-0 7-4-8 • • • • 44-9-0 • • • 16-3-0 I I r- • ••• ••• ••• • • 1-6-0 7-4-8 7-4-8 1-6-0 Scale =128.0 •• • • • •• ••• •• • • • • • • • • • 6x8 MT2OH= • • • • • • • • •• • • • • • ••• •• 3.50 FIT 3 c., A iii 4 5 WI Al i� 1 110.-. 1103:311 11Pal.."31 10-7.21.01 3x5 = 7 6 3)(5 = 5x6 = 7-4-8 14.9-0 7-4-8 7-4-8 Plate Offsets (X,Y): [6:0- 3.0,0 -3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lox) I/defl Ltd PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.65 Vert(LL) -0.17 2-6 >999 360 MT20 244/190 TCDL 25.0 Lumber Increase 1.33 BC 0.63 Vert(TL) -0.32 2-6 >528 240 MT2OH 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.04 4 nia n/a BCDL 10.0 Code FBC2004/fP12002 (Matrix) Wind(LL) 0.06 6 >999 240 Weight: 52 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11 -1 oc BOT CHORD 2 X 4 SYP No.2 purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 8-4-7 oc bracing. REACTIONS (Ib/size) 2= 1122/0 -8.0, 4= 1122/0.8 -0 Max Uplift2--- 808(Ioad case 3), 4=- 808(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2- 3= 1864/787, 3- 4=- 1864/787, 4-5<1/44 BOT CHORD 2 -7 =-562/ 1679, 6- 7 =- 56211679, 6-8=- 562/1679, 4- 8= 562/1679 WEBS 3-6 =0/377 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 7.Opsf; BCDL= 3.Opsf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.25. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is-chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 808 Ib uplift at joint 2 and 808 Ib uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 TH AVE. MIAMI FL. 33166 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING 09-0)10714-;, PA-- • PERMIT APPLICATION FBC 2004 Permit Type (circle): c uilding Electrical Owner's Name (Fee Sim Owner's Address City i 0,1 Permit No. Master Permit No. , Plumbing Mechanical le Titleholder) J1 'ee He 1 Phone # )t) /did Zip Tenant/Lessee Name ;7;9- Job Address (where the Work is being done) City Miami Shdres Village FOLIO / PARCEL # Phone # v/ Roofing (qq5 County Miami -Dade Zip Is Building Historically Designated YES Contractor's Company Name Contractor's Address City Qualifier Name NO 4009,) (nor Phone # W5* v0.4Tri State Zip yrcrp C $ OO—r1 - Phone # State Certificate or Registration No. Architect/Engineer's Name (if applicable) Certificate of Competency No. Phone # Value of Work For this Permit $ Type of Work: ['Addition Describe Work: ❑Alteration Square / Linear Footage Of Work: ['New ❑ Repair/Replace ❑ Demolition Submittal Fee $ Notary $ Scanning IP -0 Radon $ Bond $ Code Enforcement $ Permit Fee $ CCF $ CO /CC Training/Education Fee $ Structural Review. $ Technology Fee $ DPBR $ Zoning $ Double Fee $ Total Fee Now Due $ • CC See Reverse side 13PAID Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify thatno work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature Owner or Agent Contractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of , 20 , by , day of , 20 , by who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: My Commission Expires: APPLICATION APPROVED BY: (Revised 02/08/06) My Commission Expires: Plans Examiner Engineer Zoning • • ••• • • • ••• •• •• • • • • • •• •• • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • ••• • • • • ••. • ..• • • • • • • BUILDING CODE COMPLIANCE OFFICE (BCC, • • ' • • PRODUCT CONTROL DIVISION • • • • • NOTICE OF ACCEPTANCE (NOAH;' • G.E. Polymershapes 8105 Krauss Blvd. Tampa, FL 33619 • • •• • • • • •• • • • AO VEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 www.buildinacodeonline.com • •• .•• •• • .. • • • • • .•• •. • Scope: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone. DESCRIPTION: GUARDIAN 6 and AFT -LX #5252, Polycarbonate Glazed, Doubled Domed Skylights with Aluminum or Wood Curb APPROVAL DOCUMENT: Drawing No. SC -1, Sheet 1 of 1 and CM -1, Sheet 1 of 1, titled: "Miami -Dade County Test", dated 12/19/01 and 12/04/01, signed and sealed by Vipin N. Tolat, 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 and Small Missile Impact LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and the following statement: "Miami -Dade County Product Control Approved or MDCPCA ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 01- 1010.01 and consists of this page I, evidence submitted as wel approval document mentioned above. The submitted doc STATE AND COUNTY RULES AND REGULATIONS NOA No 06- 1127.05 Expiration Date: M arch 01, 2008 Approval Date: March 01, 2007 Page 1 • • • •• •• • • • • • • • • • • • • • • ••• • • •• •• • • • • • • • ••• • • • • • • • • • • • • • ••• G.E. Polvmershapes NOTICE OF ACCEATpNCE: 1d • � NCI':SIJBMITTED • • • • • •• • • • •••• •• • • • • A. DRAWING (transferred from file # 0]- 1010.01) •• • • 1. Drawings prepared by G. E. Polyrmershapes, titled "Miami -Dade County Test ", Drawing No. SC -1, sheet 1 of )d 11, :S1eat pf ]•,;dated 12/19/01 and 12/04/01, signed and sealed by Vtpib •• • • • • • ••• •• B. TEST (transferred from file # 01- 1010.01) Original test conducted per SFBC, PA 201, 202 & 203 -94, now known as FBC, TAS 201, 202 & 203 -94 1. Test Report on Large Missile Impact Test per PA 201, Cyclic Wind Pressure Test per PA 203 and Uniform Static Air Pressure Test per PA 202 of "Polycarbonate glazed, fixed double dome, self flashing, aluminum frame skylight unit" prepared by Construction Research Laboratory, Inc., Report No. 6147, dated 03/23/95 revised on 06/15/95, signed and sealed by N. S. Balsara, PE. 2. Test Report on Large Missile Impact Test per PA 201, Cyclic Wind Pressure Test per PA 203 and Uniform Static Air Pressure Test per PA 202 prepared by American Test Lab of South Florida, Certification #97- 0623.02, dated 09/12/97, signed and sealed by W. R. Mehner, PE C. CALCULATIONS (transferred from file # 01- 1010.01) 1. Anchor calculations dated 09/28/97, Sheet 1 of 1, prepared by Vipin N. Tolat, PE, Consulting Engineer, signed and sealed by Vipin N. Tolat, P.E. ( Note :Anchors verified to be in compliance w/ FBC 2004) 2. Anchor calculations dated 05/22/95, Sheets 1 and 2 prepared by Vipin N. Tolat, PE, signed and sealed by V. N. Tolat, PE. D. QUALITY ASSURANCE BY: 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATION 1. Notice of Acceptance NOA # 06- 0322.03 issued to General Electric Plastic for "Lexan sheet products ", expiring July 17, 2008. F. STATEMENTS (transferred from file # 01- 1010.01) 1. Letter dated Jan. 23, 2007, issued by Construction Testing Lab for scheduled re- verification test for the G.E. Skylight, signed by G. Dotzler. 2. Acquisition Agreement of Cadillac Plastic Group, Inc. & General Electric Company, dated 05/10 /2000 to be signed by M.A. Hanna & G. L. Rodgers. 3. No change letter issued by G. E. Polymershsapes with no dated and signed by B. Burrey. G. OTHER 1. This NOA renews NOA # 01-1010.01 (98-0901.22), expired on November 02, 2006. 2. BCCO request letter dated Dec. 18, 2006. 3. One year conditional approval, subjected to verification test. 4. Acquisition Agreement between Cadillac Plastic Group, Inc. & General Electric Co. I sty L� �J E -1 R aK Is aq I. Chanda, P.E. Product Control Examiner NOA No: 06- 1017.01 Expiration Date: March 01, 2008 Approval Date: March 01, 2007 - OUR. 20 GASKET NO. 6 1/4" DIA. WEEPS r� AT NOM I I" O.C. (5 PER SIDE) #8 X yr ZINC PLATED TEX. SCREWS AT NOM 10" O.C. (5 PER SIDE) EXTRUDED ALUM CURB FRAME FASTENERS. ROOM. RAMO -Br OTHERS JINSIDE ALUM DAL ° 50 SQ CURB ((DETAIL 5/8" X 1 1/4• X I/8' ALUM ANGLE CONE. SILICONE SEALANT D.1.M 25:6+/ - (BY OTHERS) #14 X I lir LAG SCREWS 6 NOM. 10" O.C. (5 PER SIDE) BY OTHERS 2X WOOD CURB BY OTHERS NOTE: ALL MITRED ALUMINUM CORNERS TO BE MIG WELDED AT ALL EXTERIOR SURFACES. ALL ALUMINUM 6063 -T5 DESIGN PRESSURE +54 PSF -58 PSF MOM riaral wAwpR. 4_lwo - lryla 8 ktilexaliAiarAwAs OWN 1{.E', 1N 11N111at Hl vi.r. r laNO TR IOS A COO(ER.S. LONG NEAR CUARTEPPOMO .I5? T WNGWKSAl CORNER. MOAT CSARIERPoOIIR " AF " CURB EXTRUSION 2X CURB ON ROOF DECKING 14 GAGE GALV. STEEL -� STRAP, MIN. Fy = 33,000 psi 2 - Bd NAILS MEMBER. ROOF DECKING MEMBER N 8 STRAPS REQD FOR 4' X 4' UNIT 2X ROOF TRUSS or 2 x 4 BRACING BETWEENROOF TRUSS TYP. CURB CONNECTIONcoP CHORDS COMA= ESA..w ➢Qa DVELEXI CURB CONDmmNa m11EST OPLIFr LOADS 50.25 INSIDE ALUMINUM DIMENSION SICYLIG SECTION A ?Fry:iJ x, u1111316 IRON It 59(11 FLORIO 0 ODIN6 DWI_ JAN 002. Fri i is'9DICI 3$Ti DI DIVISION( BUIIDINO CODE COIVIVACE ACM= , w►ot2"o.l • CURB SHALL HAW A MN. CLEAR DISTANCE OF 4" BETWEEN LOWER END OF LIP ANGLE S. RODE SUBSTRATE FOR SHINGLE AND NGWNSULATED BUR W /GRAVEL FINISH. FOR TILE RCOF AND INSULATION ADO TILE HEIGHT AND INSULATION THICKNESS TO THE 4" MINIMUM HEIGHT. (2.14-,I 01 VIPIN N. TOI.AT, PE FL PE #12847 CIVIL ENGINEER • • • ••• ••• • ••I•• - • •• •••• . ••••� • • 0 3/31/95 REV. 12/4 •• • • •14 of 1n Rn • [=� C • 4, O• Lz T • O •4 4. • • • • •••• •• • • • •••• • • • • •• h M O N no 1 1 r1 N N N kD t0 ••• • • ••• • ••• • •• • •• ••• •• • ••• • ••• • .118' (1/8' NOMINAL) POLYCARBONATE OE LEXAN XL 'FREE BLOWN" OUTER .118' (1/8' NOMINAL) POLYCARBONATE' FREE OE LEXAN 9034 BLOWN' INNER DOE RETAINING ANGLE VB• x t!P CLOSED CELL FOAM TAPE W/ ADHESIVE (1) SIDE - LAPPED CORNERS DUR_ 20 GASKET NO.6 1/4' DIA. WEEP AT CORNERS 68XV2'ZINC TEK SCREWS AT NOM 10' 0.C. ($ PER SIDE) EXTRUDED ALUM CURB *12 X P PAN HEAD WOOD SCREWS a' FROM EACH END AND MAX OF 10' O.C, (S PER SIDE). MINIMUM 1 PENETRATION INTO WOOD RIP e CURB DETAIL s SIOSS mvnc. innvea•e.0015 NOTE: ALL MITRED ALUMINUM CORNERS TO BE MIG WELDED AT ALL EXTERIOR SURFACES. ALL ALUMINUM 6063 -T5 DESIGN PRESSURE +54 PSF -58PSF NOMINAL 1 1:2' AIR OAP rasa 4.4 1/8' DIA VENT HOLES (2) TOTAL LOCATED AT OPPOSITE CORNERS DENSE EPDM RUBBER (70 DUR) CONT. AROUND PERIMETER BUTIED AT MID SPAN AND SEALED INSIDE CURB DIMENSION (LC.D.) 46.25' 8O. .187' 12S AWING ANGLE 243' mt. PRODUCrIONESVCD 111W eAlk Id! Aceepum raltas -II OTHERWISESP C S m UNLESS D p.riSTI :3 h; GGJPLYTTiO 19190 THE SOWN FLOWDA 5t..._. .."r "? 9341 "r7- 1ELII2 133 ODE CMPLANCE OR ACCEPtAACE xO. o1- ►Olo.o 1 412' .. SAT TON 3.192' 1 7T a b CURB EXTRUSION • CURB SHALL HAVE A MIN CLEAR DISTANCE OF 4° BETWEEN LOWER END OF UP ANGLE & ROOF SUBSTRATE FOR SHINGLE AND NCN.INSULATED BUR W /GRAVEL RNISH, FOR TILE ROOF AND INSULATION ADD TILE HEIGHT AND INSULATION THICKNESS TO THE 4° MINIMUM HEIGHT. VIPIN N. TOLAT, PE FL PE g12847 CIVIL ENGINEER sc-1 SHEET 1 OF 1 • • • •, ••• • • • • • • • • • • • • • • • • • • • • Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP - 31113 Permit Number. MC -10-06 -2685 Inspection Date: 06/11/2007 Inspector: Perez, JanPierre Owner: PEREZ, MAYDA Job Address: 620 101 Street NE Miami Shores, FL 33138- Project: Permit Type: Mechanical - Residential Inspection Type: Final Work Classification: Addition /Alteration <NONE> Block: Contractor: MANCO AIR INC. Phone Number (305)754 -0700 Parcel Number 1132060172130 Lot: Phone: 3051409 -7719 Building Department Comments A/C FOR REMODELING 2 UNITS .. Passed - Inspector Comments I , 7 Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Monday, June 11, 2007 Page 2 of 2 7: \ ; Coo) ffe agrolmi r'" cite43 Covenant Engineering NO EXCEPTIONS TAKEN _ REVISE AND RESUBMIT — MAKE CORRECTIONS NOTED — REJECTED i t I thefilMilWillf CIT "Mat fer Danflialentie °Rh thla • deg* . elin=a0VAIX"Pnall" VIM cold fhb ohdl not nem contractor *am roopandAty for ds4 from contract drawings and specification% for anasorrialecs and to In tor at*, dsla or for BY DATE 2/25/2007 a Irrir limmorry. 4, ... . —10 -1 0 •, 0 0 0 • Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING Oalr PERMIT APPLICATION 125 FBC 2004 Permit Type: Mechanical MAR 0 1 2007 BY: --, Permit No. 0e/a7 "2 Master Permit No. Owner's Name (Fee Simple Titleholder) )YOAJ S' / Phone # Owner' Addrej/ss 620 1\1, 101 S t City- State Zip r3 Tenant/Lessee Name Phone # E -MAIL: Job Address (where the work is being done) GX IQ1 sf City Miami Shores Village County Miami -Dade FOLIO / PARCEL # Is Building HistoricallyiDesignated YES NO Contractor's Company Name atilW Ar( Contractor's Ad ress )317M ' j) 1 OA) . City t • QWLt State Q1+411/10 State Certificate or Registration NoCACO MOO E -MAIL: Qualifier Name l Zip Phone #%IiCJ .403 77 l Architect/Engineer's Name (if applicable) Value of Work For this ,Permit $ 0- Zip 53168 Phone # "IS4 , 544 26 59 Certificate of Competency No. Phone # Square / Linear Footage Of Work: Type of Work: ['Addition ❑Alteration ❑New ❑ Repair /Replace Describe Work: 'x,x**xxxxxxx ** xxxx xxxxxxxxxxxxxx Fees* * * * * * * * *'' xxxxxxxxxa xxx Submittal Fee $ Permit Fee $ CCF $ CO /CC Technology Fee $ Zoning $ Notary $ Training /Education Fee $ Scanning $ Radon $ Bond $ Code Enforcement $ Structural Review. $ DPBR $ Double Fee $ Total Fee Now Due $ See Reverse side -� Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. l 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: 1 certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature Owner or Agent Contractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this___ day of , 20 , by , day of , 20 by who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: My Commission Expires: My Commission Expires: *x x*W W W WXxxx*xxxxx*xxxxxx x x xx* xx xxXxxxx XX XXxx WWWWWWWWW W W xx xx Xxx XxxxXx x *xxxx xxx xxx* *** %.x xxx xx xxx'xx x xxx WY. APPLICATION APPROVED BY: Plans Examiner Engineer Zoning (Revised-02 /08/06) AO- Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING p gMgEVg3 PERMIT APKICATION OCT 3 0 2006 g Permit No. ML Master Permit No. FBC 2004 BY: I...l Permit Type (circle): Building Electrical Plumbing Owner's Name (Fee Sim 1e Titleholder) simaw eirefivitiPell ' /o e # Owner's Address z [ /1 0( 0 City k ll cr State Zip .4i / Tenant/Lessee Name Roofing Phone # Job Address (where the work is being done) City Miami Shores Village County Miami -Dade Zip FOLIO / PARCEL # Is Building Historically Designated YES Contractor's Company Name f1 '✓e 0 74 f f , Phone # 365--d-70 9' — 7 7 r Contractor's Address /13 7 85- /VW 7 t City At. M,#Mr State � Zip 3 3f'( Qualifier Name / il�j� ; Z 7&1471/4!`® Phone # 67 6 ,f- V State Certificate or Registration No. Cam® ,,5-r ®$ Certificate of Competency No. Architect/Engineer's Name (if applicable) Value of Work For this Permit $ Type of Work: ❑Addition [alteration ❑New ❑ Repair/Replace ❑ Demolition Describe Work: C 19,, e�/E ©a� Ci'Z is z-O A/1��� Phone # /61 frvo Square / Linear Footage Of Work: Y C,1 iv T ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Fees************* ** * * * * * * * * * * * * * * * * * * ** * * * * * * * ** Permit Fee $ O ,CL CCF $ . CO /CC Training/Education Fee $ 2 00 Technology Fee $ - S Submittal Fee $ Notary $ Scanning $ Bond $ Structural Review. $ Radon $ DPBR $ Zoning $ Code Enforcement $ Double Fee $ Total Fee Now Due $ aaCti See Reverse side -7> (DEC 2 2PAID `be Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Owner or Agent The foregoing instrument was acknowledged before me this day of (2 , 201 by d` / e:a/.0t,C Hh%' — , day of Cd 20 Contractor The foregoing ins ent was acknowledged before me this26 , by Iry / _ MI who rsonally known to me ho has produced who is -: rsonally known.to me o who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: fez, dew My Commission Expires: 430 ei DANIEL P. DOWER MY COMMISSION # DD463852 398.0953 Flow Notary Seivice.com NOTARY P Sign: Print: My Commission Expires: DANIEL P. DOWER MY COMMISSION # DD463852 EXPIRES: Aug. 21,2009 Florida Notary Sevice.com *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * ** * * * * * * * * * * * * * ** ** ** * � *** * * * * * * * ** APPLICATION APPROVED BY: Plans Examiner Engineer Zoning (Revised 02/08/06) 7.\ ,.\ K..1 shop- ./21-:(:' Ply! Covenant Engineering X NO EXCEPTIONS TAKEN REVISE AND RESUBMIT — MAKE CORRECTIONS NOTED _ REJECTED Ravin, to orl for confommoo with ea design end oomplionso idth tho otrOn rdettroot. Almelo JR wily d did not radon Ircrn rosponoblIty far Sven contract *wings and opedflootIons, for wad=ond to for any &MA or for BY DATE 2/25/2007 4 E 721:121:1=212= 0 -t4 44 44 r61 • 0 I. 0 14.1 ;Ili I":11 .1.11 !!:• !I • ti . • . :••=7„, r 0 0. 00 0 0 0 0 I Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING Permit No. PERMIT A PLICATIOI"i �' ' - ° Master Permit No ,/ FBC 2004 Permit Type: Mechanical Owner's Name (Fee Simple Titleholder) Owner's Address - Phone # %. "r l 4�j City State Ate ` Zip / ' Tenant/Lessee Name Phone # E -MAIL: Job Address (where the work is being done) City Miami Shores Village County Miami -Dade Zip FOLIO / PARCEL # Is Building Historically Designated YES Contractor's Company Name Contractor's Address City Qualifier Name Phone # 3t /67 71'? 11, pi ofi State Certificate or Registration No. e 5V Certificate of Competency No. E -MAIL: oo! State Zip 3v ,, Phone # 3v r/ l 7-71, Architect /Engineer's Noble (if applicable) Phone # Value of Work For this Permit $ Type of Work: ❑Addition ['Alteration Describe Work: ° Square / Linear Footage Of Work: ❑New ❑ Repair /Replace ❑ Demolition aFxxxxa:xxxxxx xx'x 'xx*******x 11 /5 a •• Fees**"""*. r. ac r.x�;xxxxxr. r. aexx Submittal Fee $ Permit Fee $ 7(1 CCF $ CO /CC Notary $ Training /Education Fee $ Scanning $ -L Radon $ DPBR $ Technology Fee $ Zoning $ Bond $ Code Enforcement $ Double Fee $ Structural Review. $ Total Fee Now Due $_ RE Isio See Reverse side -�� Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS; FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: 1 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 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 seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged Signature Owner or Agent The foregoing instrument was acknowledged before me this day of ,20,by who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: xxrxxxxxx* APPLICATION APPROVED BY: (Revised 02 /08/06) Signature Contractor The foregoing instrument was acknowlled ed before me this L' day of , 20 by /—/ H���1? s personally known to ne or who has produced NOTARY as ion IN AK u i' T ;e t. P. D©WBR MY COMMISSION # DD46385 EXPIRES: Aug. 21,2009 Florida Nolary 8ervloa.com Sign: Print: My Commission Expires: ,g xx xxx xxxx xx xxx xxx XY.xx xx xxx*x xxxxx rxxxxxxx few*wwrxx r. Plans Examiner Engineer Zoning Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 06/05/2007 Inspector: Levrock, James Owner: PEREZ, MAYDA Job Address: 620 101 Street NE Miami Shores, FL 33138- Project: <NONE> Contractor: AMERIGAS PROPANE AND SUBSIDIARIES Block: Mil Permit Type: Plumbing - Residential Inspection Type: Final Work Classification: Gas Phone Number (305)754 -0700 Parcel Number 1132060172130 Lot: Phone: 305 - 883 -8600 Building Department Comments Monday, June 4, 2007 Page 2of2 JUN 0 6 2007 Passed Inspector Comments , Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Monday, June 4, 2007 Page 2of2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 PcM-•Y412. Ewa Inspection Date: 06/05/2007 Inspector: Levrock, James Owner: PEREZ, MAYDA Job Address: 620 101 Street NE Miami Shores, FL 33138- Project: <NONE> Contractor: JC PLUMBING SERVICES, INC Permit Type: Plumbing - Residential Inspection Type: Final Work Classification: Addition /Alteration Block: Phone Number (305)754 -0700 Parcel Number 1132060172130 Lot: Phone: 305 - 796 -4663 Building Department Comments PLUMBING FOR KITCHEN JUN 0 6 2001 Passed spe )1 if i • ments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Monday, June 4, 2007 Page 2 of 2 Miami Shores Village Building Department 10050 N. _.� r. .► ,, Florida 33138 Tel �_fc �� ,� 756.8972 BUILDING OCT 3 0 2006 PERMIT APPLICATION BY: FBC 2004 Permit Type (circle): Building Electrical Owner's Name (Fee Simple Titleholder) 8Z 4f ht Owner's Address 6,40 /C id/ g City /l imi t (si 1 r- Tenant/L.essee Name State Permit No. PLC 1 -03 Master Permit No. Mechanical Roofing Zip % t3 Phone # Job Address (where the work is being done) City Miami Shores Village FOLIO / PARCEL # County Miami -Dade Zip Is Building Historically Designated YES NO Contractor's Company Name • C. Pf U1 birug 62 v tee, Phone # t b - -2 9 - Contractor's Address 3 50c kLI.S.�Q. PA/14e 6e. # SSb C City -Awl ilre State 9 Zip A'c3/ Fb Qualifier Name lain C i'1 6e-an Phone # 9& — -)did `7 State Certificate or Registration No. CF C. ({ 2. ' Z2.. Certificate of Competency No. Architect/Engineer's Name (if applicable) Value of Work For this Permit $ / 0 �. Phone # Square / Linear Footage Of Work: Type of Work: DAddition ►X`Alteration ❑New ❑ Repair/Replace Describe Work: 6T: x..696142,, s42vO Adcwi/(6/re4M) ❑ Demolition Submittal Fee $ Permit Fee $ �' ` CCF $ rI . c� CO /CC Notary $ Training/Education Fee $ � Technology Fee $ 12_, �c Scanning $ " Radon $ DPBR $ Zoning $ Bond $ Code Enforcement $ Double Fee $ pp Structural Review. $ Total Fee Now Due $ S I ( 45 See Reverse side —> `` VO, 1JANN1 PAM Bonding Company's Name (if applicable) rt Bonding Cginpany's Address to City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS. and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged Signature Signature Owner or Agent �,,�y The foregoing inst��ruent was acknowledged before me this day ofOcati:`��m20 X , by who is personally known to me or who has produced As ide NOTARY PUBLIC: Sign: o>►rmv, 1.7 <,_ r ,y_ P. 'DOWER a a , My Co; L L S1ON # DD463852 oFV+a� EXPIRES: Aug. 21, 2009 (407) 398-0153 Florida Notary Sdviea om Print LWx/ ei/ O'4 &1— My Commission Expires: rfrf e APPLICATION APPROVED BY (Revised 02/08/06) C. tractor The foregoing instrument was acknowled day of0Cf4 t ,20 ,by wh ed before me this umv Leo'v is personally known to meo r who has produced as identi NOTARY Sign: Print: UBLIC I �,��YPVfil, DANIEL P. DOWER MY COMMISSION # DD463852 -e-OF fo EXPIRES: Aug.21,2009 (407) 388 -0163 Florida Notary Servicacom Pieivte jJM - My Commission Expires: 2/ l� ******************** ,** * ** * * ** ** ****,* * * * * * * * * * * * *** **** *** * ** �� -/0, -6 Plans Examiner Engineer Zoning `ADbENDUM TO BUILDING PERMIT APPLICATION (AN A£PLICATION FOR BUILDING PERMIT MUST ACCOMPANY THIS ADDENDUM. IF A MASTER PERMIT HAS B. OBTAINED, THE OWNER'S NOTARIZED SIGNATURE NEED NOT BE PRESENT ON SUBSEQUENT APPLICATIONS.) PLUMBING ELECTRICAL MECHANICAL ITEM BATH TU3 UNIT :Q. FEE ITEM SWITCH OUTLETS UNIT FEE ITEM SPACE HEATERS UNIT FEE BIDET LIGHT OUTLETS CENTRAL HEATING DISHWASHER RECEPTACLES A/C (WIND) DISPOSAL SERVICE TEMPORARY A/C (CENTRAL) DRINKING FOUNTAIN SERVICE SIZE IN AMPS DUCT WORK FLOOR DRAIN SERVICE REPAIR/METER CHANGE REFRIGERATION GREASE TRAP APPLIANCE OUTLETS PROCESS AND PRESS PIPING INTERCEPTOR RANGE TOP UNDERGROUFO TANKS LAVATORY ; OVEN ABOVE GROUND TANKS LAUNDRY TRAY WATER HEATER U.F. PRESSURE VESSELS CLOTHES WASHER 1 MOTORS 0— 1 HP STEAM BOILERS SHOWER 4 MOTORS OVER 1— 3 HP HOT WATER BOILERS SINK, POT /3 COMP. MOTORS OVER 3— 5 HP MECHANICAL VENTILATION SINK, RESIDENCE MOTORS OVER 5— 8 HP TRANSPORTING ASSEMBLIES SINK, SLOP MOTORS OVER 8— 10 HP ELEVATORS/ESCALATORS TEMPORARY WATER CLOSET MOTORS OVER 10— 25 HP FIRE SPRINKLER SYSTEMS URINAL MOTORS OVER 25-100 HP COOLING TOWERS WATER CLOSET 3 MOTORS OVER 100 HP VIOLATION INDIRECT WASTES A/C WINDOW REI,NS1ECTJON WATER SUPPLY TO: _ AIR CONDITIONERS A/C UNIT STRIP HEATER FIRE SPRINKLER GENERATORS TRANSFORMERS 'HEATER —NEW INST. GENERATORS 'TRANSFORMERS HEATER — REPLACE GENERATORS TRANSFORMERS LAWN SPRINKLER —WELL SPECIAL PURPOSE SWIMfdING POOL OUTLETS D01f ERCIAL WATER SERVICE SIGN TUBES SEWER CONNECTIONS d•:SIGN TRANSFORMERS UTILITY —SEWER SIGN TIMIE CLOCK UTILITY —WATER FIXTURES SEPTIC TANK ANTENNA RELAY TELEVISION OUTLETS DRAINFIELD, 4' TILE/RES. VIOLATION PUMP & ABANDON SEPTIC TANK REINSPECTION SOAKAGE PIT CU. FT. CATCH BASIN DISCHARGE WELL DOMESTIC WELL AREA MAIN ROOF INLET SOLAR WATER HEATER FIRE STANDPIPE ( 1 c POOL PIPING LAWN SPRINKLER SYSTEM? GAS RANGE I METER SET (GAS) I GAS PIPIN^: I • Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax:. (305) 756.8972 BUILDING PERMIT APPLICATION FBC 2001 Permit Type (circle): Building Permit No. Master Permit No. Plumbing Pis 46,:i.L.-/v//iL 2) iW -Ob- a J'i Mechanical Roofing (345)�R� ;�� 7 ` 0700 Owner's Name (Fee Simple Titleholder),%'/iit'#VE /31A Y Phone # Owner's Address City Tenant/Lessee Name 33/3Y Phone # Job Address (where the work is being done) City Miami Shores Village Is Building Historically Designated YES County Contractor's Company Name ,'3D/ S' Ct1 Ri ,Y Contractor's Address 775,7 / / 1-1/ Yr- Zip f3 Phone # a City /79110041/ State AV° Zip 3 i/ Qualifier ._G.S-,- -e-/ c 9r iQ Architect/Engineer's Name (if applicable) $ Value of Work For this Permit CSI do / /e/, Phone # Square Footage Of Work: Type of Work: ['Addition ❑Alteration ew ❑ Repair/Replace ❑ Demolition Desc ' e Work: 5beglle/7y IP/ ..e; t ?/ ' /i I4'C _ ****************************Fees****************************** Submittal Fee $ Permit Fee $ Notary $ Training/Education Fee $ Technology Fee $ Scanning $ Radon $ Bond $ Code Enforcement $ Structural Plan Review. $ Total Fee Now Due $ (Continued on opposite side) CCF $ N. Bonding Company's Name (if applicable) \ Bonding Company's Address City State \ Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and insta ations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will a 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 A}}'FIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature The foregoing ins day of r= Owner or Agent 1 � t was ac ow be a tf is V he forego instrument was ac ow e a gad before me this c9-7 2i 07, by , day of , 2001 by Signa . e Contractor who is personally known to me or who has produced who is personally known to me or who has produced - As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: z ! . NOTARY PUBLIC: • Sign: 1 : ` a mu wy Commission DD434335 �J Print: Print: �/� Myhi/ l My Commissi E 07 l Commissio v u ' n ,,7 * * * * *,x * * * * *** , *.t** +ti.4-* * * ******#************************ ** *** ** °i tary PUNIi -,it iI rgf ) rldoi Notary Public State of c.forida (Certificate of Competency Holder) State Certificate or Registration No. Certificate of Competency No. APPLICATION APPROVED BY: Chc 10/14/03 Plans Examiner Engineer Zoning Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 06/04/2007 Inspector: Devaney, Michael Owner: PEREZ, MAYDA Job Address: 620 101 Street NE Miami Shores, FL 33138- Project: <NONE> Contractor: ADT SECURITY SERVICES, INC Block: Permit Type: Electrical - Residential Inspection Type: Final Work Classification: Alarm Phone Number (305)754 -0700 Parcel Number 1132060172130 Lot: Phone: 305- 628 -7434 Building Department Comments SECURITY ALARMS, CCTV WIRING, BURGLAR ALARM SYSTEM, 1 PANEL 47 DEVISES, CCTV CAMERA SYSTEM, 5 CAMERAS, 1 DVR JUN 0 6 2007 Passed Inspector Comments 5 7 ,zi (.3„,/,/c- Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Monday, June 4, 2007 Page 2of2 Miami Shores Village '! ©d. ,.. Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATION RE CEWED FBC 2004 FEB 2 7 2007 BY: Permit Type: Electrical Permit No. El 314 Master Permit No. —44 0 Owner's Name (Fee Simple Titleholder) )AAO, �„ M Phone # t)c- 7' —o Owner's Address 6 L� s /0 / �% City AA State ,�i`L_ Zip 33) bg Tenant/Lessee Name Phone # E -MAIL: „sirno e t-c> cL Job Address (where the work is being done) 62.0 AJE /0 / cSf)/L City Miami Shores Village County Miami -Dade Zip' 3 ) 3 8 FOLIO /PARCEL# 11 — 3ZO -Vin- — 2is0 Is Building Historically Designated YES NO Contractor's Company Name Li a _ �[�,,i Phone # Contractor's Address 7/7f- 47 57--, U Aril' , City 0Stt,F , State Zip 5 3/35- QualifierNanie 1-4/1-3 ij. , e ,w� 3os-- 4.4 re- (6, ®© Phone# �� �d'-®o EtMAIL:aCertificate or Registration No. -� `30 ®,y �+ ,� %' Certificate of Competency, No. t..4 o 14- facre- 67) A Architect/Engineer's Name (if applicable) Phone # Value of Work For this Permit $ a Square / Linear Footage Of Work: 'Type of Work: ❑Addition Alteration New ❑ Repair /Replace El Demolition LOIN) i Describe Work: LOIN) � Cs -/�(_ A( / *xxxx .* .*xxxxxxxxxxxxxxxxxxrxxxxxxxxxx Fees" xxxxxx* xx'<' v' e' e' e' c' e' e' o' r' Px' v' r' ck 'e'c'r ' c ' r'c'c'exx'r'e'e'ex'ax Submittal Fee $ Permit Fee $ m CCF $ - 40 CO /CC Notary $ Training /Education Fee $ 01510 Technology Fee $ 3 :15 Scanning $ W Radon $ DPBR $ Zoning $ Bond $ Code Enforcement $ Structural Review. $ Double Fee $ Total Fee Now Due $ See Reverse side ��� �� Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose 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 seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. The foregoing ins day of Z_3 Owner or Age ument was acknowledged before me this 23 by S !loom E 2 , who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: 1L(�'�t► My Commission Expires: Contractor The foregoing instrument was acknowledged before me this p4 day of ::iii t.:_. , 2043-; by jA "D 61.4 ,*7 a,1 who is personally known to me or who has produced DL. as identification and who did take an oath. NOTARY PUB Sign: Print: ®`'� ` . RTo7ary �'ul�lic State of Florida ' ^. Gladys Mariinez Commission DD420897 s 04/20/20 My Commission Expires: xxxxxxxxxxxK xxxxxxxxxxxxxxx *x'xxxx'xxxxxxxxxx xW WWlxxxxxxxxx*ww*w*xxxxxx W*** *******xx* rxxxx xxxxxxxxxxx APPLICATION APPROVED BY: (Revised 02/08/06) >` /-z°filans Examiner Engineer Zoning c Miami Shores Village °431/cr7i.c. Buildin g Department artment`'' 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 ----t BUILDING Permit No. 40?i) PERMIT APPLICATION LT . E EvE Master Permit No. . FBC 2004 I„j L MAR 0 2 20071 BY: iLb Owner's Name (Fee ' mple Titleholder) - /.ir. '6 € Phone # . � )'Z-/‘ l? 2� Owner's Address 42. 0- 't a. /a/ . 'r - Permit Type: City Tenant/Lessee ame E -MAIL: State Zip Phone # Job Address (where the work is being done) City Miami Shores Village FOLIO / PARCEL # Is Building Historically Designated YES Contractor's Company Name ;#4Z-://7" 5 ,/7" -' Contractor's address 977(-7 7 (� 4'12 /0/5 County Miami -Dade Zip City State Qualifier Name eyeL Phone # Zip Phone # State Certificate or Registration No. Certificate of Competency No. , /° 4,1Z'-7 // E -MAIL: Architect/En sneer's Name (if applicable) Phone # Value of Wor For this Permit $ Square / Linear Footage Of Work: Type of Worl: ❑Addition ElAlteration ❑New ❑ Repair/Replace ❑ Demolition Describe Work: ****** r. xxx xxxxxxxxxx xxxxxw *xxxxxxxxxxxxFeeswwwwww'*WWC WWWW*WWWWW WWWW WW' Submittal Fe $ Permit Fee $ %may 6 ' e, CCF $ -1•7V CO /CC Notary $ Training /Education Fee $ 2'0)0 Technology Fee $ 915 Scanning §-, 500 Radon $ DPBR $ Zoning $ Bond $ Code Enforcement $ Double Fee $ Structural R 'view. $ Total Fee Now Die $ 4( a 45 See Reverse side 4,:,k 7 I CK Vi 23 Bonding Company's Name (if applicable) Bonding Company's Address City State Zip t Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. l understand that a separate permit muste secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature Owner or Agent Contractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of , 20 , by , day of , 20 , by who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: My Commission Expires: My Commission Expires: 'Y.'* x' xxxxx x wfl* xxx xx xx aYxxxxxxxx xxxxxxxxxxxx x xxxxx x &xxxxxxxr. APPLICATION APPROVED BY/1 �� �/ �� y �%j f`/'2jt D Plans Examiner Engineer Zoning (Revised 02/08/06) BUILDING Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 NTECTEEVTEI PERMIT APPLICATION OCT 3 0 Permit No. EL66 --ec34 Master Permit No. FBC 2004 BY: Permit Type (circle): Building Electrical lumbing Mechanical Roofing Owner's Name (Fee Simple Titleholder) Sj W1 0 A� r ' Phone # Owner's Address Z ♦ S, GJ-C , w City At t(rn 1 5 • re_. State -F 1 • Zip 33 t 317 Tenant/Lessee Name ` Phone # 365 - 582.-8006 Job Address (where the work is being done) 6,10 IU /6/ 5 .3 f City Miami Shores Village County Miami -Dade Zip FOLIO / PARCEL # Is Building Historically Designated YES r:&-- Contractor's Company Name t- fO/1J'rtl ELex 1 /7C. Phone # 305 - 75( 06 Z Z Contractor's Address • 619/9 A) k) (7____61_114' —'7 City �A •i t State ' Zip .?.�' 31 v / Qualifier Name 31©5 4 L gonz 4 Phone # 33" y .- 756- %%2Z State Certificate or Registration No. EC 000 Z Id v Certificate of Competency No. Architect/Engineer's Name (if applicable) Value of Work For this Permit $ Type of Work: Desc ibe Work: ['Addition Alteration Phone # Square / Linear Footage Of Work: ❑New ❑ Repair/Replace ❑ Demolition e-C ***************************************Fees***** *** * ***** * * * * * * * * * * * ** *** * * * * * ** * ***** ** Submittal Fee $ Permit Fee $ !. goe eve, CCF $ Notary $ Training/Education Fee $ 4® Technology Fee $ . Scanning $ .3 — Radon $ DPBR $ Zoning $ I2° CO /CC Bond $ Code Enforcement $ Double Fee $ Structural Review. $ Total Fee Now Due $. See Reverse side -* Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS. and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged Owner or Agent The foregoing instrument was acknowledged before me this day of ; Gfli J 20 %( , by f ita)iise- who i +ersonally known to m or who has produced As identification and who did take an oath, NOTARY ,' UBLIC: Sign: Print: 6e2 My Commission Expires: N43"YP DANIEL P. DOWER irf MY COMMISSION # DD4638 'or EXPMES: Aug. 21,2009 (407)398-0163 Florida I4otojy, S Wcacon AA !. 07 * ** * * *, ** *** * * ** * *** * ** * * * * ** * * * * * * * ** *,ate * **** * ** APPLICATION APPROVED BY: (Revised 02/08/06) Signature /(J/'liNiw ontractor The foregoing intro ent was acknowledged before me this day of t cir .,0 ® hy,..,, i¢ - 6�4i , who to me or . : as produced as identification and who did take an oath. NOTARY P, LIC: rv�% DANIEL P. DOWER Sign: MY COMMISSION # DD463852 Print: MAI > mach votary Sarvl My Commission Expires: p ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * ** 1/4� Plans Examiner. Engineer Zoning ' ADDENDUM TO BUILDING PERMIT APPLICATION (AN APPLICATION FOR BUILDING PERMIT MUST ACCOMPANY THIS ADDENDUM. IF A MASTER PERMIT HAS B. OBTAINED, THE OWNER'S NOTARIZED SIGNATURE NEED NOT BE PRESENT ON SUBSEQUENT APPLICATIONS.) PLUMBING ELECTRICAL MECHANICAL ITEM BATH TL8 UNIT FEE ITEM SWITCH OUTLETS UNIT FEE ITEM SPACE HEATERS UNIT FEE BIDET LIGHT OUTLETS CENTRAL HEATING DISHWASHER RECEPTACLES A/C (WIND) DISPOSAL SERVICE TEMPORARY A/C (CENTRAL) DRINKING FOUNTAIN SERVICE SIZE IN AMPS DUCT WORK FLOOR MAIN SERVICE REPAIR/METER CHANGE REFRIGERATION GREASE TRAP APPLIANCE OUTLETS 3 PROCESS AND PRESS PIPING INTERCEPTOR RANGE TOP UNDERGROUND TANKS LAVATORY OVEN ABOVE GROUND TANKS LAUNDRY TRAY WATER HEATER U.F. PRESSURE VESSELS CLOTHES WASHER MOTORS 0- 1 HP STEAM BOILERS SHOWER MJTCRS OVER 1- 3 HP HOT WATER BOILERS SINK, POT /3 COMP. MOTORS OVER 3- 5 HP MECHANICAL VENTILATION SINK, RESIDENCE MOTCRS OVER 5- 8 HP TRANSPORTING ASSET LIES SINK, SLOP MOTORS OVER 8- 10 HP ELEVATORS/ESCALATORS TEWORARY WATER CLOSET MOTORS OVER 10- 25 HP FIRE SPRINKLER SYSTEMS URINAL MOTORS OVER 25r -100 FP COOLING TOWERS WATER CLOSET MJTCRS OVER 100 IF VIOLATION INDIRECT WASTES A/C WINDOW RE1NSP,ECTION WATER SUPPLY TO: AIR CONDITIONERS j A/C UNIT STRIP HEATER FIRE SPRINKLER GENERATORS TRANSFORMERS 'HEATER -NEW INST. GENERATDRS'TRANSFORMERS HEATER - REPLACE GENERATORS TRANSFORMERS LAWN SPRINKLER -WELL SPECIAL PURPOSE SWIGMING POOL OUTLETS COMMERCIAL WATER SERVICE SIGN TUBES SEWER CONNECTIONS .!SIGN TRANSFORMERS UTILITY -SEWER SIGN TIME CLOCK UTILITY -WATER FIXTURES a) SEPTIC TANK ANTENNA RELAY TELEVISION OUTLETS DRAINFIELD, 4' TILE/RES. VIOLATION PUMP 8 ABANDON SEPTIC TANK REINSPECTION SOAKAGE PIT CU. FT. ►� CATCH BASIN DISCHARGE WELL DOMESTIC WELL AREA DRAIN ROOF INLET SOLAR WATER HEATER FIRE STANDPIPE POOL PIPING LAWN SPRINKLER SYSTEM'. I GAS RAPE I METER SET (GAS) GAS PIPIN 11-4nrat Miami Shores Village IMO Ic.2007 Building Department F €B 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING v PERMIT APPLICATION �+ FBC 2004 Permit Type (circle): Building Electrical Permit No. 07-2-7)1 Master Permit No. ,feOg%/ Plumbing Mechanical Owner's Name (Fee Simple Titleholder) .J /4 C I-1 Phone # Owner's Address . ,k)hf, & - City R �re/ / crid S State Tenant/Lessee Name Zip Phone # Job Address (where the work is being done) City Miami Shores Village FOLIO / PARCEL # County Miami -Dade Zip Is Building Historically Designated YES Contractor's Company Name Contractor's ddress City Qualifier Name NO State Certificate or Registration No. one# O q- �tL Zip Phone # Architect/Engineer's Name (if applicable) Value of Work For this Permit $ .4./F 0 0 , 0�� Type of Work: Describe Work: ddition ['Alteration 77o Certificate of Competency No. Phone # ar Footage Of Work: New U epair/Replace ❑ Demolition ********* ** * * * * * * * ** * * * * ** ** ** * * * **** ** s************** ** * * * ** * * * * ** *** * * ** * * ** * ** * ** t faSubmittal Fee $ Permit Fee $ - cc-Fs 3 CO /CC Notary $ Tilaining/Education Fee $ 1- 00 Technology Fed $ ('I Scanning $ (p. OD Radon $ DPBR $ Zoning $ Bond $ Code Enforcement $ Double Fee $ Structural Review. $ Total Fee Now Due $ 2K ° See Reverse side --> Bonding: Company's Name (if applicable) Bonding eompa$iy's Address City State Zip /i/ 01- Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS. and AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee wll be charged C The foregoin day of who is Owner or Agent ent was acknowledged before me this 20 (4, by .Ctit`l s" 1-147071/, rsonally known to me who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print err DANIEL P. DOWER �4 MY COMMISSION * DD463852 "'OFI0� EXPIRES: Aug.21,2009 (407) 398.01s3 Florida Notary Sarvloaoom My Commission Expires: APPLICATION APPROVED BY: (Revised 02/08/06) Signature The foregoin instrument was acknoQw� lle%d/ged before me this day of 0 2- 0 20e) , by WI tan it W.Sat who personally known to me or who has produced as identificag@MIN11121 '.,:r".# C • Broil NOTARY PUBLIC: l; MireYcl DA Sign: Print: r My Commission Expires: `0' q —0 10 Commission # DD53571? Expires: APR. 02, 201C Bonded Thru Atlantic Bonding Co., Inc �1 Plans Examiner Engineer Zoning IC@MrsvMT 8 2007 BY . -1 ....... Florida Building Code Edition 2002 High Vebcfty Hurricane Zone Uniform Permit Application Form. INSTRUCTION PAGE NECESSARY SECTIONS OF RM ROOFING PERMIT FORM AND ATTACH THE MENTS AS NOTED BELOW: Roof Systenr "-' ' required Sections of the Permit Application Form Attachments Required See List Below Low Slope Application A,B,C 1,2,3,4,5,6,7 0 Prescriptive BUR-RAS 150 A,B,C 4,5,6,7 Specific System Description Specific System Limitations Asphaltic Shingles A,B,D " 1,2,4,5,6,7 General Limitations Concrete or Clay Tile , + A,B,D,E 1.2.3.4.5,0,7 . • • •• • • 1,2,3,4,5,8,": • • '.... •• • • • • •' . Metal Roofs A,B,D Wood Shingles and Shakes g A,B,D 1,2,4.5,6,?' :i.e.: '....' ••.• `� Other As Applicable 1,2,3,4,5,0,Y • • - - • • • ' ATTA • • . • • .. • • ••.. , • • • .••., • • • • . •... • • • • • p• .•• • • • • 1. Fire Directory Listing Page From Notice of Acceptance: Front Page ; 0 V 2 2. Specific System Description Specific System Limitations o 0 o General Limitations -� Applicable Detail Drawings C w�.,, 3. Design Calculations per Chapter 16, or If Applicable, RAS i'y • RAS 128 4. Other Component Notice of Acceptances d 5. Municipal Permit Application c L 6. Owners Notification for Roofin . Considerations Re- Roofhl '+ .-- 7. Any Requ red Roof Testing /Calculation Documentation g ,, co D 123_01 -48 5/03 PAGE 1 :•••• - • • •• •: •1• • • • :': f loa ' • d Building Code Edition 2002 HigA Vblodtp F4arsicane Zone Uniform Permit Application Form. •'• .•. •: Section A (General Information) • • Master Permit Ntl• ' • • •• • on otors•Naine J • FEB 1 3 _ I o ob Address; ' �:. ' • _ (0 \ ••• Process No. �� L ❑ Low Slope ❑ Asphaltic Shingles ROOF CATEGORY ❑ Mechanically Fastened Tile ❑ Metal Panel /Shingles Mortar /Adhesive Set Tile ❑ Wood Shingles /Shakes ❑ Prescriptive BUR -RAS 150 �,,%� ROOF TYPE tad' New Roof ❑ Re- Roofing ❑ Recovering ❑ Repair ❑ Maintenance ROOF SYSTEM INFORMATION Low Slope Roof Area (SF) Steep Sloped Roof Area (SF) Total (SF) 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. jI_ r; • % I Florida Building Code Edition 2002 Hi. h Vel • Hurricane Zone Uniform Permit A Heaton Form, Section D ( eep Sloped Roof System) Roof System Manufacturer: 01 O ) r &— Notice of Acceptance Number: 0 D - / 211% D r Minimum Design Wind Pressures, If Applicable (From RAS 127 or Calculations): P1: -- (ig< 2 P2: f2° (0 P3: L24-3 Maximum Design Pressure �/ From the NOA S • eciflc 8 stem : LI la Method of tile attachment: A Li fo pin Roof Slope: 12 • • • • • • •• • Steep Sloped Roof System Description:— •••••• •••• ••••• • •••• •• • • • • • • •• • • • •• • • •••• •• . • • • • • • • •• ••.•• Deck Type: 1 L1 • • •• •• • • • • • • •• • • • ype Underiayment: nsulation: Fire Barrier: ---- pA / astener Type & Spacing: dhesive Type Ridge Ventilation? /J Mean Roof Height: 6 • • •••• . • • ••.• • • • •••. • •• qr;" ype Cap Sheet oof Covering: A4144prs $4446 Type & Size Drip Edge: • • 123_01-48 5/03 PAGE 4 Florida Building Code Edition 2002 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 M. If the Mr 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" 1 x,. e62" = -Mg: lo'a = Mr, 6.--3 ® NOA My CO- (P2: 475 ` x ?. ") = 013 .Vs) - Mg: - = Mr2 (7 �8' NOA Mf (P3: ?i -`i x J'-( = 3.El) -Mg: G -o =Mr3 1`7.�S NOA Mr Cfd °c Method 2 "Simplified Tile Calculation Per Table Below" Required Moment of Resistance (Mr) From Table Below NOA Mr Mr Required Moment Resistance* Mean Roof Height Roof Slope 2 :12 15' 20' 25' 34.4 36.5 38.2 3:12 32.2 34.4 36.0 4:12 30.4 32.2 33.8 5 :12 6:12 7:12 28.4 26.4 24.4 30.1 28.0 25.9 31.6 29.4 27.1 30' 39.7 37.4 35.1 40' 42.2 • 32.8 • "•. •3021 • •••:2, 8e2 • 39.8 37.3 • -•- 34.9 •••• • . 02.4 •40.0 • • • •• *Must be used in conjunction with a list of moment based tile systems endorsgjj, py the •...• .• • Broward County Board of Rules and Appeals. • • • • • . • •• •• •• • For Uplift based tile systems use Method 3. Compared the values for F'•wfth the •. values for F. If the F' values are greater than or equal to the Fr values, for each .••••• area of the roof, then the tile attachment method is acceptable.• • • •• • ••• .. Method 3 "Uplift Based Tile Calculations Per RAS 127 "NOA F' (Pt: xI• = x w:= )_W' x cos 8. = F,.: x w := )_W x cos 8. = Fa: NOA F x w: = ) _ W: x cos 8: = Fr3: NOA F' (P3: x1: = Where to U btl Description Symbol PI or P2 or P3 RAS 12 7 Design Pressure Mean Roof Height H Job Sit Roof Slope 9 Job Sit Aerodynamic Multiplier X. NOA Restoring Moment due to Gravity Mg NOA Resistance Mr NOA Attachment Calcul Required Moment Resistance M, Minimum Attachment Resistance F' NOA Required Uplift Resistance F, Calcul Average Tile Weight W NOA Tile Dimensions I= length NOA w= width All calculations must be submitted to the Building Official at the I in Information Where to find 7 Table I or by an engineering analysis prepared by PE based on ASCE e ted aced ime of permit application. MIA M I-DADE 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 -I563 (305) 375 -2901 FAX (305) 375 -2908 Monier Lifetile, LLC 135 NW 20th Street Boca Raton, FL 33431 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 High Vreloci3'Hutaicane Zone of the Florida Building Code. DESCRIPTION: Atlantis Shake & Slate Concrete Roof Tile • .... .... • . • •••• •••• •• • LABELING: Each unit shall bear a permanent label with the manufacturer's name or 1og Fitt', state At. • following statement: "Miami- Dade - County Product Control Approved ", unless otherwise slated herein. • • RENEWAL of this NOA shall be considered after a renewal application has been filed !Ind there haaBMMri sl.o change in the applicable building code negatively affecting the performance of this prode sti • • • •• • • • • • • TERMINATION of this NOA will occur after the expiration date or if there has been a revision or changesin 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 Frank Zuloaga, RRC NOA No.: 02- 1211.08 Expiration Date: 12 /16/07 Approval Date: 01/09/03 Page 1 of 6 ROOFING ASSEMBLY APPROVAL Category: Sub- Category: Material: Roofing Flat Profile Roofing Tiles Concrete 1. SCOPE This renews a system using Monier Lifetile Atlantis Shake & Slate Concrete Roof Tile, as manufactured Monier Lifetile LLC and described in Section 2 of 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 section 4 herein. The attachment calculations shall be done as a moment based system. 2. PRODUCT DESCRIPTION Manufactured by Applicant Dimensions Monier Lifetile 1= 15" Atlantis Shake and w = 10 3/8" Slate Tile 1 1/" thick Trim Pieces 1= varies w = varies varying thickness 2.1 SUBMITTED EVIDENCE: Test Asencv Redland Technologies The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. Test Specifications PA 112 PA 112 Test Identifier, 7161 -03 Appendix III 94 -060A 94 -084 25- 7094 -2 25- 7094 -8 25- 7094 -5 Product Description Flat, interlocking, high pressure extruded concrete shake and slate roof tile equipped.. with two nail holes. For lireot deck, nnrcta or adhesive set applicatiot?S • • • • • • • Accessory trim, concrete ttoo&yieces for use at hips, rakes, ridges andN,al4ey termin4t gins. Manufactured for each tits Raffle. •••••• .. • • • • • •• .• .. • • .• • Test Name/Report' • • • .• Static Uplift Testing • • PA 102 & PA 102(A) Static Uplift Testing PA 101 (Mortar Set) (Adhesive Set) Static Uplift Testing PA 102 (4" Headlap, Nails, Direct Deck, New Construction) Static Uplift Testing PA 102 (4" Headlap, Nails, Battens) Static Uplift Testing PA 102 (4" Headlap, Nails, Direct Deck, Recover/Reroof) • • Date'. mss. Dec.. 199 Z March, 1994 May 1994 Oct. 1994 Oct. 1994 Oct. 1994 NOA No.: 02- 1211.08 Expiration Date: 12/16/07 Approval Date: 01/09/03 Page 2 of 6 Test Agency Test Identifier The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. Redland Technologies Redland Technologies Redland Technologies Redland Technologies The Center for Applied Engineering, Inc. Profession] Service Industries, Inc. Celotex Corporation Testing Service Walker Engineering, Inc. Walker Engineering, Inc. Walker Engineering, Inc. Walker Engineering, Inc. Walker Engineering, Inc. Walker Engineering, Inc. Walker Engineering, Inc. Walker Engineering, Inc. 25- 7183 -6 25- 7183 -5 25- 7214 -1 25- 7214 -5 7161 -03 Appendix II Letter Dated Aug. 1, 1994 P0631 -01 P0402 Project No. 307025 Test #MDC -77 224 -47099 520109 -1 520111 -4 520191 -1 Calculations Calculations Calculations Calculations Calculations Calculations Calculations Calculations Test Name/Report Static Uplift Testing PA 102 (2 Quik -Drive Screws, Direct Deck) Static Uplift Testing PA 102 (2 Quik Drive Screws, Battens) Static Uplift Testing PA 102 (1 Quik -Drive Screw, Direct Deck) Static Uplift Testing PA 102 (1 Quik -Drive Screw, Battens) Wind Tunnel Testing PA 108 (Nail -On) Wind Tunnel Testing PA 108 (Nail -On) Wind Tunnel Testing PA 108 (Mortar Set) Withdrawal Resistance Testing of screw vs. smooth shank gii1s: Wind Driven Rain PA 100 Physical Properties. ••••• PA 112 .... Static Uplift Testing • PA 101 •• •• • • • • • Aerodynamic Multiplier • • • • Moment of Gravity 25 -7094 25 -7496 25 -7584 25- 7804b -8 25- 7804 -4 & 5 25- 7848 -6 25 -7183 Aerodynamic Multipliers Two Patty Adhesive Set System Date Feb. 1995 Feb. 1995 March, 1995 March, 1995 Dec. 1991 Aug. 1994 July 1994 Sept: 1 •• • Oct. ti24 • Seit!i99i Dea.199g March 1.999 •••• Marck•1•9.9 ••. • Sept. 1999 February 1996 April 1996 December 1996 March 1995 April 1999 April 1999 NOA No.: 02- 1211.08 Expiration Date: 12 /16/07 Approval Date: 01 /09/03 Page 3 of 6 3. LIMITATIONS 3.1 Fire classification is not part of this acceptance. 3.2 For mortar or adhesive set tile applications, a static field uplift test shall be performed in accordance with RAS 106. 3.3 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. 3.4 Minimum underlayment shall be in compliance with the applicable Roofing Applications Standards listed section 4.1 herein. 3.5 30/90 hot mopped underlayment applications may be installed perpendicular to the roof slope unless stated otherwise by the underlayment material manufacturers published literature. 3.6 This acceptance is for wood deck applications. Minimum deck requirements shall be in compliance with applicable building code. 3.7 May be installed on slopes 7:12 and greater with a minimum of two screws. 4. INSTALLATION 4.1 Monier Lifetile Atlantis Shake and Slate Concrete Roof Tile and its components shall be installed in strict compliance with Roofing Application Standard RAS I18, RAS 119, and RAS 120. 4.2 Data For Attachment Calculations • • Table 1: Average Weight (W) and Dimensions (I x w ) '• ' i'..:• Tile Profile Weight -W (Ibf) Length -I (ft) ' ' 'Width w•trf%• • .....•• 0.865•••• . • • • Monier Lifetile Atlantis Shake & Slate Tile 8.5 1.25 • .. • Table 2: Aerodynamic Multipliers - X (ft3) • • • • • • • •••• - Tile Profile ? (ft3) •• • Direct Deck Application ••• • • • . • Monier Lifetile Atlantis Shake & Slate Tile 0.24 Direct Deck Direct Deck Directdeck Table 3: Restorin • Moments due to Gravi - M. ft-lb Tile Profile 3 ":12" 4 ":12" 5 ":12" 6 ":12" 7 ":12" or greater Monier Lifetile Atlantis Shake & Slate Tile Direct Deck Direct Deck Direct Deck Direct Deck Directdeck 6.0 5.9 5.8 5.6 5.5 NOA No.: 02- 1211.08 Expiration Date: 12/16/07 Approval Date: 01/09/03 Page 4 of 6 Table 4: Attachment Resistance Expressed as a Moment - M, (ft -Ibf) for Nail -On Systems Tile Profile Fastener Type Direct Deck (min 15/32" plywood) Direct Deck (min. 19/32" plywood) Battens Monier Lifetile Atlantis Shake & Slate Tile 2 -10d Ring Shank Nails 30.9 38.1 17.2 1 -10d Smooth or Screw Shank Nail 7.3 9.8 4.9 2 -10d Smooth or Screw Shank Nails 14.0 18.8 7.4 1 #8 Screw 30.8 30.8 18.2 2 #8 Screw 51.7 51.7 24.4 1 -10d Smooth or Screw Shank Nail (Field Clip) 24.3 24.3 24.2 1 -10d Smooth or Screw Shank Nall (Eave Clip) 19.0 19.0 22.1 2 -10d Smooth or Screw Shank Nails (Field Clip) 35.5 35.5 34.8 2 -10d Smooth or Screw Shank Nails (Eave Clip) 31.9 31.9 32.2 2 -10d Ring Shank Nails 50.3 65.5 48.3 1 Installation with a 4" tile headlap and fasteners are located a min. of 2W from head of tile. • - - -. • • • •• • •• • Table 5: Attachment Resistance Expressed as a Moment for Two Patty Adhesive Set Systems Mr,{ft- ) . •••• •••• MinlittriTrAttaclifferii 'R ufdtancs ".'. .. •• • Tile Profile Tile Application Monier Lifetile Atlantis Shake & Slate Tile Adhesive •L •••.3•'1.3' 118.94 • 2 See manufactures component approval for installation requirements. • • • 4 Large paddy placement of 45 grams of PolyProTm. 5 Medium paddy placement of 24 grams of PolyPro'TM. 3 Flexible Products Company TileBond Average weight per patty 13.9 grams. • Polyfoam Product Inc Average wet ht per patty 8 grams • • • • • • • • • Table 5A: Attachment Resistance for Single Patty Expressed as a Moment - M, (ft -Ibf) Adhesive Set Systems Tile Profile Tile Application Minimum Attachment Resistance Monier Lifetile Atlantis Shake & Slate Tile PolyProT"' 118.94 PolyPro TM 40.4b 4 Large paddy placement of 45 grams of PolyProTm. 5 Medium paddy placement of 24 grams of PolyPro'TM. Table 5B: Attachment Resistance Expressed as a Moment - Mr (ft -Ibf) for Mortar or Adhesive Set Systems Tile Profile Tile Application Attachment Resistance Monier Lifetile Atlantis Shake & Slate Tile Mortar Set" 39.0 NOA No.: 02- 1211.08 Expiration Date: 12/16/07 Approval Date: 01/09/03 Page 5 of 6 S. 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 ". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance. 6.1.2 Any other documents required by the Building Official or applicable building code in order to properly evaluate the installation of this system. 1" PROFILE DRAWINGS 8" 1112" WRIERLOCK ter"• ~-- '•`�• OVERLAY "-z• •••" 16 Wan „ .•''11 /e" �•1 WATERLOCK 161/r . �"y"``". ^;��.;`�`�`•ti.• '.:ice.•... •` .... 4;\ ti y `,.`'rte •` ••�•4��•-•:3� OVERLAY MONIER LIFETILE ATLANTIS SHAKE & SLATE CONCRETE ROOF TILE END OF THIS ACCEPTANCE •••• • • • • 0000 • • • •• • • •• • • • • • •• •• • • • • •••• •••• • • • • • • •••• •••• •• • • • • • • •• •• •• • • • • • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • • • NOA No.: 02- 1211.08 Expiration Date: 12 /16/07 Approval Date: 01/09/03 Page 6 of 6 MIAMIDADE 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 Polyfoam Products, Inc. 11715 Boudreaux Road Tomball, TX 77375 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 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 (AHJ). This NOA shall not be valid after the expiration date stated below. The BCCO (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. BCCO reserves the right to revoke this acceptance, if it is determined by BCCO that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocityfinicane Zone of the Florida Building Code. • •••• • • . •• • DESCRIPTION: Polypro® A11160 •• • • • • • • • • • RENEWAL of this NOA shall be considered after a renewal application has been fileciAtdi tore has'b2th4no 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 : Livjiton or cne in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an CndQrs$ment of i jr product, for sales, advertising or any other purposes shall automatically terminate this NDA. Tailure Eao ©mply • with any section of this NOA shall be cause for termination and removal of NOA. •••• • ••• • • •• •• • • • • ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA No.01- 0521.02 and consists of pages 1 through 7 The submitted documentation was reviewed by Jorge L. Acebo. NOA No.: 06- 0201.02 Expiration Date: 05/10/11 Approval Date: 04/13/06 Page 1 of7 • ROOFING ASSEMBLY APPROVAL: Category: Roofing Sub Category: Roof tile adhesive Materials: Polyurethane SCOPE: This approves Polypro® A11160 as manufactured by Polyfoam Products, Inc. as described in Section 2 of this Notice of Acceptance. For the locations where the design pressure requirements, as determined by applicable building code, does not exceed the design pressure values obtained by calculations in compliance with Roofing Application Standard RAS 127, for use with approved flat, low, and high profile roof tiles system using Polypro® AH 160. Where the attachment calculations are done as a moment based system for single patty placement, and as an uplift based system for double patty systems PRODUCTS MANUFACTURED BY APPLICANT: Product Dimensions Test Product Description Specifications Polypro® AH160 N/A TAS 101 Two component polyurethane foam adhesive Foampro® RTF1000 N/A Dispensing Equipment ProPack® 30 & 100 N/A Dispensing Equipment PRODUCTS MANUFACTURED BY OTHERS: • • • • • .. • ... • • • •• • • • • •• Any Miami -Dade County Product Control Accepted Roof Tile Assembly having a ourant•NOA which list moment resistance values with the use of Polypro AH160 roof tile adhesive. ••••• •••• • PHYSICAL PROPERTIES: Property Density Compressive Strength Tensile Strength Water Absorption Moisture Vapor Transmission Dimensional Stability Closed Cell Content Test ASTM D 1622 ASTM D 1621 ASTM D 1623 ASTM D 2127 ASTM E 96 ASTM D 2126 ASTM D 2856 1.6lbs. /ft.' 18 PSI Parallel to rise 12 PSI Perpendicular to rise 28 PSI Parallel to rise 0.08 Lbs./Ft2 3.1 Perm /Inch +0.07% Volume Change @ -40° F., 2 weeks +6.0% Volume Change @158 °F., 100% Humidity, 2 weeks 86% ...• .•.• • • •• •• Results • • • . • • • •• • •• . • • • •• • • •••• •••• ••• • • • Note: The physical properties listed above are presented as typical average values as determined by accepted ASTM test methods and are subject to normal manufacturing variation. NOA No.: 06- 0201.02 Expiration Date: 05/10/11 Approval Date: 04/13/06 Page 2 of 7 EVIDENCE SUBMITTED: Test Agency Test Identifier Test Name /Report Date Center for Applied Engineering #94 -060 TAS 101 04/08/94 257818 -1PA TAS 101 12/16/96 25- 7438 -3 SSTD 11 -93 10/25/95 25- 7438 -4 • 25- 7438 -7 SSTD 11 -93 11/02/95 25 -7492 SSTD 11 -93 12/12/95 Miles Laboratories NB -589 -631 ASTM D 1623 02/01/94 Polymers Division Ramtech Laboratories, Inc. 9637 -92 ASTM E 108 04/30/93 Southwest Research Institute 01- 6743 -011 ASTM E 108 11/16/94 01- 6739- 062b[1] ASTM E 84 01/16/95 Trinity Engineering 7050.02.96 -1 TAS 114 03/14/96 Celotex Corp. Testing Services 528454 -2 -1 TAS 101 10/23/98 528454 -9 -1 528454 -10 -1 520109 -1 TAS 101 12/28/98 520109 -2 ••••• • 520109 -3 "•' 520109 -6 •• • • '..' • 520109 -7 • • 520191 -1 TAS 101 .... 03/02b • 520109 -2 -1 • LIMITATIONS: •. • • • • •• •• •• • • • •. • 1. Fire classification is not part of this acceptance. Refer to the Prepared Roof Till Apsembly r0 .ii1 ' rating. .. . ... 2. Polypro® AH160 shall solely be used with flat, low, & high tile profiles. 3. Minimum underlayment shall be in compliance with the Roofing Application Standard RAS 120. 4. Roof Tile manufactures acquiring acceptance for the use of Polypro® AH160 roof tile adhesive with their tile assemblies shall test in accordance with TAS 101. 5. Roof Tile manufactures acquiring acceptance for the use of HANDI -STICK roof tile adhesive with their tile assemblies shall test in accordance with TAS 101 with section 10.4 as modified herein. 2 F'= MS W NOA No.: 06- 0201.02 Expiration Date: 05/10/11 Approval Date: 04/13/06 Page 3 of 7 INSTALLATION: 1. Polypro® AH160 may be used with any roof tile assembly having a current NOA that lists uplift resistance values with the use of Polypro® AH160. 2. Polypro�t AH160 shall be applied in compliance with the Component Application section and the corresponding Placement Details noted herein. The roof tile assembly's adhesive attachment with the use of Polypro(l4 AH160 shall provide sufficient attachment resistance, expressed as an uplift based system, to meet or exceed the uplift resistance determined in compliance with Miami -Dade County Roofing Application Standards RAS 127. The adhesive attachment data is noted in the roof tile assembly NOA 3. Polypro® AH160 roof tile adhesive and its components shall be installed in accordance with Roofing Application Standard RAS 120, and Polyfoam Products, Inc. Polypro+l) AH160 Operating Instruction and Maintenance Booklet. 4. Installation must be by a Factory Trained 'Qualified Applicator' approved and licensed by Polyfoam Products, Inc. Polyfoam Products Inc. shall supply a list of approved applicators to the authority having jurisdiction. 5. Calibration of the Foampro® dispensing equipment is required before application of any adhesive. The mix ratio between the "A" component and the "B" component shall be maintained between 1.0- 1.15 (A): 1.0 (B). The dispense timer shall be set to deliver 0.0175 to 0.15 pounds per tile as determined at calibration. No other settings shall be approved. 6. Polypro® AH160 shall be applied with Foampro RTFI000 or ProPack® 30 & 100 dispensing equipment only. 7. Polypro® AH160 shall not be exposed permanently to sunlight. 8. Tiles must be adhered in freshly applied adhesive. Tile must be set within 2 to 3 minutes aQ @f • • • Polypro® AH160 has been dispensed. • • •••• • 9. Polypro AH160 placement and minimum patty weight shall be in accordance ' with' the'Pl1c #meet �• • Details' herein. Each generic tile profile requires the specific placement noted 110l . • Table 1: Adhesive Placement For Each Generic Tile Pro•ilo•• '.... Tile Profile Placement Detail Single Paddy Weight Min. (grams) •• • Two.P tidy Weight • pefgpd {ly Min. • • (grains) ••••• Flat, Low, High Profiles #1 35 •••• High Profile (2 Piece Barrel) #1 17 /side on cap and 34 /pan •• ••• •�� • Flat, Low, High Profiles #2 24 N/A Flat, Low, High Profiles #3 8 LABELING: All Polypro® AH160 containers shall comply with the Standard Conditions listed herein. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or applicable building code in order to properly evaluate the installation of this system. • • . • ., • • • • • • • • NOA No.: 06- 0201.02 Expiration Date: 05/10/11 Approval Date: 04113/06 Page 4 of 7 ADHESIVE PLACEMENT DETAIL 1 SINGLE PATTY cement Eave course only Keep adhesive approx. 41n, op from weephoios Paddy (Beneath Tile) �y �2 Underlayment 10tn. Eve Course in \ \ l' Love Closure Eave course only: Keep adhesive epprox. 4 in. up from armholes Fascia Nail through plastic cement 2hr o FaveCmuse 1\ //o Underlayment Paddy @enealhTile) 10 In: Eave course only: Keep adhesive approx. 4In. up from weopholes Fascia tyeephclo Eava closure Drip edge 1) Place enough adhesive to achieve 17 to 23 Optional 2x4 s for square Inches In contact with the pan We steep Poch applications 2) Turn covers upside down. Place adhasfve 112ln\ .o'/' To 1 In. From outside edge of cover tile. ,. Then install the Underlayment Nall through plash cement ••• ••• • Remov lop portion of the save course cover Ufa. Abut le second course of pan tiles. Ensure cave end of pan and cover tiles are Hush at save Una. Eava closure (mortar shown) Weephole Faacla B • Sheathing •••• Uwe.' • Point up Ma er • Wpm dfn : nd edges U{a • NOA No.: 06- 0201.02 Expiration Date: 05/10/11 Approval Date: 04/13/06 Page 5 of 7 •• • • • •••• • • • •• • • ADHESIVE PLACEMENT DETAIL 2 SINGLE PATTY Nall through plastic cement 46" Fascia Weephole Eave closure • • •ptgedge • Underlayment 1 Paddy (Beneath Tile) Eave Course • • Nail through plastic cement Paddy (Beneath Tile) Underiayment Lave Closure Eave Course Fascia •• • •• • • • • • • • • • • • • •••• •••• • • • • • • •••• •••• • • •• • • • • • • •• •• •• • • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • • • • • NOA No.: 06- 0201.02 Expiration Date: 05/10/11 Approval Date: 04/13/06 Page 6 of 7 ADHESIVE PLACEMENT DETAIL 3 DOUBLE PATTY Nail through plastic cement Paddy (between tile) Paddy (under tile) x 31n. Single paddy on under - layment Single paddy under the Single paddy on top 011ie Eave course 2 in. X 7 in. medium size paddy eave Fascia course only Nail through plastic cement e 3 in.x 3 In. Single paddy on underlayment Nail through plastic cement Underlayment Single paddy under We Single paddy between tile 21n. x 1 In. medium she paddy eave course only % in.x 3 In. Single 41n. paddy on under• layment Single paddy on top of We Eave Course Fascia Weephoie Eave closure Drip edge • • •••• • • • •• • Single paddy between tile r" f Eave Closure igin''41/P 4 x 7 in. medium sae paddy eave course only Fascia Single paddy on top of We Eave Course END OF THIS ACCEPTANCE • •• • • • • • •• • •••• •••• • • •• • •••• •••• •• • • • • • • •• • •• •• • • • • • • • • • • • • • •• • • • •••• • • • • •••• • • ••• •• • ••• • • • • • •• NOA No.: 06- 0201.02 Expiration Date: 05/10/11 Approval Date: 04/13/06 Page 7 of 7 Inspection Worksheet Miami Shores Village esc 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 ' f';„�r,.it;FEIR;IYFt t li�si� - - -�'• Inspection Date: 05/29/2007 Inspector: Grande, Claudio Owner: PEREZ, MAYDA Job Address: 620 101 Street NE Miami Shores, FL 33138- Project: <NONE> Contractor: AMERICAN QUALITY ROOFING INC Block: Permit Type: Roof Inspection Type: Final Roof Work Classification: Roof - New Phone Number (305)754 -0700 Parcel Number 1132060172130 Lot: Building Department Comments Friday, May 25, 2007 Page 2of2 MAY 2 9 2001 Passed 0(77/ Inspector Comments 1 4 0 0 1 4-. Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Friday, May 25, 2007 Page 2of2 .. «'BLL # 7450 Griffin Road, Suite # 140, DAVIE, FL 33314 Phone: (954) 581 -7115, (954) 581 -2614; Fax: (954) 581 -2415 INSPECTION, STUDIES, DESIGN & TESTING SERVICES www.cebb.net May 24, 2007 To: Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores, FL 33138 Roof Tile Uplift Test Report Test Date: May 23, 2007 Permit #: 07 -221 Address: Mayer/Perez Residence 620 NE 101x` Street, Miami Shores, FL. Contractor: American Quality Roofing Roof Pitch: 3:12 Attachment method: Two Component Polyurethane Foam Adhesive — PolyPro AH 160 (NOA 06- 0201.02) Tile Type: Monier Atlantis Shake and Slate Concrete Roof Tile (NOA 02- 1211.08) Device Used: "IMADA" DPS 110 force gauge (Serial #199579E) Total Sloped Roof Area: 5.28 squares All Testing is m strict accordance with the Florida Building Code, 2004 Edition, High Velocity Hurricane Zone — Testing Application Standard (TAS) 106. Roof Area: 5.28 squares Total Number of Tests Number of tests Passed % Passed Field Area (1): 2.00 squares 2 2 100% Perimeter Area (2): 4.00 squares 4 4 100% No. of Comer Areas (3 : 4 4 4 100% Ridge/Hip Areas: _ 3 3 100% Based upon the field tests, I certify that 100% of the static up-lift tests "PASSED" the testing criteria of 35.0 lbf loads, and meet the attachment resistance for adhesive Set Systems, as specified in the NOA. Should you have any questions regarding the above, or if require additional information, please do not hesitate to contact 'this office. Sincerely, CeBB, Corp. (NOA 06-0321114 j eyises NOA 03- 1112.02) MAY 2 � Ayr Eduard C // • - iu, P.E. Fla. Reg. o: ' 9997 Cc: American Quality Roofing Enc. Location Sketch Calibration Certificate INSPECTION, STUDIES, DESIGN & TESTING SERVICES 7450 Griffin Road • Suite #1140 • Davie, FL 33314 ® Phone: (954) 581 -7115, (954) 581 -2614 Fax: (954) 581 -2415 • rnadavi-4 .com4 FORCE lk TORQUE MEASUREMENT 50 9001 REGISTERED ISO/IEC 17025 ACCREDITED CALI Date: Model Number: Capacity: Accuracy: Resolution: Serial Number: • RA ri,.47:1'.7il!'17171/19.19.591.4,7./ 1.717y 7C47.770,71>ifb... e.4;11/4i. 441 '1'11 11141.47:ZiAllA 4',4114 , Aalt, • , IMADA, Incorporated 3100 Dundee Rd., Suite 707, Northbrook, IL 60062-2442 Tel: 847-562-0834 Fax: 847-582-0839 www.lmada.com imadaalmada.com Q1v1F-11-NIST-F-S ION CERTIFICATE April 3, 2007 DPS-110 CONDITIONS 110.21bf Temperature: 71°F 0.2% F.S.