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355 NE 93 St (8)J) ./II (/I afI `� ✓fi) / 444 sf� h , BED ROOM s; *• ' ..Aa Alin 4)•N'tf eubl CCt t Uta4�r $ sa... . itldinx plumbing, etectrical and touaing eodvea f .. Chores Village. "fhe Architect and builder lte tkkiirgrA tr. , knowledge of all building reg lations whether jtcifically iiNlieated Herein. AU reinforced steel, + arnin3, plttJS)htdt', electrical wiring add teof fle#ft t -'a .*t be sonceated bsfore inipectiun. ftRtillt 7 3, 4/ t5vl Via. ELECTRICAL NO f ES 4 Volts 7 itas Compressor _. � o • Q Ill . .Condeliser Fan-Coil _amps _ (:.phase / /51' ! Eurnate amps,_ : rorM . AMPS _ • �' Au; t 1) QitiON►NG FOR 34 • lit; I. A;4 RQRIU.4 ogAvvtr apt •.-.rN Mp.r' .. a» " '4 ". f . ems • , NU I �t l� ONL Al is i5 sL J C V TO MoO( cAr Qt iN . • At4CE W1114 STRt1C' URIlk,,O •OTH( REQUli3(ME T$. MEAN ROOF 14DO (h) COASTAL & NON COASTAL ZONES (TRIBUTARY AREA = 10 1 COASTAL & NON COASTAL ZONES (TRIBUTARY AREA = 20 f72.) COASTAL & NON COASTAL ZONES (TRIBUTARY AREA = 30 FT2) CG4SL4L & NON COASTAL ZONES (TRIBUTARY AREA = 40 F72.) COASTAL & NON COASUL ZONES (TRIBUTARY AREA = 50 172) END ZONE (ZONE 5) INTERIOR ZONE (ZONE 4) END ZONE (ZONE 5) NTERIOR ZONE (ZONE 4) EN0 ZONE (ZONE 5) INTERIOR ZONE (ZONE 4) END ZONE (ZONE 5) INTERIOR ZONE (ZONE 4) CN0 Z01vC (ZONE 5) WTERIQ4 ZONE (ZONE 4) 0' -15' 61.5 47.8 57.7 45.8 53.5 44.8 53.3 419 51.1 42.9 55.6 46.7 >15 66.9 52.0 62.7 49.8 60.4 48.8 58. 47.7 59.4 49.9 >20 -25' 71.5 55.6 67.0 53.2 64.5 52.1 62.0 51.0 62.6 528 >25 -30' 75.3 56.8 70.7 56.1 88.0 54.9 65.3 53.8 1 67.7 56.9 >30' -40' 81.5 6.14 76.4 60.7 73.5 59.4 70.6 58.1 72.2 80.6 >40' -50' 86.8 67.5 87.5 64.7 78.4 813 73.3 62.0 82.5 66.7 79.3 613 76.0 63.8 >50 -60' 91.4 71.1 85.8 681 DETERMINATION OF POSITIVE PRESSURES BASED ON NEGATIVES SHOWN ON CHART (a) FOR BUILDING WTH MEAN ROOF HEIGHT EQUAL 01? LESS THAN 60 FEET : FOR END ZONES : MULTIPLY NEGATIVE PRESSURES BY 080 TO OBTAIN MAXIMUM POSITIVE PRESSURES F01 INTERIOR ZONES : MULTIPLY NEGATTVE PRESSURES BY 0.94 TO OBTAIN MAXIMUM POSITIVE PRESSURES (b) FOR BUILDING WITH MEAN ROOF HEIGHT GREATER THAN 60 FEET : FOR EDGE ZONES : MULTIPLY NEGATIVE PRESSURES BY 0.50 TO OBTAIN MAXIMUM POSITIVE PRESSURES FOR ENO ZONES : MULTIPLY NEGA TTVE PRESSURES BY 0.66 TO OBTAIN MAXIMUM POSITIVE PRESSURES. FOR INTERIOR ZONES MULTIPLY NEGATIVE PRESSURES BY 1.00 TO OBTAIN MAXIMUM POSITIVE PRESSURES. BUILDING'S MEAN ROOF HEIGHT VS NEGATIVE DESIGN LOAD FOR COMPONENTS & CLADDING (P. S. F.) MEAN ROOF HEIGHT EQUAL OR LESS THAN 60 FEET APARTMENT BUILDINGS, RESIDENTIAL HOMES & COMMERCIAL BUILDINGS (RETAIL, WHOLESALE) BUILDING'S MEAN ROOF HEIGHT VS DESIGN LOAD FOR COMPONENTS & CLADDING (P.S.F.) MEAN ROOF HEIGHT GREATER THAN 60 FELT APARTMENT BUILDINGS & COMMERCIAL BUILDINGS (RETAIL, WHOLESALE) COSTAL ?ONES ENO ZONE (ZONE 6) 114.1 1169 MEW ROOF HEIGHT (h) )60' -70' >70' - >80 -90' >90' -100' >100'-120' >120 >140 >1 60' >180 >200 -250' >250 -300' >300' -350' >350 -400' >400 >450 -500' NON COASTAL ZONES EDGE ZONE (ZONE 7) 116.5 121.2 125.8 129.6 136.2 142.8 148.4 751 157.8 1681 176.6 185.0 192.5 799.8 204.7 END ZONE (ZONE 6) 86.8 90.3 93.8 96.6 101.5 106.5 110.6 114.1 117.6 125.3 131.6 137.9 143.5 148.9 152.6 INTERIOR 5� 57.2 59.5 61.8 616 66.9 70.7 72.9 73.1 77.5 82.5 86.7 90.8 94. 98 1 100.5 EDGE (ZONE O7) 75.1? 