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1209 NE 96 St (12)f • TO: Miami Shores Village Building Dept : AMERICAN ALUMINUM ENTERPRISES, INC. 1315 Neptune Drive • Boynton Beach, Florida 33426 Licensed & Insured • License No. CRCO 53094 Wholesale, CRCA 53094 Retail We are the Dade County notice of Acceptance holder for American Aluminum Enterprises, Inc. ASSA/Economy Aluminum Accordion shutters under number # 98 -0608.18 This letter authorizes American Aluminum Enterprises, Inc. to use ASSA/Economy Aluminum Accordion shutters approved under number #98-0608.18 to be used at the following job: Francois Maclellan 1209 NE 96 ST Miami shores,F1 Sincerely, Brion Talley Permitting & Engineering Manager Palm Beach: Phone (561) 732 -8106 • Broward: Phone (954) 728 -8688 Main Office Fax (561) 732 -1435 • Sales Fax (954) 480 -9244 • (561) 733 -9989 • METRO -DADS PRODUCT CONTROL NOTICE OF ACCEPTANCE American Aluminum Enterprises, Inc. 1315 Neptune Drive Boynton Beach FL 33426 Your application for Product Approval of: ASSA/Economy Aluminum Accordion Shutter under Chapter 8 of the Metropolitan Dade County Code governing the use of Alternate Materials and Types of Construction, and completely described in the plans, specifications and calculations as submitted by: Applicant, along with drawings prepared by Walter A. Tillit, Jr., P.E., and test reports prepared by American Test Lab of South Florida. has been recommended for acceptance by the Building Code Compliance office to be used in Dade County, Florida under the specific conditions set forth on pages 2 et. seq. and the Standard Conditions on page 3. This approval shall not be valid after the expiration date stated below. The Office of Code Compliance reserves the right to secure this product or material at anytime from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, the Code Compliance Office may revoke, modify, or suspend the use of such product or material immediately. The applicant shall re- evaluate this product or material should any ammendments to the South Florida Building Code be enacted affecting this product or material. The Building Code Compliance Office reserves the the right to revoke this approval, if it is determined by the Building Code Compliance Office 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.: 98 (Revises No.: 97 0225.05) Raul Rodriguez Product Control Supervisor THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE COMMITTEE Expires:03 /31/00 This application for Product Approval has been reviewed by the Metropolitan Dade County Building Code Compliance Department and approved by the Building Code Committee to be used in Dade County, Florida under the conditions set forth above. Approved: 07 /07/98 Internet mail address: postmaster @buiidingcodeonline.com .. :, S.. w METROPOLITAN DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 PRODUCT CONTROL DIVISION (305) 375 -2902 FAX (305) 372 -6339 Director Building Code Compliance Dept. Metropolitan Dade County Homepage: http : / /www.buildingcodeonline.com American Aluminum Enterprises, Inc. ACCEPTANCE No.: 98- 0608.18 APPROVED EXPIRES • NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS JUL 0 7 1998 Mar. 31, 2000 1. SCOPE This revises the Notice of Acceptance No. 97- 0225.05, which was issued on March 31, 1997. It approves an aluminum accordion type shutter, as described in Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building Code, 1994 Edition for Miami - Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION The aluminum accordion type shutter and its components shall be constructed in strict compliance with the following documents: Drawing No. 98 -114, titled "ASSA/Economy Accordion Shutter," prepared by Tilteco Inc., dated May 14, 1998, sheets 1 through 9 of 9, 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. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS All permanent set components, included but not limited to embedded anchor bolts, threaded cones, metal shields, headers and sills, must be protected against corrosion, contamination and damage at all time. 4. INSTALLATION The aluminum accordion type shutter and its components shall be installed in strict compliance with the approved drawings. 5. 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 ". 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 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installation of this system. I 4. Helmy A. Makar, P.E.- Product Control Examiner Product Control Division -2- American Aluminum Enterprises, Inc. ACCEPTANCE No. : 98- 0608.18 APPROVED JUL 0 7 1998 EXPIRES Mar. 31, 2000 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 documents, 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 purposes. 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 needs 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. END OF THIS ACCEPTANCE it/(az Helmy A. Nf akar, P.E.- Product Control Examiner Product Control Division -3- 0 ti /575 laaoe7 f /�� N A '- (t -- - - -- U "ti . 4 4 0 ' E `j) r,U i c' t >> ti / • ks .... , ti. et eil //. o . Q5-/>he /G • G, /8. o l /750 0 /G - 50 /Ye • • i� —or \ ago 0 -c, V � 1 ` . � v • r This proeprty described as: Lot 15 and the East i of Lot 16, Block 83, MIAMI SHORES SECTION NO. 3, according to the Plat thereof, as recorded in N ` Plat Book 10, Page 37 of the Public Records of Dade County, Florida. Note: Underground encroachments and utilities, if any, not located. Fence ownership by visual means only, legal ownership not determined. FLOOD ZONE: X /AE FLOOD INFORMATION: Community No.: 120652 Panel No.: 93 Suffix: J Date of F.I.R.M.: 3 -2 -94 Base Elevation: +8.00 N.G.V.D. C'G - C'i�or -7, 74:;Ve - /cvC2.7 • F'ev - 7 4 �� / /z2,4/ - 62 Dade Co,), - 8.2s PROPERTY OF: MacLellan, Francois, 1209 N.E. 96th Street, Miami Shores, Not valid unless embossed with Surveyor's Seal. SI. R \I1 I herebs a emit, that the• utnes wine stinted heree>.r meets the mt nemun> tee hnual standards set tort bs the B1hird 01 landur,evors 111 1 hapte•e 61(;17 -6 rinr.d Admmitxa11ve ( pursuant to 41e 11(10 472 0 Slelllles 91ere are 111 eneweayh tents. nse•rl. raseme•eas app. ne; un t he 1tthet than as , he n he•n• et" A G . 4 /PEA ✓r' A /61118 v%/Fr II Reg. land /0'ieVel! Vn 5 Q , 1':r ' r - I \I 137 / / / / I /5 j /4/ l� ,, I ! i " 2 // /a 9 g 7 7� kr - , . 5F 75' f • J L Certified To: Absolute Title Company, Fidelity National Title Insurance Company, MacLellap, Francois and World Savings and Loan Association, FSLA, its successors and/or assigns. DATE 2-/5-95 // • /c' e Cc :• Florida. . CANNES and GARCIA, INC. ENGINEERS - LAND SURVEYORS - LAND PLANNERS - f Office address: 359 Ale afar .Asenue. ( oral Gables. 1 Innda 33134 Mailing address: P.O. Box 5611 11. Miami. Florida 33156 (305) 666 -7909 (305)523 -863 SCALE / �2o DRAWN BY URIC. NO 28602 r 4 2 ANCHOR SPACING vs DESIGN PRESSURE 59.6 PSF 71.5 PSF 81.5 PSF 91.4 PSF POURED CONCRETE CONCRETE BLOCK POURED CONCRETE CONCRETE BLOCK POURED CONCRETE COt4CRETE BLOCK POURED CONCRETE 1 CONCRETE BLOCK ANCHOR TYPE PANEL E.D. 'TENSILE SHEAR TENSILE I SHEAR TENSILE 1 SHEAR TENSILE 1 SHEAR TENSILE 1 SHEAR TENSILE SHEAR TENSILE 1 SHEAR 'TENSILE 1 SHEAR R'■.;.'ii:MNiN a 114 STUD ANCHOR 1 117 MIN. EMBEDMENT 144" SPAN 3' 18" 16" 14' 17" 12" 8' N/A N/A N/A N/A N/A .0 N/A 15" 13" 12" 14" N/A 10" N/A 7" NA N/A N/A N/A 13" 12" 11" 12" N/A 9" j N/A . T N/A N/A N/A N/A 12" 10' 9" 11" 8" 5" N/A N/A N/A N/A N/A N/A 2" 1 1M" 9" 10' 12' 16' 5" 7' 9" 13' 144"' SPAN 3 18' 18" 16" 18* 15 10' 14' 12" 1 11' 13" 9" 6" 17" 15" 14" 17" 12" 12" 10' 9' : 9" 11" 8" 5' 15" 13' 12" 15" 10* 11" . 9" 8" ; 8' 9' 7" 5" 13" 12" 11" 13" 10" 7" 9" 8' 7' 8" 6" 4" R`i•‘' \''■\ 5116 1 314 NAILED STUD ANCHOR MIN. EMBEDMENT r 1114" .....„,.. 144 SPAN 3 r 18" 16" 14" 12' 9" 6" 12" 11' r 13" 9" 6- 15" 13" 12' 10" 10" 7" I 9" .. ! 5" ; 8" 11" 8' 5' 13" 12" 10" 9" : 9" 6" i 8" 5" i 7" 9' r 5" 12" 10" 9" 8" 6' 4' ! 8' 7' 6" 8" 6" 4" 114' SLEEVE ANCHOR 1 114" MIN. EMBEDMENT • • 7 1114" - 144' SPAN 3 10" 9" 8" 14" 10" 7" ; 8' • i 7' ; 6" 12" r 6" 8' 7" 7' 11" 8" 6" 6" 6" i s- 10" 7" r 7' 7' 6" 10" ; 6" 7" ; 5" 5" ; 4' 9" 6" 4' T 6" 5" 9" 1 r 4' 5" 4" 4" 8' 6" 4' L 114" STEEL SLEEVED DRIVE ANCHOR 1 318 MIN. EMBEDMENT 2" 1 1 114" / 1 : 144" SPAN 3- 10" 9" 8" 13" 9" 6- r 6" s- 11" T 6- 8" 7" 6- 10" 7" s- 6" 5" 4- 9" 7" 5" 7 - 6" 6" - 9" 7" r 5" 4" 4" 8' 6' 4' 6" r 5" 8' ! . 6- 4' 4" 4" 4" 7' 5" 4' 1 1 A" ZAMAC 1 3/8" \.1 HAMMER DRIVE MIN. EMBEDMENT r 1 114" ,-1-VaIMI-VMUZZZ-M mLN 2...tItscivctrtItt ...... 114" MASOWRY scalers (VARIOUS MEADS) 1 112" MIN. EMBEDMENT 144 SPAN 1 I 3 13' 11" 10" 17" 12' 8" . 9" a- 7" 11" r 6' 11" 9" 9" 14" 10- r r , : 6" 9" 7' 5" 9" 8" r 12" 9' 6' 7" : 6" i 5" 8" 6" C 8" 7' 7" 11- 8' 5" 6" s- 5" 7- r 4" 2' 1114" 144" SPAN 3" 16' 14" 13' 15" 11" 7' 7' r 6' 11" 8" 6" 13" 12' 10" 12" ' 6" 9" ; 6' T : 5" 9' 7" 5" 11" 10" 9" 11" 8" 5" 5" 5" 4" 8' 6' 4" 10" 9' 8" 9" ; 7" ; 5" ; 5' 4" 4" r • 5" 4' r_i i , 1_1 21/2" 1/4 x 718' , 1/2 DIA MACHINE SCREW ANCHOR V i WOOD APPLICATIONS 59.5 PSF ' 71.5 PSF 81.5 PSF 91.4 PSF ANCHOR TYPE SPAN SPAN TENSILE 1 SHEAR 1 TENSILE 1 SHEAR TENSILE 1 SHEAR TENSILE 1 SHEAR 2D:1 1" IN TENSLE BRASS WOOD BUSHING 144" SPAN 114-20 18" 8" 15" • 6- i 13" 6" 18" 8" T------- - I- 144" SPAN 1 14" 13' 15" 18 18" a- 11" 14 19" 1 11" 13" 15" 20r 6" 10" 12' 16" 10" 11" 13" 18" 6' 8' 10" 14" ! 9" 10' 12' 16' 5" 7' 9" 13' 3/13- imb WOOD LAGS (VAMOUS HEADS) .1 PAININUIA E11413EDmENT 7/16" ANCHOR SCHEDULE NOTES: TENSILE = WALL MOUNT OR PULLOUT APLLICATIONS SHEAR = FLOOR AND CEILING MOUNT APPLICATIONS ANCHOR SPACING ALLOWANCE ONE INCH. MINIMUM EMBEDMENT IS FROM MOUNTING SURFACE, EXCLUDING BRIO< PAVERS ANC CERAMIC TILES. --., • ....... „ .* / 44*, : - ROBERT!' 0,- ;. PE EB — ODO6 Ci2 4 Mt' ElIGII*E1/11C,ITIC APPROVED AS CO )WMI THE SOUTH FLORIDA ' I r %CODE DAT 1111 ° ''.. 1 1 la9L BY /MN PRODUCT C ivy D 1S:ON BUILDING CODE _ _ , COMPLIANCE OFFICE ACCEPTANCE NO.a... 2 - --.1—-- REVISIONS ;3Y L SEP/M8 10/01/95 SNTIVN 95075 MO7 s 110.20x718',112' DIA MACHINE SCREW ANCHOR 7ir MIN. EMBEDMENT -- &I.M1=14.1.\,1=- 1 WOOD APPUCATIONS BRASS WOOD BUSHING MIN. PENETRATION INTENSL.E ANCHOR TYPE Y 1 318' MIN. EMBEDMENT ... . 1844' 184.20 1 120 SPAN Sr 1 SPAN Far* SPAN x120 SPAN T88' SPAN 1 68' SPAN I 120 SPAN STUD ANCHOR NOT USED IN BLOCK 1/4" STUD ANCHOR 1 112' MIN. EMBEDMENT ANCHOR TYPE - I ANCHOR SPACING vs DESIGN PRESSURE 112r SPAN 88' SPAN 68' SPAN sr SPAN 1 SPAN 6r SPAN -• il N '41 N 1 0 944 }E Fl i 1-_ 120' SPAN I 2" 1114' i 3 88' SPAN I 2 771 Ftifi 68 SPAN 2' I 1114" .... 4 JJ i; 120" SPAN 88' SPAN 68' SPAN 1 PANEL ^t ow 9 4 TENSILE 1 SHEAR I TENSILE I SHEAR I 1r 1r 18" 13" 59.5 PSF 71.5 PSF 1 18" 24" 1 18' 24' 18' 23" 18' 17' t 18' 15' 18" 18" j 18" 16' 18' 14" 1 16' 12' 14 10 I 12' 9' 18" i 1r I 18" I 11" 16" i 9' I 14" I 8' 11' i 7' I 10' I 8' 16" i 1T I Its 10 I I I r 18" : 9" i 18' 8' 16' 7" ! 14" ) • 6" TENSILE 1 SHEAR I TENSILE ! SHEAR 81.5 PSF 91.4 PSF I 1 114' 9 'I 1 184 ^i 9 jilt 3' 2 " 1 114' E.D. yy9 `4 9 Ni 94 19 9 99999 9 A:1 18" 18" 1r 9 :•AAAA El A A 15 11' 7' 14" 10' 18' j 1r 1r 1 18' � 14' 1 10' 1 E`.AAAAA SHEAR 59.6 P CONCRETE 199 91 °944q — - 9 99 9 9 1 g A 9 9 9 1 ' 4 w 9 A A ` 1 4 9 AA :99 99 W A 9 9 9-19 N i 19 4Ei 444 m i 444 m 4 m i44 F 4 18" 18' 13" 18' 16' 11' 6' 18" . 18" 15' 6' . 18" 16" 11' 18' 1r 11' 1T • SHEAR 1 71.5 PSI 7NCRETE 9 -1 -i 9 9 4 19 9 9°91199 '4 1. 14'°1 4 gi I;A1°4AAA 4 giI ; 9 A 4 AAA 9 uiAgi ^9119 A 1 TENSILE I °f owl449y 1 9 99999 9 9 ufo4 1 .. ,..- - -- ' -. ... .._.._. ... .....__.. .- -,' -,— -1--+ -- I 5 PSF --I- -+ — 1:9 9 1 9 9 'R4 4; 9 si 9 ; tiA 9999-19 9 9 4 9 1O4 4 49WN 1 1 99 TENSILE ` o 19 4 44 9 1 Ei ` 1 1 '4 w °t 9 99 : 9 1419 41 9 9 i n� W lit :, 1 0 4 0 4 i j: °4 /4 9 i 1�f i pi off i 9 9 9 1 4 ` i 4 % p1 i Op i 4 .91.4 PSF POURED CONCRETE ; CONCRETE BLOCK 9 :9gi 4 4 4 9 9 4 `4499 5" 18" j 1r tr 1 g W 9 13' 9 - r 10 9 ^419`49 18' 13" I 9 " I 9 9 9 SHEAR I 9 °! ° t y 9 9 9 g °9'R q °! °! 1 1°49 9 : 4 ° 9 `4 9 ; 4 11°4 4% 1 9 9 9 4 9 4 4 4% 99 9 ol 4 9 1 ;"1 '424 ii 419 9 E 4 ' 0 p 0 * b BUILDING CODE COMPLIANCE O N / ON In op 1 og U c i EST. 1 957 METALIiCH, INC. 71635 W. SECOND Cr. HIALEAI1. FL 3:3014 i II1MMS ENGINEERING, INC. EB 0006024 2100 W. 2411, SINk[1, 51111E 311 11WUJ1, IIO14111A 11010 -- &I.M1=14.1.\,1=- 1 WOOD APPUCATIONS BRASS WOOD BUSHING MIN. PENETRATION INTENSL.E ANCHOR TYPE 7116 5816' 1844' 184.20 1 120 SPAN Sr 1 SPAN Far* SPAN x120 SPAN T88' SPAN 1 68' SPAN I 120 SPAN 88' SPAN 88' SPAN 1 120 SPAN r88" SPAN 188' SPAN I 1 120 SPAN 1 sr SPAN 1 SPAN 6r SPAN -• il N '41 N 1 0 944 m 4A4 J 9°4°44999 .... 4 JJ i; J c J G 4 gi 4 9 4 TENSILE 1 SHEAR I TENSILE I SHEAR I 1r 1r 18" 13" 59.5 PSF 71.5 PSF 1 18" 24" 1 18' 24' 18' 23" 18' 17' t 18' 15' 18" 18" j 18" 16' 18' 14" 1 16' 12' 14 10 I 12' 9' 18" i 1r I 18" I 11" 16" i 9' I 14" I 8' 11' i 7' I 10' I 8' 16" i 1T I Its 10 I I I r 18" : 9" i 18' 8' 16' 7" ! 14" ) • 6" TENSILE 1 SHEAR I TENSILE ! SHEAR 81.5 PSF 91.4 PSF ' 0 p 0 * b BUILDING CODE COMPLIANCE O N / ON In op 1 og U c i EST. 1 957 METALIiCH, INC. 71635 W. SECOND Cr. HIALEAI1. FL 3:3014 i II1MMS ENGINEERING, INC. EB 0006024 2100 W. 2411, SINk[1, 51111E 311 11WUJ1, IIO14111A 11010 OESICN PPZEZUREI PANEL SPAN 44.40 ' 125" 47E1 121" 5 I. 2.3 1 7 7" 58.06 67.47 707" 56.85 103" 71.46 99" 75.30 97" E L 45 93" 85.83 90" 97.44 . 58" 1/8" X 1 1/2" FLAT ALUMINUM 8AR SIDE I1�W L (r) THE METALTECH STORM PANELS MAY BE RENFORCED WITH THE USE OF ET17-IER CENTER PANEL STRAPS OR STICHING LOCATED AS SHOWN ON THIS SHEET HORIZONTAL BRACE STRAP 7/4-20 STUD WI77-1 . wiNcNur 12 1/2 0.C. 700 — _ 80 70 60 50 DETAIL I -3/8" /TYP.) FRONT VIEW 7 Sr PANEL SPAN 20 G A 91.44 P.S.F. 1 44.4O PS. ;126'' A4X. PANEL SPAN 20 GA :1 IJ 1 II 1111 11 90 700 110 120 730 PANEL SPAN IN INCHES PANEL DEFLECTION CHART ,n HORIZONTAL STICHING 1 / 4 -20 SIDEWALK BOLT WITH WINGNUT —, p 12 1/2 O.C. STORM PANEL LAP—' SIDE VIEW DETAIL 1 PANEL HEIGHT I cr er-lor 102 1 i MINIMUM DISTANCE BETWEEN GLASS AND PANEL I 2 3/4" 1 1 WALL MOUNT 1 2 1/2" INSIDE MOUNT 1 2 1/2" BUILD OUT 1 2 1/2" 2 1/2" 2 1/2" 2 3/4" 2 1/2" 1 2 3/4" EXPLODED ASSEMBLY STORM PANEL L4P Al FRONT VIEW "ir DESIGN PRESSURE RA77Na POSITIVE = 67.06 P.S.F. NEGATIVE = 91.44 P.S.F. 20 ga. STEEL FOR SPANS OF PRESSURES NOT SHOWN ON AEG vr CHART USE PRESSURE vS. SPAN GRAPH DETAIL "C" * NOTE: CENTER PANEL STRAP OR S7701ING /5 NOT REOUIRED FOR PANELS o-se, 1. maximum GAP BETWEEN PANEL AND HEADER IS 1/.1r 07Pj HORIZONTAL BRACE STRAP PANELS MAY RUN CONTINUOUS BY WIDTH HEADER AND SILL EITHER HORIZONTALLY OF VERTICALLY FRONT NEW DETAIL C ON SHEET 3 WALL MOUNT ANCHORING PANEL rop dc eorrom NO HDR. OR SILL SIDE VIFw HORIZONTAL BRACE STRAP OR STICHING LOCATION ELEVATION DETAIL C ON SHEET 3 11 t (N1 I CO WALL MOUNT ANCHORING PANE1. Top ec SOTTO," _ DETAIL 0 ON 97' DETAIL D ON SHEET .3 mow v7EW SIDE Aril • HEADER 7- YE MAY /ARY, DEPENDING ON APPLIC.ATIGN OUNLS 2.3.5.5 ANO 8 ON SHEET 2 • • ..42.40Err —] \\\\ ; Ez : V 1 121 ! ; 1a; / SILL 7 DETAILS 5.6 AND 8 ON SHEET 2 WALL MOUNT . AND SILJ. FRONT VIEW C SILL. TYPE MAY VARY. DEPENDING ON APPLICATION SEE NOTES ANO CHARM ,. ANCHOR TYPES AND SPADING TYPICAL SECTION VIEWS 1 SIDE viEw DETAILS 13, 1Z 14, 15 ANO 16 ON SHEET 2 BUILD OUT WITH HOP. ANO SILL 20 GAUGE STEEL 0 — 649 PANEL HEIGHT NO PANEL STRAP OR STICHING. IS REQUIRED se+ - tor PANEL HEIGHT ONE PANEL STRAP OR STICHING LOCATED mzsPAN 102 - 126" PANEL HEIGHT TWO PANEL STRAPS OR STICHING EVENLY SPACED AND CENTERED DETAILS 13, 12, 14, 15 AND 16 DETAIL 1 MID 4 ON SHEET 2 ON SHEET 2 !I CLASS // HEADE•P \ 1/4\ ; '1 ti 21 ft 01 :1 • ! i s- DETAILS 7,10 ANO 11 ON SHEET 2 IN MOUNT mr :Ica. AND SILL APPROVED AS COP ' NG iiITH THE SOUTH FLORID/4:G BODE Trig 8 DA y T t r PRODUCT C • VIV.ON BUILDING CCDE COMPLIANCE OFFICE ACCEPTANCE NO 9E EVISiCNS , ■ I EY IS 1 ci N tr; SEP/JRB roVolv9.5 22. SHOWN 95075 4 6 • 1121211 SGFFEr }FADE° 1 mR.'J 65 II:'fl]C�rs WOGS" ✓G5 REFER TO CHART SiLCCC FIN15i- POR MINIMUM 7l5TANCE 12EFE12 TO PANEL DEFLECTION GHA1Zf 510°M PANE 1/ -20 FLOOR PLUG WITH MACHINE SCREW ANCHOR. GLASS S 1 .3\ 11 r WEATHERWALL STORM PANEL I II II I II I DEFECTION G a • I • � _ i 3GAM T irr In 1 i 1 • tl 11 EXI511NG SMLIC` RF. SON 5rQP.Y WINDOW OPENING 51 PANEL 5GC ✓ Ai 3GrrOM G% `NI NI7OW WI i S i 1�DIi�'J 5.17 5iL;. AS IN iETAIL 3 I2 TAI l,. A _ J FASICAI CAP C NOTE: THE METAL T ECH STORM PANEL MAY BE INSTALLED WITHOUT THE USE OF AN EXTRUDED HEADER OR SILL. ROOF 1121:55 WHEN ANCHORING TO WOOD USE 1/4 -20 BRASS WOOD BUSHINGS, IN COMBINATION WITH 1/4 -20 FLOOR PLUGS OR 1/4 -20 MACHINE SCREW WITH KEYHOLE WASHER. ANCHORS ARE TO BE 12 1/2" 0.C. OR WOOD LAGS WITH VARIOUS HEAD TYPES J THE SHUTTER MAY BE ANCHORED DIRECTLY TO THE STRUCTURE WITH THE USE OF 1/4 " MACHINE SCREW ANCHORS IN COMBINATION WITH 1/4 -20 FLOOR PLUGS OR 1/4 -20 MACH /NE SCREWS WITH KEYHOLE WASHERS, MASONRY SCREWS WITH VARIOUS HEAD TYPES OR STUD TYPE ANCHOR INTO CONCRETE, MASONRY OR BRICK. WITH A MIN /MUM EDGE DISTANCE IN ACCORDANCE TO ANCHOR TYPE. bi'AIL A- 1 1/4 -20 FLOOR PLUG WITH 1/4 " LAG WITH MACHINE SCREW HEAD 1/4 -20 BRASS W000 BUSHING WITH 14 -20 SIDEWALK BOLT HOUSE WALL A 2X49M1NGER MU5f3E INTALLED DETWEEN fRU55 RETURN WHEN STORM PANEL 'EADE.: EXCEE75 6" PAST 11211E5 - 17d.1. 5fRIN .12 SHALL 0E 5 CLa2E ' L''SE'NG 2 16 7 NAJL� EAc-1 SIDE. STORM PANEL HEADER MUST fH;N °JE sECIm7 TO 51F.IN `MlH 7/16" LAGS. IN5TALLE7 H. GR V. HEADER OR SILL 7 / 4 -20 STUD WITH WINCNUT 2 7 /2" 0.c. (T.P.) 1+-- FLAT STRAP 1/P X 1 7/2 USW AS HEADER OR SILL ANCHORED TO WOOD WHEN ANCHORING INTO WOOD USE LAG BOLTS OR SEE NOTE * ON SHEET 2 SE_ GENES €4. NOES ON WOOD FOUNC ON SHEET j 2 1/4" MASONRY SCREW WITH 74 -20 STUD HEAD WITH WASHER ED WINGNUT E D: 1 • I _ I II II 11 R E. ER TO DEFECTION CHART 3 GLASS WEATHERWALL STORM PANEL NQi : STLCi2E ✓ 5 r APS AN✓ U HEAVE S t0 3E INS 1 ALLE✓ �L 5 3EFGPE STUCCO 15 APPLIEV 7/4 -20 STUD MIN W/NC.VLT (TYP s� 'V 1_AT STRAP •/? X 7 7/2 U SE. AS HEADER OR SILL ANCHORED M CONCRETE. MASONRY OR BRICK 7/4" MASONRY SCREWS OR SEE NOT * ON SHEET 2 USE APPRGP.RLATE APP.R0v.0 ANCHORS FCR SPECIFIC APPLICATIONS srCI:M ?AJVEL 5ECi PZV WA4■EFZeV WNGNUrs FOR MINIMUM DI5TANCa REFER TO PANEL DEFLECT1ON CHART / X % KNURLED STUDS 72 -2 STAINLESS STEEL S,tiCCO rINI5H OTHER HARDWARE USED WITH THE METAL TECH STORM PANEL SYSTEM 7/4 -20 X 7 PLOCR PLUGS Si0E / /Au BOLTS ) 13 -8 STAINLESS S7ZEL 5-ro p -A STG ?ANEt. ' ✓'" .,.4 • 1'r f '"• U .• 4 ; � : ' i -'i.' t 1 a 7 /4 -20 X 7 PAN OP TRUSS HEAD 1/4 -20 X 1 HEX HEAD MACHINE TYPE SCREWS MAY BE VARIOUS LENGTHS ROHE' , •S'•EIONSOUR, PE Eff- 000'6024 M'IMS a'IGmae¢mc. ar G :XI51 SMLCruP.5 1° SEAM I. :1 i 1. • • 2 - rAI L C3 POP RIVETS VARIOUS SIZES O 7 / 4 - 20 LOCK NUTS O 7/4 -20 NUTS 7/4 -20 WASH£REO WINONUTS 7/r 0.0. CGNCP.S': CAP EX SCREWS vARICUS SIZES KEYHOLE WASHER 7/4 /.D. 3/4 0.0 FLAT WASHERS APPROVED AS COI • 'G ; WITH THE SOUTH FLORIDA B' CODE DAT i � b. ' 9% BY Aggr PRODUCT CO 1. DIVISION BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO916 -1 7 ? (3 • • REVISIONS • • • • S£P / JRB / REM 10 SHOWN 95015 PC 3 6 • I ' � I q DETAIL 1 A & A - c SERVE r,.,RU rnNOCW (III . ;- r - STORM PANE 3/8" THRU80L3 9 7/r 0.0 1 111 f { I 71771•1 2XJX.725 ANGL ON BOTTOM WINO PRESSURE 77.5 P.S.F. MAX. ,— MAXIMUM PANEL LENGTH 48 DETAIL 13 H1 MEAGER WITH 1/4 x r LAG'S INTO 2x4 L IF NO 2x4 LEDGER USE LAG'S INTO 7RUSS RETURN WITH FLAT WASHERS USE 7/76' LAGS WHEN 24 - 0.C. 2 X 4 STRINGER TO BE INSTALLED BETWEEN (TRUSSES TO SUPPORT ENO OF HEADER IF IT IS MORE THAN 6 PAST TRUSS DETAIL 9 J E.D. c I ' 4 / WHET/ ANCHORING INTO :Y000 USE LAG BOLTS OR SE: NOTE * a i FLOOR PLUG AND MACHINE SCREW ANCHOR CORNER PAN ANGLE MAY VARY H 1 HEADER IMT I B 1 x4 WOOD BLOCKING wax 3 /8" LAGS INTO TRUSS RETURN USE 7/16' LAGS WHEN 24"0.C. I -/4• MAXIMUM WOOD COUNTER I 1/4 MAX. THICKNESS COUNTER MAY BE MADE CF Oris. MATr471AL - 1/4 X 7 1/r HAMMER CRNES CR SE NOTE * RJR 70 HARDWARE SHEET FOR SPACNG CCNT7NU LIS 2.25 X 5.25 X 7/3' ANGLE VARIES FLANGE MAY BE REVERSED O OR ROTA? HORIZONTALLY AN ADJUSTABLE NDR /SIL 1/4 -20 THRU BOLT W/ LOCK NUT 7r D.C. HI / C.. EADE7 OR SILL / VARIOUS SIZES 7/4 K 2 LAG BOLT NTH LEAD SHDW OR SEE Nor * RETURN PAN VARIOUS SIZES 7/8 X 11/2 FLAT BAR SILL (STUDDED WITH WINGNUTS - -- L - - -- q FULL STORM PANEL THICKNESS VARIES q SPECIAL PANEL CONFIGURATION AMY BE NEEDED FOR TRAPPED W7DTH3 PANELS MAY BE ADDED 7D WITH A MAXIMUM ADD-ON OF r FASTENED TO PANEL BY THE USE OF /64 POP RIVETS THR TUBULAR RIVETS OR 10 -24 U BOLTS 16 O.C. RETURN PAN. ANGLE TUBE CR 3000 MUST BE USED ON ALL BUILD OUT CONGT7ONS TO CLOSE OFF ENO$ PLAN VIEWS DETAIL 17 A. B.C&O SLOTTED MOUN1TNG HOLE MAY BE USED IN CENTER WFB OF PANEL. TYP. FOR ALL SPECIAL PAN APPLICATIONS. SEE GENERAL NOTES ON HOOD 1 + r l HEADER OR SILL EE BOLTS OR �• SEE NOTE * \ �� ((?. H2H / 1 ( C HEADER OR SILL VARIOUS TYPES Or SL -^/ED DRIVE ANCHOR OR SZE NOTE* TR L LC OR SC AS HEADER OR SILL I ,n E D • • .. C WHEN ANCHORING INTO WOOD a USE LAG BOLTS CR SEC NOTE * DETAIL 5 W000. CONCRETE OR MASCNARY HEADER OR SILL DETAIL 2 L7H OR OTHER L STUDDED ANGLE MAY BE MOUNT= :N REVERSE DIRECTION CONTINUOUS BLOCKING 1/B ANGLE VARIOUS SIZES i . SoREAW OR BOLTED TOGETHER NTH - T•� 4• u /74 x J/< SEJFrAPP/NC SCREWS OR 7/ -20 THRU BOLT W/ LOCK NUT 72 O.C. USED AS HEADER OR SILL E.D.- I 7/4 -20 FLOOR PLUG I MTH MACHINE SCREW ANCHOR OR SE NOTE * 71.5 PSF (MAX. DETAIL 10 HOOD. CONCRETE OR MASCNARY HEADER CR SILL - — °LOCKING , -�' ... � /AaTous STIES 1/ -20 TRUSS HEAD • f \ \I ' LOCK NUT /r -. rit/ew./ H28 H EADER . L714 ILL CR T7 SILL LAG BOLTS TIP. OR SEE NOM * II SEE GENERAL NOTES ON W000 HHE DER OR SILL DETAIL 14 oPTTONAL USE OF 7/8' ANGLE FOR PURPOSE OF EXTENDING WALL FLOOR PLUG AND MACHINE SCREW ANCHOR D HEADER ON TOP SILL ON Borrow INSIDE CLOSER PAN ASSEMBLY 7/4 -20 BOLT 6 - 80FROw ONE EACH SASE L1H DETAIL 3 . 1/4• SLEEVED DRIVE ANCHOR OR SE NOTE * _ WHEN ANCHORING INTO 11000 USE LAG BOLTS OR SEE NOTE * ', I OH HEADER OR OTHER L ANGLE USED AS HEADER OR SILL CLOSER PAN HANDLE DETAIL 6 77.5 PSF .MAX. • STORM PANEL MAXIMUM GAP BETWEEN STROM PANEL AND D.L.O. SHALL NOT EXCEED T/4" AS VIEWED FROM FRONT VIEW 1/4• SLEEVED ORNE ANCHORS OR SEE' NOTE * H28 D HEADER OR SILL VARIOUS TYPES STORM PANEL 1 — DETAIL 11 DETAIL 15 NOTCHED AT BOTTOM TO PASS OVER STUD AND WSNGNUT IN SILL (EACH SIDE) STUGGED ANGLE MAY BE MOUNTED 1N REVERSE DIRECTION (7YP.) CONT1NUO7• BLOCKING X 5 X T/B ANC. AND 2 x J X 7/3 AND. SCREWED OR 801.1W TOGETHER mm /7' X J/4 S£LF7APP7NG SCREWS OR 7/ -20 THRU BOLT W/ LOCK Nur rr O.C. : /4 -20 FLOOR PLUG WITH MACHINE SCREW ANCHOR OR S NOTE * 1/ - 20 SPJO �• NrH NmGVUr (7YP.) I /4 - MASONRY SCREW 7 1/r . VIN. EMBEDMENT CR SEE NOT * L I H SILL .:25 OR OTHER HEALER AND SILL VARIOUS TYPES CONTINUOUS WOCO ELCCXING VARIOUS SIZES . • �V. • • I 7/4-20 FLOOR PLUG • • �"7, 'I ,I{•C}BNE SCREW ANCHOR OR OTHER SEE NOTE * 1 WHEN ANCHORING INTO USE LAG 3OL7 OR SE NOTE* HEADER OR SILL VARIOUS TYPES DETAIL 4 7/4 -20 MO *7Th WINONUr (7YP.) STUD MAY BE INSTALLED m REVERSE DIRECTON L7 SILL OR OTHER L ANGLE L 1H t ' USED AS HEADER OR SILL 1/4 -20 FLOOR PLUGS AITH MACHINE SCREW ANCHORS OR SEE NOTE * WHEN ANCHORING INTO 4000 USE LAG BOLTS CR SE NOTE * DETAIL 7 E.D. I• • • WOOD \E.D. E.D .\ • •I 40AYJ• CA ?Of. CPOO G • • 7.0 7/4 -20 FLOOR PLUG NTH MACAW£ SCREW ANCHOR OR SE NoTT * E VAXLIMUM CONTINUOUS 0 -1• X r BLOCKING FASTENED TOGETHER N1774 /64 '+ IS OR /8 TECK SCREWS 1/4 MASONRY SCREW 1 1 /r EMBEOED OR SE NOTE * HEADER L \l VARIOUS SIZES SI C8STRUCTION • I J DETAIL 16 S ' `s A 1r ROBERT' ,j1t0 &UR,. - PE EBkOQQS©24- eters elan/tam Tic • 7/4 -20 FLOOR PLUGS MIN MACHINE SCREW ANCHOR ..R S.: NOTE * NHEN ANCHORING INTO "000 MEAGER OR _LL USE LAG BOLTS OR SEE NOTE* VARIOUS TYPES KO' BE MOUNTED vari7CALLy OR NOR/ZONTALY 77 .5 PSF MAX. DETAIL 8 DETAIL 12 7/4 -20 STUD WITH MNGNUT HORIZONTAL INSTALLATION ELEVATION L VERTICAL INSTALLATION ELEVATION CONTINUOUS BLOCKING 1/a• ANGLE SIZES MAY VARY 2 X 5 5 7/8 ANGLE AND 2 X J X 7/a ANGLE SCREWED CR .80LTc'7. TOGETHER NTH /I4 X 3/ SELFTAPPwC SCREWS OR 1/4 -20 77IRU BOLT W/ LOCK NUT 12" O.C. ILA L "7-A7% C 7 J.1-7 :/ - r /A KNURL' STUDS — — _ MTH NASHERE MNOM/IS `$T ORM PANEL GENERAL NOTES WHEN ANCHORING TO WOOL. THE WOOD MUST BE A MINIMUM 2 X 4 EQUAL TO /2 SOUTHERN PINE AND STRUCTURALLY PART OF THE FRAMING STRUCTURE DR SUCURELY ATTACHED TO FRAMING STRUCTURE REFER TO SHEETS 4 FOR: MINIMUM DISTANCE BET /TEEN GLASS AND PANEL REFER TO SHEETS 5.6 & 7 FOR: * SEE ANCHOR SCHEDULE FOR ALTcRNITVE ANCHORS ANCHOR SPACING FOR SPECIFIC ANCHORS EDGE 0 /STANCES (ED.) FOR SPECIFIC ANCHORS I APPROVED AS COM P SOUT:t BU! DAT Pi' - l/- BY ING W TH THE ING COI ' 199.L. PRODUCT CONTR0 ON BUILDING CODE N CE OFFICE ACCEPTANCE NO 95 -1220. ()3 REVISIONS j BY 6 70/01/95 SHOWN 95015 .m 2 RSM 0) • .4p ift 2 U I b 1� 1 BUILDING CODE COMPLIANCE] N 0 " -6" vmats i t ,"‘L) 1 1.7 16" ,12 1'• O" -• 3 5 /8' un lrr£s 060 O — k. j19 5 1/4' 1' {' 21/32 2" " f . In I.I n o 0 9 32" y.}. 1_1Z2" M ETALIiCH. INC. EST.1957 7635 W. SECOND cr. rOAI.EAII. 1-'1. :33014 IY1MMS ENGINEERING, INC. E8 0006024 2100 W. 166 5111101, 511116 .111 IIUICAII, FIORIDA 33016 3.18 .. _._. I .... f t\ N\ ? —100 ° - 'Y it '` - '` z D `I U 0 0 2 0 1 : I, + D 1A ` D O [11 (11 In) D C D ` UI D Ill I I .- s D In ..: D 'I - I9 2C C -1020 r n1 2 P9<AIT22 01 - .I \ 12 ' 1 Or OOAA A A`(IgA 0 0 1 r irl 14 (1) pIC'1 a1111Dr) A� 1 �1 0�� _ - II) D OI Xl �O AI)� D 1 ii, 1 14. r4, CI(� : Ir ( AA ( �` ]� �D ' 1A 1 2 U 2 0 S1 A 0! U In( 1id ' I9 D ( r c N DI C 0 ' �20 DQ� r U n 1 O r 2 , „ I 1 0 0 ; 0 Cr It 2 1 i r 0 1 7 ? i n :1�� 2 y► r ( � 0 02 2 DO, IQ �i OAO 0 (. 0 � O g1 m(() n;12 02 r . S ARI C 0 � RI 0 0 A N I O T I D (1) 14 In I ( r r II DI/IAUl Iqr A� r 2 �� D L�i 1” 2 rnlln )11/11-"(4 ) i w `I()In� (�� Al 1 U zr I 0A0 2 a 0 U I"I rIn Z fll 0 rq OrD?U Li 1 U I'1 D U 2� D I 0_11‘-i 0 i r D 1 k r A C Dn102 O O OA A � (0 0 N ,r l) g 1 9 '2 0 Ai 1'1 D D I 2 1 0 rO DD) 0 9 a1 Qp V ,1 A? .,q r )Inl \ \A1: U (j Olq Oa d 1 2N0� 2 r IA2 0 0 D 0 1 2 1 r gS2 2 r>j A A a C C O0 I \2 nl D , r nnlO C A o' 0 ,I� r �1C q� 1a1� • : U 1 1 OC l� r Iq 22r N 6)n�D `�I0 n ( D A 1 . ► D 1 2 2 0'I D � O U 1 1 9 1 y TD 2 r..,u X111 ��11� j D p `i 0, U 2 O D r' ) PI 11A2al 0 r \C D A nt , I r q I D D 11 r k00 I D y a r�m �- 'm \0nc 1� Da1 'AV (n O k 2 Vy I (+ n1) 1 ;i 2 D 0 (D;i' 0 `II I az _I D ril IAZ j � 1,11 A D < Q 0 2 (0 0 � 0 0 1 O A 0I 9(j6) 1.1 j 2 y N 2 ! 11\�liD l)1 ��!� 1 �N2 j SID NII O DUB 2gro�l () • • iii 2 O l -! r al D 0 I� w l � cl � • j ry � 2 � I n � m \ � O D I < t i n) lD r Cl D b :( O Ary 2 2DIO , 1 2 ,, DD �.� z D, r.a ni Rr 0 \ N N 2 , n m C A0ln 0- r� y , r r , 1 Dti 9 ( - -kIgD •O 2 r N 0(0 2 I 2 0 2 � r2 2 . 1 1 Pi -I PI :? D 0 r A, 11 (q r, O C 2 D I 2 r) ro D 0 r) 2 Z C . 1 C O A T () - � ' t !n r 2 14 2 • y 02S V D126)rn 11 0 T 2 2 T 1 1 j 2 I ' ►2 n lr'1U D 1 '12 t r n1 m lq � Q � r U c) 0 1)000 1 m o D A �n, U D 0 20U) (n i;nl ° A h 0 :bQ . I C) 1 1 A �2 < c Oy 0 C (0 ( n�i �A r2?1 y b $I' 2 c 2 InO � � U► l1nn n�0O02h n( � D 02 U D I UI(0 • 0 2 0 U p in In r O z to ' I n nl 0 nI (1 -( I 1 0 r -1 In D II O O 0 0 y (1 S !� 2 C I r D ` ' () a D ( o o ►� Q�nI PI U al 2 C � I 0 A AI'1 CM yC � rAO A p 1 2 (C0 0 -Ynk A- 0 y I,Il1 0 (� j A(n0 D i 0 f'Ir0� I 2V In IqA 0 0 I tq` nI D 2 A� I 0 2 � 4 O I'l 9 2 20 -N-N- N 0' Du) 01 �� 2 2 U � - D 2 0 � At ti ° D 1, -.41,21:. vA yD') (D y Q ADD 0 ,r 0 2 0 AD \0 f,I ; Cr U p 2 2 0 o� O� <a��10 0 1 )1 l'� A 0 U Omfl 0 0 0 y o� 0 2aI � 2 1 ' Ik 0 2 02 r �r 2 A r :0 (1) 0 0 - 2 f .(n X 0 o 2 ( ,n 0 1` 0 0 A -) O � 1 1 �< 0 '( \ I n �, D( C lv r 1 1) rn A rs IA 0 L i ate. 0 A r- 0 y r 0 0 -10 2 2" — ti 0 MAXIMUM DESIGN LOAD 'W ( p.3.1.) WALL MOUNTING INSTALLATION AT TOP OR BOTTOM (TO CONCRETE) WALL MOUNTING INSTALLATION AT TOP OR BOTTOM (TO MASONRY) FLOOR /CEILING MOUNTING INSTALLATION TOP OR BOTTOM (TO CONCRETE) NOTE 1 NOTE 2 NOTE 3 NOTE 1 NOTE 2 NOTE 3 NOTE 1 NOTE 2 NOTE 3 FROM 45.1 TO 61.8 9" 9 " 9" 9 " 9 " 4 1 /2 9' 9 8' g' . 9' • 7" 7' 7" 5 9" T . 5" FROM 61.9 TO 75.3 9" 9" 8 1/2" 9" 8" r 2 1/2" 9' 9" 7" y" q" 4 1 /2" 9" 7 3' 9' 5 1/2" 4 1/2' FROM 75.4'10 91.4 Q, 9" 6" 9" . 3' - 9' 7 1/2"6 1/2' FROM 91.5 TO 120.0 9 " 4 1/2" 4 1/2" 8" - - 9" 5 1/2' 5 1/2" FROM 120.1 TO 168.1 7 1/2" 4 1/2' ' - 2 1/2" - - 7' 5 1/2" - FROM 168.2 10 226.3 4 1/2" 4 1/2" - 2" • - - 5 1/2" 5 1 /2" - MAXIMUM DESIGN LOAD 'W (P.s.f.) MAXIMUM PANEL SPAN "L' (ft.) MINIMUM SEPARATION "5 TO CLASS (in.) • r • at 45.1 12' -0" 13' -r 4 r 47.8 1: -O' 13' -r 4 r 49.0 12'-C' 1 3' -0" 4' r 50.5 17 -C' 1 :' -11" 4" r 52.0 17 -0' 12' -11' 4 r 52.4 12-0 12' - 10' 4" r 55.0 17 12' - T 4 r 55.2 12' -0' 12' - r 4 r 55.6 17-0' 12' -6' 4 3' 57.2 17-0' 12' - 4" 4' 2 7/8 56.6 17-0" 12' -2" 4 2 7/r 55.5 17-0' 12' - r 4' 2 7/8" 59.5 17 -0' 12' -1" 4 2 7/8' 59.7 12-0' 12-1' 4 2 7/5 61.5 11' -11' 11' -11" 4 2 3/4 61.8 11' -10' 11' -10' 4" 2 3/4 61.9 11' - 10 . 11' - 10' 4' 2 3/4" 63.4 11' -9" 1V -9' 4 2 3/4' 63.6 11' -5 11' -8" 4' 2 3/4' 6.3.7 11' -g 11• -8" 4" 2 3/4' 66.9 1V -5 11' -5" 4" 2 3/4 67.0 11' -5 11' -S' . 4' 2 3/4' MAXIMUM DESIGN LOAD 'M( (p.s.f.) MAXIMUM PANEL SPAN "L (ft) MINIMUM SEPARATION "5 TO GLASS (in.) • p • •• 67.5 11' - 4 - 1 V -4 4' 2 1/2" 70.1 1 I' -2" 11' -2" 4" 2 1/2' 71.1 11• -1" 11' -1" 4' 2 1/7 71.4 11 -0" 11' -17 4' 2 1/7 71.5 11' - 5Y 11' -0' 4' 2 1/2" 72.9 10•-11" 10' -11' 4' 2 1/7 75.1 10' -9' 10' -9" 4' 2 1/2' 75.2 10' -9" 10'-9" 4' 2 1/2" 75.3 10' -9' 10' -9 4" 2 1/7 77.0 1o' -8" 10'-8" 4 2 1/7 77.5 10' -T 1o' -T 4' 2 3/8' 78.8 10'-d 10' -d 4" 2 3/8' 80.7 1O' -5 1O' -5 4 2 3/8" 81.5 10' -4" 10' -4" 4- 2 3/8' 152.5 10' -3 10' -r 4" 2 3/8' 83.4 10' -3" 10' -3' 4 2 3/8 86.2 10' -0" 10'-0" 3 1/7 2 3/8" 86.7 10' -(( 10'-Cf 3 1/2" 2 3/8" 86.a 10•-0" 1O'-C" 3 1/2" 2 3/8" 88.5 9' -11 9' -11' - 3 1/2' 2 1/4' 90.3 9' -10' 9' -10' 3 1/2" 2 1/4" 90.8 9' -10" 9' -10' 3 1/2' 2 1/4 MAXIMIUM DESIGN LOAD "W" (PA .f.) MAXIMUM PANEL SPAN "L" (tt.) MINIMUM SEPARATION "5 TO GLASS (in.) • •• • •• 91.4 9' -9" 9' -9" ■ .3 1/2" 2 1/4 92.7 9' -e" 9• -8" 3 1/2' 2 1/4" 93.8 9' -8" 9' -8" 3 1/2' 2 1/4" 94.8 9' -T 9' -T 3 1/7 2 1/4' 96.6 9' -6" 9' -6" 3 1/2' 2 1/4" 96.8 9' -6' 9' -6" 3 1/2" 2 1/8" 97.7 9' -5" 9'-S" 3 1/2" 2 1/8" 100.5 9' -4" 9'-4 3 1/r 2 1/8" 101.5 9' -r 9' -3" 3 1/7 2 1/8' 103.7 9' -2" 9• -2" 3 1/2' 2 1/8" 106.5 9' -0" 9'-0" 2 1/2" 2 1/8" 108.8 8' - I' 8' -11" 2 1/7 2 1/8" 110.6 8•-11" 8' -11" 2 1/2" 2 1/8" 111.0 8' -10' 8' -1 ^v 2 1/7 2' 114.1 8' - 9" 8' - 9" 2 1/2' 2' 1163 8' -r 8' -7" 2 1/2" 7 116.9 8' -6" 8' -6" 2 1/r 2" 117.6 8' -6" 8' -6" 2 1/2" r 119.7 8' -4' 8•--4" 2 1/2 2' 120.0 8'-4" 8' --4 2 1/7 2' 121.2 8' -3" 8' -3' 2 1/7 r 122.5 8' -2" 8' -r 2 1/2" 2" MAXIMUM DESIGN LOAD "11" (p.s.f.) MAXIMUM PANEL SPAN "L (ft.) MINIMUM SEPARATION "S TO GLASS (in.) • •• • M 125.3 A 8' -0' 6' -0" 2 1/7 r 125.6 T - 11 - 7' - 11' 2 1/2' 2" 126.7 7' -1t" 7' -11' 2 1/2' 2' 129.6 7' -$" 7' -d 2 1/2" 2" 130.9 7' -8" 7' -5" 2 1/7 2" 131.6 7 -7 7' -7' 2 1/2" r 134.3 7' -5" 7' -5" 2 1/2" 2" 136.2 7 -4" 7' -4' 2 1/r 2" 137.9 7' -r 7-3" 2 1/2" 2" 140.7 7' - 1" • 7' - 1" 2 1/2' 7 142.8 7 -0" 7-0" 2 1/7 r 143.5 6' -11" 6' - 11" 2 1/7' 2" 147.0 6' -1(( 6' -10' 2 1/7 2" 148.4 6' - 9' 6' - 9' 2 1/2" • r 152.6 6' - 6' -d 2 1/2 7 153.1 . 6' -6" 6• - 6 2 1/2" 7 156.8 6' -4" 6' -4" 2 1/7 2" 157.5 6'-4" 6' - 4' 2 1/r r 157.8 6'-4' s' - 4" 2 1/2" r 160.6 6' -2" 6 2 1/r 7 161.7 6' -7 e• - r 21/7 2" 164.4 6' - 1" 6' - 1' 2 1/2" 2' MAXIMUM DESIGN LOAD "W" (p.s.i.) MAXIMUM PANEL SPAN "L (ft.) MINIMUM SEPARATION 'S TO GLASS (in.) • 55 • N 165.2 6' -7' 6'-0' 2 1/1" r 168.1 5' -1 r 5' -11' 2 1/2" 2' 168.7 5' -11" 5 -21' 2 1/2" 7 170.0 5' -10" 5 -10 2 1/2" 2" 175.6 5' - 8" S' -r 2 1/2" r 176.8 5' -8" 5' -8' 2 1/2" 2" 180.3 5' -r s' -d 2 1/2' 7 188.0 5' -4' 5' -4 2 1/2" ' 7 . 195.2 5' -1' s' -1• 21/7 . 2" 197.2 5 " - 1" 5' -1" 2 1/2" r 199.1 5' -O" 5' -0" 2 1/7 2' 204.7 4' - 1 r 4 " -11" 2 1/2' 7 211.3 4' -9" 4' -9" 2 1/2" r 216.9 4' -7 4 " -r 2 1/7 r 221.6 4' -a' 4' -6' 2 1/2" 7 228.3 4' -5' 4' -5" 2 1/2" 7 SHUTTER SPAN "L" (ft.) MINIMUM SEPARATION "5" (in.) LESS OR EQUAL THAN 9' -0" 2 1 /7 > 9' -0" TO 10 " -O" 3 1/7 . > 10' -0" TO 12' -0" 4" ACTUAL E. 0.- EDGE DISTANCE FACTOR 2 1/2" .75 2' .50 * VALID MAXIMUM DESIGN PRESSURE RATING "IN' (p.s.f.) AND CORRESPONDING MAXIMUM ANCHOR SPACING (in.) SCHEDULE. + (VALID FOR SECTIONS B', 81', 82' & C1' ON SHEET 3 OF 9). (1) Mox. ANCHOR (2) Max. ANCHOR (3) Max. ANCHOR. :Id MBA 1 Y W''' (p.s.f.) AND CORRESPONDING MAXIMUM SPAN "L" SCHEDULE. (VALID FOR SECTIONS B', B1', B2' & C1' ON SHEET 3 OF 9). NOTE: DESIGN PRESSURE RATING CORRESPONDS ONLY TO NEGATIVE PRESSURE (SUCTION) LOADS, IN ACCORDANCE WITH ASCE 7 -88 CRITERIA FOR A GIVEN OPENING. IF NEGATIVE PRESSURE VALUES COMPLY WITH THE REQUIRED PRESSURE FOR THE OPENING, THE POSITIVE PRESSURE WILL AUTOMATICALLY QUALIFY AND NEED NOT TO BE CHECKED. FOR UP TO 3' -0" MAXIMUM SPAN. ANCHOR SPACING LEGEND SPCC. VAUD FOR SPANS OF 5' -0" OR LESS. SPCC. VALID FOR SPANS GREATER THAN 5' -0" TO 8' -6". SPCG. VALID FOR SPANS GREATER THAN 8' -6" TO Max. ALLOWED. + USE TAPCON ANCHORS. ZAMAC NAILIN & RAWL CALK -INS FOR INSTALLATIONS W/ DESIGN LOADS UP TO 75.3 p.s.f. USE ONLY TAPCON ANCHORS & RAWL CALK -INS FOR INSTALLATIONS .W/ DESIGN LOADS GREATER THAN 75.3 p.s.f. MAXIMUM ANCHOR SPACINGS ARE VALID FOR 3" EDGE DISTANCE. FOR E. D. LESS THAN 3", REDUCE ANCHOR SPACING BY MULTIPLYING SPACINGS SHOWN ON SCHEDULE BY THE FOLLOWING FACTORS. (NOTE : Min. E. D. FOR RAWL CALK -IN ANCHORS IS 2 1/2"). TAPCON OR RAWL CALK -IN ZAMAC NAIUN UP TO 75.3 p.s.f. TAPCON OR RAWL CALK -IN > 75.3 p.s.1. TO 226.3 p.s.f. ANCHOR LEGENDS TABLE 1: MINIMUM SEPARATION "S' BETWEEN GLASS AND SHUTTER FOR A GIVEN SHUTTER SPAN "L ", FOR SHUTTERS INSTALLED WITHIN THE FIRST 30' -O" ABOVE GRADE OF A GIVEN BUILDING. 30' -17' ELEVATION SHALL BE MEASURED AT BOTTOM OF SHUTTER. SEPARATION "S' TO BE MEASURED AS INDICATED ON SECTION D, SHEET 4 OF 9. /1 ir1rNC. \ T1UJT TESTING ! d40INEERNO COMPANY 55•5 11.5. 11111h 217, 1.110172,7 251057 1101150k 731110 Mew : (7001271 -1530 . f•a . (]06)011 -1531 *ALTER A. MUT Jr., P. E. FLORIDA Lit. 44167 ASSA / ECONOMY ACCORDION SHUTTER AMERICAN ALUMINUM ENTERPRISES (A.S.SJI # 74) 1315 NEPTUNE ORNE BOTNTON BEACH. FLORIDA 33426 stv. . seems 2 Mn 1115. -112111711•111111 ales a • 3/14/98 DATE 98 - 114 ORAWINO No SHEET 9 CF 9 • FOR SHUTTERS INSTALLED WITHIN THE FIRST 30' -0" ELEVATION OF BUILDING. SEE TABLE 1 FOR MINIMUM SEPARATION TO GLASS FOR SPANS SHORTER THAN THE MAXIMUM ALLOWED SHOWN ON SCHEDULE. .5 FOR SHUTTERS INSTALLED ABOVE 30' -0" ELEVATION OF BUILDING. MEASURED AT BOTTOM OF SHUTTER. • APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILD:NG CODE DAB= L �Ga . BY PRODLCT CON:TAOL DiV:S!CP! BUILDING -CODE COMPLIANCE OFFICE ACCEI-TANCE NOW 0608". i O DADE COUNTY u • . L L. 7 ti ) �•�� ,; ao wit ft_��.Err�eol'J f�G��11 M'11 ,JLu tl ll �o� a� s c ". -, �� y � Jai J �7 �v'�!� Si��'2 �� ✓ iy� � ti .fir - ca nn T 7;:i ur ' T: c a MAXIMUM DESIGN LOAD "1( (p.s.f.) WALL MOUNTING INSTALLATION AT TOP OR BOTTOM (TO CONCRETE) WALL MOUNTING INSTALLATION AT TOP OR BOTTOM (TO MASONR() FLOOR /CEILING MOUNTING INSTALLATION TOP OR BOTTOM (TO CONCRETE) NOTE 1 NOTE 2 NOTE 3 NOTE 1 NOTE 2 NOTE 3 NOTE 1 NOTE 2 NOTE 3 FROM 45.1 TO 61.8 9' 9 2 1/2' 9' 9" 9" 4 1/2" 9' 9" 8' g' 9" 2 1/2" 7' 'r r 5' 9' 7 5" FROM 61.9 TO 75.3 . 9' 9" 8 1/2" g" g' 2 1/2' 9" 9" 7 9' 9" 4 1/7 9' y' 3 9" 5 1/2' 4 1/2' FROM 75.4• TO 91.4 9' 9' 11' - 4' 6' 9" 3" - 9' 7 1/7 6 1/2" FROM 91.5 TO 120.0 9• 4 1/7" 4 1/7 8 " - - 9' 5 1/2' 5 1/2 FROM 120.1 TO 168.1 7 1/2 4 1/2" 4 - 2 1/2" - - r 5 1 / 2 ' 61.9 FROM 168.2 TO 226.3 4 1/2" 4 1/2" 2 1 /8" - 7' • - - 5 1/2" 5 1/2" - MAXIMUM DESIGN LOAD 1 ' 1 ' (P.s.t.) MAXIMUM PANEL SPAN 'L (ft.) MINIMUM SEPARATION "S" TO CLASS (in.) • r • tl 45.1 1 Z - 013*- 0' 4 21/2" 47.8 12' - O" 12' -8" 4 2 1/2' 49.0 1T -0" 12' -r 4" 2 1/2" 50.5 17 - O" 12' -4 4" 2 1/2" 52.o 12 - "" 12' -r 4" 2 1/2" 52.4 12• -0" 12' -1" 4 2 1/2" 55.0 11•-io" 11•-10' 4 2 1/4' 55.2 11' -10' 1l' - 10' 4' 2 1/4" 55.8 11' -4 11"-T 4 2 1/4" 57.2 11' -4" 1 V -r 4' 2 1/4" 58.6 11' - 4' 11' - 5" 4" 2 1/4 56.8 11' - 4" 11' - S" 4 2 1/4" 59.5 11' - 4" 11' - 4" 4" 2 1/4" 59.7 11' - 4" 1 V -4 4 2 1/8" 61.5 11' -2' 11' -7 4 2 1/8" 61.8 11• -1' 11'-i' 4 2 1 /E' 61.9 11• -1 11' -1 4' 2 1 /8" 63.4 11' -0" 11 4' 2 1/8' 63.6 11' -O' 11' -O' 4' 2 1 /1; 63.7 i1' -0' 11'-0' 4" 2 1/8' 66.9 10' -8' 10' -8' 4" 2' 67.0 10' -8- 10' -f! 4" r MAXIMUM DESIGN LOAD 'W (p.s.f.) MAXIMUM PANEL SPAN "L' (fl) MINIMUM SEPARATION "5 TO GLASS (in.) • p • a. 67.5 10' -8" 10' -8" 4 2' 70.1 10' -6" 10' - 6' 4 r 71.1 10' -5" 10' -5' 4" r 71.4 10' - 4" 1O' - 4' 4 r 71.5 10' - 4" 10' - 4' 4 r 72.9 10' -3" 10' -r 4 2" 75.1 10 -1' 10• -1" 4' r 75.2 10 10' -1' 4" 2' 75.3 10' -1' 10•-1' 4 r 77.0 10•-O' 10'-O" 3 1/2" r 77.5 9' -11' 9' -11' 3 1/2" r 78.8 9' -lO" 9' -10" 3 1/2" r 80.7 9' -9" 9'-9" 3 1/7 2" 81.5 9'-8" 9' -B" 3 1/2' 2' 82.5 9' -f3' 9'-r 3 1/2" r 83.4 9' -7 9' -7" 3 1/2' 2" 86.2 9' -5' 9' -5" 3 1/2' r 86.7 9' -5 9' -S' 3 1/7 2' 86.8 9' -5 9• -5 3 1/2" r 88.5 9'-4" 9' -4" 3 1/2' r 90.3 9' -3" 9' -3" 3 1/2' 2" 90.8 9' -2" 9' -2" 3 1/2* r MAXIMUM DESIGN LOAD "VP (p.s.f.) MAXIMUM PANEL SPAN "L" (ft.) MINIMUM SEPARATION '5 TO GLASS (in.) • •• • •• 91.4 9' -2" 9' -2' 3 1/2" 2" 92.7 9' - 1" 9' - 1" 3 1/2" 2" 93.8 9'-0" 9'-0' 2 7/8" r 94.8 9' -0" 9'-0" 1 7/8" r 96.6 8' -11" 8' -1 r 2 7/8" 2' 96.8 8' -11' 8' -1 I' 2 7/8" 2" 97.7 8•-10' 8' -10' 2 7/8" r 100.5 13' -9" 5' -9• 2 7/8" r 101.5 a' -8' 8' -r 2 7/6' 2" 103.7 6' -7" 6' - 7" 2 7/8" 2" 106.5 8' -8" 8' -6" 2 7/8" r 108.8 5'-5" 6' -5' 2 7/8' 2' 110.6 8' -4" 8' -4" 2 7/8 2' 111.0 8' -4 8' -4" 2 7 /E' 2" 114.1 8' - r 8' - 2" 2 7/6" r 1185 • 8' -2 8' -2" 2 7/6" 2' 116.9 8 -1" 8' -l" 2 7/8" r 117.6 8' -1" 8' -1" 2 7/8' r 119.7 8'-4' 8'-0' 2 7/8' r 120.0 8'-0 8'-0' 2 7 /e' 2" 121.2 7• -10' 7' -10' 2 7/8' 2" 122.5 7' -9" 7' -9' 2 7/8" 2' MAXIMUM DESIGN LOAD "4 (p.3.121 MAXIMUM PANEL SPAN "L (tt.) MINS4UM SEPARATION "S' TO GLASS (in.) • •• • A 125.3 7' -7" 7' - 2 7/8" 2" 125.8 7' -4 7' -6" 2 7 /0' 2' 126.7 7' -6" 7' -6" 2 7/8" 2' 129.6 7' -4' r -4 2 7/5 2' 130.9 7' -3' 7' - 3" 2 7/8' 7 131.6 7' -2" 7 -2' 2 7/8' 2" 134.3 7' -1' 7' -1" 2 7/8" r 136.2 6' -11 6' -11' ' 2 7/r 2' 137.9 6' -10' 6' -10 2 7/0' r 140.7 6' -9" 6' -9" 2 7 /5- r 142.8 6' -7" 6' -7" 2 7/8" 7 143.5 6' -7 6' -r 2 7/8' r 147.0 6' -5" 6' -5 2 7/8" • 2" 148.4 6'- 4" 6' - 4' 2 7/8" r 152.6 6' -r 6' -2" 2 7/8' 2" 153.1 6' -2 8' -2" 2 7/8' r 156.6 6'-0" 6'-•' 2 7/8' r 157.5 6'-O 6'--0" 2 7/8' 2' 157.8 C-0" 6'-(f 2 7/8' r 160.8 5' -11' 5' -1 I' 2 7/8" r 161.7 5' -19* 5 -10' 2 7/8" r 164.4 5• -9" 5' -9" 2 7/8" r MAXIMUM DESIGN LOAD 'Of ( p.s.f.) MAXIMUM PANEL SPAN 'L' (ft.) MINIMUM SEPARATION "5" TO GLASS (in.) • •• • q 165.2 5' -9" 5•_9 2 7/4 2' - 188.1 5' -9' 5 '_p• 2 7/5" r 168.7 5•-r • 5•_• 2 7 / 8 " 2' . 170.0 5' -7" 5•_7' 2 7/8' r 175.6 5' -5" 5• -5- 2 7 / 4 2' 178.8 5' -4 5•_4• 2 7/8' r 160.3 5• -3' 5 •_3• 2 7/8' 2" 188.0 5' -O" 5'_a' 2 7/8" 2' 195.2 4•-10' 4' -10. 2 7 /Ir 2" 197.2 4' -10' 4'_10- 2 7/8" r 199.1 4' -9' 4'_ " 2 7/8" r 204.7 4' - r 4 •_r 2 7/8 r 211.3 4' -r 4 •_ 6 ' 2 7/8" 7" 216.9 4' -4' 4'_4 2 7 /8" r 221.6 4• 4• -3' 2 7/8' 226.3 4' -2" 4' -r 2 7/8' 2' SHUTTER SPAN "L (ft.) MINIMUM SEPARATION "5' (in.) LESS OR EOUAL THAN 9' -0" 2 7/8" > 9' -0" -TO 10 -0" 3 1/2" > 10' -0" TO 12' -0" 4" ACTUAL E. D.= EDGE DISTANCE FACTOR 2 1/2' .75 2" .50 MAXIMUM DESIGN PRESSURE RATING "Vt 1p.s.f.) AND CORRESPONDING MAXIMUM ANCHOR SPACING (in.) SCHEDULE. + (VALID FOR SECTIONS A, Al, B. 61, B2, C & Cl ON SHEET 2 OF 9). 