±1LSD Humidity: 35%RH 0.1 lbf 199579E This document certffies that i }.e above instrument has been calibrated and tested in accordance with factory calibration procedures conducted under the conditions noted using standards which are traceable to the National Institute of Standards and Technology (NIST). This document not to be reproduced without written authorization from IMADA INC. Repor4040307-199579 TEST RESULTS AS FOUND • TEST POINT (lbf) ACTUAL (llaf) 1) 2) 3) AS LEFT TEST POINT •f) 1). • -110.0 2) 0.0 3) 110.0 ACTUAL -110.1 0.0 110.0 Inspection Worksheet Miami Shores Village gap 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 e Inspection N Nu -2 -' Inspection Date: 05/21/2007 Inspector: Grande, Claudio Owner: PEREZ, MAYDA Job Address: 620 101 Street NE Miami Shores, FL 33138- Project: <NONE> Block: Contractor: AMERICAN QUALITY ROOFING INC Permit Type: Roof Inspection Type: Tile In Progress Work Classification: Roof - New Phone Number (305)754 -0700 Parcel Number 1132060172130 Lot: Monday, May 21, 2007 Page 1 of 2 MAY 222007 Passed Inspector Comments No one working on roof, inspection not cancelled, no ladder on the job. 5/21/07 CG. Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Monday, May 21, 2007 Page 1 of 2 Inspection Worksheet Miami Shores Village V.) 10050 N.E. 2nd Avenue Miami Shores, FL kCaci2to Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Numi NC P Permit Nu b RF Inspection Date: 05/21/2007 Inspector: Grande, Claudio Owner: PEREZ, MAYDA Job Address: 620 101 Street NE Miami Shores, FL 33138- Project: <NONE> Block: Contractor: AMERICAN QUALITY ROOFING INC Permit Type: Roof Inspection Type: Tile In Progress Work Classification: Roof - New Phone Number (305)754 -0700 Parcel Number 1132060172130 Lot: Building Department Comments Tuesday, May 22, 2007 Page 1 of 2 MAY 2 2 2007 Passed Inspector Comments CREATED AS REINSPECTION FOR INSP- 39430. No one working on roof, inspection not cancelled, no ladder on the job. 5/21/07 CG. Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Tuesday, May 22, 2007 Page 1 of 2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 102 Inspection Date: 03/28/2007 Inspector: Grande, Claudio Owner: PEREZ, MAYDA Job Address: 620 101 Street NE Miami Shores, FL 33138- Project: <NONE> Block: Contractor: AMERICAN QUALITY ROOFING INC Permit Type: Roof `A) Insp ction Type: Work Classification: Roof - New Phone Number (305)754 -0700 Parcel Number 1132060172130 Lot: Building Department Comments Tuesday, March 27, 2007 Page 1 of 2 mph 2 9 2.007 Passed nspector Comments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Tuesday, March 27, 2007 Page 1 of 2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Insp+ ion Nu ibex INSP-39429 Permit Number: RF- 2- 07 -22 1 Inspection Date: 04/02/2007 Inspector. Grande, Claudio Owner: PEREZ, MAYDA Job Address: 620 101 Street NE Miami Shores, FL 33138- Project: <NONE> Contractor: AMERICAN QUALITY ROOFING INC Permit Type: Roof Inspection Type: Hot Mop Work Classification: Roof - New Phone Number 305)754 -0700 Parcel Number 1132060172130 Block: Lot: Building Department Comments Passed APR 0 3 2001 Inspector Comments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled until re- inspection fee is paid. Friday, March 30, 2007 Page 1 of 2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 03/16/2007 Inspector: Grande, Claudio Owner: PEREZ, MAYDA Job Address: 620 101 Street NE Miami Shores, FL 33138- Project: <NONE> Block: Contractor: AMERICAN QUALITY ROOFING INC Permit Type: Roof Inspection Type: Tin Cap Work Classification: Roof - New Phone Number (305)754 -0700 Parcel Number 1132060172130 Lot: Building Department Comments Thursday, March 22, 2007 Page 1 of 2 Infraction Passed Comments TIN CAP SPACEING True MAR 2 3 2007 Passed Inspector Comments 7i/. 045).... /2e4a7 .. ,, 1 r , Failed J a ed �� Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Thursday, March 22, 2007 Page 1 of 2 Monday, ptemper 10, s UD V.40 MIN manco air inc. CACO 58505 197 NW 104 Avenue Coral Springs, FL 33071 Phone 305.409.7719 Dan end T , Monte Address: + , E 101 Street Miami Shores, FL Mayda and Simone Reside Com tt .fl4 1 i[USIUW i734..74,9407.'17 Quotation DATE 9/18 ■006 Quotation # 3246165 Customer 1t) DDT Prepered by MIKe Manno 10 Years Warranty all Parts, 2 Years Labor poly Description AMOUNT 1 - 5 Ton Trans (First Floor Living and Dining Area) Model #2TTX40S0 C/U Model #TWE065E NH 1 -1 -1 /2 Ton Trane Model #2TTX4018 Cfti, Model #1WE031 Slab and Tie Downs for Outside Units All Linear Diffuser as per plan Ail Necessary 1-1/2" Duatboard for all trunk lines Air Handier Stands Necessary copper runs PVC Drain and drywall as per plan All Flex duct and collars. straps. etc. as per plan TOTAL If you have any questions concerning the quotation =tact Mike Manno THANK YOU FOR YOUR BUSINESSI S 10,930.00 • CU166-6111 Wang , Elechic Cooktop 36 Inch • Cap tal i S -H rZ" Naturad Gas S Outdoor Elit f Grill waft Side Sumer Copyright © 2001 -2006 CuttingE FORM 600A -2004 EnergyGauge® 4.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Budding Performance Method A Project Name: Address: City, State: Owner. Climate Zone: MAYDA & SIMONE RESIDENCE 620 NE 101 Street Miami Shores, FL M3138 -2468 Mayda & Simone South Builder. Perming Office: Permit Number. Jurisdiction Number TBD Miami Shores 1. New construction or existing Adtion 2. Single family or multi-family Single family 3. Number of amts, if mnhi-fa lly 1 4. Number of Bedrooms 1 5. Is this a worst case? No 6. Conditioned floor area (82) 2080 fta 7. Glass typel and area: (Label read. by 13- 104.45 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a(Sngle Default) 437.0 ftt b. SHGC: (or Clear or 'Mt DEFAULT) 7b. (Clear) 437.0 fta 8. Floor types a. Slab- On -Grade Edge Insulation R=0.0„ 230.0(p) 8 - b. NIA c. N/A 9. Wall types a. Concrete. Ile Iasul, Exterior R=4 1, 800082 _ b. Concrete, Int lnsul, Exterior Rd10.1432.0 8a c. N/A d. N/A e. N/A 10. Ceiling types - a. Under Attic R=30.0, 2080.0 82 b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret Unc. AH: Interior Sup. R=%0. 40.0 8 b. N/A 12. Cooling systems a. Central Unit b. Cenral Unit c. N/A 13. Heating systems a. Electric Strip b. NIA c. N/A 14. Hot water systems a. Natural Gas b. Natural Gas c. Conservation aces (HR- Heatrecovery, Solar DAP frond heat pump) 15. HVAC aunts (CF.cdling fan, CV -Cross ventilation, 11F-Whole house fan, FT- Programmable Thermostat, M2'C Mnitizone cooling, M2a- H- Multianne beating) Cap: 60.0 kBtaihr - SEER: 14 00 Cap: 19.1 kBtu/hr _ SEER: 15.00 - Cap: 272 kBtu/hr - COP: 1.00 - Cap: 60.0 gallons - EF:055 - Capc 1.5 gallons - EF: 0.63 - Glass/Flax Areaa 0.21 Total as -built points: 27550 Total base points: 28455 PASS I hereby certtly that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. / PREPARED BY: 1 ,! DATE: /JP," I hereby certify that this building, as designed, is in comma with the Florkka Energy Code. OWNER/AGENT: DATE: Review of the plans and specifications covered by this � calculation indkates compliance 4 with the Rorida Energy Code. Before construction is completed this bunting oil be its for compliance with Section 553.908,'�i . Flea Statues. soiswe�:. BUILDING OFFICIAL: 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSB v4.0) FORM 600A-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 620 NE 101 Street, Miami Shores, FL, 33138-2468 PERMIT : BASE GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area AS -BUILT Overhang TypeISC Omt Len Hgt Area X SPM X SOF = Points .18 2080.0 32.50 12168.0 Shale, Clear W 0.0 0.0 78.0 70.53 1.00 5380.0 Shy, Clear N 0.0 0.0 175.0 36.46 1.00 6380.9 Single, Clear S 0.0 0.0 98.0 68.93 1.00 6558.8 Shy, Clear E 0.0 0.0 88.0 78.71 1.00 6926.6 As -Bunt Total: 437.0 25226.3 WALL TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Exterior 0.0 0.00 0.0 2232.0 2.70 6026.4 Base Total: 2232.0 DOOR TYPES Area X BSPM = Paints Adjacent 0.0 0.00 0.0 Exterior 21.0 6.40 134.4 Base Total: 21.0 134.4 CEILING TYPES Area X BSPM = Pouts Conde, hd Insets Exterior Concrete, hd Mad, Exterior As-Buitt Total: 4.1 800.0 2.32 1852.0 0.0 1432.0 4.20 6014.4 2232.0 7886.4 Type Area X SPM = Points Exterior Wood As.BuIIt Total: 21.0 9.40 197.4 21.0 197.4 Type R -Value Area X SPM X SCM = Points Under Attic 201W 2.80 5824.0 Base Total: 5824.0 FLOOR TYPES Area X BSPM = Poird Slab 230.0(p) -20.0 -4600.0 Raised 0.0 0.00 Base Total: INFILTRATION Area X BSPM = Points 0.0 Uri Attic ATotal: Type 30.0 200.0 2.77 X 1.00 5761.6 2080.0 5761.6 R -Value Area X SPM = Points Slab-On-Grade Edge Insular/tot Talal: 0.0 230.0(p -20.00 -4600.0 Area X SPM = Points 2080.0 18.79 39083.2 FORM 600A -2004 EnergyGauge@ 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: 620 NE 101 Sheet, Miami Mores, FL, 331384468 PERMIT 0: BASE GLASS TYPES .18 X Corned X BWPM = Points Floor Area TypeISC I Air AS-BUILT Overhang Omt Len Hgt Area X WPM X WOF = Point; 2080.0 236 WALL TYPES Area X BWPM = Poinft Adjacent 0.0 000 00 E 2232.0 0.0 1339.2 Bass Total: 2232.0 1339.2 DOOR TYPES Area X BWPM = Points Stab, aear W 0.0 0.0 76.0 5.49 1.00 417.4 Sege, Hear N 0.0 0.0 175.0 6.03 1.00 10i5.7 Clear 8 0.0 0.0 989 4:49 1.00 440.4 Clear E 0.0 0.0 88.0 427 1.00 419.9 As Total: 437.0 2333.4, Type R. Value Area X WPM = Points l inset, Exterior ton Mt Wad, Ear Asada Totak Type 4.1 800:0 1.1n 828.0 0.0 14820 1913 2720.8 0.0 0.00 0.0 Exterior 21.0 1.80 37.8 Base Total: 219 37.8 CELING TYPES Area. X BWPM = Points Extoller Wood 2232.0 35408 Area X WPM = Points 21.0 2.80 58.8 21.0 58.8 Type R -Vafte Area X WPM X WCM = Points Under Pat 208110 0.10 2060 Base Tot & 20800 208.0 FLOOR TYPES Area X BWPM = Points Under Mix As.Bu tTotax 20.0 2ri800 OiOX too 208.0 2080.0 2080 Type R: Value Area X WPM = Points Stab 230.0(p) -2.1 -428.0 Rats' ed 0.0 0.1n 0.0 Base Total: 0 Slab-On-Gale Edge Insular:um 0.0 230.0(p -2.10 -MO A s Ys -BuIII TotaL INFILTRATION Area X BWPM = Points 208Q.0 -WS -124.8 FORM 600A-2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 020 NE 101 Std, Mang Shores, FL, X3,38.2460 PERAAR 0: 1 BASE AS-BUILT Winter Base Points: 18608 Winter As-Bu t Points: 55412 Total Winter X System = Heafmg Points Mulfpfter Points Total X cap X Duct X System X Quilt = Heating comment Ratio Multipfer Multiplier Mulager Points ( - Points) (Wax DIN xid [!) (sys 1: Becilic Si* 27200 blurt ,EFF(.0) ( =& H),Rt0 W412 1.000 (1.099 z 1..137x 0.91) 1.000 t0D0 6300.9 1860.8 0.6274 1167.5 5541.2 1.00 1.137 1.000 1 6300.9 FORM 600A -2004 EnergyGauge® 4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: 620 NE 101 Street, Miami Shares, FL, 33138 -2468 PERMIT #: 1 BASE AS- BUILT WATER HEATING Number of X Multiplier = Total Bedmoms Tank EF Number of X Tank X X Credit = Total Volume Bedrooms Rata Mulliprter 1 2273.0 60.0 0.55 1 0.88 1444.15 LOOS 14089 1.5 0.63 1 0.42 12E036 1.00 3038 AstTofak 1439.7 CODE COMPUANCE STATUS BASE ASBW.T Cooling Heating + Hot Water = Total Poi Poufs Points Paints 25014 1167 2273 Caging + Hsanng + Hot Water = Total Pam Pants Paints Points 19809 6301 1440 27550 PASS FORM 600A-2004 EnergyGauge@ 4.0 Code Compliance Checklist Residential Whole Bung Performance Method A - Details ADDRESS: 620 NE 101 Street, Miami Shores, FL, 33138-2468 PERMIT 0: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS Exterior &Dams Exr & Adjacent Wafts Floors CeiTrags Recessed Lighting Fixtures Aktil-Mary Hams 606.1.ABC.1-1 606.1.ABC.121 6t16.1.AB0122 636.1.ABC.1.22 6i tARC.12.4 li.ABC.125 6i&1.ABC.13 REMUMEIMMITS FOR EACH PRACTICE dmisq.ft. window arera .5chelsga. tioararea.. , Welt werdierstdp orsbetweett wirelmsfdaars& ice smmundog vim; foundalkm &wall sole arsRpb i between ea:dermal p at commix sue► penrandeara between wail panels & WPM= plakeciretraien web mai hem laCEPTIOR Frame sells where a infiltration banfer is instahed that extends hem, and is sealed to, the foundahan to thebp plate. Penehxdicraskmenings alir waled tut backed by bussorjohl mambos. Frame hams whew a bads instaied that is sealed tohea perimeter, aedseams. Between walls &off peneladons of ceking planed hip ikon amid shahs, chases, soffits, "Nikons, cabinets sealed bwale air baadecgaps Igyphoard &tappiatm Whew Frame =revs where a confimous Natation barriers Waged hells sealed al the per, atoms and seams. Type IC rated with no or Type IC ar non- 1C Med, kstaled inside a sealed box odib 1 fie &Timm hisulatora cr Type Coded wail <2.Odmtom space, tested. Air hauler on perimeter of Hoar newly bele¢mrhours. Exhaust fans vented to outdoors, danqierw canbustion space e beaters comply vilrillFPA, ham air. OHMIC 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by aH Water Heaters SECTION 612.1 Swimming Roils & spas 612.1 Menem heads 612.1 Air INsiriburton Systems 6101 HVAC Controls Insulatkm 6137_1 61141, 602.1 REOUIRBIEHTS Carmlywhir eilichoray niquirermentsinTable 612.1.ABG?2.S ett* ardeady neckedcir bnealow(ele ) areatc8(gas) melba molded External tsr beat limp required Spas & heated pct mast braramonees (incept must heaea pump timer. Gas spa &pool heatera must haaraa inktmon dermal chicken of 78%. Water lbw must be to no mane tiaaer25 gallons warlike at80 PSG. AB ckets, terms, n i apiOned andplermrn chanters sl oe • sealed,hmdated and Instead Fn arcardanoe whir the exile& alSechon61Q Buchan thicrasMoned sties R-6 aim inn. • ray ante n cr admiral= Mermostrafor each system. X19. Common R- 11or CBS R -3 both skies. Common ceing & noon R-11. CHEZ ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.1 The higher the score, the more effident the home. Mayda & Simone, 620 NE 101 Street, Miami Shores, FL, 33138-2468 1. New construction or existing 2. Sage family crraldti -f y 3. Nun/bet-of nnits, mtdii.family 1 4. Number ofBaimonts 1 — 5. Is this a worst ? No — 6. Conditioned floorage (ft2) 20$2 _ 7. Class types ander (Label regd.by 13- 1tW45 ffn *defanit) a. U-factot Description Area (or &teem D o u b l e D E F A U L T ) 7aangte 1 )43788 b. SHGC: (or Clear or Tint DEFAULT) 7b. & Isar types a. Slab-On-Grade Edge Insulation b. N/A c. NIA 9. wall types a. Cam:, Int Insui, Exterjor b. Concrete, Int 1asn1, Eateraa c. NIA d. NIA e. N/A 10. CelTrngtypes a. Under Attic b. NIA c. NIA 11. Ducts a. Sup Unc. Ret Unc. Alt Interior b. NIA Addition nstgle fly _ (Clear)437.1fe — R=0.0, 230.O(p) 8 — - Ilk 12. C: systems a. Cereal Unit b. Eel Unit c. NIA 13. Heating systems a. Eleatic Strip b. NIA e. NIA Hotrsl a. Natural Cris & Natural Gas tt 1, IF - 1432A� — R7---30.0„211130.0112 _ Sup. R=6.0. 40.0 8 — e Ornsertotion =fits (Hlt-Heat recaverg, War DHP twat poop) 15. HVAC crafts (CF-CetTarg fan, CV-Cruss se/Madan, HF-Whede soue fare, IT-Pargranunrible Thermostat, 647.,C-Mthizone cooling, bif/41-Multizonc heating) I certify that this home has complied with the FM& Energy Efficiency Code r g Construction tbmugh the above energy saving features which will be installed (orb in this home before final . Otherwise, a new EPL Mislay and will be completed based on installed Code compliant features. Builder Sim I Address of New Home: Qty4PL7 *NOM The home's muimated energy perfonnance score is only available through the HAIR&S' computer progranr. This is not a Bu. sng Energy Rig. Ifyoro- score is .f1) or greater (or 86 ora US EPAIDOEEnemyStar'11 ), your home may qualtifor crew criciency mortgage WV incentives (fymi obtain a Florida Energy Gauge Rating. Contact tke Energy Gauge Hotline at32116384492 or see the Energy Gauge web site at w_, 'sectufeda for inform*. n and a lout of catried Raters Forte about Florid a'sEnergy Arickticy Code For Wag Conte contact the Department©fComnevzit) Affairs aisSB/4$T -ISl4. t glass type. For actual glass typeand sires as v4 Care 60.0 kBtathr - SEM 14.00 _ Cap 19.1 Idlosqtr - SiEL 15.00 — Cap 272 kaIldhr _ EO: li Cap 60.0 gallons _ EF:0.55- Care 1.5 gallons — EF:063 _ BUILDING INPUT SUMMARY REPORT Mac of MI= Builder NM= Parma OM= Joresdklion 1 TBD South nand Shores Tow Sifge Addiffm 1 T0 Sr � � 1 No BMWs *elm 0 • Roo Tope , 1 00 231.(0)11 1 0 z J W U 3 Typo R-Yei area Base Area Cogs 1 [ielwAtte 31.11 2081111P =MOW 1 ONE Ikalpilenc Now 0 J . Bann:. teradrea a-Yat Area tts 1 Concrete Block- etkrad 2 Cazreis Sock - taltsg tx Panes The 1 Sittfe Cesar 2 Side Clear 3 Sirgie Clear 4 Weigle Clear to O br 4-1 800.032 1 ON 1432048 1 Oa* Area Clitength Might Unk; 91 MOW C10* 0.08 1 N MOW 000 0D8 1 $ 9B.01P 0.00 ONO 1 E 8B:0 11Q 0.0* 0.00 1 m= Q 0 0 tioarApe Odeatanors Area Waal EOaice 21.OW on 1 eistemTlie 1 Cer* L** J 2 Centel UM 0 0 t3 t Nana s Sleuentler Z1 Hrs�icst�r W Credit NedffpYes Chaos 111 1 natural Gas 056 Q!0 Ikea 2 Katmai Gas 0.53 1.5 Nora Q 1 Yes 11. w Q tat Smote MAYDA ONEA C 4 Location &Ronk Florida Prepared by: Covenant Ritginetwing !TABLE 6. ZONE SIZING DATA Zs= Name SYSTEM srzzam SUMMARY Maa. Cooling Statailale ASIA DA S1MONE A/C-1 39,725 1 Max. Blodt Load 3.0S Oetalter 25, 2006 2 1 Design Airflow Rate t Dent Mae 2,453 1S ) 2,453 &Wes Design How Load Rate 03T ) (cFM) 15,101 Twat ,00 SYSTEM SIZING SUMMARY System MATDA-SIKONE Location: Miami, Florida Prepared by: Covenant Engineering Sleek Load 3.05 October 2S, 2906 PaSe:1 ITABLE L S D A T A (cO ) Total Can Load SensOde Gal Loud lidl1 Zone Sensible Supply Temperature Supply Air (Adaal) Supply Aires VeAfr Ober Eshaust Air RobedRegmUed FloorArea (human U.Velne YentAir 26124 =Mr EMT 20 488 811012r S7.0 F LW WM WO end flcv Ofi 9 BTUlhr 7300t (1.LW 000 f Load Occurs OutdoortdOldb OfileandRianst EnteringliblWb A BypassFador RestaltingZonaltil Total 0211Load SemsildteaLLoad SQF17Don Heating Meng Judy 1790 895/76b F 7531643 F SI.S F 5620 F 0l1� 558 9b 210 Ton 1.78 Ton SAO 21.02 1 TABLE 2. SIZING BATA. 1 :1r., w it1r, Heating co$Load VLead Total Zone Load Vea>OatianAfrSwa SuppiyAldlow 111187n- 0 Weft /2396 1112nr 0 GM 1.089 tM Beating FloorArea Overaflil -VVlne Vent Air Vent Air 10.33 0.90 CFMkagi IAN s817 0100 0.00 l2 It 060 end/Person TABLES INPUT BATA Location Data Smite latitude neration Mi ordalorlda t 258 Degree 7.0 ft SnmaterBay eabreidentWeddlulb Da 91.0 F 77.0F 159 F System Name Sys Type System Start Dmaffim SIZING SniCeleATIOAS 9 Vein Esbaust FACTORS CollBypass Safety Wens) Safety ) liesilogSafely MAYDA- SJMONSAJC Qgand Want 24 las S7.0 F 0 end OM UM 0050 0% 8% 0% [TABLES. TOP TEN COMM tJLLOAFS Time 1) July 17d10 2) 1u/716200 3) 3mm 174J0 4) August 16:00 5) August 7780 SensIble Tan 1.78 1.77 1.76 1.77 1.76 THEMNOSTATSETPOINTS 0e3ffmB(oaa -) R13T PLENUM FAN eraffigaratlan StaOen ssme 750 F 75.0F 70.0 F No Blow-Thre 0.50 in.ag. Tata1Ton 210 2.09 2.03 2.09 20* Time 6) 3tme 1500 7) September 26:00 Sensible Tan Tob1Ton 175 289 174 208 1.72 2.04 T1.772 204 171 2.02 1 Sydow MAY9A -S/MO EA/C-2 Loadwo Mani, P Prepared by: Covenant *glowing [TABLE 6. ZONE EWING DATA SYSTEM SIZING SUMMARY ModcLoad 3.05 X25, 2006 Page: 2 Max. Cooling Design Airflow Max. Sensilde Rate Load Rata MAYDA,�ONEAJC --2 i qty Ii Total: i I12,396 m 1,080 Total: .00 1 SYSTEM SIZING SUMMARY System MArna -BONE Lewd= Mind, Florida Prepred by: Covenant BM& Load &OS October 25, 2tS)6 [TABLE L SIZING DATA (COOLING) Tafel fell Load Sensible Con Load Tohd ZoritScosble Supply Twitperotons Supply Afr (A SupplyAO VAfr DIrestrshaustAtr Required Reheat F1aerArea DQUalUvoles Vent Afr III 40334 =Ow 39.725 Maw 57.0 F 2A55 C M 2,4n c 0 CFA 0 MI 0 BT[Dhr 1.5$0 sgkt 0.251 030 COMMA Load Ocean OofdaorDWW0 Cooditionse RotedogDWWb LessiugDbiWb At BypossFerfor ResadflogZoneRfl TedslOOLoad SeasOdeCo3Laad Th Cooling OcbdierISOD ST.0/5.0 F 12.3 al F 573156.6 F 562 F 0350 6L % 3.93 Too 339 Tao 3E35 BUYInfseift TABLE2 GDATA j:1 w,- YI'ej HeafingailLoad Venom Load Told Zoos Load Ventliodon Ahttaw SupplyAir 15,110 Si41Th 0 RTUArr ]I131 0 ChM 2,453 cni Iftuffus Roan FIoorAtta Overall U-Va>te Vea3AIr VeacAfr 10.07 liTIMuisqft L64 CFA WO sift 0.251 030 CFI 0.00 1 [TABLE 3.INPUT DATA MEMBER) L 9ea8on Dam Source L Novotfou Mtton1,Fhuhda Canie:D 253 Degree 7.0 ft Summer Itry Wed: Doily Iteoge 91.0 F 77.0 F 15.0 F TABLE 4. INPUT 1 'AC �x,4 1 System Name System Shirt Donau SIZINGNECINICATIONS Vout• iltition Edema FACDIIRS c oRRy1ses Safety (Latent) IfeadogSofety OIANDrAA Alt1 -I agog %Vann/Win 6:Nt 24 tun 57.0 F 0CF&I OM CM • 0 96 0 92 0% TABLES.. TOFF COOLING COMMA= Thus 1) October 15 2) Sew 15:00 3) October 1fr00 4) Oda 14:00 5) & 160 Sensible Ton 339 393 334 389 335 3.09 334 3.89 333 337 TIERRNIOSTNTSETPOINTS C.00Sog(Oce.) CaanaS{iYstor3 Neseng RESORNA1RPLE23751 FAN CordIgtuuthot Stotternsuore 7L@ F 758 F 7011 F No Mow-Thro OM hseg. Time 6) Sew 1430 7) Ansa 1500 - -0= 500=1-16.00 Z -- - 109 : SeosibbsTon Total Ton 330 336 326 333 326 333 326 333 324 381 1 FORM 600A-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 620 NE 101 Street, Miami Shaves, FL, 33138-2468 PERMIT #: BASE AS -BUILT Summer Base Points: 58636.0 Total Summer X System = Coate Points Mtn Points Summer As -Bunt Points: 73534.9 Total X Cap X Duct X System X Cruet = Cooling Component Rao Mangler MuIftpfter Mutdpfter Points (System - Points) (DM x0SM xAMJ) 58636.0 0.4266 25014.1 taps 1: Central Unit MOOD 6Inh 14.0j 73535 0.76 Mfg x 1.165 x090) 0244 UV/ 15284.9 (sys 2 Central Unit 19100bfuh Duct= NOM 73535 0.24 (100 x 1.155 x 100 0.227 1.000 4541.3 73534,9 1.00 1.125 0.239 1.000 19808.9 SYSTEM SIZING SUMMARY Sys MAMA A11-3 Leaden Alter, Florida Prepared bp Covenant Engineering Block Lod 3.ffi October 25,BEd Page l TABLE LSP®NG DATA (OOLNIG) Total Coil Load Sensible Coll bind Total Zone Sensible Supply Terigneatun Supply Air Simply Air Veudi1Ab• Direct Maori Air Reheat Reepbred Floor Area Overall U-Vabm Vent Air 16768 BiiUbr 14$$0 BTalbr 13.765 DTI - 579 F 856 CFI4 CF11I OCFM 0 CFM 0 87WIir 530 sift 0373 BTUArisqUir OA) Load Owns Deem E A% Ctdi Conditiome gaterbmDbiliVii A1R+andusil %was Fader liesultingnmeRN Tom Conned SensibleCnilLoad Sties Cooling November 1590 84.01T40 F 72'13.2 F 5.6 F 86.2F OMO 61.6 % 140 T® 1.17 T® 379 31.64 BlUatnistit TABLE 2. SEW= DATA HeaFmgCodLord Ventilribm Load Total 74 Load VentitallonAlellow SSBdy Airffsw Hag Heating FArea OvemIIII -Maine Vent Air VeAir 12.T1 B7 1.60 CFMAgn 530 sqlt 0.172 ONO C 0100 ,TA B L E 3. Ili) T DATA (WEATHER) Ligation Dd i.DZarlda DM Seance CorderDefanits Latitude 25S Deg Ektenoon 7.0 It SernmerDry4kdb C.oincideutiVet00 1 91.0 F 719 F 190 F 1 TABLE 4. DIPUT l: 'AC "i:iY11, >► System Name System Type *ste n Smart Duman SIENGSPECIFICATIONS Soppy Verdes »3 FACTORS CeD Bypais Safety (Seas) Safety ante* HSah4y MAYDA. AIG3 °gaud WmmATrD# FAO 24bes 7.0 F 0 GM 000 OM INERIDOSTATSETPDINIS Coding Cam) cw Venting liNTURNADtPLENTIM FAN Cordigintion antaloressule Td.O F 750 F 70.0 F No Biar-Then OM bung. 5 1 EN COOLDIG COD-LOADS i Zee 1) November 1500 2) October MOD 3) 1'vember 1408 4) November I6 5) October 1400 Semitic Ton 1.17 116 1.16 1.15 1.14 Time 6) December MOO 7) Ober 16e00 8) December 14 $ menmer -1640 I7j Nmem arr-13:04 SensibleTon Told Ton 115 1.36 1.14 136 1.14 1.38 U2 1.34 111 133 SYS 1 EM SIZ NGs SUMMARY System: MAYDA SIMONE A/C-3 LetiditHE IkNami, Riot Prepared by: Covenant Engineering Modc Load 3.9S October 2S,2806 Page: 2 (TABLE 6. ZONE SWING DATA Max. Coaling &sign Airflow Max. Heating Design glow Salsa& Rate Load Rate Zone Name (ce) (UM) Design Time (BTUB) KW) MAYDA- SIMONE A/C-3 21765 850 Nov 110 6,�4 - Tatak 850 Total: .00 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 frel —PermitTVo. ;1—°' Job Name Date #4, MECHANICAL CRITIQUE SHEET (t) ) LAA 1 FORM 600A -2004 EnergyGaugee 4.0 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS: 620 NE 101 Street, Miami Shores, FL, 33138-2468 PERMIT 8: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS Exterior Windows & Doors Exterior & Adjacent Wad Ceilings SECTION 606.1.ABC.1.1 606.1.ABC.121 606.1.ABC.1.22 606.1.ABC.123 Rem Lighting Fixtures 606.1.ABC.124 Muitl -story Houses Additional Infiltration refits 606.1.ABC.1.25 606.1.ABC.1.3 REQUIREMENTS FOR EACH PRACTICE Maximmn:.3 cfm/sq ft. window ama; .5 dmisq.fL door area. Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surroua n9 wall; foundation & watt sole or sill plate; pints between exterior watt pants at comers; Tity pons; between wall pars & top/bottom plates; between wale and floor. EXCEPTION: Frame watts where a continuous infiltration barrier is irk that extends from, and is sear to, the four/ dents to the top plate. Penetrations/openings >1/8 sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous irdiftration barrier is installed that is sealed to the perimeter, penetrations and seams. Between walls & ceilings; penetrations of ceiling plane of top boor; around shafts, chases, soffits, chimneys, cabinets sealed to contbwous air barrio; gaps In gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a cos ru ous inn barrier is installed that is sealed at the perimeter, at penebations and seams. Type IC rated with no penetrations, sealed; or Type IC or non4C rated, Installed inside a seated box with 112 clearance & 3° from insulation; or Type IC rated with < 2.0 dm from condlioned space, tested. Air barrier on perimeter of floor cavity between floors. Exhaust fans vented to outdoors, dampers; won space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS Water Heaters SECTION 612.1 Swimming Pools & Spas 612.1 Shower heads 612.1 Air Distribution Systems 610.1 HVAC Controls Insulation 607.1 604.1, 6021 DTs Comply with efffdency requirements In Table 612.1.ABC.32 Switch or clearly marked air breaker (ems) or cutoff (gas) snot be provided External or bult-in heat trap requited. Spas & heated pools must have revers (ercept solar heated). Noncommercial pools must have a pump timer. Gas spa & pool heaters must have a mirdmum thermal efficiency of 78%. Water now must be restricted to no more than 2.5 gallons per mtmde at t30 PSIG. All ducts, fillings, me hanlcal equIpment and plenum chambers shall be mechanically attached, sealed, Insulated, and irk in smcordance with the =lade of Serer 610. Ducts in unconditioned attics: R-6 min. Inadation. Separate readily accessible mensal or autmasic thermostat for each system. Ceilings-Min. R-19. Common walls- Frame R-11 or CBS R-3 both sides. Comumrn ceiling & floors R -11. CHECK EnergyGauger" DCA Form 600A-2004 •• ••• • • • • • • • •• •• • • • • •• • • • • •• • • • •• • • • • • ••• • • • • • • • • • • • • • • • • • • . • • • • • • • • • Errwrg�G • ES PL'RCSB d'4.0 0 ; • •• ••••••• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • .. • •• •• .. • • ••• • • ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.2 The higher the score, the more efficient the home. Mayda & Simone, 620 NE 101 Street Miami Shores, FL, 331382468 1. New construction or existing 2. Single family or multi-family 3. Number of units. if multi -may 4. Number of Bedrooms 5. Is this a worst case? No 6. Conditioned floor area (ft2) 2080 ft2 7. Glass typel and area (Label reqd. by 13- 104.45 if not default) a. U- factor: Description Area (or Single or Double DEFAULT) 7a(sngle De auk) 437.0 ft2 b. SHGC: (or Clear or Tint DEFAULT) 7b. (Claw) 437.0 ft2 8. Floor types a. Slab -On -Grade Edge Insalasion R4.0, 230.0(p) ft b. N/A c. NIA 9. Wall types a. Concrete, let marl, Exterior b. Cam, bit Insul, Exterior c. N/A d. NIA e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc Ret. Unc. AH: Interior b. N/A Addtion Single family 1 1 12. Cooling systems a. Central Unit b. Central Unit - c. N/A 13. Heating systems - a. Electric Strip - b. N/A c. N/A R=4.1, 800.0 ft2 _ R=0.0.1432.0 ft2 _ R.30.0, 2080.0 ft2 Sap. R=6.0, 40.0 ft - 14. Hot water systems a. Natural Gas b. Natural Gas c. Conservation credits (HR -Hem recovery, Sir DHP-Dedicated heat pump) 15. HVAC c eel is (CF- Cling fan, CV -Cross ventilation, HF-Wbole house fan, PT- Programmable Thermostat, MZ- C -Mnitiz one cooling, APL- H- Multizzone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Tap: *NOT& The home's estimated energy performance score .ii oozLy avidlable througd the fLA/RES computer proms This is not a Building Energy Rating. Ifyou score is 8Dorgreateriax8li fora Uf BPA/DOE EnergyStarnilesigrcation), your home may qualify for energy efficiency mortgage (HEM) Marta, gelowebtail fFlorida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638 -1492 or M the r"itergyyGauge web site at wwwiseaucf edu for information and a list of certified Rater& For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs et.8S01g8; -1 j2f. • • : • 1 Predominant glass types. For actual glass type and see Saab • �••ss d•� •�� ,• • • • see jversidn; v4/0 • Cap: 34.4 kBtu/hr SEER: 16.50 - Cap: 49.0 kBtu/hr SEER: 17.50 - Cap 27.2 kBta/hr _ COP: 1.00 - Cap 60.0 gallons - EF:055 Cap: 1.5 gallons _ EF: 0.63 _ ••• • • • • • • • • • •• • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • BUILDING INPUT SUMMARY REPORT F- 0 W 0 Q O. cc 0 0 J W Title: MAYDA & SIMONE Owner: Mayda & Simone # of Unit= 1 Builder Name TBD Climate: South Permit Office: Miami Shores Jurisdiction #: (blank) S Floor Type ca =vo, RESIDENCI3anllYType: Sire New/Existing: Addition Bedrooms: 1 Conditioned Area: 2080 Total Stories: 1 Worst tie: No Rotate Angle: 0 Address Type: Lot #: Subdivision: Platboolc Stingy Citir, St, EP: Street Address N/A NIA NIA 520 NE 101 Sit Miami -Dade Miami Shores, FL, 33138 -2468 R-Val Areaftwerkneter Una 1 n -C=oda Edge insulation 0.0 230.0(p) ft 1 Q 0 0 i Door Type Omar Area Units 1 Wood Bderbr 21.062 1 N z J W 1 # ColEng Type R-Yel Area Base Are Units 1 Uri Attic 30.0 2080.0112 208110 62 1 Credit fiteltipfterso None J 0 0 0 # SYslem Efficiency qty 1 Central Unit 2 Central Una SEER: 16.50 34.4 kBtu hr SEM 17.50 49.0 kBtulhr Own floitiplierro tone # Wall Type Location R-Val Area urdts 1 Concrete Birk - kt tnsui 2 Concrete Bock - i t kani Exterior 4.1 800.062 1 Ear 0.0 1432.062 1 0 Q W z Effickncy Capacity Eke Shin COP: 1.00 27.2 kBNfhr S Panes The Ornt Area Oil Length °Might Units 1 Single Clear W 76.0112 0.0 ft 0.0 ft 2 Single Clear N 175.062 00 ft 00 ft 3 Single Clear S 98012 00 ft 0.0 ft 4 Single Clear E 88.062 0.0 ft 0.0 ft S z 1 1 1 1 .. .. • • • . .. .. N Credft mss: None s =An Lacetla 1 Un ond. Uncond. Interior 6.0 40.0 ft Cry fluttiplierto None # System Type EP Cap. Conservation Type Car. EF 1 Natural Gas 0.55 60.0 None 2 Natural Gas 0.63 1.5 None 0.00 0.00 1r Use Default? Amaral Operaftng Cost loam Rate 1 Yes N/A W tc WA . • • • • .. • • • • • .... • • • • • • • • • • ... • • • • • • • • • • • • • Energygpkiee, Versin'r` PLCIGE8 v4.0) • • .. • • • • • • .. ... .. ... .. .. 1-tULKAL LMtK(9tNL T MANAULMtN 1 AlitNL:T NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Important Read the instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION BUILDING OWNER'S NAME MAYDA PEREZ AND SIMONE MAYER BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX N 620 NE 10157 STREET CrrY MIAMI STATE FL PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, eta) LOT 8 THRU 10 AND THE E. 29.10 FT OF LOT 11, BLOCK 103 "AMMENDED PLAT OF MIAMI SHORES BUILDING USE (e.g., Residential, Non - residential, Addition, Accessory, etc. Use a Comments area, if neoe RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) ( ##° - ## -*Mr or ##.#1t#W) O.M.B. No. 3067 -0077 Expires December 31, 2005 Cao - vos�i HORIZONTAL DATUM: NAD 1927 ❑ NAD 1983 SOURCE: ® GPS (Type): ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER MIAMI SHORES 120652 BZ COUNTY NAME DADE COUNTY B3. STATE FLORIDA B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFD( B6. FIRM INDEX DATE EFFECTIVE/REVISED DATE : ;. FLOOD ZONE(S) (Zone AO, use depth of flooding) 12065200093 J 03-02-94 03-02 -94 X 0 B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the buildn s located in a Coastal Barrier Resources S stem CBRS area or Otherwise Protected Area OPA ? ❑ Yes ►./ No Deli. ation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* Z Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones A1.A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, ARIA, AR/AE, ARIAI -A30, AR/AH, AR/A0 Complete Items C3. -a-i below aaordng to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD1929 Conversion/Comments Elevation reference mark used Does the elevation reference mark used appear on the FIRM? ® Yes ❑ No o a) Top of bottom floor (inducing basement or endosure) o b) Top of next higher floor o c) Bottom of lowest horizontal structural member (V zones only) o d) Attached garage (top of slab) NA. _ft(m) o e) Lowest elevation of machinery and/or equipment servidng the building (Describe in a Comments area) 12.4 ft(m) o f) Lowest adjacent (finished) grade (LAG) 11 .2 ft(m) o g) Highest adjacent (finished) grade (HAG) 11. 2 ft(m) o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) 12. 2 ft(m) NA . it(m) °a NA . fL(m) wR Vic' z SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that an false statement ma be punishable by fine or im .risonment under 18 U.S. Code, Section 1001. LICENSE NUMBER 5241 CERTIFIER'S NAME PAUL J. STOWELL TITLE PROFESSIONAL SURVEYOR & MAPPER COMPANY NAME ATLANTIC COAST SURVEYING, INC. ADDRESS 6125 STIRLING ROAD CITY STATE ZIP CODE DAVIE FL 33314 DATE TELEPHONE 05-15 954- 587 -2100 FEMA Form 81 -31, January 2003 See reverse side for continuation. Replaces all previous editions 4 IMP,QRTANT: In these spaces, copy the corresponding information from Section A. BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. 620 NE 101sT STREET CITY STATE ZIP CODE MIAMI SHORE FL 33138 For Insurance Company Use: Policy Number Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community offidal, (2) insurance agenticompany, and (3) building owner. COMMENTS INVOICE # 30876 Machinery is NC Flood determination is based soley on F.I.RM. provided by F.E.M.A. No research was done in regards to LO.M.RJLO.MA documents. We do not accept responsibility for insurance premiums based on Elevation Certificates. ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items El through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMB F, Section C must be completed. El. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed —see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (inducting basement or enclosure) of the building is _ ft(m) _in.(cm) ❑ above or ❑ below (chec( one) the highest adjacent grade. (Use natural grade, if available). E3. For Buiding Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _ in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft(m)_in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's flohdplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA- issued or community- issued BFE) or Zone AO must sign here. The statements in Sections A B, C, and E are correct to the best of my knowledge. PROPERTY OWNERS OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ATLANTIC COAST SURVEYING INC. ADDRESS CITY STATE ZIP CODE 6125 STIRLING ROAD DAVIE FL 33314 SIGNATURE DATE TELEPHONE 954 -587 -2100 COMMENTS ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local offidal who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community offidal completed Section E fora building located in Zone A (without a FEMA-issued or community4ssued BFE) or Zone AO. G3. ❑ The following information (Items G4 G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED) G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (indudng basement) of the building is: G9. BFE or (in Zone AO) depth of flooding at the building site is: •(m) - _ft(m) Datum: Datum: LOCAL OFFICIAL'S NAME COMMUNITY NAME SIGNATURE COMMENTS TITLE TELEPHONE DATE ❑ Check here if attachments FEMA Form 81 -31, January 2003 Replaces all previous editions GE POLYMERSHAPES r• r r• OUTER GLAZING SPACER TAPE 141 E GU4RCIMAFT-LX #5252 CURB'AAOUnTED SKYLIGHT • .: • • INNER GLAZING • • • • •• • • • TYPICAL CURB DETAIL •• • • • • • .la • SCALE: 314"= 1° • ••• 0• • • to: • • \••• • • •• BUILT-UP CURB (BY E) 014x1112 LAGS - 10°O.C. 1 (BY OTHERS) HGT= RASING SPACE • • • cl�}�I 7�g • • • •• • • • • • • • • • OCT 8kL__ •� Y moovoomm ...... • / Z INSIDE ALUMINUM DIMENSION (LAD.) Mlam1 Dade County Florida NOA 01-1010.01 (exp 111212006) SP CIFICATION AND DATA SHE T FINISH MILL (STANDARD) D ANGEL WHITE PAINTED SOUTHERN BRONZE PAINTED D OTHER D l MODEL: 4 2ATW`2 QUANTITY REQUIRED: APPROVED BY: TITLE: DATE: CUSTOMER: M 141NA 4 6)49/11)C PROJECT NAME: L. GLAZING MATERIALS 11 DOME COLOR OUTER INNER CLEAR - .El WHITE 123 - BRONZE - - OTHER IN - DOME MATERIAL `Lexan Is a registered trademark of General MOW Company. Lexan* - ■ Lexan• XL10 as. tar • DISCLAIMER THE MATERIALS, PROIXICTS AND SERVICES OF GE POLYNERSHAPES, ITS SUBSIDIARIES AND AFFIUATES, ARE SOLD SUBJECT TORS STMON)IXPID APPLICABLE DISTREUTOROR OTHER SALfSAG FEBENT, PRINTED ON THE BACK OF ORDERACKNOVILEDGMENIS AND INVOICES, ANDAVALABLE UPON REQUEST. ALTHOUGH ANY df CAMATIOd ,RHCOMENDATIONS,ORADVCECONTABED MEIN IS OVEN IN GOOD FAITH, GE POLYMERSHAPES MAKES NO WARRANTY ORGUARANTEE, (MESS ORP RIE D,@ THATTHERESULTSDESCREEDHEREIN WU. BE OBTAINEDUNDERDOWSECOIDIRONS ,OR(DASTOTiff EFFECTIVENESS ORSAFETYOF ANY DESIGN AR WINGIISPRODUCTS, MATERIALS, SERVICES, RECOWAIMATIONSORADVICE.BO: PTASPROVIDEDINGEPOLY IAPES'STABCONDRIONSOF SLL GEPOLYAERSHAPES AND ITS REPRESENTATIVES SHALL PI NOEVEMBERESPONEE EFORANYLOSSRESULTINGFROMANYUSEOF RS MATERIALS PRODUCTS OR SERVICBDESCRGED HEREIN. Each umbers tut =p• tweaking Its own destitution as to the sub* el products, n ,savloea,reconnendefferis,medviceseededtryGE Polmashapes Whom pmdaular use. Etch =must id yandpalwmat fasts and ads nay toasswe that es feted parts in g procluds, materiab, omits pfd by GEPoyrnrsme eswUbe safe end suitable for use underenkse condom. %INNh this (rany otherdecusent, portly =I recommentLelen (radian, shall be deemed toakar, vary, supersede, snits any peeks elGEPoyrners 'Star d Cannons of Sab orbs Oschiter, unless any such madi n speclacely acted to Ina Wks toned byC# been cancetras aposs9leo r sweet ISO deny tutorial, petit, SPAMardeste•I rdarded ,(r should he=hued,tegany =knelt Wet (ret(r IpaFeriydclhI General Etsctra (r s De antosuch use ordesign ,or asarecoarndadm torte use otsurhr Lpestservice(r esgeIndek6kgernetddmrypatemordh (rMahal empty doe FORM 600A -2004 • • • • • • • • • • •Fri FLORIDA ENERGY EFFICIENtiibo �<< CT o bp FOR BUILDING CONSTRUCTION 2006 SJI Florida Departmerrt of Corpmpiity.Andirv• • • B Y ................... Residential ' F . "r ,• artc�Q:Method A :: Project Name: Address: City, State: Owner. Climate Zone: MAYDA & SIMONE 620 NE 101 Street Miami Shores, Ft. 33138- Mayda & Simone South Bum: TBD •. Perrnittjttg Qlfice... Miami Shores •• IlrinitNtnlb4r::• •• n ummer 42600 • • • • • ••• •• 1. New capon or existing 2. Single family or multi-rni1y Single family _ 3. Number of units, if multi- family 1 - 4. Number of Bedrooms 1 - 5. Is this a worst case? No - 6. Conditioned floor area (ft2) 2080 flu 7. Glass typal and area (Label read. by 13- 104.45 if not default) a. U- factor: Descriptiret Area (or Single or Double DEFAULT) 7a(Sngle Default) 437.0 ft2 - b. SHGC: (or Clear crr Tint DEFAULT) 7b. (Clear) 437.0 ft2 - 8. Floor types a. Slab- On -Grade Edge Insulation R=04 230.0(p) ft - b. NIA c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 800.0 ft? - b. Concrete, Int Iasul, Exteriors R= 0.0,1432.0 ft2 - c. N/A - d. N/A e. N/A 10. Ceiling types a. Under Attic R =30.0, 2080.0 ft= b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret Unc. A11: Interior b. N/A Sup. R=6.0, 40.0 ft 12.. •:. _ systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. brie Strip b. N/A C. N/A 14. Hot water systems a. Natural Gas b. Nonni Gas c. Conservation credits (HR -Heat recovery, Solar DHP Dedicated beat pump) 15. HVAC credits (CRCorliug fan, CV -Cress ventilation, HF-Whole house fan, PT-Programmable Thermostat, MZ- C-Multizone cooling, MZ-H-Multizone heating) Cap: 34.4 kBmthr SEER: 16.50 _ Cap: 49.0 kBtuTr SEER: 17.50 - Cap: 27.2 kBtuR COP: 1.00 60.0 gallons - EF:055 Cap: 13 guns - EF: 0.63 _ Glass/Floor Area: 021 Total as -built points: 24250 Total base points: 28455 PASS I hereby certify that the plans and spectlications covered by this calculation are in compliance with the Florida Energy Code. PREPARED Y: DATE: PO 76.- 46 L rte_ I hereby certify that this building, as designed, Is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: Review of the plans and ..... specifications covered by this o4....,:.. calculation irttficates compliance } with the Florida Energy Code. Before construction is completed this braiding will be inspected for z ,' c omptance with Section 553.908 �; . ... . Florida Statutes. r► WV.'t' l BUILDING OFFICIAL: DATE: 1 Predominant glass type. For actual glass type and areas. see Summer & Winter Glass output an pages 2&4. EnergyGauge® (Version: FLRCSB v4.0) FORM 600A -2004 • • • • • • • • • • . • • • . EnergyGauge® 4.0 •. •• • • • • • • •.• .• • • • • • • • • • SUMMER CALCULATIONS :. • Residential Whole Building Performance •Method,A : Details •• •. •.• • . . • .•• • IADDRESS: 620 NE 101 Street, Miami Shores, FL, 33138.248 • • •• • • ••• PE'RIinit BASE I ••.:•: -i3OT ••_ GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area .. • • • • • ••• •• Overhang Type/SC Omt Len Hgt Area X SPM X SOF = Points .18 2080.0 32.50 12168.0 Single, Gear W 0.0 0.0 76.0 70.53 1.00 5360.0 Single, Clear N 0.0 0.0 175.0 36.46 1.00 6380.9 Single, Clear S 0.0 0.0 98.0 66.93 1.00 6558.8 Single, Clear E 0.0 0.0 88.0 78.71 1.00 6926.6 4 As -Suitt Total: 437.0 25226.3 WALL TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Adjacent 0.0 0.00 0.0 Concrete, Int Insul, Exterior 4.1 800.0 2.32 1852.0 Exterior 2232.0 2.70 6026.4 Concrete, Int Insul, Exterior 0.0 1432.0 4.20 6014.4 Base Total: 2232.0 6026.4 As -Built Total: 2232.0 7886.4 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 0.0 0.00 0.0 Exterior Wood 21.0 9.40 197.4 Exterior 21.0 6.40 134.4 Base Total: 21.0 134.4 As -Built Total: 21.0 197.4 CEILING TYPES Area X BSPM = Points Type R -Value Area X SPM X SCM = Points Under Attic 2080.0 280 5824.0 Under Attic 30.0 2080.0 2.77 X 1.00 5761.6 Base Total: 2080.0 5824.0 As -Bust Total: 2080.0 5761.6 FLOOR TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Slab 230.0(p) - 20.0 - 4600.0 Slab-On -Grade Edge Insulation 0.0 230.0(p -20.00 - 4600.0 Raised 0.0 0.00 0.0 Base Total: -4600.0 As -Built Total: 230.0 4600.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 2080.0 18.79 39083.2 2080.0 18.79 390832 FORM 600A -2004 • • •.. • • • •• •. • • . • •. • SUMMER CALCULM!K NS • • Residential Whole Building Performgnce ,Method A :.Details •• .. • .•. • ••. • . • • • . EnergyGauge® 4.0 ADDRESS: 620 NE 101 Street, Miami Shores, FL, 33138-246 . • • • . • BASE . •• r: AS-s Ufa .•. Summer Base Points: 58636.0 Summer As -Built Points: 73534.9 Total Summer X System Points Multiplier = Cooling Points Total X Cap X Duct X System X Credit = Cooling Component Ratio Multiplier Multiplier Multiplier Points (System - Paints) (DM x DSM x AHU) 58636.0 0.4266 25014.1 (sys 1: Central Unit 34400 btuh ,SEER/FFF(16.5) O1unc(S), ,Int(AH).R6.0(INS) 73535 0.41 (1.07 x 1.165 x 0.90) 0.207 1.000 7052.2 (sys 2 Central Unit 49000 btuh ,SEER/EFF(17.5) 0u None 73535 0.59 (1.00 x 1.165 x 1.00 0.195 1.000 9471.3 73534.9 1.00 1.125 0.200 1.000 16509.6 Ener9YGaugolm DCA Form 600A -2004 EnergyGauge5vFtaRES'2004 FLR SB v4.0 FORM 600A -2004 •• •• ••• .•• •• •• • •;• EnergyGauge® 4.0 • • WINTER CALCIJL�RNS : •:• Residential Whole Building Perfotm4nce•Method A :•Details I ADDRESS: 620 NE 101 Street, Mama Shores, FL, 33138 -2 • • • • * • • • P;1111. ;R1 t1'. : EnergyGaugee DCA Form 600A-2004 EnergyeaugeB/FlaRES2004 FLRCSB v4.0 BASE . . r: ►S- SVILT.•_ Z GLASS TYPES .18 X Conditioned X BWPM = Points Floor Area - - . .•• •• - Overhang Type/SC Omt Len Hgt Area X WPM X WOF = Point .18 2080.0 2.36 883.6 Single, Clear W 0.0 0.0 76.0 5.49 1.00 417.4 Single, Clear N 0.0 0.0 175.0 6.03 1.00 1055.7 Single, Clear S 0.0 0.0 98.0 4.49 1.00 440.4 Single, Clear E 0.0 0.0 88.0 4.77 1.00 419.9 ' As -Built Total: 437.0 23333.4 WALL TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Adjacent 0.0 0.00 0.0 Concrete, Int Insul, Exterior 4.1 800.0 1.03 828.0 Exterior 2232.0 0.60 1339.2 Come, Int Insul, Exterior 0.0 1432.0 1.90 2720.8 Base Total: 2232.0 1339.2 As -Buflt Total: .0 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 0.0 0.00 0.0 Exterior Wood 21.0 2.80 58.8 Exterior 21.0 1.80 37.8 Base Total: 21.0 37.8 As -Built Total: 210 58.8 CEILING TYPES Area X BWPM = Points Type R -Value Area X WPM X WCM = Points 4 Under Attic 2080.0 0.10 208.0 Under Attic 30.0 2080.0 0.10 X 1.00 208.0 Base Total: 2080.0 208.0 As -Built Total: 2080.0 208.0 FLOOR TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Slab 230.0(p) -2.1 -483.0 S� Edge Insulation 0.0 230.0(p -2.10 -483.0 Raised 0.0 0.00 0.0 Base Total: -483.0 As -Suit Total: 230.0 -483.0 INFILTRATION Area X BWPM = Points Area X WPM = Points 2080.0 -0.06 -124.8 2080.0 -0.06 -124.8 EnergyGaugee DCA Form 600A-2004 EnergyeaugeB/FlaRES2004 FLRCSB v4.0 FORM 600A-2004 • .... • • . • • • • • • • • • • • • • • • . • • • WINTER CALCULATIONS :.:. Residential Whole Building Performance. Method A :.Details •• 1 • . • • • • • • ..... EnergyGauge® 4.0 ADDRESS: 620 NE 101 Stmt, Mini Shores, FL, 33138 -2416 • •.: :.: PEESAl k#. . . . E4T •.- •BASE • .. • • U • Winter Base Points: 1860.8 Winter As -Built Points: • 5541.2 Total Winter X Points System = Multiplier Heating Points Total X Cap X Duct X System X Credit = Heating Component Radio Multiplier Multiplier Multiplier Points (System - Poi ds) (DM x DSM x AHU) 18602 0.6274 1167.5 (sys 1: Electric Strip 27200 btuh ,EFF(1.0) Ducts:Unc(S),Unc(R),Int(AH),R6.0 5541.2 1.000 (1.099 x 1.137 x 091) 1.000 1.000 6300.9 5541.2 1.00 1.137 1.000 1.000 6300.9 FORM 600A -2004 • • • ••• • • • • • ...• •• •• • • • •• •• • WATER HEATING & CODE cOMPUAf ATATUS Residential Whole Building Performance Method A -.Details • • • • . • • • • • • • ••. • • Energy Gauge® 4.0 ADDRESS: 620 NE 101 Street, Learnt Shores, FL, 33138 -240 . . . . • . P11A1��f#: BASE WATER HEATING Number of X Multiplier = Total Bedrooms •• • • • • • ••• •• Tank EF Number of X Tank X Multiplier X Credit = Total Volume Bedrooms Ratio Multiplier 1 2273.00 2273.0 60.0 0.55 1 1.5 0.63 1 Ass -Sudlt Toad: 0.98 1444.15 1.00 1408.9 0.02 1260.76 1.00 30.8 1439.7 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Hot Water = Total Points Points Points Points Cooling + Heating + Hot Water = Total Points Points Points Points 25014 1167 28455 16510 6301 1440 24250 PASS FORM 600A -2004 • ... • • • • ••••• Code Compliance Residential Whole Building Performance.Method A :.Details •• • .. . • • • • • • • • • : ••• EnergyGauge® 4.0 IADDRESS: 620 NE 101 Street, Miami Shores, FL, 331M1-24$11 •.::•: PE MIT#: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST SECTION REQUIREMENTS FOR EACHVAC 606.1 ABC.1.1 606.1 ABC.12.1 COMPONENTS Exterior Windows & Doors Exterior & Adjacent Walls Ceilings Recessed Lighting Fixtures Multi-story Houses Additional Iniptratton reds 606.1 ABC.1.22 606.1ABC.1.23 608.1 ABC.12.4 606.1 ABC.1.2.5 606.1ABC.1.3 • • Ma lmum:.3 ctm/sq.tt window eats; $ 4 Caulk, gaslost, weatherstrip or Uai bSolen: Orindfteddbit% frames, scarotmd ing wall; foundation & wall sole or sill plate; joints between exterior warp parses at comers; utility penetrations; between wall panels & topfiscittom plates; between walls and floor. EXCEPTION: Frame wails where a continuous innattion barrier is installed that extends from, and is sealed to, the found to the top pie. Penetration >1/8' sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration terrier Is installed that Is sealed to the perimeter, penetrations and seams. Between walls & ceilings; penetrations of ceiling plate of top floor; around shafts, chases, soffits, cldmreys, cabinets sealed to contimmus air harrier; gaps In gyp board & top plate attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is seated at the perimeter, at pure and seams. Type IC rated with no penetrations, sealed; or Type IC or non-IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 aim from contstioned space, tested. Air Barrie on perimeter of floor cavity between floors. Exhaust fans vented to outdoors, dampers; won space heaters comply with NFPA, have combustion air. CHECK 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by as residences.) COMPONENTS Water Heaters Swimming Pools & Spas Shower heads Air Distribution Systems HVAC Controls Insulation SECTION 612.1 612.1 612.1 610.1 607.1 6041, 6021 RESITS Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked dr breaker (electric) or cutoff ( gas) must be provided. Edema) or built-in heat trap required. Spas & heated pools must have coves (except solar heated). pools must have a pump timer. Gas spa & pool hers must have a minimum thermal eilidency of 78%. Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. All ducts, fittings, mechanical equfpmed and plenum chambers shall be mechanically ally attached, sealed, insulated, and installed In accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. Insulation. Separate readily accessible manual or automatic thermostat for each system. Cep -Mtn. R -19. Common wad -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R -11. CHECK ENERGY PERFORMAN�C�.�.1� ei,(EPL) DISPLAY CARD„ , • .... ••• • ••• • • ESTIMATED ENERGY PERFORMANCE SCORE* = 86.2 The higher the score, the more ej die hgme.,, • • .. • . • Magda & Simone, 620 NE 101 Street, Miattd Shbrrs, PL, 3;31 2468 • 1. New construction or existing Addition 2. Single family or nmlti-family Single family 3. Number of units. if multi-family 1 4. Number of Bedrooms 1 5. Is this a worst case? No 6. Candidoned floor area (ft2) 2080 ft2 7. Glass typel and arem (Label read. by 13-104.4.5 if not default) a. U- factor: Description Area (or Single or Double DEFAULT) 7a(8ngle Default) 437.0 ft2 b. SHGC: (or Clear or lint DEFAULT) 7b. 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, ht Instil, Exterior b. Comte, Int Easel, Exterior c. N/A d. N/A e. N/A 10. Ceiling types a. Under Atdc b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret• Unc. Alt Interior b. N/A (a ear) 437.0 ft2 R=0.0, 230.0(p) ft 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems - a. Electric Strip _ b. N/A - c. N/A - 14. Hot water systems R= 4.1.800.0 ft? R=0.0.1432.0 ft2 a. Natural Gas b. Natural Gas c. Ovation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) R=30.0, 2080.0 ft2 _ 15. HVAC credits (CF-Ceiling fan, CVO venuWadon, _ HF-Whole house fat, PT- Programmable Thermostat, Sup. R.O. 40.0 ft _ MZ.C- Multtzone cooling, _ WIZ- H- Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: *NOTE: The home's estimated energy performance score is only available through the FIA/RES computerprogrmn. This is not a Building Energy Rating. If your score is 80 or greater (or 86 fora US EPA/DOE EnergyStarntdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives Tyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638 -1492 or see the Energy Gauge web site at www.fsec. ucf..edu for information and a list of certified Raters. For information about Florida's Energy .Efficiency Code For Building Construction, contact the Department of Community Affairs at 850 /487 -1824. 1 Predominant glass type. For amnal glass type and areal see Summer & Winter Glass aaput on_mges 2&4. �leargyGatag (Version: t'LR SB v4.0) Cap: 34.4 kBtulhr _ SEER 1650 _ Cap: 49.0 kBtulhr SEER 17.50 Cap: 27.2 kBtu/hr _ COP: 1.00 ...., Cap: 60.0 gallons EF: 0.55 _ Cap: 1.5 gallons - EP 0.63 _ BUILDING INPUT SUAAiMmty: REPORT f}- V W 3 cc TRW MAYDA & SIMONE RESIDENCEFmrtHy Type: Single Owner: Mayda & Simone # of thefts: 1 Builder Name: TED Climate: South Permit O> Miaml Shores Jurisdiction II: (blank) Bedrooms: Conditioned Area: Total Stories: Worst Case: Rotate Angie: Address Type: • R.+grt iR: • • • • . . . . 1 • • • . ;• • • • • •P • • 1 Sbeet: No .. • • �otufty: ... 0 • • • . oily ,z • 0 0 .J Lt. Areacerimobsr Witte 1 Slab-On-Grade Edge truer 0.0 230.0(p) ft 1 2^ O G 1 Wood Street Address N/A.. • ... 1/A•• 62ONE101Sheet Mdnd -Dade Mini Shores, R, 33138 -2468 R-vm • • .Orimt!atm : Area Bderior • • • • • 21.052 ca z J W v * Ceiling Type • R-Val Area Base Area Units 1 Ural Attic 30.0 2080.01P 2080.052 1 fr Wae Type Location R-Val Area thrfts z J O O # system nas 1 Central Unit 2 Central Unit SEER 16.50 34.4 IBtuthr SEER: 17.50 49.0 kBfuthr Credit MuMplle ss Norte 1 Comet° Bock - tnt Maui 2 Concrete Back - trrt Maul Exterior 4.1 800.0 fP 1 Exterior 0.0 1432.052 1 z W s System Type 1 Beale Stip COP: 1.00 272 k tulic CredftMu None * Panes Tint Omt Area OH length OH Hgtn Mite 1 Single Clear W 2 Single Clear N 3 Single Clear S 4 Singe Clear E 76.052 175.052 98.0 52 88.052 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0ft 1 0.0 ft 1 0.0 ft 1 0.0 ft 1 H c =Iron t o Et-9'i1' ato 1 Uncond. Uncord Interior 6.0 40.0 ft Credit Qadiplterm None Q it System Type E Cap. Ormservation Type Con. EP 1 Nand Gas 0.55 60.0 None 2 Natural Gas 0.63 1.5 None 0.00 0.00 5 Use Default? Animal Operating Cost ElectrW Fite 1 Yes WA NIA EnergyGauge® (Version: FLRCSB v4.0) • • ••• • • • ••• •• •• • • • • • • •• •• • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • SYSTEM SIZING SUI IMAk ' • • • : • • • • Systent MAYDA- SIMONE A/C-1 Location: Miami, Florida Prepared by covenant Engineering •• • • • • ••• • •• • • • • • • • • • • • • • • • • • • • Block Leid 3.65 • • • . 1 • • • • • • • • • [TABLE 1. SIZING DATA (COOLING) Total Co fl Load SensOle Coil Load Total Zane Seams Supply Temperature Supply Air (Actual) Supply Air (Standard) Ventilation Mr Direct Exhaust Air Reheat Rem Floor Area Overall U-Valve Vent Air 47,176 BTU/t 40.634 B1U1hr 39,725 BllJibr 57.0 F 2,453 CFM ?,4,52 CFM 0 CFM 0CFM 0 BTlllbr 1,500 win 0.251 lETURwfsq1UF 0.00 CFMragft Load Oceans • • "Q • • Outdoor Db1Wg 0'F • Coo Coad1tk • • • • • • • • • • EnteringDblWb 72.x.1 F Leaving WWI: 57.0156.6 F Apparatus Dewpdat 56.2 F Bypass Factor 0.050 Resulting Zone RH 61. % Total Coil Load Sensible Coil Lead SQFTron Cooling 3.93 Ton 3.39 Ton 38155 31.45 /311ftwisqft TABLE 2. SIZING DATA (HEATING) Heating Coll Load 15,101 BTUtbr Ventl n Lei Total Zane Load Ventilation Airflow Supply Airflow 0 BT[VIh r 15,101 BTUIbr 0 OM 2.653 CFM 1 :031 Heating Hag Floor Area Overall U-Vabm Vent Air Vets Air 1407 1111/firrisqft 1.64 CFMIsgft 1,500 s4R 0.251 0.00 CF14t 0.00 CFM/Person TABLE 3. INPUT DATA (WEATHER) Location Data Source Latitude Elevation Miami, Florida Carrier Dew 25.8 Degree 7.0 ft Summa' Dry-Bulb Coincident Wet Bulb Daly Range "Year :: .LO:r 91.0 F 77.0 15.0 F TABLE 4. INPUT (HVAC SYSTEM) System Name * Type System Start Donation SIZING SPECIFICATION; SnpNy Ventilation Ethaust FACTORS Coll Bypass Safety (Sons) Safety (Latent) Heating Safely MAYDA- SIMONE Al Cie and Warm Air Ht 24 brs 57.0 F 0CFM 000 CFM 0.050 0 % 096 0 96 Ti EItMOSTATSETPOiNTS Cooling (One.) Heating RETURN AIR PLENUM FAN Configuration StaticPressn 72.0 F 75.0 F 70.0 F No Blow -'11w 050 in. wg. TABLE S. TOP TEN COOLING COIL LOADS Time Sensible Ton 1) October. 15:00 3.39 2) September 15:00 3.34 3) October 16:00 3.35 4) October 14440 3.34 5) September 1640 3.31 Total Ton 393 3.89 3.89 3.89 3.87 Time SendbleTon Total Ton 6) September 14.10 3.30 3.86 7) A 150 3.26 3.83 8) August MOO 3.26 3.83 9) July 16:00 396 3.83 10) July 15:00 3.24 3.81 • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • • • • • ••• • • • SYSTEM SIZING SU11!Q1+Iati' • • • • •.• Systems MAYDA-SIMONE A/C-1 Location: Miami, Florida Prepared by: Covenant Engineering • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • Nock Iao�d 3.05 trtiubc.25, 2006 • • • • Page: 2 `TABLE 6. ZONE SIZING DATA Zone Name Max. Cooling Design Airflow Sensible Rate (BTU/hr) (CFM) MAYDA- SJMONE A/C -1 39,725 2,453 Total: 2,453 •• • •• • • • • roar• •• Rate • •• ••• •• • ; E- $E!litie Design Flow Design Time October 15:00 (BTU/hr) (CFM) 15,101 - Total: .00 • • •.• • • • .•• •• •• • • • •• .• • • • • • • • • • • • • • • • ... • • • • • • • • • SYSTEM SIZING S JMMAIW • • • •.• Sys MAYDA- SIMONE A/C-2 Location: Miami, FHolida Prepared by; Covenant Engineering • • ••• • illocklead 3.05 • • • • • • • • •1'25, • • • • • • • • • • I • • • • • • • • • • • ••. • • • • • [TABLE 1. SIZING DATA (COOLING) Total Con Load Sensible Coil Load Total Zone Send Supply Temperature Supply Air (Actual) Supply Air (mod) Ventilation Mr Direct Exhaust Air Reheat Required Floor Area Overall U -Value Vent Air Vent Air TABLE 2. SJZJNG DATA Heating Coll Load Vey Load Total Zone Load Ventilation Airflow Supply Airflow 25,224 BTU/hr 218 BTUArr 20,1788 BTUAu' 37.0 F 1,080 CFM 1,0$0 CFM 0 CFM 0 CFM 0 BTUhr 1,200 sqi 0350 BTUAwlsgMF 0.00 CFM/sgft �p{�s� o. 0 CFM/Pvnaan L 12396 BTU/hr 0 BTUhr 12,396 BTUffir 0CFM 1,080 CFM - Load Occi*s• •� July 1 Outdoor DidRib • • %9.5/764 F Co& Condom • Entering DNFYb Leaving DbIWb At Bypass Factor Resulting Zone RH Total Calf Load Sew Cof Load SQ1lr Cooling ninthly Heating Heating Floor Area Overall U-Value Vent Ara Vent Mr • • • • • •.• •• 75.31643 F 57.0/565 F 56.0 F 0.050 55.9 % 2.10 Ton L78 Tan 570.89 2102 BTUhr/sgft 0.90 CFM/saft 1033 BTUUhrrk* 0.90 CFM/sgtt 1,200 sgft 0.150 0.00 CFMlsq t 000 (NM/Person 1 TABLE 3. INPUT DATA (WEATHER) Location Miani,Flmida Data Source Carrier Defaults Latitude 25.8 Degree Elevation 7.0 ft Summer Dry -Bulb Coinddent Wet-Bulb Dally Range 910 F 770 F 15.0 F 1 TABLE 4. INPUT (HVAC SYSTEM) System Name System Type System Start Dmstion SIZING SPECIFICATIONS SIM Vein Exhaust FACTORS Cori Bypass Safety (Sens) Safety (Latent) Heating Safety MAYDA- SIMONE A/C-2 Chg and Warm Mr Ht 6:00 24 bra 57.0 F 0 CFM 0.00 CFM 0.050 0% 0 % 0% THERMOSTAT SETPOINTS Con0ng(Ow.) Ceding (Mecca Heating RETURN AIR PLENUM FAN Configuration Stade Pressure 75.0 F 750 F 70.0 F No Blow Thru 050 in. wg. [TABLE 5. TOP TEN COOLING COIL LOAD 1 Time 1) July 17:00 2) July 16.410 3) June 17010 4) August 16:00 5) August 17:00 Sensible Ton 1.78 1.77 1.76 1.77 1.76 Total Ton 2.10 2.09 2.09 2.09 208 Time Sensible Ton Total Ton 6) June 16:00 L75 2.07 7) September 16:00 1.74 2.05 8) August ISdO 1.72 2.04 9) July 15:00 172 2.04 10) September 150 1.71 2.02 • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • •_ . SYSTEM SIZING SUIT' • , • • .•• System MAYDA-SIMONE A/C-2 Location: Flora Prepared by: Covenant Engineering • • • • • • JIlocklfsead 3.05 • • • • • • • • • . p 2 • • • • • • • • • • • • ..• • • • • TABLE 6. ZONE SIZING DATA Zone Name Max. Cooling Sensible (BTU/hr) MAYDA - SIMONE A/C -2 20,988 Total: Design Airflow Rate (CFM) 1,080 1,080 • • • • • • •N$3x.1katgn5 Deign Flow • • • • • • •, • • Rate u.. •• • • Design Time July 17:00 (BTUIhr) (CFM) 12,396 Total: .00 • • ••• • • • ••. •• •. • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ... SYSTEM SIZING SUMMARY System: MAYDA-SIMONE A/C -3 Location: Miami, Florida Prepared by: Covenant Entering • •. • • • ••• • • • • • • • • • • ••• • •• • nioct Thad 3•05 • • • • • • :041;2592p" • • • • • • • • • • Page :1 • TABLE 1. SIZING DATA (COOLING) •. • • • }. •- -- Load Occurs. •.. • • •Nave 1 � 1 Total Coll Load Sensible Cott Load Total Zone Sensible Supply Temperature Supply Air (Actual) Supply Mr (Standard) Ventilation Afr Direct Eabaast Air Reheat Required 16,768 BTU/hr 14,080 BTU/br 13,765 BTU/hr 57.0 F 850 CFM 850 CFM 0 CFM 0 CFM 0 BTU/hr Floor Area 530 sqft Overall U -Value 0.172 BTU/hr /sgff/F Vent Mr 0.00 CFM/sqft Vent Air 0.00 (7114/Permi TABLE 2. SIZING DATA (HEATING) Heating Coil Load 6,504 BTU/hr 0 BTU/br Ventilation Load Total Zone Load Ventilation Airflow Supply Airflow 6.504 BTU/br 0 CFM 850 CFM Outdoor Db/Vflia Coil Cosdig • • Entering Db/Wb Leaving Db/Wb Apparatus Dewpolnt Bypass Factor Resulting Zone RH Total Coil Load Sensible Coil Load SQFT/1'on Cooling Co.linv • • 84.0/74.0:F • • • ••• •. 72.3/63.2 F 57.0/56.6 F 56.2 F 0.050 61.6 1.40 Ton 1.17 Ton 379.30 31.64 BTUIhr/sgft 1.60 CFM /aft Heating Heating Floor Area Overall U -Value Vent Mr Vent Afr 12.27 BTU/hr /sgft 1.60 CFM/sgft 530 sgft 0.172 0.00 CFM/sgft 0.00 CFM/Person 1 TABLE 3. INPUT DATA (WEATHER) 1 Location Data Source Latitude Elevation 111111, 14 Miami, Florida Carrier Defaults 25.8 Degree 7.0 ft I 'J Summer Dry -Bulb Coincident Wet-Bulb Daily Range TABLE 4. INPUT (HVAC SYSTEM) MAYDA SIMONE A/C-3 Clg and Warm Air Ht 6:00 24 brs System Name System Type System Start Duration SIZING SPECIFICATIONS Supply Ventilation Exhaust FACTORS Coll Bypass Safety (Sens) Safety (Latent) Heating Safety 91.0 F 77.0 F 15.0 F 57.0 F 0 CFM 0.00 CFM 0.050 0% 0% 0% THER11OSTAT SETPOINTS Cooling (Occ.) Cooling (Una.) Healing RETURN AIR PLENUM FAN Configuration Static Pressure 72.0 F 75.0 F 70.0 F No Blow -Thro 0.50 in. wg TABLE 5. TOP TEN COOLING COIL LOADS Tyne Sensible Ton 1) November 15:00 1.17 2) October 15:00 1.16 3) November 14:00 1.16 4) November 16:00 1.15 5) October 14:00 1.14 Total Ton 1.40 1.38 1.38 1.37 1.37 lime Sensible Ton Total Ton 6) December 15 :00 1.15 1.36 7) October 16:00 1.14 1.36 8) December 14:00 1.14 1.35 9) December 16:00 1.12 1.34 10) November 13:00 1.11 1.33 1 1 • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• SYSTEM SIZING SUMMARY System: MAYDA-SIMONE A/C -3 Location: Miami, Florida Prepared by: Covenant Engineering • • ••• • 3.05 • • • • • • • • • • • • ••O�,tO�y2S, 20!16 ••• • ••• • •• • •• ••• • •• Page :2 TABLE 6. ZONE SIZING DATA _•• • • • 11 ••• •• Max. Cooling Design Airflow Sensible Rate • • • • •• • • • ifdtx.I4t• Deign Row Load Rate Zone Name (BTU/hr) (CFM) Design Time (BTU/hr) (CFM) MAYDA - SIMONE A/C -3 13,765 850 November 15:00 6,504 - Total: 850 Total: .00 g ��ig D �gII OCT 3o 2006 VY compurtmoN§ tio8a ?Lao- DESIGN CORPORATION •• ••• • • • • • •• • • • • • • • • 7633'1 1 l9MPLA €E • • • • N. MIAMI, FLORIDA 33161 • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Windows & Door Pressure r fsE rr FRONT ELEVATION Item Type / size Width Length Area Zone Pressure Suction 1 Window 2.25 5.33 12.00 ft2 4 58.28 -63.28 2 Door 3.33 6.83 22.78 ft2 4 55.83 -60.83 3 Window 2.25 5.33 12.00 ft2 4 58.28 -63.28 4 Window 1.67 4.33 7.22 ft2 4 58.98 -63.98 5 Window 2.25 4.50 10.13 ft2 4 58.93 -63.93 6 Window 1.00 1.00 1.00 ft2 4 58.98 -63.98 7 Window 2.25 4.50 10.13 ft2 4 58.93 -63.93 .. •.• • • • • • .. • • • • • • • • .• .•. •• • • • •. • • • • • ••• ••.• ••• • •• • •..• • .•. • • • • • • • • • . • •• • • • •• •. • ••• • ••. • • • • • • • • • •• • • • ••• • • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • PROJECT : Simone & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: window 1 DATE : REVIEW BY : Wind Analysis for Low -rise Building, Based on ASCE 7-02 INPUT DATA Exposure category (kilt, C 0) or = C Importance factor, pg 73, (0.87, 1.0 or 1.15) 1 = 1.00 Category 11 Basic wind speed V = 146 mph Topographic factor (Sec.6.5.7.2, pg 30 & 47) Ka = 1 Flat r Building height to eave he = 20 ft Building height to ridge = 24 ft L Building length L = 39 ft L Building width B = 26 ft 9 Effective area of components A = 12 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 kips Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft -kips Max total upward force = 40.50 kips ANALYSIS VelocIty pressure qh = 0.00256 Kt, Kit Kd V21 = 49.99 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 75) = 0.92 Kd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = 22.00 ft E 60 ft, [Satisfactory] Design pressures for MIWFRS p = qh [(G Cpf )-(G Co )] where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G Cpf = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G Co = product of gust effect factor and intemal pressure coelficient.(Fig. 6-5, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MIN(0.1B, 0.4h), 0.04B,31 = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psf), Basle Load Cases Net Pressures (psf), Torsional Load Cases Surface Roof an . le 0 = 17.10 Roaf angle 0 = 0.00 Surface Roof angle 8 = 17.10 G Co Net Pressure with G Co _ Net Pressure with r G _Pf Net Pressure with (+GCpl) ( -GCpi) (+GCpi) ( -GCp1) (+GCpi) ( -GCp1) 1 2 3 4 1E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 -43.49 -31.93 -29.14 29.16 -62.48 -41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 - 62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof angle 0 = 0.00 Net Pressure with G Co (+GC,1) (-GCp 1) IT 2T 3T 4T 0.40 2.75 -0.69 -10.87 -0.37 -6.87 -0.29 -5.87 7.25 -6.37 -2.37 -1.37 3E 3 2E 2 3 2E 2 3 ZONE 2/3 BOUNDARY �. 3 2E 2 3T 3 3E 3 2T 3 4E 4 \ 6 4 .....--6 4 \4T 2E 2 6 4 4T �� 6 A\miry ,��q \� REFERENCE CORNER � REFERENCE CORNER n WIND DIRECTION Transverse Direction Longitudinal Basic Load Cases 4E • • • • • 1E 5 �r / • •• • • • •T✓�EN • /. REFERENCE CORNER ° b 1I� D RECl1 4 • • • • • • • 0 �t67ND DIRECTON •• ••• •• • • • •• Direction Transverse Direction Longitudinal Torsional Load Cases 1E u bRUND DIRECTION Direction • • • • • ••• • • • • • • • • • • • • • •• • • • • • • • VP • • • • • • ••• • • ••• • • • • ••• • • • • • • • • • ••• • • • • • • • • • •• •• • • • ••• • • • ••• • • • Basic Load Cases In T Surface Area (ft2) Pressured() with (-GCp 1) ( +GCp 1) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1 E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 E Horiz. 36.11 36.11 -3.63 Vert. -40.50 -22.25 10 psf min. Hartz. 9.36 9.36 Sec.6.1.4.1 Vert. -10.14 -10.14 Torsional Load Cases In Tran Basic Load Cases In Longitudinal Direction Surface Area (ft 2(+GCpi) Pressure (k) with Torsion (ft-k) ( -GCpI) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 2.45 1E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 -4.34 -2.14 4E 126 -3.83 -1.57 £ Hertz. 21.92 21.92 -3.63 VerL -39.14 -20.90 10 psi min. Horiz. 5.72 5.72 Sec.6.1.4.1 Vert. -10.14 -10.14 Surface Area (ft) Pressure (() with Torsion (ft-k) ( +GCp f) (-GCp i) (+GC91) (-GCp I ) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 - 3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 IT 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz. Torsional Load MT 182 182 Deskfn Pressures for components and cladding p = qh[ (G Cp) - (G Cm)] where: p = pressure on component. (Eq. 6-22, pg 33) pain =10 psf (Sec. 6.1.4.2). G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 57-60) Torsional Load Cases In Longitudinal Direction Surface Area 0t2) Pressure (k) with Torsion (ft -k)) (+GCp 1) (-GCp I) ( +GCp i) (-GCp i ) 1 160 1.76 4.65 6 16 2 286 -12.42 - 7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 IT 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Horiz. Torsional Load, MT 81.7 81.7 Walls s! 2 2 2 _1.41 7. a 7 Roof e<,• Roof s» Comp. & Cladding Pressure (Psi) ( Effective Area 0:6 Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 GCP I - GCr GCp - GC , GCp - GCP GCp • GCP GC, - GCp Comp. 12 0.48 -0.89 0.48 -2.04 0.48 -2.04 0.99 -1.09 0.99 -1.37 Comp. & Cladding Pressure (Psi) ( Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Positive Negative Positive Nagative Positive Negative Poseiva Negative Positive Negative 33.20 - 53.59 33.20 - 111.20 33.20 - 111.20 58.28 I - 63.28 58.28 I -77.58 •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • • ••• • • • • ••• • • • • • • • • • ••• • • • • • • • • • •• •• • • • ••• • • • ••• • • • • • • •• • PROJECT : Simone & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Door 2 DATE : REVIEW BY : Wind Analysis for Low- rise Building, Based on ASCE 7-02 INPUT DATA Exposure category (n„B, C or D) = C Importance factor, pg 73, (087,1.0 or 1.15) 1 = 1.00 Category II Basic wind speed V = 146 mph Topographic factor (Sec.6.5.7.2, pg 30 & 47) Kg = 1 Flat ,_ Building height to edge he = = 24 ft Building height to ridge hr = 24 ft Building length L = 39 ft Building width B = 26 ft B Effective area of components A = 22.78 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 kips Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft -kips Max total upward force = 40.50 kips ANALYSIS Velocity pressure qh = 0.00256 Kh Kzt Kd V2I = 49.99 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 75) = 0.92 Kd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = 22.00 ft < 60 ft, [Satisfactory] Best= pressures for MWFRS p = qh ((G Cpf )-(G Cpi )l where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G Co = product of gust effect factor and extemal pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G Ch l= product of gust effect factor and intemal pressure coefficient.(Fig. 6-5, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MIN(0.1B, 0.4h), 0.04B,31 = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psi), Basic Load Cases Net Pressures (psf), Torsional Load Cases Surface Roof angle 0 = 17.10 Roof angle 0 = 0.00 Surface Roof angle 0 = 17.10 fr��� G_Pr Net Pressure with r G_Pr Net Pressure with r G_pf Net Pressure with ( +GC,) ( -GCpI) ( +GCpi) ( -GCpi) (FGCp1) ( -?Cpl) 1 2 3 4 1E 2E 3E 4E 5, 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 -43.49 -31.93 -29.14 29.16 -62.48 -41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 - 62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surfer Roof an le 0 = 0.00 GCpr Net Pressure with (+GCpi) ( -GCp1) IT 2T 3T 4T 0.40 -0.69 -0.37 -0.29 2.75 -10.87 -6.87 -5.87 7.25 -6.37 -2.37 -1.37 4\� 4E .�:,, -� �\ REFERENCE CORNER Transverse 3E 3 2 3 2E 2 3 ZONE 2/3 BOUNDARY 3 2E 2 3T 3 6 4 ��6 4\4T R 2E 2 2T 6 4 4T _'�Y�� \ \\ \� \\ /� tE 5 �/ P.; REFERENCE CORNER �k1ND DIRECTION Direction Longitudinal Basic Load Cases _...�. \�- 4E ,.;..;7,� `:i3:i5i \ \ \ \\q\ \ter .c::�:i7 �� 1N�, U \\ /� _� IT • t,41•• • • • i /- IE 5 �O / • • • •REF•tENk 4. / REFERENCE CORNER • ° *1ND DIRE.* • • • ° 'ka'6IND DERECRON • Directio •• n Transverse Direction Longitudinal Torsional Load Cases R.....5s. �jt: IT 1E ° aWIND DIRECTION Direction • • • • • ••• • • • • • • • • •• • • • • • • • • • • • • • • • • • • • •• • ••• • • • • • • • ••• • • • • • • • • • • • ••• • • • • • • • • • • • • •• •• • • • •• •• • • • • ••• • • Basic Load Cases in Transverse Direction Surfer a Area (fi) Pressure (k) with ( +GCp i) (-GCp I ) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1 E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 12Q -4.68 -2.52 E Horiz. 36.11 36.11 -3.63 Vert. 40.50 -22.25 10psfmin. Horiz. 9.36 9.36 Sec. 5.1.4.1 Vert. -10.14 -10.14 Torsional Load Cases In Transverse D Basic Load Cases in Longitudinal Direction Surface Area ( ) Pressure (k) with (+GCp i) (-GCp I ) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1 E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 -4.34 -2.14 4E 126 -3.83 -1.57 E Horiz. 21.92 21.92 -3.63 Vert. -39.14 -20.90 10 psf min. Horiz. 5.72 5.72 Sec.6.1.4.1 Vert. -10.14 -10.14 Surface Area (ft2) Pressure (k) with Torsion (ft-k) (+GCp i) (-GCp i) (+GCp 1) (-GCp 1) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 - 3.01 65 25 1 E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 IT 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz. Torsional Load Mt 182 182 Design pressures for components and cladding p= 4h[(GCp) -(GC l)J where: p = pressure on component. (Eq. 6-22, pg 33) Pmin = 10 psf (Sec. 6.1.4.2). G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 57 -60) Torsional Load Cases in Longitudinal Direction Surface Area (ft) Pressure (k) with Ta•al (ft-k) (4GCp1) (-GC-pi) (+GCpi) ( -GCp1) 1 160 1.76 4.65 6 16 2 286 -12.42 -7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1 E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 IT 286 0.79 2.07 -5 -13 2T 408 4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Horiz. Torsional Load, MT 81.7 81.7 Walls 2 s~ 2 -F -43 Roof 0 Roof s »• Comp. & Cladding Pressure (P�) Effective Area (ft2) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 GC, - GC, GC, - GC, GCp f - GC, GCm - GC, GC, - GC, Comp. 22.78 0.43 -0.86, 0.43 -1.85 0.43 I -1.85 0.94 I -1.04 0.94 -1.27 Comp. & Cladding Pressure (P�) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Posits Negative Positive Negative Positive Negative Pose ve Negative Positive Negative 30.42 -52.20 30.42 - 101.46 30.42 - 101.46 55.83 I - 60.83 55.83 I -72.66 •• ••• • • • • • •• • • • • • 5 • • • •• ••• •• • • • •• • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PROJECT : Simone & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Window 7 DATE: REVIEW BY: Wind Analysis for Low -rise Building, Based on ASCE 7-02 INPUT DATA Exposure category (A„B. C D) or = C Importance factor, pg 73, (0.87,1.0 or 1.15) I = 1.00 Category II Basic wind speed V = 146 mph Topographic factor (Sec.6.5.7.2, pg 30 & 47) Kg = 1 Flat Building height to eave he = 20 ft Building height to ridge hr = 24 ft Building length L = 39 ft Building width B = 26 ft 1 B 1 Effective area of components A = 10.13 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 Idps Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft-kips Max total upward force = 40.50 kips ANALYSIS Velocity pressure qh = 0.00256 Kh Ko Kd V21 = 49.99 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1.pg 75) = 0.92 Kd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = P200 ft < 60 ft, [Satisfactory] Design pressures for MWFRS P = qh [(G Co )-(G Co )] where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G Cr r = product of gust effect factor and extemal pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G Cp i = product of gust effect factor and internal pressure coefficient.(Fig. 65, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MIN(0.1B, 0.4h), 0.04B,3] = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psi), Basic Load Cases Net Pressures (psi), Torsional Load Cases Surface Roof angle 0 = 17.10 Roof angle 0 = 0.00 Surface Roof an3Ie 0 = 17.10 Gtr Net Pressure with GC I Net Pressure with GC pr Nett Pressure with ( +GC.pi) ( -GCp1) (+GCp1) ( -GCpt) (+GCpi) ( -GCpi) 1 2 3 4 1 E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 43.49 -31.93 -29.14 29.16 -62.48 .41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 -62.48 -35.49 -30.49 -31.49 - 31.49. 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 - 10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof angle 8 = 0.00 Net Presstae with GCpr (+GCp I) (-GCVO ) 1T 2T 3T 4T 0.40 -0.69 0.37 -0.29 2.75 -10.87 -6.87 -5.87 7.25 -6.37 -2.37 -1.37 • 3E 3 2 3 2E 2 3 2 2E 3E ZONE 2/3 BOUNDARY 3E 3 31 3 2E 6 a 2 2T 6 4 4T 2E",,,,, 4 \`.. T 5 REFERENCE CORNER Transverse Direction R,\� ...H \.Ttltq.. �7t 1 l 1 5 4/ • t1 • • / tE REFERENCE CORNER J/ : 1E •• • • :REF�RcO 4 r,• • '% NO DIRECTION °'%11. DIRE�I1�1 • •• ••• •• • • • •• Longitudinal Direction Transverse Direction Basic Load Cases 1 4E�_ .a\� \�h11\ \1 %�' 4444•, IT � 1E REFERENCE CORNER 4 ° WIND DIRECTION Longitudinal Torsional Load Cases u. T A► tE ° pRRND DIRECTION Direction • • • • • ••• • • • • • • • • • • • • • • • 0 • • • • • • • 0• • ••• • • • •• • ••• • • • 0 44 0 0 • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •0 440 • • • •• •0 0 •• • • • 0 •0 • • Basic Load Cases In Transverse Surface (52) �u ) with (+GCp I) (-GCpI ) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 E Horiz. 36.11 36.11 -3.63 Vert -40.50 -22.25 10 psf min. Horiz 9.36 9.36 Sec. 6.1A.1 Vert. -10.14 -10.14 Torsional Load Cases in Transverse DI Basic Load Cases In Longitudinal Direction Surface Area (52) Pressure (k) WI (+GCp i) (-GCp 1) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1 E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 -4.34 -2.14 4E 126 -3.83 -1.57 E Horiz. 21.92 21.92 -3.63 Vert. -39.14 -20.90 10 psf min. Holz. 5.72 5.72 Sec.6.1.4.1 Vert. -10.14 -10.14 Surface Area ( ) Pressure (k) with Torsion (ft-k) (+GCp1) (-GCpi) ( +GCp1) ( -GCpl) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 - 3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 .4.68 - 2.52 77 42 IT 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz. Torsional Load MT 182 182 Design pressures for components and cladding p =gh((0Cp)- (GCp,)] where: p = pressure on component. (Eq. 6-22, pg 33) Pmin = 10 psf (Sec. 6.1.4.2). G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 57-60) Torsional Load Cases In Longitudinal Direction Surface Area (u) Pressure (k) with Torsion (ft-k) (+M al) (-3; I) (+GCp i) (-GCp i ) 1 160 1.76 4.65 6 16 2 286 -12.42 - 7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 IT 286 0.79 2.07 -5 -13 2T 408 .4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Hartz. Torsional Load, Mr 81.7 81.7 Walls 2 3~ _ a y3 2 2 3 Roof 9.)° Roof a » - Comp. & Cladding Pressure ( Pte) Effective Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Negative I Negative Positive Negative Positive Negative Positive Negative 393 Comp. 10.13) 0.50 -0. 0. 0 - .10 0. 0 I -2. 0 1.00 -1.10 1.00 - .40 Comp. & Cladding Pressure ( Pte) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Negative Positive Negative Positive Negative Positive Negative Positive Negative 393 -53.96 33.93 I - 113.77 33.93 - 113.77 58.93 I - 63.93 58.93 I -78.88 •• • ••• • • • • • • • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PROJECT : Simone & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Window <6 DATE : REVIEW BY : Wind Analysis for Low -rise Building, Based on ASCE 7-02 INPUT DATA Exposure gtegory (A..B C or D) = C Importance f a c t o r , pg 73, (0.87, 1.0 or 1.15) i = 1.00 Category I I Basic wind speed V = 146 mph ' Topographic factor (Sec.6.5.72, pg 30 & 47) K� = 1 Flat L Building height to save he = 20 ft Building height to ridge hr = 24 ft -= a", Building length L = 39 ft Building width , B = 26 if l B Effective area of components A = 1 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 kips Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft-kips Max total upward force = 40.50 kips ANALYSIS Velocity pressure qh = 0.00256 Kb K,6 Kd V21 = 49.99 psi where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 63, Case 1,pg 75) = 0.92 Kd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = 22.00 ft < 60 ft, [Satisfactory] Design pressures for MWFRS p = qh [(G Cpr HG CO )1 where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G CO = product of gust effect factor and extemal pressure coefficient, see table below. (Fig. 6-10. page 55 & 56) G Co = product of gust effect factor and intemal pressure c oeft'icient.(Fig. 6-5, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MIN(0.1B, 0.4h), 0.04B,3] = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Surface Roof angle 0 = 17.10 Roof angle 0 = 0.00 Surface Roof angle 0 = 17.10 G_66 Nett+ Pressure with G C r P6 Net Pressure with r G C pr Net Pressure with (+Grill) ( -GCpi) (+GCpi) ( -GCpi) (+GCi) ( -GC•I) 1 2 3 4 1E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 -43.49 -31.93 -29.14 29.16 -62.48 -41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 -62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof angle 0 = 0.00 Net Pressure with G Cpr ( +GCp i) (-GCp I ) IT 2T 3T 4T 0.40 2.75 -0.69 -10.87 -0.37 -6.87 -0.29 -5.87 7.25 -6.37 -2.37 -1.37 3E 3 2E 2 3 2E 2 3 ZONE 2/3 BOUNDARY 3 2E 3T 3 2T 4. "' 6 4 ''-^ 6 4 40 T 26 2 6 4 40 _.,..�iA \ \ \ \\ REFERENCE CORNER �/ Transverse Direction ,A11111111141 � 1T 11� tE REFERENCE CORNER J/ a WIND DIRECTION Longitudinal Basic Load Cases M -�l•�_ ---- ',Al : \ \C: j� � • : 1E : • • : REF�RENNE C • 'O ' ',km DIRE•11 • • • •• ••• •• • • • •• Direction Transverse Direction , .,..........x...: 4E ,K `; "rte •' uluu;•1 \aR\ - 1T tE REFERENCE CORNER ,/' ° b=60 OIRECRON Longitudinal Torsional Load Cases n: 'µ {?:7 D 1T tE ° TSmNp DIRECIION Direction • • • • • ••• • • • • • • • • •• • ••• • • • • • • • • • •• • ••• • • • • • • • • • • • • • • • • ••• • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • • •• • Basic Load Cases In Tra Surface Area (f Pressure sk) with ( +GCp 1) (-GC. i ) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1 E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 E Horiz. 36.11 36.11 -3.63 Vert. -40.50 -22.25 10 psf min. Horiz, 9.36 9.36 Sec. 6.1,4.1 Vert. -10.14 -10.14 Torsional Load Cases In T Basic Load Cases In Longitudinal Direction Surface Area at) Pressure (k) with (+GCp1) (-GCp I) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 •• -2.45 1E 126 2.70 4.96 2E 122 - 7.65 -5.45 3E 122 -4.34 -2.14 4E 126 -3.83 -1.57 E Holz. 21.92 21.92 -3.63 Veit -39.14 -20.90 10 psf min. Horiz 5.72 5.72 Sea 6.1.4.1 Vert. -10.14 -10.14 Surface Area O Pressure (k) wkh Torsion (ft-k) ( +GCpi) ( -GCpi) (+GCpi) ( -GCp i) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 -3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 IT 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 37 265 -2.12 - 0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz Torsional Load MT 182 182 Design pressures for components and cladding p= 4nl(GC)-(GCpi)1 where: p = pressure on component (Eq. 6-22, pg 33) Pmin = 10 psf (Sec. 6.1.4.2). G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 57-60) Torsional Load Cases in Longitudinal Direction Surface Area (le) Pressuresk) with Torsion (ft-k) (+GCal) (-GCp1) (+GCpi) ( -GCpi) 1 160 1.76 4.65 6 16 2 286 -12.42 - 7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1E 126 2.70 4.96 27 49 2E 122 -7.65 -5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 IT 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Horiz.. Torsional Load, MT 81.7 81.7 Walls 3! 2 2 3h 2 2 2 -3 Roof e<z° Roof a »• Comp. & Cladding Pressure (per) Effective Area (ft2) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 GCp - GC, GC, - GC, GCp - GCp GCp - GCp GC r - GCp Comp. 1 0.50 -0.90 0.50 I -2.10 0.50 I -2.10 1.00 -1.10 1.00 I -1.40 Comp. & Cladding Pressure (per) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Positive Positive Negative Positive Negative Positive Negative Positive Negative 33.99 -53.98 33.99 - 113.97 33.99 - 113.97 58.98 - 63.98 58.98 I -78.98 •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PROJECT : Simone & Magda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Window 5 DATE : REVIEW BY : Wind Analysis for -L,ow -rise Building, Based on ASCE 7-02 INPUT DATA Exposure category (A„B, C or D) = C Importance factor, pg 73, (0.87, 1.0 or 1.15) I = 1.00 Category 11 Basic wind speed V = 146 mph Topographic factor (Sec.6.5.7.2, pg 30 & 47) Kn = 1 Flat = Building height to eave he = 20 ft Building height to ridge hr = 24 ft .. . Building length L = 39 ft Building width B = 26 ft B Effective area of components A = 10.13 ft2 DESIGN SUMMARY Max horizontal tome normal to building length, L, face = 36.11 kips Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft-kips Max total upward force = 40.50 kips ANALYSIS Velocity pressure qh = 0.00256 Kh K,d Kd V2 1 = 49.99 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h. (Tab. 6-3. Case 1411 75) = 0.92 Kd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.Q0 h = mean roof height = 22.00 ft < 60 ft, [Satisfactory] Design pressures for MWFRS p = qh [(G Cpf HG Cpl )1 where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G CO = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G Co = product of gust effect factor and intemai pressure c oefficient.(Fig. 6-5, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MIN(0.1B, 0.4h), 0.04B,31 = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psf), Basic Load Cases Net Pressures (psi), Torsional Load Cases Surface Roof an • le 0 = 17.10 Roof angle 0 = 0.00 Surface Roof an le 0 = 17.10 OC CO Net Pressure w�itth GCpr Net Pressure with r 0 CPI Net Pressure ( +Grill) (-GC 1) (+GCpl) ( -GCpi) ( +GCN) with (GCp1) 1 2 3 4 1E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 -43.49 -31.93 -29.14 29.16 -62.48 -41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 - 62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof angle 0 = 0.00 O f Net Pressure w%h (+GCp 1) ( 1) 1T 2T 3T 4T 0.40 -0.69 -0.37 -0.29 2.75 -10.87 -6.87 -5.87 7.25 -6.37 -2.37 -1.37 3E 3 2E 2 3 2E 2 3 ZONE 2/3 BONNDARE 3 3 2E 2 4E s 8 < 6 4 yT 2E 2 �,'� ..i ,�•� zT 6 4 4T ....- - REFERENCE CORNER / REFERENCE CORNER c WINO DIRECTION Transverse Direction Longitudinal Basic Load Cases _---..... <sY!R�n n:.. >: / • lE • • •hEFA1ENC COMER .O 1E E 2 • • • • • • • • REFERENCE CORNER •IND DIREC• A • U WIND DIRECTION • •• ••• •• • • • •• Direction Transverse Direction Longitudinal Torsional Load Cases ". 1 r tE ° �' WIND DIRECTION Direction • • • • • ••• • • • • • • • • • •• •• • • • • • • • • • • • • • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Basic Load Cases In Surface Area (11) Pressurejk) with ( -GCpI) (+GcpI) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 E Horiz. 36.11 36.11 5.72 Vert. -40.50 -22.25 10 psf min Horiz 9.36 9.36 Sec. 6.1A.1 Vert. -10.14 -10.14 Torsional Load Cases In Basic Load Cases In LonpItudinai Direction Surface Area ((f12) re) Pressure (k) with (+GCp I) (-GCp 1) s- NM�v- NM th 446 4.91 12.94 408 -17.74 -10.40 408 -11.22 -3.88 446 - 10.49 ° -2.45 126 2.70 4.96 122 -7.65 -5.45 122 -4.34 -2.14 126 -3.83 -1.57 65 Horiz. 21.92 21.92 3.50 Vert. -39.14 -20.90 10 psf min Horiz 5.72 5.72 Sec.6.1.4.1 Vert. -10.14 -10.14 Surface Area (52) Pressure (k) with Torsion (ft-k) ( +GCpI) I ( -GCpi) (+GCp1) ( -GCpi) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 -3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 IT 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz. Torsional Load MT 182 182 Design pressures for components and cladding P °Qh[(GC)- (GCpI)I where: p = pressure on component. (Eq. 6-22, pg 33) Pmin = 10 psf (Sec. 6.1.4.2). G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 57-60) Torsional Load Cases In Lon gMud! na Surface Area ( Pressure (k) with Torsion (+GCpi) (ft-k) ( -GCpi) ( +GCpI) ( -GCp1) 1 160 1.76 4.65 6 16 2 286 -12.42 - 7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1E 126 2.70 4.96 27 49 2E 122 -7.65 -5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 IT 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Horiz. Torsional Load, MT 81.7 81.7 t 2_ 2 , s~ 2- 2 _Z 1� Roof e." Roof a »° Comp. & Cladding Pressure ( Pte) Effective Area (ft2) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 GCp -GC, GCP -GCP GC, -GCI' GCp -GCP GC, -GCr Comp. 10.13 0.50 -0.90 0.50 -2.10 0.50 -2.10 1.00 I -1.10 1.00 -1.40 Comp. & Cladding Pressure ( Pte) Zone 1 Zone 2 Zone 3 Zona 4 Zone 5 Pasl5ve Negative Positive Negative Positive Negative Positive Negative Positive tliagaly° 33.93 - 53.96 33.93 - 113.77 33.93 - 113.77 58.93 I - 63.93 58.93 I -78.88 •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PROJECT : Simone & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Window 4 DATE : REVIEW BY : Wind Analysis for Low-rise Building, Based on ASCE 7-02 INPUT DATA Exposure category (A„B, C or D) = C Importance f a c t o r , pg 73, (0.87, 1.0 or 1.15) 1 = 1.00 Category I I Basic wind speed V = 146 mph Topographic factor (Sec.6.5.7.2, pg 30 & 47) Ka = 1 Flat Building height to eave he = 20 ft Building height to ridge hr = 24 ft Building length L = 39 ft Building width B = 26 if B Effective area of components A = 7.22 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 kips Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft-kips Max total upward force = 40.50 kips ANALYSIS Velocity pressure qh = 0.00256 Kb KA ltd V21 = 49.99 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kb = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6.3. Case 1,pg 75) = 0.92 Kd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height 22.00 ft < 50 ft, [Satisfactory] Peskin pressures for MWFRS p =gh[(0C, )- (GCO)1 where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G Cr, r = product of gust effect factor and extemal pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G Co = product of gust effect factor and internal pressure coelficient(Fig. 6-5, Enclosed Building, page 49) s= 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MIN(0.1B, 0.4h), 0.04B,3] = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Surface Roof angle 0 = 17.10 Roof angle 0 = 0.00 Surface Roof angle 0 = 17.10 G �t Net Pressure with GCPr Net Pressure with GCPr Net Pressure ( +GC») (-GC, i) ( +GCI, I) (-GC, I) ( +GC,i) with ( -GC, 1) 1 2 3 4 1E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 -43.49 -31.93 -29.14 29.16 -62.48 -41.94 -38.96 -31.49 -3t49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40, -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 -62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 3.48 -2.79 Surface Roof angle 0 = 0.00 Net Pressure with G co ( +GCP I) (GCP I ) IT 2T 3T 4T 0.40 2.75 -0.69 -10.87 -0.37 -6.87 -0.29 -5.87 7.25 -6.37 -2.37 -1.37 3E 3 2E 2 3 2E 2 3 ZONE 2/3 BOUNDARY 3 34 3 2E 2 3T 3E 3E 6 4 6 4 4T 2E 4E `� �' 6 4 4T - ��:`}� aE �RP_O•�- .mp• �� \i\ 1 - U \Bp, \\ \ \ \ \ \ \\ / REFERENCE CORNER %r 1E 1 5 ��► REFERENCE CORNER ob 6460 DIRECTION Transverse Direction Longitudinal Basic Load Cases 4E - ....st!�,,.� ...:.;tea -- .''; \1 / ,E • • • • 5 • • / • - • • StEFE*ENCPCOIRER o b• • •• • • • • • H1N0 DIREC4* • • • Direction •• Transverse Direction .. . , .:.< ..r3::... j(tq.� /:.::::' "111 \ \/ .. 44E.� ., qR,\q \h1 \ \qR \ \ \r ' . ^1E .•1• •'•• 5 4 REFERENCE CORNE' °b • WIND DIRECTION Longitudinal Torsional Load Cases r;�•,_ _;a ZP- • -T 1T ° bWIND DIRECTON Direction • • • • • ••• • • • . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • •' • • • • •• •• • • • •• •• 000 • • • 000 • • Basic Load Cases In Transverse Di Su rface Area (1t) Pressure jk) with (+GCp 1) (-GCp 1) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1 E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 93 Horiz. 36.11 36.11 -3.63 Vert. -40.50 -22.25 10 psf min. Horiz 9.36 9.36 Sea 6.1.4.1 Vert. -10.14 -10.14 Torsional Load Cases In Transverse DI Basic Load Cases in Longitudinal Direction Surface Area (52) Pressure (k) with (+GC. l) (-GCs l ) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 -4.34 -2.14 4E 126 -3.83 -1.57 93 Hartz 21.92 21.92 -3.63 Vert. -39.14 -20.90 10 psf min. Horiz. 5.72 5.72 Sec.6.1.4.1 Vert. -10.14 -10.14 Surface Area (52) Pressure (k) with Torsion (11-k) (GCp1) ( -GCpi) (+GC91) (GCpI) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 - 3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 IT 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz Torsional Load WIT 182 182 Design pressures for components and cladding P= clh[ Con where: p = pressure on component. (Eq. 6-22, pg 33) pmin =10 psi (Sec. 6.1.4.2). G CI, = external pressure coefficient. see table below. (Fig. 6-11, page 57-60) Torsional Load Cases In Longitudinal Direction Surf ace Area (ft) Pressure (k) with Torsion (ft-k) (+GCp 1) (-GCp 1) (+GC I) (-GC ) 1 160 1.76 4.65 6 16 2 286 -12.42 -7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 1T 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Hord. Torsional Load, MT 81.7 81.7 Wails 2 3~ _4 1 2 2 Roof ec)° Roof a >a - Comp. & Cladding Pressure ( tom) Effective Area Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Negative Positive Negative Posgive Negative Positive Negative Pos5[ve Nagativo 33.99 Comp. 7.22 0.50 -0.90 0.50 -2.10 0.50 -2.10 1.00 I -1.10 1.00 I -1.40 Comp. & Cladding Pressure ( tom) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Positive Negative Positive Negative Posgive Negative Positive Negative Pos5[ve Nagativo 33.99 - 53.98 33.99 I - 113.97 33.99 I - 113.97 58.98 I - 63.98 58.98 I -78.98 •• ••• • • • • • •• • • • • • • o • • •• ••• •• • • • •• • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PROJECT : Simone & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Window 3 DATE : REVIEW BY : Wind Analysis for Low -rise Building, Based on ASCE 7.02 INPUT DATA Exposure category (A B, C or 0) = C Importance factor, pg 73, (o.87,1.0 or 1.15) 1 = 1.00 Category 11 Basic wind speed V = 146 mph Topographic factor (Sec 8.5.72, pg 30 6 47) Ka = 1 Flat s Building height to eave he = 20 ft Building height to ridge hr = 24 ft t iii•_ , , , . Building length L = 39 ft Building width B = 26 ft B Effective area of components A = 12 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 kips Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft-kips Max total upward force = 40.50 kips ANALYSIS V Iocity pressure qh = 0.00256 ICI, Kzf K0/21 = 49.99 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6.3, Case 1,pg 75) = 0.92 Kd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = 22.00 ft < 60 ft, [Satisfactory] Design pressures for MWFRS p = qh [(G Cpf )-(G Co )l where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G Cpf = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G Cpl = product of gust effect factor and internal pressure coefficient(Fig. 6-5, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MI N(0.1 B, 0.4h), 0.048,3] = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Surface Roaf angle 0 = 17.10 Roof angle 0 = 0.00 Surface Roof angle 0 = 17.10 GCf± pf Net Pressure with _ G f Pt Net Pressure with GCpf Net Pressure with ( +GCpt) ( -GCpI) (+GCpi) ( -GCpi) (+GCPI) ( -GCpi) 1 2 3 4 1E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 .43.49 -31.93 -29.14 29.16 -62.48 -41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 - 62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 - 7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof angle 0 = 0.00 Net Pressure with GCpt (+GCpI) ( -GCp1) IT 2T 3T 4T 0.40 2.75 -0.69 -10.87 -0.37 -6.87 -0.29 -5.87 7.25 -6.37 -2.37 -1.37 3E 3 2 3 ZE 2 5 4 aE ... =.5� ��l• 5 � . I 5 REFERENCE CORNER REFERENCE CORNER u WIND DIRECTION Transverse Direction Longitudinalttirecton Basic Load Cases 3 ZONE 2/3 eOUNDA.R' 3E 3 r -6 4 4T 2E -Qai 4E -,4...4-111,,, %r I 5 / • 6 • • • • •�4EFF�ENC COMER • • 8"D DIREC40: • • • • • • • • • •• Transverse Direction 3 26 2 2 6 4 4T 4E • IT r tE REFERENCE CORNER ,/ • u NAND DIRECTION Longitudinal Torsional Load Cases .... n voso DIRECTION Direction • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • ••• • ••• • • • • • • • • • •• • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • • • • i Basic Load Cases In Transverse DI Surface Area (+�» Pressure k) with ( +GCp1) 1( -GCp1) 1 660 10.72 22.59 2 . 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 E Horiz. 36.11 36.11 -25 Vert. -40.50 -22.25 10 psf min. Horiz. 9.36 9.36 Sec.6.1.4.1 Vert. -10.14 -10.14 Torsional Load Cases in Transverse Directlo Basic Load Cases in Longitudinal Direction Surface Area ( ) Pressure (k) with (+GCp 1) (-GC) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 -4.34 -2.14 4E 126 -3.83 -1.57 2E Horiz 21.92 21.92 -25 Vert. -39.14 -20.90 10 psf mm. Horiz. 5.72 5.72 Sec.6.1.4.1 Veit. -10.14 -10.14 Surface Area () Pressurei) with Torsion (8-k) ( +GCp1) I(-GCp1) (+GCp1) ( -GCp1) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 - 3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 IT 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz. Torsional Load MT 182 182 Deakin Pressures for components and cladding P =gh[(GCp)-(GColl where: p = pressure on component. (Eq. 6-22, pg 33) Pmin = 10 psf (Sec. 6.1.4.2). G Cp = external pressure coefficient see table below. (Fig. 6-11, page 57-60) Torsional Load Cases In Longitudinal Direction Surface Area ( ) Pressure (c) with TTorsion (ft-k)) ( +GCp i) (-GCp I) (+GCp i) (-GCp 1) 1 160 1.76 4.65 6 16 2 286 -12.42 -7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1 E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 IT 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Horiz. Torsional Load, MT 81.7 81.7 Walls 3~ a 2 �3 Roof e•r` Roof e»- Comp. & Cladding Pressure ( (Psi) ( Psi) Effective Area Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Negative I Negative Positive Negative Positive Dative Positive Negative I -77.58 33.20 Comp. 12aa) 0.48 -0.89 0.48 -2.04 0.48 I -2.04 0. 9 I - .09 099 -1.37 Comp. & Cladding Pressure ( (Psi) ( Psi) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Negative Negative Positive Negative Positive Dative Positive Negative I -77.58 33.20 -53.59 33.20 I - 111.20 33.20 I - 111.20 58.28 I - 63.28 58.28 •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Windows & Door Pressure IIII � r --i II I I 11 L °� „�,�,o.. ) 11 1 1 11 win 1 II RIGHT ELEVATION Item Type / size Width Length Area Zone Pressure Suction 8 Window 1.50 2.75 4.13 ft2 4 58.98 -63.98 9 Door 3.17 6.83 21.64 ft2 4 56.02 -61.02 10 Window 3.00 2.17 6.50 ft2 5 58.98 -78.98 11 Window 1.50 5.17 8.90 ft2 4 58.98 -63.98 12 Window 3.00 3.00 9.00 ft2 4 58.98 -63.98 13 Window 1.67 4.33 7.22 ft2 4 58.98 -63.98 .. ... • • • • • .. • • • • • • • • • •• ••• •• • • • •• • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PROJECT : Simone & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Window 8 DATE : REVIEW BY : Wind Analysis foi Low -rise Building, Based on ASCE 7-02 INPUT DATA Exposure category C D) (q,B, or = C Importance factor, pg 73, (0.87,toot 1.15) I = 1.00 Category 11 Basic wind speed V = 146 mph Topographic factor (Sec.6.5.7.2, pg 30 & 47) K„ = 1 Fiat Building height to eave he = 20 ft Building height to ridge hr = 24 ft t Building length L = 39 ft Building width B = 26 ft B Effective area of components A = 4.13 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 kips Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 11-kips Max total upward force = 40.50 kips ANALYSIS Velocity pressure qh = 0.00256 Kh Krt Kd Va I = 49.99 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) , Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 75) = 0.92 Kd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = 22.00 It e 60 ft, [Satisfactory] Design pressures for MWFRS p = qh [(G Cpf HG CPI )] where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G Co = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G Co = product of gust effect factor and internal pressure coefficient.(Fig. 6-5, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MIN(0.1 B, 0.4h), 0.04B,3] = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psf), Basic Load Cases Net Pressures (psi), Torsional Load Cases Roof anode 0 = 17.10 Roof angle 0 = 0.00 Surface Roof angle 0 = 17.10 Suface G_ r Pt Net Pressure with G CO Net Pressure with G _Pr Net Pressure with ( +GCpI) ( -GCpI) (+GC, ) ( -GCpI) ( +GCpi) ( -GCpi) 1 2 3 4 1E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 -43.49 -31.93 -29.14 29.16 -62.48 -41.94 -38.96 -31.49 - -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 - 62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof angle 0 = 0.00 Net Pressure with B Cp r (+GCpI) (-GCpI ) IT 2T 3T 4T 0.40 -0.69 -0.37 -0.29 2.75 -10.87 -6.87 -5.87 7.25 -6.37 -2.37 -1.37 3E 3 • 2E 2 3 26 2 ZONE 2/3 TOMMY SE � 6 6 4 \` 7 3 2E 2 3T 3 3T 2 4 \ \�,. litiii REFERENCE CORNER Transverse Direction \\\\\\ 1E 1 5 REFERENCE CORNER ° WIND DIRECTION Longitudindf Basic Load Cases %• • E ••1• • bFFRS cE�'•�'::'IT / • • • :'E iii • � ° � :ND DIRECTOR • • • • • • tireetlbfl • • TI•ansTterse d , • • • • • E T iPection � ":: "'.: +2T ........ 5 REFERENCE CORNER • &,..._ WIND DIRECTION Longitudinal Torsional Load Cases E ••1 17 % 11110 DIRECTION Direction • - - • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • •• • ••• • • • • • • • ••• • • • • • • • • • • • ••• • • • • • • • • • • • • •• •• • • • •• •• • • • • ••• • • Basic Load Cases In Transverse Direction Surface Area (5) Pressure (k) with (+GCp I) (-GCP ) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 E Horiz. Vert. 36.11 -40.50 36.11 -22.25 10 psf min. Horiz. 9.36 9.36 Sec.6.1.4.1 Vert. -10.14 -10.14 nal Load Cases In Transverse Direction In Longitudinal Direction - Surtax Area (0 Pressure (k) with C ( +G PI) - GC ( pI) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 -4.34 -2.14 4E 126 -3.83 -1.57 93 Horiz. 21.92 21.92 £ Vert -39.14 -20.90 10 psf rein. Hata. 5.72 5.72 Sea 6.1.4.1 Vert. -10.14 -10.14 Surface Area (&) Pressure k) with Torsion (ft-k) ( +GCpi) ( -GCp1) (+GCpi) ( -GCpi) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 - 3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 IT 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz. Torsional Load MT 182 182 Design pressures for components and cladding p =gh((GCp)- (GCpl)l where: p = pressure on component. (Eq. 6-22, pg 33) Pmin = 10 psf (Sec. 6.1.4.2). G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 57-60) dinal Direction • _._._.._ Surface - -Area (ft2) Pressure ) with Torsion (ft-k) (+GCp 1) ( -GCp I) (+GCC 1) (-GCpi ) 1 160 1.76 4.65 6 16 2 286 -12.42 -7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1 E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 1T 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Horiz. Torsional Load, PAT 81.7 81.7 WolIs 3� 7- 2 3~ 2 2 3 Roof a'"° Roof a • Comp. & Cladding Pressure (P) Effective X4.13 Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 NegatMe Positive Name Positive I Positive 00 I Negation I Comp. 33.99 0.50 -0.90 0.50 I -2.10 0.50 -2.10 -78.98 -1.10 1.00 -1.40 Comp. & Cladding Pressure (P) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Positive NegatMe Positive Name Positive N29221va Positive Negative I Pesaro Negation 33.99 I - 53.98 33.99 I - 113.97 33.99 I - 113.97 58.98 - 63.98 58.98 -78.98 •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • • ••• • • • • • • • • • •• • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • PROJECT : Simone & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Door 9 DATE : REVIEW BY : Wind Analysis for Low -rise Building, Based on ASCE 742 INPUT DATA Exposure category (q,B, C w D) = C Importance f a c t o r , pg 73, (0.67, 1.0 or 1.15) 1 = 1.00 Category I I Basic wind speed V = 146 mph Topographic factor (Sec.6.5.7.2, pg 30 & 47) Ka = 1 Flat t Building height to save he = 20 ft Building height to ridge hr = 24 ft . . z 1 ihio 01. iii, Building length L = 39 ft i Building width B = 26 ft B Effective area of components A = 21.64 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 kips Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional Toad = 181.73 ft-kips , Max total upward force = 40.50 kips ANALYSIS Velocity pressure qh = 0.00256 Kh K7 Kd V2 1 = 49.99 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 75) = 0.92 ltd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = 22.00 ft < 60 ft, [Satisfactory] Baskin pressures for MWFRS p = qh [(G Cpf HG Co )] where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G Co = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G Co = product of gust effect factor and internal pressure coefficient.(Fig. 6-5, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MIN(0.113, 0.4h), 0.04B,31 = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psf), Basic Load Cases Net Pressures psf), Torsional Load Cases Surface Roof angle 8 = 17.10 Roof angle 8 = 0.00 Surface Roof angle 0 = 17.10 fr� G_.f Net Pressure with GCpr Presswe with f„ G_Pr Net Pressure with (+GCp1) (-GCp1) yy��N��ett ("GC,,) ( -GCp1) (+GCpi) ( -GCpi) 1 2 3 4 1E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 43.49 -31.93 -29.14 29.16 - 62.48 41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 - 62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof angle 0 = 0.00 Net Pressure with G Caf (+GCp 1) (-GCp 1) IT 2T 3T 4T 0.40 2.75 -0.69 -10.87 -0.37 -6.87 -0.29 -5.87 7.25 -6.37 -2.37 -1.37 3E 4 REFERENCE CORNER Transverse 3 2E 2 3 2E 2 3 ZONE 2/3 BOUNDARY 6 4 6 4 4T / 3 2E 2 3T 3 2T 2E 2 4T 6 Direction %� / REFERENCE CORNER h 3143 DIRECTION Longitudinaltirection Basic Load Cases �� 1 5 / • • • •REFTMENC4 COWER n • • • • • • ENO DIRECj�1 • •• Transverse • • • • • 6i7ection j IT / REFERENCE CORNER o O. 1313 DIRECTION Longitudinal Torsional Load Cases T �� l'''911ND DIRECTION Direction • • • • • ••• • • • •� • e. - -• - • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • • • • • • • • • • • • ••• • • • • • • • • • ••• • • • • • • • • • • • • •• • • • •• •• • • ••• • • Basic Load Cases In Transverse Direction Surface Area (42) Pressure (k) with I (-GCp i ) ( +GCp 1) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 E Horiz. 36.11 36.11 -25 Vert - 40.50 -22.25 10 psf min. Horiz. 9.36 9.36 Sec. 6.1A.1 Vert. -10.14 -10.14 Torsional Load Cases In Transverse Direction Basic Load Cases In LongItudInal Direction Surface Area (ft2) Pressure (k) with (+GCp I) (-GC) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 -4.34 •2.14 4E 126 -3.83 -1.57 E Horiz 21.92 21.92 -25 Vert. -39.14 -20.90 10 psf min. Horiz. 5.72 5.72 Sea 6.1.4.1 Vert -10.14 -10.14 Surface Area (ft2) Pressure k) with Torsion (ft-k) ( +GCp I) I (-GCp I) (+GCp I) (-GC, I ) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 5.86 -2.56 14 6 4 270 -7.87 - 3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 1T 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz. Torsional Load MT 182 182 D Inn pressures for components and cladding p =gh[(GCp) -(GC,, where: p = pressure on component. (Eq. 6-22, pg 33) Pmin = 10 psf (Sec. 6.1.4.2). G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 57-60) Torsional Load Cases In Longitudinal Direction Surf Area (42) Pressure (k) with Torsion (ft-k) ( +GCp1) (-GCp 1) (+GCp t) (-GCpi ) 1 160 1.76 4.65 6 16 2 286 -12.42 -7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1 E 126 2.70 4.98 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 -1.57 38 16 IT 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Horiz Torsional Load, MT 81.7 81.7 Walls r 2_ 2 3~3- _2 -1 Roof e.7° Roof a »° Comp. & Cladding Pressure i Psf D Effective Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Negative Positive Negative Positive Negative PesFNve Negative Positive lNegative Comp. 21.64 0.43 1._ -0.87 0.43 I -1.87 0.43 I - 1.87 0.94 - .04 0.94 I - 28 Comp. & Cladding Pressure i Psf D Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Positive Negative Positive Negative Positive Negative PesFNve Negative Positive lNegative 30.64 - 52.31 30.64 - 102.24 30.64 - 102.24 56.02 - 61.02 56.02 I -73.06 •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PROJECT : Simone & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Window 13 DATE : REVIEW BY : Wind Analysis for Low -rise Building, Based on ASCE 7-02 INPUT DATA Exposure category (A„B, C or D) = C Importance factor, pg 73. (0.87,1.00 1.15) 1 = 1.00 Category H Basic wind speed V = 146 mph Topographic factor (Sec.6.5.7.2, pg 30 8 47) Kd = 1 Flat Building height to eave he = 20 it Building height to ridge = 24 ft Building .. length L = 39 It L Building width B = 26 ft l B Effective area of components A = 7.22 112 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 kips Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsion) load = 181.73 ft-kips Max total upward force = 40.50 kips ANALYSIS Velocity pressure qh = 0.00256 Kh Kn Kd V21 = 49.99 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 75) = 0.92 ltd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = no ft < 0 f8, [Satisfactory] Deakin pressures for MFRS P = qh KG Cpr )-(G Co )] where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G Cpr = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G Chi = product of gust effect factor and internal pressure c oefficie nt.(Fig. 6-5, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MIN(0.1 B, 0.4h), 0.04B,31 = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Roof angle 0 = 17.10 Roof angle 0 = 0.00 Surface Roof an le 0 = 17.10 Surface G CCo Nett Pressure with G CO Net Pressure with 0Cp1 Net Pressure (+GCpl) ( -GC9I) ( +GChi) (-GCp1) (+GCpi) with ( -GCpl) 1 2 3 4 1E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 -43.49 -31.93 -29.14 29.16 -62.48 41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 - 62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 1T 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof angle 0 = 0.00 G C CPI Net Pressure with (+GCp 1) (-GCp 1) 1T 2T 3T 4T 0.40 -0.69 -0.37 -0.29. 2.75 -10.87 -6.87 -5.87 7.25 -6.37 -2.37 -1.37 3E 3 2E 2 3 3 2E 2 ] ZONE 2/3 BOUNDARY 3 3 2E 2 31 4 \ ,� 6 4 6 4 4T 2E 2 5 � REFERENCE CORNER Transverse Direction ". 1111111111"-- ► t 5 / 1E �� u WINO DIRECTION REFERENCE CORNER Longitudinal Basic Load Cases A \VAVOo %p. •• i•• • • 5 • IT • tE • • R R�,„,�, ••t' 5 ��'E••� • / b •A RECTII! • • •R�FER�ICE Y" • , REFERENCE CORNER WINO DIRECTION •• ••• •• • • • •• Direction Transverse Direction Longitudinal Torsional Load Cases .. tT WIND DIRECTION Direction • s • • • ••• • • • • • • • • • • •• •• • • ••• • • • • • • • ••• • • • • ••• • • • • • • • • • ••• • • • • • • • • • •• •• • • • ••• • • • ••• • • • Basic Load Cases In Transverse DI Surface Surface Area °elk) with (-GCp I ) r I ) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 £ Horiz. 36.11 36.11 -1.95 Vert. -40.50 -22.25 10 psf min. Hartz. 9.36 9.36 Sec. 6.1A.1 Vert. -10.14 -10.14 Torsional Load Cases In Transverse DI Basic Load Cases in Longitudlnal Direction Surface Area ((() Pressure (k) with (+GCp I) (-GCp 1) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 -4.34 -2.14 4E 126 -3.83 -1.57 E Horiz. 21.92 21.92 -1.95 Vert. -39.14 -20.90 10 psf min. Horiz. 5.72 5.72 Sec.6.1.4.1 Vert. -10.14 -10.14 Surface Area (42) Pressure (k) with Torsion (ft-k) (+GCp I) (-GCp I) (+GCp I) (-GC) 1 270 QNp N ES -' ;p"� 0›01 f.J �1 17f (�pp !� NNW CB NO O V ER (O14 9.24 36 76 2 184 -4.68 -19 -11 3 184 -2.56 14 ' 6 4 270 - 3.01 65 25 1 E 120 5.66 58 93 2E 82 -3.63 -25 -18 3E 82 -1.95 17 9 4E 120 - 2.52 77 42 1T 390 3.34 -15 -33 2T 265 -1.69 8 5 3T 265 -0.92 -6 -3 4T 390 -1.09 -28 -11 Total Horiz. Torsional Load MT 182 182 Design pressures for components and cladding p= stn[(GCp)-(GCon where: p = pressure on component. (Eq. 6-22, pg 33) Pmin =10 psf (Sec. 6.1.4.2). G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 57 -60) Torsional Load Cases In Lonpitudlnal DIrection Surface (0 Pressure (k) with Torsion (ft-k) (+GCp 1) ("GCp I) (+GCp i) (-GCp i ) 1 160 1.76 4.65 6 16 2 286 -12.42 - 7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1 E 126 2.70 4.96 27 49 2E 122 -7.65 -5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 1T 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Hoe¢. Torsional Load, MT 81.7 81.7 Walls 3t _ 2 s~ _2 �3 a Roof e.7- Roof s »- Comp. 8 Cladding Pressure (P) Effective A � Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Negative Positive Negagve Poe(@Ne Negative Positive Negegve Pestlivo Negative Comp. 7.22 0.50 -0.90 0.50 -2.10 0.50 1 -2.10 1.00 I -1.10 1.00 -1.40 Comp. 8 Cladding Pressure (P) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Positive Negative Positive Negagve Poe(@Ne Negative Positive Negegve Pestlivo Negative 33.99 - 53.98 33.99 I - 113.97 33.99 I - 113.97 58.98 I - 63.98 58.98 I -78.98 • • •• •• • • • • • •• • • • • • • •• ••• •• • • • •• • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • ••• ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Basic Load Cases In T Surface Area (52) Pressure(k) with (-GCp i ) (+(3C 1) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 E Horiz. 36.11 36.11 -3.63 Vert. -40.50 -22.25 10psfmin. Horiz. 9.36 9.36 Sea 6.1.4.1 Vert. -10.14 -10.14 Torsional Load Cases In Tra Basic Load Cases hi Lon(tfudinal Direction Surfaces Area (n) Pressure (k) with ( +GCp 1) ( -GC21) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1 E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 -4.34 -2.14 4E 126 -3.83 -1.57 93 Horiz. 21.92 21.92 -3.63 Vert. -39.14 -20.90 10 psi min. Horiz. 5.72 5.72 Sec.6.1.4.1 Vert. -10.14 -10.14 Surface Area (52) Pressure 1k) with Tasian (ft-k) ( +GCp I ) (-GCp 1) (+GCp I) (-GCp 1) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 -3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 -2.52 77 42 1T 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz. Torsional Load MT 182 182 Design pressures for components and cladding p`gh((GCp) °(G Co)] where: p = pressure on component. (Eq. 6 -22, pg 33) Pmin = 10 psf (Sec. 6.1.4.2). G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 57 -60) Torsional Load Cases in Longitudinal CI Surface Area (52) Pressure fit) with Torsion (ft-k) (-GCp 1) (+C) (-GCp 1) ( +GCp 1) 1 160 1.76 4.65 6 16 2 286 -12.42 - 7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1E 126 2.70 4.96 27 49 2E 122 -7.65 -5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 IT 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Horiz. Torsional Load, MT 81.7 81.7 Walls _2 y3 2 3~ Roof e.)° Roof 6 »° Comp. & Cladding Ness= () Effective Area() Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 GC -GCP GC -� Gee Positive Peeatve. Positive Nagaelno I -78.98 33.99 Comp. 9 0.50 -0.90 0.50 -2.10 0.50 -2.10 1.00 -1.10 1.00 -1.40 Comp. & Cladding Ness= () Zone 1 Zone 2 Zone 3 . Zone 4 Zone 5 Positive NetieHve I Positive Negative I Positive Negative Positive Peeatve. Positive Nagaelno I -78.98 33.99 - 53.98 33.99 - 113.97 33.99 - 113.97 58.98 - 63.98 58.98 ••• ••• • • • • • •• • • • • • • • • •• ••• •• • • • •• • • • • • ••• • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • •• •• • • ••• • • • • • • • • o • •• • • • • • ••• • • • ••• • • • • • • • • ••• • • • • • • •• • PROJECT : Simone & Magda Residence PAGE : CLIENT : Smith '& Smith Design Corp. DESIGN BY : DC JOB NO.: W indcw 11 DATE : REVIEW BY : Wind Analysis for Low-rise Building, Based on ASCE 7-02 INPUT DATA Exposure category (q,B, C or D) = C Importance factor, pg 73, (0.87, 1.0 or 1.15) 1 = 1.00 Category it Basic wind speed V = 146 mph Topographic factor (5ec.6.5.72, pg 30 & 47) KA = 1 Flat L Building height to ridge he = 20 ft Building height to ridge hr = 24 ft L a", Building length L = 39 ft Building width B = 26 ft B Effective area of components A = 8.9 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 kips Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 it-kips Max total upward force = 40.50 kips ANALYSIS Velocity pressure qh = 0.00256 Kh K# Kd V2 1 = 49.99 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 75) = 0.92 Kd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = 22.00 ft < 60 ft, [Satisfactory] Desien pressures for MWFRS p = qh [(G Co )-(G Co )l where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G Cpt = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G Cp I = product of gust effect factor and internal pressure coefficient.(Fig. 6-5, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MIN(0.1B, 0.4h), 0.04B,3J = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Surface Roof angle 0 = 17.10 Roof angle 0 = 0.00 Surface Roof angle 0 = 17.10 t GCp{ Net Pressure with Co G C Net Pressure with GCpr Nettr Pressure with ( +GCro) (-GCp1) (+GCpi) ( -GCp1) ( +GCpT) ( -GCp1) 1 2 3 4 1 E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 -43.49 -31.93 -29.14 29.16 - 62.48 -41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 - 62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof angle 0 = 0.00 Net Pressure with G Cpl ( +GCp 1) (-GC,, i ) IT 2T 3T 4T 0.40 2.75 -0.69 -10.87 -0.37 -6.87 -0.29 -5.87 7.25 -6.37 -2.37 -1.37 3E 3 4 _ ar ,_ ^::( \ \�� \` REFERENCE CORNER Transverse Direction 2 3 2E 2 6 4 4E� .4A \\ 111\,�\I\\l\ \ \l 1E �/ / REFERENCE CORNER WIND DIRECTION Longitudinal Basic Load Cases 3 ZONE 2/3 60UNDARr 3 r. -6 4 \� T 2E l��i`� \ \� \� �\ / • E• • • • • RE•EREN• :RNE• • • u 1p • • DIREC110N • • • • DPFectbfl• ••TraRsvellse•DitifaCtion 3 2E 2 2 22 6 4 4T '� \lq \l IT �� 1E ��� Z. REFERENCE CORNER ND DIRECTION • Longitudinal Torsional Load Cases 31 "' 1;::SJ tE / 4 f'.µgND DIRECTION Direction • • • • • • • • • • • • • • • • • • • • • • • • •• • • 000 • • • • • • • • • • • • • • • 4100 • • • • ••• • • • • • • • • • • • • • •00 • • • • • • • • • • • • • • •• •• • • • •• •• 000 • • • 0410 • • Basic Load Cases In Transverse Direction Surface Area «(2) Pressure ) with (+GCsI) ( -GCp1) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 E Horiz. 36.11 36.11 5.72 Vert. -40.50 -22.25 10 psf min. Hartz. 9.36 9.36 Sec.6.1.4.1 Vert. -10.14 -10.14 Torsional Load Cases In Transverse Direction Basic Load Cases In Longitudinal Direction Surface Area (ft2) Pressure (k) with (+GCp1) (-GCpI) 1-NMcT W NCO 446 4.91 12.94 408 -17.74 -10.40 408 -11.22 -3.88 446 -10.49 -2.45 126 2.70 4.96 122 -7.65 -5.45 122 -4.34 -2.14 126 -3.83 -1.57 S Horiz. 21.92 21.92 3.50 Vert. -39.14 -20.90 10 psf min. Hartz. 5.72 5.72 Sec.6.1.4.1 Vert. -10.14 -10.14 Surface Area (ft) Pressure (k) with Torsion (ft-k) (+GCp1) ( -GCp1) (+GCp1) ( -GCp1) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 - 3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 IT 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz Torsional Load Mr 182 182 Desi= pressures for components and cladding p ch,[ (G C9) - (G Cpl) where: p = pressure on component. (Eq. 6-22, pg 33) Pmin =10 psf (Sec. 6.1.4.2). G Cr, = external pressure coefficient see table below. (Fig. 6-11, page 57-60) Torsional Load Cases In Longitudinal Direction Surface Area (52) Pressure(k) with Torsion (11-k) ( +GCp 1) (-GCp 1) ( +GCe I) (-GCC 1) 1 160 1.76 4.65 6 16 2 286 -12.42 -7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1 E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 IT 286 0.79 2.07 -5 -13 2T 408 4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Hartz. Torsional Load, MT 81.7 81.7 Walls 2 _II 2 Roof esr° Roof a » - Comp. & Cladding Pressure (Pd) Effective Ance 2) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Nagattve PosSve Negative - GC Native Positive tmgative PosBWe Negative =78.98 33.99 Comp. 8.9 0. 0 -0.90 0 050 I -2. 0 050 I -2- 1.00 -1.10 1.00 -1.40 Comp. & Cladding Pressure (Pd) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Positive Nagattve PosSve Negative Positive Native Positive tmgative PosBWe Negative =78.98 33.99 - 53.98 33.99 - 113.97 33.99 - 113.97 58.98 - 63.98 58.98 • •• ••• • • • • • •• • • • • • • • • •• ••• •• • • • •• • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • • 5•• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PROJECT : Simone & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Window 10 DATE : REVIEW BY : Wind Analysis for Low-rise Building, Based on ASCE 7 -02 INPUT DATA Exposure category KB, C or D) = C Importance factor, pg 73, (0.87, 1.0 or 1.15) I = 1.00 Category 11 Basic wind speed V = 146 mph Topographic factor (Sec.6.5.7.z pg 30 & 47) Kn = 1 Flat L Building height to eave he = 20 ft Building height to ridge hr = 24 ft -c 11111. Building length L = 39 ft Building width B = 26 ft B l Effective area of components A = 6.5 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 kips Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft -kips Max total upward force = 40.50 kips ANALYSIS Velocity pressure qh = 0.00256 Kh KK Kd V21 = 49.99 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 8-3, Case 1,pg 75) = 0.92 Kd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = 22.00 ft < GO ft, [Satisfactory] Design pressures for MWFRS p = qh [(G CO )-(G Co )] where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G Cpr = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G C,1 = product of gust effect factor and internal pressure coefficient.(Fig. 6-5, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX( MIN(0.1 B, 0.4h), 0.04B,3] = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psf), Basic Load Cases Net Pressures psf), Torsional Load Cases Surface Roof angle 0 = 17.10 Roof angle 0 = 0.00 Surface Roof angle 0 = 17.10 „., Cpr Pressure with GCpr Net Pressure with GCpt Net Pressure with (+GCpi) ( -GCpi) ( +GCpi) ( -GCpi) (+GC.) ( -GCp1) 1 2 3 4 1 E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 -43.49 -31.93 -29.14 29.16 -62.48 -41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 -62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof angle 0 = 0.00 ,.. Pressure with 0Pr (+GC, I) (-GCp 1) 1T 2T 3T 4T 0.40 2.75 -0.69 -10.87 -0.37 -6.87 -0.29 -5.87 7.25 -6.37 -2.37 -1.37 3E 3 2 2E 2 3 2E 2 3 ZONE 2/3 BOUNDARY 3 3 2E 3F 4 \_ D 4 '/6 4 \-4,..."\� 2T 6 4 4F i�6 4E _= ��... \1 \� REFERENCE CORNER Transverse Direction aE .,,,�\\ 40 j 1E J� / REFERENCE CORNER ND DIRECIlON Longitudinal•DErectlon Basic Load Cases �� \ \\ Q1 .. , :.... 4E�_ ..,Am.,, \1\-� • • • • FER ! R R • • tE REFERENCE CORNER ,/ ,E / �: • • . CE `O n� • � / b WI ND DIRECTION WIND DIRECTION 2 DIRECR91 • • • • • • • • • � • •• Transverse•DitIction Longitudinal Direction Torsional Load Cases • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • • ••• • • • • ••• • • • • • • • • • • • ••• • • • • • • • • • • • • •• •• • • • •• • ••• • • • ••• • Basic Load Cases in Transverse Direction Surface Area (42) Pressure (k) with ( +GCp 1) (-GCp 1) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1 E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 E Horiz. 36.11 36.11 10 psi min. Vert. -40.50 -22.25 10 psf min. Horiz. 9.36 9.36 Sec. 6.1.4.1 Vert. -10.14 -10.14 Torsional Load Cases in Transverse Direction Basic Load Cases in Lon9ltudfnal Direction Surface Area (42) Pressure (k) with ( +GCpi) (-GCpi) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -1122 -3.88 4 446 -10.49 -2.45 1E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 -4.34 -2.14 4E 126 -3.83 -1.57 E Holz Vert. 21.92 -39.14 21.92 -20.90 10 psi min. Holz 5.72 5.72 Sec.6.1.4.1 Vert. -10.14 -10.14 Surface Area (112) Pressure(k) with Torsion (ft-k) ( +GCp1) ( -GCpl) ( +GCp1) ( -GCpi) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 - 3.01 65 25 1 E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 -2.52 77 42 1T 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Holz Torsional Load MT 182 182 Deslon pressures for components and ciaddina p @ qh( (0 Cp) - (0 CA where: p = pressure on component. (Eq. 6-22, pg 33) Pmin = 10 psi (Sec. 6.1.4.2). G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 57-60) Torsional Load Cases In Longitudinal Direction Surface Area (42) Pressure (k) with Torsion (ft-k) ( +GCp t) ( -GCp t) (+GCp 1) (-GCp i ) 1 160 1.76 4.65 6 16 2 286 -12.42 -7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1 E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 IT 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Horiz. Torsional Load, MT 81.7 81.7 Walls a 34 3- 2 2 �3 Roof a. "° 3 2 S 2�3 Roof a »° Comp. & Cladding Pressure ( Pef) Effective Area (ft2) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 GC, - GCp GC1 - GC, eq, - GCp GC - Gp GC, - cap Comp. 6.5 0.50 -0.90 0.50 -2.10 0.50 I -2.10 1.00 I -1.10 1.00 -1.40 Comp. & Cladding Pressure ( Pef) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Positive Negative Positive Negative Positive Negative Positive Negative Positive teigaUve I -78.98 33.99 -53.98 33.99 I - 113.97 33.99 - 113.97 58.98 I -63.98 58.98 •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • ••• • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • •• •• • • ••• • • ••• • • • • ••• • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Windows & Door Pressure II I REAR ELEVATION Item Type / size Width Length Area Zone Pressure Suction 14 Door Beyond 4.00 7.00 28.00 ft2 4 55.04 -60.03 15 Window 4.00 2.00 8.00 ft2 4 58.98 -63.98 16 Door Beyond 3.94 6.83 26.95 ft2 5 55.18 -71.38 17 Window 3.00 2.00 6.00 ft2 4 58.98 -63.98 18 Window 3.00 4.00 12.00 ft2 4 58.28 -63.28 19 Window 2.50 4.00 10.00 ft2 5 58.98 -78.98 • .. ... • • • • • •. • • • • • • • • .. ... •• • • • •• • • ••• •••▪ • •••. •. • • • • . ••• • • • • • • • • • • .• • • • •. •. ▪ • • ••. • • • • • • • • • • • • • • • • • • • • • • • • • • • • •.. • • • • • • • • • • • • • • . • • . • • • •• • • • • • • • • • • ••• • • • • ••• • • PROJECT : Simon & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Door 14 DATE : REVIEW BY : Wind Analysis for Low -rise Building, Based On ASCE 7-02 INPUT DATA Exposure category (A C or D) .B, = C Importance f a c t o r , pg 73, (0.87,1.0 or t15) 1 = 1.00 Category I I Basic wind speed V = 146 mph Topographic factor (Sec,6.5.72, pg 30 8 47) Ka = 1 Flat r Building height to save he = 20 R hr Building height to ridge = 24 ft Building = iho length L = 39 R L Building width B = 26 R 1 B 1 Effective area of components A = • 28 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 Idps Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft -kips Max total upward force = 40.50 kips ANALYSIS Velocfty pressure 9n = 0.00256 Kh KK Kd V2 1 = 49.99 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) • Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3. Case 1,pg 75) = 0.92 Kd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = 22.00 ft < 60 ft, [Satisfactory] Design pressures for MWFRS p = 9h [(G Cpf HG Cpf )] where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G Cpf = product of gust effect factor and extemal pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G Co i = product of gust effect factor and intemal pressure c oefficient.(Fig. 6-5, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MIN(0.1B, 0.4h), 0.048,31 = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Surface Roof angle 0 = 17.10 Roof angle 0 = 0.00 Surface Roof angle 0 = 17.10 GC r Net Pressure with 6Cpt Net Pressure with r GCpr Net Pressure with ( +GCpi) ( -GCpi) ( +GC., ) ( -GCpi) (+GCpi) ( -GCni) 1 2 3 4 1E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 -43.49 -31.93 -29.14 29.16 - 62.48 -41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 -62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof angle 0 = 0.00 Net Pressure with G �r (+GCp i) (-GCp I ) IT 2T 3T 4T 0.40 -0.69 -0.37 -0.29 2.75 -10.87 -6.87 -5.87 7.25 -6.37 -2.37 -1.37 3E 3 2E 2 3 2E 2 ZONE 2/3 BOUNOMV 3E 3 31 3 2 2 3T 4 \` 6 20 4E 6 4 i� 4 4T 2E 2 6 4 40 REFERENCE CORNER / REFERENCE CORNER 4160 DIRECTION Transverse Direction Longitudinal Basic Load Cases / b • ` • • • • RRtli �� CORN•t • • •ND DIRECTION • • • • • • tfrectPot• • • Traitsvesse•Diseclion 10 ,. ...tE �l C •• REFERENCE CORNER ND DIRECTION • Longitudinal Torsional Load Cases � T 1E �INND DIRECTION Direction • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• 6 • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 000 • • • ••• • • Aft MC Alikk Basic Load Cases In Tran Surface Area (ft2) Pressure_ (k) with (-GCp 1) (+GCp I) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 93 Horiz 38.11 36.11 -3.63 Vert. -40.50 -22.25 10 psf min. Horiz. 9.36 9.36 Sec.6.1.4.1 Vert. -10.14 -10.14 Torsional Load Cases In Transv Basic Load Cases In Longitudinal Direction Surface Area (ft2) Pressure (k) with (+GCpi) ( -GCp1) 1 446 4.91. 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 - 4.34 -2.14 4E 126 -3.83 -1.57 93 Horiz. 21.92 21.92 -3.63 Vert. -39.14 -20.90 10 psf mkt. Horiz. 5.72 5.72 Sec.6.1.4.1 Vert. -10.14 -10.14 Surface Area ( Pressure (k) with Torsion (ft-k) (+GCp1) (-GCp1) (+GCpI) ( -GCp1) 1 270 4.38 9.24 38 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 -3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 IT 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz. Torsional Load MT 182 182 Design pressures for components and cladding P = Olh[ (G Cp) - (G cp1)D where: p = pressure on component. (Eq. 6-22, pg 33) Pmin = 10 Psf (Sec. 6.1.4.2). G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 57-60) Torsional Load Cases In Longitudinal Direction Surface Area (ft) Pressure with Torsion (ft-k) _(k) ( +GC) i) i( -GCpi) (+GGCp1) ( -GCp 1) 1 160 1.76 4.65 6 16 2 286 -12.42 - 7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 1T 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Horiz. Torsional Load, MT 81.7 81.7 Walls 2 2 -4 1 Roof e< ° Roof a »° Comp. & Cladding Pressure ( Psf) Effective Area (ft2) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 GCp - GCp GCp - GCp GCp - GCp GCp - GCP GC - GC Comp. 28 0.41 -0.86 0.41 -1.79 0.41 I -1.79 0.92 -1.02 0.92 -1.24 Comp. & Cladding Pressure ( Psf) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Positive Negative Positive Negative Pos9lve Negative Positive Negative Pos®ve Negative 29.52 -51.75 29.52 -98.32 29.52 I -98.32 55.04 - 60.03 55.04 I -71.08 •• ••• • • • • • •• • • • • • • • • •• ••• •• • • • •• • • • • • • • • • • • • • • •• • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • •• • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PROJECT : Simone & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Window 15 DATE : REVIEW BY : Wind Analysis for Low-rise Building, Based on ASCE 7-02 INPUT DATA Exposure category (A .B, C or D) = C Importance factor, pg 73, (0.87,1.0 or 1.15) 1 = 1.00 Category I I Basic wind speed V = 146 mph Topographic factor (Sea 28.5.7, pg 30 & 47) Kn = 1 Flat t Building height to save he = 20 ft Building height to ridge hr = 24 ft -c 11111111001111101111 Building length L = 39 ft B Building width B = 26 ft Effective area of components A = 8 ft2 DESIGN SUMMARY Max horizontal farce normal to building length, L, face = 36.11 Idps Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft-kips Max total upward force = 40.50 kips ANALYSIS Velocity pressure qh = 0.00258 Kh Ke Kd V21 = 49.99 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 75) = 0.92 Kd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = 22.00 ft < 50 ft, [Satisfactory] Design pressures for MWFRS p = qh [(G Co )-(G Co )] where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G Cpr = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G CPI = product of gust effect factor and internal pressure coefficient(Fig. 65, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAXI MIN(0.1B, 0.4h), 0.04B,3] = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Surface Roof angle 0 = 17.10 Roof angle 0 = 0.00 Surface Roof angle 0 = 17.10 r� G �-p1 Net Pressure with GCPr Net Pressure with GCpr Net Pressure with (+GCPI) ( -GCpI) (+GCpI) ( -eChi) ( +GCpI) ( -GCpI) 1 2 3 4 1E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 -43.49 -31.93 -29.14 29.16 - 62.48 -41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 - 44.49 -23.95 -20.97 -13.50 -13.50 6999 'T 4 444 11.00 -43.49 -27.49 -23.49 21.49 - 62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof angle 0 = 0.00 ,.., Pressure with Cpr (+GCr, 1) (-GCpI ) IT 2T 3T 4T 0.40 2.75 -0.69 -10.87 -0.37 -6.87 -0.29 -5.87 7.25 -6.37 -2.37 -1.37 3E 3 2E 2 3 2 2 3 ZONE 2/3 BOUNDARY 3E 3 3 2E 2 31 6 4 i_ 6 4 _,, T 26 2 6 4 AT 'i 6 if 4E .... -, ��� 5 �'�' ' ^q \ \1 \ \\ REFERENCE CORNER Transverse Direction "-1 ,. 4E� ..u\ \\d \�\ \q /o 1 REFERENCE CORNER ,% u min DIRECTION Longitudinal Basic Load Cases 4E _....aYrc<.:,_:.,: .:. .._..v;�. C \� \h 4E� .,,,\i\.gqu„ 'i \\ �� • �/ IT •FERSVCE�OR4•R �� lE • • • • • • • • • a REFERENCE CORNER b. DIREC141.• • • WIND DIRECTION • Direction •• Transverse Direction Longitudinal Torsional Load Cases ::.. n, '" �:: : • IT b WIND DIRECTION Direction •_ _• • • • ••• • • • • • • • • •• • ••• • • • • ••• • • • • • • -• • • • • • • • • • • • ••• • • •• • • • • • ••• • • • • • • • • • ••• • • • • • • • • • • • • •• • • • •• •• • •. ••• • • Basic Load Cases In T Surface Area (f) Pressure ) With (+GCpi) 1( -GCpI) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 E Horiz. 