4X VALID FOR UP TO 3 -Or MAXIMUM SPAN. ANCHOR SPACING LEGEND (1) Max. ANCHOR SPCG. VAUD FOR SPANS OF 5' -0" OR LESS. (2) Max. ANCHOR SPCG. VALID FOR SPANS GREATER THAN 5' -0" TO 8' -6". (3) May. ANCHOR SPCC. VALID FOR SPANS GREATER THAN 8' -6" TO Max. ALLOWED. • I 49/1 1 6.4 1.7 1 -�� M .7 VV (p.s.1 .) AND CORRESPONDING (VALID FOR SECTIONS A, Al, B. 81, B2, C & Cl ON SHEET 2 NOTE: DESIGN PRESSURE RATING CORRESPONDS ONLY TO NEGATIVE PRESSURE (SUCTION) LOADS, IN ACCORDANCE IF NEGATIVE PRESSURE VALUES COMPLY WITH THE REQUIRED PRESSURE FOR THE OPENING, THE POSITIVE P NEED NOT TO BE CHECKED. + USE TAPCON ANCHORS, ZAMAC NAIUN & RAWL CALK -INS FOR INSTALLATIONS W/ DESIGN LOADS UP TO 75.3 p.s.f. USE ONLY TAPCON ANCHORS & RAWL CALK -INS FOR INSTALLATIONS W/ DESIGN LOADS GREATER THAN 75.3 p.s.f. ,MAXIMUM ANCHOR SPACINGS ARE VALID FOR 3" EDGE DISTANCE. FOR E. D. LESS THAN 3", REDUCE ANCHOR SPACING BY MULTIPLYING SPACINGS SHOWN ON SCHEDULE BY THE FOLLOWING FACTORS. (NOTE : Min. E. D. FOR RAWL CALK -IN ANCHORS IS 2 1/7). TAPCON OR RAWL CALK -IN ZAMAC NAIUN TAPCON OR RAWL CALK -IN UP TO 75.3 p.s.f. > 75.3 p.s.f. TO 226.3 p.s.f. ANCHOR LEGENDS EDG O OF A 3" Max. 2 ANCHORS REOUIRED EACH END S = ANCHOR SPACING G N ON SCHEDULE STAGGERED ANCHORS ANCHORS USED W/TRACK 'A" (TOP & BOTTOM) SHALL Be STAGGERED AT Max. SPACINGS INDICATED ON SCHEDULES. MAXIMUM SPAN " "L" SCHEDULE. OF 9). WITH ASCE 7 -88 CRITERIA FOR A GIVEN OPENING. RESSURE. WILL AUTOMATICALLY QUALIFY AND TABLE 1: MINIMUM SEPARATION "5" BETWEEN GLASS AND SHUTTER FOR A GIVEN SHUTTER SPAN 'L', FOR SHUTTERS INSTALLED WITHIN THE FIRST 30' -0" ABOVE GRADE OF A GIVEN BUILDING. 30' -0" ELEVATION SHALL BE MEASURED AT BOTTOM OF SHUTTER. SEPARATION "S' TO BE MEASURED AS INDICATED ON SECTION D, SHEET 4 OF 9. • FOR SHUTTERS INSTALLED WITHIN THE FIRST 30' -a" ELEVATION OF BUILDING. SEE TABLE 1 FOR MINIMUM SEPARATION TO GLASS FOR SPANS SHORTER THAN THE MAXIMUM ALLOWED SHOWN ON SCHEDULE. •• FOR SHUTTERS INSTALLED ABOVE 30' -D ELEVATION OF BUILDING, MEASURED AT BOTTOM OF SHUTTER. 3 APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE Dit T I 1 PiMOI_CT coi±rR'' D V:S.ON BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO 48 - 0608. • 18 / Thi 1. \ TIL.UT TESTING 4 ENGINEERING COMPANY 650S N.W. 36U,. .. !I•. 217. VIRGIN* Xi1RDE1L. f1DRIM 131116 Mono : (305)I71 -190 . f•, : (]05)671 -1531 SALTER A. TILLfT Jr.. P. E. FLORID tic. f 44167 ASSA / ECONOMY ACCORDION SHUTTER AMERICAN ALUMINUM ENTERPRISES (A.S.SA # 74) 1315 NEPTUNE DRIVE BOYNTON BEACH, FLORIDA 33426 sn. SUL MY. Y a • O[Ji•11a' SCALE 5/14/98 DIE 98 - 114 BRAWINO No SNEET 8 OF 9 1 DADE COUNTY I ' x .� S. S. S. H. S. OR 3/16' • Num. POP RIVETS • 6 0. C. AT THIS LOCATION. Ali WOOD 24 0. REOU —�� GLASS OF EXISTING r �MNDOW OR S. G. D. 4• x 1 1 r LAG scREws 6 o. c. ALTERNATIVELY TO CONNECTION AT TOP LIP. USE /1O x3/[4' S. S. S. M. S. OR 3/1r • Alum. POP RIVETS 0 6' 0. C. AT THIS LOCATION. GLASS OF EXISTING WINDOW OR S. C. D. /14x3 /4 S. S. S. M.S.•r O. C. r�x>_ ALTERNATIVE 1 f 10x /4 S. S. S. N. S. OR 3/16' • Alum. POP RIVETS 0 C 0. C. 1/4 •-20 S. S. BOLTS • 11 o. c. W/ NUT & WASHER 1.500'• / ID x 3- S. M. 5. W/ 3/C • x 7/13" LOG NYLON BUSHING. Crw. BOTTOM). — xS OR 4' OR 5 x I25' Num. ANGLE (6063 -15 ALLOT. NEW P. T. ? a r Cent (2) EACH 1/4' TUD (IOOWTTH OF STUD) AND w/ T Min. MORMON INTO STUD 10x 3/4' SS. S. M. S.OR316 • Alum. POP RIVETS • 6' 0. C.— 1.500 1/4 •-20 S. S. BOLTS 0 12 0. C. W/ NUT t WASHER Alum. N I G E (6063 -T6 ALLOY. 1111111 111194 I I 1' x 4 x 1/r (Mln.) 6063 -T5 Num. TUBE (Cont) W/ (2) 1/4 0 x S LAO SCREWS • EACH STUD (MDIWDTN OF STUD) AID W/ T MY.. PENETRATION INTO EXISTING STUD. R ID 3/4" S. S. S. M. S. OR 3/16' • Num. POP RIVETS • 6 0. C. ®OR © i t f 10 x r S. M. 5. • W 3/r•x - 7j LONG NYLON BUSHING. ^ K Ow. BOTTOM). �' -- f 10 x 3/4 S. S. S. H. S. OR 3/16' • Alum. POP RIVETS • C 0. C. 6000 TRUSSES OR RAFTER • 24 0. C. REWIRED / 1 x3/4 S. S. S. M. S. • 6• O. C. f 10x S S. S. S. Y. S. 6/3/8 • x 5 LONG NYLON 04146 (rip SCHEDULE — [-SEE IR Win. SEPARATION •S 10 CLASS OF EX:STNG WINDOW OR S. C. D. 1• x 4 x 1/S (Nn.) 6063-15 Alum. TUBE W/ (2) 5/180 x - LAC SCREWS TO EACH RAFTER OR TRUSS. LOCATE SCREWS AT MDWIDTN OF COSTING W000 IENBER (r min. NOMINAL WIDTH) WI T Nn. PEFETRATION. ® © 10x 3//4 • S. S. M. S. OR 3/16' • Num. POP RIVETS • S 0. C. ALTERNATMELY TO OON.IECTION AT TOP UP, USE 110 x 3/4 S. S. S. M. S. OR 3/16• • Alum. POP S • C 0. C. AT THIS LOCATION. 10x3 S. S. S. M. S. W/ 3/8 • 15/8 LONG NYLON BUSHING. (Typ. TOP). / 10x s. s. W/ 3/8' • x 7/8" LONG NYLON BUSHING. (Typ. BOTTOM). S. 10 x //4 S. S M.S. 3 OR 3 /1S •Mum. POP RIVETS• 6' 0. C. r x 6: woo0 DECK REQUIRED CEILING & FLOOR MOUNTING INSTALLATION — SECTION 8' INSTALLATION DETAILS ON EXISTING WOOD BUILDINGS NOTES: • 1. RI$TALIATI0NS ARE ONLY VALID FOR BUILDINGS WATH DESIGN LOAD UP TO 73.3 ;Ls!. AND 9' -0 Max. SHUTTER SPAN. 2. NEW T x S P. T. TO BE SOUTHERN PINE No. 2, SURFACED DRY WITH 19 % M. M. C. W/ SPECIFIC DENSITY OF 0.55. 3. FOR NEW WOOD FRAME CONSTRUCTION: WOOD MEMBERS TO BE SOUTHERN PINE No. 2, WI SPECIFIC DENSITY OF 0.55 OR EQUAL. APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DATr ALTERNATIVE 2 WALL MOUNTING INSTALLATION (OFFSET) — SECTION A' b/Y / IL ECOINe. TILUT TESTING t IENOINEE11N0 COMPANY LIP5 NAV. M21 1111. :I7, WOW •Ymto. PLOW* 331111 /Mr : 1 -190 . Lao : (1$71 -1511 WALTER A. TILLIT Jr.. P. E. FLORIDA Uc. f 44167 ASSA / ECONOMY ACCORDION SHUTTER AMERICAN ALUMINUM ENTERPRISES (A S.SA # 74) 1315 NEPTUNE DRIVE BOYNTON BEACH, FLORIDA 33426 KV. m 110IlIOt SUS a a •I1O•1O1 "XI i AS SHOWN SCALE 5/14/96 DATE 98 — 114 DRAWING No SHEET 7 OF 9 (i 'el 19q BY Ai • PRODUCT CONTR' DIVISION BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO.9g -'g• $ DADE COUNTY ✓ x A' Cont. WOOD HEADER REQUIRED r) II II U 1/4 • x r LONG LAG SCREWS • 9' 0. C. W/ 1 1/2' Min. PENETRATION TO EXISTING WOOD HEADER. NOTES: 1. INSTALLATIONS ARE ONLY VALID FOR BUILDINGS WITH DESIGN LOAD UP TO 75.3 pp 1.f. AND 9' -0" Max. SHUTTER SPAN. 2. NEW 2' x 5 P. T. TO BE SOUTHERN PINE No. 2. SURFACED DRY WITH 19 >< M. M. C. W/ SPECIFIC DENSITY OF 0.55. 3. FOR NEW WOOD FRAME CONSTRUCTION: WOOD MEMBERS TO BE SOUTHERN PINE No. 2. W/ SPECIFIC DENSITY OF 0.55 OR EQUAL, WALL MOUNTING INSTALLATION (OFFSET) — SECTION A2 TILUT TESTING & ENGINEERING COMPANY OW KY. 1411 1k, w. 217. MINI%* ONOCE. 1f,L1110a 33116 Mom t ()06)171 -1130 . fo : P06171 - 143 1 WALTER A. TIWT Jr.. P. E. F'DROA Uc. / 44167 ASSA / ECONOMY ACCORDION SHUTTER AMERICAN ALUMINUM ENTERPRISES # 74) 1315 NEPTUNE DRNE BOYNTON BEACH. FLORIDA 33426 mlxr rW. b _ 10Cb'110M II% Is I AS SHOWN SCALE 5/14/96 DATE 98 — 114 1131 DRAWING No INLET 6 OF 9 GLASS OF EXISTING WINDOW OR S. G. D. WALL MOUNTING INSTALLATION — SECTION Al 1111I11II111I,I11111I11' : 1 1_ V WIYr ►WIiY11'i'6�oxat_ �, : I' WOOD 24 0. REQU .. —SEE SCHEDULE FOR MINIMUM SEPARATION 'S—'+' TO GLASS OF EXISTING WINDOW OR S. G D. ALTERNATIVE 1 1/4 • x 1 1/2• LAG SCREWS • 8 0. C. # 10 x 3 S. S. S. M. S. WI 3/8' • ■ 5 /rr LONG NYLON BUSHING. (Typ. TOP). 10 x r s. S. s. M. S.w /3 /r• x sir LONG NYLON BUSHING. (Typ.) O © NEW P. T. x r Cont. (2) 1/4 • x LAG SCREWS • EACH SKID (MOWDTH Cf STUD) MO W/ 2' Min. PENETRATION INTO STUD OOR © W 10 •r s. s. s. N. s. / 3/I; • ■ 7/W LONG NYLON BUSHING. (Typ. BOTTOM). INSTALLATION DETAILS ON EXISTING WOOD BUILDINGS SCHEDULE FOR MINIMUM SEPARATION 'S TO GLASS OF EXISTING WINDOW OR S. G. D. ALTERNATIVE 2 WOOD HEADER REQUIRED • 14 x 3 /s' S. S. S.U.S o. c. 1/4'• x r LONG LAG SCREWS • 6' 0. C. W/ 1 1/2 34n. PENETRATION TO EXISTING WOOD WADER. w/ 3/6 • x 5/r M. S. LONG NYLON BUSHING. (Typ. TOP). II II U 0 OR @OR I 10 x 3 S. S. S. M. S.W / 3 /TT' 15/8' LONG NYLON BUSHING. (Typ.) SU i1 t !p u !I!I PP L:: UU11U1111111111111111p1ip OR / 10 x 3' S. S. S. M. S. W/ 3/r • x 7/r LONG NYLON BUSHING. (Typ. BOTTOM). R ® 1' x 4' x 1/6' (Mn.) 6063 -16 Num. TUBE (Cont) W/ (2) 1/e 0 x 8 LAG SCREWS • EACH STUD (MDATDTH OF STUD) AND W/ 2' Mr. PENETRATON INTO EXISTING STIR. SCHEDULE FOR MINIMUM SEPARATION 'S-+ TO GLASS OF EXISTING WINDOW OR S. G. D. ALTERNATIVE 3 I f II II I I U WOOD HEADER REQUIRED SEE SCHEDULE FOR MINIMUM SEPARATION -s- TO GLASS OF EXISTING WINDOW OR S. G. D. ALTERNATIVE 4 1 It T x l /IS tMln.) 6063 -TS ALLOY ALUMINUM TUBE Cont. 1/4' • x 4 LONG LAG SCREWS 06 0. C. W/ I 1/2" Min. PENETRATION TO USING WOOD HEADER 10 x 0 t / . II. S. S. LANG NYLON BUSHING. (Typ. TOP). NEW P. T. x cont. 1/4 • x S LONG LAG SCREWS • S 0. C. W/ 1 1/7 Min. PENETRATION TO EXISTING WOOD HEADER. 110 xS S. S. 5. M. S. W/ 3/r • x 5/r LO4G NYLON BUSHING. (Typ. TOP). II II © ® f 10 x 3 SS. S. M. S. w 3/r 0 x 5/r LOG NYLON BUSHING. (Typ.) Cont. EOUAL TO ALTERNATIVE 2 ©OR ®OR® 10 x3 S. S. S. M.S. W /3/S• • 5/6r LONG NYLON BUSHING. (Typ.) Cont. EQUAL TO ALTERNATIVE 1 430R© APPROVED AS COMPLYING WITH THE SOUTH FLORIDA Si;:LDING CODE 19g2. P:;C'C.. ;T CONTR D V ;S.ON 3DiLDiiG CODE COMPLIANCE OFFICE ACCEPTANCE NO qg-Q , og. i$ DADE COUNTY INSTALLATION DETAILS ON EXISTING WOOD BUILDINGS NOTES: I. INSTALLATIONS ARE ONLY VALID FOR BUILDINGS WITH DESIGN LOAD UP TO 75.3 P.3•f. AND 9'-0' Mow. SHUTTER SPAN. 2. NEW 2 • C P. T. TO BE SOUTHERN PINE No. 2. SURFACED DRY WITH 19 R M. M. C. W/ SPECIFIC DENSITY OF 0.55. 3. FOR NEW WOOD FRAME CONSTRUCTION: WOOD MEMBERS TO BE SOUTHERN PINE No. 2. W/ SPECIFIC DENSITY OF 0.55 OR EQUAL. 1 / 4 • 0 7 LONG LAG SCREWS • C 0. C. W 1 1/T 16n. PENETRATION TO EXISTINIC WOW HEADER Akan. AN GL E (60 -T6 ALL W / 10xYS. S.S.S. U. / 3/C 0 • 5/C LONG NYLON BUSHING. (Typ. TOP). 1/C •-20 S. S. BOLTS • 12' 0. C. W/ NUT & WASHER ROOD REQUIRED + -SEE SCHEDULE FOR MMMUM SEPARATION •• TO CUSS OF D(ISTNG WINDOW OR S. 0. 0. (2) 1/4• • : 1 1/2 LAG SCREWS • IF 0. C. ALTERNATIVE 1 r,.001T� rin 0 0110 111 1L _ __ IIIUI�I�III 1 1 !I!'I. C- I - I - IIIIIpppUpIIG1!I,IiN� WOOD 24 0. REQU S 10a r " S.S. .M.S. /3/C• • 7/C LONG NYLON BUSHING. (Typ. BOTTOM). NEW P. T. (2) 1/C • a S LAC SCREWS • EACH STUD (MONTH OF STUD) AND w/ I MI. PENETRATION INTO STUD 41000 24 0. REOU I1I.I8I1I ® / 10a1 /r S. S. S. N. S. • C 0. C. S. 10a3' S. S. N.S.w / 3C• a 5/r LONG NYLON BUSHNG. (Typ.) GLASS Of EXISTING WINDOW OR S. C. 0. ALTERNATIVE 2 ;I!UIIGUUI!UUIIIiUU1M11 a6>r l• n Q GLASS OF EXISTING WINDOW ORS.G.D. • LAG SCREWS • C 0. C. ALTERNATIVE 3 4 C0. eirr DH LAC S•£ws \___. • -20 S. S. BOLTS• 17 O.C.w/ MR & WASHER +∎'..t•24 0. C. REQUIRED 41 / 10 a 3/4 s. S.S • C 0. C. 2•a3 OR4ORCa.12C Akan. ANGLE (6063 -T6 ALLAY. FEW P. T. 2" a C (2) 1/C • a S LAG SCREWS • EACH 5IV0 OIDWITH of 5TW) AND w/ r Nil. PENETRATION INTO STUD W/ 3/C • a 7/8 LONG NYLON BUSHING. (Typ. BOLT 1• as. a 1/C (•n.) 6063 -15 Num. TUBE (Cont.) 41/ (2) 1/C • • Lf LAG SCREWS • EACH STUD (MDolom OF SILO) AND W/ T Lan. PENETRATION NTO DOSTN% STS. WALL MOUNTING INSTALLATION (OFFSET- SECTION A C 7 '_ y =` /AMIN / AI I Mt OR© , a3 /CSS. S.N.S. • CO.C. l0aCS.S. L. S •/3 /C • a 6/C LONG NYLON BUSSING (Typ.) � 10a C SM.S. W/ 3/C • a 7/T LANG NYLON BUSHNG. (Typ. BORON). /10a 1/T S. S. S6LS• SCHEDULE FDR Mn. SEPARATION - S TO GLASS OF CIISTP•G WINDOW - OR1.G. D. - WOOD TRUSSES OR RAFTER • 24 0. C. REQUIRED 1• • C • 1 /er (NNE) 6063-T5 Mum. TUBE w/ (2) 5/16 0 a 4• LAG SCREWS TO EACH RAFTER OR TRUSS. LOCATE SCREWS AT NDWDTH of COSTING 41000 MEMBER V// r Mn. PD TR.&IION. 10 a r S S 3. M. S. WN LON BUSING. Ow. TOP). R g L /T O B S. 4 3 L NYLON B NG. (Typ. BOTTOM). / 10 a 3/4 S S. S. N. S. • C 0. C. T a C WOOD OEIpc REQUIRED w /, /C• • 11 /T LAO SCREWS • C 0. C I 10 a r S. S. S. M. S. w /3/3' • • 5/3' LONG NYLON BUSHING (Typ.) NEW I P. T. Cont WODO PLATE W/ (2) 5/1C • • C LAG SCREWS TO EACH RAFTER OR TRUSS. LOCATE SCREWS AT MIDWCTH OF DUSTING WOOD MEMBER. w/ r 1 6 n . PENETRATION. 10 a3 S. S. S.U.S 3/C • a 5/C LONG BUSHING. (Typ. TOP). OR C) / IL ECO I N C . TILLLT TESTING ! ENGINEERING COMPANY 6606 N.V. 36N. 11t„ 02. 117. MINN OMDF/6. RLRd1 331a "we : (J 1 -1333 . ••• : (363)371 -1631 MMLTER A. TIU.IT Jr.. P. E. FLORIDA 1k. / 44V7 ASSA / ECONOMY ACCORDION SHUTTER AMERICAN ALUMINUM ENTERPRISES (A.S.SA. # 74) 1315 NEPTUNE ORNE BOYNTON BEACH. FLORIDA 33426 eV. IM 1 NOTAPTION a • 111130•11171* Mn AS SHOWN SCALE 5/14/98 DATE 98 - 114 DRAWING IN SHEET 5 OF 9 CEILING & FLOOR MOUNTING INSTALLATION - SECTION Fi i of EXISTING i 'NDOR OR S. G. D. / 14 a 3/4 S. S. S. M. S. • C O. C. x L 0 1..IIII141111111�g1M6 1111■111•14 II r� $' . P 0 1.1.1.1.1.1,10.10.m.:::::_c_ei I ALTERNATIVE 4 I 10 a 1/7 S. S. S. III S. • C 0. C. N CEILING MOUNTING INSTALLATION - SECTION B1 R di / 10 aCS.M.S. a w/ s /tt • a '/ar LONG NYLON $ (Typ. BOTTOM). I 10a3 /C s. S. S. M. S. •C o. c. 1.SOC 1/C 0 -20 S. S. B OLTS • 12 O. C. W/ NUT ! WASI ER r arORCORC a 12C Num. ANGLE (6063 -T6 ALLOY. f a 4 a 1/C (11n ) 6063 -15 Mum. TUBE (Cont.) W/ (2) 1/4' IS a C LAG SCREWS • EAOI STUD (MO.ICm OF ST10) AND W/ r MFI. PENETRATON INTO EXISTING STUD. • i NOTE : SECTIONS B • 61 CAN BE COMBINED AS APPUCABLE. APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DATr 19 BY PRODUCT CO„T. L DIVISION BUILD NG CODE COMPLIANCE OFFICE ACCEPTANCE NO 9g- 6446g. IS g DADE COUNTY CONCRETE ANCHORS OB' O. C. • (ALTERNATE 10 O ) • SECTION El O (ALTEIMAT( TO ) * 3/V 0 HOLE FOR LOCKING BOLT I I lx7 I I ** ONE SIDED SHUTTER: END CONNECT! N DETAIL /1 iiIiSNC. \ TILLRT TESTING ! D4GINEERNG COMPANY 8605 M.r. ]!N R, b 217. •ONM OMm06, RAM*. 13144 Harr : 006)871 -1610 . /•.: WPM- MI WALTER A. TINT Jr.. P. E. FLORDA Uc. 44167 ASSA / ECONOMY ACCORDION SHUTTER AMERICAN ALUMINUM ENTERPRISES # 74) 1315 NEPTUNE DRIVE BOYNTON BEACH, FLORIDA 33426 xacIM1101 MP. So .t20.la AS SHOWN SCALE 5/14/96 DATE 96 - 114 DRAWING No SHEET 4 OF S C s POURED CHOCRETE OR CONCRETE BLOCK WALL REQUIRED Y • Y • .125 OR 7xrx090' ALUMINUM TUBE (6063 -T5 ALLOY) 3/16 • Num. POP RIVETS OR 14 x 3/4' S. N. S. 060. C. (Typ.) ** 3/5 • HOLE FOR LOf30NG BOLT SECTION E 2' x 7' x .125 OR 3' x5 x.090' ALUMINUM TUBE (6063 —T5 ALLOY) 3/15 • Alum. POP WETS OR / 14 x 3/4' S. M. S. O 6 0. C. (Typ.) 1' • 1' • .125 Cont. Num. ANGLE (6063-T6 ALLOY) ** g Q s N ti e O (ALTERNATE TO O) * [ GLASS 1' • f • .125 Cont. Alum. ANGLE (6063 -T6 ALLOY) SECTION 0 NOTE : SEE NOTES ON LOCKS ON THIS SHEET. VALID ALSO FOR SECTION E1 AND ONE SIDED SHUTTER. 00R0l00R (ALTERNATE TO ® ) * B• ©C ! ®OR©! ®OR ®*R©OR®OR® CONCRETE ANCHORS • 9' 0. C. (4) 3/1 • Alum. POP NETS OR / 14 x 3/4 S. N. S. (Typ.) 2 ANCHORS EACH ANGLE CONCRETE ANCHORS r-- 2.000' • • 9' O. C. 2.000' 1.000' TOLL IO0011G SOLT 1.000' POURED CONCRETE OR BLOCK WALL REQUIRED 1 1/2' x 1 1/2' OR 11 /2'x2'OR 2' x2' OR2' x 3' OR 2' x OR 2' x 5 x .125' ALUMINUM ANGLE (6063-T6 ALLAY) 14 x3 /4' S. M. S. OR 3/16' • ALUMINUM POP RIVETS • 9' 0. C. 2' x .125 OR3' xr xD95 Alum. TUBE POST ISOMETRIC (Typ. AT TOP (CORNER POST) & BOTTOM SLABS) 2' x 2r x .125' x TUBES' SIZE Alum. ANGLE (2 REQUIRED) (6063 -T6 ALLOY) EDGE OF SLAB POURED CONCRETE OR CONCRETE BLOCK WALL REQUIRED 11 /2'x11/2 OR 1 1/2' x 2' 2 ' x ORAL xr OR 2' x OR x 5' x.125 ALUMINUM ANGLE (6063 -T6 ALLOY) to x 3/4' S. M. S. OR 3/15 • ALUMINUM POP RNETS • 5 0. C. 2' x 2' x .125 ALUMINUM ANGLE (6063 -T6 ALLOY) ©k©C ® (OUTSIDE) CONCRETE BLOCK WALL REQUIRED CONCRETE ANCHORS 0 9' 0. C. 5 14x3/4' S.M.S. OR 3/16' • ALUMINUM POP RIVETS 0 r O. C. ALTERNATE CLOSURE DETAIL W/ NYLON SCREW HEAD Num. RIVNUTt (Typ.) ALTERNATE USE OF 0 LOCKER W/ RIVNUT t AS INSIDE OR OUTSIDE LOCKER NOTES ON LOCKS : • INSIDE LOOKER ® OR OUTSIDE LOCKER Q SHALL ALWAYS BE USED FOR ANY SPAN KT INSTALLATIONS WITHIN THE FRSST 30 FEET OF BUILDNC. AND FOR SHUTTER SPANS GREATER THAN ET -K', FOR INSTAUA110N5 ABOVE 30 FEET ELEVATION OF IN LDC MEASUURED AT 8 M SHUTTER SCREWS ONLY WF1 =!5 INSIDE LOCKER W N USNC QO LOCKED TOW &Q )BY MEANS OF 2 TEN* E LOOCERQJ MAY SE ED AS AN INSIDE LOCKER IF ATTAOIED TO (;I ! 0 W 1/4' 0 -20 x 1' LONG S. S. THREADED BOLT W/ 1/4' 0 -20 /5 3 THREADED ALUMINUM awn. SEE NSTNIATUN DETAIL ON G DE�LAO(ER©9%11 BE ATTACHED THR a) W/ 1/P 0 -20 S. S. THREADED BOLT W/ 1 0- 20 x 5/5 T IN 1 Y TH THREADED � S: L ILVMNUM RMNU'. SEE INSTALLATION DUAL ON THIS SHEET. o). ▪ FOR INSTALLATIONS WITHIN THE FIRST 30 FEET ELEVATION CF BUI�NG MEASURED AT BOTTOM OF SHUTTER AND IN ADOITION TO OTHER (10 OR Q USED LOOKERS, A REGULAR T LOO( MAY BE USED FOR S PURP06ES AT ANY DESIRED LOCATION OF CENTERI/ATE (INSIDE OR OUTSDE). . WHEN USED INSIDE. MINIMUM SEPARATION TO GLASS SHALL ALSO BE VERIFIED FROM THE TIP OF SUCH T LOCK OR FROM THE OTHER MUTTER COMPOFFNTS SHOWN ON SECTION 0 (WHOMEVER IS MORE CRT1CAL). b). FOR INSTALLATIONS ABOVE 30 FEET ELEVATION OF BULONC MEASURED AT BE USED N UEU OF � LOCKERS OR SPINS A T MDSPAN OF ONE �COAERI/ATE FACING OUI90E OR INSIDE. WHEN USED INSIDE MNMUM SEPARATION TO CLASS SHALL ALSO BE VERIFIED SHOWN ON SECTION N 0 (WI4CHEVER IS M 0� C T1C SNUFIER COMPONEMS SECTION D1 (MULTIPLE SHUTTERS) ©! ©OR®! ®°R 04)O4404) DOW t: SERIES 9444 ALUMINUM (2024 -T3 LARGE FLANGE THIN SHEET NUTSERT. PART / 0820, AS MANUFACTURED BY AVDEL CHERRY TEITTORN, PARSPPENY. NEW JERSEY 07054 OR EQUAL. APPROVED AS COMPLYING WITH THE S01.1 7H FLORIDA BU :LDING CCOE CAT 19 1 4 I 0,4 PXO:4:;:; DIV :S:ON 5U6LDiN CG 1E n COfi,1PLIANCE OFFICE ACCE &TA ;CE NO.9$- 0608'• I$ DADE COUNTY TYPICAL ELEVATION /iiui1 TILLIE TESTING t ENGINEERING COMPANY SONS N. 3M. Si i lb.. 217 Ww* & OM R.08134 331H Mem ; (+6JI7I -1iIO . rxx : (706)011 -1511 WALTER A. TILUT Jr.. P. E. FLORIDA Lk. i 44167 ASSA / ECONOMY ACCORDION SHUTTER AMERICAN ALUMINUM ENTERPRISES (A.S.S.A. O 74) 13 5 NEPTUNE DRIVE BOYNTON BEACH, FLORIDA 33426 M7x I CV. M I • OTC ASSI1M SCALE S /14/96 DATE 98 - 114 DRAwNG No • SMITE 3 OF 9 f 1 0 ■ S. S. s. N. s. W /3 /e • . 5/f LONG NYLON BUSHING (Typ. S. 3/4' S. Num. POP R • 6' 0. C. ALTERNATIVELY TO CONNECTION AT TOP UP, USE #10x3/4' .S. S. M. S. OR 3/16 • /tum. POP R • 6 0. C. AT THS LOCATION. I POURED CONCRETE REQUIRED FOR MIN NUM SEPARATION ' TO CLASS OF EXISTING WINDOW OR S. G. D. CONCRETE ANCHOR (SEE SCHEDULE) • W J o w U N W W U CONCRETE ANCHORS (SEE SCHEDULE) POURED CONCRETE REQUIRED EDGE Of SLAB IF APP LICABLE CEILING Sc FLOOR MOUNTING INSTALLATION — SECTION B' 0.QD0. ► ► ► ► ► O OP OR€ ) OR B / 10 x 3' S. S. S. M. S. W/ 3/8' • x 5/13' LONG NYLON BUSHNG. (Typ. TOP). 0 if 10x3' S. S. S.U.S.W/ 3/8 0 it 7/8 LONG NYLON BUSHING. (Typ. BOTTOM). 3/4' S. I M. S. OR 3/16" • • 6 0. C. • EDGE OF SLAB IF APPU CABLE icXX> 10 S. S. S. M. S. 3 16' • Alum. POP O 6' 0. C. ALTERNATIVELY TD CONNECTION AT TOP UP, USE #10x34' 5. S. S. M. S. OR 3/16 • Alum. POP WETS O 6' 0. C. AT THIS LOCATION. M- 1.501' 1/4' • -20 S. S. S. M. S. W /FULL PENETRATION INTO RAWL CALK-IN ANCHOR (SEE SCHEDULE). ®OR�GR ®�o OR® I —J /7 „,,, „ /, 7/7/ u � POURED CONCRETE” REQUIRED INSTALLATION DETAILS SEE NOTES ON LOCKS ON SHEET 4 OF 9 FOR LOCK REQUIREMENTS C. D. 4 EDGE DISTANCE (SEE SOT MULE ON SHEET 9 OF 9) POURED CONCRETE REQUIRED 14 x 3/4' S. S. S. M. S. • 6' 0. C. 1'x2'x.125" Nun. ANGLE Cont. (6063 -T6 ALLOY) 1/4' 0 -20 S. S. S. M. S. 10/FULL PENETRATION INTO RAWL CALK - N ANCHOR (SEE SCHEDULE). TH U SLL. INTO NANNCHHO SCREW (REMOVABLE INSTALLATION) COVER WITH NYLON CAP. W/ • S. 77/ S. 8' LO NYLON BL5HING. (Typ. BOTTOM). t 10x 3/4' S. S. M. S. OR 3//160 Alum. POP RIV O • C 0. C. EDGE OF SLAB IF APPLICABLE REMOVABLE FLOOR MOUNTING INSTALLATION — SECTION B1' . .000' Nn. S . M . S. 3 OR 4 3 16' • Alum. POP 0 6' 0. C. ALTERNATNELY TO CONNECTION AT TDP LIP, USE ,f S. OR 16 • x Fn3/ S. S. s Alum. POP S 0 S. M. 6 0. C. AT THIS LOCATION. OR R C NCR� CRETE O ETEE 6.0M Y TOLL IIFAURED ALTERNATE WALL MOUNTING INSTALLATION (OFFSET) — SECTION C1' 4f CCINCRETE ANCHORS (SEE SO¢DULE REMOVABLE FLOOR MOUNTING INSTALLATION — SECTION B2' I10x3'S.S. S.M.5.w 3/8 • x /8 LONG NYLON BUSHING. (Typ. BOTTOM). / 10 x 3/4' 5. S. S. M. S. OR 3/1C Num. um. POP • • 6' 0. C. ALTERNATIVELY ANGLE CAN BE LOCATED AT FRONT USING THE SAME SPECS AS SHOWN FOR REAR INSTALLATION. 1 I EDGE OF SLAB IF APPLICABLE - t 4C4rj. i �TS ',NUT t WASHER• 12' 0. C. 1 x OR 4 OR5x .12r AWMNUM ANGLE oR I ID it 3' S. S. S. M. S. W/ 3/E . x 7/6' LONG NYLON BUSHING. (Typ. BOTTOM). 1 1 1 ) . S. Mum. POP R>�TS • • 8 0. C. . APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DATF L 7 1 BY PRODUCT CONTR..L DiViSION BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO. it,o&• IR DADE COUNTY r POURED CONCRETE OR CONCRETE BLOCK WALL REQUIRED (SEE SCHEDULE) 5. M. S. W/ 3/5' • x 5 /Er LONG NYLON BUSHING. (Typ. TOP). i • 10 x 3" S. S. S. M. S. W/3/6' • 5/5' LONG NYLON BUSHING (Typ.) SEE SCHEDULE I FOR MINIMUM I SEPARATION .s TO GLASS OF IEXI WIN DOW I ORS.O.O. WALL MOUNTING INSTALLATION — SECTION A SCALE: 3/8 = 1" f 1O x 1/2r S. S. S.M 0. C. 0 ii I '/ / / / / / / / / / //, t POEDOONCR( TE/ REOUIRED 1/4' • -20 S. S. S. M. S. W /FULL PENETRATION MO RAWL CALK. -IN ANCHOR (SEE SCHEDULE). II II II II II U ! 10 x 3 S. S. S. M. S. W/ 3/e • x 7 /6' LONG NYLON BUSHING. (Typ. BOTTOM). CONCRETE ANCHORS (SEE SCHEDULE) OR © 5/5' HOLE TO INSERT SCREW THRU SILL INTO ANCHOR REMOVABLE INSTALLATION) AVER WITH NYLON CAP. s � • N � 10 x 3/ S. S. S M S. •6 0. C. REMOVABLE FLOOR MOUNTING INSTALLATION — SECTION B1 SCALE: 3/8 - 1" 10 xY S. S. S. M. S. W/ 3/T • x 7/5' LONG NYLON BUSHING. (Typ. 13017OM). EDGE OF SLAB IF APPUCABLE V \Y / POURED CONCRETE t \ , REQUIRED — / 10x S. S. s. M. S. W /3/Er • x 5/C LONG NYLON BUSHING (Typ.) POURED OONCRETE OR CONCRETE BLOCX WALL REQUIRED — CONCRETE (SEE SCHED ANCHORS RED L--SEE SCHEDULE FOR MINIMUM SEPARATION •s TO GLASS Of EXISTING WINDOW OR S. G. 0. / / / / /)I // OORR CONCRETE R BLOCK / WALL REQUIRED / WALL MOUNTING — SECTION Al , 10x1 /2' S. S. S. IL S. • 6 0. C. CONCRETE ANCHORS (SEE SONEDUIE) — SECTION Cl CONCRETE ANCHORS (SEE SCHEDULE) CONCRETE ANCHORS (SEE SCHEDULE) INSTALLATION SCALE: 3/8" = 1" ALTERNATE SCALE: 3/8" - 1" g10xrS.5 S.M.S. W/ 3/6' • x 5/8• LONG NYLON BUSHING. (Typ. TOP). T II II II II II U OR@ 10 x r S. S. S. M. S. W/ 3/C • x 7/C LONG — SECTION B SCALE: 3/8 NYLON BUSHING. (Typ. BOTTOM). INSTALLATION DETAILS 1 .500' 1 • 10xYS.S. S. M. S. w/3/8' • x 5/5' LONG NYLON BUSHING (Typ.) • 10x 1/2' S. S. M. S. • C 0. C. POURED CONCRETE REQUIRED - 1/4 0 -20 S. S. BOLTS W /NUT & WASHER • 12 0. C. WALL MOUNTING INSTALLATION (OFFSET) 2 x 3 oR ( OR 5 x .125 ALUMINUM ANGLE 08 2 4 S. 14 x 3/4• S. S. M.s.0 0 0.C. 1' x Y x.125' Alum. ANGLE Cont. (6063 -76 ALLOY) POURED CONCRETE REQUIRED OR &/' / 0 FOR MINIMUM SEPARATION ' 5' TO GLASS OF EXISTING WINDOW OR S. C. D. 1.500' p1 10x 3. S.S.S.M.S. W/ 3/8' • x 7/8" LONG NYLON SAHING. (Typ. BOTTOM). , 10x3 /4' S.S. S. M. S. • C 0. C. CONi7 •. • E, 0 (SEE SCHEDULE) \ — POURED CONCRETE REQURED \ +— EDGE OF SLAB D. 1' .000' Min. IF APPUCABLE POURED CONCRETE REOURED I10x3'S.S. S. M. S. WI 3/T • x 5/3 LONG NYLON BUSHING. (Typ. TOP). CONCRETE ANCHOR (SEE SCHEDULE) CEILING & FLOOR MOUNT. INSTALLAT. OR 0 POURED CONCRETE OR CONCRETE BLOCK • 10 x 3' S. S. WALL REQUIRED S. M .S. W/ 3/5' 0 x 7/8' LONG NYLON BUSHING. (Typ. BOTTOM). 1 10x3/( S. S. S. M. S. 0 0. C. EDGE OF SLAB IF APPUCABLE 4i 1/4" 0 -20 S. S. S. M. S. W /FULL PENETRATION INTO RAWL CALK -IN ANCHOR (SEE SCHEDULE) REMOVABLE FLOOR MOUNTING INSTALLATION SECTION B2 SCALE: 3/8' = 1" I I / \ \\\,..\\\ ALTERNATE \ I S` M.S. W /3/8 • I x S /8" LONG NYLDN BU SING ) LSEE SCHEDULE OR M'n I SEPARATION 'S TO I CU EXISTIN WINDOW of OR S. C . 0. R / Thi,NC.\ TIL JT TEST1140 & I NOINEERINO COMPANY M•s NA 3a•, p. }�Y. rt. %•LaIM OMENS. RONDO 331.6 •11e.: 006)m71 -19G . fax : (.106)671 -188 WALTER A. TILUT Jr.. P. E. FLORIDA Lic. O 44167 ASSA / ECONOMY ACCORDION SHUTTER AMERICAN ALUMINUM ENTERPRISES (A.S.S.A. / 74) 1315 NEPTUNE ORME aOYNTON BEACH. FLORIDA 33426 I M7L KV. Y a moomixa MIL AS SHOWN SCALE 5/14/98 DATE 98 — 114 DRAWWG No SHEET 2 OF 9 WALL MOUNTING — SECTION C CONCRETE ANCHORS (SEE SCHEDULE) 2'x3' 4' OR x 125' ALVNINUM ANGLE 2'x3OR 4" ORS x.125' ALUMINUM ANGLE 1310x3' S. 5. 5. M. S. WI 3/8• • x 7/8' LONG NYLON BUSHING. (Typ. BOTTOM). 10 a3/4" S. S. S. M. S. OR 3/16" 0 Alum. POP RIVETS 0 6" 0. C. ALTERNATIVELY ANGLE CAN BE LOCATED AT FRONT USING THE SAME SPECS AS SHOWN FOR REAR INSTALLATION. EDGE OF SLAB IF APPLICABLE 1 • if 0. C. •Min. • 10 x3 S. S. S. M. S. W/ 3/N . • x 5/T ( LONG NYLON BUSHING. ( TOP).7 OR 2 4f N • 10 x w /3/C0K l 7 /r LONG OOt7 �� y I NYLON BUSHING (Typ. BOTTOM). 1/4• • -20 S. S. BOLTS W /NUT • WASHER 0 if 0. C. ALTERNATE INSTALLATION (OFFSET) SCALE: 3/8" = 1 E. D. - EDGE DISTANCE SEE SCHEOILE ON a or 9) APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE PRODUCT COi :TF.YDIV :S :ON BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO Q - 4(168 g DADE COUNTY � 1 ,. s+2' ,a,2' .�ry ® HEADER -WALL MOUNT. ® & • SILL -WALL MOUNT. (INVERTED USE) 758' -2.04 1 1 .08T 0.582 1 `1.196" I679'� SCALE: 3/8 = 1" 3.234' © SILL SCALE: 3/8" = 1' 1.610' .SO0".SOIY 2'-.062" .452" QE 180' STARTER SCALE 3/8" = 1' 3.875' 3.875" .062" Tip. SCALE: 3/8" = 1" 2.000' 0 MALE LOCK SLAT 0.582' .711' .644' 3.025 SILL SCALE: 3/8" = 1" .47 3.234' 5 Cy 90' STARTER SCALE: 3/8" = 1' ■ FEMALE /FEMALE ECONO BLADE SCALE: 3/8" - 1" , .. , .2'j , .062' Tip. 2000' HEADERS -WALL MOUNT. SCALE: 3/8" = 1" 5.124' .452' .655' .531' 2.276' 2.032' 4.35� I� FEMALE LOCK SLAT SCALE: 3/8" = 1" 0.582' 1.000' 3.155' 3.031'--+1 �.06r Typ. © SILL BOTTOM ADAPTER SCALE: 3/8" = 1" OF LOUVER BLADE SCALE: 3/8" a 1' COMPONENTS HEADERS -WALL MOUNT. © HEADER CEILING MOUNT. SCALE: 3 /B" = 1" .2911" 2.7 "IT) PLAN JO OUTSIDE LOCKER # 1 SCALE: 3/8" = 1" FRONT ELEVATION II 3.124' _1.3121 879' 0541 1 37 1.124'- 2.000 / IL ECO MO. \ TI LR TESTING & ENGINEERING COMPANY 6505 N.M. 38th St. 1*.. 217. v11/014A OAMrNS. RD111W 33166 P}on.: (306)871 - 1530 . rat : (306)871 -1631 WALTER A. TILUT Jr., P. E. FLORIDA Lie. # 44167 ASSA / ECONOMY ACCORDION SHUTTER AMERICAN ALUMINUM ENTERPRISES (A.S.SA. # 74) 1315 NEPTUNE DRIVE BOYNTON BEACH. FLORIDA 33426 6L Y. NO 2 0121411071011 NV. Po onesr710N SAW s AS SHOWN SCALE 5/ DATE 98 - 114 DRAWING No SHEET 1 Of 9 3.031' II ` x.062 Typ. I+- 3.155'-I 0 SILL BOTTOM ADAPTER SCALE: 3/8" = 1" 1/4' 20S.S. THUMBSCREWS SCALE: 3/8" = 1" © LOCKING PIN SCALE: 3/8' = 1" 12" Min. FOR UP TO 9•-0" SHUTTER BLADE LENGTHS AND 24' Min. FOR SHUTTER BLADE LENGTHS GREATER THAN 9' -c2'. 3.757 PLAN .061. Typ. 1 E 1 25 L I ; SIDE ELEVATION INSIDE LOCKER # 2 SCALE: 3/8" = 1" GENERAL NOTES: I. ACCORDION SHUTTER HAS BEEN DESIGNED IN ACCORDANCE WITH THE DADE COUNTY, 1994 EDITION OF THE SOUTH FLORIDA BUILDING COOS. DESIGN WIND LOADS SHALL BE DETERMINED AS PER SECTION 6 OF ASCE 7-88, WITH 110 m.p.h. BASIC WIND SPEED. ACCORDION SHUTTERS ADEQUACY FOR IMPACT AND FATIGUE RESISTANCE HAS BEEN VERIFIED IN ACCORDANCE WITH SECTIONS 2315 & 2314 RESPECTNELY OF 111E ABOVE MENTIONED CODE. 2. STAINLESS STEEL SHEET METAL SCREWS USED AT LOUVER PIN SHALL BE 1j 10 x 3" , 410-HT MINIMUM SERIES W/ 135.0 ksi YIELD POINT & 180 ksi TENSILE STRENGTH. SCREWS SHALL BE COATED WITH XYLAN 5000 SERIES FLUOROPOLYMER COATINGS AS MANUFACTURED BY WHITFORD Co, BOX 507. WEST CHESTER PA. 19381. 3. ALL ALUMINUM EXTRUSIONS SHALL BE 6063 -T6 ALLOY (UNLESS OTHERWISE NOTED). 4. ALL SCREWS TO BE STNNLESS STEEL 304 OR 316 SERIES W/ 50 ksi YIELD PONT AND 90 ksi TENSILE STRENGTH. 5. ALL ALUMINUM POP RIVETS TO BE 5052 ALUMNUM ALLOY WITH ALUMINUM MANDREL 6. BOLTS TO BE 2024 -T4 ALUMINUM ALLOY GALVANIZED OR STNNLESS STEEL WITH 35 ke) MINIMUM MINIMUM YELD PONT. 7. ANCHORS TO WALL SHALL BE AS FOLLOWS: (UNLESS OTHERWISE NOTED) (A) TO EXISTING POURED CONCRETE: - 1/4 - • TAPCON ANCHORS, AS MANUFACTURED BY I.T.W. RAMSET OR ELCO INDUSTRIES, INC. - 1/4' 0 RAWL 2AMAC NNLIN ANCHORS. AS MANUFACTURED BY THE RAWL PLUG COMPANY, INC. - 1/4' • x 7/8' RAWL CALK - IN AS MANUFACTURED BY THE RAWL PLUG COMPANY, INC. NOTES: A1) MMMUM EMBEDMENT OF TAPCON ANCHORS INTO POURED CONCRETE IS 1 3/4. MINIMUM EMBEDMENT OF RAWL ZAMAC NNUN IS 1 1/2" A.2) 7/S RAWL CAIN( -IN ANCHORS SWILL. BE ENTIRELY EMBEDDED INTO THE POURED CONCRETE. NO EMBEDMENT INTO STUCCO SHALL BE PERMITTED. 1/4' 0 -20 SCREWS USED SHALL BE 1 1/2' LONG MNMULI SHOULD STUCCO EXIST. A.3) IN CASE THAT PRECAST STONE. PRECAST CONCRETE PANELS, OR PAVERS BE FOUND ON THE EXISTING WALL OR FLOOR. ANCHORS SHALL BE LONG ENOUGH TO REACH THE MNN ST BEHIND SUCH PANELS. ANCHORAGE SHALL BE AS INDICATED ON NOTES A.1) (8) TO EXISTING CONCRETE BLOCK WALL: - 1/4' • TAPCON ANCHORS AS MANUFACTURED BY I.T.W. RAMSET OR ELCO INDUSTRIES. INC. - 1/4' • RAWL ZAMAC NNUN ANCHORS AS MANUFACTURED THE RAWL PLUG COMPANY, INC. - 1/4' x 7/81 RAWL CALK-IN MANUFACTURED BY TIE RAWL PLUG COMPANY, INC. NOTES: • 8.1) MINIMUM EMBEDMENT OF TAPCON ANCHORS, AND RAWL ZAMAC NAILN ANCHORS INTO THE CONCRETE BLOCK UNIT SHALL BE 1 1/4. 8.2) 7/8' RAWL CALK -IN ANCHORS SHALL BE ENTIRELY EMBEDDED INTO THE CONCRETE BLOCK UNIT. NO EMBEDMENT INTO STUCCO SHAD. BE PERMITTED. 1/4' 0 - SCREWS USED SHALL 8E 1 1/2 LONG MINIMUM SHOULD STUCCO EXIST. 8.3) N CASE THAT PRECAST STONE OR PRECAST CONCRETE PANELS BE FOUND ON THE EXISTING WALL. ANCHORS SHALL BE LONG ENOUGH TO REACH THE MAIN STRUCTURE BEHIND SUCH PANELS. ANCHORAGE SHALL BE AS INDICATED ON NOTES 13.1) & 13.2) ABOVE (C) ANCHORS SHALL BE INSTALLED FOLLOWING ALL OF THE RECOMENDAT)ONS AND SPECIFICATIONS OF THE ANCHOR'S MANUFACTURER. 8. BLADE �. AND TIC KNUCKLES FOR CENTERMATES 0 & QI , & THE STARTERS ©Ac © ARE UNDER THE P OF EASTERN METALS. 9. IT SHALL BE THE RESPONSIBIUTY OF THE CONTRACTOR TO VERIFY THE SOUNDNESS OF THE STRUCTURE WHERE SHUTTER IS TO BE ATTACHED TO INSURE PROPER ANCHORAGE. 10. SHUTTERS MANUFACTURER STAMP SHALL BE PLACED ON THE EXPOSED SURFACE OF THE FEMALE LOCK SLAT (COMPONENT QI ). ONE LABEL SHALL BE PLACED FOR. EVERY OPENING. LABEL SHALL READ AS FOLLOWS: AMERICAN ALUMINUM ENTERPRISES BOYNTON BEACH. FLORIDA DADE COUNTY PRODUCT CONTROL APPROVED. APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DAT' . _ __ ` 1 BY PRODUCT COUT.. L D:VIS;ON BUILDING CUE COMPLIANCE OFFICE ACCEPTANCE Nogg -O‘bg. l8' DADE COUNTY COMPUTATIONS Project : MR & MRS MACLELLAN RESIDENCE 1209 N.E. 96 STREET Miami, Florida Project No.: 980103 Computations by : Arbab Engineering, Inc. Date : 2/10/98 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 50B NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 801 -5049 FAX NO. (305) 891 -0504 • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 STRUCTURAL CALCULATIONS Applicable Codes: * SFBC 1994 Building Code * ACI 318 -92 Reinforced Concrete * ACI 530 -92 Reinforced Masonry * ASCE 7 -93 * AISC Latest Edition, Structural Steel * N.D.S. 1991 Edition, Design Values For Wood Construction SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 PROJECT NO.: 980103 CHECKED BY DATE Wind Criteria per SFBC chapter 23 & ASCE 7. Assumed Soil bearing capacity is 2000 p.s.f. All concrete to be fc =3,000 psi E= 3,122,018 psi • Reinforcing steel fy= 60,000 psi fs= 24,000 Es= 29,000,000 psi Em= 1,500,000 psi N =Es/Em =19.33 All block 8" ASTM C -90 Hollow Unit Masonry. Design fm = 1,500 psi Grout shall comply with ASTM C 476, 28 days min. comp. strength= 2,000 psi Grout Slump Required---- 8 " -l1 ", provide cleanout holes at filled cells Mortar shall comply with ASTM C 270 Mortar Slump Required--- -5 " -8" type (per SFBC 2702.10b) Structural Engineering Analysis contained herein shall bear the, Engineer's original signature, date and impressed seal. Per Chapter 471, F.S. w980103.mcd • DIMENSIONS: k := 1000.1b plf := 1 ft psf := 1. lb — DESIGN CRITERIA: Live Load (Roof) L.L • Dead Load (Roof) ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 lb pcf:= 1 3 ft SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 PROJECT NO.: 980103 CHECKED BY ft in := 30 P.S.F. Roofing 8 P.S.F. Trusses & sheathing 12 P.S.F. • Ceiling 5 P.S.F. Mech./Elect./Miscl. 6 P.S.F. Insulation 4 P.S.F. Totat D.L.• 35 P.S.F. 8" Masonry wall 60 P.S.F. 8" Reinforced Masonry wall 80 P.S.F. ksi := 1• in Applicable Codes: -South Florida Building Code, SFBC 1994 - ACI 530 -92. Reinforced Masonry - ACI 318 -92. Reinforced Concrete -ASCE 7 -93. Wind Analysis is based on ASCE 7- 88(93) (Formerly ANSI A581) - NDS 1991 Edition. Design Values For wood Construction k DATE lb psi := 1 2 in w980103.mcd • GIVEN: Structural plans and sections. REQUIRED: Wind load calculation. ARBAB ENGINEERING, INC. SHEET NO. OF CONSULTING ENGINEERS JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 11900 BISCAYNE BLVD., SUITE 508 PROJECT NO.: 980103 N. MIAMI, FLORIDA 33181 (305)891 -5049 CHECKED BY DATE ROOF (see attached sketch) Wind Analysis Based on ASCE 7 -88 (Formerly ANSI A581) RELEVANT ASSUMPTIONS: Exposure Category = C ( ASCE 7- 88(93) 6.5.3 ) Design wind pressures = ASCE 7- 88(93) Components and cladding, TABLE 8, and Fig. 3 for roofs. V 110 mph Basic wind speed, Fig. No.1 ASCE Standard h := 23.ft • APPLICABLE ASCE 7 88(93) INFLUENCE FACTORS: I := 1.05 Importance Factor, From Table 5 ASCE Standard Velocity Pressure Exposure Coefficient (Exposure C) K := 0.906 (ASCE 7- 88(93) TABLE 6) RELEVANT EQUATIONS: Velocity Pressure. Mean roof height, see Attached sketch & structural plans. q := 0.00256•K•(I•V)2.psf (ASCE 7- 88(93), section 6.5.1, Eq.3) q = 30.9 -psf Velocity Pressure. tr Angle of Roofs: 0 := angle (12, 3) 0 =14 •deg 0 <_30• deg 0210. deg Angle for All Roofs. Slope 12:3 •E =14' Y a • • IM w980103.mcd 6.4.3 %Villa - Tunnel Procedure Properly eon - ducted wind- lunncl tests or similar 1` sIs employing fluids other than air may he used for Ills determina- tion of design wind loads in lieu of the provisions of 6.4.2. This procedure is recommended for those huiidings or structures having unusual geometric shapes, response characteristics, or site locations for which channeling effects or buffeting in the wake of upwind obstructions wairanl special consideration, and for which no reliable documentation pertaining Io wind effects is available in the (ileraline. The proce- dure is also recommended for those buildings or structures for which more accurate tvind- loading in- formation is desired. Tests for the determination of mean :11 - Iluclual- ing forces and ptesstres shall he considered Io be properly conducted only if: (I) the natural wind has heen modeled to account for the vauiation of wind speed with height; (2) Ilse natural wind has been modeled Io account for the intensity of the longitudi- nal component of lutbtllence; (3) the geometric scale of the structural model is not more than three times lie geometric scale of the longitudinal component of tmhulencc; (4) the response characteristics of the wind-tiumel insltm are consistent will' the measurements to he trade; and (5) due regard is given lo the dependence of forces and pressures on the l cynolds number. Tests Ion the purpose of determining the dynamic response ;01• a structure shall be comsideied Io be properly conducted only if requirements (I) through (5) are satisfied and tine sUuctinal model is scaled with due regard to length, mass distihulion, stiff- ness, and damtpir.g. Categuty ■ Table 5 Impol lance Factor, I (Wind Loads) 6.5 Velocity Pressure 6.5.1 Procedure for Calculating Velocity Pres- sure. The velocity pressure q, at height z shall he calculated from the formula: q; _ 0.00256K (Iitl.3) where the basic wind speed V is selected in accor- dance with the provisions of 6.5.2 the importance factor 1 is set forth in Table 5, and the velocity pres- sure exposure coefficient K, is given in 'fable 6 in accordance wills die provisions of 6.5.3. The numeri- cal coefficient ((.0(1256 shall be used except whets sufficient climatic data are available to justify the selection of a different value of this factor for a spe- cific design application. 6.5.2 Selection of Basic %Vimd Speed. The basic wind speed V used in the determination of design wind loads on buildings and other sUucluies shall be as given in Fig. I for the contiguous United Stales and Alaska and in Table 7 for Ilawaii and I'uerlo Rico except as provided in 6.5.2.1 and (0.5.2.2. The basic wind speed used shall he at least 7(1 mph. 6.5.2.1 Spenis!( Wind Kegiturs. Special consid- eration shall he given to those region` for which records or experience indicates that the wind speeds are higher than those reflected in Fig. I and 'fable 7. Some special regions are indicated in Fig. 1; how- ever, all mountainous terrain, gorges, and ocean promontories shall be examined for unusual wind conditions and the ; u lh o lily having . jilisdictiom shall, if necessary, adjust the values given in Fig. I and 'fable 7 to account for higher local winds. Where nt tt.ssary, such adjustment shall be based on meteo- rological advice and an estimate of the basic wind Illil miles 111,111 !tunicatte AI' mrticane ncc:ntline and in other areas (wean tine I.IIII tm! 111! 11 95 1.1 1.1111 'See I A and "Fable I. N1)If.S: (11 The building and slim:tine classification calegolics ale listed in Table I. (21 I of trl!ious between the hwtic..rc necaoline and 11111 miles inland mite in pinonce (taut 1 shall he rt.armined by linear intctlrnlation. (31 Ilanie:1m. occanlines ate the AIL•uuic and (.lull of Mexico coastal areas. Ill111.1)INIiS AND (Ptlll1( SINK Mims II i .. - .li+...nf1:LI11WM.iusw'.w.aommu . MI('II 1unt NI ?SIIiN I.t)Al In : -Z3� -7 12 7 able 6 Velocily 1'lessure Exposure Coefficient, K I lei {fM above K ground level. 7 - - 11ce11 Exposure A Exposure II 0.37 0.R)) n.4 20.9Clo /0.8 0.46 ((.93 n • 15 0.12 211 11.15 25 11.17 111 11.19 0.511 411 11.23 W57 511 11.21 11.63 611 11.3)1 0,(68 711 0 :1.1 0.73 HO 0.31 11.77 911 11.411 (1.82 11111 11.42 0.116 1 711 1148 0.93 I40 11.5.) 11.99 160 ((.58 1.05 1811 (.r,) 1.1 I 700 0,(. 1.16 250 1178 1.211 31111 1) 88 1..19 150 1) 98 1.4') 4011 1.111 1.58 4511 1.16 1. 51111 1.2.1 1.75 N) )1 (I■ Linear inleirola1 h11 Io1 iu lelnlctli: a values of hcighl 7 Is ncc4Irl:rhlc. (2) I`u1 values oI Irei{'Ixl 7 greater than 5))11 Iced, K, may he calculated from FA ('1 in the I on 131 I.spusuur categories are defined in 6 5.3. speed uhlained in accordance with the provisions of (x.5.2.2. 6.5.2.2 ktrirrlariful of lla.tir' Wind Speed,‘ from Climatic flora. Itegional climatic data may he used in lieu of the basic wind speeds given in Fig. I and 'fable 7 provided: (I) acceptable exhenle -valor slalis- tiral :ul:dysis proccduies have hccn cnlployctl in re- ducing the dat (2.) due regard is given to Ihr length of record. averaging Time, aneinontcicr heighl. data tlualily, and Terrain exposure; and (1) the basic wind speed used is not less lhan 71) mph. Table 7 Bask Wind Speed, V Ilawaii 811 Puerto Ilion 95 1).98 1.06 1.13 1.19 1.24 1.29 1.34 1.38 1.45 1.52 1.58 1.63 1.68 1.79 1.88 1.41 2.05 2.12 218 V Vocation (mph) N11111:• . 1 he unique lopugng feat common Io the islands ul Ilawaii and I'uet)m, Rico suggest that it may he axlvis:dde Io adjust the values given in Table 7 In account fur locally hither winds lot sIruclules sited near mountainous Ienain. gorges, and moll) pinnrunhoiCS Exposure I) 120 1.27 1.3) 137 1.46 1.57 1.58 1 63 1.67 1.71 1.75 1.81 1.87 1.92 1.ui 2.01 2.10 2.18 1 25 2. 31 7 36 2.41 6.5.2.3 f,in)irariorl. Tornadoes have not heel] considered in developing the hasie wind -speed llis(ii- bulitnls. For those strttclincs or building's Thal must he designed to resist tornadic winds the designer is referred to the references in the C'on (sec (.6.5.2.:1) on tornado- iesislanl design. 6.5.3 Exposure Categories. 6..5.3./ Gr exposure calegory (hal adequately rcllccts the characteristics of ground sur- face irregularities shall he delernlincd for the site at which the building or structure is to he constructed. • 70 70 `11.•*„ 1 I , . 100- •. • s. • 90 80 - - 11. NN\\\ \ — - N\ N , 1 . /.„. :.4.:- , ■• N. \ s... • - . * I I / ;:,,.. 110 - rt.! -'‘&41 ■56.. 80i BO +MP .11 110 ....■••••■•■••■ Fig. 1. Basic Wind Speed (mph) 70 110 `• 100 200 300 400 500 MILS SCALE 1.20 000 000 ratit r tllQ C L r r 80 1 CO \N'ts• 90 LJ Basic wind speed 70 mph ks Special wind region Notes: 1. Values are fastest-mile speeds at 33 ft.(10m) above ground for exposure category C and are associated with an annual probability of 002. 2. Linear interpolation between wind weed contours is acceptable. 3. Caution in the use of wind speed contours in mountainous regions of Alaska is advised. / 2 70. 80 0 • art • Table 8 (;t1s1 Response Fa): lots, G and G, • ^-• _ • .. •- -_-_-_•-- lleiglit above Gh am1 G gtutuul level, z (Ice') Eximsule A Eximsute 11 0 - 15 2.36 1A-.7-23 FT /20 .%25 2.111 311 2.01 1.51 40 1.8(1 1.46 511 1. /9 1.4 60 1.73 1.39 111 1 6• 1.36 HO 1.6 1 1.34 911 1.5') 1.32 1110 1.s6 1.31 12(1 1.50 1.28 140 1.46 1.26 160 1.43 1.24 180 1.40 1.2.1 700 1.31 1.21 750 1.12 I I') 3011 1.211 1.16 1511 1.25 1.15 400 1.22 1.1_1 450 1.211 1.12 500 1 18 1.11 ... ..._ .. ..... _ .. .. _ _ postoe ( 1 65 1.32 1 591 1B 41 29 1 54 •1 27 111111.1)INGS AND (1111E8 ti'l (118 '111111ti Expusme 1) 1.15 1.14 1.13 1.26 1.12 1.23 1.11 1.21 1.10 1.20 1.09 1.19 1.08 1.18 1.08 1.17 1.1)7 1.16 1.07 1.15 1.06 1.14 1.05 1.13 1.05 1.12 1.04 1.11 1.1)4 1...• 1.111 1.09 1.02 1.08 1.02 II)? 1,1)1 1.06 1.111 1.116 1.00 N(1 1 ( II For main wind hove residing systems, use building or structme height h = z. (2) linear imelpolatiott is acceptable for imetmediaie values ot z. (3) Fut height :Move mum! of more Mau 500 lee), Eq. C5 of the (...timmentary may he used (4) Value of gust lespouse lacior shall he um less titan 1.0. 