36.11 36.11 -3.63 Vert. 40.50 -22.25 10 psf min. Horiz. 9.36 9.36 Sec.6.1.4.1 Vert. -10.14 -10.14 Torsional Load Cases In T Basic Load Cases in Longitudinal D Surface Area ((a) Pressure (k) with (+GCp 1) (-GCp 1) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 -4.34 -2.14 4E 126 -3.83 -1.57 E Horiz 21.92 21.92 -3.63 Veit -39.14 -20.90 10 psf min. Houtz 5.72 5.72 Sea 6.1.4.1 Vert. -10.14 -10.14 Surfaces Area (ft) Pressure (k) with Torsion (ft-k) (+GCs 1) J (-GCp I) ( +GCp1) (-GCp 1) 1 270 4.38 9.24 36 76 2 184 -7.99 .4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 - 3.01 65 25 1 E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 IT 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz. Torsional Load Mr 182 182 Design pressures for components and cladding p = qh[ (G Cp) - (G Cp1)l where: p = pressure on component. (Eq. 6-22, pg 33) Peen =1Q Psf (Sec. 6.1.4.2). G Cp = extemai pressure coefficient. see table below. (Fig. 6-11, page 57-60) Torsional Load Cases in Longitudinal DI Surface Area (f ) Pressurek) with Town (ft-k) (+GCp 1) (-GCs i) (+GCpi) (-GCpi ) 1 160 1.76 4.65 6 16 2 286 -12.42 -7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 IT 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Horiz Torsional Load, MT 81.7 81.7 Walls 2 3~ 2 2 !3 2 -4s Roof ea]° Roof a » - Comp. & Cladding Pure (P) Effective Area (ft) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 GCp I Positive Negative Positive Negative Pitive os RffigatIve 33.99 53.98 33.99 Comp. 33.99 0.50 -0.90 0.50 -2.10 0 I -2.10 1.00 I -1.10 1.00 I - .40 Comp. & Cladding Pure (P) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Positive r�gatl ve 1 Positive Negative Positive Negative Positive Negative Pitive os RffigatIve 33.99 53.98 33.99 - 113.97 33.99 I - 113.97 58.98 I - 63.98 58.98 -78.98 •• ••• • • • • • • • • •• ••• •• • • • • • • • • • • • • • • •• • • • • •• • • • • • •• • • • • • • • • • • • • • • • • • •• • • • • • • ••• • ••• • • • • ••• • • • • • • • e • ••• • • • • • • • • • •• •• • • • ••• • • • ••• • • • • • • • • • •• •• • • PROJECT : Simone & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Door 16 DATE : REVIEW BY : Wind Analysis for Low -rise Building, Based on ASCE 7-02 INPUT DATA Exposure category (a,B, C or D) = C Importance f a c t o r , pg 73, (0.87, 1.0 or 1.15) I = 1.00 Category I I Basic wind speed V = 146 mph Topographic factor (Sec.6.5.7.2, pg 30 & 47) Kd = 1 Flat t Building height to eave he = 20 ft Building height to ridge hr = 24 ft Building length L = 39 ft Building width B = 26 ft B Effective area of components A = 26.95 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 kips Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft-kips Max total upward force = 40.50 kips ANALYSIS Velocity pressure qh = 0.00256 Kh Ict Kd V2 I = 49.99 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kt = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case tog 75) = 0.92 Kd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = 22,00 it < 00 ft, [Satisfactory] Design pressures for MWFRS P = qn [(G Cpf MG Co )] where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G CV = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G Co = product of gust effect factor and internal pressure coefficient.(Fig. 6-5, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX( MIN(0.1B, 0.4h), 0.04B,3) = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Surface Roof angle 0 = 17.10 Roof angle 0 = 0.00 Surface Roof angle 0 = 17.10 rr G_v1 Net Pressure with GCpf Nett Pressure with ,, GCpt Netr Premise with (+GC,I) ( -GCpi) (+GCpi) ( -GCpi) (+GCpi) (-GCpi) 1 2 3 4 1E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 -43.49 -31.93 -29.14 29.16 - 62.48 -41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 - 1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 - 62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof an le 0 = 0.00 ,, Cpf Pressure with ( +GCp1) ( -GC,I) IT 2T 3T 4T 0.40 -0.69 -0.37 -0.29 2.75 -10.87 -6.87 -5.87 7.25 -6.37 -2.37 -1.37 3E 3 2 3 2E 2 6 4 _ 5 �/I I 5 �% REFERENCE CORNER / REFERENCE CORNER GRIND DIRECTION Transverse Direction Longitudinal Basic Load Cases 3 ZONE 2/3 BOUNDARY 3 2 3E 3T 2T I'' 6 4 �`,� T R... 2 6 4 41 • • 1 • • • • • • 5 • %�E i-.:: 1T 5 � / • • • .EfENCF•COR�ER • • • REFERENCE CORNER ° b WIND DIRECT. • • • a bRIND DIRECTION • Direction •• Transverse ['Action Longitudinal Torsional Load Cases 3r r. -6 j�E :S' FT ° WIND DIRECTION Direction • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • is • • • • • •• • ••• • • ••• • • • • ••• • • • • • • • • • • • ••• • • • • • • • • • • • • •• •• • • • •• • ••• • • • ••• • Basic Load Ca Surface Area (ft) Pressure_(k) with (-GCp, ) (+GCp 1) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -8.25 4 660 -19.23 -7.36 1E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 £ Horiz. 36.11 36.11 -3.63 Vert. -40.50 -22.25 10 psf min. Horiz. 9.36 9.36 Sec. 6.1.4.1 Vert. -10.14 -10.14 Torsional Load Basic Load Cases in Lon Surface Area (ff) Pressure (k) with (+GCp1) (-GCp1) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 -4.34 -2.14 4E 126 -3.83 -1.57 93 Hort. 21.92 21.92 -3.63 Vert. -39.14 -20.90 10 psf min. Horiz. 5.72 5.72 Sec. 6.1.4.1 Vert. -10.14 -10.14 Surface (ft) Pressure ) with Torsion (ft-k) (+GCp i) (-GCp i) (+GCp1) (-GCp 1) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 - 3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 IT 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz. Torsional Load MT 182 182 Design aressures for comaonents and cladding p!= gh[(GCp)- (GCpl)I where: p = pressure on component (Eq. 6-22, pg 33) Pmin = 10 psf (Sec. 6.1.4.2). G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 57-60) Torsional Load Cases in La Surf e Area (ft') Sk) wf h Torsion (ft-k) (+GC*I) ( -GCp1) (+GCpi) (-GCpi) 1 160 1.76 4.65 6 16 2 286 -12.42 -7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1E 126 2.70 4.96 27 49 2E 122 -7.65 -5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 -1.57 38 16 IT 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Horiz. Torsional Load, MT 81.7 81.7 Walls 2 ~ z- a 1 �3 Roof 0.7° 1F-4 2 Roof e»° Comp. & Cladding Pressure (psf ) Effective ) 2895 Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Negative Positive 03.8C0 Positive G.8C0 G2 Negative GC Negative I -71.38 Comp. - 51.83 0.41 -0.86 0.41 -- 1 0.41 -- 1 I - 60.18 I -1 2 -- 1 .G5 Comp. & Cladding Pressure (psf ) Zone 1 Zone 2 Zone 3 Zone 4 Zone S Positive Negative Positive Negative Positive eve Positive Negative Positive Negative I -71.38 29.69 - 51.83 29.69 -98.90 29.69 I - 98.90 55.18 I - 60.18 55.18 ••• ••• • • • • • •• • • • • • • • • •• ••• •• • • • •• • • • • • • • • • • • • • • •• • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • •• ••• • ••• • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • ••• • • • • • • • • • • • • • •• •• PROJECT : Simone & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Window 10 DATE : REVIEW BY : Wind Analysis for Low -rise Building, Based on ASCE 7 -02 INPUT DATA Exposure category (A,8, C or C) = C Importance factor, pg 73, (0.87,1.0 or 1.15) I = 1.00 Category I I Basic wind speed V = 146 mph Topographic factor (Sec.6.5.7.Z pg 30 & 47) Ka = 1 Flat Building height to edge he = 20 ft Building height to ridge hr = 24 ft .c 0110 Building length L = 39 ft Building width B = 26 ft 1 B Effective area of components A = 12 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 kips Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft -kips Max total upward force = 40.50 kips ANALYSIS Velocity pressure qh = 0.00256 Kh Kg Ka V2 I = 49.99 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 8-3, Case 1,pg 75) = 0.92 Kd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = 22.00 ft <30 ft, [Satisfactory] Design pressures for MWFRS p = qh [(G Cyr HG Co )] where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G CPr = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G C,1= product of gust effect factor and internal pressure coefficient.(Fig. 6-5, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MIN(0.1 B, 0.4h), 0.048,31 = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Surface Roof angle 0 = 17.10 Roof angle 0 = 0.00 Surface Roof angle 0 = 17.10 G CP t Nett Pressure with G CPf Net Pressure with GCPr Net Pressure with ( +GC),) (-GCp 1) ( +GetCp l) ( -GCP 1) ( +G"P I) (-GCp i ) 1 2 3 4 1E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 43.49 -31.93 -29.14 29.16 -62.48 41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 43.49 -27.49 -23.49 21.49 - 62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof an le 0 = 0.00 G C pr Net Pressure w ltth ur(+GCp 1) ('GCp 1) IT 2T 3T 4T 0.40 -0.69 -0.37 -0.29 2.75 -10.87 -6.87 -5.87 7.25 -6.37 -2.37 -1.37 3E 3 2E 2 3 2E 2 6 4 4E ....r'� ._ IE 5 .1� 4011 REFERENCE CORNER REFERENCE CORNER bWIND DIRECTION Transverse Direction Longitudinal Basic Load Cases 3 ZONE 2/3 eOUNOARI 3E �/6 4 4T 4E \ ~.,o.;ry..; ' / •� • RE5NCF ORDER RAND OIRE`110N • •• ••• •• • Direction Transverse 3 3T 3 2E 2 2E 2T 6 4 4 T _ . 4E---44, Al. • , .. tE t 5 4/I.' • / REFERENCE CORNER • a °*" yIN0 DIRECTION • • •• Direction Longitudinal Torsional Load Cases fE c WIND OIREODON Direction • • • • • ••• • • • • • • • • • • • • • • • • • • • • •• •• • • • • • • • • • • • • • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 041411 • • • 050 • • a a Basic Load Cases In Tran Surface Area (ft) Pressure (k) with ( +GCp1) ( -GCp1) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 E Horiz . o 36.11 36.11 -25 Vert. -40.50 -22.25 10 psf min. Horiz. 9.36 9.36 sec. 6.1.4.1 Vert. -10.14 -10.14 Torsional Load Cases In Transve Basic Load Cases in Longitudinal Direction Surface Area (5) Pressure (k) with ( +GCp i) (-GCpi ) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 -4.34 -2.14 4E 126 -3.83 -1.57 E Horiz. 21.92 21.92 -25 Vert. -39.14 -20.90 ' 10 psf min. Horiz. 5.72 5.72 Sec. 6.1.4.1 Vert. -10.14 -10.14 Surface Area ( Pressureek) with Tasiorl (ft-k) (+GC,I) ( -GCp1) (+GCp1) ( -GC, i) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 - 3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 IT 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz. Torsional Load MT 182 182 Design Pressures for components and cladding P= 4h((GCp)-(GCpt)l where: p = pressure on component (Eq. 6-22, pg 33) Pmin = 10 psf (Sec. 6.1.4.2). GCp = external pressure coefficient see table below. (Fig. 6-11, page 57 -60) Torsional Load Cases In Longitudinal Direction Surface Area () Pressure jk) with Torsion (ft-k) (+GCp1) (-GCp i) ( +GCp1) (-GCp 1) 1 160 1.76 4.65 6 16 2 286 -12.42 - 7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1 E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 1T 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Horiz. Torsional Load, MT 81.7 81.7 Walls 2 i~ 2 2 -I3 Roof e.r° 02 1 S 2-3 Roof e»° Comp. & Cladding Pressure (N$131 Effective X12 Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Negative I Positive I Positive Negative Positive Negative Positive Negative -1.37 Comp. 33.20 0.48 -0.89 0.48 -2.04 0.48 I -2.04 9 I -1.09 9 Comp. & Cladding Pressure (N$131 Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 3 20 Negative I Positive Negative Positive Negative Positive Negative Positive Negative - 53.59 33.20 - 111.20 33.20 - 111.20 58.28 I - 63.28 58.28 I -77.58 •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PROJECT : Simone & Mayda Residence PAGE : CUENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Window 19 DATE : REVIEW BY : Wind Analysis for Low-rise Building, Based on ASCE 7-02 INPUT DATA Exposure category (A„B, C or D) = C Importance f a c t o r , pg 73, (0.87, to or 1.15) I = 1.00 Category I I Basic wind speed V = 146 mph Topographic factor (Sec.6.5.72, pg 30 8 47) K,r = 1 Flat t Building height to cave he = 20 ft Building height to ridge hr = 24 ft Building length L = 39 ft Building width B = 26 ft � B Effective area of components A = 10 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 kips Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft-kips Max total upward force = 40.50 kips ANALYSIS Velocity pressure qh = 0.00256 Kh ICzi Kd V2 I = 49.99 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 75) = 0.92 Kt, = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = 22.00 ft < SO ft, [Satisfactory] Design pressures for MWFRS p = qh [(G Cpf )-(G Co )] where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G CO • product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G Chi = product of gust effect factor and internal pressure coeft'icient.(Fig. 6-5, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MIN(0.1B, 0.4h), 0.04B,3] = 3.00 ft (IBC F'ig.1609.6.2.2, footnote 5) Net Pressures (psi), Basic Load Cases Net Pressures (psf), Torsional Load Cases Surface Roof angle 0 = 17.10 Roof angle 0 = 0.00 Surface Roof angle 0 = 17.10 OCp Co Net Pressure with Co GC Net Pressure with �_Pt Net Pressure with ( +GCpi) ( -GCpt) (+GCpi) (- ''Cpl) (+GCp,) ( -GCpl) 1 2 3 4 1E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 - 1.07 -0.66 -0.60 -0.45 -0.45 16.24 -43.49 -31.93 -29.14 29.16 -62.48 -41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 -62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof angle 0 = 0.00 Net Pressure with G Car (+GC, i) (-GCpi ) IT 2T 3T 4T 0.40 2.75 -0.69 -10.87 -0.37 -6.87 -0.29 -5.87 7.25 -6.37 -2.37 -1.37 3E 3 2E 2 3 2E 2 3 ZONE 2/3 BOUNDARY 3E 3 2 ' 3 2E 2 Zr 4 \_ 6 4 �i 6 4 4T 2E 2 6 4 4T 4E ,641141pN11011 j� I Tr. REFERENCE CORNER r REFERENCE CORNER WIND DIRECTION Transverse Direction Longitudinal Basic Load Cases j� i • • •RE.EN!E Pt I • a ''I46 D DIRE P7l�N • • • •• ••• •• • • • •• Direction Transverse Direction IT / REFERENCE CORNE" WIND DIRECTION Longitudinal Torsional Load Cases r:• •• ti u WIND DIRECTION Direction • • • • • ••• • • • • • • • • •• • • • • • • • • • • • • • • • • • •• • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • e • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Basic Load Cases in Tran Surface Area (52) Press rei) with 1 (-GCp i ) (+GCp i) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 4.68 -2.52 E Horiz. 36.11 36.11 -3.63 Vert. -40.50 -22.25 10 par min. Horiz. 9.36 9.36 Sec. 6.1.4.1 Vert. -10.14 -10.14 Torsional Load Cases In T Basic Load Cases In Longitudinal Direction Surface Area (52) Pressure (k) with (+GCp 1) (-GC) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1 E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 -4.34 -2.14 4E 126 -3.83 -1.57 93 Horiz. 21.92 21.92 -3.63 Vert. -39.14 -20.90 to psf min. Horiz. 5.72 5.72 Sec. 6.1.4.1 Vert, -10.14 -10.14 Surface Area O Pressure(k) with Torsion (ft-k) ( +GCpi) ( -GCp1) (+GCpi) ( -GCpi) 1 270 4.38 9.24 36 76 2 184 -7.99 -4 -68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 - 3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 1T 30 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 - 0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz. Torsional Load MT 182 182 Design pressures for components and cladding p = 4h[ (G CP) - (G con where: p = pressure on component. (Eq. 6-22, P9 33) Pmin = 10 psf (Sec. 6.1.4.2). G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 57-60) Torsional Load Cases in Longitudinal Direction Surface Area () Pressure(k) with Torsion (ft-k) ( +GC. 1) (-GCp 1) (+GCp 1) (-GCp 1) 1 160 1.76 4.65 6 16 2 286 -12.42 - 7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1 E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 IT 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Hartz Torsional Load, MIT 81.7 81.7 Walls Sr 2_ 2 7~ Z 2 !a 2 1 �3 Roof e Roof a » - Comp. & Cladding Pressure ( Pte) Effective Zonal Zone 2 Zone 3 Zone 4 Zone 5 Negative PosSWe 1 Positive Negative Positive Negative Positive Negative I -78.98 Comp. 10 0.50 -a 0 0.50 -2. 0 0.50 -2. 0 1.00 I -1. 0 1.00 I -1.40 Comp. & Cladding Pressure ( Pte) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Positive Negative PosSWe riagatle Positive Negative Positive Negative Positive Negative I -78.98 33.99 - 53.98 33.99 - 113.97 33.99 - 113.97 58.98 I - 63.98 58.98 • • • • • • • • • • - • • • • • • • •• ••• •• • • • •• •• ••• • • • • • •• • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • I PROJECT : Shale & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Window 18 DATE : REVIEW BY : Wind Analysis for Low-rise Building, Based on ASCE 7-02 INPUT DATA Exposure category C (A„B, or D) = C Importance f a c t o r , pg 73, (0.67,1.0 or 1.15) I = 1.00 Category I I Basic wind speed V = 146 mph Topographic factor (Sec.6.5.7.2, pg 30 & 47) K5 = 1 Flat = Building height to save he = 20 ft Building height to ridge hr = 24 ft _c 00606 Building length L 39 ft Building width B = 26 ft B Effective area of components A = 12 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 kips Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft-kips Max total upward force = 40.50 kips ANALYSIS Velocity pressure qh = 0.00256 Kb K,f Kd V2 I = 49.99 psi where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 75) = 0.92 Kd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = 22.00 ft e 60 ft, [Satisfactory] Design pressures for MWFRS p = qh [(G Co HG Co )] where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G Cpf = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G Co = product of gust effect factor and internal pressure coefficient 6-5, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MIN(0.1B, 0.4h), 0.04B,31 = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Surface Roof angle 8 = 17.10 Roof angle 8 = 0.00 Surface Roof angle 0 = 17.10 r G Cpf Net Pressure with G Cpf Net Pressure with r G _P f Net Pressure with ( +GC11) ( -GC1I) ( +GC5.1) (-GCp j) (+GCp 1) (-GCp 1) 1 2 3 4 1E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 -43.49 -31.93 -29.14 29.16 - 62.48 -41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 -62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 - 17.49. -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof angle 8 = 0.00 Net Pressure with G Cpf ( +GCp 1) (-GCp I ) IT 2T 3T 4T 0.40 2.75 -0.69 -10.87 -0.37 -6.87 -0.29 -5.87 7.25 -6.37 -2.37 -1.37 3E 3 2E 2E 2 3 2 3 2 ZONE 2/3 BDUNOARV 3E 3 3 2E 2 31 r.6 4T 2E 2 21 D 4 4T REFERENCE CORNER I 5 �A� lE • • • • • • • REFERENCE CORNER / • • • FEFEreNCr•CODOER 11; a WIND DIRECTION a W DIRECT• O: :: • • • • • •• ••• •• • • • •• Transverse Direction Longitudinal Direction Transverse Direction Basic Load Cases %',E ••I 5 v REFERENCE CORNER u • ''''WTND DIRECTION Longitudinal Torsional Load Cases ... •: •:, o b WIND DIRECTION Direction • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 000 • • • 000 • • Basic Load Cases in Transverse Direction Basic Load Cases In Longitudinal Direction Surface Area (f1) Pressure (k) with ( +GCp 1) (-GCp i ) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 E Horiz. 36.11 36.11 -3.63 Vert. -40.50 -22.25 10 psf min. Horiz 9.36 9.36 Sec. 6.1.4.1 Vert. -10.14 -10.14 Torsional Load Cases In Transverse Direction Surface Area (ft2) Pressure (k) with (+GCpt) ( -GCp 1) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 -4.34 -2.14 4E 126 -3.83 -1.57 E Horiz. 21.92 21.92 -3.63 Vert -39.14 -20.90 10 psf mfn. Horiz. 5.72 5.72 Sec.6.1.4.1 Vert. -10.14 -10.14 Surface Area (ft) Pressure (k) with Torsion (ft-k) (+GCp1) ( -GCp 1) (+GCpi) ( -GCpi) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 - 3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 IT 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz. Torsional Load, MT 182 182 Design pressures for components and cladding p =ghi(0Cp) -(GCNN where: p = pressure on component. (Eq. 6-22, pg 33) Pmin = 10 psf (Sec. 6.1.4.2). G Cp = external pressure coefficient see table below. (Fig. 6-11, page 57-60) Torsional Load Cases in Longitudinal Direction Surface Area (it2) Pressure (k) with Torsion (ft-k) (+GCp 1) (-GCp 1) (+GCp 1) (-GCp 1) 1 160 1.76 4.65 6 16 2 286 -12.42 -7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 IT 286 0.79 2.07 -5 -13 2T 408 4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Horiz. Torsional Load, N)r 81.7 81.7 Walls 3' 2 2 3~ 2 Roof as7° Roof e>2• Comp. & Cladding Pressure (Port) Effective Area (ft2) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 GCp - GOp GCp - GCp Gep - GOp GCp - GC, G - GCp Comp. 12 0.48 -0.89 0.48 I -2.04 0.48 -2.04 0.99 -1.09 0.99 I -1.37 Comp. & Cladding Pressure (Port) Zone 1 Zone 2 Zone 3 Zone 4 Zone S Positive negative Positive Native Positive F�gative P�Itive Pregativa Positive Negative I -77.58 33.20 -53.59 33.20 I - 111.20 33.20 I - 111.20 58.28 - 63.28 58.28 •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PROJECT : Simone & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Window 17 DATE : REVIEW BY : Wind Analysis for Low -rise Building, Based on ASCE 7-02 INPUT DATA Exposure category (A B, C or D) = C Importance factor, pg 73, (0.87.1.0 or t15) I = 1.00 Category I I Basic wind speed V = 146 mph Topographic factor (Sec.6.5.7.2, pg 30 & 47) K,r = 1 Fiat Building height to ridge he = 20 ft Building height to ridge hr = 24 ft s v Building length L = 39 ft Building width B = 26 ft B Effective area of components A = 6 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 kips Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft-kips Max total upward force = 40.50 kips ANALYSIS Velocity pressure qh = 0.00258 Kh Ke Kd V21 = 49.99 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kt, = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6.3, Case 1.pg 75) = 0.92 Kd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = 22.00 It < 60 ft, [Satisfactory] Design pressures for MYVFRS p = qh [(G Co )-(G Co )] where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G CO = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G Co = product of gust effect factor and internal pressure coe ficient(Fig. 6-5, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MIN(0.1B, 0.4h), 0.048,3] = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psi), Basic Load Cases Net Pressures (psf), Torsional Load Cases Surface Roof angle 0 = 17.10 Roof angle 0 = 0.00 Surface Roof angle 0 = 17.10 GCpf Net Pressure Pressure with r GC pf Net Pressure with GCpf Net Pressure wI h (+GCill) ( -GCp1) (+GCpf) ( -GCpI) (+GCpf) ( -GCp1) 1 2 3 4 1E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 -43.49 -31.93 -29.14 29.16 -62.48 -41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 . 21.49 -62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof angle 0 = 0.00 Net Pressure with GCar (+GCpf) ( -GC, f) IT 2T 3T 4T 0.40 -0.69 -0.37 -0.29 2.75 -10.87 -6.87 -5.87 7.25 -6.37 -2.37 -1.37 3E 3 2 20 2 3 2E 3 ZONE 2/3 BOUNDARY 3E 3T 3 2E 31 3 2T 3 6 4 4T 2E 2 4T 4 may` g q �� �� R 4 :\\ 3: �+ .,�\ ���� \, REFERENCE CORNER Transverse Direction 4E .,.n \ \:1 \ \4 � may. \ll \1\lU tE 5 �r / REFERENCE CORNER ND DIRECTION Longitudinal Basic Load Cases _.... VY.� ^ ^::.,...... : -Cif.i �� \ \ \�� 4E�_ "A \ \.1\1,. \ \ \' \ \` ` p• • lE • • rr%n• tE s �. / • • • lEI�C: • • REFERENCE CORNER b illv DIREC :O: • • • • • • • MD DIRECTION Direction Transverse Direction Longitudinal Torsional Load Cases . 11P.. : '4.4 tT tE ° Q WIND DIRECTION Direction • • • • • ••• • • • • • • • • •• • ••• • • • • ••• • • • • • • • • • • • • • • • ••• • • • • ••• • • • • • • • • • ••• • • • • • • • • • • • • •• • • • •• •• • • ••• • • • •• • Basic Load Cases In T Surface Area (a2) Pressure_(k) with (-GCp I ) ( +GCp 1) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1 E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 E Hartz. 36.11 36.11 -3.63 Vert. -40.50 -22.25 to psf min. Horiz. 9.36 9.36 Sec. 6.1.4.1 Vert. -10.14 -10.14 Torsional Load Cases in T Basic Load Cases in Longitudinal Direction Surface Area (ftz) Pressure (k) with (-GCp 1) ( +GCp i) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 -4.34 -2.14 4E 126 -3.83 -1.57 E Horiz. 21.92 21.92 -3.63 Vert. -39.14 -20.90 10 psf min. Hat. 5.72 5.72 Sec. 6.1.4.1 Vert. -10.14 -10.14 Surface Area ( Pressor) (k) with Torsion (ft-k) (+GC'p1) ( -GCp1) (+GCp1) ( -GCp1) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 - 3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 IT 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz. Torsional Load MT 182 182 Design pressures for components and ding P= gn[(GCp)-(GCa)) where: p = pressure on component. (Eq. 6-22, pg 33) Pmin = 10 psf (Sec. 6.1.4.2). G Cp = external pressure coefficient. icient. see table below. (Fig. 6-11, page 57-60) Torsional Load Cases In Longitudinal Direction Surface Area (f� Prerrssure (k) with Torsion (ft-k) ( +GCp i) (-GCp i) ( +GCp i) (-GCp 1) 1 160 1.76 4.65 6 16 2 286 -12.42 - 7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1 E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 IT 286 0.79 2.07 -5 -13 2T 408 4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Horiz. Torsional Load, MT 81.7 81.7 Walls _2 y3 z 2 �S Roof e.r° Roof s »° Comp. & Cladding Pressure (P} Effective Area I Zone t Zone 2 Zone 3 Zone 4 Zone 5 1 Positive Negative Positive Negartve Postive Negative Positive Negative 33.99 Comp. (ft� 0.50 -0.90 0.50 -2. 0 0 0 I -2.10 1.00 I -1.0 1.00 I -1.40 Comp. & Cladding Pressure (P} Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Positive Negative Positive Negative Positive Negartve Postive Negative Positive Negative 33.99 - 53.98 33.99 I - 113.97 33.99 I - 113.97 58.98 I - 63.98 58.98 I -78.98 •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • • ••• • • • • ••• • • • • • ••• • • • • • • • • • • • • • • •• •• • • • Aft Windows & Door Pressure "It gvalhAll° LEFT ELEVATION Item Type / size Width Length Area Zone Pressure Suction 20 Window 4.00 4.00 16.00 ft2 5 57.18 -75.37 21 Door 4.00 6.83 27.33 ft2 4 55.13 -60.13 22 Window 2.25 5.33 12.00 ft2 4 58.28 -63.28 23 Window 1.67 4.33 7.22 ft2 5 58.98 -78.98 24 Window 1.67 4.33 _ 7.22 ft2 4 58.98 -63.98 25 Window 3.00 4.00 12.00 ft2 4 58.28 -63.28 26 Window 3.00 3.00 9.00 ft2 4 58.98 -63.98 27 Window 1.50 4.33 6.50 ft2 4 58.98 -63.98 28 Window 1.50 4.33 6.50 ft2 5 58.98 -78.98 .. ... • • • • • •• • • • • • • • • ••••'••• • •• • ••• •. • • • • •• • • ••• • • • • • • • • •• • •••• ••• •• • • • • • • • • • • • • • • • • • •• •• • ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ANIL PROJECT : Simone & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Window 20 DATE : REVIEW BY: Wind Analysis for Low -rise Building, Based on ASCE 7-02 INPUT DATA Exposure category (A„B, C or 0) = C Importance f a c t o r , pg 73, (0.87, 1.0 or 1.15) I = 1.00 Category I I Basic wind speed V = 146 mph P Topographic factor (Sec.6.5.7.Z pg 30 & 47) KA = 1 Flat t Building height to eave he = 20 ft Building height to ridge hr = 24 ft Building length L L = 39 ft Building width B = 26 ft B Effective area of components A = 16 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 kips Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft-kips Max total upward force = 40.50 kips ANALYSIS Velocity Pressure qh = 0.00256 Kh K5 K• V2 I = 49.99 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1.pg 75) = 0.92 Kd = wind directionality factor. (Tab. 6.4, for building, page 76) = 1.00 h = mean roof height = 22.00 ft < 60 ft, [Satisfactory] Design pressures for MWFRS P = qh [(G Cpr HG CO )I where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G CO = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G Co = product of gust effect factor and internal pressure coetficient(Fig. 6-5, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MIN(0.1B, 0.4h), 0.04B,3[ = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Surface Roof angle 0 = 17.10 Roof le 0 = 0.00 Surface Roof angle 0 = 17.10 f GCp{ Net Pressure with Gc66 Net Pressure with GCpt Net Pressure (tGCpi) r \GC61) (+GC,1) ( -GC, i) ( 7Cpl) with (-GC) 1 2 3 4 1E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 -43.49 -31.93 -29.14 29.16 -62.48 41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45. 11.00 43.49 -27.49 -23.49 21.49 - 62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 - 7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof angle 0 = 0.00 Net Pressure with GCpr (+GCp1) ( -GCp ») IT 2T 3T 4T 0.40 2.75 -0.69 -10.87 -0.37 -6.87 -0.29 -5.87 7.25 -6.37 -2.37 -1.37 3E 3 2E 2 3 2E 2 3 ZONE 2/3 BOUNDARY 3E 3 3 2E 2 4 i� 4 2E 4 4T 5 REFERENCE CORNER Transverse Direction / i.c �/ • • • • . IT tE 5 4 r • • • • • • . %A 5 � / tE �" tE REFERENCE CORNER / • • •INFER...MU : ISR - REFERENCE CORNER ° WIND DIRECTION ° b WINOIRECTI•ON• • • • • • • • • WIND DIRECTION •• ••• •• • • • •• Longitudinal Direction Transverse Direction Longitudinal Basic Load Cases Torsional Load Cases T /.." T % tE ° REND DIRECTION Direction • • • • • • • • • • • • • • • • • • • • • • . -. . r • • • • •• • • • • • • • • • • • ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 00111 • • • 000 • • • •• • Basic Load Cases in Transve Surtax Area (11) Pressure k) with (+GCpI) 1( -GCpI ) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1 E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 E Horiz. 36.11 36.11 -25 Vert. -40.50 -22.25 10 psi min. Horiz 9.36 9.36 Sec. 6.1.4.1 Vert. -10.14 -10.14 Torsional Load Cases In Transverse D Basic Load Cases hi Longitudinal Direction Surface Area (f2) Pressure (k) with (+GCpI) (-GCpI ) 1 446 4.91 12.94 2 408 -17.74 -10.40 ' 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 -4.34 -2.14 4E 126 -3.83 -1.57 £ Horiz. 21.92 21.92 -25 Veit -39.14 -20.90 10 psi min. Horiz. 5.72 5.72 Sec. 6.1.4.1 Vert. -10.14 -10.14 Surface Area (&) Pressure ) with Toeslrn (ft-k) (+GC,l) I ( -GCpI) ( +GCpI) ( -GCpI) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 - 3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 IT 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz. Torsional Load MT 182 182 Design pressures for components and cladding P = qh[ (G CP) - (G Co)] where: p = pressure on component. (Eq. 6-22, pg 33) Pmin = 10 psi (Sec. 6.1.4.2). G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 57-60) Torsional Load Cases in Longitudinal Direction Surface Area (it) Pressure (k) with Torsion (ft-k) (+GC,i) (.GCpI) ( +GCrpI) ( -GC,' ) 1 160 1.76 4.65 6 16 2 286 -12.42 -7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 1T 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Horiz Torsional Load, MT 81.7 81.7 Walls 2 s~ z- 4 1= 2 Roof e.r° Roof O »° Comp. & Cladding Pere (Psi) Effective Area Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Negative Positive Negative Positive Ne�alive Positive Negative Positive Negative I -75.37 31.95 Comp. 6 0.46 - 0.88 0.46 I -1.96 0.46 I -1.96 0.96 I - .06 0.96 -1.33 Comp. & Cladding Pere (Psi) Zone 1 Zone 2 Zone 3 Zone 4 Zone S Positive Negative Positive Negative Positive Ne�alive Positive Negative Positive Negative I -75.37 31.95 -52.96 31.95 - 106.82 31.95 - 106.82 57.18 I - 62.18 57.18 •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PROJECT : Simone & Mayda Residence PAGE : CLIENT : Smith 8. Smith Design Corp. DESIGN BY : DC DATE : REVIEW BY: Wind Analysis for Low -rise Build ng,dBaseDoor n ASCE 7'02 INPUT DATA Exposure category (A C or D) .6 = C Importance f a c t o r , pg 73, mu, 1.0 o r 1.15) I = 1.00 Category I I Basic wind speed V = 146 mph Topographic factor (Sec.6.5.72, pg 30 & 47) K# = 1 Flat =` Building height to save he = 20 ft Building height to ridge e e = 24 ft v Building length L = 39 ft Building width B = 26 ft B Effective area of components A = 27.33 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 Idps Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft -Idps Max total upward force = 40.50 kips ANALYSIS Velocity pressure qh = 0.00256 Kh K,d Kd V2I = 49.99 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 75) = 0.92 Ka = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = 22.00 ft < 60 ft, [Satisfactory] Deslan pressures for MWFRS p =gh((GC1 )-(G Chi )1 where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G CV = product of gust effect factor and external pressure coefficient, icient, see table below. (Fig. 6-10, page 55 & 56) G Cpl = product of gust effect factor and internal pressure c oefticient.(Fig. 6-5, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX( MIN(0.1B, 0.4h), 0.04B,31 = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psi), Basic Load Cases Net Pressures (psf), Torsional Load Cases Surface Roof angle 0 = 17.10 Roof angle 0 = 0.00 Surface Roof angle 0 = 17.10 rr� G PF Net Pressure with GC Co Pressure with 00 Co Net Pressure (+GCp1) ( -GCpi) /rNet ( +GCal) (- GC(,I) t+ ( +GC )1) /with ( -GCpl) 1 2 3 4 1E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 -43.49 -31.93 -29.14 29.16 -62.48 -41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 - 62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof angle 6 = 0.00 Net Pressure with G Cpr (+GC•1) (-GC•i ) IT 2T 3T 4T 0.40 2.75 -0.69 -10.87 -0.37 -6.87 -0.29 -5.87 7.25 -6.37 -2.37 -1.37 3E 3 2E 3 2E 2 ZONE 2/3 BOUNDARY 3E 3 3 2 4 \_ 4 �,�6 4T 2E 2T 6 4 4T __ ` 4E .,,,.,., "IMO, _ ^ 4E ..M111:4‘14111/." `�l°. \1q5 \ \\ REFERENCE CORNER �� 1 5 1E �� REFERENCE CORNER ° �1WND DIRECTION Transverse Direction Longitudi.ed•Dirjestion Basic Load Cases • ,,,,, : R\\�� \� ....11„...k... 4E�_ ...rt\ \a \1llT., eHW.. IT lE REFERENCE RNER j IE �,/... 1 6� •• � 5 r • • • • • • • y • • REFERENCE CORNER ° WIND DIREIOCIN • ° WIND DIRECTION • •• • • • • ••• • •: • Jrarpd -s a pitection Longitudinal Torsional Load Cases _ :. �• 11 `'� 1'�; tE b PIIND DIRECTION Direction • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • ••• ••• • • • • • • • • • • • • • •• •• ••• • • • ••• • • • • • • • • • • • •• • • • • ••• • • • • • is • ••• • • • • • • • is • • • • •• •• • ••• • • Basic Load Cases in Transverse DI Surface Area (ft) Pressure (k) with (+GCsi) ( -GCei) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -625 4 660 -19.23 -7.36 1E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 E Horiz. 36.11 36.11 21.92 Vert -40.50 -22.25 10 psf min. Horiz. 9.36 9.38 Sec. 6.1.4.1 Vert. -10.14 -10.14 Torsional Load Cases In Transverse Direction Basic Load Cases in Longitudinal Direction Surface Area (>2) Pressure fk) with (k) with ( +GCpi) ( -GCpt) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 - 4.34 -2.14 4E 126 -3.83 -1.57 E Horiz. 21.92 21.92 -25 Vert. -39.14 -20.90 10 psf min. Hord. 5.72 5.72 Sec. 6.1.4.1 Vert. -10.14 -10.14 Surface Area ( Pressure fk) with Torsion (ft-k) ( +GC01) ( -GCp1) ( +GCp1) ( -GCp1) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 -3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 1T 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 - 0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz. Torsional Load MT 182 182 Design pressures for components and cladding P = gh[ (G CP) - (G Cpl)] where: p = pressure on component. (Eq. 6-22, P9 33) Pmin = 10 psi (Sec. 6.1.4.2). G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 57-60) Torsional Load Cases in Longitudinal Direction Surface Area ( )with (ft -k) �P+reessure (Cpi) Ilk-GCe Torsion (+G.-p1) (-GC f) 1 160 1.76 4.65 6 16 2 286 -12.42 - 7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1 E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 IT 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 - 1.68 -0.39 -11 -2 Total Horiz. Torsional Load, Mr 81.7 81.7 Walls 3r 2_ 2 3~ 2 _2 is 2 2 �3 Roof e.,° 2 A Roof a » - Comp. & Cladding Presure (P) Effective Area (ft2) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 GCv - GCP GC, - GCp GCa - G+ CP Negative - GCP G - GCp Comp. 27.33 0.41 -0.86 0.41 -1.79 0.41 -1.79 0.92 I -1.02 0.92 I -1.25 Comp. & Cladding Presure (P) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative 29.62 -51.80 29.62 -98.69 29.62 I - 98.69 55.13 - 60.13 55.13 I -71.27 •• ••• • • • • • • • • • •• ••• •• • • • •• • • • • • •• • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • • ••• • • • • • • • • • •• • ••• • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • PROJECT : Simone & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Window 27 DATE : REVIEW BY : Wind Analysis for Low- rise Building, Based on ASCE 7-02 INPUT DATA Exposure category (a.B, C or D) = C Importance f a c t o r , pg 73, (0.87,1.0 o r 1.15) I = 1.00 Category I I Basic wind speed V = 146 mph Topographic factor (Sec-6.5.7.2, pg 30 & 47) K• = 1 Flat Building height to save he = 20 ft Building height to ridge hr = 24 ft v Building length L = 39 ft Building width B = 26 ft 1 B 1 Effective area of components A = 6.5 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 kips Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft-kips Max total upward force = 40.50 kips ANALYSIS Velocity pressure qh = 0.00256 Kh K, Kd Va I = 49.99 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 75) = 0.92 Kd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = 22.00 ft < 60 ft, [Satisfactory] Design pressures for MWFRS p = qh [(G Cif HG Cy )] where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G Cp1= product of gust effect factor and internal pressure coefficient.(Fig. 6-5, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MIN(0.1B, 0.4h), 0.04B,31 = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psi), Basic Load Cases Net Pressures (pet), Torsional Load Cases Surface Roof angle 8 = 17.10 Roof angle B = 0.00 Surface Roof angle 0 = 17.10 r G O Nett Pressure GCpr Net Pressure with , „ pt Net Pressure with ( +G�,1) with (-GCpi) (+GCp1) ( -GCp1) (+GCpi) (-GC) i) 1 2 3 4 1E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 -43.49 -31.93 -29.14 29.16 -62.48 -41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 - 62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof angle 8 = 0.00 Net Pressure with G Cpt (+GC,,) (-GCp, ) IT 2T 3T 4T 0.40 -0.69 -0.37 -0.29 2.75 -10.87 -6.87 -5.87 7.25 -6.37 -2.37 -1.37 3E 3 a \� ;:;q \ \_ REFERENCE CORNER '11111 Transverse Direction 2E 2 3 2E 2 3 ZONE 2/3 BOUNDARY 0 4 �/ 6 a - T aE�_ ..n\G U\1Pe 'ic �" 1E REFERENCE/ lE FED i NE� • • • • • • • RE NCE R ° WIND DIRECTION N • WIND DIREC:N • • • • • • • • • LongitudirA#Direotion••.1 •branzveC•sejgrection Basic Load Cases 3 3 2E 3< 2E 2 2T 6 4 4T r.6 \ \\1 / - 4E�_ •.•n \ \ \q\ \ • tE �/ tE INFERENCE CORNER • • ° WIND DIRECTION ° WIND DIRECTION • Longitudinal Direction Torsional Load Cases • • • • • • • • •• • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • •• • ••• • • • • • • • • • • • • ••• • • • • • •• •• • • • • • • • • • • • • • • • • • •• • Basic Load Cases in Transverse Direction Surface Area (52) Pressurejk) with ( -GCp1) (+GC p1) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 E Hord. Vert. 36.11 -40.50 36.11 -22.25 10 psf min. Horiz. 9.36 9.36 Sec. 6.1.4.1 Vert. -10.14 -10.14 n Transverse Direction In Longitudinal Direction Surface Area (5) Pressure 00 with (+GCp 1) (-GCp 1) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 4.34 -2.14 4E 126 -3.83 -1.57 E Hors. Vert. 21.92 -39.14 21.92 -20.90 10 psi min. Halt. 5.72 5.72 Sec. 6.1.4.1 Vert -10.14 -10.14 Surface Area (� Pressure ) with Torsion (ft-k) ( +GC1) I( -GCpi) p (+GCp1) ( -GCp1) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 -3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 IT 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Hori. Torsional Load, MT 182 182 Design pressures far components and cladding p =gh[(GCP)- (GCP+)I where: p = pressure on component (Eq. 6-22, pg 33) Pmin = 10 psi (Sec. 6.1.4.2). G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 57-60) dine! Direction Surface Area (52) Pressure (k) with Torsion (+GCp 1) (ft-k) (-GCp 1) (+GCp 1) (-GCp 1) 1 160 1.76 4.65 6 16 2 286 -12.42 -7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 IT 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Horfz. Torsional Load, MT 81.7 81.7 Walls 2 3 2 2 -2 -1} Roof 0 . , Roof 9 »° Comp. & Cladding Pressure (psi) Effective X6.5 Zone 1 Zone 2 Zone 3 Zone 4 Zone 6 Negative Positive Negative Positive GCP I Positive Negative I I Negative I Comp. 33.99 0 0 I -0.90 0.50 1 -2. 0 0.50 -2. 0 1.00 -1. 0 1.00 -1.40 Comp. & Cladding Pressure (psi) Zone 1 Zone 2 Zone 3 Zone 4 Zone 6 Positive Negative Positive Negative Positive Negative Positive Negative I Positive Negative 33.99 I - 53.98 33.99 I - 113.97 33.99 - 113.97 58.98 - 63.98 58.98 -78.98 • •• ••• • • • • • •• • • • • • • • • •• ••• •• • • • •• • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • • ••• • • • • • • • • • •• • ••• • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • PROJECT :' Simone & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Window 26 DATE : REVIEW BY : Wind Analysis for<LoW -fIse Building, Based on ASCE 7-02 INPUT DATA Exposure category C (A„B, or D) = C Importance factor, pg 73, (0.87, 1.0 or 1.15) I = 1.00 Category I I Basic wind speed V = 146 mph Topographic factor (Sec.6.5.72, pg 30 & 47) e K,r = 1 Flat Building height to ridge he _ 20 ft Building height to rid hr = 24 ft t Building length L = 39 ft Building width B = 26 ft B Effective area of components A = 9 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 kips Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft kips Max total upward force = 40.50 kips ANALYSIS Velocity pressure qh = 0.00256 Kb Kzi Kd V2 I = 49.99 psf . where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6.3, Case 1,pg 76) = 0.92 Kd = wind directionality factor. (Tab. 8-4, for building, page 76) = 1.00 h = mean roof height = 22.00 ft < 60 ft, [Satisfactory] Design pressures for MFRS p = qh [(G Cpf )-(G Co )] where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G CPr = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G Co = product of gust effect factor and internal pressure coefflcient.(Fig. 6-5, Enclosed Building, page 49) • = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MIN(0.1B, 0.4h), 0.046,3] = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psf), Basic Load Cases Net Pressures (psi), Torsional Load Cases Surface Roof angle 0 = 17.10 Roof angle 0 = 0.00 Surface Roof angle 0 = 17.10 f GCPr Nett Pressure with r GCPr Net Pressure with f. G_Pr Net Pressure with (+GC•I) (-GC•1) (+Gc,1) ( -GC•i) t± (+GCpl) ( -GCPI) 1 2 3 4 1E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 -43.49 -31.93 -29.14 29.16 - 62.48 -41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 - 62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof angle 0 = 0.00 _ Pressure with CPr (+GC11) (-GC, 1) IT 2T 3T 4T 0.40 -0.69 -0.37 -0.29 2.75 -10.87 -6.87 -5.87 7.25 -6.37 -2.37 -1.37 3E �- �:.,,.�(4 REFERENCE CORNER Transverse 3 2E 2 3 2 2 3 ZONE 2/3 BOUNDARY 3E 3 20 2 3T 6 4 r, 6 4 �y4T 2E 2 ZT 6 4 4r \� \_\�. Direction 4E _ Aii7 % I S / REFERENCE cowNER bWINO DIRECTION Longitudin8PDired■ien Basic Lood Cases �,..,,;' \\ 4, j 1 5� / • • • • • • • REFERENCE CI NET' uA • NIND OIRECTI•N • • • • • • • • • • • •Tsanssrerre Dirgction .':� L:..,`:, 4E�_ .,.q \,.1, 1- ��1\11,. .. E:•'•717 5 E';:' 77 REFERENCE CORNER bVAND DIRECTION o bwino DIRECTION Longitudinal Direction Torsional Load Cases • • • • • • • • • • • • •• • • • • • • • • • • • • • • ••• ••• • • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • • ••• • • • • • • • • • • • • •• • • • • • • • • • • • • • • • •• • w • Basic Load Cases In T Surface 012) () P e J) with _ _ ( +GC• 1) (-GC,I ) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 £ Horiz. 36.11 36.11 -3.63 Vert. -40.50 -22.25 10 psf min. Horiz. 9.36 9.36 Sec. 6.1.4.1 Vert. -10.14 -10.14 Torsional Load Cases in Transverse DI Basic Load Cases In Longitudinal Direction Surface Area (ii2) Pressure (k) with (+GC• 1) (-GC• i ) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 -4.34 -2.14. 4E 126 -3.83 -1.57 £ Horiz. 21.92 21.92 -3.63 Vert. -39.14 -20.90 10 psf min. Hartz. 5.72 5.72 Sec. 6.1.4.1 Vert -10.14 -10.14 Surface Area (ft) Pressuro(k) with Torsion (ft-k) ( +GCp 1) (-GCp 1) ( +GCp i) (-GCp I ) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 - 3.01 65 25 1 E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 IT 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz. Torsional Load MT 182 182 Design pressures for components and cladding P =cid(GC,,)- (0Coil where: p = pressure on component. (Eq. 6-22, P9 33) Pmin = 10 psf (Sec. 6.1.4.2). G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 57-60) Torsional Load Cases In Longitudinal Direction Surface Area () Pressure(k) with Torsion (ft-k) (+GC)1) ( -GCpi) (+GCpI) (-GCpi) 1 160 1.76 4.65 6 16 2 286 -12.42 - 7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 IT 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Horiz Torsional Load, MT 81.7 81.7 Walls 2 1 Roof e.,° Roof eeC Comp. & Cladding Pressure ( Pte) Effective Area (� Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 eq. Positive Negative Positive Negative Positive t• Negative Positive Negative I -78.98 33.99 Comp. 33.99 - 113.97 -0 50 I _2 0 o 50 l -2. 0� I -1. 0 1.0 : 40 Comp. & Cladding Pressure ( Pte) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Positive Negative Positive Negative Positive Negative Positive t• Negative Positive Negative I -78.98 33.99 - 53.98 33.99 - 113.97 33.99 I - 113.97 58.98 I - 63.98 58.98 •• ••• • • • • • • • • • •• ••• •• • • • • • • • • • • • • • • •• • • • • • • •• • • • • • •• • • • ••• • • • • • • • • • • • • • • • • • • • • • • • •• • ••• • • • • • • • • • • • • • ••• • • • • • •• •• • • • • • • ••• • • • • • • • • • • • • • •• •• ••• • • PROJECT : Simone & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Window 25 DATE : REVIEW BY : Wind Analysis for Low -rise Building, Based on ASCE 7-02 INPUT DATA Exposure category (A„B, C or D) = C Importance f a c t o r , pg 73, (0.87,1.0 or 1.15) I = 1.00 Category I I Basic wind speed V = 146 mph Topographic factor (Sec 6.5.7.2, pg 30 & 47) Kn = 1 Flat t Building height to save he = 20 ft Building height to ridge hr = 24 ft a, -= 11111101:11110111110 Building length L = 39 ft Building width B = 26 ft B Effective area of components A = 12 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 kips Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft-kips Max total upward force = 40.50 kips ANALYSIS Velocity pressure cin = 0.00256 Kh K,, Kd V2 I = 49.99 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 75) = 0.92 Kd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = 22.00 ft < 60 ft, [Satisfactory] Design pressures for MWFRS p = qe [(G Cpr )-(G Co )] where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G Cpr = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G Cp 1= product of gust effect factor and internal pressure coefficient.(Fig. 65, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MIN(0.1 B, 0.4h), 0.04B,3] = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Surface Roof angle 0 = 17.10 Roof angle 9 = 0.00 Surface Roof angle 0 = 17.10 GC CO Net Pressure with Net Pressure with Gtpf Net Pressure with (+GC,i) ( -GCpi) GCpr (4GCpI) (-GCpi) (4CCpi) (-GCpi) 1 2 3 4 1 E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 -43.49 -31.93 -29.14 29.16 -62.48 -41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 -62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof angle 0 = 0.00 NetPresstrewith Cpr (-GCp i) (-GCp i ) IT 2T 3T 4T 0.40 2.75 -0.69 -10.87 -0.37 -6.87 -0.29 -5.87 7.25 -6.37 -2.37 -1.37 5 REFERENCE CORNER Transverse 3 2E 2 3 2E 2 3 ZONE 2/3 BOUNDARY 3E 3 7E 2 3F '�6 4``6T 2E 2 Zr 6 4 �/ Direction �- I 5 ,, IE REFERENCE CORNER �WTND DIRECTION Longitudinal Basic Load Cases • 4E • . • • • • 5 ,�� • • • • • • •REF>iiEN •R• ° WIND 0140C113111 • • • • • • • • • • • • • • • • Direction • • Transverse Direction IT REFERENCE CORNER WIND DIRECTION Longitudinal Torsional Load Cases 17 tE n WIND DIRECTION Direction •_ • • • • ••• • • • • • • • • •• • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • •• • ••• • • • • ••• • • • ••• • • • • • • • • • • • • • • • • •• •• • ••• • • Basic Load Ca Surfaoe Area (ft) Pressure with (+GC• 1) (-GCp 1) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 93 Hwiz. 36.11 36.11 -3.63 Vert. -40.50 -22.25 10 psf min. Horiz. 9.36 9.36 Sec.6.1.4.1 Vert. -10.14 -10.14 Torsional Load Ca Basic Load Cases In Longitudinal DI Surface Area (52) Pressure (k) with (+GCp 1) (-GCp 1) 1 446 4.91 12.94 2 408 -17.74 - 10.40 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 -4.34 -2.14 4E 126 -3.83 -1.57 93 Horiz. 21.92 21.92 -3.63 Vert. -39.14 -20.90 10 psf min. Hartz 5.72 5.72 Sec. 6.1.4.1 Vert. -10.14 -10.14 Surface Area () Pressure jk) with Torsion (ft-k) ( +GCp 1) (-GCp 1) (+GCp 1) (-GCp 1) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 - 3.01 65 25 1 E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 -2.52 77 42 IT 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz. Torsional Load MT 182 182 Design pressures for components and cladding p = qh[ (G Cp) - (G CO] where: p = pressure on component. (Eq. 6-22, pg 33) Pmin =10 psf (Sec. 6.1.4.2). G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 57-60) Torsional Load Cases hi Longitudin Surface Area (52) Prossurelk) with Torsion (ft-k) ( +GC•i) (-GCp 1) (+GCp1) (-GCp 1) 1 160 1.76 4.65 6 16 2 286 -12.42 - 7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1 E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 IT 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Horiz. Torsional Load, MT 81.7 81.7 Walls a S~ 2 a 2 9 Roof ec7° Roof a »• Comp. & Cladding Pressure ( Psf) Effective Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Negative Positive Negative Positive at Positive Negative Positive I -1.37 Comp. 12 0.48 -0.89 0.48 -2.04 0.48 I -2.04 0.99 I - .09 0.99 Comp. & Cladding Pressure ( Psf) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Positive Negative Positive Negative Positive at Positive Negative Positive Nogaiive 33.20 -53.59 33.20 - 111.20 33.20 - 111.20 58.28 I - 63.28 58.28 I -77.58 •• ••• • • • • • •• • • • • • • • •• ••• •• • • • •• • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • 5 • • • • • • • • • •• •• • • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• • • • •• •• ••• • • • ••• • • PROJECT : Simone & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Window 24 DATE : REVIEW BY : Wind Analysis for Low -rise Building, Based on ASCE 7 -02 INPUT DATA Exposure Category (A.,B, C or D) = C Importance factor, pg 73, (0.87,1.0 or 1.15) I = 1.00 Category I I Basic wind speed V = 146 mph Topographic factor (Sec.6.5.7.2, pg 30 & 47) Kn = 1 Flat L Building height to save he = 20 ft Building height to ridge hr = 24 ft • '' Building length L = 39 ft Building width B = 26 ft B Effective area of components A = 7.22 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 Idps Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft-kips Max total upward force = • 40.50 kips ANALYSIS Velocity pressure qh = 0.00256 Kt, Kit Kd V2 I = 49.99 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 75) = 0.92 Kd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = 22.00 ft < 60 ft, [Satisfactory] Design pressures for MWFRS p = qh [(G Co HG Co )l where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G CO = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G Co = product of gust effect factor and internal pressure coefficient(Fig. 6-5, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MI N(0.1 B, 0.4h), 0.04B,3] = 3.00 ft (IBC Fig.1609.6.2.2. footnote 5) Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Surface Roof angle 0 = 17.10 Roof an de 0 = 0.00 • Surface Roof ankle 0 = 17.10 GCPf Net Pressure with GCpf Net Pressure with G�t Net Pressure with (+GC,,,) ( -GCp,) (+GCpl) ( -GCpl) (+GCpi) ( -GCpi) 1 2 3 4 1E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 -43.49 -31.93 -29.14 29.16 62.48 -41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 -62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof angle 0 = 0.00 Net Pressure with G �r ( +GCp I) (GCp I ) 1T 2T 3T 4T 0.40 -0.69 0.37 -0.29 2.75 -10.87 -6.87 -5.87 7.25 -6.37 -2.37 -1.37 3E 3 4 \` � �'" 1 \�Q� \� \fit REFERENCE CORNER \ Transverse Direction 2E 2 3 2 6 7 4E .gQ:U1HT,. 'h ,. 1 \ \1 \\\ j� t �j j• 1E S a / REFERENCE CORNER WINO DIRECTION Longitudinal Basic Load Cases 3 2 ZONE 2/3 BOUNDARY 3E 3 Sr i/ 6 4 = T ZE v-�• ►� -,.,:\ \�� �\ 0, \ \�,. 1 r - • • • • • • 5 • • / • • • • rEntNCE• • • G if. RIND DtRRDOI • • • • • • • • • • • • • • • • •• ••• •• • • • •• Direction Transverse Direction 2 2T 6 4 4T 5,: �:...:..: 4E�ti- .,gU 31112\1:\:::"....- \\ • IT j �E ••' •. 5 � / b REFERENCE CORNER RIND DIRECTON Longitudinal Torsional Load Cases ' �' *" ' '' ti � 1E c WIND DIRECTION Direction � •_ • _•_ _•_ • • ••• • • • • • • • • •• • • • • • • • • • • • • • • • • • • • •• • ••• • • • • • • • ••• • • • • • • • • • • • ••• • • • • • • • • • a • • •• •• • • • •• •• • • • • ••• • • Basic Load Cases In Transve Sin face Area (52) Pressure (k) with ( +GCp1) (-GCs 1) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 E Horiz. 36.11 36.11 -3.63 Vert -40.50 -22.25 10 psf min. Horiz 9.36 9.36 Sec. 6.1.4.1 Vert. -10.14 -10.14 Torsional Load Cases in Transverse Di Basic Load Cases in Longitudinal Direction Surface Area (52) Pressure (k) with (+GCpi) ( -GCs 1) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 -4.34 -2.14 4E 126 -3.83 -1.57 93 Horiz. 21.92 21.92 -3.63 Vert -39.14 -20.90 10 psf min. Horiz. 5.72 5.72 Sec. 6.1.4.1 Vert. -10.14 -10.14 Surface Area (ft2) Pressure (k) with Torsion (ft-k) (+GCpi) ( -GCp1) (+GCpI) ( -GCp1) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 - 3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 1T 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 285 -2.12 - 0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz Torsional Load Mr 182 182 Design pressures for components and claddinq p = qh[ (G Cp) - (G Cpi)] where: p = pressure on component. (Eq. 6-22, pg 33) Pmin = 10 psf (Sec. 6.1.4.2). G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 57-60) Torsional Load Cases in Longitudinal Direction Surfer Area (52) Pressure(k) with Torsion (ft-k) ( +GCpi) (-GCp 1) (+GCp i) (-GCpi ) 1 160 1.76 4.65 6 16 2 286 -12.42 - 7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 IT 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Horiz Torsional Load, Mr 81.7 81.7 Walls 3! 2 2 s~3- 2 F -13 Roof e.7° Roof a »` Comp. & Cladding Pressure (1) Effective X7.22 2) Zone 1 Zone 2 Zone 3 Zone 4 Zone S Negative Festive Negative Festive Negative Positive Negative Positive Negative I -78.98 33.99 Comp. 33.99 0.50 I -0.90 0.50 -2.10 0.50 I -2.10 1.00 -11 0 1.00 I -1.40 Comp. & Cladding Pressure (1) Zone 1 Zone 2 Zone 3 Zone 4 Zone S Positive Negative Festive Negative Festive Negative Positive Negative Positive Negative I -78.98 33.99 - 53.98 33.99 - 113.97 33.99 I - 113.97 58.98 ( - 63.98 58.98 • • • • • • • • • •• ••• •• • • • •• •• ••• • • • • • •• • • • • •• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • •• •• •• • •• •• • • • PROJECT : Simone & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Window 23 DATE : REVIEW BY : Wind Analysis for Low -rise Building, Based on ASCE 742 INPUT DATA Exposure category (A„B, C or D) C Importance factor, pg 73, (0.87, 1.0 or 1.15) I 1.00 Category l I Basic wind speed V = 146 mph Topographic factor (Sec.6.5.7.2, pg 30 & 47) Ka = 1 Flat t Building height to eave he = 20 ft Building height to ridge hr = 24 ft -' Illh10011.1101 Building length L = 39 ft Building width B = 26 ft B Effective area of components A = 7.22 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 kips Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft-kips Max total upward force = 40.50 kips ANALYSIS Velocity pressure qh = 0.00256 Kh Ke Kd V2I = 49.99 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 75) = 0.92 Kd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = 22.00 ft < 60 ft, [Satisfactory] Design pressures for MWFRS p = qh gG Cpf MG CO )] where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G Cpf = product of gust effect factor and external pressure coefficient see table below. (Fig. 6-10, page 55 & 56) G Chi = product of gust effect factor and internal pressure coefficient.(Flg. 6-5, Enclosed Building, page 49) = 0.18 or --0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MIN(0.1 B, 0.4h), 0.04B,3] = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Surface Roof angle e = 17.10 Roof angle 0 = 0.00 Surface Roof an le 0 = 17.10 r G Cpr Nett Pressure with �Chr Net Pressure with �Cpr Net Pressure with ( +GCpi) ( -GCpi) (+GC1,) ( -GCpi) (+GChi) ( -GCpi) 1 2 3 4 1 E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 -43.49 -31.93 -29.14 29.16 - 62.48 -41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 - 62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 1T 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Roof angle 0 = 0.00 Cpf Net Pressure with (+GCp i) (-GC, i ) IT 2T 3T 4T 0.40 -0.69 -0.37 -0.29 2.75 -10.87 -6.87 -5.87 7.25 -6.37 -2.37 -1.37 3E 3 2E Z 3 2E 2 2 3 ZONE 2/3 BOUNDARY 3E 3 3r 3 2 3r 6 4 �' ".6 R z 4 0.T REFERENCE CORNER Transverse Direction 5 �• / REFERENCE CORNER u WIND DIRECTION Longitudinal Basic Load Cases \ ---,4^, 1• • • 5 • t lE • • • • RErERENCSCOISER �/ u RIND Ali • • • • • • • • •• ••• •• • • • •• Direction Transverse Direction ^.:".; ':.: ��6 .1.1.1`;'''T , j. rE 1T 5 ��f'•�:; REFERENCE CORNER 0 WIND IOREC11ON Longitudinal Torsional Load Cases T U BIND DIREcNON Direction • • • • • ••• • • • • • • o • • i • • • • • • • • • • • • • • •• •• • • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 000 • • • ••• • • Basic Load Cases in T Surface Area (52) Pressure (k) with ( +GC 1) (.-GCp t ) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 E Horiz 36.11 36.11 -3.63 Vert. -40.50 -22.25 10 psi min. Horiz. 9.36 9.36 Sec. 6.1.4.1 Vert. -10.14 -10.14 Torsional Load Cases in Tra Basic Load Cases In Longitudinal Direction Surface Area () Presstse (k) with ( +GCpi) ( -GCp1) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 4.34 -2.14 4E 126 -3.83 -1.57 E Horiz. 21.92 21.92 -3.63 VerL -39.14 -20.90 10 psi min. Horiz. 5.72 5.72 Sec. 6.1.4.1 Vert. -10.14 -10.14 Surface Area (f`) Pressure (k) with Torsion (ft-k) ( +GCp1) ( -GCp1) (+GCp1) ( -GCpI) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 - 3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 r18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 1T 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 - 0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz. Torsional Load MT 182 182 Design pressures for components and cladding p =ghE(GCP)-(GCpi)I where: p = pressure on component. (Eq. 6-22, pg 33) Pmin = 10 psf (Sec. 6.1.4.2). G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 57 -60) Torsional Load Cases in Longitudinal Di Surface Area (52) Pressure fk) with Torsion (ft-k) (+GCC1) ( -GCp1) ( +GCpt) ( -GCp1) 1 160 1.76 4.65 6 16 2 286 -12.42 -7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 - 3.77 -0.88 13 3 1 E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 IT 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 8 4T 286 -1.68 -0.39 -11 -2 Total Horiz. Torsional Load, MT 81.7 81.7 Walls 3' 2 2 2 _a y� a Roof e•r° 3 �Yy3 I I I 1 12 NI ti 1 i 1 3123 I 1 Roof a »° Comp. & Cladding Pressure (Psi) Effective Area() Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 GCP GC, GC, GCP GCr GC, GC, -GC, GCp • •GCP Comp. 7.22 0.50 -0.90 0.50 -2.10 0.50 -2.10 1.00 I -1.10 1.00 -1.40 Comp. & Cladding Pressure (Psi) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Posslve Nasative Positive Negative I Positive Dative Positive Negative Positive negative 33.99 - 53.98 33.99 - 113.97 33.99 I - 113.97 58.98 I - 63.98 58.98 I -78.98 • • • • • • •• ••• • • • • • •• • • • •• ••• •• • • • •• • • • • • • • • • • • • • • •• • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • •• • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PROJECT : Simone & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Window 22 DATE : REVIEW BY : Wind Analysis for Low -rise Building, Based on ASCE 7-02 INPUT DATA (AA category (A C or D) = C Importance factor, pg 73, (0.87,1.0 or 1.15) I = 1.00 Category II Basic wind speed V = 146 mph Topographic factor (Sea6.5.7.2, pg 30 & 47) K• = 1 Flat L Building height to eave he = 20 ft Building height to ridge hr = 24 ft -c 11110 Building length L = 39 ft Building width B = 26 ft B Effective area of components A = 12 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 kips Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft-kips Max total upward force = 40.50 kips ANALYSIS Velocity Pressure qh = 0.00256 Kh K2 Kd V2 I = 49.99 psi where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1.141 75) = 0.92 Kd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = 22.00 ft < 60 ft, [Satisfactory] Deakin Pressures for MWFRS P = qh [(G Co MG Co )] where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G Co = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G C1 1= product of gust effect factor and internal pressure coefficient.(F(g. 6-5, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MIN(0.1B, 0.4h), 0.04B,3] = 3.00 ft (IBC Fig.1609.6.2.2. footnote 5) Net Pressures (pat), Basic Load Cases Net Pressures (psi), Torsional Load Cases Surface Roof angle 0 = 17.10 Roof angle 8 = 0.00 Surface Roof angle 9 = 17.10 (3Cpr Net Pressure with ° rr� Net Pressure with � G r�pr Net Pressure with (+GC•1) ( -GC•i) ( +GC,i) ( -GC, i) ( +GCr pl) ( -GC,') 1 2 3 4 1 E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 -43.49 -31.93 -29.14 29.16 - 62.48 -11.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 -62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof angle 0 = 0.00 ,., Pressure with Cpl ( +GC• I) (-GC•i ) IT 2T 3T 4T 0.40 2.75 -0.69 -10.87 -0.37 -6.87 -0.29 -5.87 7.25 -6.37 -2.37 -1.37 '�. �/ REFERENCE CORNER Transverse 3E 3 2E 2 3 2E 2 6 4 '�\\ \l�� eE � .nti\, \NUS., 'tc / REFERENCE CORNER WIND DIRECTION Direction Longitudinal Basic Load Cases 3 ZONE 2/3 BOUNDARY 7 3T ....,-.6 ....,-.6 4 =T 2E 4E�� �,,.�(q \�1r �' , • • • =eEFE:EN :CO R • ° 211,sem, &I IOg • • • • • • • •• ••• •• • • • •• Direction Transverse Direction 3 2E 2 2T 2 4 47 4E�_ ,n\i\a \�'Lsoip 7 REFERENCE CORNER WIND DIRECTION Longitudinal Torsional Load Cases 3T tT ° WIND DIRECTION Direction • • • • • ••• • • • • • • • • •• • ••• • • • • ••• ••• • • • • • • • • • • • • • • •• • ••• • • • • ••• • • • ••• • • • • • • • • • • • • • •• • Basic Load Cases In T slutacs ea e, (u/ Prim�`) with fi%GCpi) (+GCpI) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1 E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 93 Horiz. 36.11 36.11 -3.63 Vert. -40.50 -22.25 10 psf min. Horiz. 9.36 9.36 Sec. 6.1.4.1 Vert. -10.14 -10.14 Torsional Load Cases in T Basic Load Cases In Longitudinal Direction Surface Area l (k) with /Prreessure ( GCp l) (-GCp l ) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 -4.34 -2.14 4E 126 -3.83 -1.57 93 Holz. 21.92 21.92 -3.63 Vert. -39.14 -20.90 10 psf min. Horiz. 5.72 5.72 Sec. 6.1.4.1 Vert. -10.14 -10.14 Surface Area (52) Presslrejk) with Torsion (ft-k) ( +GCpI) (-GCp l) (+GCpI) (-GCpI ) 1 270 4.38 9.24 36 76 2 184 - 7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 - 3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 1T 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz. Torsional Load MT 182 182 Design pressures for components and cladding p =gh[(GC)- (GCpi)l where: p = pressure on component. (Eq. 6-22, pg 33) Pmin = 10 pat (Sec. 6.1.4.2). G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 57-60) Torsional Load Cases In Longitudinal Direction Surface Area 012) Pressure (k) with T on (ft-k) (+GCpI) ( -GCpI) (+GCpI) ( -GCpI ) 1 160 1.76 4.65 6 16 2 286 -12.42 - 7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1 E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 IT 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Horiz. Torsional Load, MT 81.7 81.7 Walls 2 ft 3~ 2 2 -z �s Roof 0 0 " Roof e>?- Comp. & Cladding Pressure (Pat) Effective X12 Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Positive Negative Positive Negative Positive Negative Positive Negative 33.20 -53.59 I -1.37 Comp. 33.20 0.48 -0.89 0.48 - 2.04 0.48 ( 2.04 0.99 I -1.09 0.99 Comp. & Cladding Pressure (Pat) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative 33.20 -53.59 33.20 - 111.20 33.20 - 111.20 58.28 I - 63.28 58.28 I -77.58 •• ••• • • • • '•• • • ® • • • • • • • •• ••• •• • • • •• • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • i • • • • • • • • • • • •• •• • • ••• • • ••• • • • • • • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • PROJECT : Simone & Mayda Residence PAGE : CLIENT : Smith & Smith Design Corp. DESIGN BY : DC JOB NO.: Window 28 DATE : REVIEW BY : Wind Analysis for Low-rise Building, Based on ASCE 7-02 INPUT DATA Exposure category (a,B. C or D) = C Importance factor, pg 73, (0.87, 1.0 or 1.15) I = 1.00 Category I I Basic wind speed V = 146 mph Topographic factor (Sec.6.5.7.2, pg 30 & 47) Kn = 1 Flat L Building height to save he = 20 ft Building height to ridge hr = 24 ft = Building length L = 39 ft Building width B = 26 ft 1 B Effective area of components , A = 6.5 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 36.11 kips Max horizontal force normal to building length, B, face = 21.92 kips Max total horizontal torsional load = 181.73 ft-kips Max total upward force = 40.50 kips ANALYSIS Velocity pressure qh = 0.00256 Kh K21 K. V2 I = 49.99 psf where qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, case 1,pg 75) = 0.92 Kd = wind directionality factor. (Tab. 6-4, for building, page 76) = 1.00 h = mean roof height = 22.00 ft < 60 ft, [Satisfactory] Design pressures for MWFRS p = qh «G Co )-(G Co )] where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G Co = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) G Cp 1= product of gust effect factor and internal pressure coefticient(Fig. 6-5, Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MIN(0.1 B, 0.4h), 0.04B,3] = 3.00 ft (IBC Fig.1609.6.2.2, footnote 5) • Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Surface Roof angle 0 = 17.10 Roof angle 8 = 0.00 Surface Roof angle 8 = 17.10 G_Pr Net Pressure with GCpf Net Pressure with GCpf Net Pressure with (+GCpf) (-GCpf) (+GCpf) ( -GCpi) ( +GCp1) ( -GCp1) 1 2 3 4 1E 2E 3E 4E 5 6 0.50 -0.69 -0.46 -0.40 0.76 -1.07 -0.66 -0.60 -0.45 -0.45 16.24 .43.49 -31.93 -29.14 29.16 - 62.48 -41.94 -38.96 -31.49 -31.49 34.23 -25.49 -13.93 -11.14 47.15 -44.49 -23.95 -20.97 -13.50 -13.50 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 11.00 -43.49 -27.49 -23.49 21.49 - 62.48 -35.49 -30.49 -31.49 -31.49 28.99 -25.49 -9.50 -5.50 39.49 -44.49 -17.49 -12.50 -13.50 -13.50 IT 2T 3T 4T 0.50 -0.69 -0.46 -0.40 4.06 -10.87 -7.98 -7.28 8.56 -6.37 -3.48 -2.79 Surface Roof angle 0 = 0.00 ,.., Pressure with Cpr (+GCp 1) (-GCpf ) IT 2T 3T 4T 0.40 2.75 -0.69 -10.87 -0.37 -6.87 -0.29 -5.87 7.25 -6.37 -2.37 -1.37 3E 3 2E 2 3 2E 2 3 ZONE 2/3 BODNOARV 31 3 2E 2 3t 3E 3 ZT 4 -� 6 € 4T 6 4 6 4 aE _ ~,_ -� �'��� -1 q1�� \� 4E _ ...,1 \ \. \lUt �. \\���.° \\ tE 5 REFERENCE CORNER / REFERENCE CORNER WIND DIRECTION Transverse Direction Longitudinal Basic Load Cases .« 1_ '•'.•( }� 4E`i ... V \l\11-�v �\ \ \���. \ \1 ?'•'::•'.':' 1T \111 •::: , ` S• 1• • • • • . " lE � / REFERENCE CORNER • F • • • • • •EFE•EN 5COR•ER • ° &TT' WIND *ems • • • • • • • WIND DIRECTOR • • • • • • • • a •• • Direction Transverse Direction Longitudinal Torsional Load Cases ♦y- -:;:I� .. hhE iT M " 1 1 QWIND DIRECTION Direction _• • • • • ••• • • • • • • • • •• • • • • • • I • • • • • • • • • • •• • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Basic Load Cases hi Transverse Direction Surface Area (52) Pressurel) with 1 (-GCp j ) (+GCp 1) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1E 120 3.50 5.66 2E 82 -5.10 -3.63 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 2E Horiz. 36.11 36.11 -25 Vert -40.50 -22.25 10 psf min. Horiz. 9.36 9.36 Sec. 6.1.4.1 VerL -10.14 -10.14 Torsional Load Cases In Transverse Direction Basic Load Cases in Longitudinal Direction Surface Area Of) Pressure (k) with ( +QOp I) (-GCp i ) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 -10.49 -2.45 1E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 -4.34 -2.14 4E 126 -3.83 -1.57 2E Horiz. 21.92 21.92 -25 Vert -39.14 -20.90 10 psf min. Horiz. 5.72 5.72 Sec. 6.1.4.1 Vert -10.14 -10.14 Surface Area (52) Pressure ) with Torsion (ft-k) ( +GCpi) I( -GCpI) ( +GCpI) ( -GCp 1) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 - 3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 IT 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz. Torsional Load Mr 182 182 Design pressures for components and cladding P (GCn)- (GC12l where: p = pressure on component. (Eq. 6-22, pg 33) Amin =10 psf (Sec. 6.1.4.2). G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 57-60) Torsional Load Cases In Longitudinal Direction Surface Area (f Pressure ) with Torsion (ft-k) ( +GCp 1) (-GCp 1) ( +GCp 1) (GC, i ) 1 160 1.76 4.65 6 16 2 286 -12.42 - 7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 -4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 16 IT 286 0.79 2.07 -5 -13 2T 408 -4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Horiz Torsional Load, MT 81.7 81.7 Walls it 2- 2 7'- 2 _s 42 2 -1 2 Roof e. ° Roof a >” Comp. 8. Cladding Pressure Pte) Effective Area (52) Zone 1 Zone 2 Zone 3 Zone 4 Zone S GCp - GCp GCp I - GCp GC. - C+Cp OCp - GCp GCp l -GCp Comp. 6.5 0.50 -0.90 0.50 J -2.10 0.50 -2.10 1.00 -1.10 1.00 I -1.40 Comp. 8. Cladding Pressure Pte) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Positive Negative Positive Negative Positive Negative ffi- Positive Negative Pos9lve Negative N( -78.98 33.99 53.98 33.99 - 113.97 33.99 I - 113.97 58.98 - 63.98 58.98 • • • • •• • • • • • -•• • • • • • • • • •• ••• •• • • • •• • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • • ••• • • • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • • • • • • • • • • • • •• •• O • • • . • • • • • • • • • • •. • • • • • ••• • • • • • • • • • • ••• • •• • • • • • • • • • • • • • • • • • • • • • • • ••• • • • •• • • • • ••• • • • • ••• • •• • • • . • • • • • • • • • • • •• ••• •• • • • • • • • •• • • • • • ••• •• COMPUTATIONS ca Project: MAYDA & SIMONE RESIDENCE ADDITION 620 NE 101 Street Miami Shores, Florida MMIZIEg7M1M La OCT 30 2006 BY:-- Project No.: 060679 Architect: Smith . Smith Design Corporation Date: 10/19/2006 ALL COMPUTATIONS AND WRITTEN MATERIALS HEREIN CONSTITUTE ORIGINAL WORK OF THE ENGINEER AND MAY ONLY BE DUPLICATED WITH THE ENGINEERS WRITTEN CONSENT ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 891 -5049 FAX NO. (305) 891 -0504 EB NUMBER: 0007488 PE NO. 35460 ALIAKBAR ARBAB FL P.E. NO. 35460 • .. •• •• • • • • • • • • • •.. •••• • • • • •• • • • • • • • • • ••• • • • • • • • • • • • • • •. • WINDO2 v2-21 Detailed Wind Load Design (MetilOd 2) par ASCU T -OZ ::. • • • Analysis by: EF Company Name: • • *MAID Engitieeri?ig, Inc.. • Description: Mayda & Simone Residence I of ZC 10/19/2006 User Input Data Structure Type Building Basic Wind Speed (V) 145 mph Struc Category (I, II, Ill, or IV Exposure (B, C, or D) C Struc Nat Frequency (n1) 1 Hz Slope of Roof 3.5 :12 Slope of Roof (Theta) 16.3 Deg Type of Roof Hipped Kd (Directonality Factor) 1 Eave Height (Eht) 21.33 ft Ridge Height (RHt) 24.00 ft Mean Roof Height (Ht) 22.66 ft Width Perp. To Wind Dir (B) 14.50 ft Width Paral. To Wind Dir (L) 46.66 ft Calculated Parameters Type of Structure Height/Least Horizontal Dim 1.56 Flexible Structure No .. - -. Cajc4ialed Par9tneteri Iniptirtande ;alfos : I :1 • y Hurricane Prone Region TV> 100 mph) Table 6 -2 Values Alpha = 9.500 zg = 900.000 At = 0.105 Bt = 1.000 Bm = 0.650 Cc = 0.200 1= 500.00 ft Epsilon = 0.200 Zmin = 15.00 ft Gust Factor Category . Method Gust1 I For rigid structures (Nat Freq > 1 Hz) use 0.85 I 0.851 Gust Factor Category II: Rigid Structures - Complete Analysis Max + Zm Zmin 15.00 ft lzm Cc * (33/z) ^0.167 0.2281 0.55 Lzm I *(zm /33) ^Epsilon 427.06 ft Q (1/(1 +0.63 *((B +Ht) /Lzm) ^0.63)) ^0.5 0.9385 I 0.18 Gust2 0. 925 *((1 +1.7 *Izm *3.4 *Q) /(1 +1.7 *3.4 *Izm)) 0.8927 Gust Factor Summary 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 I 0.18 I -0.18 Developed by Meca Enterprises, Inc. Copyright 2006 Arbab Engineering, Inc. Page No. 1 of 4 • .. • • • • • • • • • .. • • • • • • • • • • • ... • • • • • • • • • ... • • • • ... WINDO2 v2-21 Detailed Wind Load Design (Metf1®d 2) per A G 7 -OZ 6.5.12.2.1 Design Wind Pressure -��i ildjngs ()Pal o2ofZc 10/19/2006 Elev ft Kz Kzt qz Ib/ft ^2 Pressure (Ib/ft ^2)* * 2.01 *(Ht/zg) ^(2/Alpha) Windward Wall* * * * * S. tripwire Wall :. 'total Shear Moment +GCpi -GCpi :}QCpi : : P PI +!- 3cpi (Kip) (Klp-ft) 24 0.94 1.00 50.44 25.33 43.27 " -19.10 ' ti .16. ' '44.43 0.86 0.58 22.66 0.93 1.00 49.84 24.92 42.86 -19.10 - 1.16 44.02 1.71 1.72 21.33 0.91 1.00 49.21 24.49 42.43 -19.10 -1.16 43.59 2.55 3.42 20 0.90 1.00 48.54 24.04 41.98 -19.10 -1.16 43.14 5.68 12.94 15 0.85 1.00 45.69 22.10 40.04 -19.10 -1.16 41.20 14.64 179.54 Note: 1) Positive forces act toward the face and Negative forces act away from the face. Figure 6 -6 - External Pressure Coefficients. Cp • Loads on Main Wind -Force Resisting Systems (Me o • 2) I ® N A .rr y sfry Ar L Variable Formula Value Units Kh 2.01 *(Ht/zg) ^(2/Alpha) 0.93 Kht Topographic factor (Fig 6-4) 1.00 Qh .00256 *(V) ^2 *I *Kh *Kht *Kd 49.84 psf Khcc Comp & Clad: Table 6 -3 Case 1 0.93 Qhcc .00256 *V ^2 *I *Khcc *Kht *Kd 49.84 psf Wall Pressure Coefficients, Cp Surface Cp Windward Wall (See Figure 6.5.12.2.1 for Pressures 0.8 Roof Pressure Coefficients, Cp Roof Area (sq. ft.) Reduction Factor I 1.00 Calculations for Wind Normal to 14.5 ft Face Additional Runs may be reg'd for other wind directions Cp Pressure (psf) +GCpi -GCpi; Leeward Walls (Wind Dir Normal to 14.5 ft wall) Leeward Walls (Wind Dir Normal to 46.66 ft wall) Side Walls -0.24 -0.50 -0.70 -19.10 -1.16 -30.15 -12.21 -38.62 -20.68 Roof - Wind Normal to Ridge (Theta > =10) - Windward - Min Cp Windward - Max Cp for Wind Normal to 14.5 ft face -0.61 -34.90 -16.95 -0.12 -14.16 3.78 Developed by Meca Enterprises, Inc. Copyright 2006 Arbab Engineering, Inc. Page No. 2 of 4 • . .•• • • •. .• • • • .. • • • • • • • • • • • • ... • • • • • • • • • • • • • • • • WINDO2 v2 -21 ... • • • • ... Detailed Wind Load Design (Metflad 2) er ASCU 7-0Z.: • • - .53 • : : -$1.2g ::1 g.31 ••• !0.61 625.92 • -0.53 -22.28 -22.28 •• 8Q ••, •• 3• •33.46 Leeward Normal to Ridge Overhang Top (Windward) Overhang Top (Leeward) Overhang Bottom (Applicable on Windward onl y) a� • Roof - Wind Parallel to Ridge (All Theta) - for Mid NcOI to $b'611 ft face. Dist from Windward Edge: 0 ft to 45.32 ft - Max Cp •• 76$0, .. • 1.35 Dist from Windward Edge: 0 ft to 11.33 ft - Min Cp - 0.90 -47.10 -29.15 Dist from Windward Edge: 11.33 ft to 22.66 ft - Min C -0.70 -38.62 -20.68 Dist from Windward Edge: 22.66 ft to 14.5 ft - Min Cp -0.70 -38.62 -20.68 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 0.93 = 1.00 49.84 16.3 Deg Transverse Direction Torsi° all Load Cases Longitudinal Direction Wind Pressures on Main Wind Force Resisting System Surface GCpf +GCpi -GCpi qh (psf) Min P (psf) Max P (psf) 1 0.50 0.18 -0.18 49.84 15.84 33.79 2 -0.69 0.18 -0.18 49.84 -43.36 -25.42 3 -0.45 0.18 -0.18 49.84 -31.54 -13.60 4 -0.40 0.18 -0.18 49.84 -28.68 -10.74 5 -0.45 0.18 -0.18 49.84 -31.40 - 13.46 6 -0.45 0.18 -0.18 49.84 -31.40 -13.46 1E 0.75 0.18 -0.18 49.84 28.56 46.50 2E -1.07 0.18 -0.18 49.84 - 62.30 -44.35 3E -0.65 0.18 -0.18 49.84 -41.39 -23.45 4E -0.59 0.18 -0.18 49.84 -38.28 -20.34 10/19/2006 Developed by Meca Enterprises, Inc. Copyright 2006 Arbab Engineering, Inc. Page No. 3 of 4 • • • •• • •• • • • WINDO2 v2 -21 ••• • • • • • • • • • • • • ••• • • • • ••• • • • • ••. • •• • • • • • • • • • • • • •. • Detailed Wind Load Design (Met* 2�)611se; 4tE'7 -02... •6. * p = qh * (GCpf - GCpi) • •. • • • • • • • • •• ••• • • • • • ••• • • • • Figure 6 -11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Wiltlirtgwin 1=•§0:t• • • •• • • ••• • • • • •• • • • • • • ••• •• a = 1.45 =_> •• • • 3.00 ft VC a Hipped Roof 7 < Theta <= 27 aceive a help Screen 4 C 2C 10/19/2006 Component Width (ft) span (ft) Area (ftA2) Zone GCp Nind Press (Ib/ft ^2 Max Min Max Min Roof 10.00 1 0.50 -0.90 33.89 -53.82 Roof 10.00 2 0.50 -1.70 33.89 -93.69 Roof 10.00 3 0.50 -1.70 33.89 -93.69 Wall 10.00 4 1.00 -1.10 58.81 -63.79 Wall 10.00 5 1.00 -1.40 58.81 -78.74 0.00 Window 1 3 4 12.00 4 0.99 -1.09 58.11 -63.09 Window 2 10.00 4 1.00 -1.10 58.81 -63.79 Window 3 10.00 5 1.00 -1.40 58.81 -78.74 Note: * Enter Zone 1 through 5, or 1H through 3H for overhangs. Developed by Meca Enterprises, Inc. Copyright 2006 Arbab Engineering, Inc. Page No. 4 of 4 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305) 891 -504$ GH1• CKED SV • • • • • • •SCALE • • • • _,..,.....era_: .,_..- ,.Al -_.,R. ,. i•• • Z• E 024 SH€ETI�O.�•• • .5: OF • • ••• • • • ••• CALCULATED BY DATE I C 1' DATE • •• • • • • • • • • • Ma bele•PiA. 51frt c`. •• •• ARBAB ENGINEERING, INC. ;HEETtio. G 9 OF • • ••• • • • • ••• CALCULATED BY CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 DATE 14 / 20/ t2 N. MIAMI, FLORIDA 33181 (305) 891-504% ?I‘ECKEDN't • • • • • • DATE • • • • • • • • • • • CCALE • •■•,,P. • 11, T_i • - i• 1Ac . • • 1 0., • 1 . • • • • • • • • • • L. • • - - I - • • • • • • 1. • • 1 -1 • • -• 1 4 - " - -1 _.1 ; 1. 'S . 1 -ttemprct nt../.4tr v _, ... . . _ 1 ARBAB ENGINEERING, INC, • CONSULTING ENGINEERS • 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305) 891 -5049. • • J043 •SI=EETtJ0.... . •• • :7 • • • • • • • • • • r • • CALCULATED BY ° GHECKEP • • . • • • • • • • • • :Sall •• • • • • • • • •`• • •• ••• •• of .2;� DATE 101 0 11 o DATE f� •i •}• I • P • •• •� { _ kkitil0-11/4VAik IAJA P 1-1F to r pfk.91-7 ii 10Alt' t . 7 eij:HiETIC OF ..2, G ARBAB ENGINEERING INC; . • . • • • • • CONSULTING ENGINEERS* • ••• • • • • ••• DATE ;p MO 4, CALCULATED BY 11900 BISCAYNE BLVD., SUITE 508 i N. MIAMI, FLORIDA 33181 (305) 891-50149 • CHEVAD BY. • • • DATE • • • • • • • • • • scALE• Sao Sibs.," ) I • 1 • • i 1 '.. t491.11*--izz i .1, - •• .., • !.. 155 , •••18 Sao I 1 ! it 1 _ •••• e • I. .1 .• ...alt ; I - • i or- ar • a • • • • LlifirlIF il : . 211713 3 1- •• •. • , • ,.• .: ••• •, 1 • III • • • . • • i • i • 01 a * • ; • o'i o--- - •-1-4,- -- i -- - - — • I i t 1. t 1 t 1Z444; tt'' .1U 1 - 4 t t t i t t ii ! i ; I , tr: I • I • :': 1 i 1) 4. 4 i , rEjig . 7 , 1° "--4--7-r- 411 i )4? 41 iS7+ 9437 t W3 4. ARBAB ENGINEERING, INq:IsHiEntci: • • • • • • • • CONSULTING ENGINEERS • • ••• • • • • ••• CALCULATED BY 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305) 891-5,0:49 • ... CHEc19) B.Y.. . • • • : : ,SALE. • • . • • .. ..., , . . 6 x , PA i A At ■••t I 1 41•• gi • • I •• ; • .. • • 1 - • • ; 111111'9 i;! ° f i , 1 1 44i... •: oili;,41:, ,.1;1..L.. , .. ■ • • OF p; DATE I .9/ If/06 DATE if. Lit 10$ 0 0 - -1- 3 A 1,0 Pp 4? it 4,-)t 164 =13-1.3 k V • • •• •• • • • • • • • • • o of eLS ••• • • • ••• • • •'. MIAMI DADE COUNTY, FLORIDA MaTRO -DADE FLAGLER BUILDING ••• • • • • ••• PRODUCT' CONTROL NOTICE United Steel Products Company 703 Rogers Drive (P, O.. Box 80) Montgomery ,MIN 56069 BUILDING CODE COMPLIANCE OFFICE • • • • • • • IV:VIRG -DADE FLAGLER BUILDING • • • • . • • . . • :141 VAST FLAGLER STREET, SUITE 1603 • • • • • • • • • • MIAMI, FLORIDA 33130 -1563 OF 7iCCEPT 4NCE+ • . • '. 1305) 375-2901 FAX (305) 375 -2908 •.•• • • • CONTRACTOR LICENSING SECTION • • • ••• • • (305) 375 -2527 FAX (305) 375-2558 • • • COl7TRACTOR ENFORCEMENT DIVISION • • • • • • • ••• • •' (305) 375 -2966 FAX (305) 375-2908 PRODUCT CONTROL DIVISION (305) 375 -2902 FAX (305) 372.6339 Your application for Notice of Acceptance (NOA) of: USP Lumber Connectors under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01- 0912.05 EXPIRES: 10/09/2008 741",---to Ram xoariguez Chief Product Control Division THIS IS THE COVERSHEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE[] This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami Dade County, Florida under the conditions set forth above. APPROVED: 11/01/2001 0s04500011pc1000 \ \t mplatasMatice acceptance cover pagadot Internet mail address: postmaster@buildingcodeonlinecom Francisco J. Quintana, R.A. Director Miami -Dade County Building Code Compliance Office Domepage: http : / /www.buildingcodeonline.com • • •• • •. • • • ••• • • • ••• • • • •• •• • ••••••• ••••••• • • • • • • •••••• •••• ((of 0zG United Steel Products Company. ACCEPTANCE NO: 01- 0912.05 • •• • : United Steed Products Company. • • ••• • • •• •• • • • •• • • • • • • • • • • • • ••• • • • • • • • • • ••• • • • ••• • • • • ••• ACCEPTANCE NO: 01- 0912.05 • • • ••• • • •• • :. ' • : EtPPI{ceVfl : • •• • ••• • • • • • • • • • • EXPIRES: 10/09/2008 •• • • • •• ••• •• NOTICE OF ACCEPTANCE330ADl[TIONS • • • • • • • • • •• • • • • • ••• •• 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved ", or as specifically stated in the specific conditions of, this Acceptance. 3. Renewals of Acceptance will not be considered if: a) There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; b) The product is no longer the same product (identical) as the one originally approved; c) If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product; d) The engineer who originally prepared, signed and sealed the required documentation initially submitted is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a) Unsatisfactory performance of this product or process. b) Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purpose. 6. The Notice of Acceptance 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 Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance: 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. Candido Font, PE, Sr. Product Control Examiner Product Control Division END OF THIS ACCEPTANCE 3 • • RT RAFTER TIE SERIES 14 GAUGE Product Code Dimension L Fasteners 18d Allowable Load Down 100% Up41ft133% RT8 8" 8 340 — RT10 10" 8 486 --- RT12 12" 8 466 — RT14 14" 10 866 766 RT18 18" 12 580 908 RT18 18" 14 796 1020 R 2* 20" 16 905 1020 RT22 22" 18 1020 1020 OP RT24 24" 18 1020 1020 RT28 28" 18 1020 1020 RT30 30" 18 1020 1020 RT32 32" 18 1020 1020 RT34 34" 18 1020 1-020 RT38 38" 18 1020 1020 RT38 38" 18 1020 1020 RT40 40" 18 1020 1020 RT44 44" 18 1020 1020 RT48 48" 18 1020 1020 TA /TAR.TRUSS ANCHOR SERIES 14 GAUGE GENERAL_ NOTES 1) STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 331 AND A MINIMUM GALVANIZED COATING OF G90 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED 3) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY A SHORT TERM DURATION FACTOR OF 31ICS FOR WAND LOAD CONDITION, NO FURTHER INCREASE IS ALLOWED 4) ALLOWABLE DOWN LOADS ARE NOT INCREASED BY SHORT TERM DURATION FACTOR 5) ALLOWABLE I LADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FUR WOOD CONSTRUCTION 1991 EDITION 6 1993 ERRATA, FOR SOUTHERN YELLOW PINE CG= 0.55 OR BETTER) & TEST PERFORMED IN ACCORDANCE WITH ASTM 131761 Product Code Dimension Length Fastener 10d x 1.5" Allowable Load Uplift L1 12 1A121TA12R 12" 6 — 216 245 TA'I4rTA14R 14" 8 830 215 246 TA18fTA18R 18" 8 830 215 245 TA18VI118R 18" 7 970 216 346 TA201TA20R 20" 9 1040 215 345 TA221TA22R 22" 10 1166 266 346 TA24 TA24R 24" 11 1270 266 346 1) Number of fasteners shall be equally div dad between rafter and stud 2) Penetration Is assumed to be 1 112" into wood 3) 3) 4) 5) • • 1 are loads applied parallel to bearing wall '. L2 are loads applied perpendicular to bearing wall Mni mum embedment of ties 4" Allowable loads for uplift, L1 and L2 are net to be combined !Animism rail won 1.6" APPROVED M COMM 5110 100 $0Uf0 f1011DA OBH0iM0 CDDE DATE '11 PROD 1 ' 031 BOnDlU CODE t ACCEPTABLE 90.Of-01'2-0$ TA R TA UNITED STEEL PRODUCTS COMPANY 703 MGM DROVE. N@R00ERY, IW 56069 PH: NE CUM) 3R4 -7333 • tamp RT AND TA SERIES NO' TF®IAS ALLEN KOLDEN 10/06/00 PROFESSIONAL ENGINEER FLORDIA REG. NO. 50899 NEED 1 PAGD 1 MDAEE • BUILDING CODE COMPLIANCE OFFICE (DCCO) PRODUCT CONTROL DIVISION • • • ••• •• •• • • • • • • • • • • • • • ••• •• •• •••••• ••••• ••• • • • • • • • • • • • • • t MIAMI DADE COUNTY, FLORIDA • • • • • • • METRO -DADE FLAGLER BUILDING • • • : • 14 :, ,I.AGL ItR STREET, SUFI% 1603 • • • • • • MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375-2908 NOTICE OF ACCEPTANCE (NQ) ••• Nu -Vue Industries, Inc. 1053 -1059 East 29 Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. 'Die documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (i3ORA) 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 tight 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 Atli may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of tare applicable building code. This product is approved as described herein, and has been designed to comply with the High velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Wood Connectors NVTP, NVI1'1'A, NVSTA & NVIIC. APPROVAL DOCUMENT: Drawing No. NU -1, sheets I through 2, tided "Truss Anchors and 5-Way Clip & Truss and Top Plate Anchors," with no revisions, dated 05/29/00, prepared by Nu -Vue Industries, ire. signed and • sealed by V. N. Tolat, PL, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance (NOA) number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and •• • • • ••• • • •• ••• •• •-•-r • •••• •• • • • • • ••• • ••� 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 renews NOA# 00- 0327.03 consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Candido F. Font PE. NOA No: 03- 0224.10 Expiration Date: May 22, 2008 Approval Date: April 17, 2003 Page 1 • • • Nu -Vuc Industries, Inc. • • .•• • • • ••• •• •• • • • • •• • •• • •••••••••• • • • ••• • • • • • • • • • •• • • ••• • • • • ••• • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • •• • • • • • • • • • • • • NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED (For File ONLY. NQt Sao KO[1•. •.. • • • A DRAWINGS 1. •• • • • • • ••• •• Drawings prepared by Nu-Vue Industries, Inc., titled "Truss and Top Plate Anchors" and "Truss Anchors and 5 -Way Clip ", drawing No. NU -1, sheets1 and 2, dated 05/29/2000 with no revisions, signed and sealed by V. N. 'Fold, PIE • B TEST Test reports on wood scaled by P. G. Read, Report No. 1. 03697.0001• 2. 03697.0001 3. 03697.0001 4. 03697.000 1. connectors per ASTM D1761 by Atec Associates, Inc., signed and PE. Wood Connector NVSA44 NVUC NV13II24 NVIITA Test reports on wood sealed by F. Grate, Y Report No. GEM -1364 Direction Down Lateral & Uplift Down & Up Lateral & Uplift Date 11/27/96 11/27/96 11/27/96 11/27/96 connectors per ASTM D1761 by QCM Metallurgical, Inc. signed and IJ' llate Wood Connector Direction NVTP4 Uplift 07/17/96 C CALCULATIONS Report of Design Capacities Product Model 1. NVIITA 2 NV13[I. 3. NVSA 4. NVIIC 5. NVT1) prepared by V. N. Tolat No. of Pages 2 through 4 5 through S 7 through 7 6 through 6 1 through 1 Date 12/06/96 12/06/96 12/06/96 12/06/96 12/06/96 k9( Signature V. N. Tolat, PE V. N. Tolat PE. V. N. Tolat, PE V. N. Tolat, PE V. N. Tolat, PE. D STATEMENTS • 1. No Financial Interest letter issued by Vipin N. Tolat PE. on 12/18/96 signed and sealed by V. N. Tolat, PE. 2. No change letter issued by Nu -Vuo Industries, Inc. on 03/17/03 and signed by M. R. Guardado. E -1 Candido F. Font PE. Sr. Product Control Examiner NOA No 03- 0224.10 Expiration Date: May 22, 20O11 Approval Dak: April 17, 2003 • • Top Plate AncrhOrs. They are desired to anchor top and bottom wood plates to wood studs. ( Product Code Lumber Size Plate Gauge Dimesiors A B NVTP4 2x4 20 3 - 5/8" 7 - 3/16 1 . NVTP6 26 20 5 - 5/8" 8" NVTPS 2x8 20 7 - 3/8" 8 - 3/16" NVTP4H 2x4 18 3 - 5/8" 7 - 3/16" NVTP6H 2x6 18 5 - 518" 8" NVTPBH 2x8 18 7 - 3/8" 8 - 3/16" 1) M_tnimum Nall Penetration 106 =1.776" .8; L5722" Fastener uplift Fastener T pli_i 8d Lbs. 106 I Lbs. 6 I 800 1 6 I 968 8_ I 1067 { 8 1200 10 I 1200 I 10 I200 12 I 1200 I 12 1200 GENERAL NOTES: a) The approved products shall be mart of galvanized steel conforming to ASTM A653 structural quality Grade 33 (min. yield 33 ksi ) and a minimum coating of G90 wording to ASTM A525. e) Allowable loads are based on National Design Specifications for wood const<uction 1991 Edition &:1993 Erat. c) Design loads are for Southern Pine species with a specific gravity of 0.55. Allowable loads for other seeder or conditions chn11 be adjusted accordingly. 6) Fasteners are common wire nails, lag screws or bolts for single shear as showed and noted mite approval e) All tests were conducted in accordance with ASTM D -1761. f) Allowable loads for wind uplift have already been increased by a duration load factor of 33% and no other increase is allowed. Holden Double Strap Riveted Truss Anchor.. They are designed of 14 gauge steel plates to resist lateral and uplift forces. The seats are made of 20 gauge steeL UPLIFT Product I Snap C d e e a n g e Dimension E Fastener 106' uplift L b s . Fasten 166" Uplift Lbs. • • Fns I 10d a is • • • . • ; 2 o Lbs. •••• NVHTA 8 I 14 3" 8 1935 8 •243. 6 •I• •1 17 1943 • NVETA10j 14 10" 10 2133 10 21:.•1 6 •I• :i ?7 1.94i•� NVHTA 121 14 12" 12* 2133 12* 2133. 6 1617 1943 NVHTA 14I 14 14" 14* 2133 14"' *T3•• • 6 I 1617 = � • NVBTA 16 14 16" 18* 2133 18* _ ` 6 • •l5 943 I NVETA 18 14 18" 20* 2133 20* 2i35• • 6 •1 • lei" tyl,• • i PAI•P•1 NVHTA20! 14 20" 22* 2133 22* 02.38••I• 6 ••01.17 NVHTA 221 14 22" 24* 2133 24* .2ii �• • 6 • fil • 4617 16111.1 or I 1) Minimmm embedment into concrete 4 ". • • • 2) * number of fasteners can be redor..d. to 10 without loweag anchor capacity. • 3) 3 Total number of fastener in both saps. • • 4) 4 Total :camber offastener in seat • • • • • 5) Nails are necessary in straps and seat to achieve r+P=ign loads. 6) See Note 1 under Fiveway Cep clip ( sheet 2 ) for combined loading 7) Nails fmough chords shallnot force the truss plate on the apposite side. APPROVED AS =PLYING 508 THt sours FLORMA WILDING CODE DA �� _ 40o maDUCT GONTmOL DIVISION SUN-DING .CODE CDt4PUANCE Of'FlCE ACCEPTANCE N0. 0-032 • VEIN N TOLAT, P.E. (CIVL) IL. REG. =12347 • • • • • • • • • Nu -Vue L�daa ,71c. 1053 -1059 East 29 Si eet Staleeah, Florida 33013 (305) 694-0397 Fa= (305) 6944398 TRTSS AND TOP ELATE ANCHORS DWG ; Slae NU -1 1 of 2 Date: May 29, 2,000 Revisions: • • Deep Seat Truss Anchor. They are designed to resist lateral and =lift forces. The stao is made of 14 gauge steel and the seats of 20 gauge 6-4.1.. UPI T� --F T Truss Plata reaured -may transfer u¢t f t t o vrd ho: an 3 Product Snap Code Came � Dimension H Fastener Uplift l Od' Lbs. Fastener 16d' Uplift Fastener Lbs. lad a 11 ` LI Lbs. L2 Lbs. NVSTA 8 I 14 8" 5 1221 I 5 1221 j 6 1671 I 1541 NVSTA 10 I 14 10" 6* 1221 6 1221 j 6 1671 1541 NVSTA 12 j 14 12" 7* 1221 7 12.21 6 1671 1541 NVSTA 14 14 14" j 9* 1221 9 1221 6 1671 1541 NVSTA 16 14 16" j 9* 1221 9 1221 6 1671 1541 NVSTA. 18 14 18" ( 10* 1221 10 1221 1 6 1671 1541 NVSTA20 14 j 20" j II.* 1=1 11 1221 I 6 1671 1541 [ NVSTA 22 14 ( 22" j 12* 1221 12 1221 I 6 1671 1541 1) 1trnho embeonentnto concrete 4". 2) * number of fasteners can be reduced to 5 without lowering anchor capacity. 3) 3 Total number of fastener is strap. 4) 4 Total number of fastener in seat. 5) Nails are necessary in stag and seat to achieve design loads. 6) See Note 1 under Fiveway Grip clip for combined loading. 7) Nails through chords shall not for= the Truss plate on the opposite side. • Fiveway Grip Clip (520). They are designed from LS gauge steel to secure raftr and trusses to wall studs or too plates and wall studs to sill plates. Product Code. Description Fastener Header Joist Allowable Loads Uplift. LI 12 NVHC 37 5 way Clin 16 -8d or 16 - IOd or 16 -6d 12 -Sd or 12 -10d or 12 -6d 710 560 • 730 • • i • •••• • • 1) Combined load of Uglift with Ll or Uplift with 12 *ens. • ! the following e4afon: • • • •• • •••••• • Actual Uplift Acma1 L1 or 1,2 • • • • • • • • .5 — 1 1.0 • • •• Allowable Uplift Allowable LI or 12 . • • • • • • 2) For Gene= alNotes see Sheet 1. ; APPROVED AS COMP -IIRG 503 THE SOUTH paean mum ems S> 4.2906 PRODUCT CeRTROE asses ai thais .0000 COMPLIANCE OP<lCE ADMPTA6'CE M0. � 0- 22.05. VIPIN? L TOLAT, P.E. (CM.) FL. ROC. 632847 Q. • • • • pa �• • • eg�F>re. • • • •• • • j, i • , 0,t4 i�j • • • • • gam ••• •• •• • Mired nape DR7•ea Nu -Vue 1053-1059 Past 29 Shag 7r* -6-Ai+ Fla36a 33013 (305) 694-0397 Far (305) 694-0398 TRUSS ANCHORS AIW 5-WAY CLIP DWG. 8: Slaxt NU-1 2 of 2 Date May 29, 2,000 Recidanx scT • MIAMI•DAD. • • • •.•. .... • • ...... • • • • • • • • • • • • ••• • • • • • • • • • •• • • ••• • • • • MIAMI-DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING • • ••• • • •• • • e • • '• • • •B0II:DIN4 CODE COMPLIANCE OFFICE • • • • • • • • • . G?ItO_l)ADE FLAGLER BUILDING • • • • 140 WEST FLAGLER STREET. SUITE 1603 MIAMI. FLORIDA 33130 -1563 PRODUCT CONTROL NOTICE OF ACCEPTANCE. r• .•• (305) 375 -2901 FAX (305) 375 -2908 • ••• • • • • •• • • • :CONTRACTOR LICENSING SECTION • • • • • • • • • • • • (305) 375 -2527 FAX (305) 375 -2558 CONTRACTOR ENFORCEMENT DIVISION (305) 375 -2906 FAX (305) 375 -2908 PRODUCT CONTROL DIVISION (305) 375 -2902 FAX (305) 372 -6339 Hilti, Inc. 5400 S. 122nd E. Ave. Tulsa ,OK 74146 Your application for Notice of Acceptance (NOA) of: HIT HY -150 Adhesive Anchoring Systems under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. • The expense of such testing will be incurred by the manufacturer. /4( ACCEPTANCE NO.: 01- 1119.03 EXPIRES: 01/07/2007 • Raul Rodriguez Chief Product Control Division THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 01/10/2002 \ \s04S000I \pc20001 \template$ \notice acceptance cover page.dot Internet mail address:, postmaster @buildingeodeonline.com Francisco J. Quintana. R.A. Director Miami -Dade County Building Code Compliance Office Homepage: hltp : / /www.buildingcodconline.com • Hilti, Inc. • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • •••••• • • • • • • • • • • • • ••• • • • • ••• • ••• • • •• •• •• • • • • • • • :: 1ICCEI:TAI�CE NO: 01- 1119.03 ••• • • APPROVED: JAN 10 2002 •• • • • •• ••• •• • • ••• • • 's me.: 01/07/2007 •• • • • • • ••• •• NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.1 This renews the Notice of Acceptance No. 98- 0731.02 that was issued on 01/07/1999. It approves an adhesive anchoring system as described in Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County. For the locations where the actual loads as determined lay SFBC Chapter 23, do not exceed the allowable load indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Hilti Hit HY 150 injection adhesive anchor shall be fabricated and used in strict compliance with the following documents: Drawing No 543- 002 -B, titled "Hilti Hit HY 150 Injection Adhesive Anchor ", prepared by Hilti, Inc., dated 11/12/98 sheet 1 of 1, bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade Product Control Division. These documents shalll hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 Allowable loads are for of 3000 psi. compressive strength concrete and grouted concrete masonry units per ASTM C -90. • 4. INSTALLATION 4.1 The adhesive anchoring system shall be installed in strict compliance with the product technical guide published by Hilti, Inc. 5. LABELING 5.1 Each box and container of adhesive anchoring system shall have a permanent label with the manufacturer's name or logo, City, state and the following statement: "Miami -Dade County Product Control Approved ". 6. BUILDING PERMIT 6.1 Application for Building Permit shall be accompanied by copies of the following: 6.1.1 This Nptice of Acceptance 6.1.2 Duplicate copies of the approved drawings as identified in Section 2 of this Notice of Acceptance, clearly; marked to show the hangers and angles selected for the proposed installation. 6.1.3 Any alter document required by the Building Official or the SFBC in order to properly evaluate the installation of these products. 2 • Candido Font, PE, Sr. Product Control Examiner Product Control Division Hilti, Inc. • ••• • • • ••• • •• • • • •• •• • • • • • • • • • • • • ••• • • • • • • • • • • • ••• • • • • ••• o �L • • ••• • • •• • • • • • • • • • • • • • • • 4CCf gT JCE NO: 01/1119.03 • • ••• •APPROVED: JAN 1 0 2002 •• • • • •• ••• •• • • S.' .. ' •E1IReS: 01/07/2007 •• • • • • • ••• •• NOTICE OF ACCEPTANCE STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test - supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved ", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a) There has been a cliange in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; b) The product is no ljnger the same product (identical) as the one originally approved; c) If the Acceptance h, lder has not complied with all the requirements of this acceptance, including the correct installation of the product; d) The engineer who originally prepared, signed and sealed the required documentation initially submitted is no longer practicing the engineering profession. 411 4. Any revision or chi}nge in the materials, use, and /or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a) Unsatisfactory performance of this product or process. b) Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purpose. 6. The Notice of Acceptance 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 Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. • 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. Candido Font, PE, Sr. Product Control Examiner Product Control Division END OF THiS ACCEPTANCE 3 • • • HILTI HIT HY 150 Injection Adhesive Anchor Description: It is a chemical anchor system consisting of a hybrid adhesive and a threaded rod. The adhesive is identified as HIT HY 150, injection dispensed from a copressibte- side -by side refill- -pack through a static — mixing nozzle. The threaded anchor rod used in this approval are HILTI Super conforming with ASTM A193, Grade B7. ALLOWABLE LOAD ANCHOR EMBEDMENT 3000 PSI CONCRETE GROUTED CMU SIZE DEPTH SHEAR TENSION SHEAR TENSION 1" 3 -1/2" 4 -1 4" 6— 5/8" 8-1/4" 1778 1481 50 4 7397 6491 8390 10168 1764 2780 2422 1392 2642 3793 1) In order to achieve the allowable load, a minimum edge distance of 1.5 E and a minimum spacing of 1.0 E shall be observed. "E" equal to embedment. 2) Allowable loads are equal to ultimate load divided by 4. 3) Concrete block grout shall have a compressive strength of 2000 psi. 4) Anchors used are threaded rods complying with ASTM A193 Grade B7. PERCENT LOAD 120.0% 100.0% 80.0% 60.0% 40.0% 20.0 0.0% HY — 150 PERCENT LOAD VS. TEMPERATURE* 0 50 100 150 DEGREES f' 200 250 ENGINEERING E ra B**ixa 7aa Im maSSAX I, =TB PALM 1 n_ n_ ml S4D ,4 cec Ora Sea -eae T :801 629-4663 F' ILODSU el110 HILTI, INC. PO BOX 21148 TULSA, OK 74121 The percent load is based upon load of the control temperature of 70' ;. • • • • •• • 1) Anchor installation shall be made Hilti's published installation instru Technical Guide. 2) Adhesive performance is affected of the environment. See curve allowable loads. • •••• • • •••• • • in accordance with •• •• ctions in the Product'•••; . • • by the temperature• • in order to adjust !••• • PRODUCT RN ', ii TRPR L'•T: Pp-visit To:RPAtoixitV)>i))aw ,• .. C?`Lx. COWL] ANC£OPEICE • • • •• •••• • • •••• •• HILTI IT H' 150 :• INJEOfl0A1 • ADHEITIE •ANCHOR• •••• •• • • •••• •• • •••• •• • • REYISIOIf IA E: •• DATE: •••1 -12 -98 • DRAV,U1C, 034132- 8 SCALE: 1" = 1" SHEET NO. 1 OF 1 FOR OFFICE USE 411 S. :: ccw' y w WON THE s.^"fa noes s Er. :a Mx 1 943 ,2CgibCi L toe O1KS�Oft MIL= CCOE COMPLIANCE OFFICE iCCEPOA.5CE No. q8- 013407 • • • • • • •• • • • • ••• • ••• • •• • •• ••• • • • •••• • •••• • • • • Page 5 of 7 • • ••• • • • ••• •• •• • • • • •• •• • • • ••••• • • •••••• •• • • • • • • •• • ••••••• •••• ER -6010 TABLE 4- ALLOWABLE TENSION AND SHEAR VALVES IN NORMA •WEI( CONCRETE FOR THREADED RODS INSTALLEtCWI6I I- LZI HIZRtE101ADHtSILEs P[ (pounds)'"A8 • • • • • • • • • • ANCHOR DIAMETER (inches) EMBED- MENT DEPTH (inches) TENSION (Ibs) • • • SHEAR (Ibs) Based on Bond or Concrete Based on Steel Strength • • • • Bgbsed,An Bonglipr • •CQnc'letg • • • Based on Steel Strength f', 2,000 psi f', 4,000 psi ASTM A 36 ASTM A 193 B7 • • • "BSI: 304/316 SS • • •• 4. • 2,000 psi • • ,c, • 4,000 psi • •ASTM A 36 ASTM A 193 87 AISI 304/316 SS '/8 1/, 645 1,095 2,115 4,555 3,645 485 685 1,090 2,345 1,875 3'/8 2,190 2,585 1,575 2,225 4V, 2,420 2,585 2,565 3,630 1/2 2'/4 1,130 1,965 3,755 8,100 6,480 860 1,215 1,935 4,170 3,335 4' /, 4,045 5,275 2,795 3,955 6 4,775 5,380 4,560 6,450 5/8 27/8 1,690 3,045 5,870 12,655 10,125 1,345 1,905 3,025 6,520 5,215 55/8 6,560 7,355 4,370 6,180 7'/, 7,320 7,515 7,125 10,080 '/4 33/8 2,310 4,515 8,455 18,225 12,390 1,935 2,740 4,355 9,390 6,385 6/4 8,670 10,755 6,295 8,900 9 10,385 12,995 10,265 14,515 7/8 4 3,005 5,665 11,510 24,805 16,865 2,635 3,730 5,930 12,780 8,690 71/8 12,495 15,875 8,565 12,115 101/, 14,705 16,185 13,970 19,755 1 4'/, 3,945 8,440 15,030 32,400 22,030 3,445 4,870 7,745 16,690 11,350 9 13,845 17,365 11,190 15,820 12 17,935 17,935 18,245 25,800 1'/4 55/8 5,760 12,815 23,490 50,620 34,425 5,380 7,610 12,100 26,080 17,735 111/4 24,610 31,620 17,480 24,720 15 34,130 35,270 28,510 40,315 For SI: 1 inch = 25.4 mm, 1 lbf = 4 48 N, 1 psi = 6.89 kPa. 'Allowable load shall be the lesser of tabulated bond and steel values. Load reduction factors g'ven In Table 6 for reduced edge distance (c) and spacing (s) shall be applied to values in the bond or concrete capacity column. Linear interpolation may be used for intermediate spacings, edges distances, embedments and concrete strengths. Load reduction factors are cumulative for anchors with multiple anchor spacings or base- material edge distances. 'The tabulated values are for anchors installed in concrete having the designated compressive strength (f'9) or higher at the time of installation. 'Allowable loads based on bond strength have been calculated using a safety factor of 4.0 applied to the mean ultimate strength. 'Concrete thickness must be equal to or greater than 1.5 times the anchor embedment depth. 'The allowable tension and shear values for threaded rods to resist short -term loads such as wind or seismic shall be calculated in accordance with Section 2.3 of this report. • • • Page 6 of 7 • •• •• •• • • • • • • • • •• • • • •••• •••••• • ••••• • ••• • • • • • • • • • • • • • • • •••• ER -6010 TABLE 5- ALLOWABLE TENSION AND SHEAR VALOE1 IRj10QRMALAVEI ?1'V' CONCRETE FOR REINFORCING BAR INSTALLed Wfl H YILTI HIV RE.60O AOHESWB Qbounds)'�'•'•4'6 • • • • • • • • • • ANCHOR SIZE (inches) EMBEDMENT DEPTH, h, (inches) • • • TENSION (Ibs) • • . . . . • SHEAR (Ibs) Based on Bond or Concrete. • • • • Basgd op•SteeJ.. S •Stseniptl : • •ASTM.A fis5 GP. • • • ,, • • • • • • 6 • • • • Based on Bond b` Concrete: f Y#2,000 psi • • • • • .. Based on Steel Strength, ASTM A 616 Gr. 60 , f,� 2,000 psi • 4 f • • • • 4,000 psi • No.3 33/6 2,525 2,760 2,640 1,715 1,685 44/2 2,700 2,700 No. 4 41/2 3,995 4,635 4,800 2,890 3,060 6 4,665 4,665 No. 5 56/8 5,155 6,950 7,440 4,530 4,745 71/2 6,215 6,950 No. 6 6' /4 8,425 11,170 10,560 6,835 6,730 9 9,740 11,215 No. 7 71/8 10,130 14,835 14,400 8,525 9,180 10V, 12,115 15,430 No. 8 9 15,985, 18,205 18,960 12,985 12,085 12 17,400 18,235 No. 9 101/8 18,060 20,310 24,000 15,080 15,300 131/2 21,005 21,005 No. 10 11'/4 23,000 24,180 30,480 19,620 19,430 15 23,960 24,265 No. 11 12'/8 29,655 30,780 37,440 22,235 23,870 161/2 30,895 30,950 For SI: 1 inch = 25.4 mm, 1 lbf = 4.48 N, 1 psi = 6.89 kPa. 'Allowable load shat be the lesser of tabulated bond and steel values. Load reduction factors given in Table 6 for reduced edge distance (c) and spacing (s) shall be applied to values in the bond or concrete capacity column. Linear interpolation may be used for intermediate spacings, edge distances, embedments and concrete strengths. Load reduction factors are cumulative for anchors with multiple anchorspacings or base- material edge distances. 'The tabulated values are for rebar installed in concrete having the designated compressive strength (f') or higher at the time of installation. 'Allowable loads based on bond strength have been calculated using a safety factor of 4.0 applied to the mean ultimate strength. 'Concrete thickness must be equal to or greater than 1.5 times the anchor embedment depth. 5The allowable tension and shearvalues for rebar to resist short-term loads such as wind or seismicshall be calculated in accordance withSection 2.3 of this report. • • • Page 7 of 7 • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• 024 0(.2,6 ER-6010 • • • TABLE 6— INFLUENCE FACTORS F ®R SPA€ING AND EDGE DISIAI CPj IN NORMAL - WEIGHT CONCF�7E•'INd�'H1HIL'P1•Hd R�C 5h'• • • • • • • • • • • • • • • • • • • SPACING FACTORS FOR TENSION AND SHEAR LOADS EDGE DISTANCE FACTORS FOR SHEAR LOADS EDGE DISTANCE FACTORS FOR TENSION LOADS Scr Smin fa Cc, LmN , • • • • • Ct • • • • Cmin • t iRN 1.5 x ha, 0.5 x ha, 0.70 1.5 x ha, 0.5 x he, 0.30 award *alga • • • 1.5 I• ha, 1 0.5 x ha, 0.60 not toloro egge; ; ; • • 0.70 •• .- • . r • ••. •• ha, = Actual embedment depth. s = The measure between anchors, centerline -to- centerline distance. sa, = The least anchor spacing distance at which the allowable load capacity of an anchor Is applicable without reductions. smn = The least anchor spacing at which the anchors are tested for recognition. c = The measure between the anchor centerline and the free edge of the concrete member. car = The least edge distance at which the allowable load capacity of an anchor is applicable without reductions. cmm = The least edge distance at which the anchors are tested for recognition. fA, fay. fRN = Load reduction factors applied to the allowable bond or concrete working loads when: sm,assssa,orcm,asa5c„ Linear interpolation may be used for spacings between s„ and sm,a and edge distances between ca, and c,,,a, as well as Intermediate embedment depths. 'For an anchor affected by multiple anchor spacings and /or edge distances, the allowable adjusted load is the product of the following factors: F = fA, x fat fan x fR, x fR2 flirt TABLE 7 —HILTI RECOMMENDED GEL TIME AND CURE TIME FOR HILT! HIT RE 600 ADHESIVE MINIMUM BASE - MATERIAL TEMPERATURE (degrees) GEL TIME' CURE TIME' 23'F ( -5`C) 4 hours 72 hours 32'F (0 °C) 3 hours 50 hours 50 °F (5 °C) 2 hours 24 hours 70'F (20 °C) 30 minutes 12 hours 85 °F (30'C) 20 minutes 8 hours 104'C (40'C) 12 minutes 4 hours For SI:t °C =(t'F- 32) +1.8. 'As measured from the time of anchor installation. % of Load @ 70 °F 120 HIT RE 500 IN- SERVICE TEMPERATURE LL U. LL 20 0 .p . Install at 70 F a, Install at 23 F 0 50 100 150 200 250 Base Material Temperature, °F For SI:t'C= (t'F- 32) +1.8. FIGURE 1— INFLUENCE OF TEMPERATURE ON ALLOWABLE TENSION AND SHEAR LOADS FOR HILT1 HIT RE 500 ADHESIVE Specification Table Setting Details Anchor size HKB 1/4" HKB 31e" HKB 112" HKB 8/5" HKB 34" HKB 1" BD = D drill bit size = anchor diameter 1/4" 3/8" 1/2" We" 3'4" 1" E depth of embedment (minimum/standard) 1'le "/2" 1818 "12112" 2114 "/3112" 23(4 "14" 3'14 "143/4" 4112 " /6" HD hole depth (E + 1 • D) min. /std. 1N'4 12 l+ 2 i 2�Is 2314 / 4 331s'4sle 4 / 5' /z 51/2 1 7 . DC wedge clearance hole in plate 8118" 7/to" 14118" 11/10" 13/is" 11/8" L„ anchor length min. /max. 1314" 41h" 2114" 7" 23(4" 7" 3314" 10" 4114" 12" 6" 12" length std. /extra thread length TL thread len 9 9 3 a" 3" ale "111!8" 4" 1114" 4" 1112" 3112 "14'12" 11/2" 12 3'12"141I2" 2114" 4'I2" M Installation torque (ft. lb.) guide valves Stainless Steel min. E 4 20 40 85 150 235 std. E 7 30 75 110 200 450 Carbon Steel min. E 4 20 40 85 150 250 std. E 7 25 65 110 235 450 BMT Min. Base Material Thickness (inches) 3" or 1.3 E whichever number is greater DIAMETER (In.) 1/4 318 112 8/e 314 EMBEDMENT (In.) minimum /standard 1114 2 1818 2112 21/4 31h 23/4 4 3114 4314 4'/2 6 AS Spacing Required to Obtain Maximum Working Load 21/4 4 31/4 5 41/2 7 51h 8 6112 9112 9 12 ASmin Minimum Allowable Spacing Between Anchors (in.) Refer to Note #1. 1118 2 1814 2112 21/4 • 3112 2414 4 3114 43/4 41/2 6 ED Edge Distance Required To Obtain Maximum Working Load (in.) Shear 331s 3318 471s 4718 6314 8314 81/4 81/4 9314 9314 13'12131/2 Tension 1314 3 2112 3314 33/8 51/4 41/e 6 47/8 71/e 6314 9 EDmin Minimum Allowable Edge Distance (in.) Refer to Note #2 & 3 Shear 13/4 1314 2112 2112 331a 3314 4118 41l0 47/e 47k 63(4 6214 Tension 11/8 2 We 2112 21/4 3112 2314 4 31/4 43/4 41/2 6 NOTE: 1. When using ASmin reduce the working load by 30%. 2. When using EDmin and the load is a shear load, reduce the working load by 50%. 3. When using EDmin and the load Is a tensile load, reduce the working load by 20%. 4. For AS and ED of anchors with actual embedments between the listed embedments; use linear interpolation. 5. For AS and ED of anchors with embedments greater than the deepest embedment listed, use value for deepest embedment listed. The Kwlk Bolt II Anchor Spacings and Edge Distances are calculated using the following.information: Anchor Spacing Edge Distance,, Shear Load Oniy Edge Distance Tensile Load Only AS ASmin 1AS ED EDmin 1ED ED EDmin f.ED Kwlk Bolt II 2.0E 1.0E 0.70 3.0Emin 1.5Emin 0.50 1.5E 1.0E 0.80 45 The Hilti Kwik Bolt II System cont�t+;�; ;'; ;•••; Carbon Steel Kwik Bolt II Allowably Tenssee:LbAds�( Ids )* 02 -Got ' 02. G Doas not apply to Post Nut Kwik Bolt II "When using the 3/4 x 12 KB II Anchor, contact your HIIti Technical Representative for load capacity. Carbon Steel Kwik Bolt it Allowable Shear Loads (lbs)* * * melter Dla- fO 2000 psI Embedment 1Q 2000 pet . fQ s 3p00 psI,.. • 430 f4 = • 40f psi f; 6000 psI 430 1/4" > 2 "" 1 Ve" 2" 3N" 270 560 670 • ; • • • . .33D i X90 • • 670 416 • • • i i • • • • • . • • • 980 • 6'0 670 470 670 670 We" 1470 15W 2/2" 4I/4" 630 1 200 1330 •' 650 1290 • :39p •.• 2'/4" i • i • • 750 1370 •°1440 850 1550 1550 1/2" 2450 ' " 3V2„ 1170 '• s, • ' • •• is 3070 '4450 1730 > 4 " "' 3840 3840 6" 2080 • •. •?i 2310 •' i ' :•• • • 2400 2530 2800 2800 5120 5120 5120 23/4" 1600 4'/2" 1870 7600 8140 9200 2130 2670 9200 We" 9200 4" 2400 2850 3290 4190 7" 3200 3470 3730 4190 • • 3'/4" 1970 2320 2670 3200 314" 43/4" 2930 4130 4800 6870 6" 4000 4930 5870 6320 4'12" 3330 4050 4670 5070 1" 6" 4930 6000 7070 8400 • 9" 6870 7670 8670 10670 Doas not apply to Post Nut Kwik Bolt II "When using the 3/4 x 12 KB II Anchor, contact your HIIti Technical Representative for load capacity. Carbon Steel Kwik Bolt it Allowable Shear Loads (lbs)* * * melter Embedment fO 2000 psI 1Q ' 3000 psi ft', �' 4000 psi fo 6000 psI I /4" 11/2" 430 430 430 430 > 2 "" 530 530 530 530 We" 1We" 990 1040 1100 1100 > 2'/2 "" 1470 1470 1470 1470 t /2" 2'/4" 1940 1970 1970 1970 > 3'/2 "" 2450 2450 2450 2450 r./e" Za4" 3070 3070 3070 3070 > 4 " "' 3840 3840 3840 3840 3/4" 3'/4" 4140 4140 4140 4140 > 43'4" • 5120 5120 5120 5120 1" 4'/2" 7070 7600 8140 9200 6" 9200 9200 9200 9200 ." Values shown are for a shear plane acting through the anchor bolt shank. When the shear plane Is acting through the anchor bolt threads, reduce the shear values by 20%. Values shown are for a shear plane acting through the anchor bolt shank. When the shear plane Is acting through the anchor bolt threads, reduce the shear value by 12%. All other values shown are for shear plane acting through either body or threads. Does not apply to Post Nut Kwik Bolt II 49 • FORM 600A -2004 EnergyGauge® 4.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Address: City, State: Owner: Climate Zone: MAYDA & SIMONE RESIDENCE 620 NE 101 Street Miami Shores, FL 33138 -2468 Mayda & Simone South 1. New construction or existing Addition 2. Single family or multi- family Single family 3. Number of units, if multi- family 1 4. Number of Bedrooms 1 5. Is this a worst case? No 6. Conditioned floor area (ft2) 2080 ft2 7. Glass typel and area: (Label read. by 13- 104.43 if not default) a. U- factor. Description Area (or Single or Double DEFAULT) 7a(Sngle Default) 437.0 ftz b. SHGC: (or Clear or T"mt DEFAULT) 7b. (Clear) 437.0 ft2 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int Instil, Exterior b. Concrete, Im Instil, Exterior c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R =30.0, 2080.0 ft2 b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret Unc. AH: Interior Sup. Rm6.0, 40.0 ft b. N/A R:).0, 230.0(p) ft _ R=4.1, 800.0 ft2 _ RIO, 1432.0 ft2 _ Builder: TBD Permitting Office: Miami Sh Permit Number: ce o p Jurisdiction b. Central U c. N/A 13. Heating systems a. Electric Strip b. N/A c. N/A 14. Hot water systems a. Natural Gas b. Natural Gas c. Conservation credits (HR -Heat recovery, Solar DHP- Dedicated heat pump) 15. HVAC credits (CF- Ceiling fan, CV -Cross ventilation, BF-Whole house fan, PT-Programmable Thermostat, MZ- C- Multizone cooling, MZ- H- Multizone heating) Cap: 60.0 kBtu/br _ SEER: 14.00 Cap: 19.1 kBtu/hr _ SEER: 15.00 _ Cap: 27.2 kBtu/hr _ COP: 1.00 _ Cap: 60.0 gallons _. EF: 0.55 _ Cap: 1.5 gallons _ EF: 0.63 _ Glass /Floor Area: 0.21 Total as -built points: 27550 Total base points: 28455 PASS I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: Ad DATE: 1111," I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICI DATE: •-• 1 Predominant glass type. For actual glass type and areas, see Summer & Whiter Glass output on pa EnergyGauge® (Version: FLRCSB v4.0) FORM 600A -2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 620 NE 101 Street, Miami Shores, FL, 33138 -2468 PERMIT #: BASE I AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area Overhang Type/SC Omt Len Hgt Area X SPM X SOF = Points .18 2080.0 32.50 12168.0 Single, Clear Single, Clear Single, Clear Single, Clear As-Built Total: W 0.0 0.0 76.0 70.53 1.00 N 0.0 0.0 175.0 36.46 1.00 S 0.0 0.0 98.0 66.93 1.00 E 0.0 0.0 88.0 78.71 1.00 437.0 5360.0 6380.9 6558.8 6926.6 25226.3 I WALL TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Adjacent 0.0 0.00 0.0 Exterior 2232.0 2.70 6026.4 Base Total: 2232.0 6026.4 DOOR TYPES Area X BSPM = Points Concrete, Int Insul, Exterior Concrete, Int Insul, Exterior As -Built Total: Type 4.1 800.0 2.32 0.0 1432.0 4.20 2232.0 Area X SPM = 1852.0 6014.4 7866.4 Points Adjacent 0.0 0.00 0.0 Exterior 21.0 6.40 134.4 Base Total: 21.0 134.4 CEILING TYPES Area X BSPM = Points Exterior Wood As -Built Total: Type 21.0 9.40 21.0 R -Value Area X SPM X SCM = 197.4 197.4 Points Under Attic 2080.0 2.80 5824.0 Base Total: 2080.0 5824.0 Under Attic As -Built Total: 30.0 2080.0 2.77 X 1.00 2080.0 5761.6 5761.6 FLOOR TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Slab 230.0(p) -20.0 - 4600.0 Raised 0.0 0.00 0.0 Base Total: - 4600.0 Slab -On -Grade Edge Insulation As -Built Total: 0.0 230.0(p -20.00 230.0 - 4600.0 - 4600.0 INFILTRATION Area X BSPM = Points 1 Area X SPM = Points 2080.0 18.79 39083.2 2080.0 18.79 39083.2 EnergyGauge® DCA Form 600A -2004 EnergyGauge®/FIaRES'2004 FLRCSB v4.0 FORM 600A -2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: 620 NE 101 Street, Miami Shores, FL, 33138 -2468 PERMIT #: EnergyGaugew DCA Form 600A -2004 Energytiaugc(EtfFIaRES'2004 FLRCSB v4.0 BASE AS -BUILT Summer Base Points: 58636.0 Summer As -Built Points: 73534.9 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Central Unit 60000 btuh , SEER /EFF(14.0) Ducts :Unc(S),Unc(R),Int(AH),R6.0(INS) 73535 0.76 (1.07 x 1.165 x 0.90) 0.244 1.000 15284.9 (sys 2: Central Unit 19100 btuh ,SEER/EFF(15.0) Ducts: None 73535 0.24 (1.00 x 1.165 x 1.00 0.227 1.000 4541.3 58636.0 0.4266 25014.1 73534.9 1.00 1.125 0.239 1.000 19808.9 EnergyGaugew DCA Form 600A -2004 Energytiaugc(EtfFIaRES'2004 FLRCSB v4.0 FORM 600A -2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 620 NE 101 Street, Miami Shores, FL, 33138-2468 PERMIT #: EnergyGauge® DCA Form 600A -2004 EnergyGauge®1FIaRES'2004 FLRCSB v4.0 BASE I AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Floor Area Overhang Type/SC Omt Len Hgt Area X WPM X WOF = Point; .18 2080.0 2.36 883.6 Single, Clear Single, Clear Single, Clear Single, Clear As -Built Total: W 0.0 0.0 N 0.0 0.0 S 0.0 0.0 E 0.0 0.0 76.0 5.49 1.00 175.0 6.03 1.00 98.0 4.49 1.00 88.0 4.77 1.00 437.0 417.4 1055/ 440.4 419.9 2333.4 WALL TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Adjacent 0.0 0.00 0.0 Concrete, Int Insul, Exterior 4.1 800.0 1.03 828.0 Exterior 2232.0 0.60 1339.2 Concrete, Int Insul, Exterior 0.0 1432.0 1.90 2720.8 Base Total: 22320 1339.2 As -Built Total: 2232.0 3548.8 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 0.0 0.00 0.0 Exterior Wood 21.0 2.80 58.8 Exterior 21.0 1.80 37.8 Base Total: 21.0 37.8 As -Built Total: 21.0 58.8 CEILING TYPES Area X BWPM = Points Type R -Value Area X WPM X WCM = Points Under Attic 2080.0 0.10 208.0 Under Attic 30.0 2080.0 0.10 X 1.00 208.0 Base Total: 2080.0 208.0 As -Built Total: 2080.0 208.0 FLOOR TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Slab 230.0(p) -2.1 -483.0 Slab -On -Grade Edge Insulation 0.0 230.0(p -2.10 -483.0 Raised 0.0 0.00 0.0 Base Total: -483.0 As -Built Total: 230.0 -483.0 INFILTRATION Area X BWPM = Points Area X WPM = Points 2080.0 -0.06 -124.8 2080.0 -0.06 -124.8 EnergyGauge® DCA Form 600A -2004 EnergyGauge®1FIaRES'2004 FLRCSB v4.0 FORM 600A -2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 620 NE 101 Street, Miami Shores, FL, 33138-2468 PERMIT #: EnergyGaugeiu DCA Form 600A -2004 EnergyGauge(t/FIaRES'2004 FLRCSB v4.0 BASE AS -BUILT Winter Base Points: 1860.8 Winter As -Built Points: 5541.2 Total Winter X Points System = Multiplier Heating Points Total X Cap X Duct X System X Credit = Component Ratio Multiplier Multiplier Multiplier (System - Points) (DM x DSM x AHU) Heating Points 1860.8 0.6274 1167.5 (sys 1: Electric Strip 27200 btuh ,EFF(1.0) Ducts :Unc(S),Unc(R),Int(AH),R6.0 5541.2 1.000 (1.099 x 1.137 x 0.91) 1.000 1.000 6300.9 5541.2 1.00 1.137 1.000 1.000 6300.9 EnergyGaugeiu DCA Form 600A -2004 EnergyGauge(t/FIaRES'2004 FLRCSB v4.0 FORM 600A -2004 EnergyGauge® 4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details IADDRESS: 620 NE 101 Street, Miami Shores, FL, 33138 -2468 PERMIT #: BASE CODE COMPLIANCE STATUS AS -BUILT WATER HEATING BASE Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Cooling Points + Heating + Points Volume Bedrooms Ratio Multiplier 1 2273.00 + 2273.0 60.0 0.55 1 0.98 1444.15 1.00 1408.9 Total Points 25014 1167 1.5 0.63 1 0.02 1260.76 1.00 30.8 28455 19809 6301 As -Built Total: 1439.7 PASS EnergyGaugeTM DCA Form 600A -2004 EnergyGauge® /FIaRES'2004 FLRCSB v4.0 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling Points + Heating + Points Hot Water Points = Total Points Cooling Points + Heating Points + Hot Water Points = Total Points 25014 1167 2273 28455 19809 6301 1440 27550 PASS EnergyGaugeTM DCA Form 600A -2004 EnergyGauge® /FIaRES'2004 FLRCSB v4.0 FORM 600A -2004 EnergyGauge® 4.0 Code Compliance Checklist Residential Whole Building Performance Method A - Details IADDRESS: 620 NE 101 Street, Miami Shores, FL, 33138 -2468 PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS Exterior Windows & Doors Exterior & Adjacent Walls Floors Ceilings Recessed Lighting Fixtures Multi-story Houses Additional Infiltration reqts SECTION 606.1.ABC.1.1 606.1 ABC.1.2.1 606.1.ABC.1.2.2 606.1.ABC.1.2.3 606.1.ABC.1.2.4 606.1.ABC.1.2.5 606.1.ABC.1.3 REQUIREMENTS FOR EACH PRACTICE Maximum:.3 cfm/sq.ft. window area; .5 cfm/sq.ft. door area. Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Penetrations/openings >1/8° sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration banter is Installed that is sealed to the perimeter, penetrations and seams. Between walls & ceilings; penetrations of ceiling plane of top floor, around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, Installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Air barrier on perimeter of floor cavity between floors. Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. CHECK 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS Water Heaters Swimming Pools & Spas Shower heads Air Distribution Systems HVAC Controls Insulation SECTION 612.1 612.1 612.1 610.1 607.1 604.1, 602.1 REQUIREMENTS Comply with efficiency requirements in Table 612.1 ABC.3.2. Switch or clearly marked ter breaker (electric) or cutoff (gas) must be provided. External or built-in heat trap required. Spas & heated pools must have covers (except solar heated). Non - commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. Insulation. Separate readily accessible manual or automatic thermostat for each system. Ceilings -Min. R-19. Common walls -Frame R -11 or CBS R-3 both sides. Common ceiling & floors R -11. CHECK EnergyGauge7e DCA Form 600A -2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 1. 2. 3. 4. 5. 6. 7. ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.1 The higher the score, the more effident the home. Mayda & Simone, 620 NE 101 Street, Miami Shores, FL, 33138 -2468 New construction or existing Single family or multi- family Number of units, if multi- family Number of Bedrooms Addition Single family 1 1 Is this a worst case? No Conditioned floor area (ft2) 2080 ft2 Glass type 1 and area (Label regd. by 13- 104.4.5 if not default) a. U- factor, Description Area (or Single or Double DEFAULT) 7a(Sngle Default) 437.0 ft2 b. SHGC: (or Clear or Timt DEFAULT) 7b. 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Concrete, Int Insul, Exterior c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH: Interior b. N/A (Clear) 437.0 ft2 Rr./.0, 230.0(p) ft 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems - a. Electric Strip b. N/A c. N/A _ 14. Hot water systems a. Natural Gas R=4.1, 800.0 ft2 - R).0,1432.0 ft2 R =30.0, 2080.0 ft2 - Sup. R�.0, 40.0 ft - b. Natural Gas c. Conservation credits (HR -Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF- Ceiling fan, CV -Cross ventilation, HF -Whole house fan, PT- Programmable Thermostat, MZ- C- Multizone doling, MZ- H- Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: *NOTE: The home's estimated energy performance score is only available through the FLA/RES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA /DOE EnergyStartmdesignaiion), your home may qualify for energy efficiency mortgage (EEM) incentives $f you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638 -1492 or see the Energy Gauge web site at www.fsec.ucfedu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/487 -1824. 1 Predominant glass type. For actual glass type and areas see �g Winter Glass ojpu ongage 2&4 $ner a u e® (Version: (u v4.0) Cap: 60.0 kBtu/hr SEER: 14.00 - Cap: 19.1 kBtu/hr SEER: 15.00 - Cap: 27.2 kBtu/hr COP: 1.00 - Cap: 60.0 gallons - EF: 0.55 _ Cap: 1.5 gallons - EF:0.63 ,.._ BUILDING INPUT SUMMARY REPORT LU 0 a Title: MAYDA & SIMONE RESIDENCEFamily Type: Single Address Type: Street Address Owner. Mayda & Simone New/Existing: Addition Lot;: N/A # of Units: 1 Bedrooms: 1 Subdivision: N/A Builder Name: TBD Conditioned Area: 2080 Platbook: N/A Climate: South Total Stories: 1 Street: 620 NE 101 Street Permit Office: Miami Shores Worst Case: No County: Miami -Dade Jurisdiction #: (blank) Rotate Angle: 0 City, St, Zip: Miami Shores, FL, 33138 -2468 N ce 0 O J U. # Floor Type `uG° JCP- R-VaI ArealPerimeter Units 1 Slab -On -Grade Edge Insulation 0.0 230.0(p) ft 1 co Q 0 0 a i Door Type Orientation Area Units (3 _Z J W V # Ceiling Type R-Val Area Base Area Units 1 Under Attic 30.0 2080.0 ft2 2080.0 ft2 1 Credit Multipliers: None t9 z_ J 0 0 V Wood Exterior 21.0 ft2 1 'ft m TYPe Efficiency Capacity 1 Central Unit SEER: 14.00 60.0 kBNTtn 2 Central Unit SEER: 15.00 19.1 kBtu/hr Credit Multipliers: None N J 3 ; Wall Type Location R-Val Area Units 1 Concrete Block - tnt Insul 2 Concrete Block - tnt haul Exterior 4.1 800.0 ft2 1 Exterior 0.0 1432.0 ft2 1 C, Z W • System Type 1 Electric Strip COP: 1.00 272 kBtu/hr Credit Multipliers: None N 0 G Z ; Panes Tint Omt Area OH Length OH light Units 1 Single Clear W 76.0 ft2 0.0 ft 0.0 ft 1 2 Single Clear N 175.0 ft2 0.0 ft 0.0 ft 1 3 Single Clear S 98.0 ft2 0.0 ft 0.0 ft 1 4 Single Clear E 88.0 ft2 0.0 ft 0.0 ft 1 co c.i ; =LL= Locaa' on R 9ft1I 1 Uncond. Uncond. Interior 6.0 40.0 ft Credit Multipliers: None W ; System Typo EF Cap. Conservation Type Con. EF 1 Natural Gas 0.55 60.0 None 0.00 2 Natural Gas 0.63 1.5 None 0.00 ac I1L LU cc ; Use Default? Annual Operating Cost Electric Rate 1 Yes N/A N/A EnergyGauge® (Version: FLRCSS v4.0) SYSTEM SIZING SUMMARY Sys MAYDA- SIMONE A/C-1 Location: Maori, Florida Prepared by: Covenant Engineering Block Load 3.05 October25, Page: 1 TABLE I. SIZING DATA (COOLING) Total Coil Load Seedb le Coll Load Total Zone Seale Supply Temperature Supply Air (Actual) Supply Air ( d) Ventilation Air Direct Exhaust Mr Reheat Required Floor Area Overall U-Value Vent Air 47,176 BTUibr 40434 0141fibr 392725 BTU/br 57.0 F 2,453 CFM 2,452 CFM 0 CFM 0CFM o BTUibr 1,500 sqft 0251 BTUiluistiftiF 0.00 CFMIsqlt Li •9�o TABLE 2. SIZING DATA (HEATING) Heating Con Load Ventilation Load Total Zone Load Ventilation Airflow Supply Airflow Load Occurs Outdoor Db/Wb Cod Condition% Entering DbiWb I Apparatus D Bypass Favor ResatUng Zone RH Total Coil Load Sensible Coil Load SQFTITon Cooling October 15:00 87.015.0 F 72.3163.1 F 57.0156.6 F 56.2 F 0.050 61. % 3.93 Ton 3.39 Ton 38155 3145 BTUOnIsq t 15,101 BTUThr 0 BTU/hr 15,101 BTU/hr o CFM 2,453 CFM Heating Heating Floor Area Overall U -Value Vent Air vent Air 10.07 11111Thrisqft L64 CFMIsgtt 1,500 sqft 0251 coo CFMisuft 0.00 CFM/Persot• TABLE 3. INPUT DATA (WEATHER) Nflan* Location Data Source Latitude Elevation Horton Carrier Defaults 25.8 Degree 7.0 ft Summer Dry-Bulb Coincident Wet Bulb Daily Range 91.0 F 77.0 F 15.0 F TABLE 4. INPUT (HVAC SYSTEM) System Name *stem TYPe System Start Duration SIZING SPECIFIC4%21ONS Supply Ventilation Exhaust FACTORS Coll Bypass Safety (Sens) Safety (Latent) Safety Wain MAYDA- SIMONE MC-1 Cig and Warm Air lit 24 bra 57.0 F 0 CFM 0.40 CFM 0.050 0% 0 % 0 % THEIGHISTAT SETPOINTS Cooling( ) Co (Mom) Heating RETURN AIR PLENUM FAN Configuration Blow -Tbru Stalk Pressure 050 fn.wg. 72.0 F 750 F 70.0 F No TABLE S. TOP TEN COOLING COIL LOADS Time Sensible Ton 1) October 15:00 3.39 2) September 15:00 3.34 3) October 16:00 3.35 4) October 14.10 3.34 5) September 1600 3.31 Total Ton 3.93 3.89 359 3.89 3.87 Time 6) September 14.10 7) August 15.19 16188 • • •• ••• • •• • • • • • •• ••• •• • • • •-• • • • • • • • • • • • • • • ••• ••• • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • ••• • • • • • • • • ••• • • • Seale Ten 3.30 3.26 3.26 326 324 Total Ton 3.86 383 383 383 3.91 • ••• • • • • • • • • • • • •• • • ••• • • • • • • • • • • • • • •• •• ••• • • System MAYDA- 3IIVMONE A/C -1 Location: Miami, Fittaida Prepared by: Coves Engineering [TABLE 6. ZONE SIZING DATA Zone Name SYSTEM SIZING SUMMARY Max. Cooling Sensible MAYDA- SIMONE A/C-1 9 25 Total: Design Airflow Rate () 2,453 2,453 Design Time October 15:00 Block Load 3.OS October 25, 2006 Page: 2 Max. Heating Design Flow Load Rate (BTUJhr) (CFM) 15,101 Total: .00 .. ... • • • • • • • • .. • ... • • • • • • • • • • • • • • .. • • • • .. . . ... • • • • • • • • • • • • • • • • • • ... .. .. • ... • • ... • • • • ... • • • • • • • • • • • • • •.. • O • • • • • • • • • • • • • .. • • • • • • • ... • • • ... • • SYSTEM SIZING SUMMARY System MAYDA- SJMONE A/C-2 Location: Miami, Florida Prepared by Covenant Engineering Block Load 3.05 October 25, 2006 Page: 1 TABLE 1. SIZING DATA (COOLING) Total Coil Load Sensible Coil Load Total Zone Sensible Supply Temperature Supply Air (Actual) y Air (S d) Vein Mr Direct Exhaust Air Reheat Reepdred Floor Area Overall U-Vahm Vent Air 25,224 B2111br 2188 BTUJbr 20.988 BTU/br 57.0 F LOO CFM 1,080 CFM o CEM 0 C 0 BTUIIQ 1,200 saft E1 %BTUAnisaft/F 0.00 CFM1agft TABLE 2. SIZING DATA (HEATING) Load Chums Outdoor DbWWb Coil Conditions Entering Dbl9Vb Leaving DWWb Apparatus Dewpoiut Bypass Factor Resulting Zone RH Total Coil Load Sens! de Coil Load SOFT/Ton Cooling July 17:00 89.5/76.6 F 75.316E3 F 57.01565 F 56.0 F 0.050 55.9 % 2.10 Ton 1.78 Ton 57089 21.02 13111/11 eift Heating Coil Load 12,396 BTWbr Ventilation Load Total Zone Load Ventilation Airflow Supply Airflow o BTUfbr 12,396 11111 hr 0 CFM 1,088 _ -- Heating Heating Floor Area Overall U-Vabx Vent Air Vent Air 10.33 BTU/hr/s& 0.90 cFMlsgft 0.150 0.00 CFM1sqi 0.00 CFMIPerson TABLE 3. INPUT DATA (WEATHER) Low Data Some Latitude Elevation Florida Carrier Defaults 258 Degree 7.0 ft Summer Thy-Bulb Cent Wet Bulb Daily Range 91.0 F 77.0 F 15.0 F TABLE 4. INPUT (HVAC SYSTEM) System Name MAYDA- SJMONE AK .2 System Type Clg and Warm Air Ht System Start 6:00 Duration 24 bra SIZING SPECIFICATIONS Supply Ventilation Ethaust FACTORS Coil Bypass Safety (Sens) Safety (Latent) Heating Safety 57.0 F 0 CFM 0.00 CFM 0.050 0% 0% 0 % THERMOSTAT SEIPOINTS Cooling(Oce) Cooling (UnoeG) Reeling RETURN AIR PLENUM FAN Configuration Blow Thru Static Pressure 0.50 in. wg. 75.0 F 75.0 F 70.0 F No TABLE S. TOP TEN COOLING COIL LOADS Time 1) July 17t00 2) July 160 3) June 17:00 4) Angus! 16:00 5) August 170 Sege Ton 1.78 1.71 1.76 1.77 176 Total Ton 2.10 2.09 2.09 2.09 2.08 'Dime 6) June 1fa00 7) September 16:00 • • • • • • •8) Iaugmt 15 • • • • • • .'0) • Jity • • • • • • • _lop 15% • • • y •• ••• • • • • •• Sensible Ton Total Ton 1.75 2.07 1.74 2.05 1.72 2.04 1.72 2.04 1.71 2.02 • • • ••• • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • •• • • • • • • • • •• • ••• • • • ••• • • • • • • • • • •• • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • Syam MAYDA-SIBIO A/C-2 Location:: Miami, Florida Prepared by: Covenant Engineering [TABLE 6. ZONE SIZING DATA SYSTEM SIZING SUMMARY Max. Cooling Sensible Zone Name (BTU/hr) MAYDA- SIMONE A/C -2 20,988 Total: Design Airflow Rate (CFM) 1,080 1,080 Design Time July 17:00 Block Load 3.05 October 25, 2006 Page; 2 Max. Heating Design Flow Load Rate (BTU/br) (OEM) 12,396 Total: .00 •• ••• • • • • • • • • • •• ••• •• • • • • • • • • • • • • • • .• • ••• • • • • • • •• • • • • • •• • • • ••• • • • • • • • • • • • • • ♦ • • • • • • • • • •• • ••• • • • • • ••• • • • • • • • • • ••• • • • • • • • • • • • • •• • • • •• •• • • ••• • • SYSTEM SIZYNG SUMMARY System MAYDA,SIMONE A/C.3 Location: Miami, Florida Prepared by: Covenant Engineering Block Load 3.05 Ober 25, 2006 Page: l TABLE 1. SWING DATA COOLING 16,763 BTU/hr 14.080 BTUIhr 13,765 BTUftr 57.0 F 850 CFM 850 CFM 0 CFM 0 CFM 0 BTUIbr Total Con Load Stele Con Load Total Zone Sensible Supply Temperature Supply Air (Actual) Supply Air (Standard) Ventilation AB; Direct Exhaust Atr Reheat Required Floor Area Overall U-Value Vent Air 530 sgft 0.172 WfUTlw/sgftF 0.00 CFM/sgft Load Occurs Outdoor DWWb Coil Conditions: Enttaing D/Wb Leaving Db/Wb Append= Dewpoint Bypass Factor Resulting Zone RH Tel Coil Load Sensible Con Load SQFrfTon Heating Cooling November MOO 84.0/7t1O F 72.3163.2 F 37.4136.6 F 56.2 F 0.050 61.6 % 1.40 Ton 1.17 Ton 37930 31.64 BTUmr/sgft TABLE 2. SIZING DATA (HEATING) Heating Con Load 6,504 BTU/hr Ventilation Load Total Zone Load Ventilation Airflow Supply Airflow 0 BTU/hr 6,590 BTURw 0 CFM 850 CFM Heating Floor Area Overall U -Value Vent Air Vent Air 12.27 BIUfhrfsqt4 160 CFMAgft 530 sift 0.172 0.00 CFM/sq t 0.00 CFTMUPerson TABLE 3. INPUT DATA THER Location Mimi, Florida Data Source Carrier Defaults Latitude 253 Degree Elevation 7.0 ft Summa Dry-Bulb Coincident Wets Deny Range 'lilt,: I.. ;1. 