15 AIINIP1111 UI.SI(,N I I/AIMS 2(1 1'o 'rtlilion ('ondiliotr II '11 able 9 Inlet Pressure Grcfficiculs for IAtildio�s, GC,r ('audition G( All conditions except as 'ruled under cutdilion II. Iluildings in which boll, of the following me me): I. I'ereenl:ty-c u) openings in one wall rxrecds the shim of the percentages rd openings in Ihc remaining walls and tool sin faces by 5% In more. and 2. l'tttcttptlage of openings in any one of the remaining walls or tool du not • need 211'7. f (1.75 -11.2 NI 11I .S: t I 1 Values me In be used with tf, or qt, as specilicd in 'I able 4. 1 I'Ius and minus signs signify pressures acting toward and away haul the sutlaces, tespcclively. 1.1) 'Ill ascrtlaiu the ctilicnl (and tcquitrnrcnls Irn (he apprtpni :rte condition, Iwo eases shall be contidcretl: a positive value ttf G( applied sinntll :n entesly Io all surfaces. and a negalivc value of G(' apptitd in all surfaces 141 I'ctcetlage of openings in a wall or roof surlace is given by twist of area 1t1 openings Io gross area for Ihc wall or tool surface onsidtt•d • 'fable I (I External I'ressure Coefficients for Arched Roofs, C ( - .Rise tot -sp Windward Ccnlcr Leeward (•onditirttt ratio, r quailer half quarter (t nil li 11.9 . 11.7 - r It 5 rlevatett It) = r e II 4• 1.5r - 1I.3 . 11.7 r II 5 shin-tine It 1 -: r < 11 (t 2.15r - 11.7 -II.1 r 11 5 Ittt,tt slainl!in(! Item ground p „ 11 - r e. II (i I .4r .. 11. r 11.5 • When the rise In span moist is 11 < r < 11.1 altercate cocllicienls given by 6r 2.1 shall also be used pot the windward gleaner. N)) 11.S (I) Values Iistrd are lot the deterctioalirm of avctage loads on main wimilotcc trcictinp cyttrnt 124 fins :mil mimic signs signify pressures titling toward and away horn the smbrees- respectively 111 I'm r umponrnts and cladding: rat it will (tctimeter, use the external pressure enellirient s in (ig fl, with 4) basted nu spring -line slope and y h ',aced tilt I:.sptrctto (' 161 :mil put r'ntaioing tool atens. use extetn pcc cnrllicirnt•, al Ibis Iahle multiplied by 1.2 and qh based on lixposme 4. . • Gcpi := 0 Pw := q.G.Cpw - q. Gcpi Pl := q.G.Cpl - q- Gcpi Ps := q•G.Cps - q-Gcpi ARBAB ENGINEERING, INC. SHEET NO. OF CONSULTING ENGINEERS JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 11900 BISCAYNE BLVD., SUITE 508 PROJECT NO.: 980103 N. MIAMI, FLORIDA 33181 (305)891 -5049 CHECKED BY DATE MAIN WIND FORCE RESISTING SYSTEMS Gust Response Factor, G (Exposure C) For this particular case q = q = qZ Building plan dimensions: L := 23.67.ft MAIN WIND FORCE RESISTING SYSTEMS h =23•ft q = 30.9•psf G := 1.278 (ASCE 7- 88(93) TABLE 8) B := 38.ft h =23•ft Wall Pressure Coefficients, C (ASCE 7- 88(93) Fig. 2) Surface LB C , Windward wall All values Cpw := 0.8 Leeward wall B = 0.62 Cpl := -0.5 110 Side walls All values Cps := -0.7 Design Pressures for walls: ( see sketch for maximum design wind pressures) G . Factor , See Fig. 2- ASCE Standard, 2nd term in eq. cancels out. Pw = 32 •psf Design Pressure windward (Max..) P1 = -20 •psf Design Pressure leeward (Max.) Ps = -28 •psf Design Pressure side walls (Max.) w980103.mcd • • MAIN WIND FORCE RESISTING SYSTEMS: Roof Pressure Coefficients, C (ASCE 7- 88(93) Fig. 2 Wind direction Normal to ridge: Windward Leeward (All values of H/L). Gcpi := 0 Prw := q-G•Cprw - q. Gcpi Prl := q. G. Cprl - q. Gcpi ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 H/L h — = 0.97 L Cprw: = -0.9 Cprl := -0.7 MAIN WIND FORCE RESISTING SYSTEMS Design Pressures for roof: ( see sketch for maximum design wind pressures) SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 PROJECT NO.: 980103 CHECKED BY DATE C G . Factor , See Fig. 2- ASCE Standard, 2nd term in eq. cancels out. e Prw = -36 •psf Design Pressure windward (Max.) Prl = -28 •psf Design Pressure leeward (Max.) w980103.mcd • MINIMUM U1.'.SI(;N LOADS 16 Wind direction h //. 11 10 I S 211 3(1 411 50 > (,0 — Nor r <0 3 11.7 ((.2' 11.2 (1.3 (1.4 0.5 (1111 • to ridge Parallel In ridge 0.5 I.0 >1.5 bill II( h /l. 2.5 hill or h //. > 2.5 rr '1 II 7 0.7 0.9 9 `Both values of (' shall be used in assessing load dice's. Roof Pressure Coefficients, Cp, for Use with q Windward Wall Pressure Coefficients, C \Vindwaid wall All values U -1 2 a4 Side walls All values Angle, 0 (degrees) - (1.75 . 0.2 (1.3 0.5 11.010 0.75 - -0.2 0.3 (1.5 (I.UIn (1 0.9 .0.35 0.2 (1.010 -U.8 NOTES: (I) Refer to Table 1(1 lot arched n...is. (2) I'm Ile xible buildings and slnrclures, use appr opt iate (T as determined by rational analysis. 13) Pius mid minus signs signily pressures acting Inward and away from the surfaces, respectively. 14) Linear inlerpnlation may be used for values of 0, h /l., and 1./13 ratios other than shown. (5) Notation: 7: Ileiphl above ground, in f et h Mean Font height, in feel, except Iha1 cave height may be used for 0 < 10 degrees Velncily pressure, in pounds-torce per square fool, evaluated at respective height G: (;usl response factor N: Iloriznnlal dimension nl' building, in feel, measured normal to wind direction /.: Ilorimnlal dimension of building, in feet, measured parallel to wind direction 0: Rim/ slope from hur iLnntaI, in degree (1.2 For use with Leeward vahies of h //, and 0 - -0.R • Fig. 2. External Pressure Coefficients, C. for Average !marls on Main Wind -Force Resisting Systems • h := 23.0.ft L := 23.67•ft WR := 27.67.ft Xa := 0.4-h Xb := 0.1•WR al := if(Xa <_Xb, Xa, Xb) a := if(al >_Xc,al,Xc) • G FACTOR FOR ROOF. Pressure Zone 1 2 3 ARBAB ENGINEERING, INC. SHEET NO. OF CONSULTING ENGINEERS JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 11900 BISCAYNE BLVD., SUITE 508 PROJECT NO.: 980103 N. MIAMI, FLORIDA 33181 (305)891 -5049 CHECKED BY DATE COMPONENTS AND CLADDING ROOF Width of Pressure Coefficient Zone, a Mean Height of roof Width of building Min. width of roof Xa =9.2•ft Xb = 2.8•ft B := 38.0•ft LR := 42.0.ft Length of building Length of roof 0.4 of Roof Height But, can not be less than 10% of minimum width Xc := 3 . ft al = 2.8•ft a = 3 • ft Width of Pressure Coefficient Zone, a ( "a" can not be less than 3' -0 ") G AP Factor Tributary Area Field > 100 ft Gcpl : _ -1.1 Perimeter > 100 ft Gcp2 := - 2.0 Corner = 72 ft Gcp3 := -2.1 Note: (1) G Factor is given in Fig. No.3 ASCE Standard. (2) For tributary areas see attached sketch. Gcp Factor w980103.mcd ZONE TRIBUTARY AREA lea PT) GCp PAGTORS O I ( i i . (oF f'T)(32 r) _) 31.3 Pr " 7 1 o o c-r --1, I 0 ( 2 X 1PO(11_(04 Fr) t(4)CWt')(32Fr) —> 454. Fta > tooPrz — 2.0 (3 FrX3Fr)(8) =) 1-2fT — 2.1 • • See chart below For GGp Factors: 0 >1 "— 45" ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 891 -5049 FAX NO. (305) 891 -0504 -3.0 -2.5 - 2. 0 -1 5 -1.3 -1.0 -0.5 — O a 0 > 10 — 30" ..._ I I I I , 10 20 50 100200 500 A.I1t'1 -2.0 -0.5 war. U SHEET NO.: OF PROJECT: MAG LZU A I3 W.ESIYJE'N (E ARCHITECT: DATE: -2.0 -1.] -1.5 -1.4 -1.0 0 0.5 I.0 1.3 1.5 ROOFS' _ n > 30" 45" _ 10 20 50 100 200 500 A,Itt'i -1.4 • COMPONENTS AND CLADDING Gcpi := 0.25 G 1 Factor is given in Table 9 ASCE Standard. P1 := q•(Gcpl - Gcpi) Design Pressure Zone 1 (Max.) P2 := q.(Gcp2 - Gcpi) Design Pressure Zone 2 (Max.) P3 := q.(Gcp3 - Gcpi) Design Pressure Zone 3 (Max.) Gcpi := -0.25 G . Factor is given in Table 9 ASCE Standard. P12 := q.(Gcpl - Gcpi) P22 := q.(Gcp2 - Gcpi) P32 := q.(Gcp3 - Gcpi) UPLIFT PRESSURE FOR ROOF. Pressure Zone Design Pressure (Max.) Design Pressure (Min.) 1 P1 = -41.77 •psf P12 = -26.3 •psf 2 P2 = -69.62 •psf P22 = -54.15 •psf 3 P3 = -72.71 •psf P32 = -57.24 •psf For Overhangs uplift pressure use Zone 2, but with: GcpiO := 0 Po := q.(Gcp2 - GcpiO) Design Pressure Overhang. Po = -62 •psf ARBAB ENGINEERING, INC. SHEET NO. OF CONSULTING ENGINEERS JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 11900 BISCAYNE BLVD., SUITE 508 PROJECT NO.: 980103 N. MIAMI, FLORIDA 33181 (305)891 -5049 CHECKED BY DATE Design Pressure Zone 1 (Min.) Design Pressure Zone 2 (Min.) Design Pressure Zone 3 (Min.) G . Factor for open structure. croi w980103.mcd • COMPONENTS AND CLADDING G FACTORS FOR WALLS. ARBAB ENGINEERING, INC. SHEET NO. OF CONSULTING ENGINEERS JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 11900 BISCAYNE BLVD., SUITE 508 PROJECT NO.: 980103 N. MIAMI, FLORIDA 33181 (305)891 -5049 CHECKED BY DATE G AP Factors Pressure Zone Tributary Area 4 (Field Negative) (L - 2. a) • h = 406.41 •ft 5 (Corner Negative) h. a.2 = 138•$ 4 & 5 ( Positive) h.a.2 = 138•ft Note: (1) G Factor is given in Fig. No.3 ASCE Standard. • (2) For tributary areas see attached sketch. Gcpi := 0.25 G cpi Factor is given in Table 9 ASCE Standard. P4 := q.(Gcp4 - Gcpi) P45 := q-(Gcp45 - Gcpi) P5 := q.(Gcp5 - Gcpi) P42 := q.(Gcp4 - Gcpi) P452 := q.(Gcp45 - Gcpi) P52 := q.(Gcp5 - Gcpi) Design Pressure Zone 4 (Max.) Design Pressure Zone 4 (Min.) Design Pressure Zone 5 (Max.) Gcpi := -0.25 G epi Factor is given in Table 9 ASCE Standard. Design Pressure Zone 4 (Min.) Design Pressure Zone 4 (Max.) Design Pressure Zone 5 (Min.) Gcp Factor Gcp4 := -1.15 GcpS := -1.55 Gcp45 := 1.15 w980103.mcd ZONIS TRIBUTARY ARSA led). FT) GGp PAGTORS ® ( )414D(4, Frx —1,15 1e,- 2.•c Q3E FrTz —1.4 ® k- 2. -ck+i t3$ Fri- 4-‘,1s See chart below for Gap Factors: . D f T Ira ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD.. SUITE 508 NORTH MIAMI. FLORIDA 33181 PHONE NO. (305) 891 -5049 FAX. NO. (305) 891 -0504 L.= 23.0 - vT Walls (a) ti U r, 2•.0 •1.5 • I 0 •0.5 0 0.5 10 1.4 1.5 SHEET NO.: OF PROJECT: A&C L L .L.AN ISI I EL1 CF ARCHITECT: DATE: WALLS ALL I ( T- ---1 —T r f -- I h -L- 10 20 50 100 200 5001000 A.J1t'I I.0 NOTES: (I I The vertical scale denotes (�( " pp Ire he used with q), based 1/11 Exposure C. (2) The horiton: rl scale denotes the pituitary area A. in square feet (3) External pressure cnerlicients !tor walls may he Irdnced by I(I% when 0 K IA degrees. (4) If a parapet equal Ire tar higher than 1 ft is provided alumni the perimeter of loo( with 0 4 Ill degrees, lone 3 may he treated as lime 2. (5) Plus and minus signs signify plessnles acting lowrorl a n d away (rum the surfaces, respectively (h) Each co:r:lament shall he designed for maximum positive and n pressures. (T) Notatio•,: rr I(I3 of minimum width or 114/1. v..,ichcver is srnellrr, but not less than either 4'1' of minimum width or 3 feel; Ir. urea ll 101)1 height. in feet, except that cave height may he used when 11 •s III degrees: and 0: 10111 slope from hurii in degrees. Fig. 3. External Pressure Coefficients, GC' for Loads on Building Components sled ('padding for Buildings with Meats Roof Height 11 Less titan or Equal to 69 Peet • • ARBAB ENGINEERING, INC. SHEET NO. OF CONSULTING ENGINEERS JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 11900 BISCAYNE BLVD., SUITE 508 PROJECT NO.: 980103 N. MIAMI, FLORIDA 33181 (305)891 -5049 CHECKED BY DATE COMPONENTS AND CLADDING PRESSURE FOR WALLS. Pressure Zone Design Pressure (Max.) Design Pressure (Min.) 4 (Field Negative) P4 = -43.32 •psf P42 = -27.85 •psf 5 (Corner Negative) P5 = -55.69 •psf P52 = -40.22 •psf 4 & 5 ( Positive) P452 = 43.32 •psf P45 = 27.85 •psf w980103.mcd • • COMPONENTS AND CLADDING Pressure Zone ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 1 (Negative) Uplift 2 (Negative) Uplift 3 (Negative) Uplift 4 (Field Negative) 5 (Corner Negative) 4 & 5 ( Positive) PRESSURE SUMMARY Design Pressure (Max.) Design Pressure (Min.) P1 = -41.77 •psf P12 = -26.3 •psf P2 = -69.62 •psf P3 = -72.71 •psf P4 = -43.32 •psf P5 = -55.69 •psf P452 = 43.32 •psf SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 PROJECT NO.: 980103 CHECKED BY P22 = -54.15 •psf P32 = -57.24 •psf P42 = -27.85 •psf P52 = -40.22 •psf P45 = 27.85 •psf DATE w980103.mcd Zone 3 Uplift: P3 = -72.71 •psf DL := 15. psf Dead Load Nup3 := 1P3 - DL Net Uplift Nup3 = 57.7 •psf Net Uplift • Load over Roof (Zone 3) w3 := Nup3 2. ft w3 = 115.4•plf • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 ROOF Wood trusses Uplift: P1 = -41.77 •psf DL := 15. psf Dead Load Nup 1 := 1 P 1 - DL Net Uplift Nupl = 26.8 •psf Net Uplift Load over Roof (Zone 1) wl := Nupl .2.ft wl = 53.5 •plf SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 PROJECT NO.: 980103 CHECKED BY DATE P2 = -69.62 •psf DL := 15 • psf Dead Load Nup2 := 1P2 - DL Net Uplift Nup2 = 54.6 •psf Net Uplift Load over Roof (Zone 2) w2 := Nup2.2.ft w2 = 109.2 •plf Overhang Uplift: Po = -61.88 •psf DL := 15. psf Dead Load NupO := Po - DL Net Uplift NupO = 46.9 • psf Net Uplift Load over Roof (Overhang) wO := NupO.2•ft wO =93.8 •plf O.K. w980103.mcd ROOF TRUSS (typical truss, span = 23.67 ft) w< 2 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 11:2 w2 .J.3 l AMMZIVf • ELI I J Ra :_ (wO.OL) + (w2-2.a) + (wl •b) Rb (2•wO.OL + w2 4 a + w1•2•b) - Ra Actual Uplift force each truss, critical end: Ra = 1155•lb Use the following DTC truss anchor by Hughes: DTC 1365 lbs uplift capacity > Actual uplift force Ra =1155 •lb O.K. • GIRDER TRUSS (girder truss, span L = 23.67 ft) � k� OL ,L OL Rga :_ (w•0.51) + (w0.2•ft) uv� a =3•ft OL := 2.0•ft SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 PROJECT NO.: 980103 CHECKED BY DATE Ra = 1155•lb Rb= 1155•lb L:= 23.67•ft b: = — - 2•a 2 b = 5.84•ft w Nup2.4.5•ft L := 23.67•ft w0 := NupO.4.5•ft Rgb : = Rga Actual Uplift force each truss (critical): Rga =3331.1b Reaction Use Typical Girder Truss Uplift Rgb = 3331 •lb Reaction Anchor for girder trusses: Uplift w/ (2) 3 "x3 "x3/16" Steel angles, one each • side & (2) 1/2" Anchor bolts 4418 lbs > Actual uplift force Rgb =3331.1b O.K. w980103.mcd • ROOF DIAPHRAGM DESIGN: LR := 42.0•ft A := 8.12•in d: =WR P: =Pwt 1P1 W:= P Unit Shear v = 248 •plf P := M P = 2527•lb d v P LR ARBAB ENGINEERING, INC. SHEET NO. OF CONSULTING ENGINEERS JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 11900 BISCAYNE BLVD., SUITE 508 PROJECT NO.: 980103 N. MIAMI, FLORIDA 33181 (305)891 -5049 CHECKED BY DATE Length of roof WR := 27.67. ft Width of roof Cross sectional area of tie beams @ roof level BW := 6.17. ft Band width for wind pressure @ roof P =51.4 •psf Wind pressure •BW W =317 •plf Uniform wind load W.LR M := M = 69936•lb•ft Moment due to wind load 8 f: f= 26-psi A•d • TW := W•LR TW =13321 -lb Total wind load (concentrated). W.LR Reactions at walls due to V : V = 6661 -lb 2 wind loading. V v h _ v h = 241 •plf Unit Shear (perpendicular to wall). v roof angle 0 = 14 • deg v : - cos(0) Unit Shear Diaphragm Capacity required v' = 60.2 •plf Unit Shear (parallel to wall) s v V P'p Ppr 1 I I 1 Pps i H t - '11 - v LR V Shear w980103.mcd • DIAPHRAGM DESIGN: Typical Truss Pp := v'.2-ft 2 ft = spacing between trusses. Pp = 120•lb /each truss (parallel to wall, see sketch above) Pps := v.2.ft Pps = 496.2•lb ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 # of trusses in this roof Nt := 21 Pp' = 634.3 • lb /each truss 24" = spacing between trusses. /each truss (parallel to wall, see sketch ) Use the greater value of Pp and Pps: Pps' if(Pps?Pp,Pps,Pp) Pps' = 496.2•lb Pp' := TW (perpendicular to wall, see sketch ) Nt Nailing Pattern For roof use the following nailing pattern: 10d nails @ 6" c.c. max at supported end (unblocked). Nail spacing shall be 4" c.c. at gable ends, in all cases. Allowable horizontal shear provided by nailing pattern: (1) Row, 10d nails .... 285 plf > Actual shear v =248 .plf O.K. Note: All plywood sheathing to be continuous over a minimum of (3) spans. SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 PROJECT NO.: 980103 CHECKED BY DATE w980103.mcd Plywood grade Common nail size Minimum nominal penetration in framing. in Minimum nominal plywood thickness. in Minimum nominal width of framing member. in Blocked diaphragms Unblocked diaphragm Nail spacing at diaphragm boundaries tall cases), at continuous panel edges parallel to load (cases 3 and 4) and at all panel edges (cases 5 and 6) Nails spaced 6 in max. at supported end 6 I 4 1 ( [ 21/2t I 2t I Load per- pendicular to unblocked cdees and continuous panel joints (case 1) Other con - figurations (cases 2. 3. & 4 ) Nail spacing at other plywood panel edges 6 6 4 Structural I 6d ly Yu, '3 t Q5 ..:1) '50 '..;.: ;75 420 420 475 16; 155 ;4t; 8d 11/2 i. 2 3 '70 300 360 400 530 600 6011 675 240 265 (8 200 rOd l':'. ' 3 320 360 4_5 480 640 720 730t 820 _ '' 15 NO • TABLE 8.1 Allowable Shear in Pounds per Foot for Horizontal Plywood Diaphragms with Framing of Douglas Fir -Larch or Southern Pine` ......... ii. is 11111111111111111111 Load Case 1 Diaphragm boundary Framing Case 2 Continuous panel joints Blocking if used Case 3 Blocking Continuous pane joints Continuous pane! joints Blocking kelti 2251Pt f > is-crcApk. smenavz. —2.48 v=r.F C61-z) ✓ • • DIAPHRAGM DESIGN: ARBAB ENGINEERING, INC. SHEET NO. OF CONSULTING ENGINEERS JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 11900 BISCAYNE BLVD., SUITE 508 PROJECT NO.: 980103 N. MIAMI, FLORIDA 33181 (305)891 -5049 CHECKED BY DATE Use DTC by Hughes for typical trusses: Capacities: Perpendicular to wall 1310 lbs > Actual perpendicular to wall Pp' = 634-lb O.K. Parallel to wall: Toward strap 650 lbs Away from strap 785 lbs > Parallel to wall (both ways). Pps' =496-lb O.K. Using Hughes DTC truss anchors: Uplift 1365 lbs> Actual uplift force Ra = 1155•lb O.K. For more information on the specified Hughes truss anchors see attached copy of Hughes Product Catalog. Use Typical Girder Truss Uplift • Anchor for girder trusses: Uplift w/ (2) 3 "x3 "x3/16" Steel angles, one each side & (2) 1/2" Anchor bolts 4418 lbs > Actual uplift force: .... Rgb =3331 -lb O.K. For more information on the specified Typical Girder Truss Uplift Anchor, see the provided details following this page. w980103.mcd • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD.. SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 891 -5049 FAX NO. (309) 891 -0504 UPLIFT AT ROOF LEVEL GROSS NET Zone 1 —41.8 P.S.F. —26.8 P.S.F. Zone 2 —69.6 P.S.F. —54.6 P.S.F. Zone 3 —72.7 P.S.F. —57.7 P.S.F. MAX. UPLIFT PRESSURE FOR WOOD TRUSSES 1322 LBS. D.T.C. HUGHES TRUSS ANCHOR CAPACITIES: Uplift 1365 LBS. >1322 LBS. • Perpendicular to wall 1310 LBS. > 634 LBS. Toward strap 650 LBS. > 496 LBS. Away from strap 785 LBS. > 496 LBS. MAX. UPLIFT PRESSURE FOR GIRDER TRUSSES 3333 LBS. SHEET NO.: OF PROJECT: Mr 4 Mrs MACLELLAN RESIDENCE ARCHITECT: DATE: FOR MAX. UPLIFT AT GIRDER TRUSSES, USE: (1) TYPICAL GIRDER TRUSS ANCHOR W/ (2) — 3 "x3 "x3/16" STEEL ANGLES & (2) 1/2" DIA. ANCHOR BOLTS INTO CONC. TIE BEAM. UPLIFT CAPACITY: 4418 LBS.> 3333 LBS. LW] IVallb Product —Code '' • , Qtyl : Bo* I.1 _ TITITI 1 WO" 'Mix, I. moo- .rr. - � ... i ,. , _ r 'E t , 'Gltder f astel) tis r ers ; O r i- • Design ' toads (0bs i� ' • , Joist " . , Size ;;! . s, " /� `He der i TriiSal' 4014 „ ) N orma] •Wi.3% , • 1054'125%133%! now Roos Windy i' Wind 160% Uplift '133% Uplift 160% d = a Zo ` mI� H , ;W i 3" 2X4 3 -1/4" 5 -1/4" 1 -5/8" 1 -5/8" 4 -20d 8 -20d 2 -20d 3 -20d (Q6— 1t 1400 805 1610 875 1750 1860 990 1980 785 525 785 UH 26 UR 2X6 7 -1/4" 1 -5/8" 12 -20d 4 -20d tdri 2415 2625 3 - 16d 2650 110 1110 1540 2X8 IOU IYd11b prod uct Code � '�! Jbist,5llte :pt /I 'BoxI :Wgt/ Sox 1 ' ' lnen Dls : ; ,', ., f astel) tis r ' � � Desi n Lode (I j / - t i er! G rd i ' W44da ,e' t'� `til 4 x Ulbl t f ' , Nol'fttai ''., * , now 110% Ro 1254 .1Nl�id 133% wind 166% U� Ilit. p :133 % Uplift. 166% 'A it,.. (8) 16d W UH 24 UR 2X4 1 1 3" 1" 3 - 1/4" 1 - 5/8" 4 - 16d 2 - 16d 580 670 725 770 770 360 360 UH 26 UR 2X6 1 1 3" 1" 5 - 1/4" 1 - 5/8" 8 - 16d 3 - 16d 1160 1335 1450 1540 1540 720 720 UH 28 UR 2X8 1 1 3" 1" 7 - 1/4" 1 - 5/8" 12 - 16d 4 -16d 1740 1865 1865 1865 1865 735 735 4 rtitdli '., � l l ti L + Odb ( le t . S z' oimenslon" ' L • i I . , ailli ; Boo BOX ' l aetenere • I. ad4 dit o* ' • H r { � f j rUsel,l � �i ` i ll Jolat " , ti rm G l ' Design Sn 9f+ Lbadstlb4)? RoOf , ' I; . Up ' . << Uplift 16O , , Wt r ': I ' ' TUH 26 , 2X6 1- 9/16" 5- 5/16" - 50 (18) 16d, (8) 16d 2685 2685 2685 • 2000 2000. '2420 TUH 28 2X8 1- 9/16" 7- 1/16" 25 (22) 16d (10) 16d 3075 3075 3075 2420 TUH 26 -2 (2) 2X6 3 -1/8" 5 -1/4" 25 (16) 16d (8) 16d 2685 2685 2685 2000 2000 TUH 28 -2 (2) 2X8 3 -1/8" 7" 25 (22) 16d (10) 16d 3075 3075 3075 2420 2420 4s • • • wockct s %s.t 1t . i 1, r 4 SKEWED U HANGERS • Standard Skew 45° • Specify skew from 15° to 50 °, optional • SBCCI Compliance Report No. 94139 • Dade County Approval No. 97- 0205.03 12 TRUSS /JOIST HANGERS, TUH —TYPE • Featuring Load Share Fastening System • Develops full truss /joist capacity 16 gauge galvanized steel , • Engineered and Tested I1 90 Shown skewed left Skewed Angles Measured from 0 Line fa- Product Code I H eeHeed* tDescrlpt +on , Joist Size I _ _� Writ/ Bdic ‘,1 ' 1 �i l hii ` s blfit410 . Febtenaa'. Giil`de(/ I Girds/ Joist Hondo bealtifl Loads (Iba) Ei Snarly 11 Rolf 126 1181E Uplift 160% A B i H r . , yyP L�l,: ! EUH 24 -6 Econ. Joist Hanger 2X4 -6 2X4,6 100 15 1 -5/8" 3/4" 3" 1 -5/8" 4 -16d 2 -16d 2 580 670 725 315 315 EUH 26 -8 Econ. Joist Hanger 2X6 -8 2X6,8,10 100 24 1 -5/8" 3/4' 5 -3/16' 1 -5/8" 10 -16d 4 -16d 2 1360 1360 1360 795 795 EUH 28 -10 Econ. Joist Hanger 2X8 -10 2X8,10,12 100 30 1 -5/8' 3/4" 6 -3/4' 1 -5/8" 14 -16d 5 -16d 2 2030 2050 2050 1200 1200 ECONOMY JOIST HANGERS • EUH series is designed for economical support of 2X lumber and truss applications • Positioning prongs allow hangers to be accurately positioned for nailing • 20 gauge galvanized steel • Easier and faster installation • Exceptional value • Perfect for DIY Deck/Fence builders • May be ordered with reverse flange • SBCCI PST & ESI No. 94139 • Dade County Approval No. 94- 0706.09 1 10d Nails JOIST HANGERS, U220 • Easy and fast installation • Perfect for DIY Deck/Fence application • 18 gauge galvanized steel • SBCCI PST &ESI No. 9408A Dade',County 'Approval No. 97- 0421.05 ; i f it + a ,' , II 10 10 -10d Snow 116% Roof 125% Uplift 133% Product Code , Cesc'iptlob coo Econ. Joist Hanger 2X4 -6 con. Joist Hanger 2X6-8 con. Joist Hanger 2X8 -10 Joist Size 2X4,6 2X6,8,10 2X8,10,12 S 100 100 100 • wpi/ ao>i 15 24 30 A 1 -5/8 1 -5/8" 1 -5/8" Dimensions t i Odor/ sli/ Glider/ Heide 'Joist Has'• .' , I hello L 112119=11= eTINIMIE2111= 1 -5/8' 2 I 1210 1275 1275 , 725 2 1920 1920 3/4' 3/4' 3/4° Ir 3' 5-3/16 6 -3/4' 1 -5/8" Fa's`tsneis 1pn Ldads,(Ibs) Uplift 160% Product' Code U220 U220 ,Box 100 100 igv 33 33 Fasteners > ` Header 8 -6d 8 -16d ti 6 -6d 6- 10dx1 -1/2" l�d'rhtt` 450 895 ax ' 600 1120 400 435 Product Code taty/ Box WgU Box I i Fasteners ; 1',a 1, Design Loads (ibs) �, g ! U Perpendicular di 1 ' v td all ,, Parallel to Well;(Li) Away from Thru Seat. Plate „ Thru Strap Toward DTC 50 43 4- 10dx1 -1/2" 9- 10dx1 -1/2" 1365 1310 650 () 785 (1 4 ,t Produ , I° j ! � , � i ` , Oty/ l 1 • ' , l � ; I 1 ! , , a �relgn L oa d s ( Da , ,, Code l ; , .j ` + ! „, De 1.1.. .. B , o ,Fs r ,U t LPTA Low Profile Truss Anchor 100 15- 10dx1 -1/2” 1535 815 1500 LPTA -S Luw Profile Truss Anchor with Slots 100 15- 10dx1.1/2" 1500 520 1150 Wood To Masonry (Wall) TRUSS ANCHORS, DEEMED TO COMPLY4 • Designed to meet SBCCI Standard for Hurricane Resistant Residential Construction requirements for anchoring trusses to masonry walls • Will prevent truss movement parallel and perpendicular to the wall as well as uplift • Meets requirements for steel barrier between wood and concrete • Galvanized steel, strap 14 gauge, bottom plate 20 gauge • 4" minimum embedment • SBCCI PST &ESI No. 9408A • Dade County Approval No. 97- 0421.05 TRUSS ANCHORS, LOW PROFILE • Designed to meet SBCCI Standard for Hurricane Resistant Residential Construction requirements for anchoring trusses to masonry walls • Will prevent truss movement parallel and perpendicular to the wall as well as uplift • LPTA -S allows for 3/4" scissors truss horizontal movement • Galvanized steel strap 18 gauge • 4" minimum embedment • ,SBCCI & ,ESI No.,94139 1825., i r I, I , 36 4!Allowable loads fo Uplift, L1 and L2 shall not be combiri 2. The connectors shall be subjected to loads in one direction only 3. Minimum concrete strength fc= 2500psi LPTA 5" '1.45" v'1.75" 11/16' rn� L2 1 -v2° 1.9/16" 1 -1/2• 2 -v2" Notes: 1. Allowable loads for Uplift, L1 and L2 shall not be combined 2. The connectors shall be subjected to loads in one direction only 3. Minimum concrete strength fc= 2500psi 4. Design values may be doubled provided all the following criteria is met: a. Maximum of two of the same connectors per location. b. Requires two, three or more ply member. c. DO NOT USE TWO TRUSS ANCHORS WITH SINGLE PLY WOOD MEMBER. 8.25° 8 -7/8" LPTA -S L2 L1 1.45' ; 16" 7 Single. LPTA sh'ouvn,;ymi 1; units can be used to achieve ; applicable l teral I f i ' perpendicular and uplift j qi "t loads. Contact Hughes Lori alternate nailing schedule. 5' 1/16" . Product ods r. MeteAeis ' i, DImenelons { i � a� p , rip FMYtsnere I , I Ig � L oa d s' Uplift Flange . Buoket seusentio. MIL Stow H ■ W y , •Heeder , ,i Joist i '>~n NFM 3'" 3/8" - 6X4" 7 ga 11 -3/4" 3 -3/8" Min 1/2' dia anchor bolt 14 -10c1 5835 1815 NFM 3U" 3/8" - 6X4" 7 ga 11.3/4" 3-3/8" Min 1/2" dia anchor bolt (5)1/2" bolts 5955 3450 NFM 3X8 3/8" - 6X4" 7 ga 7 -1/4' 3-1/8" Min 1/2" dia anchor boll 10 -10d 5833 1250 NFM 3X10 3 /8" - 6X4" 7 ga 9-1/4" 3 -1/8" Min 1/2" dia anchor bolt 12 -10d 5833 1500 NFM 3X12 3/8" - 6X4" 7 ga 11 -1/4' 3 -1/8" Min 1/2" dia anchor bolt 14.10d 5833 1750 NFM 3X8U 3/8" - 6X4" 7 ga 7 -1/4" 3 -1/8" Min 1/2' dia anchor bolt (4)1/2" bolts 5833 3482 NFM 3X10U 3/8' - 6X4" 7 ga 9 -1/4" 3 -1/8" Min 1/2" dia anchor bolt (5)1/2" bolts 5833 3482 NFM 3X12U 3/8" - 6X4" 7 ga 11 -1/4" 3.1/8" Min 1/2" dia anchor bolt (5)1/2" bolts 5833 3482 NFM 35X8 3/8' - 6X4" 7 ga 7 -1/4" 3 -5/8" Min 1/2" dia anchor bolt t0.10d 5833 1250 NFM 35X10 3/8" - 6X4' 7 ga 9 -1/4" 3-5/8" Min 1/2" dia anchor bolt 12 -10d 5833' 1500 NFM 35X12 3/8" - 6X4" 7 ga 11.1/4' 3.5/8' Min 1/2" dia anchc ' -alt 14.10d 5833 1750 NFM 35X16 3/8" - 6X4" 7 ga 16" 3-5/8" Min 1/2" dia anchor bolt 14.1Od 5833 1750 NFM 35X8U 3/8" - 6X4 7 ga 7-1/4" 3-5/8" Min 1/2' dia anchor bolt (4)1/2" bolts 5833 3482 NFM 35X10U 3/8" - 6X4" 7 ga 9 -1/4" 3-5/8" Min 1/2" dia anchor bolt (5)1/2" bolts 5833 3482 NFM 35X12U 3/8" - 6X4' 7 ga 11 -1/4" 3-5/8" Min 1/2" dia anchor bolt (5)1/2" bolts 5833 3482 NFM 35X16U 3/8" - 6X4' 7 ga 16" 3-5/8" Min 1/2" dia anchor bolt (5)1/2" bolts 5833 3482 NFM 45" 3/8" - 6X4' 7 ga 11 -3/4' 4 -3/4" Min 1/2" dia anchor bolt 14 -10d 5835 1815 NFM 45U" 3/8" - 6X4" 7 ga 11 -3/4" 4 -3/4" Min 1/2" dia anchor bolt (5)1/2" bolts 5955 4090 NFM 45X16 3/8' - 6X4" 7 ga 16" 4 -3/4" Min 1/2" dia anchor bolt 14 -10d 5835 1815 NFM 45X16U 3/8" - 6X4" 7 ga 16" 4-3/4' Min 1/2" dia anchor bolt (5)1/2" bolts 5955 4090 NFM 6X16 3/8" - 6X4" 7 ga 16" 5 -5/8" Min 1/2" dia anchor bolt 14 -10d 5835 1815 NFM 6X16U 3/8" - 6X4" 7 ga 16" 5 -5/8" Min 1/2" dia anchor bolt (5)1/2" bolts 5955 4090 I . !' ) (a k+r ii. K41 It / i A i t F �?n k ' lick ; r i11 if ti i•f>f# ��I" I 0 ' II rimmugml le ' ' 1 Truss Anchor 100 34 16" 6 1 1002 AMEN ' ' "^' • Truss Anchor 100 38 18" 7 'Itirrr TA 20 Truss Anchor 100 42 20" 9 1503 393 334 TA 22 Truss Anchor 100 46 22" 10 1607 393 334 TA 24 Truss Anchor 100 51 24" 11 1837 393 334 TRUSS ANCHORS • Wood to concrete anchoring for both lintel to truss and footer to wall applications 1" wide, 14 gauge galvanized steel 1 i • : 4 ",minimum embedment i 1H • i`SBCCI : PST & ESI No: 9659 .' ! j' ! • 'Dide County�Approval NO. 97- 0205.03 34 uL•101i1�1�3uI`�1�T►�I�1►�1 =_ II ) '< 1 on zF . l � f r t II', �..� - 111 ._- NARROW FLANGE MASONRY HANGERS • Used in place of Z Bars where heavy loads and uplift are required • Suffix "U" product code utilizes bolts in the joist and (3/4 "X7 ") sleeve anchor (into masonry) (Hilti HKB -II) installed for high uplift applications • 6" minimum embedment length • One 1/2" dia J -bolt required • Skewed option available • "SBCCI PST &ESI No. 9408A • Dade County Approval No. 97- 0421.05 t ql • Notes: 1. Allowable loads for Uplift, L1 and L2 shall not be combined 2. The connectors shall be subjected to loads in one direction only 3. Design values may be doubled provided all the following criteria is met: a. Maximum of two of the same connectors per location. b. Care should be used in order that nails are not driven in conflict with each other or the connector. c. Straps or clips must not overlap the other connector. HEADER Skewed Type (Left Shown) 1. f' (•) 4'x VARIES x1/4' STEEL PLATE TYP.\ 3/16' / WELD �- CONCRETE TB. - f'c 3000 P51 SEE PLANS FOR REINFORCING. N. T. 5. ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD.. SUITE 50B NORTH MIAMI. FLORIDA 33181 PHONE NO. (305) 891 -5049 FAX. NO. (305) 891 -0504 A SHEET NOS OF PROJECT: MAC LeLL t4 RES *NC{ ARCHITECT: DATE: (2) 3'x3'x3/16' STEEL ANGLES (ONE EACH SIDE) COPED AT TB. 4 BOLTED TO TB. W/ (2) 1/2' b OR (2) 3/4' 0 EXPANSION. BOLTS. MASONRY WALL W/ HORIZONTAL REINFORCING • I6 C.C. (TYP). (') LENGTH OF THE STEEL PLATE IS BASED ON THE NUMBER OF MEMBERS FOR THE GIRDER TRUSS. TOP CHORD BOTTOM CHORD S. T P I C,41. r;IET I FOR GIRDER TRUeS UPLIFT ANCHOR • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD.. SUITE 508 NORTH MIAMI. FLORIDA 33181 PHONE NO. (305) 881 -5049 FAX. NO. (305) 891 -0504 GIRDER TRUSS MEMBERS CONCRETE T.H. N. T. S. 1 1r RIE;§ MASONRY WALL OC 4 eECT ION 4°44 SHEET NO.: OF PROJECT: MACLELLAO icesicEIz ARCHITECT: DATE: (•) 4'x VARIES xI /4' STEEL PLATE 3'x3'x3/16' STEEt_ ANGLE GIRDER TRUSS UPLIFT CAPACITY TABLE ANGLE SIZE (ONE EACH SIDE) ANCHOR BOLTS GIRDER MIN. Na OP MEMBERS UPLW1' CAPACITY (WORKING) 3'x3'x3/I6 (2) - 1/2' 2 4415 LBS. 3'x35c3/I6' (2) - 3/4' 2 9612 LBS. ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD.. SUITE 508 NORTH MIAMI. FLORIDA 33181 PHONE NO. (305) 891 -5049 FAX. N0. (305) 891 -0504 SHEET NO. OF PROJECT: NL�E7 �J.J D ES 1 I o�1�C� ARCHITECT: DATE: • • ARBAB ENGINEERING, INC. SHEET NO. OF CONSULTING ENGINEERS JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 11900 BISCAYNE BLVD., SUITE 508 PROJECT NO.: 980103 N. MIAMI, FLORIDA 33181 (305)891 -5049 CHECKED BY DATE REQUIRED: Wind load calculation for design wind pressure for windows and doors, zones 4 and 5. Wind Analysis Based on ASCE 7 -88 (Formerly ANSI A581). RELEVANT ASSUMPTIONS: Design wind pressures = ASCE 7- 88(93) Components and cladding, TABLE 8, and Fig. 3 for roofs. V := 110 mph Basic wind speed, Fig. No.1 ASCE Standard h := 23.0-ft Maximum height of windows. APPLICABLE ASCE 7 88(93) INFLUENCE FACTORS: I := 1.05 Importance Factor, From Table 5 ASCE Standard Velocity Pressure Exposure Coefficient (Exposure C) K := 0.906 (ASCE 7- 88(93) TABLE 6) RELEVANT EQUATIONS: Velocity Pressure. q := 0.00256.K-(I.V)2-psf (ASCE 7- 88(93), section 6.5.1, Eq.3) q = 30.9 •psf Velocity Pressure. Pressure Zone G cp Factors Tributary Area Gcp Factor 4 (Field Negative) 10.0.ft• 1.0•ft = 10•ft Gcp4 := -1.5 5 (Corner Negative) 10.0 ft 1.O ft =10•ft Gcp5 := - 2.0 4 & 5 ( Positive) 10.0•ft• 1.0•ft =10•ft Gcp45 := 1.4 Note: (1) G Factor is given in Fig. No.3 ASCE Standard. (2) For tributary areas see attached sketch. w980103.mcd Gcpi := 0.25 G cpi Factor is given in Table 9 ASCE Standard. Gcpi : _ - 0.25 G is given in Table 9 ASCE Standard. • Pressure Zone • 4 (Field Negative) 5 (Corner Negative) 4 & 5 ( Positive) ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 P4 := q.(Gcp4 - Gcpi) P45 := q.(Gcp45 - Gcpi) P5 := q.(GcpS - Gcpi) P42 := q.(Gcp4 - Gcpi) P452 := q.(Gcp45 - Gcpi) P52 := q•(GcpS - Gcpi) Design Pressure Zone 4 (Max.) Design Pressure Zone 4 (Min.) Design Pressure Zone 5 (Max.) Design Pressure Zone 4 (Min.) Design Pressure Zone 4 (Max.) Design Pressure Zone 5 (Min.) PRESSURE FOR WINDOWS AND DOORS. SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 PROJECT NO.: 980103 CHECKED BY DATE Design Pressure (Max.) Design Pressure (Min.) P4 = -54.15 •psf P42 = -38.68 •psf P5 = -69.62 •psf P52 —54.15 •psf P452 =51.05 •psf P45 = 35.58 •psf w980103.mcd • REQUIRED: Wind load calculation for design wind pressure for windows and doors, zones 4 and 5 (see Roof Plan drawing). Wind Analysis Based on ASCE 7 -88 (Formerly ANSI A581) See roof wind analysis in this computations. q = 30.94•psf Gcpi := 0.25 a =3•ft h := 23.0. ft Maximum height of windows. SECOND FLOOR WINDOWS & DOORS 410 FIELD WALL (WINDOWS AND DOORS) ZONE 4, NEGATIVE Tributary G Factor area cp ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 Velocity pressure, see roof wind analysis in this computations. G GP1 Factor is given in Table 9 ASCE Standard. Width of Pressure Coefficient Zone, a ( "a" can not be less than 3' -0 ") SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 PROJECT NO.: 980103 CHECKED BY DATE Design Wind Pressure <10 ft Gcp4 10 := -1.5 P4 10 := q. (Gcp4 10 - Gcpi) P4 10 = -54.1 •psf 15 ft Gcp4 15 := -1.45 P4 15 := q. (Gcp4 15 - Gcpi) P4 15 = -52.6 •psf 20 ft Gcp4 20 :_ -1.40 P4 20 q. (Gcp4 20 - Gcpi) P4 20 = -51.1 •psf 30 ft Gcp4 30 := -1.35 P4 30 := q• (Gcp4 30 - Gcpi) P4 30 = -49.5 •psf 50 ft Gcp4 50 :_ -1.30 P4 50 := q• (Gcp4 50 - Gcpi) P4 50 = -48 •psf 150 ft Gcp4 150 -1.2 P4 150 q (Gcp4 150 - Gcpi) P4 150 = -44.9 •psf >500 ft Gcp4 500 1.1 P4 500 q (Gcp4 500 - Gcpi) P4 500 = -41.8 •psf w980103.mcd • • SECOND FLOOR WINDOWS & DOORS Tributary G Factor area CI) <10 ft GcpS 10 :_ -2.0 15 ft Gcp5 i5 :_ -1.90 20 ft Gcp5 20 := -1.85 30 ft Gcp5 30 := -1.80 50 ft Gcp5 50 := -1.6 150 ft Gcp5 150 :_ -1.4 >500 ft Gcp5 500 -1.1 <10 ft 15 ft 20 ft 30 ft 50 ft 150 ft >500 ft ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 PROJECT NO.: 980103 CHECKED BY CORNER WALL (WINDOWS AND DOORS) ZONE 5, NEGATIVE Gcp45 10 := 1.4 Gcp45 15 := 1.35 Gcp45 20 := 1.30 Gcp45 30 := 1.25 Gcp45 50 := 1.20 Gcp45 150 1.15 Gcp45 500 1.0 Design Wind Pressure P5 10 ;= q. (GcpS 10 - Gcpi) P5 15 := q. (Gcp5 15 - Gcpi) P5 20 := q. (Gcp5 20 - Gcpi) P5 30 := q. (Gcp5 30 - Gcpi) P5 50 := q• (Gcp5 50 - Gcpi) P5 150 q. (Gcp5 150 - Gcpi) P5 500 q (Gcp5 500 - Gcpi) FIELD & CORNER WALL (WINDOWS AND DOORS) ZONE 4 & 5, POSITIVE Tributary G cp Factor Design Wind Pressure area P45 10 := q.(Gcp45 10 + Gcpi) P45 15 := q.(Gcp45 15 + Gcpi) P45 20 := q. (Gcp45 20 + Gcpi) P45 30 := q.(Gcp45 30 + Gcpi) P45 50 := q.(Gcp45 50 + Gcpi) P45 150 q.(Gcp45 150 + Gcpi) P45 500 q' (Gcp45 500 + Gcpi) P5 10 = -69.6 •psf P5 15 = -66.5 •psf P5 20 = -65 •psf P5 30 = -63.4 •psf P5 50 = -57.2 •psf P5 150 51.1 •psf -41.8 •psf P5 500 = DATE P45 10 = 51.1 •psf P45 15 = 49.5 •psf P45 20 = 48 •psf P45 30 = 46.4 •psf P45 50 = 44.9 •psf P45 150 = 43.3 •psf P45 500 = 38.7 •psf w980103.mcd • REQUIRED: Wind load calculation for design wind pressure for windows and doors, zones 4 and 5 (see Roof Plan drawing). Wind Analysis Based on ASCE 7 -88 (Formerly ANSI A581) See roof wind analysis in this computations. q := 27.32.psf Gcpi := 0.25 a =3•ft h := 15.0. ft Maximum height of windows. FIRST FLOOR WINDOWS & DOORS • FIELD WALL (WINDOWS AND DOORS) ZONE 4, NEGATIVE Tributary G Factor area cp ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 Velocity pressure, see roof wind analysis in this computations. G 1 Factor is given in Table 9 ASCE Standard. Width of Pressure Coefficient Zone, a ( "a" can not be less than 3' -0 ") SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 PROJECT NO.: 980103 CHECKED BY DATE Design Wind Pressure <10 ft Gcp4 10 := -1.5 P4 10 := q. (Gcp4 10 - Gcpi) P4 10 = -47.8 •psf 15 ft Gcp4 15 := -1.45 P4 15 := q. (Gcp4 15 - Gcpi) P4 15 = -46.4 •psf 20 ft Gcp4 20 1.40 P4 20 := q. ( Gcp4 20 - Gcpi) P4 20 = -45.1 •psf 30 ft Gcp4 30 := -1.35 P4 30 := q. (Gcp4 30 - Gcpi) P4 30 = -43.7 •psf 50 ft Gcp4 50 := -1.30 P4 5 := q. (Gcp4 S0 - Gcpi) P4 50 —42.3 •psf 150 ft Gcp4 150 -1.2 P4 150 q (Gcp4 150 - Gcpi) P4 150 = -39.6 •psf >500 ft Gcp4 500 -1.1 P4 500 q (Gcp4 500 - Gcpi) P4 500 = - 36.9 •psf w980103.mcd • • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 PROJECT NO.: 980103 N. MIAMI, FLORIDA 33181 (305)891 -5049 FIRST FLOOR WINDOWS & DOORS <10 ft 15 ft 20 ft 30 ft 50 ft 150 ft >500 ft CHECKED BY CORNER WALL (WINDOWS AND DOORS) ZONE 5, NEGATIVE Tributary G Factor area cp <10 ft GcpS 10 :_ -2.0 15 ft Gcp5 15 := -1.90 20 ft Gcp5 20 := -1.85 30 ft Gcp5 30 := -1.80 50 ft Gcp5 50 := -1.6 150 ft Gcp5 150 -1.4 >500 ft Gcp5 500 -1.1 Gcp45 10 := 1.4 Gcp45 15 := 1.35 Gcp45 20 := 1.30 Gcp45 30 := 1.25 Gcp45 50 := 1.20 Gcp45 150 1.15 Gcp45 500 1.0 Design Wind Pressure P5 10 := q.(Gcp5 10 - Gcpi) P5 15 := q.(Gcp5 15 - Gcpi) PS 20 := q• (Gcp5 20 - Gcpi) P5 30 := q. (Gcp5 30 - Gcpi) P5 50 := q• (Gcp5 50 - Gcpi) P5 150 q.(Gcp5 150 - Gcpi) P5 500 q.(Gcp5 500 - Gcpi) FIELD & CORNER WALL (WINDOWS AND DOORS) ZONE 4 & 5, POSITIVE Tributary G P Factor Design Wind Pressure area P45 10 := q. (Gcp45 10 + Gcpi) P45 15 := q. (Gcp45 15 + Gcpi) P45 20 := q• (Gcp45 20 + Gcpi) P45 30 := q. (Gcp45 30 + Gcpi) P45 50 := q• (Gcp45 50 + Gcpi) P45 150 q (Gcp45 150 + Gcpi) P45 500 q (Gcp45 500 + Gcpi) SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 DATE P5 10 = -61.5 •psf P5 15 = -58.7 •psf P5 20 = -57.4 •psf P5 30 = -56 •psf P5 50 = -50.5 •psf 45.1 •psf PS 150 = P5 500 = -36.9 •psf P45 10 =45.1 •psf P45 15 = 43.7 •psf P45 20 = 42.3 •psf P45 41•psf P45 50 = 39.6 •psf P45 150 = 38.2'psf P45 500 = 34.1 •psf w980103.mcd i w►�el'z9XGo c•C4Ki, t °o /4y? c •4l u _ 14X30.. .42 ti" ARBAB ENGINEERING, INC. SHEET No. I OF CONSULTING ENGINEERS CULATED BY DATE 21 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305) 891 -5049 CHECKED BY DATE - -_ _.. j Imo -- 6 `c - - rv1_Q 2 2� •4c .roe 14 44_ 1,-E I.1.4.K1 !tom 263.. 0 W5 44 444 I SCALE 1 ■ f � a • ! 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L 1 • • • - ;-- - • Ti tAki-t• JOB liA L ELL A. Ag-5 ARBAB ENGINEERING, INC. SHEET NO. OF CONSULTING ENGINEERS CALCULATED BY \n, DATE 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305) 891-5049 • • lc -4- 1111 v-_ )6) 3 ) CHECKED BY DATE SCALE C; -: •• -•• • . .. -- • 1 1 1 ___L__ I ' 1 • i I . • I I 1 : ( -- • ' I _ I_ f s_tv .e,,,i__-.1 _ . sc-o. i4Acs ts .g. - rrtAA6 o tv) 1 ; 1, n pf 14 t T nA-A4 ' ' - • CONSULTING ENGINEERS CALCULATED BY DATE 11900 BISCAYNE BLVD., SUITE 508 11.y N. MIAMI, FLORIDA 33181 (305) 891-5049 CHECKED BY DATE SCALE - __LAL s- 111 0 1 i 0T 1 / ! .. 1 A.IA: , I ( i att•-N i i I V I L • ARBAB ENGINEERING, INC. SHEET NO. NEN•••■•■•=ss..... 130 - 5 JOB MA, I I < •&"; K. —. • 1. • A t/ )4 y3 S =' -), INIAt ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305) 891 -5049 • 1;2 ,b y . 1 . 1 6 - Joe KAc LEO- As 5 , CALCULATED BY____40 DATE CHECKED BY DATE SCALE SHEET NO. • • I _ 1 OF ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD.. SUITE 508 N. MIAMI, FLORIDA 33181 (305) 891 -5049 .SO( 66%1 W. 4 '. • ii 3 ' , L i' 1 C _... 7/t " .. i -- Joe /AN 4 -1..€L 04rJ pff-S I/.�.� SHEET NO. ✓ CF CALCULATED BY DATE CHECKED BY SCALE i � I ! ___�. 4•xI7'" _w DATE t I HH I i� ' �I I 1 • JOB /INAd L p L/ „AA R0_44. ARBAB ENGINEERING, INC. SHEET NO. ecv OF CONSULTING ENGINEERS CALCULATED BY DATE 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305) 891-5049 CHECKED BY DATE SCALE ; L. 4S I 71 ". ! H HI f Eli Al . .. 1 .1411■ 1 r. '111111111111111111111111111111111111,11111.2: __ 1 _ 117 _ .._:____.;____ --- .4.---7---. ' i lb I oe S • , 1 _ , 1 ,.. . , I • .:.__?..„. 0 .:- 1 , . 1 1 , . • 4 X , / .■ -- VT; "S ---:----; , ----- ;-_, ---- L =Hzti■ zli i ! 1 - • l'0,5 A i ' a, miiiva . . • . . . e •-kt. . , ., .____q_____I____L___z___ 4 1.1.1j .__:1 _4_, ' I • i : ! ....„......4„. • .......!, .....; , . .1 . : , k 5 ---. ' ---- . 1 '; -/ 4 1. 1, 4Y-4.7 7(4 . . 1 t To ef3g, _fiL cl.tre . L ...... . , F0p.Ti ?krt. --; I ; , I _,.•__,_•__ i _____•___•___.•,___ ; ______ , _____ ; , • : . 1 . . , f I 2: riy Ntio , , , _,.... _,-- ' _...., ,... 1 1 I OB ��C ARBAB ENGINEERING, INC. SHEET NO. OF CONSULTING ENGINEERS CALCULATED BY DATE 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305) 891 -5049 CHECKED BY DATE SCALE 3 282 •2' - r7) s - .. - 4 . :17 X62 - 3 u �� • 2 2 rL 'Z- 1 sx i z • ti )( .Z2% r_ 3 7, r -- L-o-cla - Coe cc �3 zr,_ G. L, 1; 12z _ !4)._ .$ COMPUTATIONS Project : MR & MRS MACLELLAN RESIDENCE 1209 N.E. 96 STREET Miami, Florida Project No.: 980103 Computations by : Arbab Engineering, Inc. Date : 2/10/98 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 891 -5049 FAX. NO. (305) 891 -0504 • ARBAB ENGINEERING, INC. SHEET NO. OF CONSULTING ENGINEERS JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 11900 BISCAYNE BLVD., SUITE 508 PROJECT NO.: 980103 N. MIAMI, FLORIDA 33181 (305)891 -5049 CHECKED BY DATE STRUCTURAL CALCULATIONS Applicable Codes: * SFBC 1994 Building Code * ACI 318 -92 Reinforced Concrete * ACI 530 -92 Reinforced Masonry * ASCE 7 -93 * AISC Latest Edition, Structural Steel * N.D.S. 1991 Edition, Design Values For Wood Construction Wind Criteria per SFBC chapter 23 & ASCE 7. Assumed Soil bearing capacity is 2000 p.s.f. All concrete to be fc =3,000 psi E= 3,122,018 psi • Reinforcing steel fy= 60,000 psi fs= 24,000 Es= 29,000,000 psi Em= 1,500,000 psi N =Es/Em =19.33 All block 8" ASTM C -90 Hollow Unit Masonry. Design fm = 1,500 psi Grout shall comply with ASTM C 476, 28 days min. comp. strength= 2,000 psi Grout Slump Required---- 8 " -1l ", provide cleanout holes at filled cells Mortar shall comply with ASTM C 270 Mortar Slump Required--- -5 " -8" type (per SFBC 2702.10b) Structural Engineering Analysis contained herein shall bear the, Engineer's original signature, date and impressed seal. Per Chapter 471, F.S. w980103.mcd • DIMENSIONS: DESIGN CRITERIA: Live Load (Roof) L.L Dead Load (Roof) ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 k := 1000.1b plf := 1. ft psf := 1, lb ft pcf := 1. lb ft SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 PROJECT NO.: 980103 CHECKED BY ft in: = 30 P.S.F. Roofing 8 P. S.F. Trusses & sheathing 12 P.S.F. • Ceiling 5 P.S.F. Mech./Elect./Miscl. 6 P.S.F. Insulation 4 P.S.F. Totat D.L.• 35 P.S.F. 8" Masonry wall 60 P.S.F. 8" Reinforced Masonry wall 80 P.S.F. Applicable Codes: - South Florida Building Code, SFBC 1994 - ACI 530 -92. Reinforced Masonry - ACI 318 -92. Reinforced Concrete -ASCE 7 -93. Wind Analysis is based on ASCE 7- 88(93) (Formerly ANSI A581) - NDS 1991 Edition. Design Values For wood Construction DATE ksi := 1 . k 2 psi := 1 lb i n in w980103.mcd • GIVEN: Structural plans and sections. REQUIRED: Wind load calculation. ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 ROOF (see attached sketch) Wind Analysis Based on ASCE 7 -88 (Formerly ANSI A581) RELEVANT ASSUMPTIONS: Exposure Category = C ( ASCE 7- 88(93) 6.5.3 ) Design wind pressures = ASCE 7- 88(93) Components and cladding, TABLE 8, and Fig. 3 for roofs. V := 110 mph Basic wind speed, Fig. No.1 ASCE Standard h := 23.ft RELEVANT EQUATIONS: Velocity Pressure. Mean roof height, see Attached sketch & structural plans. • APPLICABLE ASCE 7 88(93) INFLUENCE FACTORS: I := 1.05 Importance Factor, From Table 5 ASCE Standard Velocity Pressure Exposure Coefficient (Exposure C) K := 0.906 (ASCE 7- 88(93) TABLE 6) q 0.00256.K.(I.V)2.psf (ASCE 7- 88(93), section 6.5.1, Eq.3) q = 30.9 psf Velocity Pressure. SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 PROJECT NO.: 980103 CHECKED BY DATE Angle of Roofs: 0 := angle (12 , 3 ) 0 = 14 -deg 0 <_30. deg 0 ?_10. deg Angle for All Roofs. Slope 12:3 w980103.mcd 6.4.3 1Vind- 'funnel Procedure l I'topaiy con- ducted wind- Tunnel tests or similar IIsIs employing fluids oilier than air may he used for 'lie determina- tion of design wind Toads in lieu of the provisions of 6.4.2. This procedure is recommended for Ihosc buildings or structures leaving unusual geometric shapes, response charactcrislics, or site locations for which channeling effects or buffeting in the wake of upwind ohsUuclions walranl special consideration, an(I for which no reliable documentation pertaining to wind elfccls is available in the nicotine. The proce- dure is also recommended for Ihosc buildings or structures for %turd' Inure accurate wind- loading in- formation is desired. Tests for the determination of mean and fluctuat- ing forces and pressures shall he considered to he properly conducted only if: (1) the natural wind has been modeled to account for the vaiialion of wind speed wills height (2) Ilse natural wind has been modeled to account for the intensity of the longitudi- nal component of Inlhtilence; (1) the gcunneliic scale of the structural model is not more Than three tines the geometric scale of the longitudinal component of luthulenre; (4) the response characteristics of !lie wind - Tunnel instrumentation are consistent "'li the measurements to he made; and (5) due regal(' is given to the dependence of forces and pressures on the I(eynolds number. Tests for Ilse purpose of determining Ilse dynamic response of a structure shall he considcied to he properly coiulucicd only if requirements (1) through (5) are satisfied and Ilse structural model is scaled with due •cgard In length, iimss distribution, stiff- ness, and damll)icg. able 5 In►puttance I tclnr, 1 (IVind Loads) " 111(1 miles from hatrirutc AI hrinicauc t'alcgnty• rrccanlinc and in other nrcas II 111 IV III III.I)INt is AND 111 l ll•.1( S I RI I('I 1 II(IiS 6.5 Velocity Pressure 6.5.1 Procedure for Calculating Velocity Pres- sure. The velocity pressure q, al height z shall he calculated from the formula: q, = (1.(10256K',(1V) (liq.3) where the basic wind speed V is selected in accor- dance with the provisions of 6.5.2, the inlpoltance factor 1 is set forth in 'fable 5, and the velocity pres- sure exposure coefficient h is given in Table 6 in accordance will) die provisions of 6.5.3. The numeri- cal coefficient 0.(11)256 shall be used except whew. sufficient climatic data are available to justify the selection of a different value of this factor for a spe- cific design application. 6.5.2 Selection of Basic Wind Speed. The basic wind speed V used in the determination of design wind loads on buildings and other structures shall he as given in Fig. I for die contiguous United Slates and Alaska and in 'fable 7 for 1 Iawaii and Puerto Rico except as provided in 6.5.2.1 and 6.5.2.2. The basic wind speed used shall he at least 70 mph. 6.5.2.1 Special Wins! Kegion.r. Special consid- eration shall he given to those regions for which records or experience indicates That the wind speeds are higher than (hose reflected in Fig. 1 and Table 7. Some special regions are indicated in 1 ig. 1: how- ever, all mountainous terrain, gouges. and ocean promontories shall he examined for unusual wind conditions and the aulhotily having jurisdiction shall, if necessary, adjust the values given in Fig. I and Table 7 to account I'm higher local winds. 1Vhcuc necessary, such adjustment shall be based on nlcico- iological advice and an estimate of the basic wind 1.011 1.07 10) 11 95 1.011 I.1 1 •Sec. 1.4 and Table 1. NI)II.S: (1 I 1 he building and slntchne clascilicalinn cnlegmics ate listed in Table 1 (21 I'm teginns between the 'ionic rc neemiline and 11111 miles inland the imlwrl;rnce natant 1 shall Inc d, :;nnincd Try linear intetpnlati)n. (3► Ilarrirane ncc ;ndine% are the Ai :antic :nil Gulf 111 Mexico coastal meas. 11 M111N1�111�1 I)IiSI(;N WADS I2 k 23 fr Ilrighl ah11ve ground level, 7 (Ice)) 11 111 411 S11 (,1I '711 1))1 '111 1110 1 211 1411 1111 I R11 llm 2C11 1111) 1511 41111 4511 51111 Table 6 Velocity I'iessure Exposure Coefficient, K I xpusmr A Exposure II WI 0.37 table 7 Basic Wind Speed, I' Loral ion Hawaii I'urrin Iticn speed obtained ill arclndance with the provisions of 6.5.2.2. 6.5.2.2 L.virtiation of Mir Wilk/ Sprerl.% from Climatic Data. Regional climatic data may he used in lieu of the basic wind speeds given in Fig. I and 'fable 7 provided: (I) acceptable extreme -value stalls- heal-analysis procedines have heel' employed in re- ducing the data: (2) clue regal(' is given III the Ienglh of record, averaging tinge. anemometer height. data Ilualily, and lerrah' exposure and ({) the basic wind speed used is not less Than 711 mph. 0.410. 1000 11.46 11.511 11.57 11.63 (1,(,H 11.73 11.77 11.142 0.R6 0.93 11.99 I .1)5 I.I I 1.16 1.1)) 1.39 1.49 I.5H I.67 1.75 (1./111 (I.H7 11.93 11.913 1.06 1.13 19 1.24 I.7') 1.34 1.3R 1.45 1.52 I .5R 1.63 1.6R 1.79 I.RR I.9/ 2.115 2.12 21H N(rrl s 1 I) I.incar inkl 111l inlcrnlediale values of height t is acceptable. (2) I'ur values of height z realer than 51)0 feel. A, may he calculated horn Ii l ('3 in the I ommenlary. 1%) Exposure calegorics ale (lelined in 6.5.3. V (mplr) RI) 95 N1 : I IE• unique lop11Rraphi(al features com In the islands „I Hawaii and I'ucrin Rico suggest that it may he advisable In adjust the values given in fable 7 lo account for Incally !Wilier winds 1111 sltuclnres Sllell ncnr mounlainuus leuai11. gorges, awl wenn pnnnlmlurics. Exposure It 1 21 1.27 13) 1.37 1.46 1.51 I.5R 1.63 1.67 1.71 1.75 1 .H 1 I.R7 1.92 I .'r7 1.111 1.111 11R 2 25 231 7 .16 2.41 • 6.5.2.3 Limitation. 'tornadoes have not been considered in developing the basic wind -speed distri- butions. For (hose strut :Ilmmes or buildings (hat mom he designed to resist lornatlic winds (Ile designer is referred to the references in the Commentary (see 06.5.2.3) on tornado - resistant design. 6.5.3 Exposure Categories. 6.5.3.! Genera/. An exposure category that adequately rellects the characteristics of ground sur- face irregularities shall be determined for the site a( which the building or structure is to he constructed. 1 • ■ —•••••••— ' 110_ 110 _ . 2 110 •I•Sl• t 90 80 • \ \\*\ s s, ; I j • : 11 70 70 80 I . . 90 * . .; I 3. • I t • Fig. 1. Basic Wind Speed (mph) 100 200 300 400 500 MILES SCALE 1.20 000 000 r x 1 r L110 r 100 t 70 80 - "%., 1 110 90 - CUL so 100 90 —E--Basic wind speed 70 mph PISpecial wind region Nctes: 1. Values are fastest-mile speeds at 33 ft.(10m) above ground for exposure category C and are associated with an annual probability of 002. 2. Linear interpolation between wind weed contours is acceptable. 3. Caution in the use of wind speed contours in mountainous regions of Alaska is advised. • • 'Fable X Cnsl Response Fad lors, C and G, Height above G and G ground level, z - --- --------- ------------ ---- --- ((co) Fxpoctile A Exposme II lxurtiic C F.xposine I) 0 - IS 2..16 1 65 1.32 FT I 214 i 1.29 1(1 2.01 1.51 1.26 40 I 101 1.46 511 1.19 1.41 1)0 1.7.1 1.39 711 1 67 1.36 fill 1.63 1.34 90 1.59 1.32 100 1.56 1.31 120 1.511 1.211 1411 1.46 1.26 160 1.43 1.24 1811 1.40 1 21 218) 1.17 1.21 2511 1..12 1 19 1110 1.28 1.16 350 1.26 1.15 400 1.11 1.13 4511 1.21) 1.12 500 1.18 1.11 NI) IFS: 111 For main wind. fOrce tesisling sys1cms, use building or strut:nue heig,111 z. (2) linear inierrolation is atTeplable lor intermediate values of r. (31 For height above wound of more than 5(1(1 led, II. CS of the Commentary may he used (4) Value or gust iesilmice lacior shall be not less than 1 0. II) ilniNGs AND arum sTRticrunlis 1.15 1.14 1.13 1.12 1.23 1.11 1.21 1.10 1.20 1.09 1.19 1.08 1.18 1.08 1.17 1.07 1.16 1.07 1.15 1.06 1.14 1.05 1.13 1.05 1.12 1.04 1.11 1.04 1...1 1.113 1.09 1.02 1.08 1.02 1117 1.111 1.06 1.111 1.06 1.181 15 N11NI■11.IN1 I)ISI(;N I i(Al )S 20 ('o ( •o n di ti on II NI IIIS' I I) Values arc Io be used will, q, or qr, IS specified in 'fable 4 121 Plus and minus signs signify pressures at-ling Inward and away Irony Mr curl aces. respectively. 1.1 'Ili ascrllain the critical 1111111 n'((irt for 111e 01111■110ia1c 1.1111111111111. 1W0 cases shall be considered: a positive value of (;( - 1 , ; applied sinndlaneously to :dl sWIM:cs, and :r negative value of G(' applied to a l l s i n laces 1.11 l'crccntagc of opcningt in a wall or tool surface is given by rctir Id area of openings to gross area for the all or roof surlace onsidrrt•rl liable 9 Inlcrnal Pressure Coefficients for Buildings, All conditions cxccpl its noted under coudilion II. Iluildiugs in which both of the following are cncl: I. 1'enrnlagc of openings in one wall exceeds the sum of the percentages of openings in rice remaining walls and wart surfaces by 5% or more, and 2. l't of openings in any one of lice remaining walls or roof do not steed 211% Table III External Pressure Coefficiculs for Arched Roofs, C Rise to -span Galin, r Ir r 1r 2 r - II I' 111 < r <U (•ICndilion ( %l 111.7 5 -11.25 r e Windward ('enter Leeward mintier half (mailer 11.9 11.7 r 11 S I Sr -11.1 11.7 r I15 2.75r -11.7 •.11.7 r 11S 0 = r -: 11 G 1 4r 1).1 - r U.S • When the rise to span ratio it 11 2 < r < 11.1. alletnale cocllicicnls given by (.r 2.1 shall aIs )) Ice used (or Ihr, wiutlwartl quarter. N)IIFS: ( I Values listed :uc 1111 the delcrminalion ul nyeragc loads 1111 main windIorcc resitting tysirnr. 1 I'Ins and minors signs tignily pressures acting Inward and away Iron I curlairs. respectively. 1 41 for co III ne III S a nd cladding: la) al toot perimeter. use the external pressure corllicitnts in fig 1b with 11 based on spring -line slope and yr, hated on Exposure 1' (I.) :mil lot remaining roof areas, use exit-mai pressmc coefficients of Ibis ialtic multiplied by 1.2 and q), based mi lixposuIc L. Windward wall Leeward wall • Side walls • MAIN WIND FORCE RESISTING SYSTEMS Gust Response Factor, G (Exposure C) For this particular case q = qh = q, G := 1.278 (ASCE 7- 88(93) TABLE 8) Building plan dimensions: L := 23.67.ft Wall Pressure Coefficients, C (ASCE 7- 88(93) Fig. 2) Surface Gcpi := 0 q-G.Cpw - q- Gcpi P1 := q•G•Cpl - q. Gcpi Ps q•G.Cps - q. Gcpi ARBAB ENGINEERING, INC. SHEET NO. OF CONSULTING ENGINEERS JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 11900 BISCAYNE BLVD., SUITE 508 PROJECT NO.: 980103 N. MIAMI, FLORIDA 33181 (305)891 -5049 CHECKED BY DATE L/B C All values L — = 0.62 B All values MAIN WIND FORCE RESISTING SYSTEMS h =23•ft q = 30.9•psf Cpw := 0.8 Cpl: = -0.5 Cps : = -0.7 B := 38•ft h =23•ft Design Pressures for walls: ( see sketch for maximum design wind pressures) G . Factor , See Fig. 2- ASCE Standard, 2nd term in eq. cancels out. Pw = 32 •psf Design Pressure windward (Max..) P1 = -20 •psf Design Pressure leeward (Max.) Ps = -28 •psf Design Pressure side walls (Max.) w980103.mcd • • MAIN WIND FORCE RESISTING SYSTEMS: Roof Pressure Coefficients, C (ASCE 7- 88(93) Fig. 2 Wind direction H/L C Normal to ridge: Windward Leeward (All values of H/L). Gcpi := 0 Prw := q.G.Cprw - q. Gcpi Prl := q.G.Cprl - q- Gcpi ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 h — = 0.97 L Cprw := -0.9 Cprl := -0.7 MAIN WIND FORCE RESISTING SYSTEMS Design Pressures for roof: ( see sketch for maximum design wind pressures) SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 PROJECT NO.: 980103 CHECKED BY DATE G P . Factor , See Fig. 2- ASCE Standard, 2nd term in eq. cancels out. Prw = -36 •psf Design Pressure windward (Max.) Prl = -28 •psf Design Pressure leeward (Max.) w980103.mcd • Wind gZGhCp �W = +211 !mg= --SG vo9F g 1 MINIMUM DESIGN LOADS 16 Wind direction lo ridge L PLAN %GI Cp Parallel Ir /ll it h //. to ridge < 2.5 hill or h/l, > 2.5 L ELEVATION 11.5 11.7 I .0 0.7 >1.5 (1.7 � _28 voSf I II G h C p $P - v:SF (1 hGhCp = = --2 s' 17r1'ace s Windward wall ghGhCp � � -28 ' Y .l:cwaid wall ghGhCp p -2.p esF Roof Pressure Coefficients, Cp, for Use with qp Nmnlal <0.3 11.7 0.2' 1).2 II III 15 211 30 40 50 > (11 11.9 '111111 values of C shall he used in assessing load ellects. Windward Side walls Angle, 0 (degrees) . (1.75 - 0.2 -0.75 . -0.2 11.9 0.9 Wall Pressure Coefficients, C 0.3 11.4 0.5 0.1110 0.R 0.3 0.3 .0.35 All values 0 -I 2 a4 All values 0.5 0.010 0.5 0.010 0.2 0.010 NO'fhS: 11) IZcler In Table 1(1 fir arched rr...is. _ 12) Fur nexiblc buildings and structures, use appirpriate Gas determined by ralhowl analysis. (3) Plus and III Signs SIguilty pressures acting Inward and away front the surfaces, respectively. 14) I.inear interpolalion may he used for values of 0, h /L, and 1. /U ratios other than shown. (5) N■lalinn: 7: Ilcighl above ground, in feet h: Nleart roof height, in Feel, except that calve height may he used for 0 < 10 degrees q Velocity pressure. in pounds lmce per square foot, evaluated al respective height G: Gust response factor /1: Ilorinmla! dimension of building, in feet, pleasured normal to wind direction I.: Ilmizonlal dimension or building, ill Ice), measured parallel to wind direction n: Itnof slope front hmizonlal, in degrees ■ Lill C , For use with Leeward values of /r //. and Fig. 2. External Pressure Coefficients, C,,. for Average Loads on Multi Wind-Force Resisting Systems • • COMPONENTS AND CLADDING ROOF Width of Pressure Coefficient Zone, a h := 23.O.ft L := 23.67.ft WR := 27.67.ft Xa =0.4.h Xb := 0.1.WR al := if(Xa <_Xb, Xa, Xb) a := if(al ?Xc, al ,Xc) Pressure Zone 1 2 3 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 Mean Height of roof Width of building Min. width of roof Xa =9.2•ft Xb = 2.8-ft 41 11 G FACTOR FOR ROOF. a =3-ft Width of Pressure Coefficient Zone, a ( "a" can not be less than 330 ") G el) Factor Tributary Area B := 38.0•ft LR := 42.0-ft Field > 100 ft Gcp 1 : = -1.1 Perimeter > 100 ft Gcp2 := - 2.0 Corner = 72 ft Gcp3 := - 2.1 Note: (1) G AP Factor is given in Fig. No.3 ASCE Standard. (2) For tributary areas see attached sketch. SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 PROJECT NO.: 980103 CHECKED BY DATE Length of building Length of roof 0.4 of Roof Height But, can not be less than 10% of minimum width Xc := 3. ft al = 2.8•ft Gcp Factor w980103.mcd ZONE TRIBUTARY AREA (651. FT) GCp FACTORS (t 1. (01-F 1(32 PT) ...) 313 Frz > I ooh - 1.1 (2- K3FT(11•b f') t ) -I 444frl'>1ob -2.o 0 el Mc. 3c (I) _) Tz.rz - 2.1 See chart below for GGp Factors: Q =3 k all a I ' 45 " ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD.. SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 891 -5049 FAX NO. (305) 891 -0504 a -3.0 -2.5 -2.0 -1.0 o & ROOFS - 0.5 0 > -. t 30" 0 . l I I 10 20 50 100 200 500 A.Itt'I 2.0 - 0.5 a U SWEET NO.: OF PROJECT: 'CL'ELU& V ARCHITECT: DATE: -2.0 -1.7 -'.5 -1.4 -1. 0 0.5 1.0 1.3 1.5 ROOFS - 0 > 30" 45" -. 1 1 1 1 10 20 50 100 200 500 A,Ift'I 1.4 1.2 • COMPONENTS AND CLADDING Gcpi := 0.25 G 1 Factor is given in Table 9 ASCE Standard. P1 := q.(Gcpl - Gcpi) Design Pressure Zone 1 (Max.) P2 := q.(Gcp2 - Gcpi) Design Pressure Zone 2 (Max.) P3 := q.(Gcp3 - Gcpi) Design Pressure Zone 3 (Max.) Gcpi :_ -0.25 G Factor is given in Table 9 ASCE Standard. P12 := q.(Gcpl - Gcpi) P22 := q.(Gcp2 - Gcpi) P32 := q.(Gcp3 - Gcpi) Pressure Zone 1 2 3 ARBAB ENGINEERING, INC. SHEET NO. OF CONSULTING ENGINEERS JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 11900 BISCAYNE BLVD., SUITE 508 PROJECT NO.: 980103 N. MIAMI, FLORIDA 33181 (305)891 -5049 CHECKED BY DATE UPLIFT PRESSURE FOR ROOF. Design Pressure (Max.) Design Pressure (Min.) For Overhangs uplift pressure use Zone 2, but with: GcpiO := 0 Po := q•(Gcp2 - GcpiO) Design Pressure Overhang. Po = -62 •psf Design Pressure Zone 1 (Min.) Design Pressure Zone 2 (Min.) Design Pressure Zone 3 (Min.) P1 = -41.77 •psf P12 = -26.3 •psf P2 = -69.62 •psf P3 = -72.71 •psf G Factor for open structure. P22 = -54.15 •psf P32 = -57.24 •psf w980103.mcd • COMPONENTS AND CLADDING G el) FACTORS FOR WALLS. ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 G P Factors Pressure Zone Tributary Area 4 (Field Negative) (L - 2.a).h = 406.41.11 5 (Corner Negative) h.a.2 = 138•ft 2 4 & 5 ( Positive) h•a•2 = 138•ft Note: (1) G Factor is given in Fig. No.3 ASCE Standard. • (2) For tributary areas see attached sketch. Gcpi := 0.25 G Factor is given in Table 9 ASCE Standard. P4 := q.(Gcp4 - Gcpi) P45 := q.(Gcp45 - Gcpi) P5 := q.(Gcp5 - Gcpi) Gcpi :_ -0.25 G Factor is given in Table 9 ASCE Standard. P42 := q.(Gcp4 - Gcpi) P452 := q.(Gcp45 - Gcpi) P52 := q.(Gcp5 - Gcpi) Design Pressure Zone 4 (Max.) Design Pressure Zone 4 (Min.) Design Pressure Zone 5 (Max.) Design Pressure Zone 4 (Min.) Design Pressure Zone 4 (Max.) Design Pressure Zone 5 (Min.) SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 PROJECT NO.: 980103 CHECKED BY DATE Gcp Factor Gcp4 : = -1.15 Gcp5 := -1.55 Gcp45 := 1.15 w980103.mcd ZONE TRIBUTARY AREA (ea. FT) GCp FACTORS ® (l. -Z.a)(k) x)40(0 Fr'z- —t• %5 0 1n• z•ctell 4381 --1.4 ® ‘A.-2.-G..--1 ►32 F.T1- #‘•1s ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 801 -5049 FAX. NO. (305) 801 -0504 See chart below for GCp Factors: G 3 . D fT Inez. 2.1.4:e. Pr L = 23.0- Pr Walls (a) -2. 0 0.5 I0 14 1.5 SHEET NO.: OF PROJECT: AA■CL£L1..4I4 Kt SI►OENGE ARCHITECT: DATE: WALLS ALL I I — T 1 , 1 y _1_ 10 20 50 100 200 5001000 A,I1t 1.0 NOTES: • (I) The vertical scale denotes GC, to he used with qr, based on Exposure C. (2) The horizon:•tl scale denotes the tributary area A, in square feet. (3) External pressure coefficients for walls may be reduced by 10% when 0 5 1(1 degrees. (4) If a parapet equal Iii or higher than 3 ft is provided around the perimeter of roof with 0 6 10 degrees, zone 3 may be treated as zone 2. (5) Plus and minus signs signify pressures acting toward and away from the surfaces, respectively. (6) Each component shall he designed for maximum positive and negative pressures. (7) Notation: a: 10% of minimum width or 0.4I whichever is smaller, but not less than either 4% of minimum width or 3 feet; h: mean f height, in feet, except that cave freight may he used when 0 s It) degrees; and 0: roof slope from horizontal, in degrees. Fig. 3. External Pressure Coefficients, GC for Loads on Iluilding Components and Cladding for Buildings with Mean Roof Height h Less than or Equal to 60 Feet • • COMPONENTS AND CLADDING Pressure Zone 4 (Field Negative) 5 (Corner Negative) 4 & 5 ( Positive) ARBAB ENGINEERING, INC. SHEET NO. OF CONSULTING ENGINEERS JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 11900 BISCAYNE BLVD., SUITE 508 PROJECT NO.: 980103 N. MIAMI, FLORIDA 33181 (305)891 -5049 CHECKED BY DATE PRESSURE FOR WALLS. Design Pressure (Max.) Design Pressure (Min.) P4 = -43.32 •psf P42 = -27.85 •psf P5 = -55.69 •psf P52 = -40.22 •psf P452 = 43.32 •psf P45 = 27.85 •psf w980103.mcd • • COMPONENTS AND CLADDING Pressure Zone ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 1 (Negative) Uplift 2 (Negative) Uplift 3 (Negative) Uplift 4 (Field Negative) 5 (Corner Negative) 4 & 5 ( Positive) PRESSURE SUMMARY SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 PROJECT NO.: 980103 CHECKED BY DATE Design Pressure (Max.) Design Pressure (Min.) P1 = -41.77 •psf P12 = -26.3 •psf P2 = -69.62 •psf P3 = -72.71 •psf P4 = -43.32 •psf P5 = -55.69 •psf P452 = 43.32 •psf P22 = -54.15 •psf P32 = -57.24 •psf P42 —27.85 •psf P52 = -40.22 •psf P45 = 27.85 •psf w980103.mcd • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 PROJECT NO.: 980103 CHECKED BY DATE ROOF Wood trusses Uplift: P1 = -41.77 •psf P2 = -69.62 •psf DL := 15-psf Dead Load DL := 15-psf Dead Load Nup 1 := 1 P t I - DL Net Uplift Nup2 := P21 - DL Net Uplift Nupl = 26.8 •psf Net Uplift Nup2 = 54.6 •psf Net Uplift Load over Roof (Zone 1) Load over Roof (Zone 2) wl := Nupl •2•ft wl = 53.5 •plf w2 := Nup2.2•ft w2 = 109.2 •plf Zone 3 Uplift: Overhang Uplift: P3 = -72.71 •psf Po = -61.88 •psf DL := 15•psf Dead Load DL := 15-psf Dead Load Nup3 := P31 - DL Net Uplift NupO := I Po I - DL Net Uplift Nup3 = 57.7 •psf Net Uplift NupO = 46.9 •psf Net Uplift Load over Roof (Zone 3) Load over Roof (Overhang) w3 := Nup3.2•ft w3 = 115.4 •plf wO := NupO-2-ft wO = 93.8 •plf O.K. w980103.mcd • LU ROOF TRUSS (typical truss, span = 23.67 ft) L. Ra :_ (w0-0L) -+- (w2.2.a) + (wl .b) Rb (2•wO.OL + w2-4.a -- w1.2.b) - Ra Actual Uplift force each truss, critical end: Ra = 1155.1b Use the following DTC truss anchor by Hughes: DTC 1365 lbs uplift capacity > Actual uplift force Ra = 1155.1b O.K. GIRDER TRUSS (girder truss, span L = 23.67 ft) Rga := (w.0.5.L) + (w0.2.ft) ARBAB ENGINEERING, INC. SHEET NO. OF CONSULTING ENGINEERS JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 11900 BISCAYNE BLVD., SUITE 508 PROJECT NO.: 980103 N. MIAMI, FLORIDA 33181 (305)891 -5049 CHECKED BY DATE h a =3•ft OL := 2.O.ft Ra = 1155.1b Rb = 1155.1b L := 23.67. ft b: = — L -2.a 2 b = 5.84•ft w := Nup2.4.5•ft L := 23.67•ft w0 := NupO.4.5.ft Rgb := Rga Actual Uplift force each truss (critical): Rga = 3331 •lb Reaction Use Typical Girder Truss Uplift Rgb =3331.1b Reaction Anchor for girder trusses: Uplift w/ (2) 3 "x3 "x3/16" Steel angles, one each • side & (2) 1/2" Anchor bolts 4418 lbs > Actual uplift force Rgb =3331.1b O.K. w980103.mcd ROOF DIAPHRAGM DESIGN: LR := 42.O.ft A:= 8.12.in d := WR P := Pw • I PI I P =51.4 •psf Wind pressure W:= �P W . LR M := M = 69936.1b•ft Moment due to wind load 8 f:= M f= 26-psi A.d 410 TW := W.LR TW = 13321.1b Total wind load (concentrated). Unit Shear W.LR V :_ V v = — d v — 248 •plf Unit Shear Diaphragm Capacity required P:_ — M d P LR 2 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 BW := 6.17•ft Band width for wind pressure @ roof •BW W =317 •plf Uniform wind load V = 6661.1b wind loading. v h = 241 •plf Unit Shear (perpendicular to wall). P = 2527.1b Length of roof WR := 27.67• ft Width of roof Cross sectional area of tie beams @ roof level Reactions at walls due to v h roof angle 0 = 14 .deg v cos(0) v' = 60.2 •plf Unit Shear (parallel to wall) SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 PROJECT NO.: 980103 CHECKED BY DATE d dr_ dr_st •_V P'p Ppr IIII Ppd i I I I — r r T T v ' LR 1 V Shear w980103.mcd • DIAPHRAGM DESIGN: Typical Truss TW Pp Nt Pp' = 634.3-lb /each truss ARBAB ENGINEERING, INC. SHEET NO. OF CONSULTING ENGINEERS JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 11900 BISCAYNE BLVD., SUITE 508 PROJECT NO.: 980103 N. MIAMI, FLORIDA 33181 (305)891 -5049 CHECKED BY DATE Pp := v'-2.ft 2 ft = spacing between trusses. Pp = 120-lb /each truss (parallel to wall, see sketch above) Pps := v.2.ft 24" = spacing between trusses. Pps = 496.2•lb /each truss (parallel to wall, see sketch ) Use the greater value of Pp and Pps: Pps' := if(Pps >- Pp, Pps ,Pp) Pps' = 496.2•lb # of trusses in this roof Nt := 21 (perpendicular to wall, see sketch ) * Nailing Pattern For roof use the following nailing pattern: 10d nails @ 6" c.c. max at supported end (unblocked). Nail spacing shall be 4" c.c. at gable ends, in all cases. Allowable horizontal shear provided by nailing pattern: (1) Row, 10d nails .... 285 plf > Actual shear v = 248 plf O.K. Note: All plywood sheathing to be continuous over a minimum of (3) spans. w980103.mcd Plywood grade Common nail size Minimum nominal penetration in framing. in Minimum nominal plywood thickness, in Minimum nominal width of framing member. in Blocked diaphragms Unblocked diaphragm Nail spacing at diaphragm boundaries tall cases►, at continuous panel edges parallel to load teases 3 and 4) and at all panel edges (cases 5 and 6) Nails spaced 6 in max. at supported end 6 ; 4 I 2 ttt t :' i Load per- pendicular to unblocked edges and continuous panel joints (case 1) Other con - figurations (cases 2. 3. & 4 ) Nail spacing at other plywood panel edges 6 6 4 3 Structural I 6d 1 . 'i 195 . ::0 '510 - mi. ;75 420 4'0 475 165 185 17 ;4U 8d 11/2 Y. ? 3 270 300 360 400 530 600 610 675 240 '65 180 200 c i I 1 %r „- ? 3 320 360 425 4S0 640 720 730: 1 S'_U _. ' 15 '40 • TABLE 8.1 Allowable Shear in Pounds per Foot for Horizontal Plywood Diaphragms with Framing of Douglas Fir -Larch or Southern Pine* MI I INOMMENIMM 1111111111. 11111111 111111111111. Load Case 1 Diaphragm boundary Framing I Case 2 Continuous panel joints Case 5 Framing • • Blocking if used Case 3 Blocking Continuous Panel joints Continuous pane joints Blocking 44Wio.& L€ Sik-CiAck2 = 2 I5 b 41 11 4 'Ll Eb Sik£11 VL '= 2.4-8 Vi..F (Q4 v' • DIAPHRAGM DESIGN: ARBAB ENGINEERING, INC. SHEET NO. OF CONSULTING ENGINEERS JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 11900 BISCAYNE BLVD., SUITE 508 PROJECT NO.: 980103 N. MIAMI, FLORIDA 33181 (305)891 -5049 CHECKED BY DATE Use DTC by Hughes for typical trusses: Capacities: Perpendicular to wall: 1310 lbs > Actual perpendicular to wall: Pp' = 634.1b O.K. Parallel to wall: Toward strap 650 lbs Away from strap 785 lbs > Parallel to wall (both ways)' Pps' = 496•lb O.K. Using Hughes DTC truss anchors: Uplift 1365 lbs> Actual uplift force' Ra = 1155.1b O.K. For more information on the specified Hughes truss anchors see attached copy of Hughes Product Catalog. Use Typical Girder Truss Uplift Anchor for girder trusses: Uplift w/ (2) 3 "x3 "x3/16" Steel angles, one each side & (2) 1/2" Anchor bolts 4418 lbs > Actual uplift force: ....Rgb =3331 •lb O.K. For more information on the specified Typical Girder Truss Uplift Anchor, see the provided details following this page. w980103.mcd • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 891 -5049 FAX NO. (305) 891 -0504 UPLIFT AT ROOF LEVEL GROSS NET Zone 1 —41.8 P.S.F. —26.8 P.S.F. Zone 2 —69.6 P.S.F. —54.6 P.S.F. Zone 3 —72.7 P.S.F. —57.7 P.S.F. MAX. UPLIFT PRESSURE FOR WOOD TRUSSES 1322 LBS. D.T.C. HUGHES TRUSS ANCHOR CAPACITIES: Uplift 1365 LBS. >1322 LBS. III Perpendicular to wall 1310 LBS. > 634 LBS. Toward strap 650 LBS. > 496 LBS. Away from strop 785 LBS. > 496 LBS. MAX. UPLIFT PRESSURE FOR GIRDER TRUSSES 3333 LBS. SHEET NO.: OF PROJECT: Mr 4 Mrs MACLELLAN RESIDENCE ARCHITECT: DATE: FOR MAX. UPLIFT AT GIRDER TRUSSES, USE: (1) TYPICAL GIRDER TRUSS ANCHOR W/ (2) — 3 "x3 "x3/16" STEEL ANGLES & (2) 1/2" DIA. ANCHOR BOLTS INTO CONC. TIE BEAM. UPLIFT CAPACITY: 4418 LBS. > 3333 LBS. t� ct • Pr du 'Code . U • ' J :( ; � f.' Dirri ensionj ' .,,oh/ • . !i �a dte' o rs � ..11 4 • Dal b s gtt,L ads (IbS)_ ' i .q I product Code 7 ,' t 1 VN . 1 _ I Olydsth j Hbadifl • $' 1'riss/ , t � . (,ii • 'Jbiit . , ,! iNotmal' • 1.00% Snow 1159 ,'po(f X25% , 1 ,'' Uplitt :' 1 1339. . Uplift, 180% ' TUH 26 Uplift ..1 2X6 1 -9/16" 5- 5/16" .50 (16) 16d (8) 16d ! H 2685 2685 2685 � r j 00W 2000 2000 TUH 28 141 % 2X8 1- 9/16" 7- 1/16" 25 (22) 16d (10) 16d 3" 3075 3075 3075 .....4i,24.14, 2420 2420 TUH 26 -2 875 (2) 2X6 3 -1/8" 5 -1/4" 25 (16) 16d (8) 16d 1 2685 2685 2685 5 -1/4" 2000 2000 TUH 28 -2 . 1400 (2) 2X8 3 -1/8" 7" 25 (22) 16d (10) 16d 735 3075 3075 3075 3" 2420 2420 I Jofst�8ize r. ' t ' ' l asti� s • Dal n Loads (Ibl;) , i:, product Code Jola maize q / tY Box Wgt/ Box Dimensions i 1 :f • . � .. -., uIFder ,,"'i,' + !,! ' re/ • Or{t aI � Snow Fob' f Wind; Wind Uplift Uplift i ''_ • I 1 ! ' ; A ; B ! H , W a t; 'Jblet : � r j 00W i"t5%,125 580 ' 133/d 141 % , 133% •160% ,JFtf144-b'a 2X4 1 1 3" 1" 3-1/4" 1 - 5/8" .....4i,24.14, - : • • . 805 875 1335 990 1540 525 UH 26 UR 2X6 1 1 3" 1" 5 -1/4" 1 -5/8" 8 -20d 3 -20d 1400 1610 1750 1860 1980 785 785 735 2X8 1 1 3" 1" 7-1/4" 1 5/8" • 2415 2625 2650 0 1110 prbtluct '. 'bode i' '' ,� Jofst�8ize r. ' 4�y1ii►gtf Box ' ' box ' pp ',Dimensions i tr !' Fasteners 1 ', , 'Des! n Loads (ib0) I. 1 1 u 1 Giiii14 Npader , � Tr;u', s/ Joist Nprnhai �' 100% '. Snow 115% Roo 125 , Wind 133 %; Wind 160% ' Uplift 133% Uplift 160% !i ! UH 24 UR 2X4 1 1 3" 1" 3 -1/4" 1 -5/8" 4 -16d 2 -16d 580 670 725 770 770 360 360 UH 26 UR 2X6 1 1 3" 1" 5 -1/4" 1 -5/8" 8 -16d 3 -16d 1160 1335 1450 1540 1540 720 720 UH 28 UR 2X8 1 1 3" 1" 7 -1/4" 1 -5/8" 12 -16d 4 -16d 1740 1865 1865 1865 1865 735 735 'elal 1�T I Il►cW ►� � wll a 'its Wodd;' SKEWED U HANGERS • Standard Skew 45° • Specify skew from 15° to 50 ° , optional • SBCCI Compliance Report No. 94139 • Dade County Approval No. 97- 0205.03 12 ; H . • 1.; n.4v u'a TRUSS /JOIST HANGERS, TUH -TYPE • • Featuring Load Share Fastening System • Develops full truss /joist capacity • 16 gauge galvanized steel • Engineered and : Tested 3" 90 Shown skewed left 0° It;1 Skewed Angles Measured from 0 Line a _ . . • Product Code _ ..' .• .• ,.-, Description , .; ! L , . ., Joist Site '' : Obi/Wt/ Bo* . , 100 Wpt/ Box , ,,: : ' ,.;,1.!!.: : aatimeis , , .. betilgn I.oade (ibs) . . . *Sign Load. (ibs) " I ; - ' , ', Oltderl Heeide Thies/ kiblit: Girder/ Header Nom* .100% Snow 116% Hoot! t, 126%, Uplitt •,..' 133%, • Uplift 131% Uplift _A' '0 - :. H ,W!' FEH • 1210 555 1275 1920 555 1275 1920 EUH 24-6 Econ. Joist Hanger 2X4-6 2X4,6 100 15 1-5/8" 3/4" 3" 1-5/8' 4-16d 2-16d 2 '580 670 725 315 315 EUH 26-8 Econ. Joist Hanger 2X6-8 2X6,8,10 100 24 1-5/8" 3/4" 5-3/16" 1-5/8" 10-16d 4-16d 2 1360 1360 1360 795 795 EUH 28-10 Econ. Joist Hanger 2X8-10 2X8,10,12 100 30 1-5/8" 3/4' 6-3/4" 1-5/8' 14-16d 5-16d 2 2030 2050 2050 1200 1200 Prciddet Code - ' . ■ . . • 1 [ ' ' . ' • 1 ,: . ! Description . Econ. Joist Hanger 2X4-6 .' , 1 .' : joistAixii , • I 2X4,6 '' : Obi/Wt/ Bo* . , 100 Box . 15 :i , i .; ! ' ' :. DirniAeloni • r t i . , ' 1 : ;,. ! ■., ;4; ... .' . I e .t. ' f . . . *Sign Load. (ibs) " I ; - ' , ', Oltderl Heeide Thies/ kiblit: Girder/ Header Nom* .100% Snow 116% Hoot! t, 126%, Uplitt •,..' 133%, Uplift 160% A 1-5/8" 0 3/4" 1 ;: 3" I,L ; W . 1-5/8' Hells Nails .. FEH • 1210 555 1275 1920 555 1275 1920 SWIMS . - ii • EUH 26-8 con. Joist Hanger 2X6-8 2X6,8,10 100 24 1-5/8" 3/4" 5-3/16' 1-5/ 10-10d -10d H con. Joist Hanger 2X8-10 2X8,10,12 100 30 1-5/8" 3/4' 6-3/4" 1-5/8' .. tMood TO 1 l4; • 1 ECONOMY JOIST HANGERS • EUH series is designed for economical support of 2X lumber and truss applications • Positioning prongs allow hangers to be accurately positioned for nailing • 20 gauge galvanized steel • Easier and faster installation • Exceptional value • Perfect for DIY Deck/Fence builders • May be ordered with reverse flange • SBCCI PST & ESI No. 94139 • Dade County Approval No. 94-0706.09 ; JOIST HANGERS, U220: • Easy and fast installation • • Perfect for DIY Deck/Fence application - • 18 gauge galvanized steel • SBCCI PST&ESI No. 9408A ,..., • , .Dade , County Approval No. 97-0421.05 • 1.•„ 0,, 1 ! ' ' I i " , 1 .: ' 1 ! 1 • ' , 41,1 ,.., !,i 1 •• . 1,! . • 10 • '1! ' . 1. Prodtict Code , U220 U220 ttild 100 100 :Wgt/ Box' 33 33 ti Joist 8-6d 8-16d 6-6d 6-10dx1-1/2" ' '.r!: 1 1 00 010 Mx Uplift Liitidfil 41bil) '1 I !. Nertnal., 450 895 600 1120 400 435 • Th 1-5/8" "-• 5" 41fr— • •!! • I . `Product Code ! ; dty/ Box j WO/ Box ! Fdstertere i1 s) Design L G . : 0 eel (e) :, (lb I � , � o fl, I ! � Perpendicular ' •+P rallel to illl II'(Li) *lit, Seat Plate . Strap Uplift tl Wdll,' ;,+ Toward Aw y from DTC 50 43 4- 10dx1 -1/2" 9- 10dx1 -1/2" 1365 1310 T 650 (': 785 (1 ', i , , „ � f duc "� Code � ; I a , q ' �� i �� Description i �' ; ,.� , ;, }yj Holt i 1 ,: �,�! ; , jt a ti» � l a1 i t?ead oad (Ills) ! ; L �, r( ! U0litt s ! 1 t j LPTA Low Profile Truss Anchor 100, 15- 10dx1 -1/2" 1535 815 1500 LPTA -S Low Profile Truss Anchor with Slots 100 15- 10dx1 -1/2" 1500 520 1150 TRUSS ANCHORS, DEEMED TO COMPLYI • Designed to meet SBCCI Standard for Hurricane Resistant Residential Construction requirements for anchoring trusses to masonry walls • Will prevent truss movement parallel and perpendicular to the wall as well as uplift • Meets requirements for steel barrier between wood and concrete • Galvanized steel, strap 14 gauge, bottom plate 20 gauge • 4" minimum embedment • SBCCI PST &ESI No. 9408A • Dade County Approval No. 97- 0421.05 36 No llowable loads fo Uplift, L1 and L2 shall not be combiri" 2. The connectors shall be subjected to loads in one direction only 3. Minimum concrete strength fc= 2500psi TRUSS ANCHORS, LOW PROFILE • Designed to meet SBCCI Standard for Hurricane Resistant Residential Construction requirements for anchoring trusses to masonry walls • Will prevent truss movement parallel and perpendicular to the wall as well as uplift • LPTA -S allows for 3/4" scissors truss horizontal movement • Galvanized steel strap 18 gauge • 4" minimum embedment • SBCCI PST & ESI No. 94139 8.25" t I" ' w LP1A L2 Notes: 1. Allowable loads for Uplift, Li and L2 shall not be combined 2. The connectors shall be subjected to loads in one direction only 3. Minimum concrete strength fc =2500psi 4. Design values may be doubled provided all the following criteria is met: a. Maximum of two of the same connectors per location. b. Requires two, three or more ply member. c. DO NOT USE TWO TRUSS ANCHORS WITH SINGLE PLY WOOD MEMBER. 1 -1/2• 1 -9/16 1 -1/2" 2 -1/2" F- 8 -7/6" 16" 1/16" Single LPTA;shown, molt pie`' • units can be,'used to achi v ` l; appliCablellat pre �i� !' perpendicular and up i ft , " loads. Contact Hugh s'fora alternate nailing schedule. ♦ ' `* t 1 aa.i. "14 I} '- IG 1 tJ /1 1 OSC'rlPt(4� Bo7� ;fr1 Metartata 1 IDlmenalone I. . . c I 1 ! Feltaneri 1 i 'lg,h L.bsda I `, p ' Flan{la : Bucket ss a uny.: I. euii • i H W f ' 1 Ffsader 1 Jot , 44otm:il 14101, . NFM 3" 3/8" - 6X4" 7 ga 11 -3/4" 3 -3/8" Min 1/2' dia anchor bolt 14 -10d 5835 1815 NFM 3U" 3/8" - 6X4" 7 ga 11 -3/4" 3.3/8' Min 1/2" dia anchor bolt (5)1/2" bolts 5955 3450 NFM 3X8 3/8' - 6X4' 7 ga 7.1/4" 3 -1/8" Min 1/2" dia anchor bolt 10 -10d 5833 1250 NFM 3X10 3/8" 3/8" - 6X4" - 6X4" 7 ga 7 ga 9 -1/4" 11 -1/4" 3-1/8" 3 -1/8" Min 1/2" dia anchor bolt Min 1/2' dia anchor bolt 12 -10d 14 -10d 5833 5833 1500 1750 NFM 3X12 NFM 3X8U 3/8" - 6X4" [ 7 ga 7 -1/4" 3-1/8" Min 1 /2" dia anchor bolt (4)1/2" bolls 5833 3482 NFM 3X10U 3/8" - 6X4" 7 ga 9-1/4" 3-1/8" Min 1/2" dia anchor bolt f5)1/2" bolts (5)1/2" bolts 10 -10d 5833 5833 5833 3482 3482 1250 NFM 3X12U 3/8" - 6X4' 7 ga 7 ga 11 -1/4' 7 -1/4" 3-1/8" 3 -5/8" Min 1/2" dia anchor bolt Min 1/2" dia anchor bolt NFM 35X8 3/8" - 6X4" NFM 35X10 3/8' - 6X4" 7 ga 9 -1/4" 3 -5/8" Min 1/2" dia anchor bolt 12.10d 5833 ' 1500 NFM 35X12 3/8" - 6X4" 7 ga 11 -1/4' 3 -5/8" Min 1/2" dia anchor bolt 14.10d 5833 1750 NFM 35X16 3/8' - 6X4" 7 ga 16" 3-5/8" Min 1/2" dia anchor bolt 14 -10d 5833 1750 NFM 35X8U 3/8" - 6X4 7 ga 7 -1/4" 3 -5/8" Min 1/2" dia anchor bolt (4)1/2" bolls 5833 3482 NFM 35X10U 3/8" - 6X4" 7 ga 9 -1/4" 3-5/8" Min 1/2" dia anchor bolt (5)1/2" bolts 5833 3482 NFM 35X12U 3/8" - 6X4" 7 ga 11.1/4' 3-5/8" Min 1/2" dia anchor bolt (5)1/2" bolts 5833 3482 NFM 35X16U 3/8" - 6X4" 7 ga 16" 3.5/8' Min 1/2' dia anchor bolt (5)1/2" bolts 5833 3482 NFM 45" 3/8" - 6X4" 7 ga 11 -3/4' 4-3/4" Min 1/2" dia anchor bolt 14.10d 5835 1815 NFM 45U" 3/8" - 6X4" 7 ga 11 -3/4' 4 -3/4" Min 1/2" dia anchor bolt (5)1/2" bolts 5955 4090 NFM 45X16 3/8" - 6X4" 7 ga 16" 4-3/4" Min 1/2" dia anchor bolt 14.10d 5835 1815 NFM 45X16U 3/8" - 6X4" 7 ga 16" 4 -3/4" Min 1/2" dia anchor bolt (5)1 /2" bolts 5955 4090 NFM 6X16 3/8" - 6X4" 7 ga 16" 5-5/8" Min 1/2" dla anchor bolt 14.1Od 5835 1815 NFM 6X16U 3/8" - 6X4' 7 ga 16" 5 -5/8" Min 1/2" dia anchor bolt (5)1/2" bolts 5955 4090 ♦ ' `* t 1 aa.i. "14 I} '- IG 1 tJ /1 1 OSC'rlPt(4� Bo7� ;fr1 :' .�y, Eii6x ' W(11 WAVfi'. I: I � K1 fl _',f I` '1�1l . " I ji 1od'x t.ss" ��,��;i l4 1 Truss Anchor Truss Anchor 100 100 34 38 16" 18" 6 7 1002 00 WI, 1 TA 20 Truss Anchor 100 42 20" 9 1503 393 334 TA 22 Truss Anchor 100 46 22" 10 1607 393 334 TA 24 Truss Anchor 100 51 24" 11 1837 393 334 iv T!1Jt■l•PliU TTOfei 1`o Mason yi' Wallj!; NARROW FLANGE MASONRY HANGERS • Used in place of Z Bars where heavy loads and uplift are required • Suffix "U" product code utilizes bolts in the joist and (3/4 "X7 ") sleeve anchor (into masonry) (Hilti HKB -II) installed for high uplift applications • 6" minimum embedment length • One 1/2" dia J -bolt required • Skewed option available • * *SBCCI PST &ESI No. 9408A • Dade County Approval No. 97- 0421.05 TRUSS ANCHORS • Wood to concrete anchoring for both lintel to truss and footer to wall applications • 1" wide, 14 gauge galvanized steel • 4" minimum embedment • SBCCI PST & ESI No. 9659 1 •[ Dade CottntyApproval No. 9744205.03 34 Add "R" to Product Code for "Riveted" Truss Anchors Notes: 1. Allowable loads for Uplift, L1 and L2 shall not be combined 2. The connectors shall be subjected to loads in one direction only 3. Design values may be doubled provided all the following criteria is met: a. Maximum of two of the same connectors per location. b. Care should be used in order that nai' are not driven in conflict with each other or the connector. c. Straps or clips musT rot overlap the other connector. HEADER 1, 1 Skewed Type (Left Shown) O l•) 4'x VARIES x1 /4' STEEL PLATE CONCRETE TB - f'c 3000 P51 SEE PLANS FOR RE INFORCING. N. T. S. ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD.. SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 891 -5049 FAX NO. (305) 891 -0504 �4 MASONRY WALL WI HORIZONTAL REINFORCING • 16' CC. (TYP). (•) LENGTH OF THE STEEL PLATE IS BASED ON THE NUMBER OF MEMBERS FOR THE GIRDER TRUSS. DETFA41 FOR SHEET NO.: OF PROJECT: l.'EI.Lx.N 1oeu1Ct` ARCHITECT: DATE: TOP CHORD BOTTOM CHORD (2) 3'x3'x3/I6' STEEL ANGLES (ONE EACH SIDE) COPED AT TB. 4 BOLTED TO TB. W/ (2) 1/2' 4' OR (2) 3/4' $ EXPANSION'. BOLTS. GIRDER TRUBB UPLIFT 4NCHOR • • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 891 -5049 FAX. N0. (305) 891 -0504 GIRDER TRUSS MEMBERS CONCRETE TB. N. T. S. I I ' Icy r , Y 1 RI MASONRY WALL 6ECTION 4-4, SHEET NO.: OF PROJECT: I�ACLE��la1�11O�1� CE ARCHITECT: DATE: (.) 