91.0 F 779 F 15.0 F TABLE 4. INPUT (HVAC SYSTEM) System Name System Type System Start Duration SIZING SPECIFICATIONS Ventilation Exhaust FACTORS Con Bye Safety (Sens) Safety (Latent) Heating Safety MAYDASIMONE A/C-3 Cig and Warm Air Ht 6:10 24 las 57.0 F 0 CFM 0.00 CFM 0.050 0%0 0% 0% THERMOSTAT SETPOINTS Coo (tic .) Cow (Unocc.) Heating RETURN AIR PLENUM FAN Configuration Biow•Thrn Static Pressure 0.50 Ia. wg. 72.0 F 75A F 70.0 F No T ; LE 5. TOP TEN COOLING COIL LOADS Time Senst6ie Ton Total Ton 1) November 1500 1.17 1.40 2) October 13:00 1.16 1.38 3) November 14.00 1.16 1.38 4) November 16e00 1.15 1.37 5) October 14.00 1.14 1.37 Time Sensible Ton Total Tam 6) December 15.10 1.15 1.36 7) October 16:00 1.14 1.36 l er•14;1). 1.14 1.35 •• ••• • L12 134 ••• •• .•10)�Ole'em i�13:06 111 133 • •• ••• •• • • • •• • • • • • ••• • • • • • • • • • • • • • • • • • IS • • • • • • •'• •• • • • • ••• • • ••• • • • • • • • • ••S • • • • • • • • •• •• • • ••• • • • ••• • • • • • • • • • • • • • •• •• ••• • • SYSTEM SIZING SUMMARY System MAYDA-SIMONE A/C-3 Location Miami, Florida Prepared by Covenant Engineering Block Load 3.05 October 254006 Page: 2 TABLE 6. ZONE SIZING DATA Zone Name Max. Cooling Design Airflow Sensible (BTU/hr) MAYDA - SIMONE A/C -3 13,765 Total: Max. Heating Design Flow Rate Load Rate (CFM) Design Time (BTU/hr) (CFM) 850 November 15:00 6,504 - 850 Total: .00 •• ••• • • • • • • • • • • • •• • • • • • •• • • • • • ••• • • • • • • • • . • i • • • • • • •• • • • • • • • •• • • • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • •• •• • •• •• • • •• •• • • MIAMI_DADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) 06) 8v I TY -D COUNTY, FLORIDA GLER BUILDING T, SUITE 1603 ORIDA 33130 -1563 FAX (305) 375 -2908 PGT Industries 1070 Technology Drive Nokomis, FL 34274 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 High Velocity Hurricane Zone of the Florida Building Code. ESCRIPTIONeries C -740 Aluminum Casement Window = Impact APPROVAL DOCUMENT: Drawing No. 7045 -8, titled "Aluminum Casement Window, Impact ", sheets 1 through 12 of 12, dated 12/17 /02 with revision C dated 7/10/03, prepared by manufacturer, signed and sealed by Lucas A. Turner, 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 TING: Lame and Small Missile Impact 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 # 02- 1224.02 consists of this page 1 and evidence pages E -1 and E -2, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No 03- 0611.02 Expiration Date: May 22, 2008 Approval Date: October 9, 2003 Page 1 NOTES: LARGE MISSILE WINDOWS 1. GLAZING OPTIONS: LA. -5/16"-LAMINATED GLASSCOMPRISED OF (1) LITE OF 1/8" ANNEALED GLASS AND (1) LITE OF 1/8" HEAT STRENGTHENED _. 'GLASS W/ AN .090 INNER LAYER OESOLUTIAOR- DUPONT PVB. B. 5/16° LAMINATED GLASS COMPRISED OF (2) LITES OF 1/8" HEAT STRENGTHENED GLASS WI AN .090 INNER LAYER OF SOLUTIA OR DUPONT PVB. C. 7/16° LAMINATED GLASS COMPRISED OF (I) LITE OF 3/16" ANNEALED GLASS AND (1) LITE OF 3/16' HEAT STRENGTHENED o ®. GLASS W/ AN .090 INNER LAYER OF SOLUTIA OR DUPONT PVB. D. 7/16° LAMINATED GLASS COMPRISED OF (2) LITES OF 3/16" HEAT STRENGTHENED GLASS W/ AN .090 INNER LAYER OF SOLUTIA OR DUPONT PVB. E. 13/16" I.G. GLASS COMPRISED OF (1) LITE OF 1/8° HEAT STRENGTHENED GLASS AND (1) 5/16° LAMINATED COMPONENT WITH A 3/8" AIR SPACE. 5/16° LAMINATED GLASS COMPRISED OF (2) UTES OF 1/8° HEAT STRENGTHENED GLASS WITH AN .090 SOLUTIA OR DUPONT INNER LAYER. 2. CONFIGURATIONS: X, XX, XO, OX, XOX, 0 3. DESIGN PRESSURE RATINGS / COMPARATIVE ANALYSIS TABLES: A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300 -98 (AND ASTM E 1300 -94 OUTSIDE MIAMI -DADE COUNTY). B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300 -98 (AND ASTM E 1300-94 OUTSIDE MIAMI -DADE COUNTY). C. DESIGN PRESSURES UNDER 40 P.S.F. NOTAPPLICABLE IN MIAMI -DADE COUNTY. D. FOR "X" CONFIGURATIONS SEE SHEET 4. E. F "SHEET 4. F. FOR 1-1-i4 "XOX" & "0" CONFIGURATIONS SEE SHEETS. G. FOR }- 4 °XOX" & "XO° OR "OX" CONFIGURATIONS SEE SHEET 6. H. FOR UNEQUAL LITE "XOX, °XO" & "OX" CONFIGURATIONS SEE SHEET 7. 4. ANCHORAGE: SINGLE ROW OF FASTENERS LOCATED AS FOLL`_ MS: HEAD & SILL: MAX. 4" FROM CORNERS MAX. 4" & 7' ON EACH SIDE OF MEETING RAILS MAX. 141/2" SPACING ON VENTS MAX. 13° SPACING ON FIXED LITES (2)ANCH0RS 3" APART AT MID -SPAN ON FIXED _ITE ONLY JAMBS: MAX. 4" FROM CORNERS MAX. 13" SPACING (2) ANCHORS 3" APART AT MID -SPAN NOTE: 1/4" TAPCCNS OR #14 SCREWS MAY 8E USED AT THE MOVE SPACING. SEE SHEETS 4, 5, 6 AND 7 FOR ALLOWABLE DESIGN PRESSURES IF USING 3/16" TAPCONS OR #12 SCREWS. 5. SHUTTER REQUIREMENT: NONE REQUIRED 6. NARROW JOINT SEALANT IS USED ON ALL FOUR CORNERS OF THE FRAME. 7. REFERENCE TEST REPORTS: FTL -3580, FTL-3582, FTL -3587 ANC FTL -3729 CONFIGURATIONS OPTIONS } x } 0 0 } X I 0 0 I x X O X UNEQUAL LUTES QI UNEQUAL UTES o 1X UNEQUAL UTES NOA DRAWING TABLE OF CONTENTS SHEET NOTES 1 GLAZING DETAILS 2 ELEVATIONS 3.4 DESIGN PRESSURE TABLES 5.8 SECTIONS 9 CORNER CONSTRUCTION 10 EXTRUSION PROFILES 10-11 PARTS LIST 11 ANCHORAGE. 12 PRODUCT REVISED as conipylo& with the Florida Ridding Code Aoceptaate No Due ,rVy:.% er FE OWc 3/17/03 ReWky: A REVISE ANCHORAGE NOTE 4 Ri adey FE RavadBy rmec 3/2503 our Drawn Or Oak: F.K. 12117/02 Redsemc B ADD 13/16» I.G. & MOVE GLAZING DETAILS TO S-IEET Z Re"mrax C NO CHANGE THIS SHEET Cheoaed"y Oa: 1070 TECHNOLOGY DRIVE NOKOMIS, FL 34275 P.O. SOX 1529 N0KOMIS, FL 34274 NOTES AND TABLE OF CONTENTS ALUMINUM CASEMENT WINDOW, IMPACT sarma+aaa CA -740 INTS SOW orgelt0 tin Rer 1 " 12 I 7045.8 I C Lug A Tamer. P.E. PE 658201 Methardcal 1/8" ANNEALED GLASS .090 SOLUTIA OR DUPONT PV6 INNER LAYER N`-- 1/8" HEAT STRENGTHENED GLASS .65" NOM. GLASS BITE 15716" LAMINATED_ GLAZING DETAIL 3116" ANNEALED OR HEAT STRENGTHENED GLASS 00 00 3/8" AIR SPACE 1/8" HEAT STRENGTHENED GLASS .C90 SOLUTIA OR DUPONT PVB INNER LAYER 3/16" HEAT - STRENGTHENED GLASS .65" NOM. GLASS BITE f 7/16" LAMINATED GLAZING DETAL 13/16" 5/16" LAMINATED COMPONENT 118" HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INNER LAYER 1/8" HEAT STRENGTHENED GLASS .65" NOM. GLASSS BITE T 13/16" I.G. GLAZING DETAIL PRODUCT REVISED as complying Wild the Fiorirla Balding Coda Acceptance No I A .02 Oat PmJadcmnol aendar F.K Gratz 3125/03 FLYitlNtC B REDRAW GLAZING DETAILS & ADD 13/18' LG. aewaar F.K Oak 7/10/03 NO CHANGE THIS MEET Komi Or Deaa" ar F.K. Dab: 1feWione: Dew 03/25/03 taodaasr C"" 1070 TECHNOLOGY DRIVE NOKOMIS, FL 34275 P.O. BOX 1528 NOKOMIS. FL 34274 I 12 Oacripbm GLAZING DETAILS roe ALUMINUM CASEMENT WINDOW, IMPACT Visibly Better SerftWedee Sear I abet CA -745 NTS I 2 a 12 oraravakl 7045 -8 7/o %3 Lucas A Turner, P.E. PE 458201 Meduanlcal CENTERLINE 1 1/2° Read Br F.K. ANCHOR LOCATION TYP. MID -SPAN ANCHOR DETAIL (SEE SHT. 1 NOTE 4) ANCHOR LOCATIONS (SEE SHEET 1, NOTE 4) ANCHOR LOCATION TYP. 4° MAX. SEE MID -SPAN ANCHOR DETAIL TYP. (2) A DENOTES HINGE LOCATION AT HEAD & SILL OF "X° PANELS, TYPICAL. SEE HINGE DETAIL SHT. 4 SEE MID -SPAN ANCHOR DETAIL TYP. (2) 7" 4" MAX. MEETING RAIL DETAIL (SEE SHT. 1 NO E 4) 134° MAX. WIDTH 30" MAX. 53" MAX. DAYLIGHT DAYLIGHT OPENING OPENING 13" MAX. O.C. 4° MAX. " �4 MAX/ 74" MAX. WIDTH 30" MAX. DAYLIGHT �- OPENING X SEE Mf ETING RAIL'DETAIL TYP. (2) • 30" MAX. DAYLIGHT OPENING SEE MID -SPAN ANCHOR DETAIL TYP. (2) 13° MAX. O.C. 4" MAX. 4" 0 \ / I 141/2" MAX O.C. TYP. ELEVATION'S" - 63' HIGH '10C° (SEE SHEET 5 FOR PRESSURES) A NOTE: "X" PANEL MAY SWING IN EITHER DIRECTION 56° MAX. DAYLIGHT OPENING 63" MAX HEIGHT 37" MAX. VENT TYP. 13" MAX O.C. -�-- 1 60" MAX. FIXED / I-- ----I- 141/2° MAX. O.C. VENT HEAD & SILL ONLY SEE MEETING RAIL DETAIL TYP. (4) ELEVATION "A" - 63° HIGH "XOX° (SEE SHEETS 6-8 FOR PRESSURES) 56° MAX. DAYLIGHT OPENING 63" MAX. HEIGHT PRODUCT DEVISED as cum pC� Gbt6eFlorida Bidding Acceptance No E an Dite By Div 2 ?rdct Do": 3H7Ai3 Fterricar A REViSEANCHORAGE Rand Br F.K. F.IG MEW 9/25!03 Smarms. B CHANGE SHEET NO. REFERENCES Don 7/10!03 - Revisions, C ADOHINGE LOCATON DETAILS asmey., FX. 12/17/02 amender' Dace 1070 TECHNOLOGY DRIVE NOKOA4IS, F1.34275 P.O. BQX 1529 NOKOMIS, FL 34274 1:24c;_ir Visibly Better 'XX" & °XOX° ELEVATIONS TS. ALUMINUM CASEMENT WINDOW, IMPACT sertemamast I Swim CA -740 I NTS Woe 3 12 �� 7045 -8 Bar C --y(U /O? Lucas A Turner. P.E. PE558201 Mechanical SEE MID -SPAN ANCHOR DETAIL SHT. 3 TYP. (2). 13" MAX. O.C. 4" MAX. 32" MAX. WIDTH 25" MAX. DAYLIGHT OP ING Al DENOTES HINGE LOCATION AT HEAD & SILL OF "X" PANELS, TYPICAL. SEE HINGE DETAIL SHT. 4 SEE MID -SPAN ANCHOR DETAIL SHT.3 TYP. (2) 65" MAX. DAYLIGHT OPENING 72° MAX. HEIGHT I l 1.._„i 141/2" 4" MAX. —•-I I+— MAX. O.C. ELEVATION "C" - 72 HIGH "X" (SEE SHEET 5 FOR PRESSURES) NOTE: 72" HEIGHT AVAILABLE WITH SINGLE VENT CONFIGURATION ONLY SEE MID -SPAN ANCHOR DETAIL SHT. 3 TYP. (2) HINGE LOCATED APPROX. FLUSH AGAINST JAM, TYPICAL HEAD & SILL HINGE LOCATION DETAIL 141/2° MAX. O.C. VENT HEAD & SILL ONLY 13" MAX O.C. 13" MAX O 37" MAX. WIDTH 30" MAX. r_ DAYLIGHT OPENING 1 58" MAX. DAYLIGHT OPENING SEE MID SPAN ANCHOR DETAIL SHT. 3 TYP. (4) 63" MAX. 13" HEIGHT MAX 4* MAX. I._� � _141/2" 4° MAX. MAX. O.C. ELEVATION °D" - 63" HIGH "X" (SEE SHEET 5 FOR PRESSURES) 97" MAX. WIDTH 30° MAX. 53" MAX. -- DAYLIGHT �j OPENING 1 DAYLIGHT OPENING • O.C. f- 60" MAX WIDTH 53° MAX. DAYLIGHT OPENING 4" MAX. 0 _ 58" MAX. DAYLIGHT OPENING 4" MAX J 1_ ELEVATION "E" -63" HIGH "0" (SEE SHEET 6 FOR PRESSURES) 63" MAX. HEIGHT �-- ►x-13" MAX. O.C. is NOTE: "X" PANEL MAY SWING IN EITHER DIRECTION 56" MAX. DAYLIGHT OPENING 4" I L � / �- -x-13° MAX. O.C. 4" MAX. 37" MAX. VENT 60° MAX. FIXED ELEVATION "F" - 63° HIGH °XO" & "OX" UNEQUAL LITE (SEE SHEETS 7-8 FOR PRESSURES) SEE MID -SPAN ANCHOR DETAIL SHT. 3 TYP. (2) 63" MAX. HEIGHT SEE MEETING RAIL DETAIL SHT. 3 TYP. (2) PROM/CT REVISED as complying with the Florida Raiding Cods Accrpinncc No lion Due Rendar F.K Date 3117/03 Revisions A REVIEANCHORAGE licesday FC Dab: 3125/03 Revisions CHANGE SHEET NO. REFERENCES flare ep. F.1C baler 7/10103 Revisions C ADO HINGE DETAILS HINGE LOCATION NOTES D w i Iqn Oete: Cheated °r: Dare: F.K. 12117/02 F.K. 1070 TECHNOLOGY DRIVE NOKOMIS, FL 34275 P.O. BOX 1525 NOKOMIS, FL 34274 Visibly Better "X", "O, 'WO" & "OX" ELEVATIONS ttak ALUMINUM CASEMENT WINDOW, IMPACT Senses ex CA -740 sus Sheet NTS I 4 a 12 Craft to. 7045 -8 Roe C -7/0/03 LIRA A. Turner, P.E. PE #58201 Medte"k°I COMPARATIVE ANALYSIS TABLE 1. (BASED ON 1/4"-TAPCONS OR #14 SCREWS) "X" WINDOWS TEST REPORTS: FTL -3582, FTL -3587, FTL -3729 GLAZING OPTIONS: A 5/16" UMW (1/8 "A,.090,1 /8 "HS) B. 5116" LAMI (1 /8 "HS,.090,1 /8"HS) E. 13/16" LAMI (1/8 "HS,3/8" SPACE,5 /16" LAMI -W/ 1/8 "HS,.090,1 /8"HS) HEWHT WIDTH 19.125 -A--- _B,E. 24.000' '26.500 A_ `26.000 NEC POS -90.0 70.0 -90.0 70.0 ' -90.0 70.0 31.000 36.000 38.375 43.000 ; 48.000 50.625__ NEG POS NEG IPOS NEC POS NEG POS NEG POS -90.0 `70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 c90_0 70.0 -90.0 70.0 -90.0 70.0 NEG POS' =90.0 70.0 -90.0 -90.0 70.0 -90.0 70.0 - 90.0.70.0 - 90.0.70. -0 54.000 57. 10 66.000 NEC POS NEG POS -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 - 90.0 70.0 -90.0 70.0 -90.0 70.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 A -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0, 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 -90.0 700 -90.0 -90.0 70.0 -90.0 70.0-90.0 70.0 -90.0 NEC -90.0 57.000 60.000 POS NEC 70.0 -90.0 70.0 70.0 -90.0 70.0 NEG -90.0 00 PO5 70.0 69.000 -90.0 70.0 -90.0 70.0 72.000 NEG -90.0 70.0 -90.0 70.0 POS' -89.6 70.0 - 86.3 , 70.0 -84.2 70.0 70.0 -90.0 70.0 -90.0 70.0 70.0 -83.6 70.0 -79.9 70.0 -75.4 -90.0 70.0 -90.0 70.0 70.0 -72.4 70.0 -69.9 9 -67.8 -90.0 70.0 -83.2 70.0 -81.7 70.0 70.0 -90.0 70.0 66.2 -65.0 65.0 63.7 B,E -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 30.000 A -90.0 70.0 -90.0 70.0 -90.0 70.0 -87.4 70.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90:0 70.0 -90.0 -77.6 70.0 -68.4 68.4 -63.9 63.9 -60.0 60.0 - 58.5 58.5 -56.2 56.2 -53.4 53.4 -90.0 70.0 -90.0 70.0 -90.0 70.0 -49.8 49.8 -48.3 48.3 B,E -90.0 70.0 -90.0 70.0 -90.0 70.0 32.000 A -90.0 70.0 -90.0 70.0 -86.3 70.0 -90.0 -81.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 -90.0 70.0 70.0 -71.1 70.0 -61.8 61.8 -58.9 58.9 -56.1 56.1 - 53.8 53.8 -50.4 50.4 -47.7 47.7 -45.6 45.6 -43.9 43.9 42.2 B,E -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 34.000 A -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -65.5 65.5 -57.5 70.0 57.5 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -87.8 70.0 -84.4 70.0 -54.9 54.9 B.E -75.0 70.0 -75.0 70.0 -75.0 36.000 A -75.0 70.0 -75.0 70.0 -75.0 70.0 70.0 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 770.4 -75.0 70.0 70.0 -75.0 -60.4 70.0 -75.0 70.0 -75.0 70.0 -51.8 -75.0 51.8 .48.6 48.6 -45.2 45.2 -42.4 42.4 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 60.4 -54.3 54.3 -51.1 51.1 -47.9 70.0 -75.0 37.000 A -75.0 70.0 -75.0 70.0 -73.7 70.0 -67.9 67.9 -59.0 70.0 '59.0 -75.0 70.0 -75.0 -52.8 52.8 -49.9 70.0 '49.9 -75.0 47.9 - 44.8 44.8 -42.2 70.0 -75.0 70.0\ -75.0 42.2 -39.7 39.7 70.0 -75.0 70.0 -46.4 46.4 - 43.5 43.5 -41.1 41.1 -38.6 38.6 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 TABLE 2.(BASED ON 114" TAPCONS OR #14 SCREWS) - - - "X" WINDOWS TEST REPORTS: FTL -3580, FTL -3587 t GLAZING OPTION:_ C. 7/16" LAMI (3/16 "A,.090,3 /16"HS) ALL "X" SIZES UP TO 37.000" WIDE x 63.000" HIGH AND ALL "X" SIZES UP TO 32.000' WIDE x 72.000" HIGH -- COMPARATIVE ANALYSIS TABLE 3.(BASED ON 1/4" TAPCONS OR #14 SCREWS) "XX" WINDOWS GLAZING OPTION: A 5/16" LAMI (1/8 "A.090,1 /8 "HS) HEIGHT "XX" WIDTH 37.000 A TEST REPORTS: FTL -3582 26.000 NEC POS -75.0 70.0 43.000 A -75.0 70.0' 31.000 NEC POS -75.0 70.0 36.000 NEG I POS, -75.0 70.0 38.375 NEG POS -75.0 70.0 43.000 1 48.000 I 50625 i- 54.000 NEG PCS NEG POST NEG I POS j NEG POS 57.000 NEG POS -75.0 70.0 60.000 NEG POS -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.01 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 `70.0 63.000 -75.0 70.0 -75.0 70.0 48.000 A - 75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.01 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 _53.1.25_ __A -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 X7_.00-0 _A. -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.01 -75.0 70.0 1 -74.4 70.0 -75.0 70.0 70.0 -69.6 69.6 _7_5.0 70.0 6 2 65.2 -72.1 70.0 -69.5 69.5 -67.5 67.5 -63.0 63.0 -60.8 60.8 -58.0 60.000 A -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 7001 -68.4 68.4 -63.9 63.9 -60.0 60.0 -58.5 58.5 -56.2 56.2 -53.4 64.000 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -71.1 7001 -61.8 61.8 -58.9 58.9 -56.1 56.1 -53.8 53.8 -50.4 50.4 47.7 68.000 A - 75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -65.5 65.5 1 -57.5 57.5 72.000 A -75.0 74.000 A -75.0 70.0 -70.0 -75.0 70.0 -75.0 70.0 -70.4 70.0 -60.4 6041 -54.3 54.3 -75.0 70.0 -73.7 70.0 -67.9 67.9 -59.0 59.01 -52.8 52.8 -54.9 54.9 - 51.1151.1 - 49.9149.9 -51.8 51.8 -48.6 48.6 -45.2 45.2 -42.4 42.4 -47.9 47.9 -46.4 46.4 -44.8 -43.5 44.8 -42.2 42.2 -39.7 39.7 43.5 -41.1 41.1 -38.6 38.6 TABLE 4.(BASED ON 1/4"ITAPCONSOR #14 SCREWS) ")0(" WINDOWS TEST REPORTS: FTL-3582, FTL-3729 ALL "XX" SIZES UP TO 74.000' WIDE x 63.000" HIGH 1-75.0170.0 TABLE 5.(BASED ON 1/4" TAPCCNS OR #14 SCREWS) 'HOC" WINDOWS TEST REPORT: FTL -3580 GLAZING OPTION: C. 7/16" LAM (3/16 "A,.090,3 /16"HS) ALL "XX" SIZES UP TO 74.000" WIDE x 63.000" HIGH 1- 90.0170.0 NOTE: IF USING 3/16" TAPCONS OR #12 SCREWS DESIGN PRESSURE FOR ")0C WINDOWS IS LIMITED TO 46.7 P.S.F PRODUCT REVISED as complying with the Florid* Duldhig Cede Acceptance No E redact Otte A REVISE TABLES 1 AND 3, GLASS TYPE A ADD GLASS TYPE TO TABLES 1 & 4 Ram, By Ilerc NO CHANGE THIS SHEET mw ChmledEty NOKOACS, FL 34275 P.O. sqx 1529 NOKOMIS, FL 34274 Visibly Better PRESSURES- ) 65 )0C CONFIG. WINDOWS ALUMINUM CASEMENT WINDOW, IMPACT Lucas A. Tumor, P.E PE a58201 MuctLankci COMPARATIVE ANALYSIS TABLE 6. (BASED ON 1 /4 " TAPCONS OR #14 SCREWS) "0" & "1/4- 112 -1/4 XOX" WINDOWS TEST REPORTS: FTL -3582 FTL -3582 FTL -3729 GLAZING OPTIONS: A. 5/16" LAMI (1/8"A,.090,178"HS) . 5/16" LAMI (�1/8"HS,.090,1/8"HS) C. 7/16` LAMI (3116"A,.090,3/16"I-IS) E. 13/16" LAMI 1/6"HS.318" SPAC 5/16" LAMI -W/ 1/8"HS .0901/8"HS "0° WIDTH "XOX" WIDTH 26.000 31.000 36.000 38.375 43.000 46.000 50.625 54.000 57.000 60.000 63.000 NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS 36.000 72.000 A -75.0 70.0 - 75.0 70.0 -75.0 70.0 -70.4 70.0 - 60.4 60.4 - 54.3 543 -51.1 51.1 -47.9 47.9 - 44.8 44.8 -42.2 42.2 - 39.7 39.7 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 700 - 75.0.70.0 -75.0 70.0 - 75.0 70.0 -75.0 700 -75.0 70.0 C -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 700 -90.0 70.0 -90.0 70.0 . -90.0 70.0 -90.0 700 -90.0 70.0 37.000 74.000 A -75.0 70.0 -75.0 70.0 -73.7 70.0 -67.9 67.9 -59.0 69.0 -52.8 528 -49.9 49.9 - 46.4 46.4 - 43.5 43.5 -41.1 41.1 - 38.6 38.6 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 700 -75.0 70.0 -75.0 70.0 - 75.0 70.0 -76.0 700 -75.0 70.0 C -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 700 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 700 -90.0 70.0 39.500 79.000 A -75.0 70.0 -75.0 70.0 -67.8 67.8 -62.1 82.1 -55.7 55.7 -49.8 49.8 -48.9 48.9 -43.6 43.6 -41.1 41.1 -38.6 38.6 - 36.5 38.5 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 700 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 C -90.0 700 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 700 -90.0 70.0 -90.0 70.0 -90.0 70.0 -87.4 700 -83.2 70.0 42.000 84.000 A -75.0 70.0 - 75.0 70.0 -62.4 62.4 - 58.4 58.4 -63.3 63.3 -56.4 58,4 -53.4 53.4 - 50.0 50.0 - 46.9 46.9 - 44.3 44.3 -41.9 41.9 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 700 -75.0 70.0 C -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 700 -90.0 70.0 -90.0 70.0 -84.5 70.0 -79.7 700 -75.6 70.0 45.000 90.000 A -75.0 70.0 -70.3 70.0 -68.0 58.0 - 54.6 54.8 - 59.3 59.3 -53.6 53 6 - 50.9 50.9 -47.5 47.5 - 44.7 44.7 -42.1 42.1 -39.7 39.7 BE -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 700 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 700 -75.0 70.0 C -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -88.2 70.0 -81.8 70.0 -76.9 70.0 -72.4 70.0 -69.2 69.2 48.000 96.000 A -75.0 70.0 - 65.0 65.0 - 54.3 54.3 -51.1 51.1 - 55.1 55.1 -51.4 51.4 - 48.6 48.6 -45.3 45.3 -42.5 42.5 - 40.4 40.4 -38.4 38.4 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 75.0 70.0 -75.0 70.0 -75.0 700 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 C -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -86.0 700 -80.9 70.0 -75.0 70.0 -70.7 70.0 - 67.3 67.3 - 64.1 64.1 50.500 101.000 A -75.0 70.0 - 60.8 60.8 -51.3 51.3 -48.3 48.3 -52.7 52.7 - 48.7 48.7 - 46.9 46.9 - 43.5 43.5 -41.3 41.3 - 392 39.2 -37.1 37.1 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 700 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -74.3 70.0 C -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -81.2 70.0 -75.7 70.0 -70.3 70.0 -66.8 66.8 - 63.6 63.5 -60.6 60.5 53.125 106.375 A -75.0 70.0 - 58.7 58.7 -48.7 48.7 - 45.4 45.4 -50.0 50.0 -48.1 46.1 - 44.2 44.2 -42.2 42.2 -40.1 40.1 - 38.0 38.0 - 36.2 36.2 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 700 -72.4 70.0 C -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -88.6 70.0 -78.4 70.0 -71.1 70.0 - 86.5 68.5 -63.0 63.0 - 60.0 80.0 -57.3 57.3 54.000 109-040 A -75.0 70.0 -58.2 58.2 -47.9 47.9 -44.5 44.5 -49.1 49.1 -45.3 45.3 - 43.4 43.4 -41.9 41.9 -39.8 39.8 -37.6 37.6 - 35.9 35.9 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 - 76.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -71.8 70.0 C -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -88.9 70.0 -75.0 70.0 -70.1 70.0 - 65.4 65.4 -61.8 61.8 -59.1 591 - 56.4 56.4 55.500 111. " A -75.0 70.0 -57.1 57.1 -48.4 46.4 -43.3 43.3 -47.5 47.5 -43.9 43.9 -42.2 42.2 - 40.8 40.8 -39.1 39.1 -37.2 37 2 - 35.4 35.4 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -74.3 700 -70.8 70.0 C -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -84.3 70.0 -72.5 700 -68.4 68.4 - 63.6 63.6 - 60.1 60.1 - 57.5 57 5 - 54.8 54.8 57.000 114.1..' A -75.0 70.0 -56.2 58.2 - 44.8 44.8 -42.1 42.1 -46.2 48.2 -42.5 425 -41.2 41.2 -39.8 39.8 - 38.5 38.5 -38.7 367 -34.8 34.8 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 700 -75.0 70.0 -75.0 70.0 -75.0 70.0 -73.3 700 -69.6 69.6 C -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -81.8 70.0 -70.7 70 0 - 68.7 66.7 -61.8 61.8 - 58.7 58.7 - 55.9 55.9 - 53.2 53.2 58.500 117.000 A -74.2 70.0 - 55.0 55.0 -43.4 43.4 - 40.9 40.9 -44.8 44.8 -41.3 413 -40.2 40.2 - 38.7 38.7 -37.6 37.6 - 36.1 36.1 - 34.2 34.2 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 700 -75.0 70.0 -75.0 70.0 -75.0 70.0 -72.2 70.0 -68.4 68.4 C -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -79.4 70.0 -69.0 690 - 64.9.64.9 -60.4 60.4 -57.3 57.3 - 54.5 54.5 -51.6 51.6 60.000 120." A -72.9 70.0 - 53.4 53.4 -42.2 42.2 - 39.7 39.7 - 43.5 43.5 -40.4 40.4 -39.2 39.2 -37.6 37.6 -36.7 36.7 - 35.5 35.5 -33.7 33.7 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 - 75.0 70.0 -73.3 70.0 -71.0 70.0 -67.4 67.4 C -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -77.1 70.0 -67.3 87.3 - 63.3 53.3 -59.1 59.1 -55.9 55.9 - 53.0 53.0 -50.0 50.0 TABLE 7.(BASED ON 1/4" TAPCONS OR #14 SCREWS) "0" & "1/4- 1/2 -1/4 XOX" WINDOWS TEST REPORT: FTL -3580 GLAZING OPTION: D. 7/16" _AMI (3/16 "HS,.090,3 /16 "HS) ALL "0' SIZES UP TO 60.000" WIDE x 63.000" HIGH AND ALL "XOX" SIZES UP TO 120.000" WIDE x 83.000" HIGH I -90.01 70.0 X 9 2 O 1 4 X 0 NOTE. IF USING 3/16" TAPCONS OR 912 SCREWS DESIGN PRESSURE FOR "Cr WINDOWS IS LIMITED TO 52.1 P.S.F. DESIGN PRESSURE FOR °XOX° WINDOWS IS LIMITED TO 41.3 P.S.F. PRODUCT REVISED as ewe Aisle with the Huila Qak+Bsg Code Acceptance So E. ,' alien Date By Mat 't 1� Di Romer F.IC U' ": 3/17/03 RWialare A REVSE TABLE B, GLASS TYPES A& C Rawl Ely F.K. oem� 3/53 RevlYwu B ADDGLASS TYPE S TO TABLE Rend Dr F.K. Data 7/10103 Reuatamr C NO CHANGE THIS SHEET Dim er F.K. Dar 12/17/02 Checked By 1070 TECHNOLOGY DANE NOKOMIS. F1.34275 P.a BOX 1529 NOKOMIS, FL 34274 Visibly Better PRESSURES- 0 & 1/4- 1/2 -1/4 XOX CONFIG. WINDOWS TALUMWUM CASEMENT WINDOW, IMPACT Sa.a kdal CA -740 NTS Sant D.a.tgaw 6 m 12 7045 -8 Lucas A. Tumor. P.E. PE 658201 Atodiarlca: COMPARATIVE ANALYSIS TABLE 8. (BASED ON 1/4" TAPCONS OR #14 SCREWS) "XO" OR "OX" & "1/3- 113 -1/3 XOX" WINDOWS TEST REPORT: FTL -3582 1 1 GLAZING OPTION: A. 5/16"-LAMI (1l8"A,.090,1/8"HS) "X0° WIDTH "XOX" WIDTH EIGHT 26.000 31.000 36.300 38.375 43.000 48.000 ' 50.625 54.000 57.000 60.000 63.000 NEG POS NEG POS NEG POS NW POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS 37.000 55.500 A -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 f 70.0 -75.0 70.0 -75.0 70.0 48.000 72.000 A -75.0 70.0 -75.0 70.0 -75.0 70.0 -750 70.0 -75.0 70.0 -76.0 70.0 75.0 70.0 -75.13 70.0 -75.0 70.0 75.0 700 -75.0 70.0 49.333 74.000 A -75.0 70.0 - 75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 75.0 70.0 -75.13 70.0 -75.0 70.0 -75.0 7013 -75.0 70.0 53.125 79.888 A -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 75.0 -70.0 -75.0 70.0 -72.1 70.0 -69.5 69.5 -67.5 87.5 56.000 84.000 A -75.0 70.0 -75.0 70.0 -75.0 70.0 -7E0 70.0 -75.0 70.0 -75.0 70.0 71.9 70.0 -67.7 87.7 - 64.9 64.9 -62.7 62.7 - 80.4 60.4 60.000 90.000 A -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -68.4 68.4 - 63.9 63.9 -80.0 80.0 - 58.5 58.5 - 58.2 582 -53.4 53.4 64.000 96.000 A - 75.0.70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 71.1 70.0 -61.8 61.8 - 58.9 58.9 -58.1 56.1 -53.8 53.8 -50.4 50.4 -17.7 47.7 67.333 101.000 A -75.0 70.0 -75.0 70.0 -75.0 70.0 75.0 70.0 468.4 66.4 - 58.2 58.2 - 55.6 55.6 -52.8 52.6 -49.4 49.4 -45.9 45.9 - 43.1 43.1 70.917 106.375 A -75.0 70.0 -75.0 70.0 -75.0 70.0 -71.8 70.0 .61.8 61.8 - 55.1 55.1 -51.9 51.9 - 48.9 48.9 -45.8 45.8 -42.8 42.8 -40.3 40.3 72.000 108.000 A -75.0 70.0 -75.0 70.0 -75.0 70.0 -70.4 70.0 .60.4 60.4 - 54.3 54.3 -51.1 51.1 -47.9 47.9 - 44.8 44.8 -42.2 42.2 - 39.7 39.7 74.000 111.000 A -75.0 t 70.0 -75.0 70.0 -73.7 70.0 - 87.9 67.9 59.0 59.0 -52.8 52.8 49.9 49.9 - 46.4 48.4 -43.5 43.5 -41.1 41.1 - 38.6 38.6 TABLE 9. (BASED ON 1/4" TAPCONS OR #14 SCREWS) "XO" or "OX" & "1/3- 113-1/3 XOX" WINDOWS REPORTS: FTL -3582, FTL -3729 GLAZING OPTIONS: B. 5/16" LAMI (1/8"HS,.090,1 /8 "HS) E. 13/16" LAMI (1/8"HS,3f8" SPACE,5/16" LAMI -W/ 1/8"HS,.090,1/8"HS) ALL "XO° OR "OX" SIZES UP TO 74.000" WIDE x 63.000" HIGH AND ALL "1/3- 1/3 -1/3 XOX° SIZES UP TO 111.000° WIDE x133 000" HIGH 1-75.01 70.0 TABLE 10. (BASED ON 114" TAPCONS OR #14 SCREWS) "XO" or "OX" & "1/3- 113-1/3 XOX° WINDOWS TEST REPORT: FTL -3580 GLAZING OPTION: C. 7/1E" LAMI (3/16°A,.090,3/16 "HS) ALL "XO' OR "OX" SIZES UP TO 74.000" WIDE x 63.000" HIGH AND ALL "113- 1/3 -1/3 XOX° SIZES UP TO 111.000" WIDE x 63.000" HIGH 1-90.01 70.0 NOTE: IF USING 3/16" TAPCONS OR #12 SCREWS DESIGN PRESSURE FOR°XO" OR "OX" AND "XOX" WINDOWS IS LIMITED TO 41.3 P.S.F. 1 1 1 3 3 3 X 0 X X X PRODUCT REVISED aS enplpiyiagwith the Boas UuidingCate Acceptance no dee Dsk Nand B): man or F( Fit 3/17/03 tray 3!25!03 > A B REWSE TABLE 8, GLASS TYPE A ADO GLASS TYPE c TO TABLE 9 Revd B/: F.K. Clare: 7/10/03 C NO CHANGE MIS SHEET Owen Br Dm. Checked Br Dab: PK. 12117/02 1071) 7HNOLOOY DRIVE NO107MIS, FL 34275 PD. BOX 1529 NO1OMIS, FL 34274 Visibly Better r_ 0 PRESSURES- XO, OX, & 1/3- 1/3 -1/3 XOX WINDOWS ALUMINUM CASEMENT WINDOW, IMPACT smes"edr• ISsate smet CA-740 NTS ` 7 dr 12 :Nevem, Net 7045 -8 C 740 /03 Lucas 0. Turner. P.E. PE f$58201 Methanmet COMPARATIVE ANALYSIS TABLE 11. (BASED ON 1/4" TAPCONS OR *14 SCREWS! "XO" or "OX" & "XOX" UNEQUAL LITE WINDOWS TEST REPORTS: FTL -3580 FTL -3582 FTL -3729 GLAZING OPTIONS: A. 5116" LAMI (1 /ITA,.090,1 /8"HS) B. 5/16" LAIVII (178 "HS,.090,118"HS) C. 7/16' LAMI (3/16"A,.090,3/16"HS) E. 13/16" LAMI (1/8 "HS,3 /8" SPACE,5/16" LAMI -W/ 1/8"HS,.090,1/8"HS) "X0X" WIDTH VENT WIDTH FIXED WIDTH HEIGHT 26.000 36.000 38.375 43.000 48.000 50.825 54.000 57.000 60.000 63.000 NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG P08 NEC POS N GPOS NEG POS 69.264 19.125 31.014 A -75.0 70.0 -75.0 70.0 -75.0 70.0 -74.1 70.0 - 64.9 64.9 -60.6 60.6 -58.1 58.1 - 56.1 56.1 -53.3 53.3 -50.5 50.5 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 - 75.0.70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 - 75.0 70.0 -75.0 70.0 C -90.0 70.0 -90.0 70.0 -900 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 86.919 24.000 38.919 A -75.0 70.0 -69.1 69.1 -83.4 63.4 -56.5' 56.5 " -50.4 50.4 -47.5 47.5 - 44.1 44.1 -41.6 41.6 - 39.2 39.2 - 36.9 36.9 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 - 75.0 70.0 -75.0 70.0 - 75.0 70.0 -73.8 70.0 C -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 - 89.4 70.0 -85.2 70.0 95.973 26.500 . A - 7 5 . 0 7 0 . 0 - 6 0 . 5 6 0 . 5 ' - 5 7 . 2 5 7 . 2 - 6 2 . 1 6 2 . 1 - 5 5 . 2 5 5 . 2 - 5 2 . 6 5 2 . 6 - 4 9 . 1 4 9 . 1 - 46.2 46.2 - 43.6 43.6 -4t1 41.1 42.973 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 C -90.0 70.0 -90.0 70.0 -90.0 70.0 =90.0 70.0 -90.0 70.0 -90.0 70.0 -87.0 70.0 -81.9 70.0 - 77.2 70.0 -73.1 70.0 108.649 30.000 48.649 A -75.0 70.0 - 53.5 53.5 -50.4 50.4 - 54.5 54.5 -50.7 50.7 -48.2 48.2 - 44.9 44.9 -42.0 42.0 - 40.1 40.1 -38.0 38.0 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 C -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 :84.7 70.0 -79.5 70.0 - 73.6 70.0 -69.7 69.7 -66.3 68.3 -63.1 63.1 115.892 32.000 A -75.0 70.0 -49.9 49.9 -46.8 "46.8 -51.3 51.3 -47.4 47.4 -45.5 45.5 -42.7 42.7 - 40.7 40.7 -38.6 38.6 -36.6 36.8 51.892 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 J0.° -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -73.2 70.0 C -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -78.6 70.0 -732 70.0 - 68.3 68.3 - 64.8 64.8 - 61.4 61.4 -58.8 58.8 122.000 33.887 54.627 A -75.0 70.0 -47.3 47.3 -44.0 44.0 -48.4 48.4 -44.7 44.7 -42.8 42.8 -41.4 41.4 -39.5 39.5 -37.5 37.5 -35.7 35.7 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 - 75.0.70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -74.9 73.0 -71.4 70.0 C -90.0 70.0 -90.0,70.0 -90.0 70.0 -65.8 70.0 -74.0 70.0 -69.4 69.4 - 64.7 64.7 -61.0 61.0 - 58.4 58.4 -55.7 55.7 123.135 34.000 55.135 A -75.0 '70.0 -46. 46.8 -43.6 43.6 -47.9 47.9 - 44.3 44.3 -42.4 42.4 -41.1 41.1 -39.3 39.3 -37.3 37.3 - 35.5 35.5 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 - 74.6 73.0 -71.0 70.0 C -90.0 70.0 -90.0 70.0 -90.0 70.0 -65.0 70.0 -73.1 70.0 -68.8 68.8 - 64.1 64.1 -60.5 60.5 -57.9 57.9 -55.2 55.2 126.000 34.791 56.418 A -75.0 70.0 -45.5 45.5 -42.6 42.6 -46.7 46.7 '-43.1 43.1 -41.6 41.6 - 402 40.2 -38.7 38.7 -36.9 35.9 - 35.0 35.0 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -73.7 73.0 -70.1 70.0 C -90.0 70.0 -90.0 70.0 -90.0 70.0 -62.8 70.0 -71.3 70.0 -67.3 67.3 -62.5 62.5 -59.2 59.2 -56.5 56.5 - 53.8 53.8 A -74.4 70.0 -43.6 43.6 -41.2 41.2 -45.1 45.1 -41.5 41.5 - 40.4 40.4 - 38.9 38.9 -37.7 37.7 - 36.2 36.2 -34.3 34 3 130.000 35.896 58.209 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -72.4 70.0 - 68.6 68.6 C -90.0 70.0 -90.0 70.0 -90.0 70.0 -79.9 70.0 -69.3 69.3 -65.3 65.3 - 60.6 60.6 -57.6 57.6 - 54.7 54.7 -51.9 51.9 130.378 36.000 58.378 A -74.3 70.0 -43.5 43.5 -41.0 41.0 -45.0 '45.0 -41.4 41.4' -40.3 40.3 _ 38.8 38.8 -37.6 37.6 - 36.1 35.1 - 34.3 34.3 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -72.3 70.0 - 68.5 68.5 C -90.0 70.0 -90.0 70.0 -90.0 70.0 -79.6 70.0 -69.1 69.1 -65.1 65.1 - 60.5 60.5 -57.4 57.4 - 54.6 54.6 -51.7 51.7 134.000 37.000 A -72.9 70.0 -42.2 42.2 -39.7 39.7 - 43.5 43.5 - 40.4 40.4 -39.2 39.2 -37.7 37.7 - 36.7 36.7 -35.5 35.5 - 33.7 33.7 80.000 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 -70.0 -73.3 70.0 -71.0 70.0 -67.4 67.4 C -90.0 70.0 -90.0 70.0 -90.0 70.0 -77.1 70.0 -67.3 67.3 - 63.3 63.3 - 59.1 59.1 - 55.9.55.9 -53.0 53.0 - 50.0 50.0 "XO" & "OX" WINDOW WIDTHS EQUAL THE SUM OF THE VENT WIDTH AND THE FIXED WIDTH. TABLE 12. (BASED ON 1/4" TAPCONS OR #14 SCREWS) "XO" or "OX" & "XOX" UNEQUAL LITE WINDOWS TEST REPORT: FTL -3580 GLAZING OPTION: D. 7/16' LAMI (3/16 "HS,.090,3 /16 "HS) X O X UNEQUAL UTES X 0 UNEQUAL UTES O X UNEQUAL UTES PRODUCT REVISED es cemplyieg with the Fonds Stadium Cu& Accrptau a No E piratlon Vote BY M`:.. SsdeProduct Div ALL "XOX" SIZES UP TO 134.000" WIDE x 63.000" HIGH WITH 37.000" MAX. VENT WIDTH AND 60.000" MAX. FIXED WIDTH AND I.95 0 1 70.0 ALL "XO" or "OX" SIZES UP TO 97.000" WIDE x 63.000" HIGI- WITH 37.000" MAX. VENT WIDTH AND 60.000" MAX. FIXED WIDTH NOTE: IF USING 3/16° TAPCONS OR #12 SCREWS DESIGN PRESSURE FOR "XO" OR "OX" AND °XOX" WINDOWS IS LIMITED TO 41.3 P.S.F. Roved e1: tea: : F.K 3/17/03 A REVISE TABLE I I, GLASS TYPESA & C Renal O Dam- : F.K 325103 B ADO GLASS TYPE ETO TABLE II F.K. Oresal BF F.K. nasat 7/10/03 Case: 12117/02 ae moer C Caned By NO CHANGE THIS SHEET Data 1070 TECHNOLOGY DRIVE NOFOMIS, FL 34275 PO. BOX 1529 NOAOMIS, F1.34274 PRESSURES- UNEQUAL CONFIG. XO, OX & XOX ALUMINUM CASEMENT WINDOW, IMPACT Better BNeasasaar CA-740 NTSI 8 d 12 7045 -8 C 7; 742 /0 3 Lucas A Turner, P.E. PE 956201 Merhanla d REFERENCE "XO" & "XOX" FRAME ASSEMBLY DETAIL, SHEET 10 REFERENCE "XO" & "XOX" FRAME ASSEMBLY DETAIL, SHEET 10 MAX. HEIGHT (SEE SHTS. 3 & 4) MAX. FIXED LITE DAYLIGHT OPENING (SEE SHT. 3) MAX. WIDTH (SEE SHT. 3) HORIZONTAL SECTION - XOX fREFERENCE "XX" FRAME ASSEMBLY DETAIL, SHEET 10 II MAX. VENT I 5 4-- DAYLIGHT OPENING —I f 51 MAX. DAYLIGHT OPENING FIXED & OPERABLE VENT (SEE SHTS. 3 & 4) VERTICAL SECTION OPERABLE UNIT VERTICAL SECTION FIXED UNIT (SEE SHT. 3) MAX.WIDTH (SEE HT. 3) HORIZONTAL SECTION - XX MAX. VENT DAYLIGHT OPENING iJ (SEE SHT. 4) MAX. WIDTH (SEE SHT. 4) HORIZONTAL SECTION - X PRODUCT REVISED es complying with the Flodla Bidding Code Acceptance Re /✓r • , Dew P� tCmla. Render F.K. 3/17/03 A NO CHG THIS SHEET Rower F.K Data. 3/25/03 ADD 13/16' I.G. GLAZING BEAD ITEM ItaastlOr F.K. Drain By F.K. tbro: 7/10103 Mar 12/17/02 : C,eeer SHOW TOP HINGE 1070 7E:1 NO04L LOGY DRIVE NOICIA04, Fl. 34275 PD. BOX 1529 NOIi3MIS,, FL 34274 Picas Visibly Better SECTIONS Tae: ALUMINUM CASEMENT WINDOW, IMPACT Setimatclet Su": ffi"et D.weg"a pr. CA -740 NTS 9 d 12 I 7045 -8 I C 74o %3 Lucas A Turner, P.E. PE458201 Mechanical FRAME ASSEMBLY TUBE, MATL: 6063 -T6 °X" FRAME JAMB #12x1 PH TEK SMS 13° MAX. O.C. WI (2) SCREWS 3" APART AT MID -SPAN "X" FRAME JAMB °XX° FRAME ASSEMBLY DETAIL FRAME ASSEMBLY TUBE, MATL: 6063 -T6 "X° FRAME JAMB MAGI er F.K Reuader F.K. F.K. #12x1 PH TEK SMS 13° MAX. O.C. W/ (2) SCREWS 3° APART AT NIDSPAN 00° FRAME JAMB "XO° & "XOX" FRAME ASSEMBLY DETAIL #8x1 QUAD PH SMS (2) PER CORNER NOTE: ALL ALUMINUM SHALL BE OF 6063 -T6 SASH FRAME TOP OR BOTTOM RAIL #8x1 QUAD PH SMS (2) PER CORNER SASH FRAME SIDE RAIL SASH FRAME ASSEMBLY DETAIL aura 3/17/03 akar 3/75/03 MAIN FRAME ASSEMBLY DETAIL 1.159° 2.139" OSASH FRAME HEAD, SILL, JAMB MAIL: 6063 -T6 DWG# 7003A 3.544° .062° NOM. I.- 2.784" 10 FIXED FRAME HEAD, SILL, JAMB MATL: 606346 DWG# 7005A .062" NOM. 2.919" L2.784° FRAME HEAD, SILL, JAMB MATL: 6063 -T6 DWG# 7002A PRODUCT REVISED as actc ggnththeP9e . Accc7:lanc911n Ramon A 8 REV$ED FRAME ASS' YDETAIL SCREW SPACING NO CHANGE THIS SHEET 000 7110/03 Reviskom C NO CHANGE THIS SHEET Dm= er paw Modeler Coo F.K. 12117/02 1070 TEEHNOLOGYDRIVE NOKOMIS FL 34278 P.O. BOX 1529 NOKOMIS. FL 94274 EXTRUSIONS & ASSEMBLY DETAILS PCT Visibly Better CA-740 r00 ALUMINUM CASEMENT WINDOW, IMPACT NTS amt. 0000000 per. 10 " 12 7045 -8 I C Lucas A. Turner. P.E. PE158201 hietharecal PARTS LIST ITEM DWG # PGT. # DESCRIPTION 1 7002A MAXIM SINGLE LOCK MAIN FRAME - HEAD, SI,L & JAMBS 2 1155 781PQA #8 X I QUAD PH SMS 3 7008 #8 X .750 QUAD PN SMS FRAME CORNER KEY 4 FIXED WINDOW RAME - HEAD, SILL & JAMBS 112 "7{1/21C118" CLOSEDCELL FOAM TAPE 5 7003A #8 X 1 QUAD PN SMS SASH - TOP, BOTTOM &SIDE RAILS 6 1155 781 A 08 X I QUAD PH SMS 7 7017 67017K BULB WEATHERSTRIP .187X.240 8 7009 GLAZING BEAD (13/16" LG.) SASH CORNER KEY 9 7024 LG. GLASS (I/8"I1S,3/8 "AIR SPACE,5 /16 "L1M1) 5/16" LAMI (2 LITFS OF I/8"HS GLASS WITH AN .090 INNER LAYER - SOLUTIA OR DUPONT PVB MAXIM MULTI -POINT LOCK 10 7026 LOCK SUPPORT PLATE 11 #10-24 X .562 PH. PN. TYPE F 12 , 7014 MULTI -LOCK KEEPER (@.H. & LH.) 13 1157 78X78PPSMS #8 X .875 PH. PN. SMS 14 7013 TIE BAR GUIDE 15 7015 TIE BAR ASSEMBLY 16 7028 MAXIM DYAD OPERATOR 17 7027 MAXIM DUAL ARM OPERATOR 18 7030 OPERATOR GASKET 19 7031 BACKING PLATE 20 08-32 X .375 PH. PN. TYPE B 21 7032 STUD BRACKET (LH. & R.H.) 22 78581A #8 X 518° FLT. PHL SMS 23 7033 OPERATOR TRACK & SLIDER (DUAL ARM) 24 7022 SNAP -ON HANDLE 25 7023 12" HINGE NGE (HEAVY DUTY) 26 710x12FP #10 X.500 PH. PHL. 30 5/16" LAMINATED (I /8A & 1/81-IS GLASS) .090 INNER LAYER - SOLUTIA OR DUPONT PVB 31 5/16" LAMINATED (I/8HS & 1/8HS GLASS) .090 INNER LAYER - SOLUTIA OR DUPONT PVB 32 7/16" LAMINATED (3/16A & 3/16HS GLASS) .090 INNER LAYER - SOLUTIA OR DUPONT PVB 33 7/16" LAMINATED (3 /16ES & 3 /I6HS GLASS) .090 INNER LAYER - SOLUTIA OR DUPONT PVB 40 7036 GLAZING BEAD (5/16 ") 41 7042 GLAZING BEAD (7/16 ") 43 1224 617247 VINYL BULB WSTP (THICK) 44 SILICONE - DOW CORNING 899 OR 995 45 PARABOND 46 1634 6163K SETTING BLOCK 50 7006 SCREEN FRAME 51 7040 SCREEN CORNER KEY 52 SCREEN CLOTH 53 1635 6I635K SCREEN SPLINE - SERRATED 54 331 60976 CASE ENT SCREEN CLAP 55 78r12PST WB #8 X .500 SQ. PN. TEK SMS 67 7004A 67004 CASEMENT FRAME ASSY. TUBE 68 712XIPPT #12 X I* PH. PHIL TEK. 69 7011 LOCK SUPPORT PLATE 70 7012 LOCK SPACER 71 7019 711573 SNAP-ON T- HANDLE KNOB 72 7018 ;FLDHD FOLDING HANDLE ITEM DWG # PGT. # DESCRIPTION 73 7025 MAXIM SINGLE LOCK 74 7016 SINGLE LOCK KEEPER 75 70834A #8 X .750 QUAD PN SMS 80 7005A FIXED WINDOW RAME - HEAD, SILL & JAMBS 81 1155 781PQA #8 X 1 QUAD PN SMS 82 7010 FIXED FRAME CORNER KEY 83 7007 INSTALLATION HOLE COVER 85 7047 67407 GLAZING BEAD (13/16" LG.) 86 • 13/16" LG. GLASS (I/8"I1S,3/8 "AIR SPACE,5 /16 "L1M1) 5/16" LAMI (2 LITFS OF I/8"HS GLASS WITH AN .090 INNER LAYER - SOLUTIA OR DUPONT PVB .706" .050" i"r .865" 4) 5/16" GLAZING BEAD MAT'L: 6063 -T6 DWG# 7036 .523" ---- r- .350" 07/16" GLAZING BEAD MATL: 6063 -T6 DWG# 7042 .040" -��I 1.000" .423" -'-��- ,172" �. 870" L.050" F-- .569" O13/16" GLAZING BEAD MAIL: 6063 -T6 DWG# 7047 .125" --� 1.124'r- .093" -1 9 '9939 D- .269° .040" -' t INSTALLATION HOLE COVER MATL: 6063 -T6 DWG# 7007 2.701" ()CASEMENT FRAME ASSEMBLY TUBE MAIL: 6063 -T6 DWG# 7004A 00 CASEMENT SCREEN FRAME MATL: 6063-T6 DWG# 7006 PRODUCT REVISED as cumplyisy whh the Florida Balding Cede Acceptance No /X • #i - �i Bate , wear F.K Data 3/17/03 A NO CHG THIS SHAT Rawer F.K Date• 3/25/03 itelationr B ADD 13/16' LG. GLASS .% GLAZING BEAD Rawl Br F.K Date 7/10/03 C NO CHANGE THIS SHEET Dmae BP: Date: Grorled5 teem: F.K. 12/17102 1070 T✓rHNOLOGY DRIVE NOIONIS, FL 34275 PD. BOX 1529 NOK3MIS, FL 34274 BST Visibly Better Mang PARTS LIST & EXTRUSIONS ALUMINUM CASEMENT WINDOW, IMPACT Selesnemr end em aaawpaa aye CA-740 I NTS 11 0 12 7045 -8 I C Lucas A. Turner, P.E. PE 968201 Mechanical APPROVED WOOD BUCK 1 1/2" OR MORE THICK (SEE NOTE 2) 1/4" MAX. SHIM --ry #12 OR #14 SCREWS 1 1/2" L MIN. EMBEDMENT OPERABLE UNIT FRAME TO WOOD BUCK 1 1/2" OR MORE THICK APPROVED WOOD BUCK LESS THAN 1 112" THICK (SEE NOTE 3) 1/4" MAX SHIM --y 3/16" OR 1k" TAPCON fj (SEE NOTE 1 BELOW AND SHEET 1, NOTE 4) 1/4" MAX. SHIM 3/16° OR 1/4" TAPCON (SEE NOTE 1 BELOW AND SHEET 1, NOTE 4) NOTES: APPROVED WOOD BUCK 1 1/2" OR MORE THICK (SEE NOTE 2) 1/4" MAX. SHIM --I r- #12 OR #14 SCREWS I 14 j 1 1/4° MIN. EMBEDMENT OPERABLE UNIT FRAME TO CONCRETE -s- 11/4" MIN. EMBEDMENT OPERABLE UNIT FRAME TO CONCRETE W/ WOOD BUCK LESS THAN 1 1/2" THICK 114" MAX. SHIM -1 3116° OR 1,4" TAPCON (SEE NOTE 1 BELOW AND SHEET 1, NOTE 4) APPROVED WOOD BUCK LESS THAN 1 1/2" THICK (SEE NOTE 3) -7 1/4" MAX. SHIM 3/16" OR 1/4" TAPCON (SEE NOTE 1 BELOW AND SHEET 1, NOTE 4) 11/2 "� MIN. EMBEDMENT FIXED UNIT FRAME TO WOOD BUCK 11/2° OR MORE THICK 1. USE ONLY MIAMI -DADE COUNTY APPROVED ELCO OR ITV/ TAPCONS. 2. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS 1 1/2" OR MORE THICK TO BE ENGINEERED BY OTHERS AND TO BE REVIEWED BY BUILDING OFFICIAL. 3. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS LESS THAN 1 1/2" THICK TO BE ENGINEERED BY OTHERS. j11/4" MIN. EMBEDMENT FIXED UNIT FRAME TO CONCRETE X11/4" MIN. EMBEDMENT FIXED UNIT FRAME TO CONCRETE WI WOOD BUCK LESS THAN 1 1/2" THICK NOTE: ALL DETAILS APPLY TO HEAD, SILL, AND JAMB. PRODUCT REVISED as complying with the Florida Boiling Cole Acccyuance No I ' /1., , Date r -s PAl/ Miami Product Magi Div .. Randar am.: 3!17/03 ADO #14 SCREW OPTION Almaar F.K rm iar F.K Orals 3/25/03 NO CHANGE THIS SHEET a." 7/10/03 C NO CHANGE THIS SHEET arem er mer Checked Or Dna F.K. 12/17/02 1070 TECHNOLOGYORM NOKKMIS, FL 34275 P.7 BOX 1529 NOKOMIS, FL 34274 �T_ Visibly Better ANCHORAGE DETAILS TN. ALUMINUM CASEMENT WINDOW, IMPACT Siglaselbetat C4 -740 vTS Stela 12 a 12 &smog Ms 7045 -8 C Lucas A. Turner, P.E. PE P58201 Mechanical MI_ BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries 1070 Technology Drive Nokomis, FL 34274 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 AID (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AID may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "HS 710" Aluminum Horizontal Sliding Window APPROVAL DOCUMENT: Drawing No.4112, titled "Aluminum Horizontal Sliding Window", sheets 1 through 6 of 6, prepared by POT Industries, dated 2/16/98, with revisions 12/29/03 signed sealed by Robert L. Clark, 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 and Small Missile Impact LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement "Mann-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 shalt 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 #02-0305.02 and, consists of this page 1 and evidence page E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Theodore Berman, P.E. 6°: k Ify_ fY li. /b NOA No 03-0612.06 Expiration Date: May 20, 2007 Approval Date: April 08, 2004 Page 1 NOTES: LARGE MISSILE IMPACT WINDOWS 1. GLAZING OPTIONS: A. 5/16' (.350) LAMINATED CONSISTING OF AN .090 PVB INNER LAYER OF DUPONT BUTACITE OR SAFLEX /KEEPSAFE MAXIMUM BETWEEN (2) UTES OF 1/8' ANNEALED GLASS. B. 5/16' (.350) LAMINATED CONSISTING OF AN .090 PVB INNER LAYER OF DUPONT BUTACITE OR SAFLEX /KEEPSAFE MAXIMUM BETWEEN (2) UTES OF 1/8' HEAT STRENGTHENED GLASS. C. 13/113' 1A1d1 LG. GLASS CONSISTING OF: 1/8" HEAT STRENGTHENED GLASS. 3/`' AIR SPACE AND 5/18' LAMINATED THE 5/16' LAMINATED COMPONENT CONSISTS OF AN .090 PVB LAYER OF DUPONT OR SAFLDX/KEFPSAFE MAMMA BETWEEN (1) UTE OF 1/8" ANNEALED GLASS AND (1) LITE OF HEAT STRENGTHENED GLASS. D. 3/8' AIR SPACE AND 1CON�NAT : 1MAW /8" HEAT THE 5/1� 6' AM NAATED COMPONENT CONSISTS OF AN .090 PVB LAYER OF DUPONT OR SAFI.EX /KEEPSAFE MAXIMUM BETWEEN (2) LITES OF 1/8' HEAT STRENGTHENED GLASS. 2. CONFIGURATIONS: X0 or OX 3. DESIGN PRESSURE RATING: SEE TABLES 1 -3 ON SHEET 2 74" MAX WiDTH 33 5/8' MAX 33 5/8' MAX ..� OPENING ,+ I i I I I 58 1/4' MAX FIXED UTE DAYLIGHT OPENING 83' MAX HEIGHT 0 6" MAX. DESCRIPTiON Y.T. I . 'J . 5.- " i. ...7s 5OM2071 cir Ia' At um 6083HS- I Li' 0 '''� ' Yl!14•;'_.11(0^1frr.,� ))1.1111.11: , a5=11 Eitri,M L!LM:L,!1! <071,1k.7_rM1_ur,:;.1' 1(114 .111:1E!1 I ,III.1O mid ..• of f e si9))l11111111 m. 608 - • 4, rr` IE I ILIJ (rRr111r5T . I)1:1I t 7-T 22M, Rol N ? ITII. LJ±� ) _• �:_ fay I : ©11L-�i/8 HEAT SIREN ITdR■11- laec- q;'.'J3�Alum. 6063- T5�r�l /WIIILlC117 Z; =31 n: oad • . er screws for anti -lift charm ) 1 r GI • i Bead QTY. /L.00ATION VENDOR 22 64054A H 7, r AF-5 AF -1223 -122 -12239 AF-122 [73F7LI3[�JIC�..� �� _ O x 1. ' '.. Ph. Fl. 8 x 1.000 PH. PAN SMS TH r IP THIN •:1 20 3 22 LATCH HOUSING FLAP 1ox1 6XIPPA 47 ENCHANTS FASTENER P MER AF- 77 3 3 -247 itI1:i�L>I�3f2�•. ,� -7'. , - 1•L.:I3;i.�:r_.ie3/<7L3;La.:T 1096 0250 251 11.5 from ends- t mtg. roil if height is >m 42' 1 Omidapan 2 1 4 from ends amid- 2 1 4' from - • s MINIAiURE DIE CASiING MASTER TOOL MASTER 214.XX 7 -1410 -250 7 -1410 -251 F/3Caf 3- .[1nb9C' �F3 7031 ® FhLII'i�J�F1r'�7 "'�f� DiIDI11111117 = a ❑� 1altOL• .090 1 1:tra 31 187 x Z ! 11AT SEAL 1080 1 MEET] SCHLEGEL OR E °n . 81060G 32 13/16' LG.. 1/8 HEAT STRENGTHENED CLASS. 3 8' SPACE. 5/16' LAMI (1/8' HS. .090. 1/8° HS) eo. end o van ro t rail &m.. rail 1E-Lfl;P .ax If I:9111=11 LL 71.11: 86 -187 899 .' 995 -249 j X 57° MAX VENT OAYUGHT OPENING I f I rI I I I 8° MAX 't--- 4- MAX SEE NOTE 4 ON MEETING RAIL ANCHORAGE ELEVATION e' MAX 4' NW — 6" MAX 4. ANCHORAGE: SINGLE ROW OF FASTENERS LOCATED AS FOLLOWS &PER T 5 MAX. 8 FROM CORNERS. 'waszt ~ MAX 4" & 8° ON EACH SIDE OF MEETING MAX. 15' SPACING. .JAM MAX ;° FROM ZORNERS. MAX 12 1/2' SPACING. 5. SHUTTER REQUIREMENT: NO SHUTTERS REO'D. 8. REF. TEST REPORTS: FTL -1989 & FTL-3740 RAIL CENTERLINE. 'Ur tam Lando. PSI PE 039712 . no se Nod sx d nsBp F.K. arm 81: Oahe 7 23/03 4403 9 /02 m6 /9a raxaose �a- aR�EwMnOVE RIM 19 41ASS F- .177995 47 my 28 Robber 2,3,,6��AM) 128 -132 �aa p-rIEUMOE1 OX ELEVATION & 9.O.M. (LG. MISSILE) 1070 TECHNOLOGY ERNE KOKOMOS, FL 34275 P.O. BOX 1529 NOHOW. Fl. 34274 ALUMINUM HORIZONTAL SLIDING WiNDOW BodosA MI 1531.2 saws HS -710 NTS1 1 r 6 4112 G COMPARATIVE ANALYSIS TABLE 1. GLASS TYPES A & C FTL -1969 & FTL -3740 A. 5/16" LAMINATED (1/8" ANNEALED, .090 PVB, Mr ANNEALED) C. 13/16" LAMA 1.G. - 1/8"HEAT STRENGTHENED, 3/8" SPACE, 5/16 LAMI (118"HEAT STRENGHTENED, .090 PVB, 1/8•ANNEALED) Q WINDOW WIDTHS WINDOW HEIGHTS 26.000 38.375 44.000 50.625 59.000 60.000 61.000 62.000 63.000 2 6 . 5 0 0 66 7 - 75.0 88.7 - 76.0 66.7 -75.0 66.7 -75.0 88.7 -75.0 66.7 -75.0 66.7 -76.0 66.7 - 75.0 68.7 -76.0 ' 76.0 37.000 66.7 - 76.0 66.7 - 76.0 66.7 -75.0 68.7 -75.0 88:7 -76.0 66.7 -75.0 66.7 - 75.0 68.7 - 75.0 68.7 44.000 68.7 76.0 68.7 -75.0 68.7 - 75.0 86.7 -75.0 6l7 -75.0 68.7 -75.0 66.7 -76.0 66.7 - 74.0 -53.4 66.7 62.7 -74.0 -52.7 53.126 60-.7 -75.0 66.7 -76.0 66.7 73.1 81.8 -61.8 58.0 -56.0 55.0 -55.0 54.2 -54.2 63.4 60.000 68.7 - 75.0 68.7 - 73.5 62.0 - 62.0 54.8 -54.8 46.0 -46.0 46.1 . 46.1 44.3 - 44.3 43.7 - 43.7 43.2 -43.2 63.000 66.7 -75.0 66.7 -69.4 58.9 -58.9 5i.7 - 51.7 43.0 -43.0 42.2 -422 41.3 -41.3 40.6 -40.6 40.0 -40.0 68.000 66.7 75.0 85.5 35.6 56.6 -56.6 49.0 -49.0 41.2 -41. 40.4 - 40.4 39.5 - 39.5 38.7 -38.7 37.9 -37.9 -36.1 70.000 68.7 - 75.0 60.8 - 60.8 `-582 63.7 - 53.7 48.3 -46.3 39.1 - 39.1 38.3 38.3 37.4 -37.4 38.8 -36.8 36.1 74.000 66.7 - 75.0 682 51.3 -51.3 -44.2 -44.2 37.4 -37.4 36.8 - 36.8 38.1 -38.1 35.5 - 36.5 34.8 -34.8 COMPARATIVE ANALYSIS TABLE 2. GLASS TYPES B & D FTL -1969 B. 5/16" LAMINATED (1/8" HEAT STRENGTHENED, .000 PVB, 1/8" HEAT STRENGTHENED) D.13/16" LAMI 1.G. -1/8 "HEAT STRENGTHENED, 3/8" SPACE, 5116 LAMI (1/8"HEAT STRENGTHENED, .090 PVB, 1/8"HEAT STRENGTHENED) & FTL-3740 Q mum =.. .rrarr - sir .. i ,C- . - _ %. WINDOW WINDOW HEIGHTS WIDTHS 26.000 38.376 44.000 50.625 59.000 60.000 61.000 62.000 63.000 26.500 601.7 - 75.0 68.7 - 75.0 68.7 75.0 68.7 75.0 68.7 - 75.0 66.7 - -76.0 66.7 - 75.0 68.7 -75.0 60.7 ' -75.0 ' ' 37.000 66.7 - 75.0 66.7 -75.0 68.7 -75.0 - 66.7 - 75.0 68.7 - 75.0 68.7 - 75.0 68.7 - 75.0 66.7 -75.0 66.7 -75.0 -75.0.' -75.0 44.000 - 66.7 -75.0 ' 66.7 _- -75.0 ' 66.7 -75.0 - 68.7 ' - 75.0 66.7 - 75.0 68.7 - 75.0 68.7 - 75.0 68.7 - 75.0 66.7 53.126 66.7 - 75.0 68.7 - 75.0 66.7 ' - 75.0 66.7 - -75.0 ' 68.7 - 75.0 86.7 75.0 68.7 -75.0 66.7 75.0 68.7 60.000 68.7 -75.0 66.7 - 75.0 68.7 ' -75.0 - 66.7 ' -75.0 68.7 - 75.0 66.7 - - 75.0 66.7 - 75.0 68.7 - 75.0 66.7 -75.0 -75.0' 63.000 66.7 - 76.0 66.7 - 75.0 66.7 75.0 68.7 ' -75.0 68.7 - - 75.0 68.7 - 75.0 66.7 - 75.0 66.7 - 75.0 66.7 66.000 68.7 -75.0 66.7 - 75.0 68.7 - 75.0 66.7 -75.0 68.7 - 75.0 66.7 - 75.0 66.7 - 75.0 66.7 - 75.0 68.7 -75.0 70.000 ' 68.7 _ - 75.0 86.7 - 75.0 66.7 - 75.0 66.7 _ - 75.0 68.7 - 75.0 • 66.7 ^ - 75.0 _ 66.7 - 74.9 68.7 -73.5 66.7 -72.3 74.000 68.7 - 75.0 68.7 -75.0 66.7 - 75.0 68.7 - 75.0 66.7 -74.8 00.7 -73.6 66.7 -722 66.7 - 70.9 68.7 -69.6 F.K. K 12 29/03 F Radom -UPDATE TABLES F.K. Rand 7 2J/03 Redakner 9E CT A S tie NOTES; A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300 -98 (AND ASTM E 1300 -94 OUTSIDE MIAMI -DADE COUNTY). B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300 -98 (AND ASTM E 1300 -94 OUTSIDE MIAMI -DARE COUNTY). C. DESIGN PRESSURES UNDER 40 P.S.F. NOT APPLICABLE IN MIAMI -DADE COUNTY. /1 M // eel ))" 1 i" L (WOE PEI II:113712 Nualwal • f ` �' " Ti 4 4/03 -W 13/18'LT� x�p F.1at. 99 8/02 TABUS 2/16/98 GLASS TYPE COMPARATIVE ANALYSIS mI rm.rao�r o>m� raXaes. rt,.rs P.O. BOX 1520 . n. 34v' ALUMINUM HORIZONTAL SLIDING WINDOW �A HS -710 Sothic NTS 9wb 2 s 6 pawky No. 4112 /4v+ G 5/16' LAMINATED 13/16 PDM. 1/8" HEAT STRENGTHENED GLASS .090 SAFLEX KEEP /SAFE MAXIMUM © OR DUPONT PVB INTER LAYER 1/8' ANNEALED OR HEAT STRENGTHENED GLASS 3/8' AIR SPACE 1 /STRENGTHENED -� [- GLASS ()OR® OUTSIDE 0 0 49 ... GLAZING DETAILS: 13/16" (.625) I.G REFERENCE TEST REPORTS: FTL -1969 & FTL -3740 1/2" _ GLASS BITE TYP. INSIDE OUTSIDE 1/2" GLASS BITE INSIDE 1/8' ANNEALED BASS O2 .090 INNER LAYER (DUPONT W/BUMACITE OR SAFLEX /KEEPSAFE MAXIMUM) 1/8" ANNEALED GLASS DM= 1/2' GUMS BITE 1/8' HEAT STRENGTHENED GLASS O 1/8' HEAT STRENGTHETWO GLASS INSIDE .080 INNER LAYER (DUPONT BUTACITE OR SAFLEX /KEEPSAFE MAXIMUM) GLAZING DETAILS: 5/16" ( 350) LAMINATED GLASS assort • uLL WOE. PE 939712 • F.K. Rossi 12 28/03 Rowe x FFK 7 23/03 F.K 4403 /02 Orme a 0.B 2/16/98 Redeem NINE= 24 1liT F-11131 17 SIRS E-ADD 13/16'1.9. ne GLASS TYPE SECTIONS & GLAZING DETAILS 1070 TECHNOLOGY DRIVE NOHOWS. FL 34275 P.O. BOX 1525 NOKOMS, Fl. 34274 naK ALUMINUM HORIZONTAL SLIDING WINDOW 5-r4, -M: 115 -710 I ScaINLTS 3 " 6 ( Drawing Na. 4112 ROUGH OPENING VERTICAL SECTION 2.784 MAX WOW HORIZONTAL SECTION .705 2.784 I ROUGH OPENING —.500 it R !LA Ail LAMM. PR. PS 430712 Omani T■ 1070 7EC7NOLOGY ORVE Nom. FL 3427E P.O. BOX 1520 NORMS. FL 34274 FK Rowel Raid tart cram Ilja 12/29/03 7/23/03 4/4/03 9/6/02 Ibrildom 6400f RD ffi WS IR nosh &MD 129 -132 BtIS GLASS TYPE P6/98 SECTIONS & GLAZING DETAILS ALUMINUM_ HORIZONTAL SLIDING WINDOW HS -710 I NTS 14 d 6 1110k'° 4112 G APPROVED WOOD (SEE NOTE 4.) m3 16' TAPCON (SEE NOTE 1) 1 1/4' MIN. 1/4' MAX. SHIM TYPICAL HEAD' SECTION SUBSTRATE ANCHORING L\3 16' TAPCON (SEE NOTE 1) APPROVED 2x WOOD BUCK (SEE NOTE 3.) 1 1/4jj' MIN. 1/4' MAX. SHIM #12 WOOD SCREW TYPICAL HEAD SECTION WOOD ANCHORING © #12 WOOD SCREW 1/ ' MAX. SHIM TYPICAL SILL SECTION SUBSTRATE ANCHCRINQ APPROVED 2x WOOD BUCK (SEE NOTE 3.) TYPICAL SILL SECTION WOOD ANCHORING NOTES; 1. USE ONLY MIAMI -DADE COUNTY APPROVED ELCO TAPCONS. 2. REFERENCE TEST REPORT: FTL -1969 & FTL -3740 3. INSTALLATION OF 2s WOOD BUCK TO THE SUBSTRATE ENGINEERED SEPARATELY AND TO BE REVIEWED BY BUILDING OFFICWL. 4. INSTALLATION OF 1x WOOD BUCK TO THE SUBSTRATE TO BE ENGINEERED SEPARATELY. 1/4" MAX. SHIM �{ ©3/:6' TAPCON (SEE NOTE 1) 1/4' MAX. SHIM 1 1/4' MIN. r APPROVED WOOD BUCK (SEE NOTE 4.) TYPICAL JAMB SECTION SUBSTRATE ANCHORIN( 1 1/4' MIN. 1/4' MAIL SHIM -1 •12 WOOD SCREW APPROVED 2x WOOD BUCK (SEE NOTE 3.) TYPICAL JAMB SECTION WOOD ANCHORING 1 1/4' MIN. Robert fink. P& PE 132712 Sbutaal 1070 1ED040LOGY OWE N 0K0 4S, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 ALUMINUM HORIZONTAL SLIDING WINDOW HS -710 I NTSJ5 6 4112 ! G -•{ I+- .705 F m .062 2.784 --i se=111 I--- .737 ()FLANGE FRAME JAMB 6063 -T5 ALUM. 1.057 -. 1■- .678 .050 0 5/16" GLAZING BEAD 6063 -T5 ALUM. 1.187 -�{ F�-- I � 2.074 .062 ()FRAME SILL ADAPTER 6063 -T5 ALUM. L 1.187 .062 - 1.403 20 FIXED MEETING RAIL 6063HS -T54 ALUM. .062 -- `I .723 .688 I-- T © WIND LOAD ADAPTER 6063 -T5 ALUM. -.062 F 9 1.183 1.349 I QO SASH TOP & BOTTOM RAIL 6063 -T5 ALUM. REFERENCE TEST REPORTS: F1L -1969 & FTL -3740 1 .062 1.187 1.081 --04 0 SASH MEETING RAIL 6063HS -T54 ALUM. 1.373 .062 1.273 1-9- 2.710 7 0 FLANGE FRAME HEAD 6063 -T5 ALUM. 1._t■-1-1.097 .683 �oso ® 13/16" GLAZING BEAD 6063 -T5 ALUM. FE 499712 9Wmaal I' - .062 II 1, 1.349 I-- I 1.970 0 SASH SIDE RAIL 6063 -T5 ALUM. .062 --i-- 2.094 1.122 F=',"'"'W: 1-1. 2.710 -0.1 O 6GE3FRAME ALUM SIL moncleems wwr F.K. 11/2/01 EXTRUSION PROFILES 1070 TECHNOLOGY wave NOK0103, FL 34278 P.O. BOX 1822 NW(3M1S. FL 34274 ALUMINUM_ HORIZONTAL SLIDING WINDOW s .vmakk HS-710 NTS 16 a 6 I°a°� X H 4112 ImaG M I A M I•DADE BUILDING CODE COMPLIANCE OFFICE (BCCC) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE OA Clist 140 PGT Industries 1070 Technology Drive Nokomis, FL 34275 , FLORIDA FLAG ' BUILDING STILE , SUITE 1603 i FLORIDA 33130 -1563 375 -2901 FAX 05) 375 -2908 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 High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Series HR-810 Mid-Rise Aluminum Horizontal Roller Window — Small Missile Impact APPROVAL DOCUMENT: Drawing No. 4121 -2, dated 07/30 /02, with revision C dated 12/30/02, titled "Mid - Rise, Alum., Horizontal Roller ", Sheets 1 through 5, prepared by manufacturer, signed and sealed by Robert L. Clark, P.E., bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami Dade County Product Control Division. MISSILE IMPACT RATING: Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. /, r/ ////h NOA No 02- 0809.01 Expiration Date: January 2, 2008 Approval Date: January 2, 2003 Page 1 SEE SHEET 2 FOR SECTION DETAILS 33 1/2° MAX. FIXED LRE DAYLIGHT OPENING 5 3/4° 12° MAX MAX. TYP. TYP. 74" MAX WIDTH 33 1/2" MAX. OPER. UTE DAYLIGHT OPENING 58 /4 °- MAX. FIXED UTE DAYLIGHT OPENING 63" MAX HEIGHT 0 13 /4" 8° MAX I I 4' MAX -■-I MEETING RAIL CENTERUNE (SEE NOTE 4) DESIGN PRESSURE - TABLE 1, I 18° MAX MAX OUTSIDE DESIGN PRESSURE RATING GLASS TYPE B - 7110" LAMI HEAT STRENGTHENED - SEE NOTE 1 NEG I POS X MEETING RAIL REINFORCEMENT ATTACHMENT POINTS 1500 _.. a 45 59° /4° WINDOW WIDTH WINDOW HEIGHT 35250 39.375 44.000 8° MAX I I 4' MAX -■-I MEETING RAIL CENTERUNE (SEE NOTE 4) DESIGN PRESSURE - TABLE 1, I 18° MAX MAX OUTSIDE DESIGN PRESSURE RATING GLASS TYPE B - 7110" LAMI HEAT STRENGTHENED - SEE NOTE 1 NEG I POS _ ALL SIZES TO 74.000 WIDE x63.000 HIGH N..a -ur a . d a.^a. , jTh -*.r ... - :..��, .Y.,- ..,_wcw- •... - �:,r;: ,. m 1500 _.. a 90.0 „_ COMPARATIVE ANALYSIS FOR GLASS TYPE A - 7118" LAMI ANNEALED - SEE NOTE 1 WINDOW WIDTH WINDOW HEIGHT 35250 39.375 44.000 50.625 54.000 63.000 NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS 41.750 -160.0 90.0 -150.0 90.0 -150.0 90.0 - 150.0 00.0 - 150.0 90.0 - 160.0 90.0 42090 - 150.0 90.0 - 150.0 90.0 -160.0 00.0 -150.0 90.0 -150.0 90.0 -120.0 00.0 53.125 -150.0 90.0 4510 90.0 450.0 90.0 -120.0 90.0 -1200 90.0 -1210 99.0 60.000 - 150.0 90.0 - 150.0 90.0 -120.0 90.0 -120.0 90.0 - 120.0 90.0 -108.0 91.0 68.000 - 150.0 90.0 - 150.0 90.0 - 121.0 90.0 -118.1 90.0 - 108.1 90.0 -92.8 90.0 74.000 - 150.0 90.0 - 120.0 00.0 -117.9 09.0 -99.5 90.0 - 92.1 90.0 -78.4 78.4 DESIGN PRESSURE RATING LIMITATION W/ ALTERNATE ANCHORAGE 814 WOOD SCREWS -130.0 90.0 I 812WOOGSCREWS - 113.0 I 91.0 T 57° MAX. OPER. UTE DAYLIGHT OPENING NOTES: SMALL MISSILE IMPACT WINDOW 1. GLAZING: A - 7/16° LAMINATED GLASS, PARTS UST ITEM 29, COMPRISED OF (2) LITES OF 3/16" ANNEALED GLASS WITH AN .090 INTERLAYER OF DUPONT BUTACITE PVB OR SENTRY GLASS PLUS. B - 7/16° LAMINATED GLASS, PARTS LIST ITEM 43, COMPRISED OF (2) LITES OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 INTERLAYER OF DUPONT BUTACITE PVB OR SENTRY GLASS PLUS. 2. CONFIGURATIONS: OX, XO 3. DESIGN PRESSURE RATING: SEE TABLE 1. A. NEGATIVE DESIGN LOADS BASED ON 1talEV PRESSURE & GLASS TABLES ASTM E 1300 -98. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE & GLASS TABLES ASTM E 1300 -98. 4. ANCHORAGE: SINGLE ROW OF 1/4° TAPCONS LOCATED AS FOLLOWS & PER SHEET. ANCHORING WITH WOOD SCREWS AT SAME LOCATIONS UMITS PRESSURE RATING. (SEE TABLE 1.) HEAD & SILL; MAX. 5 3/4° FROM CORNERS. MAX. 4° & 8" ON EACH SIDE OF' MEETING RAIL CENTERLINE. MAX. 12° SPACING. AMAX. 5 1/2" FROM CORNERS. MAX. 12° SPACING. 5. SHUTTER REQUIREMENT: MIAMI -DADE COUNTY APPROVED SHUTTERS ARE REQUIRED AT INSTALLATIONS BELOW 30 FT. (NON REQUIRED AT INSTALLATIONS ABOVE GRADE) 6. NARROW JOINT SEALANT IS USED ON AU. 4 CORNERS OF THE FRAME. 7. REFERENCE TEST REPORT: FTL -3373 5 1/2" MAX. TYP. GLAZING DETAIL A PA Rcb ,t L Clark, P.E. PE (139712 Smxtwel T 1 DUSTRI Rend By: R L.T. y: F.K. OMMI BY: F.K. Go<« RWWffiane 130/02 C -CHART LABEL CHG Reviews: CHG THIS SHT 10/23/02 MO/02 DesotWAra ELEVATION & GLAZING DETAIL (SM MISSILE) 1070 TECHNOLOGY DRIVE NOKOMIS. FL 34275 P.O. BOX 1529 NOKOMLS. FL 34274 Tats: MID -RISE, ALUM. HORIZONTAL ROLLER sxe,/oaae HR -810 NTS Shoot 1 of 5 &awing No. 4121 -2 MEMO 2.710° MAX. OPER. UTE DAYLIGHT OPENING MAX. HEIGHT MAX. FIXED LITE DAYLIGHT OPENING ®1 APPROXIMATELY 25% OF SASH HEIGHT TYP. (SEE NOTE 2) VERTICAL SECT( N MAX. FIXED LITE j DAYLIGHT OPENING MAX. OPER. UTE DAYLIGHT OPENING 1 Ihr.01QIOR 2.784° MAX. WIDTH MOM OR SEE NOTE 2. HORIZONTAL SECTION NOTE. 1. REFERENCE TEST REPORTS: F L -3373 2. WINDOWS 42° HIGH OR LESS REQUIRE (1) ONLY, ITEM 25, SWEEP LATCH CENTERED VERTICALLY. Read 9p LT. Rersd al F.K. D a,n 9y F.K. Description: 1070 TECHNOLOGY DRIVE NOHOMLS, FL 34275 P.O. 80X 1529 NOOKS. FL 34274 Dots Rerision= 12/30/02 C —NO CHG 111(5 SHT Dote: Rerlsimc 10/23/02 8 —CHG LATCH D1M. 730/02 VERTICAL & HORIZONTAL SECTIONS MID -RISE, ALUM. HORIZONTAL ROLLER Sedee/M(odek Stoic Shook aro mg No. Rem. HR -810 NTS 2 a 5 4121 -2 C ITEM DWG # DESCRIPTION VENDOR PGT# 1 4102 Flange Frame Head 6063 -T5 812237 2 4025 Sash Stop (Std.) 6063 -T5 612244 3 #8 x 3/4 PH. PAN HEAD TEK 7834PW,B 4 4103 Flange Frame Sill 6063 -T5 612238 5 4361 3.500° Sill Add On 6083 -T5 64361 6 4104 Frame Sill Adapter 6083 -T5 612239 7 4125 Windload Adapter 6083 -T6 64125 8 #8 x .375 Ph. Pn. TEK S. St1 S. STL 9 1094 Weep Housing NYLON 6/8 70250 10 1095 Weep Flap NYLON 6/6 70251 11 4002 Flange Frame Jamb 6083 -T5 612225 12 1155 -1 #8 x 1.000 Quad Pn. SMS S. 85. S. STL 781 PQX 13 4005 Fixed Meeting Rail 8063HS -T54 612228 14 1080 Wstp.,.187 x .230, fin seal 61060G 15 4063 Meeting Rail Reid. Tube .75 x 1.50 6081 -T6 64083 18 4084 Meet. Rail Rein?. Tube End Cap NYLON 8/8 44084 17 1179 #10x3/4" Phillips Pan Head Tek S. STL 710x34PPSDX 18 947 Dia. 3/8" Hole Plug Polypro ylene 41722 19 4105 Sash Top and Bottom Rail 6083 -T5 612240 20 1235 Wstp.,.170 x 270 back, fin seal 675160 22 1092 Roller Housing & Guide NYLON 618 70312 23 226 Brass Roller Wheels BRASS 7BRWHL2 24 4054 Sash Meeting Rail 6083HS -T54 84054 25 1098 Sweep Latch DIE -CAST 71086 28 1016 #8 x .625 Ph. Fl. SMS STL. 7858BB 27 4007 Sash Side Rail 8083 -T5 612230 28 4119 Wstp. Bulb w /closed cell foam Ultrafab 64120 29 Glass 7/16 Laminated (3/16 Annealed, .090 DuPont Butacite PVB, 3/16 Annealed) 30 985 Glazing Bead 7/16 Land w/Grl l Kit 6083 -T5 8985 31 4222A Glazing Bead 7/16 Lami 6063 -T5 64222 32 1224 Vinyl Bulb Weatherstrip "Thick" VINYL TP -247 34 1014 Screen Frame 3105 H14 81011 36 1013 Screen Corner Key Polypropylene 49103 37 1073 Screen Spring S. STL 78835 38 1278 Screen Pull Tab Elastomeblc PVC 70409 39 1008 Screen Spline Elastometdc PVC 68535 40 Screen Cloth 61816 41 Silicon Adhesive - Dow 899. Dow 995 or Dow 983 42 Setting Block (3132x25/84x1) 71622 43 Glass 7/18 Laminated (3/16 Heat Strengthened. .090 Sentry Glass Plus, 3/18 Heat Strengthened) NOTE; 1. REFERENCE TEST REPORT: FTL -3373 1.999° O FRAME HEAD MAT'L: 6063 —T5 DWG #4102 .062° NOM. 2.784" 11 FRAME JAMB MAT'L: 6063 —T5 DWG #4002 2.074° .062° NOM. © FRAME SILL ADAPT, MAT'L• 6063 —T5 DWG #4104 .451° - -.062° NOM. SASH STOP MAT'L: 6063 —T5 DWG #4025 .723• III- -.062° 0 WINDLOAD ADAPTER •AT'L: 6063 —T6 DWG #4125 Robert L. Chat kk, P.E. PE Structural Road By: LT. Rend By: F.K. ® EWE —1U MAT'..: 6063 —T5 DWG #4103A Aftmeaclascrattplylasuldt the Florida Date: Raaalons Dale ;y 8 12/30/02 C —NO CRC THIS SHT Nom ' 7;I.) i) 10/23/02 8— CORRECT 1TEM 7 1070 TECHNOLOGY DRIVE NOKOMS, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 Dram By w. F.K. 7/30/02 PARTS LIST & EXTRUSION PROFILES Title: MID -RISE, ALUM. HORIZONTAL ROLLER Serbs /Wdot• Seale: Steak . Wowing No. Raw HR -810 NTS 3 of 5 4121 -2 C .190" r .062" NOM. 3.159° TRIM TO FR 3.500" 0 3.50" SILL ADD ON MAT L• 6063 —T5 DWG #4361 2.155° —Y- .062° NOM.~ nn 1.342" JI 13 FIXED MEET. RAIL MAIL• 6063HS —T54 DWG #4005 .125° NOM. L-1.500" 15 FXD. MEET. RAIL REINFORCEMENT TUBE MAT'L: 6063HS —T54 DWG #4063 SASH MEET. RAIL MAT'L: 6063HS —T54 DWG #4006C (2) EA. HEAD & SILL FRAME CORNER & MEETING RAIL CONSTRUCTION (4) EA. TOP & BOTTOM RAIL SASH CORNER CONSTRUCTION NOTE: 1. REFERENCE TEST REPORT: FTL -3373 SASH TOP & BOTT. RAIL MAIL: 6063 —T5 DWG #4105 x+-1.115° 678° 050° 30 7/16 LAMI BEAD W /GRILL KIT MArL• 6063 —T5 DWG #985 () SASH SIDE RAIL MAT'L• 6063 -75 DWG #4007 .050" NOM. 1.096" .678° ® 7/16 LAMI BEAD MArL: 6063 —T5 DWG #4222A 2.326" Robert L. dark. P.E. PE #39712 Stamboul T INDU ES Rood Op L.T. Dabs 12/30/02 Data 10/23/01 Rival BY: F.K. Omen By: F.K. 730/02 Rerraranx C —NO CHO 11115 SHT 8-NO CRC THIS SHT oaaarDton: EXTRUSION & CORNER CONSTRUCTION DETAILS 1070 TEC}Na00Y DRIVE NOKOMIS. FL 34275 P.O. BOX 1529 NOKOMIS. FL 34274 arts: MID -RISE, ALUM. HORIZONTAL ROLLER sates /Yoder Scale: Sheet: Dra Ing No. Rat: HR -810 NTS 4 5 4121-2 C APPROVED WOOD BUCK A (SEE NOTE 5) 1/4° TAPCON W/ #12 HD (SEE NOTE ) 11/4° MIN 1/4" MAX SHIM TYPICAL HEAD SECTION SUBSTRATE ANCHORING I/4° TAPCON WI #12 HD (SEE NOTE 1) APPROVED 2x WOOD BUCK (SEE NOTE 4) SEE TABLE 3. 1/4° MAX SHIM #12 OR #14 WOOD SCREW (SEE NOTE 2) TYPICAL HEAD SECTION WOOD ANCHORING #12 OR #14 WOOD SCREW (SEE NOTE 2) TYPICAL SILL SECTION SUBSTRATE ANCHORING APPROVED 2x WOOD BUCK (SEE NOTE 4) A TABLE 3. WOOD SCREW EMBEDMENT MINIMUM EMBEDMENT DIMENSION #12 SCREW #14 SCREW 1 1/2° 1 3/4° 1/4° MAX SHIM — j 1/4° TAPCON W/ #12 HD (SEE NOTE 1) 1 TYPICAL SILL SECTION WOOD ANCHORING APPROVED WOOD BUCK A (SEE NOTE 5) #12 OR #14 WOOD SCREW (SEE NOTE 2) 1 1/4° MIN TYPICAL JAMB SECTION SUBSTRATE ANCHORING APPROVED 2x WOOD BUCK A (SEE NOTE 4) SEE TABLE 3. TYPICAL JAMB SECTION WOOD ANCHORING NOTES: 1. USE ONLY MIAMI —DADE COUNTY APPROVED ELCO OR 11W TAPCONS. 2. SEE SHEET 1 OF 5 FOR PRESSURE LIMITATIONS WHEN ANCHORING WITH WOOD SCREWS. 3. REFERENCE TEST REPORT: FTL -3373 4. INSTALLATION OF 2x WOOD BUCK TO THE SUBSTRATE ENGINEERED SEPARATELY AND TO BE REVIEWED BY BUILDING OFFICIAL 5. INSTALLATION OF 1x WOOD BUCK TO THE SUBSTRATE TO BE ENGINEERED SEPARATELY. /7/1491/ 4/ L J3ark, P.E. PE /39712 Structural ftT IINDUSTWES Raid Bp L.T. F.K. Reasd Boren Bp F.K. ANCHORAGE Data 1230/02 10;23/02 Reektorm C —NO CHG THIS SHT B —NO CHG THIS SHT 7/30/02 Approval as camp$6iy with tee Data NOM Mad DadsPaodact •. : ,it 1070 TECHNOLOGY DRIVE NOKOMIS, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 Tar MID - RISE,_ ALUM. NAo. ROLLER_ HHRR-8 0 NTS 1 5 x 5 4121 -2 C MIAMI-DD BUILDING CODE COMPLIANCE OFFICE (BCC()) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries 1070 Technology Drive Nokomis, FL 34275 SCOPE: A ING 140 WEST 1603 A 331 ' 1563 (305 5 -2901 FAX (305) 375 -2906 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 Al-li may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "PW -701" Aluminum Picture Window -LMI APPROVAL DOCUMENT: Drawing No. 4259-4, titled "Aluminum Picture Window, Impact ", sheets 1 through 10 of 10, prepared by manufacturer, dated 7/14/03, with revision "A ", dated 12/15/03, signed and sealed by Robert L. Clark, P.E., bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of this page 1 and evidence pages E -1 and E -2, as well as approval document mentioned above. The submitted documentation was reviewed by Theodore Berman, P.E. NOA No 03- 1105.01 Expiration Date: February 19, 2009 Approval Date: February 19, 2004 �yo Page 1 NOTES: LARGE MISSILE WINDOWS 1. GLAZING OPTIONS: A. 7/16" LAMINATED GLASS COMPRISED OF (1) LITE OF 3/16° ANNEALED GLASS AND (1) LITE OF 3/16' HEAT STRENGTHENED GLASS WITH AN .090 INTERLAYER OF DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB. B. 7/16' LAMINATED GLASS COMPRISED OF (2) LITES OF 3/16' HEAT STRENGTHENED GLASS GLASS WITH AN .090 INTERLAYER OF DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB. C. 1 1/16° LAMI LG. GLASS COMPRISED OF (1) LITE OF 3/16" HEAT STRENGTHENED GLASS, A 7/16' AIRSPACE AND 7/16' LAMINATED GLASS WHICH IS COMPRISED OF (1) LITE OF 3/16° ANNEALED GLASS AND 11) LITE OF 3/16' HEAT STRENGTHENED GLASS WITH AN .090 INTERLAYER OF DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB. D. 1 1/16" LAMI LG. GLASS COMPRISED OF (1) LITE OF 3/16' HEAT STRENGTHENED GLASS, A 7/16' AIRSPACE AND 7/16' LAMINATED GLASS WHICH IS COMPRISED OF (2) LITES OF 3/16' HEAT STRENGTHENED GLASS WITH AN .090 INTERLAYER OF DUPONT BUTACITE OR SAF .EX KEEPSAFE MAXIMUM PVB. 2. DESIGN PRESSURE RATINGS: (FLANGED - SEE SHEET 5, TABLE 1 AND INTEGRAL FIN - SEE SHEET 6, TABLE 2) A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300 -98 (AND ASTM E 1300 -94 OUTSIDE MIAMI -DADE COUNTY). B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300 -98 (AND ASTM E 1300 -94 OUTSIDE MIAMI -DADE COUNTY). C. DESIGN PRESSURES UNDER 40 P.S.F. NOT APPLICABLE IN MIAMI -DADE COUNTY. NOA DRAWING TABLE OF CONTENTS SHEET GENERAL NOTES 1 GLAZING DETAILS 2 ELEVATIONS, FLANGED 3 ELEVATIONS, INTEGRAL FIN 4 DESIGN PRESSURES FLANGED5 DESIGN PRESSURES FINNED 6 ' SECTIONS, FLANGED 7 CORNER ASS'Y, FLANGED 7 SECTIONS, INTEGRAL FIN 8 CORNER ASS'Y, INTEGRAL FIN8 EXTRUSION PROFILES 9 PARTS LIST 9 ANCHORAGE 1 810 3. FLANGED UNIT ANCHORAGE: SINGLE ROW OF FASTENERS LOCATED AS FOLLOWS: (SEE SHEET 10, DETAILS C, D & E) HEAD & SILL: MAX. 8 1/2' FROM CORNERS MAX. 11' O.C. JAMBS: A MAX. 812° FROM CORNERS MAX. 11" O.C. (DESIGN PRESSURE LIMITED TO 60 P.S.F. WHEN ANCHORING WITH #12 SCREWS) 4. INTEGRAL FIN UNIT ANCHORAGE WITH NAILS: SINGLE ROW OF .130 DIA. x 212' LG. NAILS AS FOLLOWS: (SEE SHEET 10, DETAIL A) HEAD & SILL: AT EACH CORNER MAX. 5' O.C. JAMBS: AT EACH CORNER MAX. 5" O.C. 5. INTEGRAL FIN UNIT ANCHORAGE WITH #12 SCREWS: SINGLE ROW OF SCREWS AS FOLLOWS: (SEE SHEET 10, DETAIL B) HEAD & SILL: MAX. 812" FROM CORNERS MAX. 11 "O.C. JAMBS: L.& MAX. 8 112" FROM CORNERS MAX. 11" O.C. (DESIGN PRESSURE LIMITED TO 60 P.S.F. WHEN ANCHORING WITH #12 SCREWS) 6. SHUTTER REQUIREMENT: NONE REQUIRED 7. NARROW JOIN— SEALANT IS USED ON ALL FOUR CORNERS OF THE FRAME. 