4'x VARIES xI /4' STEEL PLATE 3'x3'x3/16' STEEL. ANGLE GIRDER TRUSS UPLIFT CAPACITY TABLE ANGLE SIZE (ONE EACH SIDE) ANCHOR BOLTS GIRDER MEN. Na OF ;HERS UPLIFT CAPA(TIY (WORKING) 3'x3'x3/i6' (2) - 1/2' 2 OM 3'x3'x3/16' (2) - 3/4' 2 9612 LBS. ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD.. SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 891 -5049 FAX. NO. (305) 891 -0504 SHEET NO. OF PROJECT: MAC. i..'Et..LAw (211` S I lr 2N C'1� ARCHITECT: DATE: • • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 REQUIRED: Wind load calculation for design wind pressure for windows and doors, zones 4 and 5. Wind Analysis Based on ASCE 7 -88 (Formerly ANSI A581). RELEVANT ASSUMPTIONS: Design wind pressures = ASCE 7- 88(93) Components and cladding, TABLE 8, and Fig. 3 for roofs. V := 110 mph Basic wind speed, Fig. No.1 ASCE Standard h := 23.0.ft Maximum height of windows. APPLICABLE ASCE 7 88(93) INFLUENCE FACTORS: I := 1.05 Importance Factor, From Table 5 ASCE Standard Velocity Pressure Exposure Coefficient (Exposure C) K := 0.906 (ASCE 7- 88(93) TABLE 6) RELEVANT EQUATIONS: Velocity Pressure. q := 0.00256•K•(I.V) q = 30.9•psf Pressure Zone (ASCE 7- 88(93), section 6.5.1, Eq.3) Velocity Pressure. G AP Factors Tributary Area 4 (Field Negative) 10.0-ft-1.0.ft = 10•ft 5 (Corner Negative) 10.0.ft-1.O.ft =10•ft 4 & 5 ( Positive) 10.0•ft• 1.0•ft = 10•ft Note: (1) G Factor is given in Fig. No.3 ASCE Standard. (2) For tributary areas see attached sketch. SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 PROJECT NO.: 980103 CHECKED BY Gcp Factor Gcp4 := -1.5 GcpS := -2.0 Gcp45 := 1.4 DATE w980103.mcd • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 Gcpi := 0.25 G cpi Factor is given in Table 9 ASCE Standard. P4 := q.(Gcp4 - Gcpi) P45 := q.(Gcp45 - Gcpi) P5 := q.(Gcp5 - Gcpi) Design Pressure Zone 4 (Max.) Design Pressure Zone 4 (Min.) Design Pressure Zone 5 (Max.) Gcpi ;_ -0.25 G Factor is given in Table 9 ASCE Standard. P42 := q.(Gcp4 - Gcpi) P452 := q.(Gcp45 - Gcpi) P52 := q.(Gcp5 - Gcpi) Design Pressure Zone 4 (Min.) Design Pressure Zone 4 (Max.) Design Pressure Zone 5 (Min.) SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 PROJECT NO.: 980103 CHECKED BY DATE PRESSURE FOR WINDOWS AND DOORS. • Pressure Zone Design Pressure (Max.) Design Pressure (Min.) 4 (Field Negative) P4 —54.15 • psf P42 = -38.68 • psf 5 (Corner Negative) 1 = -69.62 •psf P52 = -54.15 •psf 4 & 5 ( Positive) P452 =51.05 •psf P45 = 35.58 •psf w980103.mcd • REQUIRED: ARBAB ENGINEERING, INC. SHEET NO. OF CONSULTING ENGINEERS JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 11900 BISCAYNE BLVD., SUITE 508 PROJECT NO.: 980103 N. MIAMI, FLORIDA 33181 (305)891 -5049 CHECKED BY DATE Wind load calculation for design wind pressure for windows and doors, zones 4 and 5 (see Roof Plan drawing). Wind Analysis Based on ASCE 7 -88 (Formerly ANSI A581) See roof wind analysis in this computations. q = 30.94•psf Gcpi := 0.25 a =3•ft h := 23.0. ft Maximum height of windows. SECOND FLOOR WINDOWS & DOORS FIELD WALL (WINDOWS AND DOORS) ZONE 4, NEGATIVE Tributary G Factor area cp Velocity pressure, see roof wind analysis in this computations. G . Factor is given in Table 9 ASCE Standard. Width of Pressure Coefficient Zone, a ( "a" can not be less than 3' -0 ") Design Wind Pressure <10 ft Gcp4 10 -1.5 P4 10 q. (Gcp4 10 - Gcpi) P4 10 = -54.1 •psf 15 ft Gcp4 15 :_ -1.45 P4 15 := q• (Gcp4 15 - Gcpi) P4 15 = -52.6 •psf 20 ft Gcp4 20 -1.40 P4 20 q• (Gcp4 20 - Gcpi) P4 20 = - 51.1 •psf 30 ft Gcp4 30 := -1.35 P4 30 := q• (Gcp4 30 - Gcpi) P4 30 = -49.5 •psf 50 ft Gcp4 50 := -1.30 P4 50 := q• (Gcp4 50 - Gcpi) P4 50 = -48 •psf 150 ft Gcp4 150 := -1.2 P4 150 q. (Gcp4 150 - Gcpi) P4 150 = -44.9 •psf >500 ft Gcp4 500 '_ -1.1 P4 500 q (Gcp4 500 - Gcpi) P4 500 = -41.8 •psf w980103.mcd • • SECOND FLOOR WINDOWS & DOORS Tributary G Factor area cp <10 ft Gcp5 10 := -2.0 15 ft Gcp5 15 := -1.90 20 ft Gcp5 20 := -1.85 30 ft Gcp5 30 := -1.80 50 ft Gcp5 50 :_ -1.6 150 ft Gcp5 150 -1.4 >500 ft Gcp5 500 -1.1 <10 ft 15 ft 20 ft 30 ft 50 ft 150 ft >500 ft ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 Gcp45 i0 := 1.4 Gcp45 15 := 1.35 Gcp45 20 := 1.30 Gcp45 30 := 1.25 Gcp45 50 := 1.20 Gcp45 150 1.15 Gcp45 500 1.0 SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 PROJECT NO.: 980103 CHECKED BY CORNER WALL (WINDOWS AND DOORS) ZONE 5, NEGATIVE Design Wind Pressure PS 10 q• (Gcp5 10 - Gcpi) P5 15 := q• (Gcp5 15 - Gcpi) P5 20 ;= q• (Gcp5 20 - Gcpi) P5 30 := q• (Gcp5 30 - Gcpi) P5 50 := q (Gcp5 50 - Gcpi) P5 150 q (Gcp5 150 - Gcpi) P5 500 q (Gcp5 500 - Gcpi) FIELD & CORNER WALL (WINDOWS AND DOORS) ZONE 4 & 5, POSITIVE Tributary G Factor Design Wind Pressure area P45 10 := q.(Gcp45 10 + Gcpi) P45 15 := q• (Gcp45 15 + Gcpi) P45 20 := q• (Gcp45 Z0 + Gcpi) P45 30 := q.(Gcp45 30 + Gcpi) P45 50 := q.(Gcp45 50 + Gcpi) P45 150 q.(Gcp45 150 + Gcpi) P45 500 := q.(Gcp45 500 + Gcpi) P5 10 = -69.6 •psf P5 15 = -66.5 •psf P5 65•psf P5 30 = -63.4 •psf P5 50 = -57.2 •psf P5 150 = -51.1 •psf 41.8 •psf PS 500 = DATE P45 10 = 51.1 •psf P45 15 = 49.5 •psf P45 20 =48 •psf P45 30 = 46.4 •psf P45 50 = 44.9 •psf P45 150 =43.3 •psf P45 500 = 38.7 •psf w980103.mcd • REQUIRED: q := 27.32. psf Gcpi := 0.25 a =3•ft ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305)891 -5049 Wind load calculation for design wind pressure for windows and doors, zones 4 and 5 (see Roof Plan drawing). Wind Analysis Based on ASCE 7 -88 (Formerly ANSI A581) See roof wind analysis in this computations. Velocity pressure, see roof wind analysis in this computations. G Factor is given in Table 9 ASCE Standard. Width of Pressure Coefficient Zone, a ( "a" can not be less than 3' -0 ") h := 15.0•ft Maximum height of windows. FIRST FLOOR WINDOWS & DOORS SHEET NO. OF JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 PROJECT NO.: 980103 CHECKED BY DATE • FIELD WALL (WINDOWS AND DOORS) ZONE 4, NEGATIVE Tributary G Factor Design Wind Pressure area <10 ft Gcp4 10 1.5 P4 10 := q. (Gcp4 10 Gcpi) P4 10 = 47.8 •psf 15 ft Gcp4 15 := -1.45 P4 15 := q. (Gcp4 15 - Gcpi) P4 15 = -46.4 •psf 20 ft Gcp4 20 := -1.40 P4 20 := q• (Gcp4 20 - Gcpi) P4 20 = -45.1 •psf 30 ft Gcp4 30 := -1.35 P4 30 := q.(Gcp4 30 - Gcpi) P4 30 = -43.7 -psf 50 ft Gcp4 50 := -1.30 P4 50 := q.(Gcp4 50 - Gcpi) P4 50 = - 42.3 -psf 150 ft Gcp4 150 := -1.2 P4 150 q.(Gcp4 150 - Gcpi) P4 150 = - 39.6 •psf >500 ft Gcp4 500 -1.1 P4 500 q (Gcp4 500 - Gcpi) P4 500 = 36.9 •psf w980103.mcd • FIRST FLOOR WINDOWS & DOORS Tributary G Factor area cp <10 ft Gcp5 i0 := -2.0 15 ft Gcp5 15 := -1.90 20 ft Gcp5 20 := -1.85 30 ft Gcp5 30 := -1.80 50 ft Gcp5 50 := -1.6 150 ft Gcp5 150 := -1.4 >500 ft Gcp5 500 -1.1 <10 ft 15 ft 20 ft 30 ft 50 ft 150 ft >500 ft ARBAB ENGINEERING, INC. SHEET NO. OF CONSULTING ENGINEERS JOB: MR & MRS MACLELLAN RESIDENCE CALCULATED BY A.CH. DATE 2/10/98 11900 BISCAYNE BLVD., SUITE 508 PROJECT NO.: 980103 N. MIAMI, FLORIDA 33181 (305)891 -5049 CORNER WALL (WINDOWS AND DOORS) ZONE 5, NEGATIVE Gcp45 10 := 1.4 Gcp45 15 := 1.35 Gcp45 20 := 1.30 Gcp45 30 := 1.25 Gcp45 50 := 1.20 Gcp45 150 1.15 Gcp45 500 1.0 CHECKED BY Design Wind Pressure PS 10 := q. (Gcp5 10 - Gcpi) P5 15 := q. (Gcp5 15 - Gcpi) PS 20 := q. (Gcp5 20 - Gcpi) P5 30 := q. (Gcp5 30 - Gcpi) P5 50 := q. (Gcp5 50 - Gcpi) P5 150 q (Gcp5 150 - Gcpi) P5 500 q (Gcp5 500 - Gcpi) FIELD & CORNER WALL (WINDOWS AND DOORS) ZONE 4 & 5, POSITIVE Tributary G AP Factor Design Wind Pressure area P45 10 := q.(Gcp45 10 + Gcpi) P45 15 := q.(Gcp45 15 + Gcpi) P45 20 := q.(Gcp45 20 + Gcpi) P45 30 := q.(Gcp45 30 + Gcpi) P45 50 := q.(Gcp45 50 + Gcpi) P45 150 q.(Gcp45 150 + Gcpi) P45 500 q.(Gcp45 500 + Gcpi) = -61.5 •psf PS 10 P5 15 = -58.7 •psf P5 20 = 57.4 •psf P5 30 = -56 •psf P5 50 = -50.5 •psf 45.1 •psf PS 150 = P5 500 = -36.9 •psf DATE P45 10 = 45.1 •psf P45 15 = 43.7 •psf P45 20 = 42.3 •psf P45 30 = 41 •psf P45 50 = 39.6 •psf P45 150 = 38.2 •psf P45 500 = 34.1 •psf w980103.mcd 1 1 ; . I !Ili II ts; z- *6-4 4 03 f (-1 .._. -2.1 40 r 00 $1431 , — YG0 C T 1 0 I L PL. ?/4y? 4 41 4) ) /4)00 • ' 2 " 41i I P- 16 1- i i 0 "4.. Nit 1.) k fj j fc9 o i ; 1 1 . . • _ , • . i ) le : A4 2 ) ARBAB ENGINEERING, INC. SHEET NO. CONSULTING ENGINEERS 2/ CALCULATED BY DATE 11900 BISCAYNE BLVD., SUITE 508 N. 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SHEET NO. 4e1 CC CONSULTING ENGINEERS CALCULATED BY „ DATE 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305) 891 -5049 CHECKED BY DATE SCALE -- - ;- g, - 2 4 rw - qx 3 S. • 4q %c-y ) bk W c- ' "S g--%. • 1 ,z Y 6: 5,z .s.. 74 (o0o- `t 1 x8 X 21.S' - -- - - — — —.—_ a /ji hh OJ /`i 5 4x10,4 Z -- t ,,oe WSC..LEL L 6th !g8 J ii I I j I ! 3 i ._. _ _ ; _-- - - , -- i 4 E r . _...�._ jos IAN e. r•,\ ARBAB ENGINEERING, INC. SHEET NO. CONSULTING ENGINEERS CALCULATED BY 11900 BISCAYNE BLVD., SUITE 508 N. MIAMI, FLORIDA 33181 (305) 891-5049 ■ I i I_ I I ' I I I I i 1 ; .---- --t. 1 i i --- ! . I ! ! 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I 0 .-.71 I C .%. 4 i - - -1416N. - 4• S 0 1.i" - 1.; ,zls_g - -- -- - -- 1 • METRO-DAD METROPOLITAN DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Sunshine Windows Manufacturing, Inc. 1745 W. 33 rd Place Hialeah FL 33012 Your application for Product Approval of: Series 1600 Aluminum Sliding Glass Doors w/ Standard Interlocks under Chapter 8 of the Metropolitan Dade County Code governing the use of Alternate Materials and Types of Construction, and completely described in the plans, specifications and calculations as submitted by: Applicant. (For listing, see Section 8 of this Notice of Acceptance.) has been recommended for acceptance by the Building Code Compliance office to be used in Dade County, Florida under the specific conditions set forth on pages 2 et. seq. and the Standard Conditions on page 3. This approval shall not be valid after the expiration date stated below. The Office of Code Compliance reserves the right to secure this product or material at anytime from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, the Code Compliance Office may revoke, modify, or suspend the use of such product or material immediately. The a pplicant shall re- evaluate this product or material should any ammendments to the South Florida Building Code be enacted affecting this product or material. The Building Code Compliance Office reserves the the right to revoke this approval, if it is determined by the Building Code Compliance Office 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.:97- 1014.09 Expires:12 /31/98 THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL This application for Product Approval has been reviewed by the Metropolitan Dade County Building Code Compliance Department and approved by the Building Code Committee to be used in Dade County, Florida under the conditions set forth above. •pprovcd: O1/08/98 -1- Internet mail address: postmaster @buildingcodeonline.com CONDITIONS BUILDING CODE COMMITTEE BUILDING CODE COMPLIANCE OFFICE METRO -OADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375-2901 FAX (305) 375 -2908 PRODUCT CONTROL DIVISION (305) 375-2902 FAX (305) 372-6339 Raul Rodfiguez Product Control Supervisor s anger, Director Building Code Compliance Dept. Metropolitan Dade County Homepage: http : / /www.buildingcodeonline.com Sunshine Windows Manufacturing, Inc. 1.2 1.3 1.4 1.5 2. 2.1 2.2 DESCRIPTION OF UNIT This approves an aluminum sliding glass door designed and tested to comply with the South Florida Building Code, 1994 Edition for Dade County, for the locations where the pressure requirements, as determined by ASCE 7 -88 "Minimum Design Loads for Building and Other Structures," do not exceed the Design Pressure Rating values in Section 7 and within the limitations contained in Section 3. Model Designation: Series 1600 Aluminum Sliding Glass Doors w /Std. interlocks Overall Size: 146" (12' -2 ") wide x 96" (8' -0 ") high x 4" deep. Configuration: XXO. No. & Size of Panels: Three: two moving on interior track (XXO as viewed from the exterior): from the left, 49 -5/8" by 95- 1/16" high; 50 -5/8" by 95- 1/16" high; 48- 1/16" by 95- 1/16" high. Frame & Door Material: Glazing: 2.2.1 Glazing Material: 2.2.2 Glazing Method: vinyl glazing bead. 2.3 Reinforcement: One 1 -1/4" by 1/4" by 89 -7/8" long steel bar inside the exterior (fixed) interlock stile. One 1 -1/2" by 1/2" by 89 -7/8" long steel bar inside the left panel interlock stile (stile with the male .astragal adapter). 2.4 Weatherstripping: Double pile (Ultrafab 3725) in each moving panel top rail. Double pile in female, astragal stile and jamb stile of left moving panel. Double vinyl bulb in fixed panel top rail and in jamb stile of fixed panel. Single vinyl bulb in each interlock stile. Single vinyl flap in each panel bottom rail. 2.5 Sealant & Pads: Each top and bottom panel corner sealed with Schnee - Morehead 5504. One 1" by 1 -1/2" pile pad in frame head and sill on each side of panel track, above and below interlock and astragal stiles (total of eight pads). 2.6 Weepholes: One 2" wide weep notch at each end of sill screen retainer track. One 1" by 1/4" drain notch at each end of each panel track. 2.7 Operators & Location: One adjustable metallic wheel at each end of each moving panel bottom rail. One flush mounted metallic hook lock at each moving panel lock stile. One 3/16" diameter steel security lock pin through interior interlock into exterior interlock stile, 72" from bottom. 2.8 Additional description: Unit tested using standard interlock (Part # 30679). 3. LIMITATIONS 3.1 This approval applies to single unit applications only, as shown in Section 10. 3.2 For Design Pressure Rating vs. Door Size, see Comparative Analysis Table in Section 9. 3.3 Head receptor is not allowed to be used in this installation. APPROVED . JAN 0 8 1998 EXPIRES NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS MATERIAL CHARACTERISTICS Aluminum Alloy 6063 -T5. ACCEPTANCE NO.: 97- 1014.09 3/16" tempered glass. Channel glazed with 1/2" glazing penetration using a flexible channel Manu Perez, P.E., Product C Produc Control Division _,_ Dec. 31, 1998 of Examiner • • • Sunshine Windows Manufacturing, Inc. ACCEPTANCE NO.: 97- 1014.09 APPROVED EXPIRES NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS Manue Product -2a- JAN 081998 Dec. 31, 1998 4. INSTALLATION 4.1 Method of Attachment: 4.1.1 Head: Double row of #10 x 1 -1/2" F.H.S.M.S. at a max. of 6" from corners and 22" o.c. 4.1.2 Jambs: Double row of #10 x 1 -1/2" F.H.S.M.S. at a max. of 6" from corners and 21" o.c. 4.1.3 Sill: Double row of #10 x 1 -1/2" F.H.S.M.S. at a max. of 6" from corners and 22" o.c. 4.1.4 Fixed Panels: 2" high overall interior sill flange. Each panel top rail is tested using a hollow extrusion. Unit tested using standard interlock stiles. Left panel interlock stile tested. with a male astragal adapter with handle, Die No. 25426, adapter attached to stile with one No. 8 by 1" tek screw, one near each end and on approximately 24" centers. Fixed panel secured with four No. 8 by 1/2" tek screws, one near each end and on approximately 24" centers. One 3/4" by 1 -3/4" by 1 -3/4" aluminum angle at top and bottom of exterior interlock stile, secured to frame with two No. 10 by 1" sheet metal screws and into stile with two No. 8 by 5/8" sheet metal screws. One 3/4" by 1" by 1/8" by 4" aluminum retainer angle in frame sill at bottom of astragal 'stiles on the exterior, secured to frame sill using two No. 8 by 5/8" tek screws. Unit was also tested with a 3" sill adapter. Note: Please see note #11, Page 3 4.2 Limit shim space to a maximum of 1/4 ". 4.3 Attachments of sub -bucks shall be designed by the Architect or Engineer of Records and must be in compliance with the South Florida Building Code. 4.4 Fasteners must have their own Notice of Acceptance and must be made of stainless steel or have adequate protection against corrosion, per DIN 50018. Aluminum contacting metals not considered compatible shall be properly protected. 5. IDENTIFICATION 5.1 Each door system shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Dade County Product Control Approved ". It shall be located in a visible place inside the frame jamb. 6. USE 6.1 Application for building permit shall be accompanied by two copies of the following: 6.1.1 This Notice of Acceptan 6.1.2 Completely dimensioned drawing showing size and location, including height above grade of opening to receive door, mean roof height, length and width of building. 6.2 The Building Official shall ensure the adequacy of door to meet the pressure requirement of the opening in which it is to be installed. 6.3 This document renews Notice of Acceptance No. 94- 0721.07 dated 09/12/94. 6.4 The installation of this unit will require a hurricane protective system. er ez, P.E., Product i f rol Examiner ontrol Division TEST RESULTS EXTERIOR WIND LOAD (PSF) ASTM E330 POSITIVE +52.5 PSF INTERIOR WIND LOAD (PSF) ASTM E330 NEGATIVE -52.5 PSF WATER RESISTANCE (PSF) ASTM E547/E331 With a 2" high overall interior flange 8.30 PSF WATER RESISTANCE (PSF) ASTM E547/E331 With a 3" high overall interior flange 13.20 PSF AIR INFILTRATION @ 1.57 PSF ASTM E283 ( <0.37 CFM/FT 0.20 CFM/FT FORCED -ENTRY RESISTANCE (FER) AAMA 1303.5 -76 MTL -15923 Design Pressure Rating (Positive) +35.00 PSF Design Pressure Rating (Negative) -35.00 PSF • • • Sunshine Windows Manufacturing, Inc. 7. TESTS PERFORMED ACCEPTANCE NO.: 97- 1014.09 APPROVED EXPIRES NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS AN 0 8 1998 Dec. 31, 1998 8. EVIDENCE SUBMITTED 8.1 Tests: Test Report prepared by Miami Testing Laboratory, Lab No. 15923, dated May 23, 1994, Report No. 7, tests completed on April 29, 1994, signed and sealed by Ernest E. Mitchell, P.E. on June 1, 1994, for the following tests: a. Air Infiltration Test, per ASTM E283 b. Water Resistance Test, per ASTM E547/E331 c. Uniform Structural Pressure Test, per ASTM E330 d. Forced Entry Resistance Test, per AAMA 1303.5 -1976, Paragraph 3.1.1 (Test A) through 3.1.5 (Test B) along with the manufacturer's parts and section drawings marked by National Certified Testing Laboratories. 8.2 Calculations: Series 1600, SGD R35, S1600 -3, Sliding Door Comparative Analysis for Sunshine Window Mfg., Inc., prepared by AI- Farooq Corporation, signed and sealed by Dr. Humayoun Farooq, P.E., on July 11, 1994. Manuel erez P.E., Product Co _,r•: xaminer Product ntrol Division - 2b - • • • Sunshine Windows Manufacturing, Inc. 9. COMPARATIVE ANALYSIS SUNSHINE• WINDOW MFG.. INC. GRAPH BY AL - FAR000 CORP , 1275 SN 87 AVE NIANI 705. 20 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 2S 30 • 35 no 45 PANEL WIDTH - INCHES 50 SS 60 .JU�tT'A9r ACCEPTANCE NO.: 97- 1014.09 APPROVED : 'JAN 0 8 1998. EXPIRES Manu: Pe ez, P.E., Product C Produc ontrol. Division -2c- Dec. 31, 1998 1 Examiner SERIES 1600 SCO -R35 51600 - LI SLIDING 000R COMPARATIVE ANALYSIS BASED ON NIL -15927 OF S -27 -94 TEST SIZE • 146 . 96- (XX0) PS TEST LOAO • 52.6 F - INT. a EXTERIOR WATER TEST • B.7 PSF 6 17.2 PSF STD. INTERLOCKS A N.O. WALE ASTRAGAL III 1/4 . -1 /4 STEEL BAR IN FIXED INTLCK. MOOR WAT IL k Kik HT.)' R TES - 2 -ILL 1111 t "if • • • Sunshine Windows Manufacturing, Inc. 9. COMPARATIVE ANALYSIS SUNSHINE• WINDOW MFG.. INC. GRAPH BY AL - FAR000 CORP , 1275 SN 87 AVE NIANI 705. 20 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 2S 30 • 35 no 45 PANEL WIDTH - INCHES 50 SS 60 .JU�tT'A9r ACCEPTANCE NO.: 97- 1014.09 APPROVED : 'JAN 0 8 1998. EXPIRES Manu: Pe ez, P.E., Product C Produc ontrol. Division -2c- Dec. 31, 1998 1 Examiner • • Sunshine Windows Manufacturing, Inc. NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 10. TYPICAL DOOR ELEVATION AND CROSS SECTIONS 96" ACCEPTANCE NO.: 97- 1014.09 APPROVED EXPIRES X X O 146" : JAN 0 8 1998 Dec. 31, 1998 Manuel er , P.E., Product I Examiner Product ontrol Division -2d- • • Sunshine Windows Manufacturing, Inc. ACCEPTANCE No. : APPROVED EXPIRES NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 97- 1014.09 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documents, 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: "Dade County Product Control Approval ", 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 purposes. 6. The Notice of Acceptance number preceded by the words 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 needs 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 Acceptance contains pages 1, 2, 2(a) through 2(d) and this last page 3. Items 10, 11 & 12 listed below only apply to glazed products and doors 10. Unless specifically indicated in the Acceptance (approval), this unit is approved as a single unit installation. For multiple installation of this unit, a separate Acceptance for mullions is required from the Product Control Section. 11. The spacing of fasteners at window sills shall be as indicated in Section 4 of this Notice of Acceptance. The spacing of fasteners in all other parts of the frame, shall be as indicated in Section 4 of this Notice of Acceptance, but in no case shall exceed 24" on center. The first fastener shall be located at a maximum of 6" from each corner and mullion or stile. Fastener shall fully penetrate the buck, which shall be the same size as the one tested with the unit. No wood or plastic shields or pins shall be used for anchoring. See section four (4) of this approval for sizes of fasteners used in testing. 12. Hardware for all windows and doors shall conform to Security and Forced Entry Prevention, Chapter 36 of the South Florida Building Code. Manue •erez, P.E., Product Co Produc ontrol Division END OF THIS ACCEPTANCE I Examiner • M ` - DE METROPOLITAN DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Sunshine Windows Manufacturing, Inc. 1745 W. 33 rd Place Hialeah FL 33012 BUILDING CODE COMPLIANCE OFFICE METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375-2901 FAX (305) 375 -2908 PRODUCT CONTROL DIVISION (305) 375-2902 FAX (305) 372 -6339 Your application for Product Approval of: Series 1600 Aluminum Sliding Glass Doors w/Heavy Duty Interlocks under Chapter 8 of the Metropolitan Dade County Code governing the use of Alternate Materials and Types of Construction, and completely described in the plans, specifications and calculations as submitted by: Applicant. (For listing, see Section 8 of this Notice of Acceptance.) has been recommended for acceptance by the Building Code Compliance office to be used in Dade County, Florida under the specific conditions set forth on pages 2 et. seq. and the Standard Conditions on page 3. This approval shall not be valid after the expiration date stated below. The Office of Code Compliance reserves the right to secure this product or material at anytime from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, the Code Compliance Office may revoke, modify, or suspend the use of such product or material immediately. The pplicant shall re- evaluate this product or material should any ammendments to the South Florida Building Mt ode be enacted affecting this product or material. The Building Code Compliance Office reserves the the right to revoke this approval, if it is determined by the Building Code Compliance Office 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.: 97-1014.08 Expires:12 /31/98 Raul Rodriguez Product Control Supervisor THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL • CONDITIONS BUILDING CODE COMMITTEE This application for Product Approval has been reviewed by the Metropolitan Dade County Building Code Compliance Department and approved by the Building Code Committee to be used in Dade County, Florida under the conditions set forth above. Internet mail address: postmaster abu,tdmgcodeonline.com s w anger, Director Building Code Compliance Dept. pp.rovcd:01 /08/98 - Metropolitan Dade County Homepage: http : / /www.buitdingcodeonline.com • Sunshine Windows Manufacturing, Inc. ACCEPTANCE NO.: 97- 1014.08 APPROVED NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS : JAN 0 8 1998 EXPIRES Dec. 31, 1998 1. DESCRIPTION OF UNIT 1.1 This approves an aluminum sliding glass door designed and tested to comply with the South Florida Building Code, 1994 Edition for Dade County, for the locations where the pressure requirements, as determined by ASCE 7 -88 "Minimum Design Loads for Building and Other Structures," do not exceed the Design Pressure Rating values in Section 7 and within the limitations contained in Section 3. 1.2 Model Designation: Series 1600 Aluminum Sliding Glass Doors w/Heavy Duty Interlock 1.3 Overall Size: 146" (12' -2 ") wide x 96" (8' -0 ") high x 4" deep. 1.4 Configuration: XXO. 1.5 No. & Size of Panels: Three: two moving on interior track (XXO as viewed from the exterior): from the left, 49 -5/8" by 95- 1/16" high; 50 -5/8" by 95- 1/16" high; 48- 1/16" by 95 -1/16" high. 2. MATERIAL CHARACTERISTICS 2.1 Frame & Door Material: Aluminum Alloy 6063 -T5. 2.2 Glazing: 2.2.1 Glazing Material: 3/16" tempered glass. 2.2.2 Glazing Method: Channel glazed with 1/2" glazing penetration using a flexible channel vinyl glazing bead. • 2.3 Reinforcement: One 1 -1/2" by 1/2" by 89 -7/8" long steel bar inside the exterior (fixed) interlock stile. One 1 -1/2" by 1/2" by 89 -7/8" long steel bar inside the left panel interlock stile (stile with the male astragal adapter). 2.4 Weatherstripping: Double pile (Ultrafab 3725) in each moving panel top rail. Double pile in female astragal stile and jamb stile of left moving panel. Double vinyl bulb in fixed panel top rail and in jamb stile of fixed panel. Single vinyl bulb in each interlock stile. Single vinyl flap in each panel bottom rail. 2.5 Sealant & Pads: Each top and bottom panel corner sealed with Schnee - Morehead 5504. The male astragal adapter is sealed, full length, to stile. One 1" by 1 -1/2" pile pad in frame head and sill on each side of panel track, above and below interlock and astragal stiles, (total of eight pads). 2.6 Weepholes: One 2" wide weep notch at each end of sill screen retainer track. One 1" by 1/4" drain notch at each end of each panel track. 2.7 Operators & Location: One adjustable metallic wheel at each end of each moving panel bottom rail. One flush mounted metallic hook lock at each moving panel lock stile. One 3/16" diameter steel security lock pin through interior interlock into exterior interlock stile, 72" from bottom. 2.8 Additional description: Unit tested using heavy duty interlock stile (Part # GAH- 41674) 3. LIMITATIONS 3.1 This approval applies to single unit applications only, as shown in Section 10. 3.2 For Design Pressure Rating vs. Door Size, see Comparative Analysis Table in Section 9. 3.3 Head receptor is not allowed to be used in this installation. MIanue Perez. P.E., Produ ontrol Examiner Product ontrol Division Sunshine Windows Manufacturing, Inc. ACCEPTANCE NO.: 97- 1014.08 APPROVED . JAM 0 8 1998 EXPIRES Produc ' ontrol Division -2a- NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS Dec. 31, 1998 4. INSTALLATION 4.1 Method of Attachment: 4.1.1 Head: Double row of #10 x 1 -1/2" F.H.S.M.S. at a max. of 6" from corners and 22" o.c. 4.1.2 Jambs: Double row of #10 x 1 -1/2" F.H.S.M.S. at a max. of 6" from corners and 21" o.c. 4.1.3 Sill: Double row of #10 x 1 -1/2" F.H.S.M.S. at a max. of 6" from corners and 22" o.c. 4.1.4 Fixed Panels: 2" high overall interior sill flange. Each panel top rail is tested using a hollow extrusion. Unit tested using heavy duty interlock stiles. Left panel interlock stile tested with a male astragal adapter with handle, Die No. 25426, adapter attached to stile with one No. 8 by 1" tek screw, one near each end and on approximately 24" centers. Fixed panel secured with four No. 8 by 1/2" tek screws, one near each end and on approximately 24" centers. One 3/4" by 1 -3/4" by 1 -3/4" aluminum angle at top and bottom of exterior interlock stile, secured to frame with two No. 10 by 1" sheet metal screws and into stile with two No. 8 by 5/8" sheet metal screws. One 3/4" by 1" by 1/8" by 4" aluminum retainer angle in frame sill at bottom of astragal stiles on the exterior, secured to frame sill using two No. 8 by 5/8" tek screws. One 3/4" by 1" by 1/8" by 4" aluminum retainer angle in frame sill at mid span of each moving panel bottom rail on the exterior, secured to frame sill using four No. 10 by 1- 1/2" sheet metal screws. Note: Please see note #11, Page 3 4.2 Limit shim space to a maximum of 1/4 ". 4.3 Attachments of sub -bucks shall be designed by the Architect or Engineer of Records and must be in compliance, with the South Florida Building Code. 4.4 Fasteners must have their own Notice of Acceptance and must be made of stainless steel or have adequate protection against corrosion, per DIN 50018. Aluminum contacting metals not considered compatible shall be properly protected. 5. IDENTIFICATION 5.1 Each door system shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Dade County Product Control Approved ". It shall be located in a visible place inside the frame jamb. 6. USE 6.1 Application for building permit shall be accompanied by two copies of the following: 6.1.1 This Notice of Acceptance. 6.1.2 Completely dimensioned drawing showing size and location, including height above grade of opening to receive door, mean roof height, length and width of building. 6.2 The Building Official shall ensure the adequacy of door to meet the pressure requirement of the opening in which it is to be installed. 6.3 This document- renews Notice of Acceptance No. 94- 0721.05 dated 09/12/94. 6.4 The installation of this unit will require a hurricane protective system. Manu Perez, P.E., Product of Examiner TEST RESULTS EXTERIOR WIND LOAD (PSF) ASTM E330 POSITIVE +76.0 PSF INTERIOR WIND LOAD (PSF) ASTM E330 NEGATIVE -76.0 PSF WATER RESISTANCE (PSF) ASTM E547/E331 With a 2" high overall interior flange 8.30 PSF WATER RESISTANCE (PSF) ASTM E547/E331 With a 3" high overall interior flange 13.20 PSF AIR INFILTRATION @ 1.57 PSF ASTM E283 ( <0.37 CFM/FT 0.20 CFM/FT FORCED -ENTRY RESISTANCE (FER) AAMA 1303.5 -76 MTL -15925 Design Pressure Rating (Positive) +50.67 PSF Design Pressure Rating (Negative) -50.67 PSF The' above Design Pressure Rating applies to tested size only. It can be increased reducing unit size using comparative analysis graph. Reducing unit size and using comparative analysis on page 2d the following Design Pressures apply: 2" sill up to +55.3 PSF .. 3" sill up to +88.0 PSF Sunshine Windows Manufacturing, Inc. ACCEPTANCE NO.: 97- 1014.08 APPROVED JAN 0 8 1998 EXPIRES Dec. 31, 1998 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 7. TESTS PERFORMED Manue 'erez, P.E., Product Product Control Division - 2b - rol Examiner Sunshine Windows Manufacturing, Inc. ACCEPTANCE NO.: 97- 1014.08 APPROVED JAN 0 8 1998 EXPIRES Dec. 31, 1998 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 8. EVIDENCE SUBMITTED 8.1 Tests: Test Report prepared by Miami Testing Laboratory, Lab No. 15925, dated May 23, 1994, Report No. 9, tests completed on April 29, 1994, signed and sealed by Ernest E. Mitchell, P.E. on June 1, 1994, for the following tests: a. Air Infiltration Test, per ASTM E283 b. Water Resistance Test, per ASTM E547/E331 c. Uniform Structural Pressure Test, per ASTM E330 d. Forced Entry Resistance Test, per AAMA 1303.5 -1976, Paragraph 3.1.1 (Test A) through 3.1.5 (Test B) along with the manufacturer's parts and section drawings marked by National Certified Testing Laboratories. 8.2 Calculations: Series 1600, SGD R50, S1600-5, Sliding Door Comparative Analysis for Sunshine Window Mfg., Inc., prepared by Al- Farooq Corporation, signed and sealed by Dr. Humayoun Farooq, P.E., on July 11, 1994. Manuel P( .rez, P.E., Produc rol Examiner Product Control Division - ?c - Sunshine Windows Manufacturing, Inc. ACCEPTANCE NO.: 97- 1014.08 APPROVED . JAN 0 8 1998 EXPIRES Dec. 31, 1998 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 9. COMPARATIVE ANALYSIS CD mID 1.J = m CD 1- 1.. M Om 0. t` 0. 0 o m J 3 0 SUNSHINE WINOOW MFG.. INC. ORRPN ST AL-1 *1000 CORP. 1235 SK 0T Ave NI*NI 305 -26• -010! 20 25 30 35 40 as sa 55 60 PANEL WIDTH - INCHES 4/ �.,. .� .L/_ M tanue Perez, P.E., Product Produc ontrol Division -?d - rol Examiner IL, - - - -�� MAT R TES - 3' KIN HT.) ■■ LIME . . 11111M01 . • woo= • . IMME,1111 .1, 2' 5 m. ..„ 111i . ` - - - - -- ATER EST - .1141 611 . 21 ![ROCS 1N! 040-R04 !1600-0 04.I0IN0 0000 C0MU1RTIvt ANALTSI! - !(ICO ON NTL•1i1211 CO 5.20- TClT MC • 1 • 76' (100) MST LOAD • 10.0 DO. l CiTCR r6TCR TIM • 1.3 PSI l 13.2 0!1 N.0. !INTERLOCKS l N.O. NALC ASTRAGAL 112 • 1.1/2 ITCCL !AR IN IMO 112 • 1 -102 MTCCL !AR IN NALC ASTRAGAL EU INTLCK. Sunshine Windows Manufacturing, Inc. ACCEPTANCE NO.: 97- 1014.08 APPROVED . JAN 0 8 1998 EXPIRES Dec. 31, 1998 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 9. COMPARATIVE ANALYSIS CD mID 1.J = m CD 1- 1.. M Om 0. t` 0. 0 o m J 3 0 SUNSHINE WINOOW MFG.. INC. ORRPN ST AL-1 *1000 CORP. 1235 SK 0T Ave NI*NI 305 -26• -010! 20 25 30 35 40 as sa 55 60 PANEL WIDTH - INCHES 4/ �.,. .� .L/_ M tanue Perez, P.E., Product Produc ontrol Division -?d - rol Examiner • • Sunshine Windows Manufacturing, Inc. ACCEPTANCE No.: 97- 1014.08 APPROVED JAN 0 8 1998 EXPIRES Dec. 31, 1998 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 documents, including test - supporting data, engineering documents, are no older than eight (8) years. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Dade County Product Control Approval ", 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 purposes. 6. The Notice of Acceptance number preceded by the words 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 needs 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 Acceptance contains pages 1, 2, 2(a) through 2(e) and this last page 3. Items 10, 11 & 12 listed below only apply to glazed products and doors 10. Unless specifically indicated in the Acceptance (approval), this unit is approved as a single unit installation. For multiple installation of this unit, a separate Acceptance for mullions is required from the Product Control Section. I I . The spacing of fasteners at window sills shall be as indicated in Section 4 of this Notice of Acceptance. The spacing of fasteners in all other parts of the frame, shall be as indicated in Section 4 of this Notice of Acceptance, but in no case shall exceed 24" on center. The tirst fastener shall be located at a maximum of 6" from each corner and mullion or stile. Fastener shall fully penetrate the buck, which shall be the same size as the one tested with the unit. No wood or plastic shields or pins shall be used for anchoring. See section four (4) of this approval for sizes of fasteners used in testing. 12. Hardware fora -II- windows and doors shall conform to Security and Forced Entry Prevention, Chapter 36 of the South Florida Building Code. Z2-11 �-� Manue Perez, P.E., Product Conti I Examiner Produ ontrol Division END OF THIS ACCEPTANCE - 3 - • • • METF10.0A0E PRODUCT CONTROL NOTICE OF ACCEPTANCE Southeastern Metals Manufacturing Co., Inc. 11801 Industry Drive Jacksonville FL 32226 Your application for Product Approval of: 202a. Galvanized Steel Storm Panels under Chapter 8 of the Metropolitan Dade County Code governing the use of Alternate Materials and Types of Construction, and completely described in the plans, specifications and calculations as submitted by: Applicant, along with Drawing No. 96- 20GA01, Sheets 1 and 2 of 2. (For listing, see Section 8 of this Notice of Acceptance) has been iccommended for acceptance by the Building Code Compliance office to be used in Dade County, Florida under the specific conditions set forth on pages 2 et. seq. and the Standard Conditions on page 3. This approval shall not be valid after the expiration date stated below. The Office of Code Compliance reserves the right to secure this product oc material at anytime from a jobsite or manufacturer's plant for quality control testing. If this product o: - iterial fails to perform in the approved manner, the Code Compliance Office may revoke, modify, or suspend the use of such product or material immediately. The applicant shall re- evaluate this product or material should any ammendments to the South Florida Building Code be enacted affecting this product or material. The Building Code Compliance Office reserves the the right to revoke this approval, if it is determined by the Building Code Compliance Office 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.:96- 0606.05 au - o guez Product Control Supervisor THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE COMMITTEE Expires:10 /10/99 This application for Product Approval has been reviewed by the Metropolitan Dade County Building Code Compliance Department and approved by the Building Code Committee to be used in Dade County, Florida under the conditions set forth above. Approved:10 /10/96 -1- METROPOLITAN DADE COUNTY. FLORIDA METRO -DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE SUITE 1603 METRO DADE FLAGLER BUILDING 140 WEST FLAGLER STREET MIAMI, FLORIDA 33130.1563 (305)375.2901 FAX (305) 375.2908 INTERNET: mdcc0l eshadow.net PRODUCT CONTROL SECTION (305)375.2902 FAX (305) 372.6339 Director Building Code Compliance Dept. Metropolitan Dade County • • 1. DESCRIPTION 1.1 • Southeastern Metals Manufacturing Co. Inc. ACCEPTANCE NO.: 96- 0606:05 APPROVED : OCT 1 0 1996 EXPIRES : OCT 1 0 1999 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS This approves a 20 ga. steel storm panel designed to comply with the South Florida Building Code, 1994 Edition for Dade County, for the locations where the pressure requirements as determined by ASCE 7 -88 "Minimum Design Loads for Buildings and Other Structures ", do not exceed the Design Pressure Rating values in Section 7 and within the limitations contained in Section 3. 2. MATERIAL CHARACTERISTICS 2.1. The storm panels shall be constructed as indicated on approved Drawing number 96 20GA0I , Sheet 1 of 2 , using 20 ga. steel, (min. thickness .035 "), structural grade ASTIvl A653 Grade 37, (Fy = 37 ksi min.), Coating: Hot -Dip Zinc - Coated Galvanized ASTM A525, Reg. Spang. G60. 2.2 Panels are rolled formed, have a nominal width of 13.00" and a total width of 15.57 ", forming 1.375" deep ribs. 2.3 Components shall be aluminum alloys 6063 -T6, 2.81" x 1.475" x 0.25" special shape - header, 2.0" x 2.0" x .125" studded angle. 2.4 Tested specimen: Dimensions: 54.5" wide x 86" long overall - 3 specimen for impact and cyclic load 56.25" wide x 68" long overall - 1 specimen for impact and cyclic load 54.5" wide x 86" long overall - 1 specimen for wind load 3. LIMITATIONS 3.1 The following mounting conditions shall be limited to a Maximum Design Pressure rating of + 71.5 & - 55.0 PSF and a Maximum Panel Span/Height of 7' - 2" or ($6 "); Detail A Wall IMibunt (Direct Mount System), Detail B - Header / Studded Angle Mount System, Detail C & E - Studded Angle / Top & Bottom Mount, as shown on, Drawing number 96- 20GA01, Sheet 2 of 2. 3.2 Minimum separation to existing glass to protect shall be 2,5/8" as shown on Drawing number 96- 20GA01_ Sheet 2 of 2. 3.3 Maximum clearance between top of panel and inside of header shall be 1/4" . • Southeastern Metals Manufacturing Co. Inc, ACCEPTANCE NO.: 96- 0606.05 APPROVED OCT 1 0 1996 EXPIRES OCT 1 0 1999 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 4. INSTALLATION 4.1 The panels shall be installed only in the following condition (all installations shall include 1/4" x 1' sidewalk bolt w /steel spring nut at midspan to secure each lap joint): 4.1.1 Direct Wall Mounts: (CONCRETE /MASONRY/WOOD): The panels are secured directly to the wall at the head and sill, with 1/4" x 2" Elco Panel Mate Masonry Bolt with one 1/4" galv. washer and washered winged nut spaced at 13" o.c. (concrete, masonry or wood) QL 1/4 " -20 xl" hex head bolt with 1/4" Anchor spaced at 6.5" o.c. (concrete or masonry) Qt 1/4 " -20 xl" sidewalk bolt with 1/4" 4) Anchor spaced at 6.5" o.c. (concrete or masonry) Q1 1/4 " -20 x 1" wood bushing with 1/4 " -20 x 1" hex head bolt SS spaced at 6.5" o.c. (wood) Qr 1/4 " -20 x 1" wood bushing with 1/4 " -20 x 1" sidewalk bolt 3/4" spaced at 6.5" o.c. (wood), as detailed on Drawing number 96- 20GA01, Sheet 2 of 2, bearing the Dade County Product approval stamp. 