8. REFERENCE TEST REPORTS: FTL -3835 & FTL -3850 &met fir Reader Render F.K. bac 0,• 12115/03 IteWh°: kwdsb�": A REDUCE ANCHOR SPACING Derv, er F.K. 7/14/03 c7"e°dar enr 1070 TEMNOLOGY DRIVE NOKOMIS, FL 34275 P.O. BOX 1520 NOXOVIS, FL 34274 PiT NOTES & TABLE OF CONTENTS rae ALUMINUM PICTURE WINDOW, IMPACT Visibly Better ism* PW-701 NTS Sheet e°d,°ea tar 4259.4 A 1 d 10 Robert L Clark, P.E. PE039712 Structural 3/16° ANNEALED OR HEAT STRENGTHENED GLASS 7/16' LAMI GLASS NOMINAL 3/16° ANNEALED OR HEAT STRENGTHENED GLASS .090 DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB INTERLAYER 3/16° HEAT STRENGTHENED GLASS 7/16' AIR SPACE 3/16° HEAT STRENGTHENED GLASS OUTSIDE 11/16' NOM GLASS BITE 7/16" LAMI GLAZING DETAIL FLANGED OR INTEGRAL FIN FRAME (FLANGE FRAME SHOWN) Rend* NevWm 1 1/16' LAMI GLASS NOMINAL 7/16 LAMI GLASS NOMINAL .090 DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB INTERLAYER 3/16' HEAT STRENGTHENED GLASS OUTSIDE 11/16° NOM GLASS BITE 1 1/16" LAMI I.G. GLAZING DETAIL FLANGED OR INTEGRAL FIN FRAME (INTEGRAL FIN FRAME SHOWN) RsraftiF 0 Rm%BY FA. Otewter F.K. 12/15/03 Oster 7/14/03 g. A NO CHANGE THIS SHEET Checked By: ems: 1070 TF.hNOLOGY DRIVE NOI MIS. FL 34275 PD. BOX 1529 NOIOMLS. FL 39279 P T Visibly Better s."""b" PW-701 GLAZING DETAILS Tar ALUMINUM PICTURE WINDOW, IMPACT Sate: I NTS j ah..c 2 a 10 lon.e°eo 4259-4 � iv Robed L Clark. P.E. PE 139712 Structural HEXAGON FULL CIRCLE MAX. SIZE = 60° BETWEEN FLATS MAX SIZE = 60' DIA. OR MAX. AREA = 21.65 SQ. FT. OR MAX. AREA = 19.63 SQ. FT. FAN MAX. SIZE = 96' X 4T OR MAX. AREA = 24.47 SO. FT. HALF CIRCLE MAX. SIZE = 96" X 48" OR MAX. AREA = 25.13 SQ. FT. EYEBROW OCTAGON MAX. SIZE = 60" BETWEEN FLATS OR MAX AREA = 20.71 SQ. FT. MAX SIZE = 96" X 48° OR MAX. AREA = 31.99 SQ. FT. 96° MAX. QUARTER CIRCLE MAX. SIZE =68 "X68" OR MAX. AREA = 25.22 SQ. FT. ELLIPTICAL MAX. SIZE = 96" X 47" OR MAX. AREA = 31.99 SQ. FT. TRAPEZOID 48" MAX. NOTE: FOR ANCHORAGE INFORMATION SEE NOTE 3, SHEET 1 AND SHEET 10, DETAILS C, D & E. 44 1/4" MAX. DLO 1-- 92 1/4" MAX. DLO RECTANGLE MAX. SIZE = 48' X 96" OR MAX. AREA = 32.00 SO. FT. MAX SIZE =48" X 96' OR MAX. AREA = 30.28 SQ. FT. MAX. SIZE = 48" X 96° OR MAX. AREA = 31.99 SQ. FT. Render ems: ear: F.K. Ostr 17115/03 NO CHANGE THIS SHEET os.,er F.K. 7/14/03 Onand oau: 1070 TEC W0LOGY ORIVE NOKOMIS, FL 34275 P.0.50)( 1828 NOKOMIS, Ft 34274 1 13 GT FLANGED ELEVATIONS ALUMINUM PICTURE WINDOW, IMPACT Visibly Better SMMIMM PW-701 sow sack 1 NTS I 3 m 10 o...cn/a a.: I 4259 -4 A Robert L Cierk, P.E. PE 539712 Structural HEXAGON FULL CIRCLE MAX. SIZE = 60" BETWEEN FLATS MAX. SIZE = 60" DIA. OR MAX AREA = 21.65 SQ. FT. OR MAX. AREA =19.63 SQ. FT. FAN MAX SIZE = 96'X47" OR MAX. AREA = 24,47 SQ. FT. HALF CIRCLE MAX. SIZE = 96" X 48" OR MAX. AREA = 25.13 SQ. FT. EYEBROW MAX. SIZE =60" BETWEEN FLATS OR MAX AREA = 20.71 SQ. FT. MAX. SIZE = 98"X48" OR MAX. AREA = 31.99 SQ. FT. QUARTER CIRCLE MAX. SIZE = 68" X 68" OR MAX. AREA = 25.22 SQ. FT. ELLIPTICAL MAX. SIZE = 96" X 47° OR MAX. AREA = 31.99 SQ. FT. NOTE: FOR ANCHORAGE INFORMATION SEE NOTES 4 & 5, SHEET 1 AND SHEET 10, DETAILS A & B. RECTANGLE MAX. SIZE = 48' X 96" OR MAX. AREA = 32.00 SQ. FT. ARCH. MAX. SIZE = 48° X 96" OR MAX AREA = 3028 SQ. FT. TRAPEZOID MAX. SIZE = 48" X 96" OR MAX. AREA = 31.99 SQ. FT. wall* Rased Br affix Davisketc Date. Revisit.", 12/15/33 A NO CHANGE THIS SHEET Data: Chekedar reg. 7/14/03 1070 TECHNOLOGY DRIVE NOKOMIS, FL 34275 P.0 BOX 1529 NOKOMIS: FL 34274 P T Visibly Better PW701 INTEGRAL FIN ELEVATIONS rer ALUMINUM PICTURE WINDOW, IMPACT soar °.a NTS 4 " 10 !Dare °. 4259-4 Robert L Clark, P.E. PE #39712 Structural COMPARATIVE ANALYSIS TABLE 1. A. 7/16" LAMINATED GLASS (3/16 "A, .090, 3/16HS) GLASS TYPE: B. 7/16" LAMINATED GLASS (3 /16 "HS, .090, 3/16HS) C. 1 1/16" LAMI I.G., 3/16HS, 7/16" SPACE, 7/16" LAMI (3/16A, .090, 3/16" HS) D. 1 1/16" LAMI I.G., 3116HS, 7/16" SPACE. 7/16" LAMI (3/16HS, .090.3/16" HS) WINDOW WIDTH 49.000 f B&D A &C FTL -3835 FTL -3835 FTL -3850 FTL -3850 WINDOW HEIGHT 28.500 34.000 39.500 45.000 46.500 48.000 AREA SQ.FT. 54.500 I A &C B &D 80.0 I -80.0 80.0 -80.0 9.698 80.0 I -80.0 80.0 -80.0 80.0 I -80.0 80.0 -80.0 80.0 -80.0 80.0 1 -80.0 80.0 I -80.0 80.0 -80.0 80.0 I -80.0 80.0 t -80.0 11.569 13.441 15.313 15.823 16.333 80.0 I -80.0 80.0 -80.0 AREA SQ.FT. 10.786 80.0 -80.0 80.0 -80.0 12.68 80.0 1 -80.0 80.0 1 -80.0 76.7 I -76.7 80.0 -80.0 74.0 I -75.2 80.0 -80.0 74.0 I -74.0 80.0 -80.0 14.950 17.031 17.599 18.167 60.000 I A &C B &D 80.0 I -80.0 80.0 -80.0 80.0 -80.0 I 80.0 -80.0 74.0 I -74.0 80.0 -80.0 69.9 I -69.9 80.0 -80.0 67.2 1 -68.6 80.0 1 -80.0 67.2 I -67.2 80.0 1 -80.0 AREA SQ.FT. 65.500 A &C 1 B &D 11.875 14.167 16.458 18.750 80.0 1 -80.0 80.0 1 -80.0 80.0 I -80.0 80.0 1 -80.0 68.5 1 -68.5 80.0 1 -80.0 63.5 1 -63.5 80.0 1 -80.0 19.375 61.3 -62.3 80.0 I -80.0 20.000 61.3 I -61.3 80.0 -80.0 AREA SQ.FT. 71.000 A &C B &D 12.964 15.465 17.967 20.469 21.151 21.833 80.0 I -80.0 80.0 I -80.0 79.4 I -79.4 80.0 -80.0 AREA SQ.FT. 14.052 16.764 63.7 -63.7 80.0 -80.0 19. 76 57.9 I -57.9 80.0 -80.0 56.1 1 -57.1 80.0 1 -80.0 22.188 22.927 76.500 1 A &C B &D 80.0 I -80.0 80.0 -80.0 76.8 I -76.8 80.0 -80.0 59.7 I -59.7 80.0 1 -80.0 52.8 I -52.8 80.0 -80.0 51.9 I -52.1 80.0 -80.0 56.1 1 -56.1 80.0 1 -80.0 23.667 51.9 I -51.9 80.0 -80.0 AREA SQ.FT. 15.141 18.063 20.984 23.906 24.703 25.500 82.000 I A &C B &D 80.0 I -80.0 80.0 -80.0 AREA SQ.FT. 87.500 1 A &C B &D 16.229 74.1 I -74.1 80.0 -80.0 19.361 56.5 I -56.5 80.0 -80.0 22.493 48.3 -48.3 80.0 -80.0 25.625 47.6 I -48.0 80.0 -80.0 26.479 47.6 1 -47.6 80.0 -80.0 27.333 80.0 I -80.0 80.0 -80.0 70.7 -70.7 80.0 -80.0 53.6 I -53.6 80.0 -80.0 43.6 I -43.6 80.0 -80.0 43.4 I -43.2 80.0 1 -80.0 43.4 I -43.4 80.0 1 -80.0 AREA SQ.FT. 17.318 20.660 24.002 27.344 28.255 29.167 93.000 A &C B &D 80.0 I -80.0 80.0 1 -80.0 69.1 I -69.1 80.0 1 -80.0 51.4 1 -51.4 80.0 1 -80.0 42.5 1 -42.5 80.0 1 -80.0 40.7 1 -41.0 80.0 1 -80.0 40.7 -40.7 79.4 -79.4 AREA SQ.FT 96.000 I A &C B &D AREA SQ.FT 18.406 21.958 25.510 29.063 30.031 31.000 80.0 I -80.0 80.0 -80.0 19.000 68.8 -68.8 80.0 I -80.0 50.4 -50.4 41.6 -41.6 39.4 -40.1 80.0 22.667 -80.0 26.333 80.0 -80.0 80.0 -80.0 39.4 I -39.4 76.6 1 -76.6 30.000 31.000 32.000 NOTES: 1. TABLE 1 PRESSURES ARE BASED ON THE LARGEST TESTED SIZE RECTANGULAR WINDOW ANCHORED WITH 1/4° TAPCONS. DESIGN PRESSURES ARE LIMITED TO + /-60 P.S.F. WHEN ANCHORING WITH #12 SCREWS. 0 2. ALL MAXIMUM SIZES SHOWN ON SHEET 3 ARE QUALIFIED TO THE PRESSURE OF A 32 SQ. FT. UNIT IN TABLE 1. 3. ALL SHAPES LESS THAN THE MAXIMUM SIZE, QUALIFY TO PRESSURE FOR THE MAXIMUM SIZE LISTED IN TABLE 1, OR TO THE PRESSURE FOR THE SMALLEST RECTANGULAR SIZE IN TABI F 1 WHICH THFIR OVFRALI WIDTH A HEIGHT DIMENS ONS CQMPI FTFI Y FIT WITHIN FLANGED UNIT DESIGN PRESSURES Renee Bet Deb: Revisions: Rander Retina: Nend BY F.N. 12/15/03 A CHANGE NOTE 1 ANCHORING WITH 912 SCREWS Omen ar F.K. aw 7/14/03 cuahmear Deer 1070 IEGHNOLOGY DRIVE NOKOMIS, FL 30275 P.O. BOX 1529 Nd(OMIS. FL 30270 d r Visibly Better ALUMINUM PICTURE WINDOW, IMPACT SebSbdr lSate fSher Waft Me Ru: P91-701 t NTS 15 d 19 4259-4 A Robed L. Clark. P.E. PE 939712 Structural COMPARATIVE ANALYSIS TABLE 2. A. 7/16" LAMINATED GLASS (3/16 "A, .090, 3/16HS) GLASS TYPE: B. 7/16" LAMINATED GLASS (3116 "HS, .090, 3/16HS) C. 1 1/16" LAMI I.G., 3 /16HS, 7/16" SPACE, 7/16" LAMI (3/16A, .090, 3/16" HS) D. 1 1/16" LAMI I.G., 3/16HS, 7/16" SPACE, 7/16" LAMI (3/16HS, .090, 3/16" HS) WINDOW WIDTH 49.000 FTL -3835 FTL -3835 FTL -3850 FTL -3850 WINDOW HEIGHT A &C B &D 28.500 80.0 I -80.0 80.0 -80.0 34.000 39.500 45.000 46.500 48.000 80.0 1 -80.0 80.0 1 -80.0 80.0 1 -80.0 80.0 -80.0 80.0 I -80.0 80.0 -80.0 79.4 I -80.0 80.0 -80.0 AREA SQ.FT. 54.500 I A &C B &D 9.698 11.569 13.441 15.313 15.823 79.4 1 -79.4 80.0 1 -80.0 16.333 80.0 . -80.0 80.0 1 -80.0 AREA SQ.FT. 60.000 A &C B&D 10.786 80.0 -80.0 80.0 L -80.0 12.68 78.9 I -78.9 80.0 -80.0 74.3 I -74.3 80.0 -80.0 71.9 -73.1 80.0 -80.0 71.9 1 -71.9 80.0 1 -80.0 14.950 17.031 17.599 18.167 80.0 1 -80.0 80.0 1 -80.0 80.0 I -80.0 80.0 -80.0 AREA SQ.FT. 11.875 14.167 72.2 -72.2 80.0 -80.0 67.8 1 -67.8 80.0 1 -80.0 65.0 I -66.4 80.0 -80.0 65.0 1 X5.0 80.0 1 -80.0 16.458 18.750 19.375 20.000 65.500 I A &C B&D AREA SQ.FT. 71.000 1 A &C B &D AREA SQ.FT. 76.500 1 A &C B &D 80.0 1 -80.0 80.0 1 -80.0 12.964 80.0 1 -80.0 80.0 1 -80.0 14.052 78.9 1 -78.9 80.0 1 -80.0 15.465 65.5 t -65.5 80.0 j -80.0 17.967 61.7 I -61.7 80.0 -80.0 20.469 59.6 I -60.7 80.0 -80.0 21.151 59.6 1 -59.6 80.0 1 -80.0 21.833 75.3 I -75.3 80.0 -80.0 61.1 I -61.1 80.0 -80.0 • 56.4 1 -56.4 80.0 1 -80.0 54.6 I -55.5 80.0 -80.0 54.6 1 54.6 80.0 1 -80.0 16.764 19.476 80.0 I -80.0 80.0 -80.0 AREA SQ.F7: 82.000 A &C B &D 15.141 72.6 -72.6 80.0 I -80.0 18. 63 22.188 22.927 23.667 57.1 I -57.1 80.0 -80.0 51.5 I -51.5 80.0 -80.0 51.0 I -51.3 80.0 -80.0 51.0 1 51.0 80.0 1 -80.0 20.984 23.906 24.703 25.500 AREA SQ.FT. 87.500 A &C B &D AREA SQ.FT. 93.000 AREA A &C B&D SQ.FT. 80.0 1 -80.0 80.0 1 -80.0 16.229 80.0 I -80.0 80.0 -80.0 17.318 69.4 I -69.4 80.0 -80.0 53.8 1 -53.8 19.361 80.0 -J -80.D 22.493 47.2 1 -47.2 80.0 1 -80.0 25.625 46.6 1 -46.9 , 80.0 1 -80.0 26.479 46.6 1 .46.6 80.0 1 -80.0 27.333 66.4 l -66.4 80.0 j -80.0 51.0 J -51.0 80.0 1 -80.0 42.6 l -42.6 80.0 I -80.0 43.1 I -42.7 80.0 -80.0 43.1 1 -43.1 80.0 -80.0 20.660 24.002 27.344 28.255 29.167 80.0 I -80.0 80.0 -80.0 18.406 65.0 1 -65.0 80.0 -80.0 21.958 48.9 I -48.9 80.0 -80.0 41.2 I -41.2 80.0 -80.0 25.510 29.063 40.4 1 -40.2 79.7 1 -79.7 30.031 40.4 1 40.4 76.0 1 -76.0 31.000 96.000 A &C B &D 80.0 I -80.0 80.0 -80.0 63.9 I -63.9 80.0 -80.0 48.0 -48.0 80.0 1 -80.0 40.2 1 -40.2 80.0 1 -80.0 39.0 I -38.9 76.9 -76.9 39.0 -39.0 73.1 -73.1 AREA SQ.FT. 19.000 22.667 26.333 30.000 31.000 32.000 NOTES: 1. TABLE 2 PRESSURES ARE BASED ON THE LARGEST TESTED SIZE RECTANGULAR WINDOW ANCHORED WITH 1/4 "TAPCONS. DESIGN PRESSURES ARE LIMITED TO +1-60 P.S.F. WHEN ANCHORING WITH #12 SCREWS. AA 2. ALL MAXIMUM SIZES SHOWN ON SHEET 4 ARE QUALIFIED TO THE PRESSURE OF A 32 SQ. FT. UNIT IN TABLE 2. 3. ALL SHAPES LESS THAN THE MAXIMUM SIZE, QUALIFY TO PRESSURE FOR THE MAXIMUM SIZE LISTED IN TABLE 2. OR TO THE PRESSURE FOR THE SMALLEST RECTANGULAR SIZE IN TABLE 2. WHICH THEIR OVERALL WIDTH AND HEIGHT IMENS ONS COMPLETELY FIT WITHIN. R' 48K (Mr Ra itlwn: Reader. Rwb01 ur: F.K 12/1503 Rm1,6n' A CHANGE NOTE 1 ANCHORING WITH 512 SCREWS u..* DW: CAwkader 021.: F.K. 7/14/03 1070 TEQINOLOGY0A/VE arom19. FL 34270 7.0.10X 1529 NOK061IS. FL 34274 PST Visibly Better Approved •e..r4y"r tr DOI A.n+. INTEGRAL FIN UNIT DESIGN PRESSURES ALUMINUM PICTURE WINDOW, IMPACT fA ....a,,.t SuY 9rC pa-9R. PW-701 f NTS f 6 b 10 42594 g y Robert L Clark P.E. PE 039712 Structural i 2.784' MAX. DAYLIGHT OPENING MAX. WINDOW WIDTH HORIZONTAL. SECTION (FLANGE. FRAME) 0 0 I ALONG ENTIRE JOINT SCREWED CORNER ASS'Y (FLANGE FRAME) MAX. WINDOW HEIGHT ALONG ENTIRE JOINT KEYED CORNER ASS'Y WELD (FLANGE FRAME) ALONG ENTIRE JOINT WELDED CORNER ASS'Y (FLANGE FRAME) L.__ 2.784° m m co MAX® DAYLIGHT OPENING 1 INSIDE VERTICAL SECTION (FLANGE FRAME) Rood Br Rau I Br Rnad8 Fit Orson sr F.K. Dar- 12/15103 Darr 7/14/03 Otaiskehr A NO CHANGE THIS SHEET arcked of oar: 1070 TECHNOLOGY DRIVE NOKOMIS, FL 34275 P.O. BOX 1529 NOKOMIS. FL 34274 SECTIONS & CORNER ASS'Y, FLANGED ALUMINUM .PICTURE WINDOW, IMPACT Visibly Better sidmmde PVK701 NTS 7 a 10 I °."'N' 4259-4 I A i# Robert L Clink, P.E. PE 438712 SWetwal MAX. DAYLIGHT OPENING MAX. WINDOW WIDTH — HORIZONTAL SECTION (INTEGRAL FIN FRAME) ALONG ENTIRE JOINT SCREWED CORNER ASS'Y (INTEGRAL FIN FRAME) ALONG ENTIRE JOINT KEYED CORNER ASS'Y WELD (INTEGRAL FIN FRAME) ALONG ENTIRE JOINT WELDED CORNER ASS'Y (INTEGRAL FIN FRAME) MAX. WINDOW HEIGHT 2.784° m 0 MAX. DAYLIGHT OPENING INSIDE 1 VERTICAL SECTION (INTEGRAL FIN FRAME) Note, /W /BF W4: lindskser F.K. Onion er F.K Note: 12/15r03 O.lr 7/14/03 ReastrIr A NO CHANGE THIS SHEET Cru.l.d Or fate: 10701ECNNOLOOYORIVE NOKCOM IS. FL 34275 P.O. BOX 1529 NOKOMIS. FL 34274 P%T SECTIONS, INTEGRAL FIN rr ALUMINUM PICTURE WINDOW, IMPACT Visibly Bettel✓'"°w" PW70f INTS 18 s 10 1 �� 4259-4 rA fi /1/1/1 rsn L. Clark. P.E. PE 03!712 Strucural ITEM DWG NO. PART # DESCRIPTION '1 4256A 64256 INTEGRAL FIN FRAME HEAD, SILL 8 JAMB 4253 64253 FLANGED FRAME HEAD, SILL & JAMB 7 1155 781PQX #8 X 1 QUAD PN SMS STAINLESS STEEL 8 SCHNEE- MOREHEAD SM5504 ACRYL -R NARROW JOINT SEALANT OR EQUAL 10 4255 64255 7/16 LAMI GLASS BEAD 11 4254 64254 1 1/16 LAMI I.G. GLASS BEAD 12 1224 6TP247 VINYL BULB WEATHERSTRIP (THICK) 13 4224 INSTALLATION FASTENER COVER 14 DOW CORNING 899 GLAZING SEALANT 15 DOW CORNING 995 SILICONE STRUCTURAL SEALANT, BLACK 17 7/16" LAMI GLASS: 3/16" ANNEALED - .090 DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB INTERLAYER - 3/16" HEAT STRENGTHENED 18 20 4262 1 1/16' LAMI I.G. GLASS: 3116" HEAT STRENGTHENED OUTBOARD - 7/16" AIRSPACE - 3/16" ANNEALED - .090 DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB INTERLAYER - 3/16" HEAT STRENGTHENED 64262 ARCHITECTURAL CORNER KEY 21 7/16" LAMI GLASS: 3/16" HEAT STRENGTHENED - .090 DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB INTERLAYER - 3/16" HEAT STRENGTHENED 22 1 1/16" LAMI I.G. GLASS: 3/16" HEAT STRENGTHENED OUTBOARD - 7/16" AIRSPACE - 3/16" HEAT STRENGTHENED - .090 DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB INTERLAYER - 3/16" HEAT STRENGTHENED .050" r .970° —1 ITEM 10, 7/16 LAMI GLASS BEAD MATL: 6063 -T5 DWG NO. 4255 ITEM 11, 1 1/16 LAMI I.G. GLASS BEAD MATL: 6063 -T5 DWG NO. 4254 062' - 1.875" 2.784" 2.500" .077" ITEM 1, INTEGRAL FIN FRAME MAIL: 6063 -T5 DWG NO. 4256A t-- .062" 2.784" ITEM 2, FLANGED FRAME MAIL: 6063 -T5 DWG NO. 4253 Awrersd a Oie wW tie / •.iL•Trne • "S1I <L-iflo Road By Deb: Radar Render F.14 Club: Ilsviskom Rwi6sc Deb: 12/15/03 Revisions: A NO CHANGE THIS SHEET orwn ar F.K. Mkt: Mote By Caw 7/14/03 1070TEc 94OLOOr0RA/E NOKOMIS, Fl. 34275 P.O. BOK 1529 NOKONIIS FL 34214 Clnr; Cleo. EXTRUSION PROFILES & PARTS LIST ALUMINUM PICTURE WINDOW, IMPACT Visibly Better s'°1°dd PW-701 1 Sub: Sad •° sb NTS 19 d 10 I oe. 4259 -4 Robert L. Clerk, P.E. PE 439712 Structural '�!I�IIII .130" DIA. M N. x2112 "NAIL, AT CORNERS AID 500.C. WOOD BUCK OR FRAMING INTEGRAL FIN DETAIL A T 1/4" MAX. SHIM #12 SCREW, 8 1/2" MAX. FROM CORNERS & 11° MAX. O.C. A 1 1/2" MIN. EMBEDMENT 1/4' TAPCON, 8112" MAX. FROM CORNERS & 11° MAX. O.C. A (SEE NOTE 1) 114" MAX. 1 SHIM CONCRETE 1 1/4° MIN. EMBEDMENT 1 2x WOOD BUCK (SEE NOTE 2) 1/4" MAX. f SHIM T INTEGRAL FIN DETAIL B #12 SCREW, 81/2" MAX. FROM CORNERS & 11" MAX. O.C. A 1 1/2" MIN. EMBEDMENT 2x WOOD BUCK (SEE NOTE 21 1/4" MAX. SHIM T FLANGED DETAIL C 1/4" TAPCON, 8 1/2' MAX. FROM CORNERS & 11" MAX. O.C. Aq (SEE NOTE 1) 1 1 1/4" MIN. ••• • EMBEDMENT: • r. t • SOLID CONCRETE FOR HEAD & SILL OR HOLLOW BLOCK FOR JAMBS FLANGED DETAIL E FLANGED DETAIL D (SILL ONLY) NOTES: 1. USE ONLY MIAMI -DADE COUNTY APPROVED ELCO TAPCONS. A 2. A - IN MIAMI -DADE COUNTY INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED, PROPERLY ATTACHED TO TRANSFER LOAD AND TO BE REVIEWED BY BUILDING OFFICIAL. B - OUTSIDE MIAMI -DADE COUNTY INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY BUILDING OFFICIAL. 1/4" MAX. SHIM 1x WOOD BUCK (SEE NOTE 2) per Osier Osta 12/15/03 Dater 7/14/03 Rentsianr Reriskor A Cheated ar CHANGE NOTE l AND FASTENER SPACING or 70 TECHNOLOGY DRIVE NOKOAOS. FL 34275 PO. 90X 1529 AOCOMIS, FL 34274 PGT o ANCHORAGE - HEAD, SILL AND JAMBS Tar ALUMINUM PICTURE WINDOW, IMPACT Visibly Better s.n"nnae- sur: ss.r PW701 I NTS 110 ° 10 I 42594 A Robert L. Clark P.E. PE#39712 Structural MIAMI•DAOE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) MIA';', DL N , FLORt 'A METRO - ADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 PGT Industries P.O. Box 1529 Nokomis, FL 34274 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 High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Series SWD -101 Outswing Aluminum French Door- Impact APPROVAL DOCUMENT: Drawing No. 971, titled "French Door -X, XX ", sheets 1 through 4 of 4,'prepared, signed and sealed by Robert L.Clark, P.E., dated 4/13/01, 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 and Small Missile Impact 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 thc 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 thc NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to thc 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 # 01-0417.04 and, consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Theodore Berman, P.E. NOA No 02 -0701.12 Expiration Date: November 22, 2006 Approval Date: July 12, 2002 Page 1 prn 7 1/2' X XX 37.500 7 1/2' 7 1/2' 5 1/2' 13.5' 95.750 13.5' TYP. MAX. 5 1/2' 7 1/2' 13' MAX. ON CENTER TYP. HEAD & SILL SEALANT ON FRAME CORNERS & PANEL CORNERS 71.750 95.750 2 POINT , LOCK OPTION `✓` 1 7 1/2' I -2- LARGE MISSLE IMPACT DOORS r.) GLAZING: .401/.464 LAMINATED W/(NTERIAYER (MONSANTO OR OUPOMT) 2.) CONFTCURATIONS: X. XX 3.) DESCN PRESSURE RATING: .TD) 464 LAM.: +75 P.S.F. -75 P.S.F. 3b) 401 LAM.: +60 P.S.F. -60 P.S.F. 4.) ANCHORS: MAX. 7 1/2' FROM CORNERS (HEAD & SILL) MAX. 5 1/2' FROM CORNERS (JAMB) MAX. SPACING AT HEA0 & SILL: 11000 MAX. SPACING AT JAMB: 13.500 5.) NO SHUTTERS REQUIRED 6.) REFERENCE TEST REPORT: F7L -2241 7.) FOR LOCKING ASSEMBLY OPTION - SEE SHEET .1 OF 4 I TYa. MAX. 5 1/2' 7 1/2' ---I I F-- I 7 1/2' --4 F•-- IF�- 13' MAX. SEALANT ON ON CENTER FRAME CORNERS TYP. HEAD & SILL & PANEL CORNERS Robert L Clark, P.E. RE. 839712 Structural PRODUCT REVI4EO as complying with Ma Florida Bognor! Code Ar tplaaea No 02 -0701.:1 Fardras Dam BY 4:40,v4a.or Dade Proofed Corned Diridee PRODUCT RENEWED ACcarrANCF. N. 01— 6 417 .0 4 1XPINATION DAP'. NNp uMs C 11, &PG ny 1544S noI ACTc rrriiltDIV15RN1 dURDO(tl COOL cOM1i t10EOAY10E Revisions. D) added 20. lock info T Roams: ! I/6 Dean& .aa 1 Oorkori OW Moho 1 I' SsAes /11.4dE SW0 -101 1070 Technology Dr. Nokomis. Fl. 34275 INDUSTRIES W(erial• Rarad Br: (Dace: 0.8. n /17 /00 Dram Dr D.B. Ch4d Dr (Dole: 12/16/98 aaanin. French Door — X, XX POT NO: VENDOR NO Scale: lx Sheet 104 Ororina No. 971 Rev: .250 SPAC M ROUGH OPENING SEE SHEET 3 FOR ANCHORS ROUGH OPENING 71.750 EXTERIOR MAX. SHIM SPACE INACTIVE PANEL \ 3.000 —1 1.272 4.000 1.750 95.750 93.625 MAX. SHIM r.250 SPACE 1.479 84 3/4" DAYUGHT OPENING 4.000 .489 EXTERIOR 1 25" — DAYLIGHT OPENING VERTICAL SECTION INTERIOR 1.489 MAX. // G>f/ MAX. ACE , i ri I\L Ro rt park, P.E. Rered es �Dea: n /WW P.E. 939712 as 3.000 ROUGH OPENING Structural Dram 9 D.B. HORIZONTAL SECTION INTERIOR ROUGH OPENING 1.480 PRODUCT REVISED rer.pbH1 wU6 MYNA &dams Cade AAorspeneor Ns 02 -0 ROL 12 ExpinmoDru�l Z RI Did Predate Coaled DhNoe PRODUCT RENEWED AccErrAl4ce. W. o r- 0411.0'4 EXPIRATION DATE N'D'5EMPER 22 J2006 I3) . �e,%� .� ANa� r oa[T trxrAnc.ornstow ouRDINU ODUl. QOMHJ 1dCE OFNCE Revisions: 0) added 2 pt. lock info Material: le th Relent Froi.Baae ! 11" Docked .D2 Amcor 4 3 : Sede,/uodek SWD -10 1070 Technology Dr. Nokomis, FI. 34275 INDUSTRIES Chkd BF: rota: Ba`e2/16/98 Description: French Door — Elevations PST NO: VENDOR M Sole: Shoal: 2.14 Drawing No. 971 Raw. D 1/8 ANN. 3/16 ANN. -- 0 R — 3/16 ANN. —1 3/16 ANN. --I 250 J MAX. SHIM 3.000 - -I 1.489 L r- r,aa1.: I .230 MAX. s -ou I .1000 - -I SPACE SPACE .401' LAM. W /MONSANTO SAFLEX PVB IHTERLAYEB OR .401' IAM. W/DUPONT BUTAl1TE INIERLAYEB SEE NOTE 1 ON SHEET DESIGN PRESSURE RATING: *60 n4L 3 POINT LOCK ASSY, 2 POINT LOCK ASSY, 1.489 664' LAM. WJMONSANTO SAIL£X PYB INTERLAYEB CR .464' IAM. W /OUPONT BUTALITE INTERLAYEB SEE LION ...1 ON .SHEET-1 DESIGN PRESSURE RATING: ±75 naf PRODUCT REPLIED to ecap9ylvg an the Plorld. Was Code Amplutce N n 02- 0701.12 Espintlov Dah / / 32i 01. RMwawttd'�� -W.ar DIAtho PRODUCT RENEWED A*:ccrntict N.. 0I -0411 • 0 4 Sr6'IRAION DATE N046 UWE E22/7000 Ur Isaty .1. ,,,xl.. _ IVCL� Otis • LRlttDtelltxRt EIiWKS Reristvna: CO added 2 pt. lock info T 0A /Q 1143 Robert L. Clark, P.E. #39719 - Straeiarat To!emotes Unless Helot Fiecspm 8 1/64 Dird Decknol .a11 *War. ! r Selo, /YUQek SWD -101 1070 Technology Dr. Nokomis, Fl. J4275 ITT INDUSTRIES Description: French Door — Exploded /Glazinq PGI NO: VENDOR NO: I Sede: Rifest: 3 er4 Crowing No. 971 • • . • • --0534 MOO -r CNN 1/4. DIMON ® TYP. HEAD IMO TYP. HEAD TYP. JAMB if/4C' 01 Robert L Clark, P.E. RE. 439712 Stnictural ITEM DESCRIPTION 1 DOOR HEAD/SILL 2 OCOR JAMB (HINGED) .3 DOOR ASTRAGAL 4 .250 x .187 FINSEAL STRIP 5 DOOR W-STRIP CHANNEL 6 FRAME JAMB 7 FRAME HMO 8 GIAZING BEAD (ROLL FORM) .-----allSWING THRESHOLD 10 5/1648 THREADED ROD 11 TRUSS CLAMP 12 5/16x1/16 TRUSS WASHER 13 5/1608 TRUSS NUT 14 FRAME SCR. COVER CAP 15 STRIKE PLATE 16 STRIKE PLATE INSERT 17 10x3/4 SCR. FLT. HD. PHIL 18 HINGE ASS-Y. 19 10x.625 FLT. HD, PHIL 20 MO i 2 FLT. HD. PHIL 21 TCP BOIT. SLIDE BOLT LOCK 22 6x1 2 FLT. HD. PHIL 23 8x 1/2 SCR. P11 Ha QUAD. 24 SEAM SEALER 25 LOCK SUPPORT ASS"): 26 6x3/4 FLT. HD. PHIL 27 200 x .190 QLON 28 .375 x .190 QLON 29 3 POINT LOCK ASSY. 30 LOCK .31 LCCK (DUMMY) 32 DEAD-130LT LOCK 33 •401 LAM. W/MONSANTO 34 SIIJCONE 35 112 Ph. Pn. SMS 36 1.re TAPCON 37 .401 LAM. W/DUPONT 38 .44 LAM. liM.1PQNT 39 .454 LAM. W/MONSANTO 40 2 POINT LOCK ASSY. 41 /8 x .75 Ph. FL Tek V.T. 1 OTY./DESCRIPTION VENDOR 60375 60376 60377 67924G 60379 60380 60411 65170 61069M 6TRODA 8 (2/each door top & bot. rail) ALUMAX ALUMAX At UMAX SCHLEGEL CORP. ALUMAX ALUMAX ALUMAX 60378M 7WASHA 7JNUTA 41722W 7955X 41721 4 1/door top & bot. rail) 8 2/ea. door top & bot. rail 8 2/ea. door top & bat. rail 8 2/eo. door top & bat. roll 71034A 7FRMOW 71058FP 710212PPW 41720 7612FW 78112A 6SMS5W 4UBLOK 7634F 60200K 60.300W FD3PTAY 7LOKAP 7LOKIP 761.17P l 6 r3 from° tombs) 26 6/hinge - hinoe-door iamb 30 5/hinqe &hinge- frame lamb 2 1 0 top/bot. of 1.h. astroaal 4 2/slide bolt looks) 12 (6/head & sill) FLORIDA SCREEN ALUMAX FASTEC INDUSTRIAL ALUMAX FASTEC INDUSTRIAL FASTEC INDUSTRIAL PGT INDUSTRIES CAMCORP PGT INDUSTRIES MERCHANTS FASTENER NATIONWIDE IND. MERCHANTS FASTENER MERCHANTS FASTENER VENDOR 1 AF-10375 AF-10376 AF-10377 Fs7924- 187 AF-10.379 AF-I0380 AT-12376 AF-1 2375 AF-10378 41722W 41721 3 1/lock) 6 2/lock support ossv.) 5 1/astracialsir. lambs & head) 4 1/astroaals & ( ame jambs) 1 Kb. astroaal 1 4P r.h. astragal 1 0 r.h. oatmeal 1 0 r.h. astra . al POT INDUSTRIES 41720 MERCHANTS FASTENER FASTEC INDUSTRIAL SCHNEE MOREHEAD SM5504 PGT INDUSTRIES 4UBLOK FASTEC INDUSTRIAL SCHLEGEL CORP. SCHLEGEL CORP. PGT INDUSTRIES 62899C HARLOC HARLOC HARLOC DOW CORNING Q200X 790 01375X190 FD3PTAY 100 • 880 820 899 H P H.P.G. 1 (IIP r.h. astragal) 78.34FPT PGT INDUSTRIES SPENCER PRODUCTS PRODUCT REVISED as apIlog hfth the florixta Bidding Cole Acceptance tiolffEW Elplionou Dat Did2larsodaet oatml MUNI PRODUCT RENV,VioCID ACCI:FTeeNCP 6%—C:bi--Ili:OM' C<FIRAnoN tun: Maven got_ 22) 2iXda uy 154 41 - rte000.1 lArarastk.ut;t=ti:glagteE Rosisions: D) added 2 pt lock info 1611101011-26010M0102 F, 11/64 Oodmol .02 1 &OWN .002 Iagnix r Material: Roved Fls !Doter B.B. I VI7/00 Orown D.B. 098 Ler lOotte D2/16/98 seek/wee SWD-101 Desc•ipflon: 1070 Technology Dr. Nokomis, FL 34275 INDUSTRIES (French Door — Anchorage B.O.M. PGT KNOOR Scale: Shoot: °raying N. 4a4 971 Ron BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries 1070 Technology Drive Nokomis, FL 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division 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. , FLORIDA E FLA BUILDING' 140 GLER STREET, SUITE 1603 MIAMI, FLORIDA 33130-1563 (305) 375.2901 FAX (305) 375 -2908 www.bnildinacodeonlne.com 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 "SGD -730" Aluminum Sliding Glass Door APPROVAL DOCUMENT: Drawing No. 4406 -1, titled "Alum. Sliding Glass.Door, Impact", sheets 1 through 17 of 17, prepared by manufacture, dated 06/18/04 and last revision on 04/05/05, signed and sear by Lucas A. Turner, 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 and Small Missile Impact 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 =- f 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 # 04- 0622.07 consists of this page 1 and evidence sheets E-1, E -2 and E-3, as well as approval document mentioned above. The submitted documentation was reviewed by Herminlo F. Gonzalez, P.E., Director, BCCO NOA No 05. 0526.05 Expiration Date: November 11, 2009 Approval Date: August 25, 2005 Page 1 • GENERAL NOTES: IMPACT SLIDING GLASS DOOR 1. GLAZING OPTIONS: (SEE DETAILS ON SHEET 2) A. 7/16" LAMI CONSISTING OF (1) LITE OF 3/16° ANNEALED GLASS AND (1) LITE OF 3/16' HEAT STRENGTHENED GLASS WITH AN .090 SENTRYGLAS PLUS (SGP) INTERLAYER. TEST REPORTS FTL -4168 AND F L -4161. B. 7/16" LAMI CONSISTING OF (2) LITES OF 3/16' HEAT STRENGTHENED GLASS WITH AN .090 SENTRYGLAS PLUS (SGP) INTERLAYER. TEST REPORT FTL -4163. C. 7116" LAMI CONSISTING OF (1) LATE OF 3/16°° ANNEALED GLASS AND (1) LITE OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB. TEST REPORT FTL -4171. D. 7/16' LAMI CONSISTING OF (2) LITES OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB. TEST REPORT FTL -4171. E. 1 1/16" LAMI I.G. CONSISTING OF (1) LATE OF 3/16" TEMPERED GLASS OUTSIDE, 7118° AIR SPACE AND (1) 7/16" LAMI GLASS ASSEMBLY INSIDE. THE 7/16" LAMI COMPONENT IS ITEM C ABOVE TEST REPORT FTL-4162. F. 1 1/16° LAMI I.G. CONSISTING OF (1) UTE OF 3/16° TEMPERED GLASS OUTSIDE, 7/18" AIR SPACE AND (1) 7/16" LAMI GLASS ASSEMBLY INSIDE. THE 7/16° LAMI COMPONENT IS ITEM D ABOVE. TEST REPORT FTL -4162. G. 9/18' LAMI CONSISTING OF (2) LITES OF 1/4" HEAT STRENGTHENED GLASS WITH AN .090 SENTRYGLAS PLUS (SGP) INTERLAYER. TEST REPORT FTL -4163. 2. CONFIGURATIONS: SEE DIMENSIONS SHEET 4 AND DIAGRAMS SHEET 5. 3. DESIGN PRESSURES: (SEE TABLES 1 THROUGH 6, SHEET 3) A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300 -98. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300 -98. C. DESIGN PRESSURES UNDER 40 PSF NOT APPLICABLE IN MIAMI -DADE COUNTY. 4. ANCHORAGE: THE 33 1/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. FOR ANCHORAGE DETAILS SEE SHEETS 14 THROUGH 17. 6. SHUTTERS ARE NOT REQUIRED. 6. INSTALLATION SCREWS, FRAME AND PANEL CORNERS SEALED WITH NARROW JOINT SEALANT. 7. REFERENCE TEST REPORTS: FTL -4159, FTL -4161, FTL- 4182, FTL -4163, FTL -4171, FTL -4454 AND FTL- 4524.® 8. SERIES/MODEL DESIGNATION SGD730, 2 -TRACK VERSION ALSO PREVIOUSLY REFERRED TO AS SGD70. NOA DRAWING MAP SHEET GENERAL NOTES 1 GLAZING DETAILS 2 DESIGN PRESSURES3 ELEVATIONS 4 CONFIGURATIONS 5 VERT. SECTIONS 8-8 HORIZ SECTIONS 9-10 PARTS UST 11 EXTRUSIONS 12 -13 ANCHORAGE.......... 14-17 wmer Mee Roiftere ewer FJG Oak 4/8/A9 REVISION ADDS ALT. TRACK OPTIONS. REWSE NOTES 2, 4, 8.78 8. ILmde,! F.K 10/04 Vewam 0 ADD GLASS TYPE O, V/1G LAMA toner man Modell* F.K 811&34 mas 1070 TECHNOLOGY ERNE NOICOMAY, P_ 3428 P.O. VOX 1827 NOXOMM. FL 34274 GENERAL NOTES AND MAP ,mr ALUM. SUDING GLASS DOOR, IMPACT Vntb0, Reiser etticeakkost I ISaft 1 u 17 rev, 4408 -1 ID 7/2 thaw . Taw, P.E. PE 0820! Nedtw kel 7116° NOM. 3/16° ANNEALED (OPT. A) OR HEAT STRENGTHENED GLASS (OPT. B) EXTERIOR INTERIOR (ALL SECTIONS) .090 SENTRYGLAS PLUS INTERLAYER 3/16° HEAT STRENGTHENED GLASS 39 or 55 .591 NOM. GLASS BITE 44 or 45 7/16° LAMI GLASS (SGPZ GLAZING OPTIONS A & B 7116' NOM. 3/16' ANNEALED (OPT. C) OR HEAT STRENGTHENED GLASS (OPT. D) ® AIR SPACE 3/16° TEMPERED GLASS 1 1116° NOM. 3/16' ANNEALED (OPT. E) OR HEAT STRENGTHENED GLASS (OPT. F) .090 PVB INTERLAYER (SEE NOTE) 3116° HEAT STRENGTHENED GLASS 42 or 43 .591 NOM. GLASS BITE NOTE PVB INTERLAYER IS DUPONT BUTACIIE OR SAFLEX/KEEPSAFE MAXIMUM. .080° PVB INTERLAYER (SEE NOTE) 1 1/16° LAMI I.G. GLASS GLAZING OPTIONS E & F 9116° NOM. 114° HEAT STRENGTHENED GLASS — 3/16' HEAT STRENGTHENED GLASS 1/4° HEAT STRENGTHENED GLASS — 0 1 40or41 .691 NOM. GLASS BITE 44 or 45 7/16° LAMI GLASS (PVB) GLAZING OPTIONS C & D .090 SENTRYGLAS PLUS INTERLAYER .591 NOM. GLASS BITE 44 or 45) 9/16° LAMI GLASS (SGP) GLAZING OPTION G ruawcreewseB i. "rrr'IltiOd, Or r `rrrinri • Rabadix 4.8141* FA Otir REMOVE LAW 1.0. AIR SPACE DMM. ilmsdeT FA 10X07 F.K �B/04 C ADDSXrtAMI 107078379 OLOG7O J'E NOKOMS R.34275 P.O. 1529 , FL 90270 PST Viib[,y &star GLAZING DETAILS esr ALUM. SLIDING GLASS DOOR, IMPACT ewmuaat 800730 1 FULL! 2 a 17 I0030000 4408&1 I itra D AZ_ 7/22✓04-- Lake A. Tama. P.E. PE 958201 Mechanical EXTENDED SILL (312'), MAX. 98° (8 °) HIGH DOOR ALL CONFIGURATIONS WITH A MAX. NOM. PANEL WIDTH OF 60° (6 °) GLASS TYPE A. 7/16° LAMI (3/16° ANN.,.090 SGP. 3/18° HS) TABLE 1. FTL-4159 Nom. Panel Width Door Height 72° (6°) 80° (6°) 84" (7°) 90' (7°) 96° (6°) 30' (2°) +70.0 -70.0 +70.0 -70.0 +70.0 -70.0 +70.0 -70.0 +70.0 -70.0 38° (3°) +70.0 -70.0 +70.0 -70.0 +70.0 -70.0 +88.8 -68.8 +84.8 -64.8 42° (3 °) +526 -62.6 +58.7 -58.7 +53.9 -53.9 +50.7 -50.7 +48.2 -482 48" (4°) +53.2 -53.2 +47.2 -472 +44.4 .44.4 +42.3 -42.3 +40.6 -40.6 54" (4') +46.2 -46.2 +41.3 -41.3 +39.4 -39.4 +37.1 -37.1 +34.6 -34.8 60°(5°) +41.7 -41.7 +37.6 -37.6 +35.8 -35.8 +33.1 -33.1 +30.9 -30.9 EXTENDED SILL (312', MAX. 98° (8°) HIGH DOOR. ALL CONFIGURATIONS WITH A MAX. NOM. PANEL WIDTH OF 60° (6°) GLASS TYPE B. 7116° LAMI (3116° 118,.090 SGP, 3/1■° HS) TABLE 2. FTL-4183 Nom. Panel Width Door Height 72° (6°) 80" (8°) 840(7°) or (7°) 98' (8°) 48° (4°) +70.0 -70.0 +70.0 -70.0 +70.0 -70.0 +70.0 -70.0 +70.0 -70.0 54° (4°) +70.0 -70.0 +70.0 -70.0 +70.0 -70.0 +70.0 -70.0 +69.1 -69.1 80° (5°) +70.0 -70.0 +70.0 -70.0 +70.0 -70.0 +662 -662 +81.8 -61.8 EXTENDED SILL (31/2y, MAX. 98° (8°) HIGH DOOR. TABLE 2A. ALL SIZES AND CONFIGURATIONS WITH A MAX. NOM. PANEL WIDTH OF 80° GLASS TYPE G. 0/16° LAMI (1/4° HS,.090 SGP, 1/4" HS) FTL -4183' +70.0 1 -70.0 EXTENDED SILL (312°), MAX. 98° (8 °) HIGH DOOR TABLE 6. ALL CONFIGURATIONS WITH A MAX. NOM. PANEL WIDTH OF 48° (4°) GLASS TYPE C. 7/16° LAMI (3h8° ANN.,.090 PVB, 3/16° HS) FTL -4171 GLASS TYPE E. 1 1/16° LAMA W17/16° LAMI TYPE C. FTL-4162 (3118' TEMP., 7/16° AIR SPACE, 3/16" ANN.,.090 PVB, 3/16' HS) Nom. Door Height Width 72' (8°) 80" (6°) 84" (7°) 90" (7°) 08° (8°) 30'(2°) +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 38" (38) +78.6 -76.6 +72.7 -72.7 +70.6 - 70.6 +68.8 -88.8 464.8 -64.8 42° (3°) +62.8 -62.6 +58.7 - 58.7 +53.9 - 53.9 +50.7 - 50.7 +482 -48.2 48" (4°) +532 - 53.2 +47.2 -472 +44.4 - 44.4 +42.3 -42.3 +40.6 -40.6 EXTENDED SILL (312'), MAX. 98° (8 °) HIGH DOOR. ABLE 6, ALL SIZES AND CONFIGURATIONS WITH A MAX. NOM. PANEL WIDTH OF 48" (4) GLASS TYPED. 7/16° LAMI (3/16° HS,.090 PVB, 3/16" HS) FTL -41711 +80.0 -80.0 GLASS TYPE F. 1 1/16° LAMI I.G W/ 7118° LAMI TYPED. FTL -4162 +80.0 -80.0 (3/16° TEMP., 7/18° AIR SPACE, 3/16° HS,.090 PVB, 3/160 HS) EXTENDED SILL (3112°), MAX. 120° (10°) HIGH DOOR. TABLE 4. SIZES AND CONFIGURATIONS WITH A MAX. NOM. PANEL WIDTH OF 48° (4 °) GLASS TYPE B. 7/16° LAMI (3/18° HS,.090 SGP, 3/16' HS) FTL -4181 460.0 1 -6.0 EXTENDED SILL (312°), MAX. 120' (10°) HIGH DOOR ALL CONFIGURATIONS WITH A MAX. NOM. PANEL WIDTH OF 480 (4° GLASS TYPE A. 7/16° LAMI (3/16° ANN.,.090 SOP, 3116° HS) TABLE 3. FTL -4181 Nord. Panel Width Door Height 12° (6°) 80° (60) 84° (7) 90" (7°) es°(s') 102° (8g 108° (9') 114 (9°) 120° (10q 30' (2°) 460.0 -60.0 +80.0 -60.0 460.0 -60.0 +80.0 -80.0 460.0 -60.0 +80.0 -80.0 +60.0 -80.0 +60.0 -80.0 +60.0 -60.0 38' (3°) +60.0 -60.0 +60.0 -60.0 +50.0 -80.0 +80.0 -60.0 +60.0 -80.0 +60.0 -60.0 +80.0 -60.0 +58.9 -58.9 +58.2 -58.2 42° (3°) +80.0 -60.0 +58.7 -58.7 +53.9 -53.9 +50.7 -50.7 +482 -482 +48.3 -48.3 +44.8 -44.8 +43.4 -43.4 +421 42.1 48° (4°) +53.2 -532 +47.2 -472 +444 -44.4 +42.3 -42.3 +40.6 -40.6 +38,3 -38.3 +38.0 -38.0 +34.4 -34.4 +33.1 -33.1 NOTES: 1. POSITIVE DESIGN PRESSURE IS LIMITED TO +40.0 PSF FOR ALL SIZES AND CONFIGURATIONS NOT EQUIPPED WITH 312' EXTENDED SILL RISER NEGATIVE PRESSURES ARE NOT CHANGED. SEE VERTICAL. SECTIONS, SHEETS 6 THROUGH 8 FOR EXACT SILL HEIGHTS. 2. REINFORCEMENTS NOT REQUIRED IN DOOR PANELS WITH GLASS TYPES C, D, E AND F (TABLES 5 AND 8). REINFORCEMENTS ARE REQUIRED IN DOOR PANELS WITH GLASS TYPES A, B AND G (TABLES 1, 2, 2A, 3 AND 4). phloem' REVISE) w drrawli. Ronde" mrn l nwsz FJC Oft mu:e P.EWSE NOTE 1 Ramey FJC 1GAA14 RsAMass ADD TARE 2/1, PH8°LAM1O &may Dew ObookedBy Met FJC 6/1&04 1070 r1.O0YaRIVE NOKOMM, FL 34278 P.O. &IX 1828 NOKONQ$ FL 94274 DESIGN PRESSURES PST Vs Ter ALUM. SLIDING GLASS DOOR, IMPACT Raver ®. s4eme sec 70701 SOD730 FU 3 s 17 10'4'38' 44064 ID 'LLe°m..4 Tteuer. P.E. PE 85°201 Mechanical CONFIGURATION OVERALL WIDTH IN INCHES MAX. NOM. PANEL WIDTH a 48' 60° MAX.HEIGHT> 120° 88° 6 CONFIGURATION PANELS TRACKS WIDTH WIDTH 1 Xp OR pX 1 2 49 1/8 81 1/8 2 OX or XO BY-PASS 2 2 9813118 12013/18 3 pXXp 2 2 101 1/8 125 1/8 4 XX BY -PASS 2 2 9613/16 12013/18 5 pXXorXXp 2 2 98 1/4 120 1/4 6 XOX BY-PASS 3 2 144 180 7 000 3 2 144 180 8 OXO BY-PASS 3 2 149 3/8 185 3/8 9 pXXO or OXXp 3 2 14813/18 18413/18 10 OXX or XXO BYPASS 3 2 149 3/8 185 3/8 11 OOX or X00 BY-PASS 3 3 144 180 12 OXX orXXO BYPASS 3 3 144 180 13 XXX BYPASS 3 3 144 180 14 pXXX or XXXp 3 3 143 7/18 179 7/18 18 OXX orXXO BY-PASS 3 2 149 3/8 185 3/8 18 0000 4 2 198 9/18 244 9/16 17 OXXO BY -PASS 4 2 198 9118 244 8116 18 OXXXporpXXXO 4 2 196 244 19 pXXXX or XXXXp BY -PASS 4 2 198 244 20 XXXX BY-PASS 4 2 198 9/18 244 9/18 21 pXXXXp 4 2 195 1/2 243 12 22 000X or X000 BY -PASS 4 4 191 3/18 239 3/18 23 OOXX orXXOO BY -PASS 4 4 191 3/18 239 3/18 24 OXXX or XXXO BY -PASS 4 4 191 3/18 239 3/18 26 XXXX BY -PASS 4 4 191 3/18 239 3/18 28 pXXXX or X)00(p 4 4 190 6/8 238 5/8 27 XXXXX BY -PASS 6 3 243 3/4 303 3/4 28 p)000(0(p 8 3 28913/18 38113/18 29 XXXXXX BY -PASS 8 3 29015/18 36215//18 30 pXXXXXXXXp 8 4 384 3/18 480 3/18 31 X)00000(X 8 4 385 1/4 481 1/4 TABLE 8. (LOWER CASE p REPRESENTS POCKET INSTEAD OF JAMB) ® MAX WIDTH (TABLE 8) NOTES: 1. FOR VERTICAL SECTION DETAILS SEE SHEETS 8, 7 AND 8. FOR HORIZONTAL SECTION DETAILS SEE SHEETS 9 AND 10. 2. FOR APPROVED CONFIGURATIONS SEE SHEET 5. 3. FOR ANCHORAGE DETAILS SEE SHEETS 14 THROUGH 17. ® ® FIXED PANEL CLIP (ITEM 18) LOCATIONS, fTYP. ON ALL FIXED PANEL SIDE RAILS ETE.. I1 1/ HF 12° MAX WIDTH 1f h� MAX. WIDTH (TABLE 8) ® (TABLE 8) XO OR OX XXp OR pXX pXORXp OXO ' OCKET NM DLO, SEE NOTE til Fri 1 r IF /i/ b HI A{ J1 /� }H lA DLO,® SEE NOTE MAX SE 6 NOT - MAX WIDTH (TABLE 8) MAX WIDTH (TABLE 8) SEE NOTE' OXO ' OCKET 1 I I° a Bi GT a 1B ` I AF r - MAX WIDTH (TABLE 8) pXXXO OR OXXXp 4. MAXIMUM HEIGHT FOR DOORS WITH UP TO 4 FT. (48°) WIDE PANELS IS 10 FT. (1201. MAXIMUM HEIGHT FOR DOORS WITH UP TO 6 FT. (60' WIDE PANELS IS 8 FT. (98"). SEE TABLE 8 FOR OVERALL WIDTHS OF APPROVED CONFIGURATIONS. 5. VERTICAL DAYLIGHT OPENING FOR 10 FT. HIGH (120") DOORS IS 112 3/4' MAX AND FOR 8 FT. HIGH (88') DOORS IS 88 3/4' MAX (DOOR HEIGHT - 71/4"). 6. HORIZONTAL DAYLIGHT OPENING FOR 6 FT. (601 WIDE PANELS IS 65 7/18' MAX AND FOR 4 FT. (481 WIDE PANELS IS 43 7/18° MAX ( NOM. WIDTH - 4 9118'). 7. FIXED PANEL ANGLE BRACKETS (rIEM 54) LOCATED AT THE HEAD AND SILL OF ALL FIXED PANEL INTERLOCKS, SEE SHEET 10 FOR DETAIL VIEW. lA 6 HT. 4 mn Rsaigim Datw F.K Rerskas D REDRAW r000MMDNE4 nail FrS Era. REVISE NOTES AS REQUIRED: I d B3 tea FR 107/64 Dam Br aft F.K BH8/04 A° C NO CHANGE THIS SHEET 1070 TECHNOLOGY DRIVE NO MIS F2 34270 P.O.8QX 184 NOKOAJLQ FL 34274 PST Vtsib/y Better EXAMPLEELEVATIONS 8 CONFIGURATION MANSIONS ALUM. SLIDING GLASS DOOR, IMPACT NTS 1 4 d 174, 4408 -1 I D 7/27.m 'Lwi9 A. Turner, P.E. PE 468201 Merhe,Jtad =>d mad �3� 1 PANEL 2 TRACK SINGLE POCKET 2 PANEL 2 TRACSINGLE POCKET 3 PANEL 2 TRACK SINGLE POCKET Ypp 4 PANEL 2 TRACK BY -PASS! SINGLE POCKET a °78 22 XOX 2 PANEL 2 TRACK BY -PASS I��1{P 2 PANEL 2 TRACK DOUBLE POCKET XX 2 PANEL 2 TRACK BY -PASS rs 00X 3 PANEL 3 'r -PASS 3 PANEL 3 -Mel( BY -PASS XXX 3 PANEL 3 TRACK BY-PASS OXX 3 PANEL 2 TRACK BY -PASS 0 3 PANEL 2 TRACK BY -PASS 000 3 PANEL 2 TRACK FIXED 0 0X0 11 3 PANEL 2 TRACK BY -PASS 6 3 PANEL 2 TRACK BY -PASS • e5 ■ • 0000 EC 4 PANEL 2 TRACK FIXED Ca � 9 OXXO 4 PANEL 2 TRACK BY -PASS 000X 4 PANEL 4 TRACK BY -PASS 6 O0X( gl 4 PANEL 4 TRACK BY -PASS Cszi OXXX El 4 PANEL 4 TRACK BY -PASS )000( 4 PANEL 4 TRACK BY -PASS P)X 4 PANEL 4 TRACK SINGLE POCKET r�3 b ■ - p- )000( 4 PANEL 2 TRACK SINGLE POCKET / BY-PASS xxxX ®� —�- 4 PANEL 2 TRACK BY -PASS pXXXXp 4 PANEL 2 TRACK DOUBLE POCKET a Ca MOOD: 2 5 PANEL 3 TRACK -PASS b RE 8 PANEL 3 TRACK DOUBLE POCKET > K! 8 PANEL 3 K BY -PASS EiEr k.® 8 PANEL 4 TRACK DOUBLE POCKET OVERALL WIDTH, SEE TABLE 8, SHT. 4 8 PANEL-PASS 4' INTERIOR (ALL CONFIGURATIONS) 0. EXTERIOR Raeder Ltrke Raeder F.IC 4N/Os R O REDRAW N L ADD .9 AND 4 TRACK CONFIGURATION OPTIONS Raeder Mix F.K 10/7174 OrmoBr Oft FF.K 0/1SM4 liondOne ChaohdIV OM: NO CHANGE THIS SHEET 1070 TECHNOLOGY DRIVE NOKOMIS, FL 94276 P.O. BOX 1529 NOKOMIS, FL 94274 Visibly Batter EXAMPLE CONFIGURATION DIAGRAMS O06 ALUM. SLIDING GLASS DOOR, IMPACT Seeboda ISNIR ea SGD790 1 /V181 maeeW> TS1 5 • 17 4406-1 I D 7 /`L2- /or Lucas/ Turner. P.E PE 078201 Mechanical OPTIONAL. AVAILABLE ORIGINAL 2 -TRACK CONFIGURATIONS TYP. VERTICAL SECTION SHOWING ONE ACTIVE PANEL AND ONE FIXED PANEL aEXTERIOR INTERIOR (ALL SECTIONS) TYP. VERTICAL SECTION SHOWING TWO ACTIVE PANELS ASTRAGAL SIDE RAIL tea: RPPPow RBr FR 4P. (ands,: Wks FJC 10I7AD4 Own er•Digit RK 8/18/04 0 ADD STANDAROAND OPTIONAL S61 RISER HEIQHTDAL C NOCHANDETMSSHEET ce.ao.eer rm. 1070 TECHNOLOGY DANE NOKOMIS, FL 34276 Noc. w$ a 1w 4 bit VERTICAL SECTIONS, ORIGINAL 2 TRACK AL(JM. SLIDING GLASS DOOR, IMPACT 500730 1 1/2 VLdbty Better 6 a 17 I fib* 4408.1 7 /22. /ps' • Lucas A Tmmr, P.E. PE 1239211 Elechantoal ASTRAGAL SIDE RAIL SEE NOTE NOTE: ITEM 61 OR 82, SILL RISERS ARE AVAILABLE ALL CONFIGURATIONS. `']EXTERIOR INTERIOR* SE TYP. VERTICAL SECTION SHOWING ONE (ALL CTIONS) TYP. VERTICAL SECTION SHOWING ACTIVE PANEL AND ONE FIXED PANEL W/ SCREEN TWO ACTIVE PANELS W/ SCREEN kosd Gsfx Gx Fx Ores Arvisdave 0 NEW SHEET ADDED FOR NE W 2 TRACK FRAME Road/7P Chth= nBp G1im RsdadBy GMs Kt( 6/18104 lO70 IECHNOLOGY ORN£ NOKOAQS x34275 P.O.8QX 1518 NOKOA4tS, FL 34274 PG" Visibly Better VERTICAL SECTIONS, 2 ?RACK ALUM. SLIDING GLASS DOOR, IMPACT sm Eabstlisder 1 1/2 1 7 d 17 I �� 4408 -1 I D Lucas A. Amer, P.E PE n820t OPTIONAL ON 3 OR 4 TRACK FRAME 417, S20 or S4 1 L RA RA RA NOTE ITEM 81 OR 82, SILL RISERS ARE AVAILABLE ALL CONFIGURATIONS. SEE NOTE C16, S19 or S22 <=1EXTERIOR )NTERIOR OPTIONAL ON 3 OR 4 TRACK FRAME TYP. VERTICAL SECTION SHOWING (ALL sECTIONS) TYP. VERTICAL SECTION SHOWING THREE ACTIVE PANELS W/O SCREENS FOUR ACTIVE PANELS WI SCREEN TRACK Rand Br F.K 4 D MEW SKEET ADDED FOR 3AA®4 TRACK FRAME Otte Raibices DAM*: DM �Or bate F.K 818!64 tamTEMP3710DYDRIVE WIX McL9, FL 34273 P.O. B¢X 15% MOX0J63. FL 34274 VERTICAL SECTIONS, 3 & 4 TRACK Pi GT_ Visa& Batt? aa.skat mee db 8 8 00733 11/2 I 8 d 17 1 Drag 4408.1 ALUM. SLIDING GLASS DOOR, IMPACT Lucas A. Tuner. P..E. Oran 58, 59, 60 or 3 LOCATED AT VERTICAL CENTER, 12° FROM TOP AND BOTTOM OF FIXED PANELS (3) RECTO REINFORCEMENTS RECTO W/ GLASS TYPES A, B OR G ONLY 58, 59, 60 or 3 S18,S21 or S24 SECT. A -A FIXED STILE AT JAMB (OUTSIDE) SECT. B-B DOUBLE & SINGLE INTERLOCK INTERIOR (ALL SECTIONS) EXTERIOR SECT. D-D MOVABLE INTERLOCK AT P -HOOK SECT. C-C MOVABLE TO MOVABLE ASTRAGAL (INSIDE SHOWN) REINFORCEMENTS REQ'D W/ GLASS TYPES A, B OR Q ONLY SECT. E -E MOVABLE STILE AT JAMB (INSIDE) ftresd FJC rawaer FK FK 0405 15!/!04 Vatir 618/04 1070 TEGE40LOGYORME NOK051S, FL 94275 P.O. BQX 1529 NOIMMIS, FL 94274 I VIdL% &Her PAG11: HORIZONTAL SECTIONS ALUM. SLIDING GLASS DOOR, IMPACT tialultde SGD?O 112 I 9 s 17 la—m"' 4408-1 Luca k Tumor. P.E. PE ((28201 Pleihanical 68, 59, 60 or 3 0 REINFORCEMENTS MOD W/ GLASS TYPES A, B OR 0 ONLY SECT. F -F MOVABLE TO FIXED ASTRAGAL (INSIDE) LOCATED AT VERTICAL CENTER, 12° FROM TOP AND BOTTOM OF FIXED PANELS (3) REQ'D REINFORCEMENTS REQ'D W/ A GLASS TYPES A, B OR G ONLY 58, 59, 60or3 REINFORCEMENTS REQ'D W/ GLASS TYPES A, B OR G ONLY FIXED - FIXED CONFIGURATION A DOUBLE & SINGLE INTERLOCK (NOT SHOWN IN SHEET 4 ELEVATIONS) INTERIOR (ALL SECTIONS) EXTERIOR A 66, 67, 88ar8 X SECT. G-G FIXED STILE AT JAMB (INSIDE) SECT. H -H DOUBLE & SINGLE INTERLOCK (OX) A MOVABLE STILE AT JAMB (OUTSIDE) tee. linhotaar tee,: FJG Olds 4 ADD 3 AND 4 TRACK OPTIONS Ado GLASS TYPED W/RENF. teer Mlle FK 10/•74 13y, Dew Dann K 8F18104 C NO CHANGE THIS SHEET docked* adlifd 1070 TECHNOLOGY ORME NOKOWS, FL 34275 P.O. BOX 1828 NOKOMJS FL 34274 Pc-�T Visibly Better 500750 HORIZONTAL SECTIONS CONTINUED IOC ALUM. SLIDING GLASS DOOR, IMPACT Soft 1/2 10 d 17 rn. 440 6-1 11; 7 /w2 /as- Luau A. Tumor, P.E. PE 48201 Medrmdaal ITEM DWG# POT 0 DESCRIPTION 1 4302 612245 ORIGINAL FRAME, HEAD 2 4388 7P4388 SILUHEAD WEATHER STRIPPING PAD 3 4303 64303 ORIGINAL FRAME, SILL 4 4361 84361 ORIGINAL FRAME, 3.500 SILL ADD ON 5 4314 612254 ADAPTER, FIXED PANEL 6 4315 64315 THRESHOLD COVER 7 4385 71184 HEAVY DUTY 4 HOLE BUMP STOP 8 4304 612247 ORIGINAL FRAME, JAMB 9 1155 -1 781PQA #8 X 1° LO. 3. STL QUAD/PHIL PAN HEAD 10 4306 612249 PANEL SIDE RAIL 11 4383 64383 DOUBLE INTERLOCK 12 4399 64399 INTERLOCK 13 4398 64398 ASTRAGAL BASE 14 4380 64380 FEMALE ADD-ON 15 4381 64381 MALE ADD-ON 16 4305 64305 TOP & BOTTOM RAIL 17 4403 64403 P -HOOK FOR POCKET DOORS 18 4362 64382 FIXED PANEL CUP 19 1235 67S18G WSTP .170 X .270 BACK, FIN SEAL WSTP .400 X 270 BACK, FIN SEAL 20 4393 67393G 21 4413 720X112X 1/4-20 X 1.50 PH. PAN HEAD S. STL TYPE F 22 4414 71420X114SHCSF 1/4-20 X 1.25 LG. SHCS S. STL 23 4415 71032XIFPFX 010-32 X 1° LO. PHILLIPS FLAT HEAD 18-8 S. STL RECESS ADAPTER MOUNTING SCREW & HANDLES 24 4416 70834X #8X3/4" LG. PHILLIPS PAN HEAD 18-8 S. STL. KEEPER MOUNTING SCREW 25 4417 78X38PPT #8 X 3/8 LONG PHILLIPS PAN HEAD TEK 28 4317 71032INSERT 10-32 ALUMIN THREADED INSERT 27 4357 64357M ALUM. REINFORCEMENT .500 X 1.500 28 4388 612258 MOVING/FIXED INTERLOCK END PLUG 29 4387 44387 ASTRAGAL BASE END PLUG 30 4389 44389N LOCKSTILE END PLUG 31 4392 7XXX1 MD(BSW) TOP RIGHT STICKER COVER 32 4392 7XXX4MD(BSW) BOTTOM RIGHT STICKER COVER 33 4392 7XXX3MD(BSW) TOP LEFT STICKER COVER 34 4392 7X00(2MD(BSW) BOTTOM LEFT STICKER COVER 35 1049 71049 TANDEM ROLLER 38 1638 72048 W,KS 314° HOLE PLUG 37 4422 7SGD4050 (1) TRUTH INTERIOR PULL HANDLE & BASE (1) TRUTH EXTERIOR PULL HANDLE & BASE (2)08.32 X 1 3/4' COLOR MATCHED HANDLE BASE SCREWS 38 4423 7SGD2889 (1) TRUTH INTERIOR PULL HANDLE & BASE (1) TRUTH EXTERIOR PULL HANDLE & BASE (2) #8-32 X 1 3/4° COLOR MATCHED HANDLE BASE SCREWS (1) MORTISE LOCK LATCH & KEEPER (1) STAINLESS MORTICE LOCK (1) ZINC DICHROMATE RECESS ADAPTER 39 4424 7/160 LAMINATED GLASS - 3/16° H.S. - .090 DUPONT SENTRYGLAS PLUS INTERLAYER - 3116° H.S. ITEM DWG# POT 0 IDESCFUPTION 40 7/16° LAMINATED GLASS - 3116° H.S. - .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM INTERLAYER - 3/16" ANN. 41 7/16° LAMINATED GLASS - 3116" H.S. - .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM INTERLAYER - 3/16° H.S. 42 1 1/16" LAMINATED GLASS 3/16° TEMP - 7/18° AIR SPACE - 3/160 ANN. - .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM INTERLAYER - 3/16° H.S. 43 1 1/16" LAMINATED GLASS 3/16° TEMP - 7/16° AIR SPACE - 3/16° H.S. - .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM INTERLAYER - 3/16° H.S. 44 DOW CORNING 899 SILICONE GLAZING SEALANT 45 DOW CORNING 995 SILICONE STRUCTURAL SEALANT 48 1224 6TP247 VINYL BULB WEATHERSTRIP (THICK) 47 1225 8TP248 VINYL BULB WEATHERSTRIP (THIN) 49 4324 6534601 7/16° LAMI GLAZING BEAD 51 4395 64395 1 1/160 LAMI I.G. GLAZING BEAD 52 1267 71267N SETTING BLOCKS 1° X 1/2° X 1B° THICK 53 749 7BRKTM25 REINFORCEMENT SPRING CUP 54 4358 74358A FIXED PANEL ANGLE BRACKET 55 7/16° LAMINATED GLASS - 3/16° H.S. - .090 DUPONT SENTRYGLAS PLUS INTERLAYER - 3/18° ANN. 58 9/16° LAMINATED GLASS - 1/4" H.S. - .090 DUPONT SENTRYGLAS PLUS INTERLAYER - 114" H.S, 57 4375 64375 9/16° LAMI GLAZING BEAD 58 4407 64407 FRAME, 4 TRACK SILL 59 4408 64408 FRAME, 3 TRACK SILL 80 4409 84409 FRAME. 2 TRACK SILL 61 4410 64410 FRAME, 2.713 STANDARD SILL ADAPTER 82 4411 84411 FRAME, 3.500 SILL ADAPTER 83 4412 64412 FRAME, 4 TRACK HEAD 64 4413 64413 FRAME, 3 TRACK HEAD 65 4414 84414 FRAME. 2 TRACK HEAD 88 4415 64415 FRAME, 4 TRACK JAMB 87 4416 84416 FRAME. 3 TRACK JAMB 68 4417 64417 FRAME. 2 TRACK JAMB S1 4317 612258 SCREEN, TOP RAIL 54 4316 612257 SCREEN, BOTTOM RAIL 57 4319 612258 SCREEN, SIDE RAIL S11 4320 612259 SCREEN, MEETING RAIL 513 4428 64428 SCREEN, DOUBLE INTERLOCK 514 4344 64344 SCREEN, ASTRAGAL 315 4384 84384 SCREEN ASTRAGAL ADAPTER S16 4418 84418 SCREEN, 3 TRACK SILL S17 4419 64419 SCREEN, 3 TRACK HEAD 818 4420 84420 SCREEN, 3 TRACK JAMB S19 4421 04421 SCREEN, 2 TRACK SILL S20 4422 64422 SCREEN, 2 TRACK HEAD S21 4423 84423 SCREEN, 2 TRACK JAMB S22 4424 84424 SCREEN, 1 TRACK SILL S23 4425 64425 SCREEN, 1 TRACK HEAD 524 4428 64428 SCREEN, 1 TRACK JAMB Oda Maalox Dander FJC Dar 0/8106 ADD BENS 6888, 913AND S16S24 Dander. DM FJC 10/704 Dam Din Dan F.K 6/16/04 Daenoc C ADD REAM SOAND57 as ga,* aar 0/70 TEGIVIOLOGY DRIVE NO:COMM. R.34276 P.O. SOX 1520 NOKOAOS. R. 34274 PST vt4r* PARTS LIST ALUM. SLIDING GLASS DOOR, IMPACT Daltabda Dar Slav Diraivtia 890738 /YTS 111 " 17 I 4408 -1 I D Luca'sA. 7mna,P.E. PE R58201 Meatmeloal 5.177 -� I+--- 5.177 ---�j -7 I lJ 2.435 1.619 _ - F .078 --� .078 1- ORIGINAL FRAME HEAD 3 - ORIGINAL FRAME SILL MAT'L• 6063.75 MAIL: 6063 -15 DWG# 4302 DWG# 4303 1_ 5.357 1235 .078 8 - ORIGINAL FRAME JAMB MATT, 6063 -T5 DWG# 4304 1.428 .188 .108 14 - FEMALE ADD-ON MAIL: 6083 -T5 DWG#4380 .082 S4 1.993 1.045 -+I L- S1- SCREEN TOP RAIL (SCREEN FRAME) MAT L: 6063 -T5 DWG# 4317 1.045 10 - PANEL SIDE RAIL MATT: 6063 -T5 DWG#4308 16 - MALE ADD-ON MATT• 6063 -T5 DWG# 4381 .062 - SCREEN BOTTOM RAIL (SCREEN FRAME) MAUL: 6083 -T6 DWG# 4318 .062 S7 - SCREEN SIDE RAIL (SCREEN FRAME) MAUL: 606345 DWG#4319 .062 .190 L3.SO0 Jf 4 - ORIGINAL ADD ON SILL MAIL: 608345 DWG# 4381 .109 WALLS VARY FROM .080 TO 250 1--r 1.800 1� .082 .421 5 - ADAPTER, FIXED PANEL MATL• 6063-T5 DWG# 4314 11 - DOUBLE INTERLOCK MAUL: 6063HS -T6 DWG#4383 1.500 TT--f 2.691 1 16. TOP 8r BOTT. RAIL MATT.: 6083 -T5 DWG# 4305 1.019 1.872 1.019 .062 S11 - SCREEN MEETING RAIL (SCREEN FRAME) MAIL: 6063 -15 082 DWG#4320 • 1.872 1.874 WALLS VARY FROM .080 TO.126 1.935 1 II .800 1 .080 18 - AXED PANEL CLIP MAT'L: 6063 -T5 DWG# 4362 .050 S14 - SCREEN ASTRAGAL MAT'L: 8083 -T5 DWG#4344 3.162 1.886 .0022 .557 J 6 - THRESHOLD COVER MAIL: 6083 -T5 DWG# 4315 2.981 WALLS VARY FROM .080 TO .125 1 12 - INTERLOCK MAT'L 6083HS -T6 DWG# 4399 27 - ALUM. REINF. MATT• 6005•T5 DWG#4357 1.872 --. 1 1.4231 ® 813 - SCREEN DOUBLE INTERLOCK (SCREEN FRAME) MAIL 6083 -T5 DWG#4328 2.272 .063 S15 - SCREEN ASTRAGAL ADAPTER MATT_ 6063 -T5 DWG# 4384 1.087 9, -- + 2.000 ++� ----" 17 - P -HOOK MAT'L: 6063 -T6 DWG#4403 2.700 I+- 13 - ASTRAGAL BASE MATT: 6083 -T8 DWG# 4398 .125 vaabwergEnsgo mirk fie Norkb oS Road Bp Raetrigac Otte FA wader aea FA 1O//Al4 DoFKOF Data 663/04 liarkPcx D REDRAW TOCONDSVCE CHO. Mai IfAND12A1AOYT0TB. ADD HOW 27AND$13. C NO CHANCE THIS SWEET fitedadBy astir 1070 7ECHKOLODYPANE WHOM FL MTh P.0. LQX t� IIIOICOL09 FL 34274 Visa& Batter EXTRUSIONS ALUM. SLIDING GLASS DOOR IMPACT ItesaixIg SOOTS) u®aafu 44084 1.14S3 A.ljner, P.E Meaardml 8.038 .078 -�r-- C.7.25 68- 4 TRACK SILL MAT'L: 6063 -T8 DWG# 4407 8.038 r rI II d 1.819 u .078 -emu 63 - 4 TRACK HEAD MAT'L• 6083 -T6 DWG# 4412 r-- 4.222 -Nil �i 1.235 .078 --��+- 68 - 2 TRACK JAMB MAT'L• 6063 -T6 DWG#4417 2.546 .810 „14_1I� • 4 .078 S19 - SCREEN 2 TRACK FRAME SILL MAT'L• 6083 -T6 DWG#4421 6.130 .078 -.it.-- 59 - 3 TRACT( SILL MAT'L• 606346 DWG# 4408 6.130 /O n .Y r u u .078 ---- L .619 2.625 1 -�- 4.222 -� -f .078 60 - 2 TRACK SILL MAIL: 6083 -T6 DWG# 4409 I 4.222 I_ 1 aa_t- rnl 1 t .078 -- 1.619 64 - 3 TRACK HEAD 65 - 2 TRACK HEAD 68 - 4 TRACK JAMB 87 - 3 TRACK JAMB MAIL: 8083 -T6 MAT'L• 6063 -T6 MAIL: 6083 -T8 MAT'L: 6063 48 DWG# 4413 DWG# 4414 DWG# 4416 DWG# 4416 .494 -.1 2.713 61 - STANDARD SILL RISER MAT'L: 6063 46 DWG# 4410 .078 -+ 8.038 o .078 .494 r- 3.500 .078 -► 62 - 3.517 SILL RISER MAIL: 6083 -T8 DWG# 4411 1 1- 6.130 -71i J. V J 1235 .078 - 1.619 I+- 3.810 .078 S16 - SCREEN 817 - SCREEN 3 TRACK FRAME SILL 3 TRACK FRAME HEAD MAIL• 6083-T6 MAT'L• 6063 -T6 DWG# 4418 DWG# 4419 2,848 j 2.548 r` 1.619 �u u ► d. .078 S20 - SCREEN 2 TRACK FRAME HEAD j 11283 r- MAIL: 6083 -76 D DWG#4422 1.81811 yp-�_ .078 1.619 . n . .078 S21 - SCREEN 2 TRACK FRAME JAMB MAT'L: 6083 -T6 DWG#4423 L+- 3.810 11 -1 -1� 1.819 T .078 S18- SCREEN 3 TRACK FRAME JAMB MATE.: 6063 -T6 DWG#4420 n1.283I+ 1.619 --� .078 .078 S22- SCREEN 1 TRACK FRAME SILL MAT'L: 6063 -T6 DWG# 4424 S23 - SCREEN 824 - SCREEN 1 TRACK FRAME HEAD 1 TRACK FRAME JAMB MAIL: 6063 46 MAT L: 6083-76 DWG# 4426 DWG# 4428 1.235 PRonttcrazvism 'gym .tua"n"il° Larierear eme ReaBBR F.K Insdriaar NE 9SHEETFOR3Alm4TRACKOPTION wwar mlw Wan Bp MI= OtdalBr 0t F.K 6'18821 1073 TECHNOLOGY DRIVE NOK01.43, R 34273 P.O. BQX 15 NOKOMIS,. 834274 PGT lrirtb6 Beater EXTRUSIONS, FRAME ALUM. SLIDING GLASS DOOR IMPACT atNtmm bat �t anaip- S I NT$ 13 s 17 4408 -1 Lutes A. Turner, P.E P2 058201 Mantel HEAD AND SILL INTERLOCK & ASTRA L ANCHOR CLUSTER BY PANEL SIZE & GLASS TYPE NOM. PANEL WIDTH GLAZING OPTION A 7116 LAMMI (A .090 SGP, H) B. 7116 LAM! (H, .090 SGP, H) C. OR E 7116 LAMB (AH) OR IN 11116 LAMI 1.0 G. 8116° LAMI D. OR F. 7116 LAWN (HM) OR IN 1 1116 LAMI LG. (H,.080 SGP 11) BOOR HEIGHT 7216) 80. 6') Z 84'(1) Z 90° (7`) Kr (8) 1 1 102185 Z 114'(85 Z 120° 105 Z 8 V, N 8) V, w IA N N 24 °(2° A.13 A A B B A A B B B A B 8 B 8 A C B B A C 8 B A B A C B B C 8 C,D,E,F,G B A c B B A C B B A C B 8 B C C B B C C 30° (25 A,B B A B B B A c B B c B B 8 c B B c c B B C,B(B B C CTB)B CICIB B D C C,D,E,F,G B A B B B A C B B A C B B 8 C C 8 B C C 3813°) AB,C,E B A c B B B C B B C C B B D c B 8 D C BIBICIC�BIB�DICICIBIDICICIBIDIC D,F,O B B c C B B D C B B D C C B D C C B D D 4213°) AC,E B A C B B A C B B A C' B B A C B B A C B B B A C B B B C C B B D c C B 0 C C 8 0 C :I:I:ICICI BI0 CICI BI DIDICI:I EI0 D,F,G B B C C C B D C C B D C C B E D C C E 0 4r (45 AC,E A A B 8 A B B A A B B A 8 B B A c B B B B C C B B D C C B D C C B D D C B E D CIBIOICICI8IE DICICIEIDIC AlC E B D D,F,G B B D C C B D D C B E D C C E D D C E D 54° (4°) 80•A A A A B B A B B A A B B A B B A A B B B,G A B A B A B C 8 C A B A B A B D 8 C B C B A A D B D C B C A C B A D B E D B D C A D C A C E B E D 8 D B ANCHORS ABOVE ARE MIAMI -DADE COUNTY APPROVED 114" TAPCONS OR 612 SCREWS TABLE 7. MIAMI -DADE COUNTY ANCHORAGE SPACING REQUIREMENTS. 1. (2) MIAMI -DADE COUNTY APPROVED 1/4" TAPCONS OR #12 SCREWS AT EACH HEAD, SILL AND JAMB LOCATION AND ® (1) MIAMI -DADE COUNTY APPROVED 14' TAPCON OR #12 SCREW AT EACH P -HOOK LOCATION (SEE NOTES 2 THRU 4). 2. MAX 86° HIGH DOORS W/ PANELS UP T048' WIDE. HEAD & SILL. 8114° MAX FROM CORNERS AND 163/8° MAX. O.C. (1/4' TAPCONS OR#12 SCREWS), PLUS APPLICABLE CLUSTER(S) FROM TABLE 7 AT EACH ASTRAGAL AND INTERLOCK CENTERLINE. JAMBS...._8' MAX FROM BOTTOM AND 24' MAX O.C. (114° TAPCONS), 16' MAX O.C. (#12 SCREWS). P -HOOKS 8° MAX FROM BOTTOM AND 2811/18• MAX O.C. (1/4' TAPCONS), 16° MAX O.C. (#12 SCREWS). 3. MAX 120" HIGH DOORS WI PANELS UP TO 48" WIDE. HEAD & SILL 81/4' MAX FROM CORNERS AND 98 3/8' MAX O.C. (1/4' TAPCONS OR #12 SCREWS), PLUS APPLICABLE CLUSTER(S) FROM TABLE 7 AT EACH ASTRAGAL AND INTERLOCK CENTERLINE. ® JAMBS 8° MAX FROM BOTTOM AND 26' MAX O.C. (1/4° TAPCONS), 22" MAX O.C. (#12 SCREWS). P -HOOKS 8° MAX. FROM BOTTOM AND 26° MAX O.C. (1/4° TAPCONS), 22' MAX O.C. (#12 SCREWS). 4. MAX 86' HIGH DOORS W/ PANELS UP TO 60' WIDE. HEAD & SILL. 81/4' MAX FROM CORNERS AND 2213/16' MAX O.C. (114 TAPCONS), 15 3/8° MAX O.C. (#12 SCREWS) PLUS APPLICABLE CLUSTER(S) FROM TABLE 7 AT EACH ASTRAGAL AND INTERLOCK CENTERLINE. ® JAMBS... ... 8° MAX FROM BOTTOM AND 22° MAX O.C. (1/4' TAPCONS), 15" MAX O.C. (#12 SCREWS). MOCKS.. 8' MAX FROM BOTTOM AND 2811/16' MAX O.G. (114' TAPCONS), 15° MAX. O.C. (#12 SCREWS). ANCHORAGE SPACING FOR DOORS INSTALLED OUTSIDE MIAMI -DADE COUNTY: 5. (2)1/4' TAPCONS OR #12 SCREWS AT EACH HEAD, SILL AND JAMB LOCATION AND (1)1/4° TAPCON OR #12 SCREW AT EACH P -HOOK LOCATION (SEE NOTES 8 THRU 8)• 8. MAX 96° HIGH DOORS W/ PANELS UP TO 48" WIDE. HEAD & SILL 81/4° MAX FROM CORNERS AND 18 3/8' MAX O.C. PLUS OUSTER A, AT EACH HEAD AND SILL ASTRAGAL AND INTERLOCK CENTERLINE. JAMB & P- HOOK8" MAX FROM BOTTOM AND 26 11/18° MAX O.C. 7. MAX 120' HIGH DOORS W/ PANELS UP T048' WIDE. HEAD & SILL 8114" MAX FROM CORNERS AND 18 3/8' MAX O.C. PLUS CLUSTER A, AT EACH HEAD AND SILL ASTRAGAL AND INTERLOCK CENTERLINE. JAMB & P- HOOK8' MAX FROM BOTTOM AND 26° MAX O.C. 8. MAX 96' HIGH DOORS W/ PANELS UP TO 60° WIDE. HEAD & SILL 81/4° MAX FROM CORNERS AND 2213/16' MAX O.C. PLUS CLUSTER A, AT EACH HEAD AND SILL ASTRAGAL AND INTERLOCK CENTERLINE. JAMB & P- HOOK.._8' MAX FROM BOTTOM AND 2611/18° MAX Q.C. B,G C C C D C C B D C INTERLOCK OR r— ASTRAGAL CL I- * 8 --1 CLUSTER A- (4)ANCHORS INTERLOCK OR r'---- ASTRAGAL CL CLUSTER C - (8) ANCHORS INTERLOCK OR ▪ ASTRAGAL CL 3' _..I.4- CLUSTER E- (12)ANCHORS INTERLOCK OR f"— ASTRAGAL CL CLUSTERS - (6) ANCHORS INTERLOCK OR ASTRAGAL. CL 3" r-- B(}• -�-i -- Btu' --I CLUSTER D - (10) ANCHORS EXTERIOR (ALL) b5 Reed* Llsrio Retsbir Rod ar FJC Daft 4/5478 &Wow D CO1(ENSE TABLE 7. M1U UPGRADE ANCHORAGE PER RFC 2004 Rna/9p F.K Dee: 10/7274 R,dtlmc RECALC ANCHOR CAPACME3 UPDATESPACMO NOTES AMC! TABLE L FJG 8/1454 amid* one 1070 TECHNOLOGY DRIVE KNOWS, FL 34278 P.O. BOX 1529 NOKO@B9, Fa 34274 PST v13il* Bever ANCHORAGE, SPACING ALUM. SLIDING GLASS DOOR, IMPACT Smieniate2 eeft Rmip16 tee SGD730 11/8 114 n 17 I 44084 I D Lam; A. Tumor, P.E PE 658201 Medfmiaal 1x WOOD BUCK ® SEE NOTE 2 (CONCRETE) <D EXTERIOR INTERIOR (ALL SECTIONS) %4I'` 11/4° 1/4" MAX SHIM 1/4" TAPCON, SEE NOTE 1 1x WOOD BUCK SEE NOTE 2 SCREEN FRAME 2x WOOD SEE NOTE 2 ►T•■1:ri I 11/2' 1 MIN. Z1114'MAX SHIM #12 SCREW ORIGINAL 2 -TRACK FRAME HEAD INSTALLATIONS (CONCRETE) 1 1/4° MIN. 1/4° TAPCON, SEE NOTE 1 1x WOOD BUCK SEE NOTE 2 SCREEN FRAME 114• MAX, SCREEN SHIM FRAME 1112° 1 MIN. t1it° MAX SHIM #12 SCREW 2 -TRACK FRAME HEAD INSTALLATIONS (CONCRETE) {. J•.„ .•.. ' • , . 1114° MIN. 11114° MAX SHIM 1/4' TAPCON, SEE NOTE 1 1x WOOD BUCK SEE NOTE 2 SCREEN FRAME (CONCRETE) SCREEN FRAME NOTES ANCHORAGE SECTIONS: 1. MIN. DISTANCE FROM TAPCON TO CONCRETE EDGE IS 2 1/2'. FOR CONCRETE APPUCATIONS IN MIAMI -DADE COUNTY, USE ONLY MIAMI -DADE COUNTY APPROVED TAPCONS. 2. WOOD BUCKS DEPICTED AS 1x ARE LESS THAN 1 1/2' THICK 1x WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 1/2° THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION (AHJ). 3. FOR ATTACHMENT TO ALUMINUM: THE ALUMINUM SHALL BE A MINIMUM STRENGTH OF 6063 -T6 AND A MINIMUM OF 1/8' THICK THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE DOOR FRAME SIMILAR TO THAT SHOWN IN THE DETAILS ON SHEETS 16,16 AND 17 FOR 2x WOOD BUCKS. THE ANCHORS SHALL BE #12 SHEET METAL SCREWS WITH FULL THREAD ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE MET, THE PRESSURES SHOWN ON SHEET 3 AND ANCHORAGE SPACING FOR #12 SCREWS SHOWN ON SHEET 14 MAY BE USED. 4. SCREEN FRAME AND DOOR FRAME MAY BE ATTACHED TO DIFFERENT SUBSTRATE TYPES AS REQUIRED TO ACCOMMODATE THE EXTRA DEPTH OF MULTI -TRACK CONFIGURATIONS, AS APPROVED BY AHJ. DESIGN OF COMPOSITE WOOD/MASONRY OPENINGS DONE BY OTHERS OR AS ACCEPTED BY AHJ. FASTENER SITE, EMBEDMENT, AND SPACING MUST BE AS INDICATED FOR THE SUBSTRATE INTO WHICH THE FASTNER IS EMBEDDED. 3 -TRACK FRAME HEAD INSTALLATIONS • ..1.4-r 1 4° — — 1/4° MAX SCREEN SHIM FRAME 1/4" TAPCON, SEE NOTE 1 4 -TRACK FRAME HEAD INSTALLATIONS 117101111Cr Raeder FA F.11 Orkr 47695 oafs 10104 Refiatost ImaD a REVISE 4dRACX AND ALTEWfATEATRNiKOPTIONS 63I G REMOVE LDRNAME NOTE t itshaloac u,. Oar dared m° FK RNRR14 1070 TECIP1OLOOYDRNE 1101433131A F1.34275 P.O. EQX 1529 NO30143, FL 91274 VLIh1,&tow ANCHORAGE DETAILS, HEAD ALUM. SLIDING GLASS DOOR, IMPACT SOD7� 11/4 11b m 17 I Draw. 445.1 ID 7/22.45_ Lucas A1u9 P.E. PE 1158201 ea°x,"auw 1 1/2' PAIN. —1 012 SCREW 1I4 MAX. SHIM 1x WOOD BUCK SEE NOTE 2 SHT. 16 114" TAPCON SEE NOTE 1 SIIT. 15 2x WOOD SEE NOTE 2 SHT. 16 114° SHIM MAX ORIGINAL 2-TRACK FRAME JAMB INSTALLATIONS IX WOOD BUCK SEE NOTE 2 SHT. 15 1/4" TAPCON SEE NOTE 1 SHT.15 SCREEN FRAME -1 1 114" MIN. • (CONCRETE) 1/4" SHIM MAX. .".1 1/4* PAAX SHIM 1x WOOD BUCK SEE NOTE 2 SHT. 16 1/4 TAPCON SEE NOTE 1 SHT. 16 SCREEN FRAME . • ,.ICONCRETE) *:ke 4 • %. • 111• .4 4. 'VI 1/111 • I- II rifi 2x WOOD SEE NOTE 2 SHT.15 1 1/4' MIN. 1/4° SHIM MAX E- 2-TRACK FRAME JAMB INSTALLATIONS 1/4' SHIM MAX. 3-TRACK FRAME JAMB INSTALLATIONS 1 112" MIN. 2x WOOD SEE NOTE 2 SHT. 15 114" SHIM MAX 1x WOOD BUCK SEE NOTE 2 SHT. 16 114° TAPCON SEE NOTE 1 SHT. 15 SCREEN FRAME 1 1 1/2° DAIN. 2x WOOD SEE NOTE 2 SHT. 15 1 1/4" MIN. (CONCRETE) 1/4" SHIM MAX. 4-TRACK FRAME JAMB INSTALLATIONS INTERIOR (ALL SECTIONS) EXTERIOR Ebtaday azkr kitenrbac 1,41 Rada= 0 MD 9 aFTRAOK AND ALTOWATER7RAOK OPT1049 ItraISSW boa temsder FJC. tkic 101/104 &slap we F.K. 8118/04 Mated Os* WM TECHNOLOGY I7RIVE NOKOMA FL34218 P.O. BOX 029 KOKOMISZ FL 31274 Pi GT ANCHORAGE DETAILS, JAMB 7- ALUM. SLIDING GLASS DOOR, IMPACT ViMy Better fuersfibit peak plat asp) No. 880730 I 1/4 I 16 a 17 I 44084 rD Lam A. Turner. PE. PE 2513201 MachanLeal SCREEN FRAME 114' MAX SEE J NOTE 1 #12 SCREW SCREEN FRAME 114° MAX SEE NOTE 1 1! t.i,� ° i.._ .t:: y. _�� „i + d' 'to 1/4 MIN. (CONCRETE) 4-TRACK FRAME SILL INSTALLATIONS 1/4° TAPCON SEE NOTE 1 SHT. 15 2x WOOD SEE NOTE 2 SHT. 15 SCREEN FRAME 1 1/2° MIN. SCREEN FRAME 1/4° MAX J SEE NOTE 1 (CONCRETE) 1x WOOD BUCK I 11/4 °M6V. —►j Imo. .a ® SEE NOTE 2 SIC 15 1/4• TAPCON (SEE NOTE 1) A SHT.15 14° TAPCON (SEE NOTE 1) A SHT. 15 4 1/4° MAX SEE NOTE 1 #12 SCREW T 1/4° TAPCON SEE NOTE 1 SHT. 16 2x WOOD SEE NOTE 2 SHT. 15 SCREEN FRAME 12° MIN. SCREEN FRAME 1/4° MAX. j SEE NOTE 1 (CONCRETE) 3 -TRACK FRAME SILL INSTALLATIONS .11/4'MIN. aEXTERIOR INTERIOR E (ALL SILL SECTIONS) 1 12' MIN. ha 2x WOOD SEE NOTE 2 114° MAX. I SHT. 15 SEE NOTE 1 TYPICAL POCKET P -HOOK INSTALLATIONS INTERIOR (ALL P-HOOK SECTIONS) EXTERIOR NOTE v 1. IF SILL 1S TIGHT TO SUBSTRATE, GROUT OR OTHER MATERIAL IS NOT REQUIRED. IF USED, GROUT OR OTHER MATL (DONE BY OTHERS) MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE SILL THAT IS NOT TIGHT TO THE SUBSTRATE, AND TRANSFER SHEAR LOAD TO SUBSTRATE. 1/4' MAX SEE NOTE 1 T• is +4r - °'- •-f, (CONCRETE) ORIGINAL 2 -TRACK FRAME SILL INSTALLATIONS 1/4" MAX SEE NOTE 1 #12 SCREW #12 SCREW 1 12° MIN. TAPCON SEE NOTE 1 SHT.15 2x WOOD SEE NOTE 2 SHT. 16 ,- 1 1/4° MIN. (CONCH) 2 -TRACK FRAME SILL INSTALLATIONS 1 12' MIN. 2x WOOD SEE NOTE 2 A SHT.15 114' TAPCON SEE NOTE 1 A SHT.16 Ansel fir ep FA als 4AWS wooer a. FJC 109AH a®°0r are FJC 6,18N4 Onfatese 0 Across 4.wRAaca.THtw7E247l4r caWroNSANDGROUTNOTE C No CHANGE TMBSHEEP' tlaelaler arm 1070 117 0010101TVR71VE NOICOS16, R.31175 P.O 11QX 1023 Nnxo11113, 8.31274 ed_rt ANCHORAGE DETAILS, SILL & POCKET P -HOOK IC* ALUM. SLIDING GLASS DOOR, IMPACT VW* B ser Seiollizke 14 1°7 17 11mrona 4406-1 I D 7/22/in- Luria A Toner. P.E • PE #58201 Mechanical BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries 1070 Technology Drive Nokomis, FL 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division 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 AID (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series FD -750 Outswing Aluminum French Door and Sidelites -LMI APPROVAL DOCUMENT: Drawing No. 8000 -11, titled "Alum. French Door & Sidelites, Impact ", sheets 1 through 8 of 8, prepared by the manufacture, dated 12/23 /04 with revision "A" on 03/25/05, signed and sealed by Lucas A. Turner, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dadp County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact 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# 05 -0103.03 and, consists of this page 1 and evidence page E -1, E -2 and E -3, as well as approval document mentioned above. The submitted documentation was reviewed by Herminio F. Gonzalez, P.E., Director, BCCO NOA No 05-0419.03 Expiration Date: February 24, 2010 Approval Date: June 09, 2005 Page 1 0 C 11" E COUNTY, FLORIDA E FLAGLER BUILDING R STREET, SUITE 1603 FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 www.buiidinecodeonline.com NOTES: OUTSWING IMPACT FRENCH DOOR(S) AND SIDE LITE(S) 1. GLAZING OPTIONS: A. 7/16' LAMI CONSISTING OF (1) UTE OF 3/16" ANNEALED GLASS AND (1) LITE OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM. B. 7/16' LAMI CONSISTING OF (2) LITES OF 3116 HEAT STRENGTHENED GLASS WITH AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM. A C. 7115' LAMI CONSISTING OF (1) LITE OF 3/16" ANNEALED GLASS AND (1) LITE OF 3116' HEAT STRENGTHENED GLASS WITH AN .075 VANCEVA INTERLAYER. A D. 7/16' LAMI CONSISTING OF (2) LITES OF 3/16' HEAT STRENGTHENED GLASS :NTTH AN .075 VANCEVA INTERLAYER. E. 7/8' LAM1 I.G. CONSISTING OF (1) UTE OF 3/16' TEMPERED GLASS OUTSIDE, 114' AIR SPACE AND (1) 7/16' LAMI GLASS ASSEMBLY INSIDE (3/16 A,.090 PVB, 3/16' HS). F. 718' LAM11.0. CONSISTING OF (1) LITE OF 3/16' TEMPERED GLASS OUTSIDE, 1/4' AIR SPACE AND (1) 7/16' LAMI GLASS ASSEMBLY INSIDE (3116' HS,.090 PVB, 3/16' IiS). A G. 718' LAMI 1.0. CONSISTING OF (1) LITE OF 3116' TEMPERED GLASS OUTSIDE, 1/4" AIR SPACE AND (1) 7/16' LAMI GLASS ASSEMBLY INSIDE (3/16' A,.075 VANCEVA, 3/16' HS). A H. 718' LAMI L.G. CONSISTING OF (1) LITE OF 3/16' TEMPERED GLASS OUTSIDE. 1/4" AIR SPACE AND (1) 7/16' LAMI GLASS ASSEMBLY INSIDE (3/16" HS,.075 VANCEVA, 3116' HS). 2. DESIGN PRESSURES: TABLE 1, SHEET 2 A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E1300-98. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E1300 -98. 3. CONFIGURATIONS: X, O XX, XO, OX, XXX, XXO, OXX, OXO, )COX, XXXO, OM, OR OM WHERE 0 REPRESENTS EITHER THE NARROW JAMB OR FULL JAMB SIDE LITE. ANY TWO ADJACENT X UNITS CAN BE EITHER TWO SINGLE, X DOORS OR A ABLE, XX DOOR. THE FRENCH DOOR ASSEMBLY BEAM IS USED TO ASSEMBLE X, XX, AND O UNITS TO MAKE THE ABOVE CONFIGURATIONS. 4. FOR ANCHORAGE REQUIREMENTS SEE SHEETS 9 AND 10. A 5. SHUTTERS ARE NOT REQUIRED. 6. SEALANT: INSTALLATION SCREWS, FRAME AND PANEL CORNERS SEALED WIT N CLEAR COLORED SEALANT. VERTICAL ASSEMBLY BEAM SEAMS SEALED ON THE INTERIOR ANO EXTERIOR WITH CONTRACTORS SEALANT. 7. REFERENCE TEST REPORTS: FTL4311, FTL -4312, FTL- 4315, FTL-4527. FTL-4528. FTL<1529, FTL -4530. A NOA DRAWING MAP TOPIC SHEET GENERAL NOTES ...... 1 CONFIGURATIONS ..... _1 GLAZING DETAILS ..... 2 DESIGN PRESSURES._3 ELEVATIONS 4 VERT. SECTIONS 5 HORIZ. SECTIONS 6 PARTS LIST ... 7 EXTRUSIONS 8 ANCHORAGE 9-10 11101MUCT WISED asesepWillohrlirdis Yet FT,tia`_i10 Kowa A f.K Robd08r Kola 8K Oat : 312505 vsa Ro.kbn.: A Naamno: CHANGE NOTES 1.4AND 7. A00 VANCE VA eiTERLAYER GLASS TYPES, MOPE [L1.Z4NG OETALLS TOSHEET2 AND VP TABLES TO SHEET 3. Oar: Robison. Ora=Br oaae F.K. 12/23/04 o,.m.4ey L.T. 4/8/05 1070 TECHNOLOGY DRIVE NOKOMIS FL 34275 P.C. sox :529 NOKOMIS. FL 34274 P -r Visibly Better Desatptore GENERAL NOTES AND DRAWING MAP m. ALUM. FRENCH DOOR & SIDE LITES, IMPACT LucasA Turner. P.E. SaftedWociat R' PE 958201 F0750 ' FULL! 1 « 10 l �8000 -11 L Mechanical___,__ EXTERIOR 7/16" NOM. 3 /16" ANNEALED OR HEAT STRENGTHENED GLASS .090" DUPONT BUTACRE OR SAFLEX1 KEEPSAFE MAXIMUM PVB INTERLAYER 3/16" HEAT STRENGTHENED GLASS OR 92 L 5/8" GLASS BITE INTERIOR EXTERIOR SETTING BLOCK GLAZING DETAIL 7/16" LAMI GLASS W/ PVB INTERLAYER /8" NOM. IFS 7/16" NOM. 3115° ANNEALED OR HEAT STRENGTHENED GLASS .075 VANCEVA INTERLAYER 3116" HEAT STRENGTHENED GLASS 93 OR 94 ALIA © 5/8" GLASS BITE eirlikhh INTERIOR A GLAZING DETAIL SETTING BLOCK 7/16" LAMI GLASS W/ VANCEVA INTERLAYER 3/16" TEMPERED GLASS AIR SPACE 3/16" ANNEALED OR HEAT STRENGTHENED GLASS _ .090" DUPONT BUTACITE OR SAFLEX/ A KEEPSAFE MAXIMUM PVB INTERLAYER 3/16" HEAT STRENGTHENED GLASS EXTERIOR 5/8" GLASS BITE y /8° NOM. 3/16" TEMPERED GLASS AIR SPACE 3/16" ANNEALED OR HEAT STRENGTHENED GLASS .075 VANCEVA INTERLAYER 3/16° HEAT STRENGTHENED GLASS 97 oR 98 5/8° GLASS BITE INTERIOR EXTERIOR GLAZING DETAIL SETTING BLOCK 7/8" LAMI I.G. GLASS W/ PVB INTERLAYER INTERIOR GLAZING DETAIL SETTING BLOCK 7/8" LAMI I.G. GLASS W/ VANCEVA INTERLAYER nmPurr REVISED emppfite oak w MO& Rasa er F.K. Read fly: der Darner: F.K. Dale Beau A Reatfh4 NEW SHEET. ADD VANCEVA /MTERIAYER OWING DETNLS Dee 12113!04 Medea Si L. T. "4;8/ 1070 TECHNOLOGY (AWE irt F. GLAZING DETAILS NOROMLS. FL 94275 T' ALUM. sox +sus ALUM. FRENCH DOOR & SIDE LITES, IMPACT Nacoeis, FL 34274 Visibly Better ° °pM0. R°' Seri,4.m1 761.11 se:r F0750 2 d 10 8000 -11 A (- G //S' /o� Lucas A. Amer, P.E. PE 958201 Mechanical _ TABLE 1. DESIGN PRESSURES FOR GLASS TYPES A THROUGH H FTL -4311, 4312, 4315 UPGRADE FTL -4311, 4312, 4315 FTL -4527, 4528, 4529, 4530 UPGRADE FTL -4527, 4528, 4529, 4530 FTL -4311, 4312, 4315 UPGRADE FTL -4311, 4312, 4315 FTL -4527, 4528, 4529, 4530 UPGRADE FTL -4527, 4528, 4529, 4530 A - 7/16" LAMI (3/16 "A,.090 PVB, 3/16 B - 7/16" LAMI (3/16 "HS,.090 PVB, C - 7/16" LAMI (3/16 "A,.075 VANCEVA, D - 7/16" LAMI (3/16 "HS,.075 VANCEVA, E - 7/8" LAMI I.G. (3/16'T, 1/4" AIR F - 7/8" LAMI I.G. (3/16 "T, 1/4" AIR G - 7/8" LAMI I.G. (3116"T, 1/4" AIR H - 7/8" LAMI I.G. (3 /16'T, 1/4" AIR "HS) 3/16 "HS) 3/16 SPACE, SPACE, SPACE, SPACE, E. N ,,, (07 "HS) 3 /16 "HS) 3/16 "A,.090 PVB, 3 /16 "HS) 3/16 "HS,.090 PVB, 3116 "HS) 3/16 "A,.075 VANCEVA, 3 /16 "HS) 3/16"HS,.075 VANCEVA, 3 /16 "HS) DOOR WIDTH DOOR HEIGHT CONFIGURATION 68 • 79 3/4" e - 83 314" 87 3/4" 91 314" 8 - 95 3/4" SINGLE X e 37" A,E +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 SINGLE X 3r 37" C,G +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 DOUBLE XX e 71 314" A,E +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 DOUBLE XX 6" 71 3/4 "4 C,G +100.0 -100.0 , +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 N d ( SIDE LITE WIDTH SIDE LITE HEIGHT CONFIGURATION 68 _ 79 3/4" 78 - 83 3/4" 87 3/4" 91 3/4" 8" - 95 3/4" FULL JAMB 0 36 11/16" A,E +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 FULL JAMB 0 36 11/16" C,G +100.0 -100.0 4 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 A,E NARROW JAMB 0 30 11/16" +70.0 -80.0 , +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 NARROW JAMB 0 33 11/16" A,E +70.0 -80.0 +70.0 -79.6 +70.0 -77.8 +70.0 -75.9 +70.0 -73.6 NARROW JAMB 0 36 11/16" A,E +70.0 -73.0 +69.5 -69.5 +67.3 -67.3 +65.2 -65.2 +62.7 -62.7 NARROW JAMB 0 36 11116" B,F , +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 NARROW JAMB 0 27 11/16" C,G +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 _ +100.0 -100.0 NARROW JAMB 0 30 11116" C,G +96.3 -96.3 +93.2 -93.2 +91.0 -91.0 +892 -89.2 +86.8 -86.8 NARROW JAMB 0 33 11/16" C,G +82.6 -82.6 +79.6 -79.6 +77.8 -77.8 +75.9 -75.9 +73.6 -73.6 NARROW JAMB 0 36 11116" C,G +73.0 -73.0 +69.5 -69.5 +67.3 -67.3 +652 -65.2 +62.7 -62.7 NARROW JAMB 0 36 11/16" D,H +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 Data 32595 Rekcpa: A NEVI SHY. EXPAND TABLE 1 TO/MCUVEALL GLASS TYPES & CONFIGURATIONS Revs S Data Antsksta: T Ode Rroiskar Paso By F.K. Data chxkder Olt: 12/23/04 L.T. 4/8/05 1070 TECHNOLOGY ORNE NOKOMIS, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 Visibly Better DESIGN PRESSURES tar ALUM. FRENCH DOOR & SIDE LITES, IMPACT C 4 Lucas A. 7umur, PE. sm "" Da.ecet "' PE 058201 F0750 LNTS 3 10 8000 -11 A Mechanical 95 3/4" MAX. HEIGHT ALL 7313116' MAX. WIDTH -1 OX OR X0 X 110 516" MAX. WIDTH 145 318' MAX. WIDTH OXO OXXO (SHOWING EACH VERSION SIDELITE) XX NOTES: 1. CONFIGURATIONS WITH SIDE LITES CAN BE EITHER NARROW JAMB OR FULL JAMB VERSION. 