4.1.2 Wall Mounts: (CONCRETE /MASONRY/WOOD): The panels are secured to an 'H'- header (Part 2), at the head and attached with any of the fasteners used in section 4.1.1 (A) QL 1/4" x 2 1/4" Tap Con with Hex head screw , 1 1/2" min. embedment spaced at 6.5" o.c. (concrete or masonry) Qc 1/4"4) wood lag with 1 1/2" min. embedment (wood) . The sill is a studded angle secured with the same anchors as the head i 1/4" x 1 1/2" concrete drive nail with expansion anchor. spaced at 6.5" o.c. (concrete). Studded angle may substitute the 'H'- header using all the anchors approved for the sill studded angle, as shown in detail "C ", Drawing number 96- 20GA01, Sheets 2 of 2. 4.1.3 B uilt -Out Mounts; (CONCRETE /MASONRY/WOOD FRAMED ): The mounting conditions of sections 4.1.1 and 4.1.2 may be installed on a 2" x 4" x 0.125" Alum. Tube or 2" x 4" P.T. wood for stud framing which is spaced at 16" o.c. Qt 2" x 6" P.T. woad for stud framing which is spaced at 24" o.c. Anchoring of built -out shall be with 2 1/4" 4) x 4 1/2" Lag Screw spaced at max. 24" o.c. with min. 1 3/4" embedment into center of studs. 4.1.4 Any combination of the above„ 4.2 Anchorage of the shutters shall be to concrete, masonry and/or wood framing and shall consist of only the anchors specified on Drawing number 96- 20GA01, Sheets 1 and 2 of 2. Substitution of anchor type or indicated embedment is unacceptable. 4.3 Fasteners must have their own Notice of Acceptance and must be made of stainless steel or have adequate protection against corrosion, per DIN 50018. Alutninum contacting metals not considered compatible shall be properly protected. 4.4 Permanent set fastener components, embedded anchor bolts, threaded cones or metal shields, not in use, must be protected against corrosion, contamination and damage at all time. • • Southeastern Metals Manufacturing Co. Inc, ACCEPTANCE NO.: 96 0606.05 • APPROVED OCT 1 0 1996 EXIT ICES : OCT 1 0 19 9 9 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 5. IDENTIFICATION 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Dade County Product Control Approved ". 5.2 Also a Warning Not shall be permanently labeled at each opening to be protected or, in the case of direct mounted panels with no header and sill, each panel shall have a legible pemianent marking in each panel advising the home owner or tenant that the storm panels will not offer hurricane protection unless all reinforcing bolts and/or straps are properly installed. 6. USE 6.1 Application for building permit shall be accompanied by two copies of the following: 6.1.1 This Notice of Acceptance. 6.1.2 Completely dimensioned drawing showing size and location, including height above grade, . of openings to receive shutters; mean roof height, length and width of building. 6.1.3 Duplicate prints of approved Drawing number 96- 20GA01, Sheets 1 thru 2 of 2, bearing the approval stamp, Notice of Acceptance number and date by Dade County Product Control Section, clearly marked to show the components selected for the proposed installation. 6.2 The Building Official shall ensure the adequacy of shutter to meet the pressure requirements of the opening in which it is to be installed. Man n el Perez, Y.E. - Plans ruiner I1 TEST TEST LOAD DESIGN LOAD Deflection LARGE MISSILE IMPACT TEST SFBC PA 201 -94 (86" Span) SATISFACTORY CTC 96 -020 Max. 2.375" CYCLIC WIND PRESSURE TEST SFBC PA 203 -94 POSITIVE +71.5 PSF CTC 96 -020 +55.0 PSF CTC 96 -020 . CYCLIC WIND PRESSURE TEST SFBC PA 203 -94 NEGATIVE -55.0 PSF CTC 96 -020 -71.5 PSF CTC 96 -020 UNIFORM STATIC AIR PRESSURE TEST SFBC PA 202 -94 POSITIVE (86" Span) . +82.5 PSF CTC 96 -020 +55.0 PSF CTC 96 -020 Max. 0.86" UNIFORM STATIC AIR PRESSURE TEST SFBC PA 202 -94 NEGATIVE (86" Span) -107.3 PSF CTC 96 -020 -71.5 PSF CTC 96 -020 Design Pressure Rating (less than 86" Span) +55.0 PSF -71.5 PSF - Southeastern Metals Manufacturing Co. Inc, ACCEPTANCE NO.: 96 0606.05 RESULTS: APPROVED : OCT 1 0 1996 EXPIRES : OCT 1 0 19 9 9 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 7. TESTS PERFORMED: TEST& 8. EVIDENCE SUBMITTED 8.1 Tests: 8.1.1 Test report on: Uniform Static Air Pressure Test, per SFBC PA 202 Large Missile Impact Test, per SFBC PA 201 Cyclic Wind Pressure Test, per SFBC PA 203 prepared by Construction Testing Corporation of South Florida, Report No. CTC -96 -020 dated May 18, 1996, signed and sealed by Christopher G. Tyson, P.E. 8.2 Drawing: • 8.2.1 Drawing No. 96- 20GA01, Southeastern Metals Manufacturing of South Florida, "20 Gauge Galvanized Storm Panel System ", Sheets 1 thru 2, dated 4/17/96 with Revision No. 1, dated 9/6/96, signed and sealed by Dole J. Kelley, P.E. 8.3 Material certification: 8.3.1 Mill Certified Inspection Report issued by USX Corp., U.S. Steel Group division, dated 6/4/96 with chemical composition and mechanical properties for galvanized steel, ASTM A653 - 95. 8.3.2 Certified Tensile Test Report from independent lab QC Metallurgical, Report Number 6DM -1113 dated 5/3/96 for 20 Ga. steel. 8.4 Calculations: 8.4.1 Anchor analysis dated 5/6/96, Pages 1 through 13, prepared by Southeastern Metals Manufacturing of South Florida, Inc., signed and sealed by Dole J. Keller, 3 Man el Perez, P.E. - Plans ttincr 11 . Southeastern Metals Manufacturing Co. lnc. APPROVED EXPIRES (NOTICE OF ACCEPWYCI: STANDARD CO J ITION5 ACCEPTANCE NO.: 96 0606.05 : OCT 1 0 1996 :Kr 1 0 19 9 9 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documents, 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: "Dade County Product Control Approval", 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) lithe 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 subnitted, 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. S. 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 purposes. 6. The Notice of Acceptance number preceded by the words Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. flatly 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 copies need not be resealed by the engineer. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Acceptance contains pages 1, 2, 2(a) through 2(c) and this last page 3. Items 10 11 & 12 ILted txlow only apply to giazed products and doors t0. Unless specifically indicated in the Acceptance (approval), this unit is approved as a single unit installation. For tnultiple installation of this unit, a separate Acceptance for mullions is required from the Product Control Section. I I. The spacing of fasteners at window sills shall be as indicated in Section 4 of this Notice of Acceptance. The spacing of fasteners in all other parts of the frame, shall be as indicated in Section 4 of this Notice of Acceptance, but in no case shall exceed 24" on center. The first fastener shall be located ata maximum of 6 each corner and mullion or stile, Fastener shall fully penetrate the buck, which shall be the same size as the one tested with the unit. No wood or plastic shields or pins shall be used for anchoring. 12. Hardware for all windows and doors shall conform to Security and Forced Entry Prevention, Chapter 6 South Florida Building Code. .• . • l t ,.. t r tit . 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MUD it t , 000• J 0' SQL D' AL • 66" SILL _ 56" SILL -7/6' 1 5/16" SLOT (TY .... 0.:x5 630'1 ebc 6.0r+ 1.30 C.50 5.30'+ C.SC { A•Z•0R5 •.50 -•. 13.00 .4 SILL 2 1 3 1 -EAD;R CHANNEL LAYOUT 3 ,/6'4 L AN:IIDRS I I e AN :.13RS I 1 4 13 : 6.3c•.-C3CT {30± 1.5 :•.1 • ::u::. S7U0 { ANCNORS *700 - % t3.00"--4- :3.00 13.44 13.00 ---{ S(• SILL ' • • . . • • • • • • • • • 30 ANCNDRS I I 1: ANC.IDRS Note: Reinforced ponels .•itn stitch Dolts end spring nut of mid -soon secure e: 4 :011 leo Joint. .10.S LCC_610 • . • I • 7/10 1.1Ru •011 13.00 13 00" :3.00" - L.SC (.3C- (SC L3C L.3: CSC'!" t . S r•4 ir • t: .:0 : •:.o:• • .1 0.' :3 c:' .: 0C -± se 533 L 1. 1710'+ (3r+ 1..50 L.3 '4 LSC . 130". 1.507+ 6.6r+ 630 LSC•.I 12 ANd013 STUD ANGLE SILL LAYOUT -6 3/x .6 1 1 1 1 1 L4' BY ql1 ti ARV:WO* AS amt rue STN THE SO1T13 ropioo Btni :p co* e ... •1 1 • L • PR •• -• Tax m051W( SUIIDIRC CODE MOW= OFTYCL ACLMNICE Nert -0664 .40`• ANCHOR SCHEDULE (um. 2 EDGE DISTANCE) v- A.oa tw[ n.04 I .. 1044 .at 11 /: • 441 1 ....1731 u I /M a 1/r Tr m• .a 14. 11.4 ....mu omen sM1 r si r, to• e Eri.ting Strueln. < • ANC r Tn WAS r !.r-An 1 / Oe. ! .I M: 1. Me.enry Bell . /t 1/ Gely. M'e.n.r k Malnered wi.g•d Nu Soong Nutt S < .a1. 'elt u Dose M I Eel.tn9 2 ° SNU<tv.. � t J I'r1 /i /20 H.. head Bell 'o1 /: /20 Tarns 2.ne Eyen.iwr And.or O WALT MOUNT SEC (DIRECT MOUNT SYST_M1 N.T.S 01.01 '') t 20 1 _ I . I - at /ij20 E; � ■ em�r 2'.11- i I 1 1 •C51 —t /.' MAX a peed (R 1 HEADER / STUDDED ANGLE MOUNT SYSTEM N.T.S ;ow °r 1'0: 0.123 w 2 - r :.0.123 Mon. Ted. we 2 - .4 •.T. *sod ter Stud r,00108 0 1c ..r_ .vi P:. Mood 54,0 frwnr.g • 24 ..L 1// 51 Si... 1/ Bolt 1 5 2 5/5'_...1 ,...,,___ 1 t11TINI tit 1/: I Mood LOT Screw 1 1/2 48. Eme.d.o<M 2.1 /e'. 4 I /2 Leo Ser.. 0 24' ./1 3/: P..1,00 e .. Canter •1 St.0 •1105 DETAL MAT 8E US22 AT TOP OR BOTTOM Of PANELS WALL MOUNT SECTION (BOTTOM ©STUDDED ANCIF / TOP & BOTTOM MOUNT SYSTEM (WOOD FRAME N. T.S N.T.S Led Soong n_. 5.00.04. Gott a i am E <P m.. 4•ncner .A.Tn TO A.:7 nria[t WOOD S1ru E 4 -1/: MAC 3/0 Coot .u' a w. 1r4 • ANCtr IO wMt n O STUDDED ANGLE / TOP & BOTTOM MOUNT SYSTEM N. T.S ANDIOR SCHEDULE (YIN. 2 EDGE DISTANCE) . . TIP( /10 a / . Z t - /: R. .1DI .w .ol n vr 11404•11 DDTL aT t/.Y •.M 11./ « C ems • 1 . Y1f 4 [. MIt 1T /4y„ .a... �e ANCHOR SCHEDULE (umm. 2' EDGE DISTANCE) •• • 141•••• • 1/1-077. 14 1000 SOT TT 1/e sa In.00 004 ..A 41 VI •40. 444 wet, tH• Ter t,a MM IX 4. 411 0 X n1.o.Mn Y el 11 I/ mAX Con e DP, N.e ./ L.aon•,on 1.01.• - 21•.1 Sarng :: �± SIGs..I. /' — 4 — . 2 „ �/.• T.oeon I d Scree I o■Nf TO 4450 OrTAI •..T •• •••41 re. M t•.n 1r•r.. KL , ••.T *000.0000 10• Bull 10.0W I.M 1.1 ••MM• 0 APPROVED AS COMP.PD(C W2254 THE SOUTH FLORIDA BUILDING CODE D51 ?RDDT.7.ce9T:1 A0: DtV.: 0N BU4(D.Tx CODE COMPLIANCE OFFICE ACCEPTANCE 80.96 -Ol'nY7.QS /r �� fi(LCtc SO.SOEr$tE@( ACV: W4 CO. IC. 20 GALL2 GAVMELV %TMI rMEL STe.Se -A 2 C r • METRO-DADE METROPOLITAN DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING. BUILDING CODE COMPLIANCE DEPARTMENT SUITE 1603• METRO-DADE FLAGLER BUILDING 140 WEST FLAGLER STREET PRODUCT CONTROL NOTICE OF ACCEPTANCE MIAMI, FLORIDA 33130.1563 (305) 375-2901 Sunshine Windows Manufacturing, Inc. FAX (305) 375 -2908 1745 W. 33 rd. Place Hialeah, FL 33012 Your application for Product Approval of: Series 2000 Single Hung 'lluminum Window under Chapter 8 of the Metropolitan Dade County Code governing the use of Alternate Materials and Types of Construction, and completely described in the plans, specifications and calculations as submitted by: Ernest E. Mitchell, P.E. along with Miami Testing Laboratory test report No. MTL- 16143 dated: July 9, 1994 has been recommended for acceptance by the Building Code Compliance office to be used in Dade County, Florida under the Specific Conditions set forth on pages 2 et. seq. and the Standard Conditions on page 3 for glazed products. This approval shall be valid for a period of four years. The Office of Code Compliance reserves right to secure this product br material at anytime frorn a jobsite or manufacturer's plant for quality • the control testing. if this product or material fails to perform in the approved manner, the Code Compliance Department may revoke, modify, or suspend the use of such product or material immediately. The Building Code Compliance Department reserves the right to require retesting of this product or material should any amendments to the South Florida Building Code be enacted affecting this product or material. The expense of such testing will be incurred by the manufacturer. A pproved: 08/29/94 - 1 - Acceptance No.:94- 0726.01 / / (112 , 11' 7 °1 7 Expires:07 /31/98 . it Diaa.ond, P.E. v roduct Control Division Supervisor THIS IS TIIE COVERSIIEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE COMMITTEE This application for Product Approval has been reviewed by the Metropolitan Dade County Building Code Compliance Department and approved by the Building Code Committee to be used in Dade County, Florida under the conditions set forth above. Charles danger, P Director Building Code Compliance Dept. Metropolitan Dade County • • sunshine Window Mfg. Inc. CONFIGURATION : O/X ACCEPTANCE No.: 94- 0726.01 APPROVED AUG 2 9 1994 EXPIRES : July 31, 1998 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS DESCRIPTION OF UNIT ASSIGNED ACCEPTANCE MARKINGS ANSI -AAMA 101 -93 MODEL DESIGNATION: AAMA 1302.5 -76 Dade County Approval # 94- 0726.01 Series 2000 Aluminum Single Expires: July 31, 1998 Hung Window Approved for installation up to 55 ft. above grade. OVERALL SIZE: CAUTION: Elevation must be reduced in the coastal construction zone 4' 5 1/4" wide by 5' 3" high by 2" deep No. & SIZE OF VENTS: One, 50 1/2" by 31 7/8" high; one fixed light frame glazed at the top with a clear opening of 48 1/4" by 28 high (O /X). WEATHERSTRIPPING: Single pile in fixed meeting rail and vent jamb rails on exterior. Single vinyl bulb in vent bottom rail. One adhesive open cell foam pad at each lower frame corner. One plastic guide at each end of vent jamb rails on the interior. OPERATORS & LOCATIONS: Spiral balances. One plastic cans lock at vent meeting rail, 12 1/2" from each end, locking into a groove in the fixed meeting rail. GLAZING MATERIAL: Double strength annealed glass. GLAZING METHOD: Interior glazed using clear adhesive bedding compound and glazing foam tape and aluminum extruded snap -on glazing bead with a vinyl bulb between bead and glass. WEEPHOLES: One 1/2" weep notch at each end of exterior sill screen retainer. NIUNTINS: None REINFORCEMENT: None Gil Diamond, P.E. Product Control Division Supervisor TEST RESULTS EXTERIOR WIND LOAD (PSF) ASTM E330 POSITIVE +70.0 PSF INTERIOR WIND LOAD (PSF) ASTM E330 NEGATIVE -70.0 PSF WATER RESISTANCE (PSF) ASTM E547/E331 9.10 PSF WATER RESISTANCE (PSF) ASTM E547/E331 With 3" high overall interior si I flange 14.70 PSF AIR INFILTRATION L 1.57 PSF ASTM E283 ( <0.37 CFM/FT) 0.19 CFM/FT FORCED -ENTRY RESISTANCE (FIR) AAMA 1302.5 -76 M'I'L - 1 6143 Design Pressure Rating (Positive) . +46.67 PSF Design Pressure Rating (Negative) -46.67 PSF • • aunshine Window Mfg. Inc. ACCEPTANCE No.: 94- 0726.01 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS FRAME AND VENT CONSTRUCTION: Frame corners and fixed meeting rail, butt corner construction, using two No. 8 by 1" sheer metal screws; vent, lower corners constructed of two No. 8 by 1 1/4" sheet metal screws; upper corners, two No. 8 by 1 1/2" sheet metal screws. ADDITIONAL DESCRIPTION: Flange type frame. 2" high overall interior sill flange. Unit tested using standard vent bottom rail. Unit tested in 2 x 6 PT wood test buck and installed with one No. 10 x 3/4" sheet metal screw.at midspan of frame sill and four No. 10 by 1 1/2" sheet metal screws in frame head and each jamb. Optional 3" sill adapter was also tested, and must be used, with sash pull removed, for higher pressure requirement. -2a- APPROVED AUG 2 9 19 9 4_ EXPIRES : July 31. 1998 11 Diamond, P.E. Supervisor Product Control Division 11, Page 3 FH SMS @ a max. of 6' FH SMS @a max. of6" FH SMS @ a ma,. of 6" as well as manufa :turer's 1 . / ' '' . 1. ..* ' Sunshine Window Mfg. Inc. JNSTALLATION: S CREWS AND METHOD OF ATTACI-IME SILL : #10 x 1 1/2" HEAD : #10 x 1 1/2" JAMBS : #10 x 1 1/2" Note: Please see note # A copy of this approval permit applicant by the manufacturer or his distrib the jobsite at all time. -2b- ACCEPTANCE No.: 94- 0726.01 APPROVED EXPIRES : July 31. 1998 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS ' from corners and a niax. of 24" apart. from corners and 21" apart. from corners and a max. of 17" apart. installation instructions shall be provided to the utors and shall be available for inspections at AUG 2 9 1994 Gil Diamond, P.E. Supervisor Product Control Division \ \ 05 2 - 010U SERIES 2000 OH -R45 52000 -1 COMPARATIVE ANALYSIS LOAO CURVES BASED ON MTL-16143 OF 7 -12 -94 TEST SIZE • S3 -1 /4 x 63" C1 /1) TEST LOAO • 70.0 PSF EXT. 3 INT. WATER TEST • 9.1 & t4.7 PSF OS0 - ANNEALEO CLASS \ 1\\\ ` \ \ 1\ \ \ \ 25" Cult OOW HT.) \ . J __ - - tiA ER TEST - 3" SILL \ J I\ 1 \ \\ \ 30.3,8 \ \\ \ - \ .n a - \\ t WATER TEST - 2" SILL 11 116., blibil, a - 1 • • • Sunshine Window Mfg. Inc. NITI EIF. 'E N E: Cornparative Analysis Load Curves W m 30 SUNSHINE WINDOW MFG., INC D RP . 12]5 Su B7 AvE M ] GRAPH 0T AL-FARO 00 35 WIN 40 45 OW WIDTH - INCHES -2c- ACCEPTANCE No.: 94- 0726.01 APPROVED EXPIRES July 31. 1998 IFI I ND1TI N 50 AUG 2 9 1994 5S Gil Diamond, P.E. Supervisor Product Control Division Sunshine Window Mfg. Inc. NOTICE OF ACCEPT This approval applies to single unit appli Units with dimensions smaller than those Deviations are accepted only thru comp Sub -bucks shall be of pressure treated m. least 6 points on each leg with 3" or equi Fasteners must have their own Notice of adequate protection against corrosion, p considered compatible shall be properly APPROVED FOR ELEVATIONS UP August 31, 1994 when a Design Pressu -46.67 p.s.f. shall apply. -2d- ACCEPTANCE No.: 94-0726.01 APPROVED : AUG 2 9 1 9 4 EXPIRES : July 31, 1998 NCE: SPECIFIC CONDITIONS atioirs only, as shown on . shown above shall qualify under this approval. ative analysis. terial at least 2" nominal thickness, and secured in at alcnt fasteners. cceptance and must be made of stainless steel or have DIN 50018. Aluminum contacting metals not rotected. TO: 55 Ft. Above Existing Grade, valid until e Rating of positive +47.67 p.s.f. and negative Note: The installation of this unit will re uire a hurricane protective system. This product must be re- evaluated for st ctural adequacy when installed within the Coastal Construction Zone in accordance with Cl apter 23 Sub - section 2309.2 (b) of the South Florida Building Code. C- Gil Diamond, P.E. S upervisor Product Control Division • METRO-DADE • NOT1; • s . 1. For multiple window installations, approved mullion drawings and calculations must be filed with Product Control. 3. Any and all approved products shall be pe tanently labeled with the manufacturer's name, city, state, and the following statement: "Dade County Product Control Approved." 4. Extension of Acceptance may be consider the supporting data, for test reports Tess tha 5. Any revision or change in materials, use o automatically be cause for terniination, unl change. 6. Any unsatisfactory performance of this pro grounds for re- evaluation. 7. This Acceptance shall not be used as an en purposes. 9 PT • RD fI ND fD S F This Acceptance will qualify smaller units • f the same design and as the unit tested. Aluminum windows and sliding doors hav 101 -93 or for wood window unit by ANSI. ANSVNWWDA I.S. 3 -SS and swim, doors Sw ingin�t doors shall be tested for positive of the South Fiorida 13( Idirn code. 10. I Iardware for all windows and doors shall onform to Security and Forced tinny Prevention. Chapter 36 of the South Florid: Building Code. 11. The spacin' of fasteners shall be as tested t r 24" whichever is less. R The first fastenei shall be located a maxinn Minimum penetration of fastener shall be a or plastic shields or pins shall be used. Unless otherwise noted in the test report. in and second floor installation and No. 10 Iii tloors. METROPOLITAN DADE COUNTY. FLORIDA METRO -DADE FLAGLER BUILDING after a new application has been tiled and four (4) years old, has been re- evaluated. manufacture of the product shall ss prior approval is granted for revision or uct or a change in Code provisions shall be orsement of any product sales or advertising been tested in accordance with ANSI.•'AAMA WWDA I.S. 2 -93 and sliding doors ANSIfNWWDA I.S. S -SS. utd negative wind pressures as per Chapter 23 m 01 6" from each corner and mullion or stile. tested or 3/4" whichever is higher. No wood nirmnn size ol screws shall be No. S Iilr fir • aII other tloors above the first and second 7FD PR • D .TS Raul l. hh I_turi I t „1 : r.1.: METRO -DADE • PRODUCT CONTROL NOTICE Sunshine Windows Manufacturing, Inc. 1745 W. 33 rd Place Hialeah FL 33012 Your application for Product Approval of: Aluminum: Tube Mullions (I x 2, 1 x 3& 1 under Chapter 8 of the Metropolitan Dade C Types of Construction, and completely desc Applicant, along with Drawing No. M95 -1 this Notice of Acceptance) This approval shall not be valid after the exp reserves the right to secure this product or m quality control testing. If this product or ma Compliance Office may revoke, modify, or s applicant shall re- evaluate this product or m Code be enacted affecting this product or ma O he right to revoke this approval, if it is dete product or material fails to meet the requiren such testing will be incurred by the manufac Acceptance No.': 95-1212.04 Expires:05 /02/99 THIS IS THE COVERSHEET, SEE Approved: 05/02/96 • BUILDI This application for Product Approval has b Code Compliance Department and approved County, Florida under the conditions set fort II F ACCEPTANCE METROPOLITAN DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE SUITE 1603 METRO DADE FLAGLER BUILDING 140 WEST FLAGLER STREET MIAMI. FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 INTERNET: mdcc01@shadow.net PRODUCT CONTROL SECTION (305) 375 -2902 FAX (305) 372 -6339 r 4) Un- clipped unty Code governing the use of Alternate Materials and ibed in the plans, specifications and calculations as submitted by: , Sheet 1 of 1. (For listing, see Section 8 of ration date stated below. The Office of Code Compliance terial at anytime from a jobsite or manufacturer's plant for rial fails to perform in the approved manner, the Code spend the use of such product or material immediately. The terial should any ammendments to the South Florida Building erial. The Building Code Compliance Office reserves the fined by the Building Code Compliance Office that this ents of the South Florida Building Code. The expense of urer. Raul Rodliguez Product Control Supervisor DDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS G CODE COMMITTEE en reviewed by the Metropolitan Dade County Building by the Building Code Committee to be used in Dade above. s anger. Director Building Code Compliance Dept. Metropolitan Dade County Sunshine Windows Mfg. Inc, APPROVED EXPIRES NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. DESCRIPTION OF UNIT ACCEPTANCE No.: 95- 1212.04 MAY 0 2 1996 . MAY021999 1.1 This approves a structural mullio system for the windows specified below, designed to comply with the South Florida Building lode, 1994 Edition for Dade County, for the locations where the pressure requirement, as determine by ASCE 7 -88 "Minimum Design Loads for Buildings and Others Structures", do not exceed the Design Pressure Rating values in Section 7 and within the limitations contained in Section 3. 1.2 Model Designation Sunshine Windows 1" x 2 ", 1" x 3" and 1" x 4" (Un- clipped) Aluminum Tube Mullions. (Non- reinforced). To be used to support only Sunshine Windows Series 2000 Single Hung Windows with a current Notice of Acceptance. 2. MATERIAL CHARACTERISTICS 2.1 The structural mullion consists of 2.1.1 Main component is an extruded aluminum rectangular tube of 1/8" wall thickness. Tube dimensions are: 1" x 2 ", 1" x 3" and 1" x 4 ". Tube material is aluminum alloy 6063 -T5. 2.1.2 Additionally, both extruded aluminum jamb members (Part SSW -011), approved for the units listed in Section 1.2 2.2 Tested specimen: A side -by -side configuration, consisting of two 53 -1/8" wide x 63" high Series 2000 Single Hung Window units mulled together. Overall dimensions: 8' 10- 5/16" wide x 5' 3" high overall 3. LIMITATIONS 3.1 This approval applies to un- clipped structural mullions to be installed vertically, as shown in Section 10. 3.2 Mullions are to be used only to support Sunshine Windows Series 2000 Single Hung Windows with a current Notice of Acceptance. 3.3 The maximum mullion span (length) shall be: 74 -1/4" 3.4 For Design Pressure Rating vs. Mullion length, see "Anchor /Mullions Design Capacity Chart" on Drawing No. M95 -15D, Sheet 1 of 1, bearing the Dade County Product Control approval stamp. 3.5 For anchoring condition, see "Anchors" Load Chart for each anchor type: "A" (with one screw on each side of mullion) OR "B" (with two screws on each side of mullion) as shown on Drawing No. M95 -15D, Sheet 1 of 1, bearing the Dade County Product Control approval stamp. 3.6 Both mullion and anchor design pressure rating, per load charts, must meet or exceed the pressure requirement for the opening in which it is to be installed. 3.7 Window sizes anddesign pressures are to be limited only to those appearing on Charts referenced above and also listed in the individual window's Notice of Acceptance. Ma el Perez, P.E. Plans aminer 1I Produ Control Division 3 w4, • • • Sunshine Windows Mfg. Inc. ACCEPTANCE No.: 95- 1212.04 APPROVED NOTICE OF ACC PTANCE: SPECIFIC CONDITIONS 4. INSTALLATION: 4.1 Vertical Application only: This is an unclipped mullion, the efore no clip angle is required to be installed to independently support the mullion. Windload is transferred at each e d of mullion to sill/head members through four (two per corner) #8 x 1" SMS through head (and s ll) into jamb screw splines. 4.1.1 Anchor Type A Using two 3/16" x 1 -3/4" Tapcon;. at 4" inches from each side of mullion centerline, thru the head with Tapcons directly into a 2x .od buck (1" min. embed) and thru the sill with two Tapcons directly into a precast concrete sil with a minimum embedment of 1", as shown on Cross Section, Drawing No. M95 -15D, Sheet 1 if 1, bearing the Dade County Product Control approval stamp. 4.1.2 Anchor Type B Using four 3/16" x 1 -3/4" Tapco s, one at 4" inches from each side of mullion centerline and another spaced at 2 -1/2" o.c. fro the first, at each side thru the head with Tapcons directly into a 2x wood buck (1" min. embed) . d also thru the sill with Tapcons directly into a precast concrete sill with a minimum embedment if 1 ", as shown on Cross Section, Drawing No. M95 -15D, Sheet 1 of 1, bearing the Dade County Product Control approval stamp. 4.2 For anchoring requirements of each indow installation, please see Section 4 of each window's individual Notice of Acceptance. 4.3 Attachments of sub -bucks shall be d= .signed by the Architect or Engineer of Records and must be in compliance with the South Florida Build ng Code. 4.4 Fasteners must have their own Notic:: of Acceptance and must be made of stainless steel or have adequate protection against corrosion, pe DIN 50018. Aluminum contacting metals not considered compatible shall be properly protected. 5. IDENTIFICATION 5.1 Each mullion shall bear a permanent abel with the manufacturer's name or logo, city, state and following statement: "Dade County Prod ct Control Approved ". 6. USE 6.1 Application for building permit shall 6.1.1 This Notice of Acceptanc 6.1.2 The Notice of Acceptanc: 6.1.3 Completely dimensioned of openings to receive mullion & 6.1.4 Manufacturer's installatio MAY 0 2 1996 be accompanied by two copies of the following: with mullion and anchor options indicated. of each window attached to mullion. rawing showing size and location, including height above grade windows, mean roof height, length and width of building. instructions. -2a- Manu 1 Perez, P.E. Plan Product Control Division ;xaminer II TEST TEST LOADS DESIGN LOADS AIR INFILTRATION a 1.57 PSF SFBC PA 202 -94 (0.37 CFM/FT') 0.25 CFM /FT' FTL -1360 UNIFORM STATIC PRESSURE AT SFBC PA 202 -94 POSITIVE DESIGN LOADS +59.5 PSF FTL -1360 +59.5 PSF FTL -1360 UNIFORM STATIC PRESSURE AT SFBC PA 202 -94 NEGATIVE DESIGN LOADS -59.5 PSF FTL -1360 -59.5 PSF FTL -1360 WATER RESISTANCE (PSF) SFBC PA 202 -94 +8.90 PSF FTL -1360 +59.3 PSF FTL -1360 UNIFORM STATIC PRESSURE AT ASTM E330 PA 202 -94 POSITIVE =ULL TEST LOAD +89.0 PSF FR.-1360 +59.3 PSF FTL -1360 UNIFORM STATIC PRESSURE AT ASTM E330 PA 202 -94 NEGATIVE 'ULL TEST LOAD -89.0 PSI' FT1. -1360 -59.2 PSF FTL -1360 This is a verification test only. For Design P-essure Of I, of Drawing No. M95 -15D, Rating vs. Mullion length and Anchor type, see Chart on Sheet 1 bearing the Dade County Product Control approval stamp. Sunshine Windows Mfg. Inc, 6.2 A copy of this approval as well as th permit applicant by the manufacturer or at all time. 6.3 The Building Official shall ensure th requirement of the opening in which it is 6.4 Note: This mullion cannot be instal 7. TESTS PERFORMED 8. EVIDENCE SUBMITTED 8.1 Tests: 8.1.1 Test reports on 1) Air Infi 2) Unifo 3) Water 1 along with installation diagram o Report No. FTL -1360, dated Jan by Gilbert Diamond, P.E. 8.2 Drawing: 8.2.1 Drawing No. M95 -15D, S Sheet 1 of 1, prepared by Al -Faro sealed by Humayoun Farooq, P.E 8.2.2 Manufacturer's die drawi 8.3 Calculations: 8.3.1 Structural mullion and an 10/19/95, signed and sealed by H ACCEPTANCE No.: 95- 1212.04 APPROVED : MAY 0 2 199fi EXPIRES : MAYO 2 1999 manufacturer's installation instructions shall be provided to the s distributors and shall be available for inspections at the jobsite adequacy of mullion and windows to meet the pressure o be installed. ed as part of an impact resistant unit. RESULTS ltration Test, per PA 202 -94 Static Air Pressure Test, Loading per PA 202 -94 esistance Test, per PA 202 -94 window prepared by Fenestration Testing Laboratory, Inc., Test ry 17, 1996, re- issued on 1/22/96 and 1/17/96, signed and sealed nshine Windows Mfg. Inc., "Single Hung Window (2000) " q Corporation, dated 11/17/95, revised on 2/8/96, signed and s and sections. horage calculations prepared by AI- Farooq Corporation, dated mayoun Farooq, P.E. -2b- Mantel Perez, P.E. Plar xaminer II Product Control Divisio • • Suns1line Windows Mfg. Inc, NOTICE OF ACC -2c- ACCEPTANCE No.: 95- 1212.04 APPROVED EXPIRES PTANCE: SPECIFIC CONDITIONS MAY 021996 : MAY 0 2 19 9 9 9. COMPARATIVE ANALYSIS: See Mullion and Anchor Load Chart on Drawing No. M95 -15D, Sheet 1 of 1, bearing the Dade County Product Control approval stamp. 10. TYPICAL MULLION SYSTEM CROSS SECTIONS: For typical mullion system cross section and for anchoring details, see Drawing No. M95 -15D, Sheet 1 of 1, bearing the Dade County Product Control approval stamp. Manu Perez, P.E. Plans E ' finer II Product Control Division Sunshine Windows Mfg, Inc, ACCEPTANCE No.: 95- 1212.04 : MAY 0 2 1996 MAY 0 2 1999 APPROVED EXPIRES 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: "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 group is 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 purposes. 6. The Notice of Acceptance number prece led by the words 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 times. The copies need not be resealed by the engineer. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Acceptance contains pages 1, 2, 2(a) through 2(c) and this last page 3. Items 10. 11 & 12 listed below only apply to glazed products and doors 10. Unless specifically indicated in the Acceptance (approval), this unit is approved as a single unit installation. For multiple installation of this unit, a separa :e Acceptance for mullions is required from the Product Control Section. 11. The spacing of fasteners at window sills shall be as tested. The spacing of fasteners in all other parts of the frame, shall be as tested, but in no case shall exceed 24" on center. The first fastener shall be located at a maximum of 6" from each corner and mullion or stile. Fastener shall fully penetrate the buck, which shall be the same size as the one tested with the unit. No wood or plastic shields or pins shall be used for anchoring. See section four (4) of this approval for sizes of fasteners use- d_in.testing. 12. Hardware for all windows and doors sha I conform to Security and Forced Entry Prevention, Chapter 36 of the South Florida Building Code. END OF THIS ACCEPTANCE - 3 - C/J/J Manu Perez, P.E. Plans E. Product Control Division iner II ) 5Z5 DESIGN CAPACITY -PSF WINDOW WIDTH (IN.) DIMS • HBGHT (N.) ANCHORS MUWONS HEAD AND SILL W L A B 132 1x3 1x4 19.125 26.5 37 53.125 28 • 183.2 368.5 300.0 300.0 300.0 170.4 340.8 300.0 300.0 300.0 170.4 340.8 300.0 300.0 300.0 170.4 340.8 227.5 300.0 300.0 300.0 19.125 26.5 37 53.125 38.375 104.5 209.1 290.1 300.0 88.5 173.0 209.4 300.0 300.0 78.3 158.7 150.0 234.6 300.0 78.2 156.5 104.5 163.4 223.8 19.125 26.5 37 53.125 50.625 • 73.3 146.7 166.7 260.8 300.0 58.2 116.3 120.3 188.2 257.8 48.5 96.9 88.2 134.8 184.7 128.6 441 89.9 60.0 93.9 19.125 26.5 37 53.125 63 56.4 112.7 89.3 168.4 230.7 43.7 87.4 64.4 121.5 166.5 119.2 35.0 70.0 48.2 87.0 29.8 59.5 32.1 60.6 83.0 19.125 26.5 37 53.125 74.25 46.6 93.1 54.5 103.0 166.1 35.6 71.3 39.41 74.4 119.9 27.9 55.8 28.2 53.3 85.8 22.7 45.5 19.6 37.11 59.8 1 OR 2 SCREWS AT EACH SIDE OF M.A3.S A - 1 SCREW EALSI SCE CONNECTION TO STRUC CURE Semen - 2 SS Val SCE rWITHOUT MtRIJON CUP • I ! ( ,I 1 I-VOIa1V VEDTH I V;NDOV VCDTN- ALL WINDOWS WIDER THAN 26 -1/2' TO HAVE FASTENERS AT CENTER OF HEAD & SILL FOR OTHER PERIMETER ANCHORS REFER TO PRODUCT APPROVM. ANCHOR/NG CONDITONS VARYING FRL.1 1::O5E SHOWN N THESE CV.CULAT10NS SUE.: L'I TO SEPARATE ENGINEERING REVIEW. FRAME JAMB SSW -011 10 X 3J4' S.MS. O 6' FROM ENDS & 24 0.C. MAX 3 /JAMB UP TO 3B •' /E• HIGH 4 /JAMB OVER 36 -3/8' HICOH TYPMJLL 4:11 .11 *WOW *OCRS • 1 X 2 X 1/8' ALUM TUBE $ - .695 IN Sz P• .560 IN . TYPICAL MUWON SEE MW 110N GRAPHS FOR WIDOW SEE CORRESPONDING COMPARATNE ANALYSIS 1 X 3 X 1/8' ALUM TUBE HEAD de SILL ANCHORS FOR MULLED WINDOWS W /OUT MUWON CUP W000 BUOC3 NOT IN SUNSHINE MOO= MUST SUSTAIN LC: •S IMPOSED 3/16' TAPCONS 1' MN. DATED. I= P= 1.313 IN.' Sx .876 IN .itO$ZQi1TAL OR VERTICAL SEE WIt00W OR 0001[ APPROVAL FOR FASTENERS SIZES ANC SPACING 1 X4 /6' ALUM TUBE FRAME JAMB SSW -011 TOTAL21111PIDECISS Ix s 2.400 IN! St 1.200 UV • 5/16' MAX. 8T RECTANGULAR ALUMINUM TUBE MULLIONS (UN- CUPPED1 WINDOW FRAME MEMBER # SSW -011 INCLUDED IN PROPERTIES APPROVED AS COMPLYING WITH THE SOWN FLORIDA BUILDING CODE DAtF W AY 7 %1/ PRODULCLONIROL D1V!S:011 U 881101NG CODE COMPLIANCE OFFICE ACCEPTANCE NOQ ' 'I ZIZ_Dy • INSTRUCTIONS USE MUUJON /ANCHOR LOAD CHART AS FOLLOWS. srtP 511:2_5 NOTES; 1. ALL GLAZING PRODUCTS USED WITH THESE MUWONS MUST I. 'WINO LOAD. AR & WATER INFILTRATION. FORCED ENTRY RESISTANCE SAFEGUARDS ETC. .2_ ANCHOR EMBEDMENT TO BASE MATERIAL SHALL 8E BEYOND WALL COVERING (STUCCO. OLE ETC.) 3. ANY CONDITIONS NOT COVERED IN ORS SUBMITTAL SUBJECT TO SEPARATE ENGINEERING REVIEW. 4. ALL MULLIONS TO BE ALLOY 6063 -13. DEIIRMNE DESIGN LOAD REQUIRED PER ASCE 7 -66. FOR PARTICULAR OPENING. USE DADE COUNTY APPROVED GLAZING PRODUCTS MEETING ABOVE LOAD REQUIREMENTS. USE CONNECTON TO MULLION AS PER PRODUCT A USING MUWON LOAD CHART OEIERMNE MULLION CAPACITY WHICH MUST EXCEED THE 073x04 LOAD SPECIFIED IN STEP 1 ABOVE. USING ANCHOR LOAD DART SELECT ANCHOR WITH DESIGN RATING MORE DON THE DESIGN LOADS SPECIFIED IN STEP 1 ABOVE EMCWEF3L YUWYOUN FAA000 PEI 15537 0 0 0 0 0 z Z O z J 12 z vH� 0 a o0 0 0 c " e w N s • .- • el Z • 0 [C al W1 t w p = 3 A n Z7 0 N. an Ul S ti 1 1 t Vi i; drawing no FEB 0 B 199 1 M95 - 150 S 3heet 1 Of 1 METRO -DADE • PRODUCT CONTROL NOTICE Sunshine Windows Manufacturing, Inc. 1745 W. 33 rd Place Hialeah FL 33012 Your application for Product Approval of: Aluminum Tube Mullions (1 x 3& 1 x 4) 1 under Chapter 8 of the Metropolitan Dade C Types of Construction, and completely descr Applicant, along with Drawing No. M95-I5 this Notice of Acceptance) Expires:04 /08/99 THIS IS THE COVERSHEET, SEE BUILDI This application for Product Approval has be Code Compliance Department and approved County, Florida under the conditions set fort Approved: 04 /08/96 411 F ACCEPTANCE METROPOLITAN DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE SUITE 1603 METRO DADE FLAGLER BUILDING 140 WEST FLAGLER STREET MIAMI, FLORIDA 33130 -1563 (305) 375-2901 FAX (305) 375 -2908 INTERNET: mdcc01@shadow.net PRODUCT CONTROL SECTION (305) 375-2902 FAX (305) 372 -6339 ipped unty Code governing the use of Alternate Materials and bed in the plans, specifications and calculations as submitted by: , Sheet 1 of 1. (For listing, see Section 8 of This approval shall not be valid after the expi ation date stated below. The Office of Code Compliance . reserves the right to secure this product or material at anytime from a jobsite or manufacturer's plant for quality control testing. If this product or mat rial fails to perform in the approved manner, the Code Compliance Office may revoke, modify, or s spend the use of such product or material immediately. The applicant shall re- evaluate this product or ma erial should any ammendments to the South Florida Building Code be enacted affecting this product or ma erial. The Building Code Compliance Office reserves the O le right to revoke this approval, if it is deter ined by the Building Code Compliance Office that this product or material fails to meet the require ents of the South Florida Building Code. The expense of such testing will be incurred by the manufact rer. Acceptance No.:95- 1212.03 Raul Rodl•iguez Product Control Supervisor DDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS G CODE COMMITTEE n reviewed by the Metropolitan Dade County Building y the Building Code Committee to be used in Dade above. s v anger, Director Building Code Compliance Dept. Metropolitan Dade County Sunshine Windows Mfg. Inc. ACCEPTANCE No.: 95- 1212.03 5. IDENTIFICATION 5.1 Each mullion shall bear a permanent I following statement: "Dade County Prod 6. USE 6.1 Application for building permit shall 6.1.1 This Notice of Acceptance 6.1.2 The Notice of Acceptance 6.1.3 Completely dimensioned • of openings to receive mullion & 6.1.4 Manufacturer's installation 6.2 A copy of this approval as well as the permit applicant by the manufacturer or h at all time. 6.3 The Building Official shall ensure the requirement of the opening in which it is 6.4 Note: This mullion cannot be install • - 2a - APPROVED : APR 0 8 1996 EXPIRES : APR 0 8 1999 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS Two 1 1/2" x 1 1/2" x 1/8" x 1 1/2" long aluminum clip angles (one on inside of each side of tube) secured at each end of the mullion (two per end, totaling 4 clip angles) using two #10 x 1 -1/2" SMS spaced 1 5/8" apart and anchored with two 3/16" Tapcons (1 per angle) directly into a precast concrete sill with a minimum embedment of 1 1/2 ", or to a 2x wood buck with a minimum embedment of 1 ", as shown on Drawing No. M95 -15E, Sheet 1 of 1, bearing the Dade County Product Control approval stamp. 4.1.2 Mullion Clip (Alternate to Clip Angles) A hat shaped mullion clip with 3" base, 2 1/4" high double legs (to fit inside tube), 1/8" wall thickness at the base and the length cut to fit tight inside the long side of tube, may replace the two - clip -angles conditions descri ed above. This mullion clip shall be anchored to the structure as mentioned above and does not ne d to be fastened to the mullion tubes but permitted to just float inside the mullion. See Drawing o. M95 -15E, Sheet 1 of 1, bearing the Dade County Product Control approval stamp. 4.2 For anchoring requirements of each window installation, please see Section 4 of each window's individual Notice of Acceptance. Minimum anchoring of window's perimeter framing to transom mullion shall be #10 x 3/4" SMS spaced at 6" from ends & 24" o.c. max. 4.3 Attachments of sub -bucks shall be designed by the Architect or Engineer of Records and must be in compliance with the South Florida Buildi g Code. 4.4 Fasteners must have their own Notice of Acceptance and must be made of stainless steel or have adequate protection against corrosion, pe DIN 50018. Aluminum contacting metals not considered compatible shall be properly protected. bel with the manufacturer's name or logo, city, state and ct Control Approved ". e accompanied by two copies of the following: with mullion and anchor options indicated. f each window or door attached to mullion. awing showing size and location, including height above grade indows or doors, mean roof height, length and width of building. instructions. manufacturer's installation instructions shall be provided to the s distributors and shall be available for inspections at the jobsite adequacy of mullion and windows to meet the pressure o be installed. d as part of an impact resistant unit. Manerez, P.E. Plant: xaminer II Product Control Division • • • 'Sunshine Windows Mfg. Inc, 4. INSTALLATION: 4.1 Vertical or Horizontal Applications: 4.1.1 Clip Angles ACCEPTANCE No.: 95- 1212.03 APPROVED EXPIRES NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS APR 0 8 1996 APR 0 8 1999 1. DESCRIPTION OF UNIT 1.1 This approves a structural mullion system for the windows specified below, designed to comply with the South Florida Building Code, 1994 Edition for Dade County, for the locations where the pressure requirement, as determi ze by ASCE 7 -88 "Minimum Design Loads for Buildings and Others Structures ", do not exceed the Design Pressure Rating values in Section 7 and within the limitations contained in Section 3 1.2 Model Designation Sunshine Windows 1" x 3" and 1" x 4" Clipped Aluminum Tube Mullions. (Non- reinforced). To be used to support only Sunshine Windows Series 2000 Single Hung Windows with a current I`lotice of Acceptance. 2. MATERIAL CHARACTERISTIC 2.1 The structural mullion consists of: 2.1.1 Main component is an extruded aluminum rectangular tube of 1/8" wall thickness. Tube dimensions are: 1" x 3" and 1" x ". Tube material is aluminum alloy 6063 -T5. 2.1.2 Additionally, both jamb members (Part SSW -011), approved for the units listed in Section 1.2. 2.2 Tested specimen: A side -by -side configuration, consisting of two 26 -1/2" wide x 50 -5/8" high Series 2000 Single Hung Window units mulled together. Overall dimensions: 4' 5 -1/8" wide x 4' 2 -5/8" long overall 3. LIMITATIONS 3.1 This approval applies to structural mullions to be installed vertically or horizontally, as shown in Section 10. 3.2 Mullions are to be used only to support Sunshine Windows Series 2000 Single Hung Windows, with a current Notice of Acceptance. 3.3 The maximum mullion span (length) shall be: 74 -1/4 ". 3.4 For Design Pressure Rating vs. Mull on length. see "Anchor /Mullions Design Capacity Chart" for each mullion size (1" x 3" and 1" x 4 ") on Drawing No. M95 -15E, Sheet 1 of 1, bearing the Dade County Product Control approval stamp. 3.5 Both mullion (size and span), as well as anchor (type) selected design pressure rating, per load charts, must meet or exceed the pressure requirement for the opening in which it is to be installed. 3.6 Window sizes and design pressures z.re to be limited to those appearing on Charts referenced above and listed in their individual Notices of Acceptance. Man erez, P.E. Plan Product Control Division aminer I1 !/% ,Sunshine Windows Mfg, Inc, NOTICE OF 1. Renewal of this Acceptance (approval submitted documentation, including te 2. Any and all approved products shall b statement: "Dade County Product Con Acceptance. 3. Renewals of Acceptance will not be co a) There has been a change in product is not in compliance b) The product is no longer th c) If the Acceptance holder h correct installation of the prod d) The engineer who original! no longer practicing the engin Items 10.11 & 12 listed 10. Unless specifically indicated in the Acc multiple installation of this unit, a separ 11. The spacing of fasteners at window sills be as tested, but in no case shall exceed corner and mullion or stile. Fastener sha the unit. No wood or plastic shields or p fasteners used in testing. ACCEPTANCE No.: 95- 1212.03 APPROVED : APR 0 8 1996 EXPIRES APR 0 8 1999 . CCEPTANCE STANDARD CONDITIONS shall be considered after a renewal application has been filed and the original t supporting data, engineering documents, are no older than eight (8) years. permanently labeled with the manufacturer's name, city, state, and the following rol Approved ", or as specifically stated in the specific conditions of this sidered if: the South Florida Building Code affecting the evaluation of this product and the ith the code changes; same product (identical) as the one originally approved; not complied with all the requirements of this acceptance, including the ct; prepared, signed and sealed the required documentation initially submitted , is ering 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, unl ; ss prior written approval has been requested (through the filing of a revision application with appropriate fee) and g anted by this office. 5. Any of the following shall also be grou ds for removal of this Acceptance: a) Unsatisfactory performance of this product or process; b) Misuse of this Acceptance an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number prec ded by the words Dade County, Florida, and followed by the expiration date may be displayed in advertising Iiteratu e. 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 distribut i rs and shall be available for inspection at the job site at all times. The copies need not be resealed by the engineer. 8. Failure to comply with any section oft 's Acceptance shall be cause for termination and removal of Acceptance. 9. This Acceptance contains pages I, 2, 2( ) through 2(b) and this last page 3. elow only apply to glazed products and doors ptance (approval), this unit is approved as a single unit installation. For te Acceptance for mullions is required from the Product Control Section. shall be as tested. The spacing of fasteners in all other parts of the frame, shall 4" on center. The first fastener shall be located at a maximum of 6" from each I fully penetrate the buck, which shall be the same size as the one tested with ns shall be used for anchoring. See section four (4) of this approval for sizes of 12. Hardware for all windows and doors sh 11 conform to Security and Forced Entry Prevention, Chapter 36 of the South Florida Building Code. E D OF THIS ACCEPTANCE - 3 - l Manue P.E. Plans Exa Product Control Division er I1 WINDOW z ANCHORS 5 L • CONNECTION TO STRUCTURE Wml MUWON CLFP ] • f ?i 4 I I! � VINDOV WIDTH - 4- VINIXIV VIDTH -4 ALL WINDOWS WIDER THIN 26 -1/2' TO HAVE FASTENERS AT CENTER OF HEAD & SILL FOR OTHER PERIMETER ANCHORS REFER TO PRODUCT APPROVAL ANCHORING cONOmoNS VARYING FROM THOSE SHOWN IN THESE CAL TIONS SUBJECT TO .094 22 ` I . { I !-- 1.219 .562 I 3.000 MUWON CUP (ALT. To ANGLES) THIS CUP TO FLOAT INSIDE MUWON (NO SIDE FASTENERS REQO.) HEAD & SILL ANCHORS FOR MULLED WINDOWS WITH MULLION CUPS • .> . • (16' T3APCONS 1 MDT. EMBED. W000 BUCKS NOT BY SUNSNNE WINDOWS ---� MUST SUSTAIN LOADS IMPOSED TYPICAL MULLION FOR WINDOW SEE CORRESPONDING COMPARATIVE ANALYSIS 1 X 3 X 1/8' ALUM TUBE 10 X 3/4' 5.14.5. • 6' FROM ENDS & 24' O.C. MAX 3 /JAMB UP TO 38 -3/8' HIGH - � 44/JJ B OVER 38-3/C HIGH • 5/16' MAX. • a. PRECAST CONC. 3/16' TAPCONS SILL 1 -1/r MIN. EMBED. TOTAL PROPERTIES Lz - 1.313 IN. Sz - .876 1N3 5/16- MAX • FRAME 14148 SSW -01 110 S.M.S. 2/ ANGLE TIP. MUWON SEE MUWON GRAPHS 1 - 1 /2 X 2 X 1 /8' ALUM ANGLE OR MUWON CUP 1 X 4 X 1 /B' ALUM TUBE MUI I IONS CONTAINING FRAME MEMBER j SSW -011 AT EACH SIDE HORIZONTAL OR VERTICAL SEE WINDOW OR DOOR APPROVAL FOR FASTENERS SIZES AND SPACING TOTAL PROPERTIES Ts - 2.400 IN, Sz 1.200 IN • SHIMSPACE NO ULNIT FOR ANCHOR TIRE 'A' ° 5/I6• MAX FOR ANCHOR TYPE 'A2' APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE Q, DATE 1 fE1 L g ' 191!2 BY PRODUCT'C'4TROL DIVISION BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE 80 45 " 1212 . INSTRUCTIONS; USE MUWON /ANCHOR LOAD CHART AS FOLLOWS. ST P 1 S12_Z S TEP S TEP-4 SILEA RECTANGULAR ALUMINUM TUBE MULLIONS (CLIPPED) WINDOW FRAME MEMBER # SSW -011 INCLUDED IN PROPERTIES, NOTES; 1. ALL GLAZING PRODUCTS USED WITH THESE MUWONS MUST MEET THE APPLICABLE DADE COUNTY REQUIREMENTS I.E. WIND LOAD. AIR & WATER INFILTRATION. FORCED ENTRY RESISTANCE, SAFEGUARDS ETC. 2. ANCHOR EMBEDMENT TO BASE MATERIAL SMALL BE BEYOND WALL COVERING (STUCCO. TILE ETC.) 3. ANY CONCRIDNS NOT COVERED IN THIS SUBMITTAL SUBJECT TO SEPARATE DIGNEERINC RENEW. 4. ALL MUW3NS TO BE ALLOY 6063 -TS. DETERMINE DESIGN LOAD REQUIRED PER ASCE 7 -88, FOR PARTICULAR OPENING. USE DADE COUNTY APPROVED GLAZING PRODUCTS MEETING ABOVE LOAD REQUIREMENTS. USE CONNECTION TO MUWON AS PER PRODUCT APPROVAL USING MULLION LOAD CHART DETERMINE MUUJON COACT' WHICH MUST EXCEED THE DESIGN LOAD SPECIFIED IN STEP 1 ABOVE. USING ANCHOR LOAD CHART SELECT ANCHOR WITH DESIGN RATING MORE THAN THE DESIGN LOADS SPECIFIED IN STEP 1 ABOVE 11ENGWEER: HUWYOUN FAR000 PE I 16557 1�E�: 1 ttS o as z O g 0 0 Oa Uw N n o CL m D 1.Wj �+�`" 21132 la 6) V) i I WINDOW WIDTH (IN.) DIMS HEIGHT (IN.) ANCHORS MULLIONS HEAD AND SILL 1 W L A A2 1x3 1 1x4 19.125 26.5 37 53.125 26 300.0 300.0 300.0 300.0 � 289.7 300.0 300.0 300.0 289.7 300.0 300.0 300.0 289.7 300.0 300.0 300.0 19.125 26.5 37 53.125 38.375 1 77.7 2822 300.0 300.0 147.1 233.6 300.0 300.0 133.2 211.5 234.6 300.0 133.0 211.2 163.4 223.8 19.125 26.5 37 53.125 50.625 124.7 198.0 260.8 300.0 98.9 '157.0 188.2 257.8 82.4 130.8 134.8 184.7 76.4 121.4 93.9 128.6 .19.125 26.5 37 53.125 63 95.8 1522 168.4 1 230.7 74.3 118.0 121.5: 16&5 59.5 94.5 87.0 119.2 50.6 80.3 60.6 83.0 19.125 26.5 37 53.125 79.1 125.7 103.0 1661 74.25 60.6 96.2 74.4 119.9 47.5 75.4 53.3 85.8 38.7 61.4 37.1 59.8 WINDOW z ANCHORS 5 L • CONNECTION TO STRUCTURE Wml MUWON CLFP ] • f ?i 4 I I! � VINDOV WIDTH - 4- VINIXIV VIDTH -4 ALL WINDOWS WIDER THIN 26 -1/2' TO HAVE FASTENERS AT CENTER OF HEAD & SILL FOR OTHER PERIMETER ANCHORS REFER TO PRODUCT APPROVAL ANCHORING cONOmoNS VARYING FROM THOSE SHOWN IN THESE CAL TIONS SUBJECT TO .094 22 ` I . { I !-- 1.219 .562 I 3.000 MUWON CUP (ALT. To ANGLES) THIS CUP TO FLOAT INSIDE MUWON (NO SIDE FASTENERS REQO.) HEAD & SILL ANCHORS FOR MULLED WINDOWS WITH MULLION CUPS • .> . • (16' T3APCONS 1 MDT. EMBED. W000 BUCKS NOT BY SUNSNNE WINDOWS ---� MUST SUSTAIN LOADS IMPOSED TYPICAL MULLION FOR WINDOW SEE CORRESPONDING COMPARATIVE ANALYSIS 1 X 3 X 1/8' ALUM TUBE 10 X 3/4' 5.14.5. • 6' FROM ENDS & 24' O.C. MAX 3 /JAMB UP TO 38 -3/8' HIGH - � 44/JJ B OVER 38-3/C HIGH • 5/16' MAX. • a. PRECAST CONC. 3/16' TAPCONS SILL 1 -1/r MIN. EMBED. TOTAL PROPERTIES Lz - 1.313 IN. Sz - .876 1N3 5/16- MAX • FRAME 14148 SSW -01 110 S.M.S. 2/ ANGLE TIP. MUWON SEE MUWON GRAPHS 1 - 1 /2 X 2 X 1 /8' ALUM ANGLE OR MUWON CUP 1 X 4 X 1 /B' ALUM TUBE MUI I IONS CONTAINING FRAME MEMBER j SSW -011 AT EACH SIDE HORIZONTAL OR VERTICAL SEE WINDOW OR DOOR APPROVAL FOR FASTENERS SIZES AND SPACING TOTAL PROPERTIES Ts - 2.400 IN, Sz 1.200 IN • SHIMSPACE NO ULNIT FOR ANCHOR TIRE 'A' ° 5/I6• MAX FOR ANCHOR TYPE 'A2' APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE Q, DATE 1 fE1 L g ' 191!2 BY PRODUCT'C'4TROL DIVISION BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE 80 45 " 1212 . INSTRUCTIONS; USE MUWON /ANCHOR LOAD CHART AS FOLLOWS. ST P 1 S12_Z S TEP S TEP-4 SILEA RECTANGULAR ALUMINUM TUBE MULLIONS (CLIPPED) WINDOW FRAME MEMBER # SSW -011 INCLUDED IN PROPERTIES, NOTES; 1. ALL GLAZING PRODUCTS USED WITH THESE MUWONS MUST MEET THE APPLICABLE DADE COUNTY REQUIREMENTS I.E. WIND LOAD. AIR & WATER INFILTRATION. FORCED ENTRY RESISTANCE, SAFEGUARDS ETC. 2. ANCHOR EMBEDMENT TO BASE MATERIAL SMALL BE BEYOND WALL COVERING (STUCCO. TILE ETC.) 3. ANY CONCRIDNS NOT COVERED IN THIS SUBMITTAL SUBJECT TO SEPARATE DIGNEERINC RENEW. 4. ALL MUW3NS TO BE ALLOY 6063 -TS. DETERMINE DESIGN LOAD REQUIRED PER ASCE 7 -88, FOR PARTICULAR OPENING. USE DADE COUNTY APPROVED GLAZING PRODUCTS MEETING ABOVE LOAD REQUIREMENTS. USE CONNECTION TO MUWON AS PER PRODUCT APPROVAL USING MULLION LOAD CHART DETERMINE MUUJON COACT' WHICH MUST EXCEED THE DESIGN LOAD SPECIFIED IN STEP 1 ABOVE. USING ANCHOR LOAD CHART SELECT ANCHOR WITH DESIGN RATING MORE THAN THE DESIGN LOADS SPECIFIED IN STEP 1 ABOVE 11ENGWEER: HUWYOUN FAR000 PE I 16557 1�E�: 1 ttS o as z O g 0 0 Oa Uw N n o CL m D 1.Wj �+�`" 21132 la 6) V) i I • • PRODUCT CONTROL NO'1'1C ACCE1'TAN( :E Sunshine %Vlndows Manufs[cturiug, 1n . 1745 W. 33 rd. Place Hialeah, FL 33012 This approval shall be valid for a period of the right to secure this product or nra(ctial control testing. If this pi oduct or matcl ial I Delia!lnlent may !evoke, modify, or Suspen Code Conrpliwlce I)cpat tmcnt reserves the amendments to the South Florida Building The expense of such testing will be incurred At1t:eptaIire N!e .94- 0726.03 Expires:07. /31/'_)_8 Approved: 09/12/94' by the manufitcturer. SII 3/1G GLASS MEF11UI QLI1AI'I DAVE COUNTY, FLO1IUA M( 111')-1)AUE 11A(31.1:11 WILDING f3U11..Ulr1c; (:0!)E COMPLIAtICE UErAfIIMEtIr SUI I E 1603 MEI no-UnuE FLAGLEfI UUIt.UR•JG 140 wESr rt.nc3Lf:n SInEET MIAMI, rionlon 33130.1563 (305) 375 -2901 rnx (305) 375-2908 Your application for Product Approval of: Series 2000 Aluminum .Single Ils 1I'in lair under Chapter 8 of the N.tetropolilan Dade County Code govei ring the use of Alter Hale Materials and Types of Construction, and coiiijlletcly des gibed in the plans, specifications and calculations as submitted by: Ernest 1s,. Mitchell, 1'.If. along with Mai ti Testing Laburi lest report No. A117. -16173 dated July 9, 1994 has been recommended for acceptance by l'Ie Building Code Compliance office to be used in Dade County, Florida under the Specific Condilic ns set forth on pages 2 et. seq..and the Standard Conditions on page 3 for glazed products. our years. The Office of Code Compliance reserves t anytime lions a jobsitc or luanufitclulel's plant for quality its lo pclloi111 in (lie applovcd manner, the Code Compliance I she use of melt pl odtIct or material immediately. The Building ight to tequiie 1elesting of this oduct or mate'ial should any 'ode be enacted affecting this ploducl of nmate'ial. 4 L- f id I d, P.E. •- .'roduct Control Division Supervisor LU1'1'1ONA1.PAGES FOR Sl't0 1C AND GENERAL L SLONJ)1J1. N 1 BUILD NG CODE cOi11A11'1" EE application Ivr frocluct Appl'uval has eel' tevicwed by the Nlctlopolilan Dade County Building Code Compliance Depal (meat and approve I by the Building Code Committee to be used in Dade C;oUlity,flotkUtt under lhe'uiilditioits set fold' above. lr'ha! Ies Danger, Director Building Code Compliance Dept. NIcttopolitan Dade County • Sunshine Window Mfg. Inc, NOTICE OF ACCEPTAINCE: ,DESCRIPTION OF UNIT MODEL DESIGNATION: Series 2000 Aluminum Single Hung Window OVERALL SIZE: 4' -5 1/4" wide by 5 high by 2" deep CONFIGURATION : O/X ACCEPTANCE No.: 94- 0726.03 APPROVED : SEP 1 2 1994 EXPIRES : July 31, 1998 SPECIFIC CONDITIONS ASSIGNED ACCEPTANCE MARKINGS ANSI -AAMA 101 -93 D11 -R70 AAMA 1302.5 -76 Dade County Approval 11 94- 0726.03 Expires: July 31, 1998 WEATHERSTRIPPING: Single pile in fixed meeting rail and vent jamb rails on exterior. • Single vinyl bulb in vent bottom rail. One adhesive open cell foam pad at each lower frame corner. One plastic guide at each end of the vent jamb rails on the interior. No. & SIZE OF VENTS: One, 50 1/2" by 31 7/8" high; one fixed light frame glazed at the top with a clear opening of 48 by 28" high (O /X). OPERATORS _& LOCATIONS: Spiral balances. One plastic cam lock at vent meeting rail, 12 1/2" from each end, locking into a groove in the fixed meeting rail. GI,A:YIN:O E1uA.L , 13(16" annealed glass. GLAZING METHOD: Interior glazed using clear adhesive bedding compound and glazing foam tape and aluminum extruded snap -on glazing bead with a vinyl bulb between bead and glass. WEEPIIOLES: One 1/2" weep notch at each end of exterior sill screen retainer. J%'IUNTINS: None REINFORCEMENT: None -2- t/A0V1/Z Oil Diamond, P.E. Product Control DiGision Supervisor TEST RESULTS EXTERIOR WIND LOAD (PSF) ASTM E330 POSITIVE +105.0 I'SF INTERIOR WIND LOAD (PSF) ASTM E330 NEGATIVE -105.0 PSF WATER RESISTANCE (PSF) ASTM E547/E331 14.70 PSF AIR INFILTRATION @ 1.57 PSF ASTM E283 (<0.37 CFM/FT) 0.13 CFM /FT FORCED - ENTRY RESISTANCE O'ER, AAMA 1302.5 -76 Design Pressure Rating (Positive) +70.0 I'SF ' btOilll!I'rES411 tit{lig (Negative) -70.0 PSF c/ • • • Sunshine Window Mfg. Inc. NOTICE OF ACCEPT FRAME AND VENT CONSTRUCTI construction, using two No. 8 by 1" sheet No. 8 by 1 1/4" sheet metal screws; upper ADDITIONAL DESCRIPTION: Flang tested using high rise vent bottom rail. U three No. 10 by 1 1/2" sheet metal screws frame jamb. -2a- ACCEPTANCE No.: 94- 0726.03 APPROVED EXPIRES : July 31. 1998 NCE: SPECIFIC CONDTTIONS N: France corners and fixed Ineeting rail, butt corner metal screws; vent, lower corners constructed with two corners, two No. 8 by 1 1/2" sheet metal screws. e type frame. 3" high overall interior sill flange. Unit iit tested in 2 x 6 PT wood tcst buck and installed with in frame sill and head; four of same type screws in each SEP 1 21994 CCi477 Gil Diamond, P.E. Supervisor Product Control 'vision • Sunshine Window Mfg. Inc. INSTALLA'T'ION: SCREWS AND METIIOI) OF ATTA SILL : #10 x 1 1/2" FI - 1 SMS @ a nn, HEAD : #10x 1 1 /2 "FII SMS @ ama Note: Please see note fill. Page 3 IIMENT: -2b- ACCEPTANCE No.: 94- 0726.03 APPROVED : SEP 1 2199 EXPIRES : July 31. 1998 �1O'1'ICL OF ACCLI'1' NCL�.• SI'LCIFIC C Nlll'I' NS x. of 6" from corners and a niax. of 24" apart. . of 6" from corners and 21" apart. JAMBS : #10 x 1 1/2" FII SMS @ a max. of 6" from corners and a max. of 17" apart. A copy of this approval as well as manufa:turer's installation instructions shall be provided to the permit applicant by the manufacturer or his distributors and shall be available for inspections at the jobsitc at all time. Gil Diamond, P.E. Supervisor Product Control Division Comparative Analysis $unsliine Window Mfg. Inc, ACCEPTANCE No.: 94- 0726.03 APPROVED (9 .0 SUNSHINE INOOW MFG., INC. L9 CRAPN BY AL-FAR000 C Ai11i L9 0) • 30 ,., 3S EI'" N E: I I EXPIRES : July 31. 1998 RP. 1235 SR 87 AVE nIA14I 38S -26 0 45 WINO'W WIOTH - INCHES -2c- S O SS SEP 1 2 1994 Gil Diamond, P.E. Supervisor Product Cont Division 1 25 (111; 0011 HT./ J 1 • \ \ 1 \ \ \ NoT VPkl e. \ \ . \ \ 39-3,9 - I - 34SILL \ \ __ -- \ \ .\ MATER TESJ r. . 0 -S /8" SERIES 2000 01( -R70 COMPARATIVE ANALYSIS L0 BASED ON MIL-1617S OF 7 TEST SIZE • 53 -1/4' x -3 TEST LOAO .105.0 PSF E MATE TEST • 1d.7 PSF N {q'•�AH4 LE0 CLASS S2086 -2 0 CURVES 12-44 (1 /1) d INT. \_ \ \ \ \63" \ \d -li ' Comparative Analysis $unsliine Window Mfg. Inc, ACCEPTANCE No.: 94- 0726.03 APPROVED (9 .0 SUNSHINE INOOW MFG., INC. L9 CRAPN BY AL-FAR000 C Ai11i L9 0) • 30 ,., 3S EI'" N E: I I EXPIRES : July 31. 1998 RP. 1235 SR 87 AVE nIA14I 38S -26 0 45 WINO'W WIOTH - INCHES -2c- S O SS SEP 1 2 1994 Gil Diamond, P.E. Supervisor Product Cont Division • Sunshine Window Mfe. Inc. ACCEPTANCE No.: 94- 0726.03 APPROVED OP .1 2 1994 EXPIRES : July 31. 1998 NOTICE OF ACCEPT NCE: SPECIFIC CONDITIONS This approval applies to single unit appli rations only, as shown on page 2b. Units with dimensions smaller than those ,.hown above shall qualify under this approval. Deviations are accepted only thru compar tive analysis. Sub - bucks shall be of pressure treated ma erial at least 2" nominal thickness, and secured in at least 6 points on each leg with 3" or equi alert fasteners. Fasteners must have their own Notice of adequate protection against corrosion, per considered compatible shall be properly p APPROVED FOR • Note: The installation of this unit will refit cccptance and must be made of stainless steel or have DIN 50018. Aluminum contacting metals not otected. Design Pressure Rating of positive +70.0 p.s.f. and negative -70.0 ire a hurricane protective system. -2d- / Gil Diamond, P.E. Supervisor Product Control Division METRO-DADE TICE INN OF ACCEPTANCE: ST I . For multiple window installations, appro filed with Product Control. DARD CONDITION R CLA7ED PRODUCTS ed mullion drawings and calculations must be 2. This Acceptance will qualify smaller uni of the same design and as the unit tested. 3. Any and all approved products shall be p mtanently labeled with the manufacturer's name, city, state, and the following state ent: "Dade County Product Control Approved." 4. Extension of Acceptance may be considered after a new application has been filed and the supporting data, for test reports less t an four (4) years old, has been re- evaluated. 5. Any revision or change in materials, use .r manufacture of the product shall automatically be cause for terniination, u less prior approval is granted for revision or change. 6. Any unsatisfactory performance of this p oduct or a change in Code provisions shall be grounds for re- evaluation. 7. This Acceptance shall not be used as an e idorsement of any product sales or advertising purposes. METROPOLITAN DADE COUNTY. FLORIDA METRO -DADE FLAGLER BUILDING S. Aluminum windows and sliding doors ha •e been tested in accordance with ANSI', \AMA 101 -93 or for wood window unit by ANSI:NWWDA I.S. 2 -93 and sliding doors ANSVNW \\'DA I.S. 3 -SS and swing doo s ANSI /N\1 WD,\ I.S. S -SS. 9. Swingi)t�, doors shall be tested for positiv and negative wind pressures as per Chapter 23 oldie South Florida Building code. 10. I lardware for all kvindows and doors shat conform to Security and Forced Entry Prevention. Chapter 36 oldie South I'lori a I3uildin_ Codc. • 1 1. the spacing of fasteners shall be as testek or 24" whichever is less. The first fastener shall be located a maxi' mun of ti" from each corner and mullion or stile. Minimum penetration of fastener shall be as tested or 3.'4" whichever is higher. No wood or plastic shields or pins shall be used. Unless otherwise noted in the test report. nininnun site uf scre\s shall he N. S fur first and second door installation and Nu. 10 or all other floors above the first and second • doors. -3- I■.1111 l' ii I_uC / II, It !IaI I * MI 41 \;:11;1 \I • METRO -Q4[ PRODUCT CONTROL NOTICE Sunshine Windows Manufacturing, Inc. 1745 W. 33 rd Place Hialeah FL 33012 Your application for Product Approval of: Series 4250 Aluminum Circle Top Fixed under Chapter 8 of the Metropolitan Dade Types of Construction, and completely des Applicant, along with Drawing No. 9701, this Notice of Acceptance) This approval shall not be valid after the ex reserves the right to secure this or quality control testing. If this product or m Compliance Office may revoke, modify, or applicant shall re- evaluate this product or Code be enacted affecting this product or the right to revoke this approval, if it is det • product or material fails to meet the requir such testing will be incurred by the manufa Acceptance No.:96- 1008.03 Expires:10 /15/00 '- THIS IS THE COVERSHEET, SEE BUILD This application for Product Approval has Code Compliance Department and approv County, Florida under the conditions set fo Approved: 10 /15/97 • Internet mail address: postmaster@a buildingcodeo Iine.com F ACCEPTANCE •4. METROPOLITAN DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 PRODUCT CONTROL DIVISION (305) 375 -2902 FAX (305) 372 -6339 indow ounty Code governing the use of Alternate Materials and ribed in the plans, specifications and calculations as submitted by: beets 1 thru 3 of 3. (For listing, see Section 8 of iration date stated below. The Office of Code Compliance aterial at anytime from a jobsite or manufacturer's plant for terial fails to perform in the approved manner, the Code uspend the use of such product or material immediately. The aterial should any ammendments to the South Florida Building terial. The Building Code Compliance Office reserves the rmined by the Building Code Compliance Office that this ents of the South Florida Building Code. The expense of turer. Raul Rod iguez Product Control Supervisor ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS NG CODE COMMITTEE een reviewed by the Metropolitan Dade County Building by the Building Code Committee to be used in Dade h above. Director Building Code Compliance Dept. Metropolitan Dade County Homepage: http : / /www.buildingcodeonline.com • Sunshine Windows Manufacturing, Inc. 1. DESCRIPTION OF UNIT 1.1 This approves a fixed aluminum 1994 Edition for Dade County, for the lo 7 -88 "Minimum Design Loads for Build' Rating values in Section 7 and within th 1.2 Model Designation: Series 4250 Al 1.3 Overall Size: a.) 9' 0" wide 6' 2" wide 4' 5- 1/16" b.) c.) 1.4 Configuration: 0 1.5 No. & Size of Panels: None NOTICE OF ACCEPTANCE: 2 ACCEPTANCE No.: 96- 1008.03 APPROVED : OCT 1 5 1897 EXPIRES : OCT 1 5 2000 SPECIFIC CONDITIONS rindow designed to comply with the South Florida Building Code, ations where the pressure requirements, as determined by ASCE ►g and Other Structures ", do not exceed the Design Pressure limitations contained in Section 3. minum Circle Top Fixed Window 3' 10- 5/16" high x 2" deep - for 3/16" tempered glass. 3' 0 -3/4" high x 2" deep - for 3/16" annealed glass. ride x 2' 2- 9/16" high x 2" deep - for 1/8" annealed glass. 2. MATERIAL CHARACTERISTICS 2.1 Frame and Sash Material: Extru d Aluminum alloy 6063 -T5 and 6063 -T6 2.2 Gla 2.2.1 Glazing Material: 2.2.1.1 Single Lite, 3/16" tempere 2.2:1.2 Single Lite, 3/16" anneale 2.2.1.3 Single Lite, 1/8" double st 2.2.2` Glazing Method: Interior wall extruded aluminum snap -on glass. Glass bite dimension is 1/2 2.2.3 Daylight Opening: 2.2.3.1 43 -3/8" wide x 105 -3/8" high. 2.2.3.2_ 34 -1/4" wide x 71- 5/16" high. 2.2.3.3 23 -7/8" wide x 50 -1/2" high. 2.3 Panel Construction: None 2.4 Frame Construction: 2.4.1 PERIMETER / HEADER / SILL & IAMB: 1.312" exterior /.938" interior face x 2.000" deep, .062" thick extruded aluminum (Part # SW -101), with a .438" high x .394" deep x .050" wall extruded aluminum snap -on glazing bead (Part # SW -102). 2.4.2 CORNER CONSTRUCTICN: Butt joint construction with frame corners secured with two (2) #8 x 1" PPH SMS. 2.5 Weather- strippinii None 2.6 Hardware: None 2.7 Weepholes: None d glass. 3 glass. rength annealed glass. lazed using glazing tape and a .438" high x .394" deep x .050" glazing bead (Part # SW -102) with a vinyl bulb between bead and Manu Produ Perez, P.E. - Plan Control Division miner II • Sunshine Windows Manufacturing, In NOTICE OF ACC 2.8 Muntins: None 2.9 Reinforcement: None 2.10 Additional information: Flange type frame. 2.11 Sealant: The frame corners, glazing bead channel ends and installation fasteners sealed with white color sealant. 3. LIMITATIONS 3.1 3.2 3.3 Circle Top or Eyebrow Top shapes. This approval applies to single ur For Design Pressure Rating vs. V< Other configurations allowed: Fu 4. INSTALLATION: 4.1 Screws and Method of Attachment PERIMETER ARCH / HEAD / S into wood or concrete respectivel' JAMBS: #10 x 1 -1/2" SMS OR respectively, spaced 6" from eacl Minimum embedment of 1 -1/2" ii Note: Please see note #11, Page 3 4.2 Limit shim space to a maximum c 4.3 Anchorage of the window shall b only those anchors specified in t1 embedment is unacceptable. 4.4 Fasteners must have their own Nc adequate protection against corros compatible shall be properly prot 5. IDENTIFICATION 5.1 Each unit shall bear a permanent following statement: "Dade Coun ACCEPTANCE No.: 96 1008.03 APPROVED EXPIRES PTANCE: SPECIFIC CONDITIONS OCT 1 5 1997 OCT 1 5 2000 it applications only, as shown in Section 10. indow Size, see Comparative Analysis Tables in Section 9. 1 Round, Quarter Round, Eyebrow, Oval and Rectangular with [LL: #10 x 1 -1/2" SMS OR 3/16" x 2 -1/4" Tapcons fasteners, spaced 6" from each frame corner and 16" o.c. maximum. /16" x 2 -1/4" Tapcons fasteners, into wood or concrete frame corner and 16" o.c. maximum. to wood and 1 -1/4" embedment into masonry respectively. f 1/4" to concrete, masonry and/or wood framing and shall consist of is Notice of Acceptance . Substitution of anchor type or indicated tice of Acceptance and must be made of stainless steel or have ion, per DIN 50018. Aluminum contacting metals not considered cted. abet with the manufacturer's name or logo, city, state and y Product Control Approved ". - 2a - Manu Perez, P.E. - Plans Produ. . ntrol Division finer II Glazing: 3/16" Tempered Glass TEST TEST LOADS DESIGN LOADS AIR INFILTRATION @ 1.57 PSF SFBC PA 202 -94 (0.15 CFM/FT 0.003CFM /FT FTL -1426 ----- - - - - -- UNIFORM STATIC PRESSURE (DESIGN LOAD) SFBC PA 202 -94 POSITIVE 3/16" tempereI glass +90.0 PSF FTL -1426 +90.0 PSF FTL -1426 UNIFORM STATIC PRESSURE (DESIGN LOAD) SFBC PA 202, -94 NEGATIVE 3/16 "tempered glass -90.0 PSF FTL -1426 -90.0 PSF FTL -1426 WATER RESISTANCE (PSF) SFBC 202 -94 +15.0 PSF FTL -1426 +100.0 PSF FTL -1426 UNIFORM STATIC PRESSURE (FULL TEST LOAD) SFBC PA 202 -94 POSITIVE +135.0 PSF FTL -1426 +90.0 PSF FTL -1426 UNIFORM STATIC PRESSURE (FULL TEST LOAD) SFBC PA 202 -94 NEGATIVE -135.0 PSF FTL -1426 -90.0 PSF FTL -1426 FORCED -ENTRY RESISTANCE (FER) SFBC 3603.2(b)(5) N.R. Design Pressure Rating (Positive) +90.0 PSF Design Pressure Rating (Negative) -90.0 PSF ,/ For Design Pressure Rating vs. Window Size, see "Allowable Design Pressure" Tables in Dwg. No. 9701. Sunshine Windows Manufacturin 6. USE 6.1 NOTICE OF AC Application for building permit 6.1.1 This Notice of Acceptance 6.1.2 Completely dimensioned opening to receive window, me 6.2 The Building Official shall ensu opening in which it is to be insta 6.3 Note: The installation of this u 7. TESTS PERFORMED 7.1 TEST: SULTS: - 2b - ACCEPTANCE No.: 96- 1008.03 APPROVED : OCT 1 5 19 97 EXPIRES : OCT 1 5 2000 PTANCE: SPECIFIC CONDITIONS all be accompanied by two copies of the following: rawing showing size and location, including height above grade of roof height, length and width of building. the adequacy of window to meet the pressure requirement of the led. it will require a hurricane protective system. Manue Produ Perez, P.E. Plans Ex. trol Division Glazing: 3/16" Annealed Glass TEST RESULTS DESIGN LOADS AIR INFILTRATION @ 1.57 PSF SFBC PA 202 -94 (0.15 CFM/FT 0.14CFM /FT FTL -1424 UNIFORM STATIC PRESSURE (DESIGN LOAD) SFBC PA 202 -94 POSITIVE 3/16" annealed glass +40.0 PSF FTL -1424 +40.0 PSF FTL -1424 UNIFORM STATIC PRESSURE (DESIGN LOAD) SFBC PA 202 -94 NEGATIVE 3/16" annealed glass -40.0 PSF FTL -1424 -40.0 PSF FTL -1424 WATER RESISTANCE (PSF) • SFBC 202 -94 +12.0 PSF FTL -1424 +80.0 PSF FTL -1424 UNIFORM STATIC PRESSURE (FULL TEST PA 202 -94 POSITIVE LOAD) SFBC +60.0 PSF FTL -1424 +40.0 PSF FTL -1424 UNIFORM STATIC PRESSURE (FULL TEST PA 202 -94 NEGATIVE LOAD) SFBC -60.0 PSF FTL -1424 -40.0 PSF FTL -1424 FORCED -ENTRY RESISTANCE (FER) SFBC 3603.2(b)(5) N.R. Design Pressure Rating (Positive) +40.0 PSF Design Pressure Rating (Negative) -40.0 PSF For Design Pressure Rating vs. Window Size, see "Allowable Design Pressure" Tables in Dwg. No. 9701. Sunshine Windows Manufacturin 7.2 TEST: NOTICE OF ACC PTANCE: SPECIFIC CONDITIONS RE • ULTS: - ACCEPTANCE No.: 96- 1008.03 APPROVED : f,"( 1 5 1997 EXPIRES : OCT 1 5 2000 Manue Perez, P.E. Plans E ner II Produc control Division • Sunshine Windows Manufacturin:, I c. ACCEPTANCE No.: 96- 1008.03 7.3 TEST: NOTICE OF ACC PTANCE: SPECIFIC CONDITIONS RESULTS: - 2d - APPROVED : OCT 1 5.1997 EXPIRES : OCT 1 5 2000 Man , el Perez, P.E. Plans E Prod • Control Division Glazing: 1/8" DSB Annealed Glass - TEST TEST LOADS DESIGN LOADS AIR INFILTRATION @ 1.57 PSF SFBC PA 202 -94 (0.15 CFM/FT2) 0.04CFM /FT2 FTL -1425 ---- - - - - -- UNIFORM STATIC PRESSURE (DESIGN LOAD) SFBC PA 202 -94 POSITIVE 1/8" annealed lass +45.0 PSF FTL -1425 +45.0 PSF FTL -1425 UNIFORM STATIC PRESSURE (DESIGN L0AD) SFBC PA 202 -94 NEGATIVE 1/8" annealed ; -45.0 PSF FTL -1425 -45.0 PSF FTL -1425 WATER RESISTANCE (PSF) SFBC 202 -94 +12.0 PSF FTL -1425 +80.0 PSF FTL -1425 UNIFORM STATIC PRESSURE (FULL TES LOAD) SFBC PA 202 -94 POSITIVE +67.5 PSF FTL -1425 +45.0 PSF FTL -1425 UNIFORM STATIC PRESSURE (FULL TES LOAD) SFBC PA 202 -94 NEGATIVE -67.5 PSF FTL -1425 -45.0 PSF FTL -1425 FORCED -ENTRY RESISTANCE (FER) SFBC 3603.2(b)(5) N.R. Design Pressure Rating (Positive +45.0 PSF Design Pressure Rating (Negative) -45.0 PSF For Design Pressure Rating vs. Window Size see "Allowable Design Pressure" Table in Dwg. No. 9701. • Sunshine Windows Manufacturin:, I c. ACCEPTANCE No.: 96- 1008.03 7.3 TEST: NOTICE OF ACC PTANCE: SPECIFIC CONDITIONS RESULTS: - 2d - APPROVED : OCT 1 5.1997 EXPIRES : OCT 1 5 2000 Man , el Perez, P.E. Plans E Prod • Control Division Sunshine Windows Manufacturing, In . ACCEPTANCE No.: 96- 1008.03 8. EVIDENCE SUBMITTED 9. COMPARATIVE ANALYSIS: See " attached Drawing No.9701, Sheets 1 thru 3 o 10. TYPICAL DOOR ELEVATION: F see attached Drawing No. 9701, Sheets 1 thr APPROVED • EXPIRES : OCT 1 5 2000 NOTICE OF ACC ; PTANCE: SPECIFIC CONDITIONS 8.1 Tests: 8.1.1 Test report on : 1) Air Infiltration Test, per ''A 202 -94 2) Uniform Static Air Press re Test, Loading per PA 202 -94 3) Water Resistance Test, p: r PA 202 -94 along with installation diagram of a 'Series 4250 Aluminum Circle Top Fixed Window" with 3/16" tempered glass, prepared by Fenestr• ion Testing Laboratory, Inc., Report No. FTL -1426, dated April 16, 1996, signed and sealed by Gilbert I iamond, P.E. 8.1.2 Test report on : 1) Air Infiltration Test, per A 202 -94 2) Uniform Static Air Press re Test, Loading per PA 202 -94 3) Water Resistance Test, p.r PA 202 -94 along with installation diagram of a 'Series 4250 Aluminum Circle Top Fixed Window" with 3/16" annealed glass, prepared by Fenestra ion Testing Laboratory, Inc., Report No. FTL -1424, dated April 16, 1996, signed and sealed by Gilbert 1 iamond, P.E. 8.1.3 Test report on : 1) Air Infiltration Test, per ' A 202 -94 2) Uniform Static Air Press re Test, Loading per PA 202 -94 3) Water Resistance Test, p =r PA 202 -94 along ,with installation diagram of a Series 4250 Aluminum Circle Top Fixed Window" with 1/8" annealed glass, prepared by Fenestration Testi g Laboratory, Inc., Report No. FTL -1425, dated April 16, 1996, signed and sealed by Gilbert Diamon P.E. 8.2 Drawings: 8.2.1 Manufacturer's die drawings. 8.2.2 Manufacturer's Test Unit dra ing No. SW -1001, dated 4/16/96 by Sunshine Window. Mfg. Inc. 8.2.3 Drawing No.9701, "Series 4 450 Aluminum Circle Top Fixed Window ", Sunshine Window Mfg., Inc., dated 6/19/97, Sheets 1 3 o 3, prepared by Mfr., signed and sealed by K.A. Whitfield, P.E. 8.3 Calculations: 8.3.1 Comparative Analysis and A chor Calculations, dated 4/23/96, pages 1 thru 11 of 11, prepared by Applied Engineering Concepts, signe and sealed Yamil Gerardo Kuri, P.E. Ilowable Design Pressure" table for each geometric configuration, on 3, bearing the Dade County Product Control r typical elevation and cross sections of each geometric configuration, 3 of 3, bearing the Dade County Product Control - 2e - OCT 1 5 1997 Manue Produc erez, P.E. - Plans Ex . - r II ar trol Division Sunshine Windows Manufacturing, Inc. NOTICE OF A 1. Renewal of this Acceptance (approval) submitted documents, including test sup 2. Any and all approved products shall be statement: "Dade County Product Contr Acceptance. 3. Renewals of Acceptance will not be con a) There has been a change in t the product is not in complianc b) The product is no longer the c) If the Acceptance holder has correct installation of the produ d) The engineer who originally is no longer practicing the eng 4. Any revision or change in the materials, for termination of this Acceptance, unle application with appropriate fee) and g 5. Any of the following shall also be groun a) Unsatisfactory performance b) Misuse of this Acceptance as Items 10, 11 & 12 list 10. Unless specifically indicated in the Acce multiple installation of this unit, a separa 11. The spacing of fasteners at window sills fasteners in all other parts of the frame, s shall exceed 24" on center. The first fast stile. Fastener shall fully penetrate the b plastic shields oc'pins shall be used for 12. Hardware for all windows and doors sha Florida Building Code. ACCEPTANCE No.: 96- 1008.03 APPROVED : OCT 1 5 1997 EXPIRES : OCT 1 5 2000 CEPTANCE STANDARD CONDITIONS all be considered after a renewal application has been filed and the original orting data, engineering documents, are no older than eight (8) years. ermanently labeled with the manufacturer's name, city, state, and the following !Approval", or as specifically stated in the specific conditions of this idered if: e South Florida Building Code affecting the evaluation of this product and with the code changes; ame product (identical) as the one originally approved; of complied with all the requirements of this acceptance, including the t; repared, signed and sealed the required documentation initially submitted, eering profession. se, and/or manufacture of the product or process shall automatically be cause prior written approval has been requested (through the filing of a revision ted by this office. s for removal of this Acceptance: f this product or process; an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number prece ' ed by the words Dade County, Florida, and followed by the expiration date may be displayed in advertising literatur . 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 distri utors and shall be available for inspection at the job site at all time. The copies need not be resealed by the engin er. 8. Failure to comply with any section of thi. Acceptance shall be cause for termination and removal of Acceptance. 9. This Acceptance contains pages 1, 2, 2(a through 2(e) and this last page 3. d below only apply to glazed products and doors tance (approval), this unit is approved as a single unit installation. For e Acceptance for mullions is required from the Product Control Section. hall be as indicated in Section 4 of this Notice of Acceptance. The spacing of all be as indicated in Section 4 of this Notice of Acceptance, but in no case ner shall be located at a maximum of 6" from each corner and mullion or k, which shall be the same size as the one tested with the unit. No wood or choring. 1 conform to Security and Forced Entry Prevention Chapter 36 South END OF THIS ACCEPTANCE - 3 - Ma el er II Pro Perez, P.E. - Plans Ex ontrol Division WINDOW SIZE W • H inches Max. Allowable Design Pressure- P9P F'L -1419 3/16' TEMPERED GLASS • NUMBER OF ANCHORS FTL 3/ ANNEALED -1420 NUMBER OF . ANCHORS FT L-1421 '1/8' ANNE DS8 NUMBER OF ANCHORS Head •• am• GLASS Head Jomb GLASS HeoJ Jomb INT. . Jamb EXT. . Sill . 1N . Sill X. X MT. Sill 46 • 108 90 90 3 7 -- , -- -- -- -- -- -- 37 • 108 100 106.3 3 7 -- -- -- -- -- -- -- 26 • 108 108 • 19 -- 19 • 108 918 46 -- 46 • 91 91. 37 100 110.6 6 3 -- 37 • 91 -- -- -- -- -- 91. 28 100 146. 6 2 -- 26 • 91 -- -- -- -- 21 • 19 1`C 19..3 E 2 - - ••- 13 • 3: IOC, :91.E 2 6 -. -- ._ - . - .. - -- -- -- 46 • 74 100 192.8 1 5 -- -- -- -- -- -- -- • -- 37 • 75 100 117.5 3 5 40.1 40.1 3 5 -- -- -- -- 26 • 74 100 152.1 2 5 51 .8 100 196.8 5 2 67 67 5 2 19 it 74 100 198.8 2 5 67 67 2 5 -- -- -- -- 46 • 63 63 • 37 100 124.7 4 3 42.5 42.5 4 3 37 • 63 100 1124.7 3 4 42.5 42.5 3 4 -- -- -- -- 26 • 63 100 171.6 2 4 58.4 58.4 2 4 -- -- -- -- 19 • 63 100 202 2 4. 68.8 68.8 2 4 -- -- -- -- 46 • 53 -- -- -- 53 • 37 100 135.3 4 2 46.1 46.1 4 2 37 • 53 100 135.3 2 4 46.1 46.1 2 4 -- -- -- -- 26 • 53 100 166.1 2 4 56.5 56.5 2 4 45.6 45.6 2 4 19 • 53 100 209 2 4 71.2 71.2 2 4 47.4 47.4 2 49.7 46 • 38 100 146.1 3 3 49.7 49.7 3 3 -- -- -- 58.4 37 • 38 100 171.7 3 3 58.4 58.4 3 3 -- -- -- 2 26 • 38 100 190.5 2 3 64.9 64.9 2 3 52.3 52.3 2 3 19 • 38 100 228.7 2 3 77.9 77.9 2 3 62.8 62.8 2 r 46 • 26 ;00 174.7 3 2 59.5 59.5 3 2 48 48 3 100 37 • 26 100 193.2 3 2 65.8 65.8 3 2 53.1 53.1 3 26 • 26 26 • 26 100 250.6 2 2 85.3 85.3 2 2 68.9 68.9 2 2 19 • 26 100 270.2 2 2 90 90 2 2 74.3 74.3 2 2 WINDOW SIZE W • H inches Max. Allowable Design Pre - .re- PS► FTL -1419 3/16" TEMPERED CLASS NUMBER FTL OF 3/16 ANCHORS ANNEALED -1420 NUMBER OF ANCHORS FTL l/8' ANNEALED -1421 DSB NUMBER OF ANCHORS Head _ CLASS Head _ CLASS EXT. INT. Sill Jamb EXT. INT. Sill Jomb EXT. INT. Sill Jamb 108 • 46 108 • 37 108 • 26 108 • 19 918 46 91. 37 100 110.6 6 3 -- -- -- -- -- -- 91. 28 100 146. 6 2 -- -- -- -- -- -- 21 • 19 1`C 19..3 E 2 - - ••- -- -". -- - .. 