2. FOR ANCHOR SPACING SEE SHEET 9 AND FOR ANCHOR SECTION DETAILS SEE SHEET 10. 3. FOR VERTICAL SECTIONS SEE SHEET 5 AND FOR HORIZONTAL SECTIONS SEE SHEET 6. En 3611/16" MAX WIDTH 25" MAX DLO 3611(16" MAX WIDTH 33 3/16' MAX DLO rw. ■� �/e� 4_ ��4 3 0 (FULL JAMB) 0 (NARROW JAMB) Rama Or FJC Data 325475 UPDATE SHEET RSFEREPICES. NOTES 2203 3 Br Ouu Dole keepae.c Omen Or O. 2.5e4 Br Dab: F.K 1223/04 L. T. 4/8/05 1070 TECMNOLOGYDRIVE NOY(OWS, FL 34275 P.O. BOX 1529 NOKOWS, FL 34274 PcT Visibly Better EXAMPLE ELEVATIONS ALUM. FRENCH DOOR & SIDE LITES, IMPACT Sen,Wh/A SS* S4 Om*,Nn Rs. F0750 NTS 4 /0 8000 -11 A Lucas A Turner. P.E. PE 558201 Mechanical 1 i \ i, 145 318' MAX. WIDTH OXO OXXO (SHOWING EACH VERSION SIDELITE) XX NOTES: 1. CONFIGURATIONS WITH SIDE LITES CAN BE EITHER NARROW JAMB OR FULL JAMB VERSION. 2. FOR ANCHOR SPACING SEE SHEET 9 AND FOR ANCHOR SECTION DETAILS SEE SHEET 10. 3. FOR VERTICAL SECTIONS SEE SHEET 5 AND FOR HORIZONTAL SECTIONS SEE SHEET 6. En 3611/16" MAX WIDTH 25" MAX DLO 3611(16" MAX WIDTH 33 3/16' MAX DLO rw. ■� �/e� 4_ ��4 3 0 (FULL JAMB) 0 (NARROW JAMB) Rama Or FJC Data 325475 UPDATE SHEET RSFEREPICES. NOTES 2203 3 Br Ouu Dole keepae.c Omen Or O. 2.5e4 Br Dab: F.K 1223/04 L. T. 4/8/05 1070 TECMNOLOGYDRIVE NOY(OWS, FL 34275 P.O. BOX 1529 NOKOWS, FL 34274 PcT Visibly Better EXAMPLE ELEVATIONS ALUM. FRENCH DOOR & SIDE LITES, IMPACT Sen,Wh/A SS* S4 Om*,Nn Rs. F0750 NTS 4 /0 8000 -11 A Lucas A Turner. P.E. PE 558201 Mechanical VE RTICAL SECTION A NARROW AND FULL JAMB SIDE LITE HEAD VERTICAL SECTION B OUTSWING HEAD MAX DLO EXTERIOR VERTICAL SECTION C NARROW AND FULL JAMB SIDE LITE SILL INTERIOR EXTERIOR MAX. HEIGHT INTERIOR mai ■,. ■ii 1.1i_ JIIII1IN 111 ih 1I■ �l■ MAX HEIGHT VERTICAL SECTION D OUTSWING SILL RROYUCFREV1SiED as arpl=wYfMsAprils aNs +• IckCe I' �.. � .,ya{'i7�IC� Sender F.K per Dat: 3505 paw Aesaer A Psvlskorr Rsoisbas NOCHANGE THIS SHEET 04.4 er Data Choc44 8? Oat: F.K. 11/23104 L.1: 4/8105 VERTICAL SECTIONS 1070 TECiMOLOGV OR1VE NOKOMIS, FL 34275 T P.O.80X 1519 NOKOMIS, FL 37274 Visibly Better sm+e s"` °` an.1100 70750 1/2 5 10 8000 -11 ALUM. FRENCH DOOR & SIDELITES, IMPACT A LVS-705 - Leas A Turner. P.E PE #5i1201 '— ..Mechanical -- OXXO HORIZONTAL SECTION SHOWING (1) OF EACH SIDE LITE TYPE DETAIL G STILES AT ASTRAGAL 0 0 0 0 ;. tifSi SEE NOTE DETAIL H NARROW JAMB SIDE LITE (AT HINGE JAMB) DETAIL J SLAB AT GLASS BED DETAIL K HINGE JAMB TO HINGE JAMB (NOT SHOWN ABOVE) DETAIL F FULL JAMB SIDE LITE (AT HINGE JAMB) NOTE: ASSEMBLY HARDWARE QTY (3). 11• FROM TOP & BOTTOM AND ONE AT MIDSPAN INTERIOR EXTERIOR ssometbrdibeellarlis DETAIL E DETAIL I JAMB, FULL JAMB JAMB, NARROW SIDE LITE JAMB SIDE LITE FTC &25/05 Rawl ON& RaHabm: A Raw ire: NOQIANGE 17112 SHEET Am:: Ur Ors.Or Daft UMrd Br Dab. F.K. 12/23!04 L. 4/8/05 :070 TECHNOLOGY DRIVE NOCOMIS. R. 44276 P.O. BOX 1524 NOKO11IS, F134274 PcT Visibly Better HORIZONTAL SECTION DETAILS ALUM. FRENCH DOOR & SIDE LITES, IMPACT BaaWO4+ F0750 1/2 Sheet 6 d 10 Onaaee Rer. 8000 -11 A cf-Z_ y' /d5--- 1...Jws A. Turner. P.E. PE 086201 Mechanical 111111 NOTE: ASSEMBLY HARDWARE QTY (3). 11• FROM TOP & BOTTOM AND ONE AT MIDSPAN INTERIOR EXTERIOR ssometbrdibeellarlis DETAIL E DETAIL I JAMB, FULL JAMB JAMB, NARROW SIDE LITE JAMB SIDE LITE FTC &25/05 Rawl ON& RaHabm: A Raw ire: NOQIANGE 17112 SHEET Am:: Ur Ors.Or Daft UMrd Br Dab. F.K. 12/23!04 L. 4/8/05 :070 TECHNOLOGY DRIVE NOCOMIS. R. 44276 P.O. BOX 1524 NOKO11IS, F134274 PcT Visibly Better HORIZONTAL SECTION DETAILS ALUM. FRENCH DOOR & SIDE LITES, IMPACT BaaWO4+ F0750 1/2 Sheet 6 d 10 Onaaee Rer. 8000 -11 A cf-Z_ y' /d5--- 1...Jws A. Turner. P.E. PE 086201 Mechanical FD7S0 DOOR( TTEM 1 D1TG01 - DESCRIPTION 1 PGT# FRAME KIT PARTS 1 8006 FRAME -HEAD & HINGE JAMB 68006 2 8003A OUT -SWING SILJ. 68003 3 8004A OUT -SWING SILL COVER 68004 4 8008 DRIP CAP 68008 5 68009 HEAD, SILL & JAMB WEATHERSTRIP (SCHLEGAL) U83337T8500 6 8007 SCREW COVER 68007 7 8009 INSTALL PLATE 68009 8 -- FRAME ASSEMBLY SCREW 08 X r PH QUAD 781PQA 48032 9 8032 ASTRAGAL END SEAL DOOR PANEL 5 36 MEAD, SILL & JAMB WEATHERSTRIP (SCHLEGAL) U83337T8500 20 8012 STILE 68012 21 8014 TOP RAIL 68014 22 8013 BOTTOM RAIL 68013 23 8017 TOP SWEEP 68017 24 8016 (BOTTOM SWEEP 68016 25 SWEEP SCREWS, 04X 1/2" PHIL PH r 26 8015 ASTRAGAL, ACTIVE &INACTIVE 68015 27 8021B GEAR HINGE, JAMB SIDE 680218 28 80205 ,GEAR HINGE. COVER 68020A 29 8018 GEAR HINGE, BACK -UP PLATE 68018 30 8019A GEAR HINGE, DOOR SIDE 68019A 31 8035 GEAR HINGE, BEARING 68035 32 --- GEAR HINGE, SET -SCREW 86-32 x 1/4' 33 - - -- GEAR HINGE, MTG. SCREW 012 x 3/4' TRUSS HD. 34 —_- GEAR HINGE, MTG SCREW 012 x 1 112" TRUSS HD. 35 — THREADED ROD 5/16-18 X 36" 6TRODA 36 - -- FLANGED HEX NUT 5116 -18 7990NUSA 37 8039 TRUSS CLAMP 60378M 38 8043 3/5 GEAR LATCH MECHANISM (ASIILAND) 39 8030 LOCK BLOCK 48030 40 - LATCH ASS'Y SCREWS 08 X 2" SS PH(LL TR HD 78X2TPAX 41 8037 S/5 SHOOT BOLT ROD (SULLIVAN) 42 8045 STANDARD FLUSH BOLTS WI SS ROD (SULLIVAN( 43 8031 SHOOT BOLT GUIDE 48031 44 -- SHOOT BOLT GUIDE & STRIKE SCREW 8 -32 X 3/8" SS PHILL TR LID 78X38PFTX 45 8038R RIGHT- STRIKE PLATE AT ASTRAGAL (ACTIVE HINGED LEFT) W51104351 46 80381. LEFT - STRIKE PLATE AT ASTRAGAL (ACTIVE HINGED IUG1-R) W51104451 47 STRIKE PLATE SCREWS 8-32 X 3/8" SS PHILL TR HD 78X38PFTX 48 - - - -- STRIKE PLATE MIDDLE SCREW 6-24 X 12" FH 7612FPTX 49 8036 STRBCE PLATE AT HEAD & SILL 50 HEAD STRIKE SCREWS SS 8 X 1/2 PHILL FH 78582A). 51 s - -- STRIKE PLATE SCREWS 08SILL SS 8 X 12 PHILL UNDERCUT FH 78XI2PFHUX 52 8041 ACTIVE TRIM SET (ASHLAND) 53 8042 PASSIVETRIM SET (ASHLAND) 54 804 STAINLESS STEEL PASSIVE LOCK GEAR (ASHLAND) F0750 FULL JAMB SIDE LITE ITEM DWGO DESCRIPTION PGU 1 8006 FRAME - HEAD, SILL & JAMB 68006 4 8008 DRIP CAP 618108 6 8007 SCREW COVER 68007 7 8009 INSTALL PLATE 68009 8 - -- FRAME ASSEMBLY SCREW 08 X 1' PHQUAD 7HPQA 68012 20 8013 STILE 21 8014 TOP RAIL 68014 22 8913 BOTTOM MIL 68013 35 - - - -- THREADED ROD 5116 - 18X36' 6TRODA 36 ---- FLANGED HEX NUT 5/16-18 7990NUTA 37 8039 TRUSS CLAMP 60378M 60 8010 08 X 3/4' P11 SQ DRIVE TEE SCREW 78X34PST W 61 8028 SIDE LITE HEAD TRIM 68028 62 8029 SIDE LITE JAMB TRIM 68029 A SIDE LITE 1 8006 FRAME - HEAD & SILL 68006 4 8008 DRIP CAP 68008 6 8007 SCREW COVER 68007 7 8009 INSTALL PLATE 68009 8 -- FRAME ASSEMBLY SCREW 08 X 1' PH QUAD 78IPQA 68014 21 8014 TOP RAIL 22 8013 BOTTOM RAIL 68013 35 -- THREADED ROD 5116.18X36' 6TRODA 36 - - -- FLANGED HEX NUT 5/16-18 799DNUTA 37 8039 TRUSS CLAMP 66378M 60 ---- 88 X 314' PH SQ DRIVE TEK SCREW 78X34PSTW 61 8028 SIDE LITE HEAD TRIM 68028 70 8010 FRAME, JAMB 68010 ASSEMBLY KIT 80 80338 FRENCH DOOR ASSEMBLY BEAM 6803311 81 - - - - - -- 010 -24 X 2 I2" PH SCREW 82 810 -24 HEX NUT 83 ---- 612 X 112" TR HD TEK SCREW BEADS & SIL 90 DOW CORNING 899, 983 OR 995 GLAZING SEALANT 91 -- 7/16" LAMINATED GLASS (3116" ANN.,.090 PVB, 3/16" HS) 92 7/16" LAMINATED CLASS (3116' HS...090 PVB, 3/16" HS) 93 - -- 7/16" LAMINATED GLASS (3116' ANN.,.075 VANCEVA, 3/16" HS) 94 - -- 7/16" LAMINATED GLASS (3/16' HS. ,.073 VANCEVA, 3/16" HS) 95 ---- -- 7/8° LAMI I G. (3/16" T, 1/4° SPACE, 3/16' ANN.,.090 PVB, 3116" HS) 96 7/8' LAMI I.G. (3/16" T, 1/4" SPAC . 3/16' HS.,.090 PVB, 3/16' HS) 97 - - -- 7/8" LAMI I.O. (3/16' T, 1/4' SPACE, 3/16" ANN.,075 VANCEVA, 3/16° HS) 98 7/8' LAMI 1.G. (3/16' T, 1/4° SPACE, 3116' HS.,.075 VANCEVA, 3/16" HS) 105 8022 BACK BEAD 68022 106 8026A SL BACICBEAD 68026A 107 80235 7116" BEAD 68023A 108 8024A 7/8" IG BEAD 68024A 109 1224 VINYL BULB WSTP (THICK) 6TP247 03(09100 REVISED p�p11i8 Mt f<MAde .0 i+YAGL•'1 0a$ 0*9 A Revutos: A00 HEMS 93, 94, 97AND98 E4m40r Derr F.K. 0.re ameoa 12123/04 L_T. 0* 4/8/05 I. 1070 IE(x3NOLOGY DRIVE NOKOMIS, F134275 P.O. 80X 1529 NOKOMIES, FL 34274 PARTS LIST ALUM. FRENCH DOOR & SIDE LITES, IMPACT Visibly Better sm'aw"' F0750 NA 7 d 10 8000 -11 1 /jam /c�' cas P_ T, tna, P.E. PE #58201 Mechanical 1 1.000 .062 3.636 -.^-1 O1 #80066063 -T6 FRAME, HEAD, JAMB AND SIDELITE SILL 2.000 L .074 3.636 2 #8003A 6063 -T6 OUT -SWING SILL OO#8004A 6063 -T5 OS SILL COVER 1.8 1.938 try 3.990 -� 20 #8012 6063 -T6 STILE 1.938 E 1.467 f 4.434 21 #8014 6063-T5 TOP RAIL Fe-- 100 O #8013 6063 -T6 BOTTOM RAIL (1104oas i 4i .442 .985 #8022 6063 -T5 BACKBEAD 865 T- Q45 #8026A 6063 -T5 SL BACKBEAD 1.169 re- 8250 .750 F-1 .818 j•- #8023A 6063 -T5 7/16° BEAD .37 437 .040 .045 .957 I-►-- #8024A 6063 -T5 I.G. BEAD 1- .•-• 1.635 #8033B 6105 -T5 80 FD ASS'Y BEAM .050 l 2.622 61 O«8028 6063 -T5 SL HEAD TRIM 2.313 --.1 0 62 #8029 6063 -T5 SL JAMB TRIM 1.033 #8008 6063-T5 DRIP CAP 3.018. r- 1.940_ J 797 I I .050 rQ70 �I) � -F 2 240 #8017 6063 -T5 #8016 6063 -T5 23 2 TOP SWEEP 4 BOTTOM SWEEP 6 #8007 6063 -T6 6 SCREW COVER L .050 �OO#8009 6063 -T5 INSTALL PLATE .075 a T 1 170 2.544 26 #8015 6063 -T6 ASTRAGAL 1.812 - .100 1.000 #8039 6063 -T6 TRUSS CLAMP 1 1.000 •-- 2.260 f ' 015 #8021 B 6063 -T6 GEAR HINGE, JAMB .072 #8020A 6063 -T6 GEAR HINGE, COVER '14 CJ 1 1763 «8018 606375 HINGE, BACK -UP tk11,1 Qr 3.636 T I I- 2.438 70 #8010 6063-T6 30 #8019A 6063-T6 NARROW SL JAMB GEAR HINGE, DOOR .075 w4=1Ir1MeMAIN itiir Render F.K 327/05 NO QHNGE ES SHEET Dale Residues. wader Dale rte.[duu F K. 17123/04 CfyGeder C.T. Dye. I 4!&QS 010 TECI0waLOCV DRIVE NOKOMIS, FL 34275 P.O. BOX 1516 NOKOMIS. FL 34274 PAGT Visibly Better EXTRUSION PROFILES ALUM. FRENCH DOOR & SIDE LITES, IMPACT Sedt¢Y•bt 8024 I SEmt Gao,Do FO780 i8 ' 10 [ 8000 -11 A Lucas A Tuner. M PE 455201 Mechanical f-16"1-•.-- 16r— 61.- 1 1i• 11° SEE NOTE 5 G> G; FRAME FRAME MIDSPAN .D 9 MIDSPAN L L 11• 11" L-16.1._ --16.1- Q6.1- 4 1 8 "1 6.1 - DETAIL A DETAIL B 1/4" TAPCONS OR #12 SCREWS 1/4" TAPCONS (SINGLE PANEL) (2 OR MORE PANELS) SEE NOTE 5 MIAMI -DADE COUNTY ANCHORAGE SPACING REQUIREMENTS: Lil- 1 III 11" 181/2' 1 MAX �- TYP. FRAME MIDSPAN 1. DETAIL AABOVE REPRESENTS ANCHORING OF SINGLE X DOORS, OR INDIA. DUAL SIDE LITE 0 PANELS WITH FULL OR NARROW WIDTH JAMBS. DETAILS B AND C ABOVE REPRESENT ANCHORING OF ANY MIXTURE OF DOUBLE XX DOORS, SINGLE X DOORS, NARROW JAMB OR FULL JAMB SIDE LITE PANELS, FOR MULTIPLE -PANEL INSTALLATIONS OF TWO OR MORE PANELS. 9' fll I I Ili III I I t_ DETAIL C #12 SCREWS (2 OR MORE PANELS) 2. DETAIL A- SINGLE PANEL CONFIGURATIONS ANCHORED WITH 1/4' TAPCONS OR #12 SCREWS HEAD 6' MAX FROM CORNERS. SILL 6' MAX FROM CORNERS. JAMBS11" MAX FROM CORNERS, ONE ANCHOR AT FRAME MIDSPAN, 181/2" MAX SPACING THEREAFTER. 3. DETAIL B - TWO OR MORE PANEL CONFIGURATIONS ANCHORED WITH 1/4" TAPCONS HEAD 6" MAX. FROM OUTSIDE CORNERS, AND AT 3' AND 6' MAX ON EACH SIDE OF ASSEMBLY BEAM AND/OR ASTRAGAL LOCATIONS. SILL6' MAX. FROM OUTSIDE CORNERS, AND AT 3" AND 6" MAX ON EACH SIDE OF ASSEMBLY BEAM AND/OR ASTRAGAL LOCATIONS. JAMBS11" MAX FROM CORNERS, ONE ANCHOR AT FRAME MIDSPAN, 181/2' MAX SPACING THEREAFTER. 4. DETAIL C - TWO OR MORE PANEL CONFIGURATIONS ANCHORED WITH #12 SCREWS HEAD 6' MAX FROM OUTSIDE CORNERS, AND AT 3', 6' AND 9" MAX. ON EACH SIDE OF ASSEMBLY BEAM AND/OR ASTRAGAL LOCATIONS. SILL6' MAX FROM OUTSIDE CORNERS, AND AT 3 ", 8' AND 9' MAX. ON EACH SIDE OF ASSEMBLY BEAM AND /OR ASTRAGAL. LOCATIONS. JAMBS11' MAX FROM CORNERS, ONE ANCHOR AT FRAME MIDSPAN, 181/2" MAX. SPACING THEREAFTER. 5. THIS NOTE APPLJES ONLY TO INSTALLATIONS OUTSIDE MIAMI -DADE COUNTY. FOR THESE INSTALLATIONS SEE DETAIL A ORB ABOVE. ENCIRCLED ANCHORS IN DETAIL A ARE REQUIRED FOR NARROW JAMB SIDELITES, BUT OTHERWISE MAY BE OMITTED. ENCIRCLED ANCHORS IN DETAIL B ARE REQUIRED IN THE HEAD AT THE ASTRAGAL LOCATION OF XX PANELS, BUT OTHERWISE MAY BE OMITTED. ALL PANELS MAY BE INSTALLED WITH EITHER #12 SCREWS OR 1/4' TAPCONS. PSONICI' I4EVISE9 e s simplW1 IbVMW Amptirsab ewa Restsian FJL 32905 A Ier Doc Reasions NO CHANGE DAS SHEET 19eadal! Caen R.6.10xea F.K 12/23/04 G.T. 1070 TECHNOLOGY DRIVE NOKOM1S. FL 34275 P.O. SOX 1529 NOKOMIS. FL 30270 PAGT_ Visibly Better ANCHORAGE SPACING ALUM. FRENCH DOOR & SIDE LITES, IMPACT in"seaae snr m.i ewn,ig"o. rsw F0750 NTS 9 10 8000 -11 A I•:.95 A. TIM M!. P.E. PE 958201 Mechanical CONCRETE 1x WOOD (NOTE 3) 1/4' MAX SHIM $ 1 1/4' MIN. 1/4" TAPCON (NOTE 1) 2x WOOD (NOTE 2) 1/4' MAX. GROUT, SEE NOTE 5 MIN. #12 SCREW 1/4' MAX. SHIM 2x WOOD (NOTE 2) 1 1/2° MIN. #12 SCREW 1 1/4" MIN. 1/4° TAPCON (NOTE 1) !II IIIIi 111 CONCRETE ' OR CONCRETE =+= BLOCK 1x WOOD • (NOTE 3) • • 1/4 "MAX SHIM 1/4° MAX SHIM -I I-- 1 1/4° MIN. CONCRETE 1/4° MAX SHIM F— TYPICAL DOOR AND SIDE LITE JAMB, AND SIDE LITE SILL 1/4' MAX GROUT, SEE NOTE 5 TYPICAL SIDE LITE SILL (DIRECT TO CONCRETE) EXTERIOR INTERIOR TYPICAL DOOR AND (ALL HEAD & SILL SECTIONS)Q SIDE LITE HEAD NOTES: TYPICAL DOOR SILL 1. FOR CONCRETE APPLICATIONS IN MIAMI -DADE COUNTY, USE ONLY MIAMI -DADE COUNTY APPROVED TAPCONS. 2. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS 1 112' THK. OR MORE TO BE ENGINEERED BY OTHERS AND TO BE REVIEWED BY AUTHORITY HAVING JURISDICTION. 3. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS LESS THAN 1 1/2' THK. TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 4. FOR ATTACHMENT TO ALUMINUM: THE MATERIAL SHALL BE A MINIMUM STRENGTH OF 6O63 -T5 AND A MINIMUM OF 1/8' THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE DOOR FRAME SIMILAR TO THAT SHOWN IN THE DETAILS ON THIS SHEET FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A #12 SHEET METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE MET, THE PRESSURES SHOWN ON SHEET 3 AND A ANCHORAGE SPACING FOR #12 SCREWS SHOWN ON SHEET 9 MAY BE USED. 5. IF SILL IS TIGHT TO CONCRETE SLAB, GROUT IS NOT REQUIRED. IF USED, GROUT MUST TRANSFER SHEAR LOAD TO SLAB. 1/4' TAPCON (NOTE 1) INTERIOR (Ni. JAMB SECTIONS) EXTERIOR 0- II CONCRETE 2x WOOD (NOTE 2) ISOINKTKEvIsED wirelWatisibilds 03 Arne By. EA Raw 32SO5 RmUbn: A UPDATE SHEET REFERENCE NOTE •ANDA00 EXIFRiONIAREROR O/AGRANS Rern18r bem Ht+NBB ml,. It ,m°n: Dram Br rear ommMer ogre: F.K. 12/23/09 L.T 4/8/05 1070 TECHNOLOGY DRIVE P T NOKOHIS, FL 34275 P.O. BOX 1529 s NO (DNS. a34274 Visibly Better FD750 ANCHORAGE DETAILS rrr ALUM. FRENCH DOOR & SIDE LITES, IMPACT en•r Mow fa, �r 17;4 10 s 10 I 8000 -11 A G'-7- J_ � /rS� /vim Lucas A Turner, PE. PE 958201 Mechardt3; I MEI 11 1 AFT -CAT 5 Fixed Skylight Miami -Dade County Florida NOA 05- 0802.01 (exD 10/27/2010) FBC - FL4896 VHB ACRYLIC FOAM TAPE RETAINING SCREWS OUTER GLAZING TYPICAL CURB DETAIL ` �,J INNER GLAZING THERMAL BREAK BUILT -UP ROOF CUC (BY OTHERS) MOUNTING SCREWS (BY OTHERS) RISE= T i TAD. =52 -� i -�-- -- INSIDE ALUMINUM DIMENSION (I.A.D.) Units to be manufactured on a . 083° extruded aluminum curb frame which provides for condensate captIvarion and capillary break Aluminum retaining frame to be .125" thick. All corners shall be welded. The roof mounting curb not by GE Polymershapes shall be 1.6° wide min. (nominal 2"). Flashing not by GE Potymerahapes. Glazing shall meet or exceed minimum thickness specified by AAMA 1601 -93. Designed to comply with the Florida Building Coda including the high velocity hurricane zone. Large and Small Missile Impact: Rated. 1 SPECIFICATION AND DATA SHEET cuSronEFt PROJECT NAME: Wag *11,%vth PwriErrx SUBMITTAL DATE APPROVED BY: APPROVAL DATE 11 if/. D6 QUANmY REQ D: A DESIGN COMOWATION 11633 PM I ItA PL ISCAMII PlatiDA 33141 DIMMER THE MATERIALS, FRODUCTSAN0SERVICES OF GE POLYtbiaiSPRES, ITSSUI3SUARESANMFRIXIES,NESOLDSJIIECITOITS STANADOCNIMONSOF IE.N4ENNEItG1IMPI1IEAMICABLE DISIIIEUTORORODERSl 3At +IT.T ONTtEKKOF PX19N ,AUDAVAAAH.ELPOIdT T.ALTLDUGHANYI tM1TION.RECOMOdA1IOS,ORNMEED MED WREN BEIM01 00 FARRG'EPCLYM3 WE SN3WARtANITCRGUARANIB ?,BROSORIIIP ED. @THAT THE RESULTS OESCRMDPERSNWIL ECOMBED MUER E BEC0KITTIONS,OR(]ASTOB E EFFECTNBSSCRSWEYYEF ANY DESIGNPKCORPORA SfIS PRODUCTS, MAIHbALS, fkS, VENDATIMBDIADVICE ECM AS PROVIDED NEE POLYN WPE5STMDAfd)iX)hOTRMSOF SNE, tEPOLYhEEIiRPESANDITSRPRESI BITATLVESSHAU.PLNOE IITTEfIESPOIB. ETORMLOSSR? SIiMFROMANYLEEOF ITSMATERKS ,PRODUCTSOREE ICESDESKIERIM Each user hears full respaell:illpbreskigIls delontrialon asbthesu ri pacts, rt ts,eavkes, recamenrialians, or erste provided INGE Polyrremhapes 6 exn reticular use. Each tseneti yendperfrm legs eT crd erelyses necesscryto assteethel6fr dpats hioap strig produls, rretrkb.resat=pmddedtryOEAoyrt valtesefeend sAalibtr use urderenthsemsiTats. Nothing h Manny ofterdourartnoreiryard remrmiedefmaalvks. shal ba desired behavmy .wpesede,crrsciaearyp ondGEP rest rStardard (nab orthsObdahnr . unless any such modifmBanb Tya:eerbhawrrrgajgoedlYGE Hectic Caagarrya covering t�adesign,or asa b d product coke aads* in b a It Ix*** dgtPotGareal 1 ALUMINUM FINISH MILL (STANDARD) gl CLEAR ANODIZED ❑ BRONZE ANODIZED ❑ OTHER ❑ [ 'GLAZING MATERIALS DOME COLOR OUTER INNER CLEAR ❑ #2447 WHITE r O #2412 BRONZE ❑ ❑ OTHER IN 0 DOME MATERIAL loran is a registered trademark of General Electric Company. Lexan *XL10 ■ i cuSronEFt PROJECT NAME: Wag *11,%vth PwriErrx SUBMITTAL DATE APPROVED BY: APPROVAL DATE 11 if/. D6 QUANmY REQ D: A DESIGN COMOWATION 11633 PM I ItA PL ISCAMII PlatiDA 33141 DIMMER THE MATERIALS, FRODUCTSAN0SERVICES OF GE POLYtbiaiSPRES, ITSSUI3SUARESANMFRIXIES,NESOLDSJIIECITOITS STANADOCNIMONSOF IE.N4ENNEItG1IMPI1IEAMICABLE DISIIIEUTORORODERSl 3At +IT.T ONTtEKKOF PX19N ,AUDAVAAAH.ELPOIdT T.ALTLDUGHANYI tM1TION.RECOMOdA1IOS,ORNMEED MED WREN BEIM01 00 FARRG'EPCLYM3 WE SN3WARtANITCRGUARANIB ?,BROSORIIIP ED. @THAT THE RESULTS OESCRMDPERSNWIL ECOMBED MUER E BEC0KITTIONS,OR(]ASTOB E EFFECTNBSSCRSWEYYEF ANY DESIGNPKCORPORA SfIS PRODUCTS, MAIHbALS, fkS, VENDATIMBDIADVICE ECM AS PROVIDED NEE POLYN WPE5STMDAfd)iX)hOTRMSOF SNE, tEPOLYhEEIiRPESANDITSRPRESI BITATLVESSHAU.PLNOE IITTEfIESPOIB. ETORMLOSSR? SIiMFROMANYLEEOF ITSMATERKS ,PRODUCTSOREE ICESDESKIERIM Each user hears full respaell:illpbreskigIls delontrialon asbthesu ri pacts, rt ts,eavkes, recamenrialians, or erste provided INGE Polyrremhapes 6 exn reticular use. Each tseneti yendperfrm legs eT crd erelyses necesscryto assteethel6fr dpats hioap strig produls, rretrkb.resat=pmddedtryOEAoyrt valtesefeend sAalibtr use urderenthsemsiTats. Nothing h Manny ofterdourartnoreiryard remrmiedefmaalvks. shal ba desired behavmy .wpesede,crrsciaearyp ondGEP rest rStardard (nab orthsObdahnr . unless any such modifmBanb Tya:eerbhawrrrgajgoedlYGE Hectic Caagarrya covering t�adesign,or asa b d product coke aads* in b a It Ix*** dgtPotGareal IUJILDI NG CODE LY1 wuANCE ONCE (ucca) PRODUCT CONTROL uIvLSMAN NOTICE OF ACCEPTANCE (NOA) GE Advance Materials Pclymeis. 1401-A Tampa East boulevard Tampa, Florid 33619 MIA6141ADE COUNTY, FLORIDA b1111110-1At FLAMER 0110.01N0 : 140WEST FLAGLERSTREST, SUITE 1603 MIAMI, PIARIDA 331341563 (305) 375 -2901 FAX (305) 375 -2903 SCOPE: This NOA is being issued unebr tee applicable rules and regulations governing the u5c o!e nstrucaion materials. The documentation submitted has been reviewed by Miami Dade County Product CDDm)l Division and accepted by tare Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Iarisdiction (AHD. This NOA shall not be valid after the expiration date stated below. The Miami -Dale County Product Control Division (In Miami Dade County) andlnr the ART (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 acospteel manner, the manufacturer will incur the expanse of such lestiag and the AHi may immediately revoke, mnelify, or *impend the use of such product or material within their juh islicdon. BORA reserves the right to revoke this acceptance, if it is dr..mordned by Miami -Dade Cemaly 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 widt the Florida Building Code including the High Velocity Hurricane Zone. DISCRETION: AFT -CAT 5 axed SkyIigM. APPROVAL DOCUMENT: Drawing No. GEA0001, titles! "APT -CAT 5 mixed Skylight", sheets 1 and 2, Prepared by PTC Bngtheering Inc, dated 07i08105 with last revision on 09/20/05 bearing the Miami-Dade County Product Control Approval stamp with the Notice of Awe number and approval date by die Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large & Small Missile Impact LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and the following statement ' Miami -Dade County Produr t Control Approved or NAIDCPCA °, unless otherwise noted herein and the dome shall be properly marked by the !manufacturers s of Leann XL, General Eicetric Company. RENEWAL of this NOA shall not 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 ties 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 displayeed 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 die manufacturer or its distributors and shall be available for inspection at the job site al the request of the Building Metal. This NOA consists of this page, evidence page and approval dement mentioned above The submitted documentation was reviewers by Ca ndl Font, P.B. E ' d 6996268SOE:01 9209229£T8 NOA No. 05-080241 Eupiration Dates October 27, 21)10 Approval Dates liktahe r 27, 2005 Page l S3ck0-ISd3 4V1Od 39 :140etd 90 I T ---bi 4 GE Advance Materials Pours. NOTICE OF ACCEPTANCE: EVIDENCE PAGE A. DRAWINGS 1. Drawing prepared by PTC Engineering, Inc., titled "AFT-CAT 5 Fixed Skylight"; drawing No. GEA0001, dated 07/08105, with last revision on 09/20/15, sheet 1 and 2, signed and sealed by L. R. Lomas PE. B. TEST REPORTS 1. Test report on Large Missile Impact Test per TAS 201, Cyclic Wind Pressure Test per TAS 203 and Uniform Static Air Perri sure -Tact per TAS 202 an "Specimen 1, 2, 3, & 4: AFT -CAT 5 Fixed Skylight ", prepared by Certified Testing Laboratories, Report No: CfLA 1391 W -2, dated 06/10/05, signed and sealed by R. Patel, PE. C. CALCULATIONS 1. Anchor calculations, dated 07/16/05, pages 1 through 5 of 5, prepared by PTC Engineering Inc, signed and sealed by L. L L nias, PE. D. QUALITY ASSURANCE L Building Code_ Compliance Office. E. STATEMENTS 1. Letter of Test compliance and No financial interest issued by PTC Engineeziog, on 0711105,- signed and sealed by L R. Lomas, PB. E -1 / S7 •S F, ont, P. E Senior Product Control Examiner NOA Na 41$4882.01 Expiration Mateo Gnaw 27, 2010 Approval Dtde October 27, XXIS tr' d 69%26893£ 01 9209€29€T8 S 3W lOd 391140e14 901 11 90122- T -RON 60. 76 5 s' 6• 46 . 76 4. S 5. 8 36. 76 4. 9 4._ e 24 - 7 3 5 3. 8 • 64. 72 3. 3 6- 7 60. 72 5. 5 5' 7 48. 72 4- 5 5 • 7 36 7 I 6 4 7 -- 24. 72. 3 . 5 3 • 7 64. 66 5 • 5 6 -- 7 60 8 5' S 7 66 4 6 36 • B 4 .4. 7 24. 66- 3 ' S 3 7 60. 60 5. S 6 48 80 4 • S S • 6 36 • 4 5 4 • 6 24. 60- 3. 5- 3- 8 48 • 46 4 4 5. S 36. 48 4 4 4 • 9 24 46. 3 4 3• 5 36' 36 4 • 3 4. 24 38 3 • 3. 4. 24• 4. 3 2• /NOTES: ? 1 10' DOME RISE 5053= ALUMINUM • GLAZING ANGLE 2':1.5 ":0.125" 110-24 ASR HEAD HEX - DRIL.UNG SCREW /12F1! wow SCREYI W/1 -1/2" MN. EMS FRASI41�0 REQUIRED 88 WOOD SCREWS LOCATED 3" FROM EACH END AND 10"MAX. O.C. T. DECK ANCHORN 13Y OTHERS PLYWOOD 1/ 1) TAPE 3M 4541 VHS ACRYUC FOAM TAPE. 2) THE ROOF MQUNTa6 CURS (NOT EA' GE ADVANCED) MM US (NO1rN*L fl. • 3) FLASHES() REQUIRED (NOT BY G: ADVANCED). 4) GLAZING ANGLE ATTACHED TO FRAME USINO (5) /10-24 X 5/0' HEX HEAD • SELF DRILLING SCREWS AS FOLLOWS: - ON 111E LONG SIDE SCREWS SHALL SE LOCATED 3 1/2" FROM CORNERS • AND 17 1/4" ON CENTER THEREAFTER. ON THE SHORT SIDE SCREWS SHALL LSE LOCATED 3 1/2" FROM CORNERS • AND 14 1/4' ON MEER THEREAFTER. 0 5) ALL ROOFWO DETAILS SNAIL COWPL1' SMITH CHAPTER 15 OF THE 2004 FLORIDA BUILDING COOS. - (1) 4" M21IUM DISGNICE FROM ANGLE LIP TO ROOF SURFACE 15 FOR DOME OR ' B.U.R 111TH0N' 9IISULAROR. FOR INSULATION AV TILE Raw ADD OLE HDCl T ONO INSULATION THICKNESS TO 4' MINIMUM WEIGHT. - SHALL BE 1 1/2' RITE • EULT UE ROOF SY ONE INNER CU4ZNO-' 1/8" LEXAN / EY EE NOA/ 03- 1210.04 IMPACT AF5IST`1IT - y4RGE MISSILE .IfERI0R-, FINISHED WALL A w_frr1..14 •114r /Nqr IMF a OUTER GLAZING 3/15" :EXAM XL EY G£ N04/ 03- 1210.04 3M FOAM TAPE 1 (SEE NOTE 1) 2 0s P 411. testa sa 3*111 Alt Cw11"A r rrw.e An win GE ADVANCED gM�AyTTERIALS POLYMERS 1401 -A TA1I E1�1sT 3 F11tED s u 7111)A 33815 Up/Dab/ PROJECT : Simone & Mayda Residence CUENT : Smith & Smith Design Corp. JOB NO.: SKYUGIiT DATE : PAGE: DESIGN BY : DC REVIEW BY : Wind Analysis for Low-rise Building, Based on ASCE 7-02 INPUT DATA Exposure category (kilt, C or D) = C Importance f a c t o r , pg 73, (0.87, 1.0 or 1.15) 1 = 1.00 Category I I Basic wind speed V = 146 mph Topographic factor (sec.6.5.7.2, pg 30 & 47) Ky = 1 Flat Building height to eave he = 20 ft Building height to ridge hr = 24 ft Building length L = 39 ft Building width B = 26 It Effective area of components A = 8 ft2 -c DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length, B, face Max total horizontal torsional load Max total upward force ANALYSIS Velocity pressure qr, = 0.00256 Kh K, Kd V21 = 49.99 psf where: qfi = velocity pressure at mean roof height, h. (Eq. 6.15, page 31) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3. Kd = wind directionality factor. (Tab. 6-4, for building, page 76) h = mean roof height 919200 = 22.00 ft < 60 ft, [Satisfactory] Design pleasures for MWFRS P =qn [(G CO MGCw)J where: p = pressure in appropriate zone. (Eq. 6-18, page 32). G = product of gust effect factor and external pressure coefficient, see table betas. (Fig. 6-10, page 55 & 56) G Cn,, = product of gust effect factor and internal pressure coe ficient.( Fig. 6-5. Enclosed Building, page 49) = 0.18 or -0.18 a = width of edge strips, Fig 6-0, note 9, page 56, MAX[ MIN(0.1B, 0.4h), 0.048,31 = (IBC Fig.1609.6.22, footnote 5) Net Pressures (esfl. Basic Load Cases Surface Roof angle 0 = 17.10 Roof le 8 = 0.00 Gtr ( Net Pressure with G�'r Net Pressure with (iGCan) (-GC,1) (+GCp1) (.C7;0 1 0.50 16.24 34.23 0.40 11.00 28.99 2 -0.69 -43.49 -25.49 -0.69 -43.49 -25.49 3 -0.46 -31.93 -13.93 -0.37 -27.49 -9.50 4 -0.40 -29.14 -11.14 -0.29 -23.49 -5.50 1E 0.76 29.16 47.15 0.61 21.49 39.49 2E -1.07 -62.48 -44.49 - 1.07 - 62.48 -44.49 3E -0.66 41.94 -23.95 -0.53 -35.49 -17.49 4E -0.60 -38.96 -20.97 -0.43 -30.49 -12.50 5 -0.45 -31.49 -13.50 -0.45 -31.49 -13.50 6 -0.45 -31.49 -13.50 -0.45 -31.49 -13.50 4 3E 3 3T 3.00 ft Net Pressures (esfl. Torsional Load Cases Surface Roof lee = 17.10 G CPr with Net Pressure w (+GCa1) (-GCo1) IT 0.50 4.06 8.56 2T -0.69 -10.87 -6.37 3T -0.46 -7.98 -3.48 4T -0.40 -728 279 Roof angle 0 = 0.00 Surface O Pt Net Pressure (d'GCpt) with ( -GCn1) IT 0.40 2.75 7.25 2T -0.69 -10.87 -6.37 3T -0.37 -6.87 -2.37 4T -0.29 -5.87 -1.37 5 AAAVA/ 1E 5 �%► tE • /O�_1E REFERQICE CORNER REFERENCE CORNER REFERENCE tiWID DIRECTION a WIND DIRECTION UM DIRECTION IT Transverse Direction Longitudinal Direction Basic Load Cases Transverse Direction Longitudinal Direction Torsional Load Cases Cases In Transverse Direction Surface Area (52) rilk) with ( -GCpi) ( +GCp1) 1 660 10.72 22.59 2 449 -19.52 -11.44 3 449 -14.33 -6.25 4 660 -19.23 -7.36 1E 120 3.50 5.66 2E 82 -5.10 -3.83 3E 82 -3.42 -1.95 4E 120 -4.68 -2.52 E Horiz 36.11 36.11 21.92 Vert. - 40.50 -22.25 10 psf min. Hartz. 9.36 9.36 Sec. 61.4.1 Vert. -10.14 -10.14 Torsional Load Cases In Transverse Direction Basic Load Cases In Lonrtitudtrrel Direction Surface � (� Pressure ) with �) with .��}}++��r/± (-GCpI) ( -GCpI) 1 446 4.91 12.94 2 408 -17.74 -10.40 3 408 -11.22 -3.88 4 446 - 10.49 -2.45 1E 126 2.70 4.96 2E 122 -7.65 -5.45 3E 122 -4.34 -2.14 4E 126 -3.83 -1.57 2E Horiz. 21.92 21.92 -25 Vert. -39.14 -20.90 10 psf ndn. Horiz. 5.72 5.72 Sec. 6.1.4.1 Vert. -10.14 -10.14 Surface Area (ft) Pressure ) with Torsion (ft-k) (+GCPI) ( -GCpi) ( +GCp1) ( -GCp1) 1 270 4.38 9.24 36 76 2 184 -7.99 -4.68 -19 -11 3 184 -5.86 -2.56 14 6 4 270 -7.87 - 3.01 65 25 1E 120 3.50 5.66 58 93 2E 82 -5.10 -3.63 -25 -18 3E 82 -3.42 -1.95 17 9 4E 120 -4.68 - 2.52 77 42 IT 390 1.58 3.34 -15 -33 2T 265 -2.88 -1.69 8 5 3T 265 -2.12 -0.92 -6 -3 4T 390 -2.84 -1.09 -28 -11 Total Horiz. Torsional Load, MT 182 182 n a pressures for Desl cmnnonents and dadd ina P qh[ (G Cp) - (G CaI» where: p = pressure on component. (Eq. 6-22, pg 33) Non = 10 psf (Sec. 6.1.4.2). G Cp = erdemal pressure coefficient. see table blow. (Fig. 8-11, page 57-60) Torsional Load Cases in Longitudinal Direction Surtax Area (52) Preerssure jk) with Torsion (ft-k) ( +GCp I) (-GCp i) (+GC i ) (-GCp 1) 1 160 1.76 4.65 6 16 2 286 -12.42 - 7.28 36 21 3 286 -7.85 -2.71 -23 -8 4 160 -3.77 -0.88 13 3 1E 126 2.70 4.96 27 49 2E 122 -7.65 - 5.45 22 16 3E 122 .4.34 -2.14 -12 -6 4E 126 -3.83 - 1.57 38 18 IT 286 0.79 2.07 -5 -13 2T 408 4.44 -2.60 -25 -15 3T 408 -2.80 -0.97 16 6 4T 286 -1.68 -0.39 -11 -2 Total Hain Torsional Load, MT 81.7 81.7 Walls 3r 2- 2 31 _ -2 �3 2 2 it Roof e.9° 31245 1 I- 2 A Roof s »° Comp. 8Cladding Pressure (Part) Effective Area (� Zone 1 Zone 2 Zone 3 Zorn 4 Zone S Positive I bra Negative Positive rim Positive Nt�We 33.99 -53.98 33.99 1 - 113.97 COMP. 58.98 0.50 -0.90 0.50 I -2.10 0.50 I -2` 0 1.00 I -1.10 1.00 I -1.40 Comp. 8Cladding Pressure (Part) Zone1 Zone2 Zone3 Z0110 Zones Positive Negative, Positive Negative bra Negative Positive rim Positive Nt�We 33.99 -53.98 33.99 1 - 113.97 33.99 J - 113.97 58.98 I -63.98 58.98 I -78.98 - 1 . , r 1. 172 r CrrY CO Y • • ••••• • • a • r.71 41- . Nek. .*.-' • • • M % El-2 l 434 :: XFWr 40.: r •... • • 24 • • 24" 24? 24".- X24` 24`.. f • 141-1 1 • as 'all.. ;. : : �� ear. �" % -. � �..r. _may...', is �— El-2 l 434 :: XFWr 40.: r •... • • 24 • • 24" 24? 24".- X24` 24`.. f • 141-1 1 ,IYT I S�C L ley BE #3E 72' = •■■ .=. =II ......E1,54. .. . s .... IMI• • { BP _S24.2' . - • • 0D24 B . PB24.2 • BO 4.2 ., ,. _- Y B�iR +�$., 1G 1 - • �, y, �I• ar' • vet*, b. d'., ' v 4'e! /, r�.r ; a `1 t ON r.. r IM cMt 1 1434 24 ..�...'t{�,':^. -._.. .:: der, :;Ur�..�. —, ti" .. aY_._ zn -ate _... e_; .,.a sz At e . " aiebiro InrilloodOn on a�tofit�_ ' ikgen.. _ . OW end; Thiosi an desiiitanAnnist not be- telaind or . _s + ibef ` " hasbeas@eu�torjoba�ler�laoed . 06 Pnsn 1IWA O6 . . . • . . • • . -•-• •__ •-••-•- •- - • • •• • • • - • • • • • • . • • • • • • • . _ • . • . • .„ . . . . - . • . • • • • i* -;;.• • . . . • • . . • • • . •.• • . • • • ' . • • . . . . . . • - • • • . . • . • • • • • • • • • • • • • • • • •. •• ■ • • • • . • • • • '''' . . . . .;. • • • • • • .. •,-• • -. • .••••-•••• •••••• • • - '• , • • . • - • • • • • • ■ All Alileredinnt-nina danISnadonn ',dwelt. 'lin intinalrainndfinallnainniobain5 and if:roaming to *job concfithms. . ‘• • ' - • ' • - - Thin lannfariglind <lei:W. and anitancia-be- Manned or 44:01d'unresi ii3914806. fri0 Inui been-paid CIT JO *ides' placed: , . - " • - • • - • " - - .. . " • ' .• -' - -.Dealinek•9i2340136 Pii4tect 11.1164000 • : - • .-• . - : • . , '.- .." " . - . .. . • • 11d fie:. ... . -are **Mixt to v iifica on onjob.site and aclini to fiijo1 consddaoas_ 20034 wpea+ai:><:s This: acri &tat deigaW MuStrPot be Messed. air coiled aniessapplicable la has be" 1)sidor jcb order p] . ' fined:9rApoo6 /rued 11/16/2006 :: �iiraivid • d i t d i m e n s i o n i es t i n s . - - : alli skobject fis vedfcanon on job site and ed, lmeot to fit job can di -Ibis is im-gaiginal design and a nsi nit bo : 'ieleesed of coed Acs's appiioable:fee i7esigned: 9/232006 Piinted:. 11/161006 <. has been paid or job order placed. a iias: :.:.. :...... 1E15 ... IDm c# 1' All dimcnsiens' _dine .d igeattons given ' arc =Vent to vartfcehoa cn job site and ac4ustImerit to fit jab 11ns Is as original design =dint= not bs released or copied unless =Skalds fee ... Ime boon paid or job ardor placed_ n8 d:" 9 06 Pgntadd. 11116(2006 All Cana .size disigeirdonsgivais • ase s+djed.ta verifies ion on, job'site and - a4justment SO* job. conditions. - Tbishcan-nl}gsmi des *asgi•istustnotbe re-biased o copied twines apse fee - has been paid or job order placed. • Desigsatt 9 00 Pt ed 1-LY62006• : 20034newpefe-y3tit:.. �FdT ::.�IIiadviigi#:1 • All adesla1ionsi : given are sill:,ject to- verification: cnjob ste and sdjuahrnt to fit jobrcp tfoas. Thi ii imioriginald�ga'endinnainotaie -r released or wed mileasp:epplica6ie fee. bas fieen Paid .or joii as+deY placed: • goed:9123P2OO6 0/16 iO6 20034.aewpere4il' . 7 :..f 13i$ .. .... ! 1.1X∎ Edlig'#: 2 • •, `•.z. • i•••..-,!-" „ \IIfrI'1J/Aii \' 1 gr11r1/4 ,11,0 #0ausin 01, •• ... ..x.... . .> wit'. • • .- - ...vP- M.ti✓r:a�- ;.�K+l':� : . i` e- w'+f.L•N- •4F�.tiA..•.wx.+*J•.. _, .�.ti:+C. ___ -- ._ ...r �'.a...3s.'. -: •4:..;�n. ....- r. J3W.: titi.- rir .�Wti.*•w�rr_..ce..•.'_'K'�j'+M� n 'HJirtBicM4�4':�_...r+n .w .. := .za =i_. - — =i:.m — - - - - •- - - - -. =x; :• -- - r : . -:, '•-:-..n-. .: _ L .. • • • +.r F4es�14,. t;.2 • : - . • . . . • . . . s••-■••• . ' • • • • • • • • . " • • • • • • . . • • ..• imignamtimglaKONRualaimiszawamigilimmilig". 411;:.;lingir • •-•• • ":;", • b - • :* Cci:, .• • 7,•.:ra"-=:- _ t t " ;•:4-•"."";*••• •:""' " 4=2_44 ''':;:?::..V•Ltt'---7.":"":::"1"717(;77:•-:Z: ■••:•;:•,••••••7:-. • tti . ..• ^ . • "- ••• • • • •••, • • _ . • .. - - • . • • • • • :414,1beiltio•ii4511 astritie.= rbilltr.tra=t14"4". :Lai'. Wimp& oinitmoz— stpatico.condi#4104 • hitibe*poidar •Jaborded-slicelek • • • . . . . . . . • • • • • • • 111.4 • ltategolufk •••••• .• • •• .s as+: �.- %,�;...' °i+rr.?± ^.i.- aR'i+�..:!NJ!t�,d"b =9i' :�J�a,�= N>SA•'*'Ssi"�i %RS.a<s.cc. ^a.- i:.Yi�ti.4. _ , •.-r :, ,^.• � g� .'... aie-..._��"c.Ti' :'�sr c s r pct v. I r.... _'.s+`• v.... �..�-- ---... S ,. -.. fix.... .� a F. ..s. . _.. ....x+:.. -... �.:_Yti_J.:'W.:.lau.e1'.Yi...�. � Rp+a.::3:_.r..•C- p`.�i1L�. u�' G�.:.YS7 .:4 _ ,..rw:. . - —'..3. J. - 'ti+:,^n.,:',.t ...-r>�,....�'ti:..tju... -•^+irR e: DADE TRUSS CO. INC. 6401 NW. 74 AVE. MIAMI FL 33166 Project: ADDIITIION ONTERO Block No: Lot No: Contact Site Office Name: Phone: Fax: Deliver To Address3 Tentative Delivery Date: n Truss List Job No: Page: Date: Project Account No: Designer. Salesman: Quote No: 1 of 1 2/14/2007. 21712 -1 JJ Material Summary Includes the following 772 FEB 2 2007 BY_ - - .... _.�.�_e_e_ General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Wind: ASCE 7-02 per FBC2004; 146 mph; Total Roof Gravity Load =65 PSF. Floor Gravity Load = 55 PSF. Exposure C, Enclosed. Computer Program Used: MiTek 20/20. Pages or sheets covered by this seal from: 0001 thru 0007 Total: 7 drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This signed and sealed index sheet indicates acceptance of my professional engineering responsibility solely for the truss design drawings listed below. The suitability and use of each truss component for any particular building is the responsibility of the building designer, per ANSUrPI 1 -1995 Section 2. • • • • SALVADOR A JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 AVE, MIAMI, FL 33166 • • Date Truss Date Truss Date Truss • • • • • •• • • •••• •• • • • • • •• • Daae•• Try •• • 0001 02 -14 -2007 CJ5 0005 02-14-2007 J3 0002 02-14 -2007 H1 0006 02 -14 -2007 J4 0003 02 -14 -2007 HG1 0007 02- 14.2007 11 _ REVIEWED & APPROVED FOR COMPLIANCE WITH THE DESIGN CONCEPT ONLY. ❑ SEE NOTES IN DRAWINGS ❑ REVISE & RESUBMIT Checking is only for conformance with the design concept of the project and compliance with the informatin given in the Structural Drawings Contractor is responsible for dimensions to be confirmed and correlated at the job site, for means and methods of construction: for information that pertains solely to fabrication processes, and coordination of all trades. Any conflict found in the Contract Documents during the preparation of these Shop Drawings must be brought to the attention of the A/E of Record. Any deviation from the Contract Documents (or proposed substitution) must be clearly noted and highlighted in these Shop Drawings in order to receive specific consideration. Any such item not clearly noted is to be considered rejected. By: Date: Arbab Engineering, Inc. 2`27 Js'1 cam Notre J1 • • •• •• • • • • • • • • • •• ••• 0 • • • •. • • •• • • • • • • •� PERMIT • Miami Shores Village APPROVED ZONING DEPT BLDG DEPT SUBJECT TO COMPUA NCE 11Th ALL FEDERAL STATE AND COUNT RULES AND REGULATIONS j DATE Willa SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 TN AVE. MIAMI FL. 33166 •• • • •• •• • • • • •• • • •• • •• Job 21712 -1 Truss CJ5 Truss Type CORNER JACK Qty 4 Ply 1 CARLOS MONTERO -MAYDA & SIMONE ADDIT. 0001 Job Reference (optional) DADE cit TRUSS COMPANY, INC., MIAMI, FL. 33166 6.300 s Feb 15 2006 MITek Industries, Inc. Wed Feb 14 17:39:15 2007 Page -2 -1 -7 ;.- 2-9-15 1 5-7 -14 1 1 2 -1 -7 5 I 2 2 -9-15 2-9-15 3 2.48 pi Scale 2x4 =1:12.7 II 4 01111■ -44111 5 2x4 2-9-15 1 5-7 -14 11 s7 3x4 = I 2-9-15 2 -9-15 •••• g/�jDING ( )• vie LL 30.0 TCDL 25 0 • ft BekL t ,. BCpL 10.q, ••• SPACING • 21-0-0 Plates Increase 1.33 Lun'fter Ilia-ease 1.33 Rep.ftibiesst later NO Cocjp fla404/TP12002 CSI TC 0.58 BC 0.61 WB 0.10 (Matrix) DEFL in (Mc) I/defl L/d Vert(LL) -0.10 2-5 >579 360 Vert(TL) -0.14 2-5 >436 240 Horz(TL) 0.00 n/a n/a Wind(LL) 0.00 2 "" 240 PLATES GRIP MT20 244/190 Weight 22 Ib LUMBER .• ••. .••• -. BRACING • • • • TOP CHORD Structural wood sheathing directly applied or 5-7 -14 oc TOP CHORD•! X 46YP SS • $OT CHORD 2 (t•SYP No67.. • • • purlins. BS : • L X 4 SYP Nd G • • • • BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. • • • • ••• •••• • • tCTIO ) 2=46f/0-111, 5= 283/0 -2-4 • • • ax orz��; � dliaee 3 -- Gphft2- --49( case 3) ;318( d case 3) ; e-1), case 6) FORCES; (Ib) Maximum Com i ion .TOP CHORD 1- J/39 2- 6 =/39, - 11/0 BOT CHORD 2.7= 7 /0 _' ,$ WEBS 35=- 2371332 NOTES; - .,.... k .0" 1) Wind: ASCE 7-02; 146mph (6- nd gust); h =25ft; TCDL= 7.Opsf; BCDL= 3.Opsf; Category II; Exp C; enclosed; C-C Exterior(2); Lumber D.01., 1.33 grip D0L 1 . 2) T)tis truss has bean designed for i 10.0 psfi chord live load nonconcurrent with any other live loads. 3) This truss requires platei'ei on -p r.the T ount Method when this truss is chosen for quality assurance inspection. 4), Provide mechanical connection (by others) of '` to bearing plate at joint(s) 5. 5) Provide mechanical =aont(ectiort (by- others )0 tru to bearing plate capable of withstanding 649 Ib uplift at joint 2 and 318 Ib uplift at joint 5. . 6) This truss has been designed for a moving concentrated Toad of 200.OIb live located at all mid panels and at at panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increese =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1-6=-110 Trapezoidal Loads (pif) Vert: 6= 0(F =55, B=55)-to-4=-156(F=-23, B =-23), 2=-2(F=9, B=9)-to-5=-27(F=-3, B=-3) SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 TH AVE. MIAMI FL. 33166 Job 21712 -1 Truss H1 Truss Type HIP TR Qty 2 Ply 1 CARLOS MONTERO -MAYDA 8 SIMONE ADDIT. 0002 Job Reference (optional) DADE TRUSS COMPANY, INC., MIAMI, FL. 33166 6.300 s Feb 15 2006 MiTek Industries, Inc. Wed Feb 1417:39:16 2007 Page 1 -1-6.0 8.0.0 8-9-0 14-9-0 16.3-0 1-6-0 6-0-0 2 -9-0 6-0-0 1-8.0 Scale =129.5 4x8 = 4x6 = 3.50 PI 3 4 2 m R a 5 $1 ; C -� 6 1 3x4 = 10 9 8 11 7 12 3x4 = 3x4 = 3x4 = 2 x 4 1 1 6-0-0 8-9-0 I 14-9.0 I I 1 6-0-0 2 -9-0 6-0-0 Plate Offsets (X,Y): 13:05- 4,0 -2-4] • • • • • • LOADING (psf) , TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 / SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004fTP12002 CSI TC 057 BC 0.55 WB 0.09 (Matra) • DEFL in (Inc) Udell Ltd • • Vert(LL) -0.09 2 -9 >999 360 Vert(TL) -0.20 2 -9 >832 240 Horz(TL) 0.04 5 n/a n/a Wind(LL) 0.07 7 -9 >999 240 • ••••• •••• ••• • • PCRTES . • GIIIP MT20 • •244/490 • • • • • • • • • ••11 • • Weight: 58 D • • • • • �� ••• LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathili titMit appliedbl4- -3)C purfrfs! ' BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly apples] os7. 0-3 oc bracing. • • • • WEBS 2X4SYPNo.3 • • • • • • •••• • .... • • • • •is. • • REACTIONS (Ib/size) 2=1122/0-8-0, 5=1122/0-8-0 • • • i ••• • • • • Max Uplift2=- 820(load case 3), 5=- 820(load case 3) • • •• FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=0/44, 2- 3=- 19271854, 3-4=-1754/867, 4- 5=- 1928853, 5 -64/44 BOT CHORD 2 -10=- 636/1746, 9-14 -636/ 1746, 8- 9=- 633/1754, 8- 11=- 633/1754,7 -11=- 633/1754, 7 -12=- 634/1746, 5- 12=- 634/1746 WEBS 3- 9=0/286, 3-7= 197/198, 4-7 =12208 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.02;146mph (3- second gust); h =251t; TCDL= 7.Opsf; BCDL= 3.Opsf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.25. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 820 Ib uplft at joint 2 and 820 Ib uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 TH AVE. MIAMI FL 33166 ••• • • • • • •• • •• •• • • • • ••• •• ••• • •� • • • • • • • •• • •• •5 Job 21712 -1 Truss HG1 Truss Type HIP GIRDER TR Qty 2 Ply 1 CARLOS MONTERO -MAYDA 8 SIMONE ADDIT. 0003 Job Reference (optional) DADE TRUSS COMPANY, INC., MIAMI. FL 33166 6.300 s Feb 15 2006 MiTek Industries. Inc. Wed Feb 1417 :39:18 2007 Pace 1 I -1-6-0 1 1-6-0 3.50 12 4-0-0 40-0 4x8 = 3 7-4-8 3-4-8 1 2x4 11 4 10-9 -0 3-44 4x8 = 5 14-9-0 40-0 I 16-3-0 1-6-0 Scale =1.29.5 O �� 6 omi •• 14 8 15 1 3x6 = 12 11 10 13 9 4x4 M1I20= 3x8 = 3x4 = 4-0-0 4-0-0 1 7-4-8 3-4-8 1 10-9-0 3-4-8 3x4 = 1 14-9-0 4-0-0 3x6 = 1 Plate Offsets (QC,Y4:•13:05.4,0- 1 -121, f5:0- 5- 4,0 -1 -121 • tb bING (psf7 • • • •TCLL 30.® •Tim 2&Q• BCLL 0.0 .aS'iL 10.0• • SPAcI'13 ; 2-0-0 • Plates Moraine 1.33 : LurnlierlrMise 1.33 Rep Stress !nor NO Code rile20b4/rP12002 •••• CSI TC 0.65 BC 0.73 WB 0.32 (Matrix) DEFL in (loc) 1/defl Lid Vert(LL) -0.13 9 >999 360 Vert(TL) -0.37 9 >452 240 Horz(TL) 0.08 6 n/a n/a Wind(LL) 0.20 9 >857 240 PLATES GRIP MT20 244/190 M1120 249/190 Weight 65 Ib • • .I41AABER •• • •••• • • �� •B•O' 44 CHORD 2•K4 SYP No. • MESS •12X4SYPNo.36 • •• BRACING TOP CHORD Structural wood sheathing directly applied or 2 -10-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-10 -9 oc bracing. • • • •••• •••• • • MATIONS /1 e) 2=15041 -8-1 6= 1569/0 -8-0 • • Max4JQlift2= 1e99(lead case 3), 6= 1099(load case 3) •• FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=0/44, 2- 3= -3506/ 1752, 3-4=- 41712279, 4- 5=- 4171/2279, 5-6=-3506/1752, 6 -7/44 BOT CHORD 2- 12= 1510/3264,11 -12 =1510/ 3264,10 -11= -1510/ 3264,10 -13= 1510/3264, 9-13= 1510/3264, 9-14= 1510/3264, 8-14=- 1510/3264, 8-15=-1510/3264, 6-15=- 1510/3264 WEBS 3- 11 =74/ 397, 3-9=- 620/1045, 4- 9=553/393, 5-9= =- 620/1045, 5-8=-74/397 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 146mph (3- second gust); h =25ft; TCDL= 7.Opsf; BCDL =3.Opsf; Category 11; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.25. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1099 Ib uplift at joint 2 and 1099 Ib uplift at joint 6. 8) This truss has been designed for a moving concentrated load of 200.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other five loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 Ib down and 155 Ib up at 4-0-0, and 265 Ib down and 155 Ib up at 10-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-3=-110, 3- 5= 156(F == -46), 5-7= -110, 2- 11 =20, 8- 11= 28(F =-8), 6-8= -20 Continued on page 2 SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74TH AVE. MIAMI FL. 33166 Job 21712 -1 Truss HG1 Truss Type HIP GIRDER TR Qty 2 Ply 1 CARLOS MONTERO -MAYDA & SIMONE ADDIT. Job Reference (optional) 0003 DADE TRUSS COMPANY, INC., MIAMI, FL. 33166 6.300 s Feb 15 2006 MiTek Industries, Inc. Wed Feb 1417:39:18 2007 Page 2 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=- 265(F) 8=-265(F) •••• • • • • -•••• •••••• • • • • •• • •• • • • it • • • • •• • • • •••• •• • • • • • • • • •••• • •• ••• • - • • • •' •• •• •• • • • • • • • • • • • •••• •.•••• • • • •- •••• • • • • • •• • ••• • • • SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 -6401 NW 74 TH AVE. MIAMI FL. 33166 •. • • •• • •• • • •. •. • • • • •• Job 21712 -1 Truss J1 Truss Type JACK TR @ 45 Qty 8 Pty 1 CARLOS MONTERO -MAYDA & SIMONE ADDIT. 0004 Job Reference (optional) DADE TRUSS COMPANY. INC.. MIAMI. FL 33166 6.300 s Feb 15 2006 MITek Industries. Inc. Wed Feb 1417:39:19 2007 Pace 1 -1-6 -0 1-1-8 1.6.0 3.50 NT 2 1 -1-8 1 -1-8 2x4 Scale = 1:5.1 LOADING (par . 1 •POLe 30.0 • • •TCDL 25.0 . BC 0.QQ �B�CM. 10.0 • SPACING 2-0-0 Platesin.crele 1.33 • Lumber Increase 1.33 Rep § %gs� YES Code FBC20O4/TPI2002 CSI TC 0.43 BC 0.10 WB 0.00 (Matrix) DEFL in (loc) 1/dell Lid Vert(LL) -0.00 2 >999 360 Vert(TL) -0.00 2-4 >999 240 Horz(TL) -0.00 3 n/a n/a Wind(LL) 0.00 2 "" 240 PLATES GRIP MT20 244/190 Weight 6 Ib LLMMIBER • •• •••• •Tpr.CHORIT, l'4 $YP No.2....' BOT CHORD 2 X 4 SYP No.2 •••• • ••• • • • • •••• •• •• •• BRACING TOP CHORD Structural wood sheathing directly applied or 1 -1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. R• ENT1ONS F Ho • 2=36 /08-0, 10/Mechanical, 3=-79/Mechanical M • Max Herz 2=1 (load case 3) •••• • Malt tJplift2 - 511119mI case 3), 3 - 79(load case 1) • • Marc Ceav2=384 (load rase 1), 4=210(load case 6), 3=149(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-21/44, 2-3=-63/48 BOT CHORD 25 =0/0, 4.5/0 NOTES / 1) Wmd: ASCE 7-02; 146mph (3- second gust); h=258; TCDL= 7.Opsf; BCDL =3.Opsf; Category 0; Exp C; enclosed; C-C °6 Exterior(2); Lumber DOL =1.33 plate grip DOL =1.25. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 591 Ib uplift at joint 2 and 79 Ib uplift at joint 3. 6) This truss has been designed for a moving concentrated Toad of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19839 - 6401 NW 74 TH AVE. MIAMI FL 33166 Truss Type JACK TR @ 45 DADE TRUSS COMPANY, INC.; MIAMI, FL. 33166 1-6-0 z 2 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC20041TPI2002 LUMBER TOP CHORD 2 X 4 SYP Not BOT CHORD 2 X 4 SYP No.2 3.50 aso iz 12 CSI TC 0.57 BC 0.28 WB 0.00 (Matrix) REACTIONS (Iblsize) 37/Mechanical, 2= 44910-8 -0, 4=26/Mechanical Max Horz 2 =226(load case 3) Max Uplift3= 92(load case 3), 2==-625(load case 3) Max Grav367(load case 1), 2-- 449(load case 1), 4= 226(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=0/44, 2-3= -70113 BOT CHORD 2- 5=010, 4 -5=010 •� NOTES gust); h =25ft; • TCDL =7.Opsf; BCDL =3.Opsf; Category' II; Exp C; closed; C-C 1) Wind: ASCE 7-02;146mph (3- second 9 ); other live loads. Exterior(2); Lumber DOL =1.33 plate grip DOL=1.25. 2) This truss has been designed for a 10.0 psf bottom chord live Iced nonconcurrent with any for live cads. inspection. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen quality 5) Provide mechanical connection (by others) of truss to bearing plate Refer to girder(s) for truss to truss connections. late capable of withstanding 92 Ib uplift at joint 3 and 625 Ib uplift at joint 2. concentrated load of ZOO.OIb live located at all mid panels and at all panel points 6) along the Bottom Chord, noncof ncurrent with any other live loads. This truss has been designed LOAD CASE(S) Standard 6.300 s Job Reference Inc. Wed 14 17:39:19 2007 Page 1 Feb 15 2006 MiTek Industries, 3-0-0 3-0-0 5 • DEFL in floc) IIdefl L/d • Vert(LL) -0.01 2-4 >999 360 Vert(TL) -0.02 2-4 >999 240 • Horz(TL) -0.00 3 nla n/a • Wind(LL) 0.00 2 - - 240 BRACING TOP CHORD BOT CHORD :7.5 •••• •• • ••• • • • • •••• • •• •• Structural wood shcethir3di s 1' applie ; 3-O•0c Purlms Rigid ceiling directly apiiigd' j 6-0-0 oc facia.. • • • • • • • • •••• • • • • •••• • • • •• • ••• • • • •• ■---"°`■■: _....... -s. ru mm_ MIAMI FL. 33166 ••• • ••• • • ••• • •• • •• ••• •5 ••• •• • • • •• • •••• • • •••• • •• • • Job 21712 -1 Truss J4 Truss Type JACK TR DADE TRUSS COMPANY, INC., MIAMI, FL. 33166 -1-6-0 r Qty 10 Ply 1 CARLOS MONTERO -MAYDA & SIMONE ADDIT. 0006 Job Reference (optional) 6.300 s Feb 15 2006 MITek Industries, Inc. Wed Feb 1417:39:20 2007 Page 1 1-6-0 4-0.0 4-0-0 3 2x4 = • • •• ,LOADINt3 TCLL • 304. ,TCDL••03.0; BCLL 0.0 .'BCDL 10.0 .Sh/1CIf1�f3 2-0-0 •Plates Increase 1.33 .l4416erincrease 1.33 C A? Argss Incr YES Code FBC2004/TPI2002 • .••• CUMBER. • ' • • • • TOP CHORD D L' (4 VP, N4� • • 13OT C F 4 SYRNo.3 • •• •• •• CSI TC 0.57 BC 0.40 WB 0.00 (M) DEFL in (loc) Vert(LL) -0.04 2-4 Vert(TL) -0.05 2-4 Horz(TL) -0.00 3 Wind(LL) 0.00 2 Udell >999 >833 n/a Lid 360 240 n/a 240 PLATES GRIP MT20 244/190 Weight 15 Ib BRACING TOP CHORD BOT CHORD • • • i2EACTI01I1' (Ilr/size) 3 =143/Mechanicai, 2=493/0 -8-0, 4=36/Mechanical cal • "' aX Horz 2=2•4(Icad case 3) • • • Mex UpIift3 =2l0 toad case 3), 2 load case 3) •' Max Grav3=143(Ioad case 1), 2=493(load case 1), 4=236(load case 6) FORCES (Ib) - Maximum Compression/Maidmum Tension TOP CHORD 1- 2=0/44, 2- 3= -81/32 BOT CHORD 25 = -0/0, 4 -5=-0/0 Structural wood sheathing directly applied or 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-02; 146mph (3 -second gust); h =2511; TCDL= 7.Opsf; BCDL =3.Opsf; Category II; Exp C; enclosed; C-C Exterior(2); Lumber DOL =1.33 plate grip DOL =1.25. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 Ib uplift at joint 3 and 655 Ib uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job T Truss T Truss Type Q Qty P Ply C CARLOS MONTERO -MAYDA & SIMONE ADDIT. 0007 DADE TRUSS COMPANY, INC., MIAMI, FL 33166 6.300 s Feb 15 2006 MiTek Industries, Inc. Wed Feb 1417:39:21 2007 Page 1 1 -1-6-0 1 7-4-8 1 1 1 Scale = 129.0 6x8 MT2OH= 3.50 rli 3 3 co alb 2 4 4 it 5 5I� .=. 7 8 8 3 = 7 3x5 = 5x8 = I 7-4-8 1 1 1 Plate Offsets (X,Y): [6:0- 3-0,0.30) •••• • LOADING (psi) / 2-0-0 C CSI D DEFL in (Ioc) Udefl Lid : • • •�l.ATES •• i3RIP ••• /SPACING 2 SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 TH AVE. MIAMI FL 33166 ••• .• ••• • ••• • • •• ••• • • • • •• • ••• • HIB -91 Summary Sheet • COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES °. it the responsibility of the installer (builder building contractor, licensed ntractor, erector or erection contractor) to properly receive, unload, ato►e% ndle, inatell and brace metal plate -connected wood trusses to protect iie.end werly :The Installer must exercise the same high degree of safety awareness as th any other structural mdrial; TPI does not intend these recommendations to •irderpreted as superiortothe projectArchiteet's or Engineer's design specification • handling, Metalling and bracing wood trusses for a particular rod or floor. These ommendations are•based upon the collective experienes of leading technical TRUSS PLATE INSTITUTE 583 D'Onotrlo Dr., Suit 200 Madison, Wisconsin 53715 1 533-aaoa personnel inthe woodtruss industry, but mud, dustothe nature of responsibilities involved, be presented as s guide lor the use of a qualified building designer or instailer.Thus, the Truss Plate Institute, In& expressly disclaims any respond' (WV for damages Wising use, appiealionor Mania onlM recommendations and Information contained herein by _building designers, Installers. and others. Copyright 0 by Truss Plate Institute, Inc. 'Ai rights reserved. This documerd or any part thereof must not be reproduced In erg torn w thou* written permission of the publisher. Prirdsd In the United States. of America.. .. • • • • • • • • A Trusses stored horizontally should be sup- ported on blocking to prevent excessive lateral bending and lessen moisture gain. Trusses stored vertically should be braced to prevent toppling or tipping. Approximately Approximately %truss length 11, truss length Truss spans less than 30'. Spreader 111=1111111111/ 0.0.4.01001.2/02 TOe In Toe In Approximately 112 to% truss le . Less than or equal to 60' Spreader' Bar WWI. I_ -10.41111111r Toe In Toe In Lifting devices should be connected to the truss top chord with a closed- loop attachment utilizing maleflaill such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Approximately to %truss le Tag Une Less than or equal 10 60' Tag . Une Strongback/ SpreaderBar Trig Una • Strongbeck/ SpreederBer 10' MeratiNati At or above mid-height Tag Approximateht tO VI truss length Greater than 60' Akilk741111 :rot ,11 bit 10'. 10' • Approximately %to Varlength • • • • A:treater thane.° 1* Iv • G• '§z, ad //itk • 1r? • truss cd up of trusses LIANC4, '1.110 •JEfe". ". .4/. • a- G : . • • • • • Typidiatilind • • . • • • • latilord , ,,,..• ..e". , A *. • • ..... .. . K . ■ • • • • . .17.1.. .• . ,•.''.. ----..r.=•:•---7:7 ,s•----- • •,;.. c-:.: •••:.... ,..0-4,—.1.- Tr - Atc„. , A ./ • • •tr'Itt-k,Ne44: It, B Ground Brame Vattiests (TDV) Ground braze lateral (LB) Ground w a4• (°& & round eig • woe: z•-• floor Gestate smut nave — capacity to support ground • • • N 114 truss Mom! (LB& group d • End breeze (Ern ei1 Backup ground %1 stake Driven ground stake. saw S1) Typidel horizontal tie member with multiple Make" (111) Pram') 9 1 a —1 4 or greater V...'"Illia ,A •■■•■.,\NRIk" A W4f■-■ ‘11.•- 41061.A.emb ••■■■___ Nivik \ ft... , ..... \ 10r70,igmes.,, 4C4).. ii*e•o* ljog■,, VIVNIVa."L /0011111■. ....cm 1 • • • DF - Douglas Fir-Larch HF Hem-Fir • AN lateral braces lapped at least 2 trusses. SP • Southern Pine SPF Spruse-Pine•Fir Continuous Top Chord Lateral Brae Required • • 'Qin:horde thalami laterally braced can burble ogaDwrand ovum meagre Mows laandlells- sal bracing. Dimond bracing should bawled °Ow undarsids at Sur top chord vase purDta gra altactrad to the topside et the top dolt • o • • • • • • - • • • • • • • • .. _ , _• NIBNYAINIrne' ser./.411/443,7,621 AdoserAmisisrAp Amswfir-smisr4r/314 • 6-4 , • • 41 11,,1111111111;4111; ,Irze • • / • Aim/ Aiwor-Ap • 2.5 17 12 9.0 5' 0 - 6 3.0 5' 5 3 See a registered professional engineer F - Douglas Fir-Larch SP - Southern Pine - - F - Hem-Fir ----- • - --SPF---Spruce7PIne-FIr ontinuous Top Chord Lateral Brace Required All lateral braces lapped at least 2 trusses. • • • • •-•011 -- 1-- ••• • '• • 10' or Greater Attachment Required e■ "'row. Top chords Orders laterally braced can buck,. togetharand causecollapse it there is no diago nal bracing. Diagonal bracing should be nailed to the underside of the top chord when patina are stlacbed to the topside ol the lop chord. rolOpplot.y.its.01,70.t -v NIP See a re • istered • rolessional en • sneer DF - Douglas Fir-larch ' HF - Hem -Fir SP - Southern Pine SPF -Spruce-Pine-Fir Ail lateral braces lapped at least 2 trusses. atom chord diagonal bracing repeated each end of the building and at same )acing as top chord diagonal bracing. ' ``1R �•�b�'NE�.ti ten• �tvr'. • • •• • • •• 1• • • • • • • • • • • • Ao`,, `fie \I 'o se `s \ • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Cross bracing repeated at each end of the building and at 20' Intervals. Permanent continuous lateral bracing as specified by the truss engineering. 0 'Now _414 =45° 40; ,\ WEB.MEMBER PLAP Frame `SPAS Upto32' Over 32' - 48' Over 48' - 60' Over 60' 30• 42' 4r See a re 8' 6' • 5' istered ;ID GO rF_ tru g:e, S•561D•F 3PF /HF •. 16 6 10 ofessional engineer - Douglas Fir -Larch SP - Southern Pine - Hem -Fir SPF - Spruce- Pine -Fir 4 2 Top chords thetas. lat ragybreadanbuckle topoth•rand cause collapse Inhere lino diago- nal bracing Diagonal bracing should be nailed to the underside d the top shoed when purges are attached to the topside d the top lord. _....._;:dz„p_.-..., 4..I'-'4.4P1b4**11.1.-- ** :Z■44#4—b__ ,, t_s _ .4e'..I.IZW p . .4 • t I1 � � 4 f ' braes lapped The end diagonal brace for c. ti levered trusses must be Placed on vertical webs In line with the support. . •1 /{ 30a or } greater End diagonals .i'e'essentlal far • stability and must be duplied sie t both ends of the truss system. •••• • • •••• yam• "" Py��y,,.STO O top avails aniar•glara0gbiiosd 'Ilia bnd& age sradeatw•odlip-ellane•Nno ... albradag r.Diagens boning should b•nailed ---- -- *the u dordde atlas tpp chard when parks a• attached to the topside of Ns top deed. 16 • •••I • • e • • •• • sCiorltliHsotss • • :Top Chord • ••• • • • • 'Lateral Brash • •Regmred • M ▪ d o • a1B'i4rGreat�re •.iti • • •••. • • • ••:NT • _••••••••: Attachment Required. i'eQ #1,PP'„ _ _ _ . ,_ _ _■,-_ 4 • 1 --ir '- " 4 #YA°. I 0 di i e, 4 04.-=, , , . _ All lateral braces Zapped at least two trusses. End diagonals are essential for stability and must be duplicated on both ends of the truss system. Frame 5 Trusses must have tun ber oriented in the hot zontal direction to ut this brace spacing. ,ot. ate a• y ,' � '` '''"` , 'A �'�'r`�TCH i Sk W y f 7Na r1 � 3 1 IM �� � ,, �i�, tr v �`h.�kfl Y 7 ■ 1 3i %:... m Y ' , , �;hl,�"'?h�'r� �C�r�H•RD RALL BRACE ' ACING(Lb"0" }' r. 9 n • TO • • ri DIAGO CE �.) �_ SPAIN D � 1/2" • •.''•: >�;a:ea �.:''`�:. SPlDF:�• 17 SPF %HF.4. 12 ,.to 24' • 3/12 8' rer 24°- 42' 3/12 7' 10 6 rer 42' - 54' 3/12 6' 6 4 ver 54' See a registered professional en9lneer� - Douglas Fir -Larch - Hem -Fir SP - Southern Pine SPF - Spruce - Pine -Fir /cc- •J • i 12 K"-13 rester • N• / Diagonal brace also required on end verticals: *chords that are laterally brand can buakb gether.ed causecollsp•• Where lane dingo• ubraclnp. Diagonal bracing shorwbenaiad • the underside of the top chord when purlln re attached to the topside .l the top chard ±nor''TAUfl • ' f - AlIlateialbraces dapped at least 2 ./ trusses. •/ 'Attachment � "! • • • •••• • -._. • PLUMB Truss Depth Din) Lesser of D /50 or 2° aximum solacement OUT -OF -PLUMB INSTALLATION TOLERANCES, =1%" .r. •• •• •• •• • angel • *-010 l • ' • • • • • . •• • . • • w • • • •• • .• • • • • ••• • • • ................... • : .. .. .,........ »s ass » • • Lin) Lesser of 2 y L/200 or L(in). L/200'` ,L(„):. 50" 1/4" 12" 1/4" 1' 24° 1/2" 2' '. 36° 3/4" 3' 48" 1" 4' 60" 1 -1/4" 5' 72° 1 -1/2" 6' 84" 1 -3/4" 7' 96" 2" 8' 108" 2" 9' OUT -OF -PLUMB INSTALLATION TOLERANCES, =1%" .r. •• •• •• •• • angel • *-010 l • ' • • • • • . •• • . • • w • • • •• • .• • • • • ••• • • • ................... • : .. .. .,........ »s ass » • • Lin) Lesser of 2 y L/200 or L(in). L/200'` ,L(„):. 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' L(in) Lesser of L/200 or 2° :..p. : L(ft) . 200' 1° 16.7' 250° I 1-1/4" 20.8' 300° 1.1 /2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. IMUM GRADE OF UMBER: ' CHORD : 2X4 No. 2ND 19 S!' CHORD : 2X4 No. 2ND. 19 SF 3S : 2X4 No. 3ND 19 SP PLATES ARE MITEK M20-249,200 MAWUFACRIRED FRRN 46 D' GALVANIZED STEEL (EXCEPT AS VON) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT SpAME�Y F, WN) DESIGN CONFORMS W /NOS SPECS. SSBS.NDS.ANSI/TPI -95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY. FOR f ERMI lj, , (WHIP,I ,ALWAYS REOD.) CONSULT BLDG. ARCHITEC ALVANIZED METAL EAT & STRAP 3Y BLDR :) PTIONAL SOUARE JT (TYP.) 2x4 PLATE 2.5 & OVER 12 2X4 PLATE 48" to 72" OH NOTE: FOR 72" OVERHANG USE 2X4 1 DENSE KD S.PINE OR 2X6 2 S.PINE LVANIZEO METAL AT & 'STRAP r BLDR.) 2X3 PLATE 2.5 & OVER 12 `CRETE TIE BEAM 2X4 LEDGER BOLTED TO TIE BEAM W/1/2' OW.- DOLTS 0 4' -0" O.C: (BY BLOR.) HURRICANE CUPS (BY BLDR.) IP OPTIONAL RETURN SEE TABLE 214 OR 2X6 2X4 OR 216 CONCRETE TIE BEAM (TYP) 2X4 LEDGER BOLTED TO TIE BEAM W/1/2' DIA. BOLTS 0 4' -0' 0.C. (BY BLOR.) HURRICANE CLIPS (BY BLDR.) CALVANO YERIL SEAT t? SIM (BY BLDR. ... • ▪ • • CAUTANRED METAL • T & RAP BY BLOR •.. •• i. OPTIONAL SQUARE :.. (tom.) MAS -2DT 12 2:5 & OVER- NOTE: TRUSS ANCHORAGE TO BE PROVIDE° BY PROJECT ENGINEER OR ARCHITECT. - MAXIMUM OVERHANG GRADE OF LUMBER . W/ W /0117 PIASTER 2X4 2X6 2X4 2X6 1 2 ND 19 SP 2' -1r 4'-2• 3' -3" 4'4 / 2 0 19 'SP. 3' -O' ; j4' -6' 3' -2' 5' -1" j 1 ND 19 SP 3'-r! ;4' -7' 3' -5' 5' -2' • / 1 0 19 SP 3' -2' ' 4' -11' 3' -5. 5'4 DING. (PSF) LIVE : 30 DEAD :• 15 TON : 10 4l 55 OVERHANG DETAIL °"°cam, k MEE 601 LT. 70 AVI 10110. ILL MU on 00 111 -016 - (IN)41�Mw ▪ N00411 -110 u M 411410 OR 216 OR 216 CONCRETE TI BEAM (TYP) 2X4 LEDGER BOLTED TO TIE BEAM W/1/2" DIA. BOLTS 0 4' —O' 0.C. (BY BLDR.) HURRICANE CLIPS (BY BLDR.) 12 GALVANIZED METAL 2.5 & OVERT SEAT & STRAP (BY BLDR.) 2X3 PIA 2X4 P 714 2x7 PIATE 24' TO 34' OVERHANG � . II 214 OR 216 214 OR 216 CONCRETE TIE BEAM (TYP) OPTIONAL: X4 LEDGER BOLTED TO TIE BEAM W/1/2" DIA. BOLTS • 0 4' -0' 0.C.AND HURRICANE CLIPS (BY BLDR.) DES. BY CHECKED BY DATE DRAWING J08 No. • MM 6/25/98 • • 18 -10-12 CORNER JACK (CJ07) I MINIMUM CRADC OF LUMBER: TOP CHORD : 2X4 No. 2ND 19 SP BOT CHORD : 2X4 No. 2N0 19 SP WEBS : 2X4 No. 3ND 19 SP PLATES ARE IBM 1120- 249.2001UNUFAt1URED FROM ASTM A 466 GRD A GALVANIZED STEEL (EXCEP1 AS SHOWN PLATE MUST BE 0141 EA. FACE OF JOINT SYMMETRICALLY W/NDS SPECS, S,WpS,ANSI/PI -195 THIS IS FINSTALLED TRUSSFABRICATION ONLY. FFo? ANPITBR�@G enacts YS REOD.) CONSULT ARHE NOT41' • • • • FOR CONNECTION SEE CORNER JACK DETAIL BELOW 1 U BRG. II II. SRC tNATES DEAD LOAD ON 7) CHARD F[�g�y(Np�p IA7 T' r1 118# or AITATTA iillr N102)(1.42)+(330)14.25)+(506)(7.08)= 9.9 15180 ROOF LOAD Rr =(298)51.42) +(766)(4.251 +(550)(7.08 9.9 178411 WIND UPLIFT NRGCH_ ORAGE BLDR TO I LOADING. (PSF) TOP, LIVE : 30 TOP DEAD : 15 BOTTON : 10 TOTAL : • 55 ,QTR. INC. : 1.33 HIP -SET DETAILS A) ALf201SNe'CtORS;Mkt MUST BE INSTALLED PER MFG. SPECIFICATIONS. • ' B H A N G E R S P D FOB TI;IJ$SES LESS THAN 12'-0" SPAN (UNDER 6500 (REACTIONS;) : ' :MIi41' a S1dPPI w e r el• -6)R. . . •! • • 'C)'FOR YR JSB DATA,1.4114itER, PLATES, ETC. REFER TO INDIVIDUAL ENG. DRAWINGS;. • ..D H DHIP SET HAS BEEN DESIGNED FOR THE LOADS GENERATED BY 146 MPH i SI1 S ATt.Ft ABOItI'E•GROUND LEVEL. ASCE 7 -96 COMPONENTS AND CLADDIN(G U.ODa.$PSETOPCHORQ AND 3.0 PSF BOTT. CHORD DEAD LOAD ARE BEING USED, .' .:111E SIQNMIjfA OCCUPANCY CATEGORY II, TERRAIN EXPOSURE C AND INTERNAL PRESSURE COEFFICIENT CONDITION I. JHA SKEWED USP UPLIFT=(892)(.5)=446# NORMALa(2114)(.85)=1798# TOTAL: UPLIFT & NORMAL 446 +1796=2242# PA1 USP ANGLE (011 EQUAL) AND -16d TOE NAILS (BY BLOR.) 0. 01- 0417 -11. JHA 213 US! HANGER UPSIDE DOWN (OR EQUAL) N0.02- 1028.02 • --,.IIP GIRDER I dtv 11.103 THROUGH J07) I 0'-0" TO ' -0" j NCHORAGE TO I JHA 213 IMP HANGER (OR EQUAL) NO.02- 1028.02 DADS TRUSS — 0401 ILL 74 AU. IOI L AIL MN oaW9au -va Norm pml1111-8111 AX. REACTION 395M -16d TOE NAILS I2 -16d TOE NAILS I IREV. 6/13/03 DES. BY : MM CHECKED BY •SJJ_ DATE : DRAWING • JOB No. lade Truss Company,inc. HANGER SCHEDULE 6/11/04 MARK ' MFG BY -. TYPE NAILS TO TRUSS NAILS TO GIRDER Girder /Heel MAX. UPLIFT (POUNDS) MAX. REACTIONS (POUNDS) 25% &33% MAX REACTIDNS (POUNDS), @ 0% ENG. .SET PAGE # . NOA 1 USP JHA213 45LSR 3 -10d 18 -16d 446 1796 1796 - 3 - 10d 14 - 16d 2x4/2x4 446 1396 1396 6C 02- 1028 -02 3 -10d 12 -16d 446 1197 1197 3 -10d 8 -16d 446 798 798 3 • USP JHA424 6 -10d 30 - 16d 1142 3650 3650 6 - 10d 20 - 16d FLOOR 1142 2220 2433 6C. 02- 1028 -02 4 -10d 14 -16d MAX. 761 1776 1703 4 -10d 10 -16d 20" DEEP 761 1110 1216 2 USP HUS26 6 - 16d 14 - 16d 2X6/2X6 • 1925 3235 2590 6 - 16d 10 - 16d 2X6/2X4 1925 3235 2590 6B FL - 818 4 - 16d 8 - 16d 2X4/2X4 1283 1386 1110 4 USP • HUS28 8 -16d 22 -16d 2X8/2X8 2570 4160 3890 6 - 16d 18 - 16d 2X8/2X6 1927 4160 3890 6B FL - 818 6 -16d 12 -16d 2X6/2X6 192 2268 2112 4 -16d 8 -16d 2X6/2X4 1285 2268 2112 - -_ FL - 815 11 USP THD28 -2 16 -10d 28. -16d, 18 -16d‘ 2X8/2X8 2X8/2X6 2390 1792 4690 4690 3750 -3750 6D 12 - 10d 12 -10d . 12 - 16d 8 - 16d 2X6/2X6 2X6/2X4 1792 596 . 2010 2010 : 1607 ."1607 •s,•••• • • • _ ~ • 4 - 10d 12 USP 10 -16d . 36 -16d 2X8/2X8 2665 7825 •260 • • • • • THDH28 -3 8 - 16d 20 - 16d 2X6/2X6 2132, 4347 ' 2477 BE FL- 821, USP EHUH 14 -HN20A 32 -HN20A 2X8/2X8 2790 4775 __- __ 4775 '•'•• _ 28 - 2N 10 -HN20A } 20 -HN20A 2X6/2X6 1992 „•„2984 ' A,: 0 as. 05 2984 _. :._- 2X6/2X4 _ 8984 • 9 USP EHUH 16 -HN20A 40 -HN2OA 2X8/2X8 2850 5335 ' t335. " ". 034064.1405 28 - 3N 14 -HN20A 26 -HN20A 2X6/2X6 2493 3467 ; • • • 67 8 •• SPH1 )y Bldr See Eng. Detail - Special Hanger 2 -5/8° Bolts 4 -5/8" Bolts MIN. 2X6 VERTICAL 4748 5675 4540 8C N/A SPH2 ,y Bklr See Eng. Detail Special Hanger 3 -5/8" Bolts • 6-5/8" Bolts MIN. 2X6 VERTICAL 7800 7810 6248 8D N/A -- — SPH3 ry Bldr See Eng. Detail Special Hanger 4 -5/8° Bolts 9 -5/8" Bolts MIN. 2X8 VERTICAL 10900 11700 9360 8E N/A tote: These values and specifications have been taken from manufactures literature approvals. All hangers must be installed in accordance with the manufacturers specifications. Cross reference hanger mark shown in truss layout with mark on this page for hanger type required. xample: (1) Use one JHA -213 from USP MFG. ee page 6C for MFG Spec's included with Engr. Sheets). II Special Hangers to be provided by Builder. (1) Rev. 4/9/04 Excel: S:1 Schedule 1 Hanger Schedule -DT 12) Rev. 6/11/04 A