74 • 46 100 102.8 5 3 • -- -- -- -- -- -- 74 • 37 100 117.5 5 3 40.1 74 • 26 100 152.1 5• 2 51.8 51.8 5 2 -- -- -- -- 74 • 19 100 196.8 5 2 67 67 5 2 -- -- -- -- 63 ■ 46 63 • 37 100 124.7 4 3 42.5 42.5 4 3 -- -- -- -- 63 • 26 100 171.6 4 2 58.4 58.4 4 2 -- -- -- -- 63 • 19 100 202 4 2 68.8 68.8 4 2 -- -- -- -- 53 • 46 100 125.2 4 3 -- -- -- -- -- -- -- -- 53 • 37 100 135.3 4 2 46.1 46.1 4 2 -- -- - - 53 • 26 100 166.1 4 2 56.5 56.5 4 2 45.6 45.6 4 2 53 x 19 100 209 4 2 71.2 71.2 4 2 47.4 l7.4 4 2 38 • 46 100 146.1 3 3 49.7 49.7 3 3 -- -- - - 38 • 37 100 171.7 3 3 58.4 58.4 3 3 -- -- - - 38 • 26 100 190.5 3 2 64.9 64.9 3 2 52.3 52.3 3 2 38 • 19 100 228.7 3 2 77.9 77.9 3 2 62.8 62.8 3 2 26 • 46 100 174.7 3 2 59.5 59.5 3 2 48 48 3 2 26 • 37 100 193.2 3 2 65.8 65.8 3 2 53.1 53.1 3 2 26 • 26 100 250.6 2 2 85.3 85.3 2 2 68.9 68.9 2 2 26 ■ 19 100 270.2 2 2 90 90 2 2 74.3 74.3 2 2 • 16" L WINDOW HEIGHT MAX. T YP T' 1/8' DSO ANNEALED OR 3/16' ANNEALED OR TEMPERED GLASS UPRIGHT RECTANGULAR WITH CIRCLE OR EYEBROW TOP TYPICAI FP FVATION WINDOW HEIGHT SIDEWAYS RECTANGULAR WITH CIRCLE OR EYEBROW TOP TYPICAI ELEVATION 1/8' DSB ANNEALED OR 3/16' ANNEALED OR TEMPERED GLASS APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DAT I91 PP.ODU ....TROL DIVISIO B UILDING CODE COMPLIANCE OFFICE a CCEPTASCE No. 9l,- i0a. Engr: KELVIN WHITFIELD. P.E. FLA. PE 1 24140 //A vi z 0 S ce 0 0 0 .t 0 RATE: OR 1• Seat: wet 04•_ Sr: R • P 0€6400 en DRAWING No. 9701 SHEET 3 OF 3 11 1 • WINDOW SIZE W x H - inches Max. Allowable Design Pressure- PSF No. GLASS FTL -1426 3/16" TEMPERED CLASS FTL- 1424 3/16" ANNEALED GLASS FTL -1425 1/8" DSB ANNEALED CLASS Of Anchors EXT INT. EXT. INT. EXT.I INT. BoseArch BoseArch 108. 34 100 97.3 89 -- -- -- -- 8 108 x 26 100 154.4 -- -- -- -- 5 6 108 x 18 100 228 -- -- -- -- 5 6 108 x 10 100 378.8 -- -- -- -- 5 5 90 x 34 100 133.8 -- -- -- -- 5 6 90 x 26 100 165.4 -- -- -- -- 5 5 90 x 18 100 246.5 -- -- -- -- 5 5 90 x 10 100 407.8 -- -- -- -- 5 5 74 x 24 100 156.7 66.6 66.6 -- -- 4 4 74 . 18 100 236.5 80 92.1 -- -- 4 4 74 x 10 100 438.9 80 191.1 -- -- • 4 S') x 1: 1 2r., 7 99 129 f 77 9 80 77 0 I • 53 x 10 100 529.2 80 264 151.31 3 WINDOW SIZE W H inches Max. allowable Design Pressure- PSF NUMBER OF ANCHORS GLASS FTL-1425 3/16' TEMPERED GLASS FTL -1424 3/16' ANNEALED CLASS FTL -1425 1/8" OSB Al:NZALIO GLASS No. Of Anchors EXT. INT. EXT. !NT. EXT. INT. BoseArch 46' 108 x 46 97.3 89 -- -- -- -- 8 8 108 x 36 100 106.5 -- -- -- -- 8 8 108 x 24 '100 133.5 -- -- -- -- 8 • 6 90 x 46 100 102.2 -- -- -- -- 6 8 90 x 36 100 111.2 -- -- -- -- 6 8 90 x 24 100 134.8 -- -- -- -- 8 6 74 x 46 100 111.7 -- -- -- -- 4 8 74 x 36 100 138.1 42.3 42.3 -- -- 4 8 74 x 24 100 166.2 65.3 65.3 -- -- 4 6 53 ■ 46 100 138.4 46.2 46.2 -- -- 2 8 53 x 36 100 168.4 59.7 59.7 -- 151.3 2 8 53 x 24 100 191.2 80 92.2 52.2 52.2 2 6 37 x 24 100 287.4 80 135.6 _ 76 76 2 6 WINDOW HEIGHT Max. Allowable Design Pressure - PSF NUMBER OF ANCHORS GLASS 3/16' TEMPERED 3/16" ANNEALED 1/8' (DSB ANNEALED EXT. INT. EXT. INT. EXT. INT. SIDES ARCH 46' 100 165 53 53 30 30 6 4 36' 100 189 80 89 54 54 4 3 24' 100 425 80 213 _ 80 120 4 3 • • GAME TER 8138Q TYPICAL FI E VATION 1/8' 058 ANNEALED OR 3/16 ANNEALED OR TEMPERED GLASS WINDOW DIAMETER Max. Allowable uesign Pressure- PSF EIGHT ANCHORS GLASS 3/16" TEMPERED FOUR ANCHORS GLASS 3/16" TEMPERED 3/16" ANNEALED 1/8' (DSB) ANNEALED Go 1 __ • :3 108 1 80 89 46" 36" EXT. INT. 130 132 100 215 EXT. cG 100 INT. EXT. 1 INT. EXT. 1 INT. 51 3.. 51 24' 100 485 100 243 I 80 212 BO 120 HEIGH T 8 QUARTER ROUNQ TYPICAL ELEVATION Vs' 058 ANNEALED OR 3/16" ANNEALED OR TEMPERED GLASS WINDOW HEIGHT 058 ANNEALED/ /// /OR•/ 3/16" NEALED OR TEMPERED GLASS - 6 EI L---J 24' MAX. SPACING TYP TYPICAL W. 4DOw HEIC•: 6' TYP APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DAT CT o I9. aY PROD CONTROL DIVIS.ON BUILDING CODE COMILIATICE OFFICE ACCEPTANCE NO. 9 •6OR.O3 WINDOW WIDTH • W TYPICAL FI FVATION SPACING TYPICAL WINDOW WITH SIYAL TYPICAL ELEVATION 6' TYP Engr. XELWN WHITFIELD. P.E. RA PE 4 24140 0 /o /N Q7 vi z 0 ce o: 0 DATE: 00-19-s7 PC P IL• ./r . r 0111;101 U. a P P OaO TD SY: DRAWING No. 9701 SHEET 2 OF 3 r, . •ji+4'C�+=sa' 1 1 - • • 1 BY OR 2 91 v009 BUCK rr T e . 1312 F 2.000 4]8 IX OSB ANNEALED WINDOW ;� 1/1" YA % \PSHIY - f HEIGHT // OR , 3/16" FNpEQED uPER(i0 GLASS . , OR TYP. , �. .' TYP .DSO" PART NO. SW -101 � �� 11 . � � � 1 1 , L_ I I ' AVG. SPACING ....ii . • TrP�B TYPICAL SV - 101 F= VINDOV WIDTH --1 0394 4 10 SN v000 S. INTO V/ 7/1' MIN. INTO I3130 EMBEDMENT DR • HALF ROUND 3/16' % 2 -1/4' TAPCONS TYPICAL TIFVATION r 039 1 i � AT 16 3C. AVG. TYPICAL Sv -102 7/16' ANNEALED OR TEMPERED GLASS OR 1/8• DS8 1NNI,ALEO FAASS WINDOW SIZE N.K. Allowable Design Pressure- PSF PORT No. SW FTL - 1 425 I/8" DSB ANNEALED fT1 -1424 3/16' ANNEALED 1U5 FTl -1 426 3/16" TEMPERED ZAPS5 No. of Anch $ O WIDTH HEIGHT INT. EXT. INT. EXT. INT. EXT. nseJ 207210 O 6063-T6 26" 13" 80 92 80 80 100 316.9 2 38' 19 62.9 62.9 77.2 77.2 100 216.8 2 SECTION A - A 53" 26 -1/2" 45.1 45.1 55.4 55.4 100 155.4 3 63" 31 -1/2" -- -- 46.6 46.6 100 130.7 3 74' 37' -- -- 39.7 39.7 100 111.3 4 SV -102 7/16' ANNEALE0 OR TEMPERED GLASS 96" 46' -.--OR DSO ANNEALED GLASS HALF CIRCLE PICTURE W NDOW SERIES 42; SW -102 COMPARATIVE ANALYSIS TABLE TYPICAL BASED ON: 1.) FTL -1424 OF 04 -16 -96 NOTES: 82 16• QC. AVG. TEST SIZE = 74' X 36 -3/4" 3/16' % 2 -1 /4• TAPCONS TEST LOADS ♦6C.0. -60.0 =SF I. AN R' % ^KS BY OTHERS. MUST BE v/ 3:4' MIN. EMBEDMENT OR DESIGN LOADS = +40.0. -40.0 PSF ANCHORED MR. PERU 1 10 SH.S. I WOOD W.:TEk INFILTRATION TEST = 12 PSF LOADS TO THE STRUCTURE. 'TESTED 2. NOT DESCFRBED Sv -10I I 1 GLASS ■ 3/16" - ANNEALED IN THOS APPROVAL i Sv - 101 2.) FTL -1425 OF 04 -12 -96 SEPARATELY. TEST SIZE = 53 -1/16' X 26-9/16' TEST LOADS +67.50. -67.50 PSF APPROVED AS COMPLYING DESIGN LOADS +45.0. -45.0 PSF SOUTH FL03;11.: BU1D:I 1/4" YA%. \PSHIM WATER INFILTRATION TEST 12 PSF - NT I 4 A • ♦ - i [ 7, TESTED GLASS - 1/8" DSB - ANNEALED '- 3.) FTL -1426 OF 04 -16 -96 BY SEE MULLION APPROVALS FOR MULLION TYPE AND SIZE _ '[♦ TEST SIZE = 108" % 46 -5/16' P8008 : I100L DIVISION TEST LOADS - +90.0. -90.0 PSF DESIGN LOADS = +135.0, -135.0 PSF BUILDING COOS COMPLIANCE WATER INFILTRATION TEST = 15 PSF ACCEPTANCE NO a6 - 14510g.03 TESTED GLASS = 3/16' - TEMPERED Engr: KEl FLA PE / 24140 � e (/ c (� HALF ROUND V00D BUCK I BY OR TYPICAL Fl NATION SECTION R -8 r • /0 /it it 1 1 - • • METRO -DADS • PRODUCT CONTROL NOTICE OF ACCEPTANCE MIAMI, FLORIDA 33f30 -1563 (305) 375 -2901 Sunshine Windows Manufacturing, Inc. FAX (305) 375 -2908 1745 W. 33 rd Place PRODUCT CONTROL DIVISION Hialeah FL 33012 (305) 375 -2902 FAX (305) 372 -6339 Your application for Product Approval of: Series 4230 Aluminum Fixed Window under Chapter 8 of the Metropolitan Dade C unty Code governing the use of Alternate Materials and Types of Construction, and completely desc 'bed in the plans, specifications and calculations as submitted by: Applicant, along with Drawing No. 9702, S eels 1 and 2 of 2. (For listing, see Section 8 of this Notice of Acceptance) This approval shall not be valid after the exp ration date stated below. The Office of Code Compliance reserves the right to secure this product or material at anytime from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, the Code Compliance Office may revoke, modify, or suspend the use of such product or material immediately. The applicant shall re- evaluate this product or material should any ammendments to the South Florida Building Code be enacted affecting this product or mc terial. The Building Code Compliance Office reserves the the right to revoke this approval, if it is determined by the Building Code Compliance Office 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.: 96- 1008.04 Expire's:09/16/00 Approved: 09/16/97 -1- Internet mail address: postmasterQa buildingcodeon ine.com METROPOLITAN DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 Raul Rodf iguez Product Control Supervisor THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE COMMITTEE This application for Product Approval has been reviewed by the Metropolitan Dade County Building Code Compliance Department and approved by the Building Code Committee to be used in Dade County, Florida under the conditions set for.h above. s w anger, Director Building Code Compliance Dept. Metropolitan Dade County Homepage: http : / /www.buildingcodeonline.com • • • Sunshine Windows Manufacturin:, In NOTICE OF ACC 1. DESCRIPTION OF UNIT 1.1 This approves a fixed aluminum 1994 Edition for Dade County, for the to 7 -88 "Minimum Design Loads for Buildi Rating values in Section 7 and within the 1.2 Model Designation: Series 4230 Al 1.3 Overall Size: a.) 3' 10" wide b.) 3' 1" wide c.) 2' 2-1/2" w 1.4 Configuration: 0 • 1.5 No. & Size of Panels: None 2. MATERIAL CHARACTERISTICS 2.1 Frame and Sash Material: Extrude 2.2 Glazing 2.2.1 Glazing Material: 2.2.1.1 Single Lite, 3/16" tempere 2.2.1.2 Single Lite, 3/16" anneale 2.2.1.3 Single Lite, 1/8" double s 2.2.2 `Glazing Method: Interior wall extruded aluminum snap -on glass. Glass bite dimension is 1/2 2.2.3 Daylight. Opening: 2.2.3.1 43 -3/8" wide x 105 2.2.3.2 34-1/4" wide x 71- 2.2.3.3 - 23 -7/8" wide x 50- 2.3 Panel Construction: N/A 2.4 Frame Construction: 2.4.1 PERIMETER / HEADER / .062" thick extruded aluminum (Part # S aluminum snap -on glazing bead (Part # S 2.4.2 CORNER CONSTRUCTIO (2) #8 x 1" PPH SMS. 2.5 Weather - stripping: None 2.6 Hardware: None 2.7 Weepholes: None PTANCE: SPECIFIC CONDITIONS indow designed to comply with the South Florida Building Code, ations where the pressure requirements, as determined by ASCE g and Other Structures ", do not exceed the Design Pressure limitations contained in Section 3. minum Rectangular Fixed Window x 9' 0-1/8" high x 2" deep - for 3/16" tempered glass. 6' 2" high x 2" deep - for 3/16" annealed glass. de x 4' 5 -1/4" high x 2" deep - for 1/8" annealed glass. glass. glass. ength annealed glass. lazed using glazing tape and a .438" high x .394" deep x .050" lazing bead (Part # SW -102) with a vinyl bulb between bead and Aluminum alloy 6063 -T5 and 6063 -T6 3/8" high. /16" high. /2" high. ILL & JAMB: 1.312" exterior /.938" interior face x 2.000" deep, -101), with a .438" high x .394" deep x .050" wall extruded -102). : Butt joint construction with frame corners secured with two 2 ACCEPTANCE No.: 96- 1008.04 APPROVED : SEP 1 6 1997 EXPIRES SEP 1 6 2000 Manue Perez, P.E. - Produ ntrol Examiner Product ontrol Division • Sunshine Windows Manufacturing, Inc. ACCEPTANCE No.: 96- 1008.04 6. USE 6.1 Application for building permit sh 6.1.1 This Notice of Acceptance 6.1.2 Completely dimensioned dr opening.to_receive window, mean 6.1.3 Duplicate prints of approve stamp, Notice of Acceptance nu marked to show the option and co APPROVED EXPIRES NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 2.8 Muntins: None 2.9 Reinforcement: None 2.10 Additional information: Flange type frame. 2.11 Sealant: The frame comers, glazing bead channel ends and installation fasteners sealed with white color sealant. 3. LIMITATIONS 3.1 This approval applies to single unit applications only, as shown in Section 10. 3.2 For Design Pressure Rating vs. W ndow Size, see Comparative Analysis Tables in Section 9. 3.3 Other configurations allowed: TriLngle, Hexagon and Octagon shapes. 4. INSTALLATION: 4.1 Screws and Method of Attachment PERIMETER HEAD / SILL / JAMBS: #10 x 1 -1/2" SMS OR 3/16" x 2 -1/4" Tapcons fasteners, into wood or concrete respectively, spaced 6" from each frame comer and 16" o.c. maximum. Minimum embedment of 1 -1/2" into wood and 1 -1/4" embedment into masonry respectively. Note: Please see note #11, Page 3 4.2 Limit shim space to a maximum o 1/4" 4.3 Anchorage of the window shall be to concrete, masonry and/or wood framing and shall consist of only those anchors specified in thi. Notice of Acceptance . Substitution of anchor type or indicated embedment is unacceptable. 4.4 Fasteners must have their own No ice of Acceptance and must be made of stainless steel or have adequate protection against corros on, per DIN 50018. Aluminum contacting metals not considered compatible shall be properly prote ted. 5. IDENTIFICATION 5.1 Each unit shall bear a permanent 1 bel with the manufacturer's name or logo, city, state and following statement: "Dade Count, Product Control Approved ". 11 be accompanied by two copies of the following: wing showing size and location, including height above grade of oof height, length and width of building. drawings No. 9702, Sheets 1 and 2 of 2, bearing the approval ber and date by Dade County Product Control Section, clearly ponents selected fo the roposed ins . lati • n. .1 'l j -2a- Man 1 Perez, P.E. - Produ Produc ontrol Division SEP 1 6 1997 SFp 1 6 2000 ntrol Examiner Glazing: 3/16" Tempered Glass TEST TEST LOADS DESIGN LOADS AIR INFILTRATION @ 1.57 PSF SFBC PA 202 -94 (0.15 CFM/FT 0.03CFM /FT FTL -1419 ---- UNIFORM STATIC PRESSURE (DESIGN LOAD) SFBC PA 202 -94 POSITIVE 3/16" tempered glass +90.0 PSF FTL -1419. +90.0 PSF FTL -1419 UNIFORM STATIC PRESSURE (DESIGN L(DAD) SFBC PA 202 -94 NEGATIVE 3/16 "tempered glass -90.0 PSF FTL -1419 -90.0 PSF FTL -1419 WATER RESISTANCE (PSF) SFBC 202 -94 +15.0 PSF FTL -1419 +100.0 PSF FTL -1419 UNIFORM STATIC PRESSURE (FULL TEST PA 202 -94 POSITIVE LOAD) SFBC +135.0 PSF FTL -1419 +90.0 PSF FTL -1419 UNIFORM STATIC PRESSURE (FULL TEST PA 202 -94 NEGATIVE LOAD) SFBC -135.0 PSF FTL -1419 -90.0 PSF FTL -1419 FORCED -ENTRY RESISTANCE (FER) SFBC 3603.2(b)(5) N.R. . Design Pressure Rating (Positive) +90.0 PSF Design Pressure Rating (Negative) -90.0 PSF For Design Pressure Rating vs. Window Size see "Allowable Design Pressure" Table in Dwg. No. 9702. • • • Sunshine Windows Manufacturin:, In . ACCEPTANCE No.: 96- 1008.04 7. TESTS PERFORMED 7.1 TEST: APPROVED SEP 1 6 1997 EXPIRES : SEP 1 6 2000 NOTICE OF ACC PTANCE: SPECIFIC CONDITIONS 6.2 The Building Official shall ensur the adequacy of window to meet the pressure requirement of the opening in which it is to be instal ed. 6.3 Note: The installation of this u it will require a hurricane protective system. RESULTS: -2b- Manuel erez, P.E. - Product trol Examiner Product ontrol Division • Sunshine Windows Manufacturin:, In . ACCEPTANCE No.: 96- 1008.04 7.2 TEST: continued APPROVED : SB' 1 6 1997 EXPIRES : SEP 1 6 2000 NOTICE OF ACC PTANCE: SPECIFIC CONDITIONS RESULT -2c- Manu Perez, P.E. - Produc •'trol Examiner Product ontrol Division Glazing: 3/16" Annealed Glass TEST RESULTS DESIGN LOADS AIR INFILTRATION @ 1.57 PSF SFBC PA 202 -94 (0.15 CFM/FT2) 0.03CFM /FT FTL -1420 --- - - - - -- UNIFORM STATIC PRESSURE (DESIGN LOAD) SFBC PA 202 -94 POSITIVE 3/16" annealed lass +40.0 PSF FTL -1420 +40.0 PSF FTL -1420 v UNIFORM STATIC PRESSURE (DESIGN LOAD) SFBC PA 202 -94 NEGATIVE 3/16" annealed glass -40.0 PSF FTL -1420 -40.0 PSF FTL -1420 WATER RESISTANCE (PSF) SFBC 202 -94 +12.0 PSF FTL -1420 +80.0 PSF FTL -1420 UNIFORM STATIC PRESSURE (FULL TEST LOAD) SFBC PA 202 -94 POSITIVE +60.0 PSF FTL -1420 +40.0 PSF FTL -1420 UNIFORM STATIC PRESSURE (FULL TEST LOAD) SFBC PA 202 -94 NEGATIVE -60.0 PSF FTL -1420 -40.0 PSF FTL -1420 FORCED -ENTRY RESISTANCE (FER) SFBC 3603.2(b)(5) N.R. Design Pressure Rating (Positive) +40.0 PSF Design Pressure Rating (Negative) -40.0 PSF . For Design Pressure Rating vs. Window Size, see "Allowable Design Pressure" Table in Dwg. No. 9702. • Sunshine Windows Manufacturin:, In . ACCEPTANCE No.: 96- 1008.04 7.2 TEST: continued APPROVED : SB' 1 6 1997 EXPIRES : SEP 1 6 2000 NOTICE OF ACC PTANCE: SPECIFIC CONDITIONS RESULT -2c- Manu Perez, P.E. - Produc •'trol Examiner Product ontrol Division Glazing: 1/8" DSB Annealed Glass TEST TEST LOADS DESIGN LOADS AIR INFILTRATION @ 1.57 PSF SFBC PA 202 -94 (0.15 CFM /FT 0.03CFM /FT FTL -1421 - UNIFORM STATIC PRESSURE (DESIGN LCAD) SFBC PA 202 -94 POSITIVE 1/8" annealed g ass +45.0 PSF FTL -1421 +45.0 PSF FTL -1421 UNIFORM STATIC PRESSURE (DESIGN LOAD) SFBC PA 202 -94 NEGATIVE 1/8" annealed g ass -45.0 PSF FTL -1421 -45.0 PSF FTL -1421 WATER RESISTANCE (PSF) SFBC 202 -94 +12.0 PSF FTL -1421 +80.0 PSF FTL -1421 UNIFORM STATIC PRESSURE (FULL TEST PA 202 -94 POSITIVE LOAD) SFBC +67.5 PSF ' FTL -1421 +45.0 PSF FTL -1421 UNIFORM STATIC PRESSURE (FULL TEST PA 202 -94 NEGATIVE LOAD) SFBC -67.5 PSF FTL- 1421 -45.0 PSF FTL- 1421 FORCED -ENTRY RESISTANCE (FER) SFBC 3603.2(b)(5) N.R. Design Pressure Rating (Positive) +45.0 PSF Design Pressure Rating (Negative) -45.0 PSF For Design Pressure Rating vs. Window Size, see "Allowable Design Pressure" Table in Dwg. No. 9702. • Sunshine Windows Manufacturin:, In . ACCEPTANCE No.: 96- 1008.04 7.3 TESTS: APPROVED : SEP 1 6 1997 EXPIRES : SEP 1 6 2000 NOTICE OF ACC PTANCE: SPECIFIC CONDITIONS RESULTS: -2d- Manu Perez, P.E. - Product Produ ontrol Division trol Examiner Sunshine Windows Manufacturing, Inc. ACCEPTANCE No.: 96- 1008.04 - 2e - APPROVED SW 1 6.1997 EXPIRES SEP 1 6 2000 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 8. EVIDENCE SUBMITTED 8.1 Tests: 8.1.1 Test report on : 1) Air Infiltration Test, per 'A 202 -94 2) Uniform Static Air Press 1. re Test, Loading per PA 202 -94 3) Water Resistance Test, pdr PA 202 -94 along with installation diagram of a II'Series 4230 Aluminum Fixed Window" with 3/16" tempered glass, prepared by Fenestration Testing Laboratory, Inc., Report No. FTL - 1419, dated April 2, 1996, signed and sealed by Gilbert Diamond, P.E. 8.1.2 Test report on : 1) Air Infiltration Test, per lA 202 -94 2) Uniform Static Air Press I re Test, Loading per PA 202 -94 3) Water Resistance Test, p d r PA 202 -94 along with installation diagram of a 'Series 4230 Aluminum Fixed Window" with 3/16" annealed glass, prepared by Fenestration Testing Laboratory, Inc., Report No. FTL -1420, dated April 2, 1996, signed and sealed by Gilbert Diamond, P.E. 8.1.3 Test report on : 1) Air Infiltration Test, per ?A 202 -94 2) Uniform Static Air Press. re Test, Loading per PA 202 -94 3) Water Resistance Test, per PA 202 -94 along with installation diagram of a 'Series 4230 Aluminum Fixed Window" with 1/8" annealed glass, prepared by Fenestration Testing Laboratory, Inc., Report No. FTL - 1421, dated April 2, 1996, signed and sealed by Gilbert Diamond, P.E. 8.2 Drawings: 8.2.1 Manufacturer's die drawings. 8.2.2 Manufacturer's Test Unit drawing No. SW -1000, dated 4/16/96 by Sunshine Window Mfg. Inc. 8.2.3 Drawing No. 9702, "Series 4230 Aluminum Rectangular Fixed Window ", Sunshine Window Mfg., Inc., dated 6/24/97, Sheets 1 and 2 o " prepared by Mfr., signed and sealed by K.A. Whitfield, P.E. 8.3 Calculations: 8.3.1 Comparative Analysis and Alchor Calculations, dated 4/23/96, pages 1 thru 18 of 18, prepared by Applied Engineering Concepts, signed and sealed Yamil Gerardo Kuri, P.E. 9. COMPARATIVE ANALYSIS: See "Allowable Design Pressure" table corresponding to each geometrical shape on attached Drawing No. 9702, Sheets 1 and 2 of 2, bearing the Dade County Product Control stamp. 10. TYPICAL DOOR ELEVATION: For typical elevation and cross sections of each geometrical shape, see attached Drawing No. 9702, Sheets 1 and 2 of 2, bearing the Dade County Product Control stamp. Manu Perez, P.E. - Product Produt-ontrol Division trol Examiner A Sunshine Windows Manufacturing, Inc. NOTICE OF A 1. Renewal of this Acceptance (approval) s submitted documents, including test sup 2. Any and all approved products shall be statement: "Dade County Product Contr Acceptance. 3. Renewals of Acceptance will not be con a) There has been a change in t the product is not in complianc b) The product is no longer the c) If the Acceptance holder has correct installation of the produ d) The engineer who originally is no longer practicing•the engi 4. Any revision or change in the materials, for termination of this Acceptance, unle application with appropriate fee) and gr 5. Any of the following shall also be groun a) Unsatisfactory performance b) Misuse of this Acceptance as 6. The Notice of Acceptance number prece may be displayed in advertising literatur in its entirety. 7. A copy of this Acceptance as well as ap the user by the manufacturer or its distri . copies need not be resealed by the engin 8. Failure to comply with any section of thi 9. This Acceptance contains pages 1, 2, 2(a Items 10, 11 & 12 list 10. Unless specifically indicated in the Acce multiple installation of this unit, a separa 1 1. The spacing of fasteners at window sills fasteners in all other parts of the frame, s shall exceed 24" on center. The first fast stile. Fastener shall fully penetrate the b plastic shields or pins shall be used for a 12. Hardware for all windows and doors sha Florida Building Code. ACCEPTANCE No.: 96 1008.04 APPROVED EXPIRES CEPTANCE STANDARD CONDITIONS Sit B 1997 : sEp t 6 2000 all be considered after a renewal application has been filed and the original orting data, engineering documents, are no older than eight (8) years. ermanently labeled with the manufacturer's name, city, state, and the following I Approval ", or as specifically stated in the specific conditions of this idered if: e South Florida Building Code affecting the evaluation of this product and with the code changes; ame product (identical) as the one originally approved; of complied with all the requirements of this acceptance, including the t; p repared, signed and sealed the required documentation initially submitted, eering profession. se, and/or manufacture of the product or process shall automatically be cause prior written approval has been requested (through the filing of a revision ted by this office. s for removal of this Acceptance: f this product or process; an endorsement of any product, for sales, advertising or any other purposes. ed by the words Dade County, Florida, and followed by the expiration date . If any portion of the Notice of Acceptance is displayed, then it shall be done oved drawings and other documents, where,it applies, shall be provided to utors and shall be available for inspection at the job site at all time. The er. Acceptance shall be cause for termination and removal of Acceptance. through 2(e) and this last page 3. d below only apply to glazed products and doors tance (approval), this unit is approved as a single unit installation. For e Acceptance for mullions is required from the Product Control Section. hall be as indicated in Section 4 of this Notice of Acceptance. The spacing of all be as indicated in Section 4 of this Notice of Acceptance, but in no case ner shall be located at a maximum of 6" from each corner and mullion or k, which shall be the same size as the one tested with the unit. No wood or choring. I conform to Security and Forced Entry Prevention, Chapter 6 of the South Manue erez, P.E. - Product Co Examiner Produ trot Division END OF THIS ACCEPTANCE - 3 - • 1 BY OR 2 BY IA WOOD BUOI 2.000 � � 43e / / / 1 /e D58 ANNEALED -1. i......_ _- miaow 1/4 MA1 \PSHW HEIGHT OR 3 / 1 6 - A NNEALED 0R ICYPETIED GLASS / 1.317 (1111 1 rep J 05w P PART -101 6063 T6 �i -101 _ -A SV 1 -0.394 lailijilt 1 10 S.MS. INTO v01311 v/ 3/4' MIN. EMBEDMENT OR =AM Tamara 3/16 0 2 -l/.Tamara TYp I .V EIFVAnON 0.395 AT 16 MC. AVGG. TYPICAL Sv -102 03W .0.. n � •e32 .- •M+ 1+tl_Y SUICIDE DI NAN DO E V V FACTLR. DC SER2y IDFIXED s270 AU/I F =CU /16' ANNEALED OR TEMPERED GLASS BASE EN FTL 6 141914201421 PART No. 511 -102 6063 OR 1/0 050 ANNEALED GLASS Mf.T_�1,� fZIm110111Wr,•T7MItT..r,TIIIT =GM LLIM) Ma a:Ni:=11111101D411aaiu:am CAPACITY MITI OMM'lk .■111MIMV. -a v M0074 nu mann Oral nuosl n Q O VI - _ SUN HINE WINOOW MFG CO 174 w 33 RD PLACE HIAL AH. FL. 33012 (30) 696-8660 SECTION A -A el MIMI LOAD CAPACITY MST) 611f14Sf- l.'.:. .as. I n.- =isu aauc��19i7111. - ∎ DESIGN LOAD cAPACTTT ow) s: a..... . � }4— 1r� • � or nm �l:ua: u. ^ tlt■s4liim■istl, war4mstT.vm 11.4.■•1I.lr. mo..... ANNEALED OR TENDERED IN MO F41■liI./•■rkf.l■■11kf. iZIIMOLT>•∎ f.∎T711111111FJ,1i7■11'TT•■FT•r. im... ♦ U 3/16' GLASS --OR v/• OSe ANNEALED GLASS „RECTANGULAR PICTURE WINDOW SERIES 423Q COMPADATTVE AIVALYS S T - mow SW-102 TYPICAL BASED ON: 1.) Fn -1119 OF 04 -02 -96 NOTES; AT I6 OE. AvG. TEST SIZE - 46 X 106 -1 /e 1 9000 BUCKS BY OTHERS. MUST BE 3/16' 2-1/4' TAPCONS TEST LOADS - +135.0. -135.0 PST ANCHORED PROPERLY TO TRANSFER TRU V/ ] / ' MIN. EMBEDMENT OR DESIGN LOADS - +90.0. -90.0 PSF LOADS TO THE SCTURE. 1 10 SKS. INTO v000 WATER INFILTRATION TEST - 15 PST S Nor DD 2. Appeal commixes ESERVE SV -101 uuqu.,Jb'1p I 'r �• � L TESTED GLASS 3/16 - TEMPERED SV -101 0I T)05 APPROVAL 90 BE ENGINEERED Fn -1420 OF 04 -02 -96 SEPARATELY. � ` � �60.0� TEST LOADS -60.0 PSF AMMO COMRTIMG WI TH THE • , 1 � I r / , .-. • / • 1 I 1/1 OESIGN LOADS - +40.0. -40.0 P59 \A1. \P$NIY WATER INFILTRATION TEST - 12 PST s own f1.0910A (NLDIN6 COTE mI TESTED GLASS - 3/16 - ANNEALED M _ 1931 � 3.) Fri - 142I OF 04 -02 -96 eT - 5(9 NULLIEN APPROVALS FOR moo SIZE = ► TEST SIZE - 26 -1 /2 x 53 -1/4- OL DIh5: TEST LOADS - +67.5. -67.5 PST DESIGN LOADS - •45.0. -45.0 PST BUILDING ICE CORftuNCE OfFICE WATER INFILTRATION TEST - 12 PST ACUFfANCI N0.96- 100R.0g o•1o -/.-.I N(LLIOI HYPE TESTED GLASS - 1 /6 D58 - ANNEALED [oar. 4(1009 91 41f1EL0. P L Fla. PE / 24140 /v! / . flit q/ u..x: '/T. . '• HALF ROUNf) WOOD BUCK 1 6Y OR 2 BY on .r Sr P • • 0CP1m Or DRAWING No. 9702 TYPICAL FT FYATION SECTION B -A .\ SHEET 1 OF 2 • WINDOW ' HEIGHT Max. Allo.eble Design Pressure- PSF No. or Anchors FTL -1426 3 / 16 ' TEMPERED GLASS FTL -142 3/16 ANNEALED GLASS 171 - 1425 1 /8' MB ANNEALED GLASS EXT 1 INT. EXT 1 INT EXT.' INT. 46' 100 214 53 53 30 30 TWO PER SIDE 3a' 100 358 60 89 5D so 29' 100 315 60 141 80 80 ONE PEP S10E N' 100 I 460 80 213 80 120 WWDOW HEIGHT WINDOW SIZE W . H Inches 46 . 106 37 w•J08 26 • 106 19 • 10a 46 . 91 37 • 91 26 • 91 19 . 9t 37 • 74 26 • 74 19 • 74 46 • 63 37 ■ 63 26.63 19.63 46 • 53 37 • 53 26 • 53 19 . 53 46.38 37 • 38 26 • 3a 19 • 38 46 • 26 37 • 26 26 • 26 19 • 26 61- pe TYP WINDOW WIOTH 16 ' NAI. FTL- 1426 3/16' TEMPERED GLASS EXT. INT. 90 90 100 106.3 100 142.5 100 188.1 94.6 94.8 100 110.6 100 146.2 100 191.6 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 117.5 152.1 196.6 111.6 124.7 171.6 202 125.2 135.3 166.1 209 146.1 171.7 190.5 228.7 174.7 193.2 250.6 270.2 3 3 2 2 3 2 2 3 3 2 2 3 3 2 2 P A RECTANGULAR SYPIcAL ft NAnoN Ms■. Allo.eble Design P _ PSF NUMBER OF ANCHORS Heod SRI Jomb 7 7 7 3 6 2 6 2 6 3 2 2 5 3 3 4 2 2 4 • • 4 .3 .3 3 3 2 2 2 2 I /6• 058 ANNEALED OR 3/16' ANNEALED OR TEMPERED GLASS FTL -1424 3/16' ANNEALED GLASS EXT. INT. 67 67 42.5 42.5 58.4 58.4 68.8 68.8 77.9 77.9 NUMBER OF ANCHORS Head 531 Jamb 46 • /4 5 -- 5 4 0.1 5 51.6 40.1 2 51.8 2 100 102 8 4 4 2 4 2 3 3 2 3 2 3 3 2 3 2 2 2 2 2 2 2 2 2 2 2 2 2 Fn.-1425 1/8" 058 ANNEALED GLASS EXT. I INT. 45.6 47.4 52.3 62.8 48 53.1 66.9 56.5 2 46.1 71.2 49.7 2 58.4 2 65.a 2 46.1 56.5 71.2 49.7 s6.4 64.9 45.6 47 - 4 52.3 62.8 59.5 59.5 65.8 85.3 65.3 48 53.1 68.9 74.3 74.3 NUMBER OF ANCHORS Heod 511 Jamb 2 2 2 2 2 3 3 2 2 2 2 2 OCTAf;ON TYPI . 1 EI FVATION APPROVED AS COMPLYINC W?N W11 SOUTH FLORIDA BUILDING COOS DA1 BY p6000Ct_CON1ROL DIVISIO BUDDING CODE COMPLIANCE 01111E ACCEPTMICE NO 100 $• use •LLVT• 4MrFILLD. P.E. RA 01 F 14140 ° u Y n a 15 0 c a O U re 4r scat. mac Lamm et e P P oeoa0 s• DRAWING No. 9702 SHEET 2 or 2 • • • METRO-DADE PRODUCT CONTROL NOTICE Sunshine Windows Manufacturing, Inc. 1745 W. 33 rd Place Hialeah Your application for Product Approval of: Series 1650 Aluminum Horizontal Slidin under Chapter 8 of the Metropolitan Dade 1 Types of Construction, and completely desc Applicant, For listing see Section 8 of this has been recommended for acceptance by th County, Florida under the Specific Conditio on page 3 for glazed products. • This approval shall be valid for a period of f the right to secure this product or material at control testing. If this product or material fa Department may revoke, modify, or suspend •ode Compliance Department reserves the ri amendments to the South Florida Building C The expense of such testing will be incurred Acceptance No.: 95-0213.06 Expires:02 /28/99 FL 33012 This application for Product Approval has b Code Compliance Department and approved County, Florida under the conditions set fort � pproved: 05/04/95 F ACCEPTANCE Window (Double Strength Annealed Glass) ounty Code governing the use of Alternate Materials and ibed in the plans, specifications and calculations as submitted by: otice of Acceptance. Building Code Compliance office to be used in Dade s set forth on pages 2 et. seq. and the Standard Conditions ur years. The Office of Code Compliance reserves anytime from a jobsite or manufacturer's plant for quality is to perform in the approved manner, the Code Compliance the use of such product or material immediately. The Building .ht to require retesting of this product or material should any •de be enacted affecting this product or material. y the manufacturer. Raul Rodriguez Product Control Division Supervisor THIS IS THE COVERSHEET, SEE DDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILD! G CODE COMMITTEE en reviewed by the Metropolitan Dade County Building by the Building Code Committee to be used in Dade above. N 'TE: T • INSrALL ATIONOF T111S UNIT K RF.I DIRE A HURRICANE 1'I (YrF.CTIVE SYSTEM, METROPOLITAN DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE SUITE 1603 METRO-DADE FLAGLER BUILDING 140 WEST FLAGLER STREET MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 PRODUCT CONTROL SECTION (305) 375 -2902 FAX (305) 372 -6339 Director Building Code Compliance Dept. Metropolitan Dade County Sunshine Window Mfg. Inc. ACCEPTANCE No.: 95 - 0213.06 MAY 041995 EXPIRES : February 28. 1999 APPROVED NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. DESCRIPTION OF UNIT 1.1 This approves an aluminum horizontal sliding window designed to comply with the South Florida Building Code 1994 Edition for Dade Coiinty and ASCE 7 -88 "Minimum Design Loads for Buildings and Other Structures ". 1.2 Model Designation Series 1650 Aluminum Horizontal Sliding Window 1.3 Overall Size: 6' 2" wide by 5' 3" high x 2" deep 1.4 Configuration : XO 1.5 No. & Size of Vents: One operable vent: 37 5/16" by 59 5/8 ". 2.0 MATERIAL CHARACTERISTICa 2.1 Frame and Sash Material: Aluminum alloy 6063 - 2.2 Glazing: 2.2.1 Glazing Material: Double strength annealed glass. 2.2.2 Glazing Method: Interior gazed using glazing tape and extruded alumimum snap -in glazing bead. 2.2.3 Daylight Opening: Fixed lent: 33 1/2" wide x 57 1/2" _ high; operable vent: 33 9/16" wide x 57 1/2" high 2.3 Frame Construction: Extruded alun inum head spline. Fixed sash frame extruded aluminum hollow spline 1 3/4" face x 1" deep and extruded iluminum secured with two No. 8 by 1" sheet metal crews 2.4 Sash Construction: Extruded aluminum hollow interlock stile 1 7/8" wide x 1 5/8" deep with two vertical spline. Extruded aluminum hollow lockstile Butt joints: vent corners secured with two No. 8 by 1" sheet metal screws. 2.5 Weatherstripping: Single pile with integral plastic fin in fixed meeting rail, vent top and bottom rail. Single vinyl bulb in vent jamb rail. 2.6 Hardware: One metallic roller with plastic housing at each end of vent bottom rail. One metallic`cam lock at midspan of vent meeting rail. One plastic guide at each end of vent top and bottom rail. 2.7 Weepholes: One 2 3/4" by 3/16" punch out, forming a louver, each with an open cell foam pad, in exterior sill flange, 3 1/2" from each end. One 1 3/4" weep notch in screen track, 2 1/4" from each end. 2.8 ]Vluntins: None 2.9 Reinforcement: None 2.10 Additional Description: The flange type frame. 1 3/4" high overall interior sill flange. and jamb 2 3/4" face x 2" deep with two screw vertical intermediate mullion with vertical two screw 1 5/16" face x 2" deep. Butt joints: frame corners Man lel Perez, P.E. Plans Examiner II Product Control Division • • Sunshine Window Mfg. Inc. NOTICE OF ACC 2.9 Screen: None 2.10 Sealant and Pads: Following were installation screw in each frame jamb; ea sill at each exterior weep hole. One 1" b above and below fixed meeting rail. 3. LIMITATIONS 3.1 This approval applies to single unit a 3.2 Design Pressure Rating as shown in 3.3 Units with dimensions equal to or sm Deviations for higher design pressures by approved by this department. 4. INSTALLATION 4.1 Screws and Method of Attachment APPROVED SILL : #8 x 1 1/4" FHS located 6" from corner and 20 1/2" o.c. • HEAD : #8 x 1 1/4" FHS located 5" from corner and 21 1/2" o.c. JAMBS : #8 x 1 1/4" FHS located 4" from corners and 18 3/8" o.c. Note: Please see note # 1 1. Page 3 4.2 Sub -bucks shall be of pressure treated points on each leg with 3" long fasteners 4.3 For retrofit installations where the exi anchors instead of the fasteners above, the through the buck and penetrate at least 1 1 4.4 Fasteners must have their own Notice adequate protection against corrosion, per compatible shall be properly protected 5. IDENTIFICATION 5.1 Each unit shall bear a permanent label statement: "Dade County Product Control 5.2 The tests were performed according to -la - ACCEPTANCE No.: 95- 0213.06 MAY 041995 EXPIRES : February 28. 1999 PTANCE: SPECIFIC CONDITIONS sealed with black colored sealant: each frame corner; each h vent corner. One 1/2" by 3" long open cell foam pad in frame 1" by 1/2" adhesive adhesive closed cell foam pad in frame plications only, as shown in Section 10. ection 7. ller than those shown in Section 10 qualify under this approval. downsizing the unit are accepted only thru comparative analysis material at least 2" nominal thickness, and secured in at least 6 or equivalent. Sting buck is less than the required 2" nominal; use concrete same diameter and spacing and an appropriate length to go /4" into the masonry structure. of Acceptance and must be made of stainless steel or have DIN 50018. Aluminum contacting metals not considered with the manufacturer's name or logo, city, state and following Approved ". PA 202 -94 and AAMA 1302.5 -76. CL U L t Mantel Perez, P.E. Plans Examiner 11 Product Control Division TEST RESULTS DESIGN LOADS AIR INFILTRATION © 1.57 PSF ASTM E283 (0.37 CFM/FT 0. 29 CFM / /IT UNIFORM STATIC PRESSURE DESIGN LOADS ASTM E330 PA 202 -94 POSITIVE 30 Seconds +45.3 l'SF +45.4 PSF UNIFORM STATIC PRESSURE DESING LOADS ASTM E330 PA 202 -94 NEGATIVE 30 Seconds - 57.3 PSI' -57.3 PSI' WATER RESISTANCE (PSF) ASTM E547/E331 with a 1 3/4" sill height 8.30 PSI' +55.3 PSF' WATER RESISTANCE (PSF) ASTM E547/E331 with a 2 1/2" sill height 10.50 PSF +70.0PSF UNIFORM STATIC PRESSURE FULL TEST LOAD ASTM E330 PA 202 -94 POSITIVE +68.2 PSF 45.4 PSF UNIFORM STATIC PRESSURE FULL TEST LOAD ASTM 030 PA 202 -94 NEGATIVE -83.1 PSF 55.4 PSF FORCED -ENTRY RESISTANCE (FER) AAMA 1302.5 -76 FTL -1004 Design Pressure Rating (Positive) with I 3/4" sill h ght Design Pressure Rating (Negative) with I 3/4" sill height J +45.4 PSF - 57.3 PSF Design Pressure Rating (Positive) with 2 1/2" sill h4ght Design Pressure Rating (Negative) with 2 1/2" sill eight +45.4 PSF -57.3 PSF • Sunshine Window Mfg. Inc. 6. USE 6.1 Application for building permit shall 6.1.1 This Notice of Acceptanc 6.1.2 Completely dimensioned above grade of opening to building. 6.1.3 Manufacturer's installatio 6.2 A copy of this approval as well as t permit applicant by the manufacturer or at all time. 6.3 The Building Official shall ensure th opening in which it is to be installed. 6.4 Note: The installation of this unit 7. TESTS PERFORMED -2b - ACCEPTANCE No.: 95 - 0213.06 1'1041995 APPROVED EXPIRES : February 28. 1999 e accompanied by two copies of the following: rawing showing size and location, including height receive window, mean roof height, length and width of instructions. e manufacturer's installation instructions shall be provided to the is distributors and shall be available for inspections at the jobsite adequacy of window to meet the pressure requirement of the ill require a hurricane protective system. Man • Perez, P.E. Plans Examiner II Product Control Division • Sunshine Window Mfg. Inc. 8. EVIDENCE SUBMITTED 8.1 Tests: 8.1.1 NOTICE OF ACCE Test reports on 1) Air Infiltr 2) Uniform Static Ai 3) Water Resistance 4) Forced Entry Resi along with installation diagram of an Laboratory, Inc. Test Report No. FT signed and sealed by Yamil G. Kuri, 8.2 Drawing: 8.2.1 Manufacturer's die drawings TANCE: SPECIFIC CONDITIONS tion Test, per ASTM E 283 -91 and PA 202 -94. Pressure Test, Loading per ASTM E 330 -90 and PA 202 -94. est, per ASTM E331 /E547and PA 202 -94. tance Test, per AAMA 1302.5 -76 luminum horizontal sliding window, prepared by Fenetration Testing -1 004 dated: December 22, 1994 and reissued February 8, 1995 .E. nd door elevation. -2c- ACCEPTANCE No.: 95 - 0213.06 APPROVED MAY 041995 EXPIRES : February 28. 1999 Man Perez, P.E. Plans Examiner 11 Product Control Division 111111111 ME SERIES 1650 HS -R4S S16S0 -3P COMPARATIVE ANALYSIS LOAO CURVES BASED SIIZEFTL 74 x OF C %8 TEST WATER LT TEST = 8.3 AND 10.5 FIxEO NOTE: LIMIT POSITIVE LOAD TO -\ EIIIIIIIIIIE SI El. \`38 -3/ " c NOON HT.) 1111111111111111111111 11111111,_ 1 1 42 1 , , N\ \\I \I \ , \ \\ \ \ N \ uATERITEST •2-1,2 SI_ - \\ i WATER TEST 1 -3/4 SI_L \ ___ -- - \` ` 3 I ----„I 'Sunshine Window Mfg. Inc. } J m 0 w H F - H ... Cn 0 a_ L. 0 • .0 3:. 40 S0 -2d- ACCEPTANCE No.: 95 - 0213.06 APPROVED 9. COMPARATIVE ANALYSIS: 9.1 Positive Design Loads (Exterior) SUNSHINE W NDOW MFG., INC. GRAPH BY AL- FAR000 CORP. 1235 Su 87 AVE MIAMI 30S- 264 -8100 60 70 0 WINOOW WIDTH - INCHES XO OR Ox SIZES T AY 0 4 1995 EXPIRES : February 28. 1999 L Man Perez, P.E. Plans Examiner 11 Product Control Division 1M 1111 EMINIMEN IMMEll IN NM 1111 NM WIIII ■ ■ ■■ NM MEM igl LLi ■■ 111111111111111111111 I in 1 50 -\ \ ■ ■ \ I ■_ 60 6J .. . • '■ SERIES 1650 HS -R45 •1650 -3I COT1PARATIVE ANALYSIS LOAD CURVES BASED ON FTL -1004 OF •12 -•2 -94 TEST SIZE = 74 , 63 '(0) TEST LOADS : •68.2 -83 i PSF WATER TEST = 6.1 AND 10.. PSF CLASS = 058- ANNEALED VEN & FIXED r • • • Sunshine Window Mfg. Inc. 9. COMPARATIVE ANALYSIS: 9.2 Negative Design Loads (Interior) SUNSHINE WINDOW MFG., INC. m O m N 0 m <n 30 GRAPH BY AL-FAR000 COR 40 S0 WINDOW WIDTH APPROVED 1235 SW 60 70 80 - INCHES XO OR OX SIZES -2e- ACCEPTANCE No.: 95- 0213.06 EXPIRES : February 28. 1999 WAY 0 4 1995 Mam. = Perez, P.E. Plans Examiner II Product Control Division • • Sunshine Window Mfg. Inc. 10. TYPICAL ELEV ATION: 7• . NOTICE OF ACCEPTANCE. SPECIFIC CONDITIONS - 21 ACCEPTANCE No.: 95- 0213.06 APPROVED MAI 0 4 1995 EXPIRES : February 28. 1999 Manu ercz. P.F. Plans Examiner 11 Product Control Division • • tttttttttttri METRO -DADE NOTICE OF ACCEPTANCE• TANDARD CONDITIONS FOR GLA7FD P12 DUCTS I. For multiple window installations, approved mullion drawings and calculations must be filed with Product Control. 3. Any and all approved products shall be p rntanently labeled with the manufacturer's name, city, state, and the following state ent: "Dade County Product Control Approved." 4. Extension of Acceptance may be conside the supporting data, for test reports less t 5. Any revision or change in materials, use automatically be cause for terniination, tit change. 6. Any unsatisfactory performance of this p grounds for re- evaluation. 7. This Acceptance shall riot be used as an e purposes. 411 S. Aluminum windows and sliding doors ha 101 -93 or for wood window unit by ANS \NSI1N \V \VDA I.S. 3 -SS and swim:, doo 10. Swinging doors shall be tested for positiv of the South Fiorida Building code. I Iardware for all windows and doors steal conform to Security and Forced Entry Prevention. Chapter 36 of the South Flori a 13uilding Code. (: The first fastener shall be located a maxi: ium 01 6" from each corner and mullion or stile. Minimum penetration of fastener shall be as tested or 3/4" whichever is higher. No wood or plastic shields or pins shall be used. Unless otherwise noted in the test report, nini siic or screws shall he No. S for lir;t and second floor installation and No. 11) for ;ill other floors above the first and second 2. This Acceptance will qualify smaller unit of the same design and as the unit tested. METROPOLITAN DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING ed after a new application has been tiled and n four (4) years old, has been re- evaluated. r manufacture of the product shall less prior approval is granted for revision or oduct or a change in Code provisions shall be tdorscntent of any product sales or advertising •c been tested in accordance with ANSI!AAf' 1A 1N\V \VDA I.S. 2 -93 and stidinn, doors s ANSI(N\\'\VDA I.S. 8-SS. • and ne,:uive %vinJ pressures as per Chapter 23 I I . The spacing of fasteners shall be as testeL or 24" whichever is less. I :.oil I:,'Iii_•u, ::