156.8 160.6 164.4 170.0 175.6 780.3 185.0 168.0 197.2 204.7 211.3 216.9 221.6 226.3 JUL 1 0 2000 PITL7bOR ZONE (ZONE 5) 75. M0 78.8 80.7 814 86.2 88.5 90.8 9Z7 96.8 100.5 103.7 106.7 rote WIND LOAD SCHEDULES ASCE 7 -88/93 BASIC WIND SPEED = 110 m.p.h. n- 1 .mrr 1 AN II 1 at S 1 - - 1 lQ 1 1 sokAu P v 4 2 .n.au 2V Vm1 2 AS SHOWN SCALE 5/17/147 611E MAM E N. SKIT 1 Of 1 719.7 722.5 126.7 1.30.9 134.3 137.9 140.7 147.0 152.6 157.5 1E1.3 165.2 168.7 2RR� 7 _ I i i . I Ec o . \ �. jr TUT3r9 1 L]eal1EIxlla c,owPANY C2d 11 1~ 217 1/OG.M 2hO 0.1 ALlpl 91M WW1 A Miff Lk • 4416 L 7 TRIBUTARY AREA : WINDOW OR DOOR OR SHUTTER AREA AS APPLICABLE EXCEPT THAT FOR FREE (A T STANDING STORM PANELS (AT) = PANEL SEAN (ft) x PANEL SPAN (Ft) 3 NOTES : PROFESSIONAL ENGINEER'S SIGNATURE AND SEAL INDICATED ON THIS DRAWING ARE ONLY APPLICABLE 70 GENERIC WIND LOAD CHARTS BASED ON A.S C.E. 7 - 88/93 SECTION 6. REQUIREMENTS FOR A FASTEST M7140 SPEED OF 110 m.p.h. & 7.05 WPO L4.NCE FACTOR. SPECIFIC WIND LOADS MARKED OR HIGH LIGHTED ON THIS GENERIC CHART BY THE CONTRACTOR FOR AN SPECIFIC JOB. AT THE TIME FOR APPLYING FOR A PERMIT, AND DETERMINED BASED ON AN SPECIFIC MEAN ROOF HEIGHT, WIND EXPOSURE. AS WELL AS EDGE. ENO OR INTERIOR ZONE, HAVE NOT BEEN ANALYZED By THIS ENGINEER NOR THEY ARE BEING CERTIFIED BY THIS ENGINEER. SHOULD THIS CONDITION NOT THE ACCEPTABLE BY THE BUILDING OFFICAL, THEN THIS 51011(D AND SEALED GENERIC WIND CHART SWILL NOT BE USED TO OBTAIN ANY PERMIT WHERE SPECIFIC DESIGN WINO LOADS ARE REQUIRED 70 BE CERTIFIED BY A PROFESSIONAL ENGINEER LADE COUNTY MIAMI -DADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Atlantic Shutters Inc. 15421 West Duxue Hwy. Bay 23 N. Miami Beach FL 33162 CONTRACTOR ENFORCEMENT SECTION (305) 375 -2966 FAX (305) 375 -2908 Your application for Product Approval on PRODUCT CONTROL DIVISION (305) 375 -2902 FAX (305) 372-6339 20 Ga. Galvanized Steel Storm Panels Shutter under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This approval shall not be valid after the expiration date stated below. BCCO 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, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. Acceptance No.:99- 0208.01 Expires:11 /09/2001 Raul Rodriguez Chief Product Control Division THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Dade County, Florida under the conditions set forth above. Approved: 03 /04/1999 Internet mail address: postmasterQbuildingcodeonline .com MIAMI -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 CONTRACTOR LICENSING SECTION (305) 375 -2527 FAX (305) 375 -2553 rancisco Quintana, R.A. Director 1 of 3 Miami -Dade County Building Code Compliance Office Homepage: http : /(www.buildingcodeonline.com Atlantic Shutters, Inc. ACCEPTANCE No. : 99- 0208.01 APPROVED MAR 0 4 1999 EXPIRES 11/09/2001 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE This approves a 20 gauge galvanized steel storm panels 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 This 20 gauge galvanized steel .storm panels shutter and its components shall be constructed in strict compliance with the following documents: Drawing No. 98 -312, titled "20 Ga. Galvanized Steel Storm Panel ", prepared by Knezevich & Associates, Inc., dated December 16, 1998, sheets 1 through 9 of 9, signed and sealed by V. J. Knezevich, P.E., bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami - Dade County Product Control Division. 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 times. 4. INSTALLATION This 20 gauge galvanized steel storm panels shutter and its components shall be installed in strict compliance with the approved drawings. 5. LABELING Each panel shall bear a permanent label with the manufacturer's name or logo, city, state and the following statement: "Miami -Dade County Product Control Approved ". 6. BUILDING PERMIT 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. 2of3 ile/ Helmy A. akar, P. E. - Product Control Examiner Product Control Division Atlantic Shutters, Inc. ACCEPTANCE No. : 99- 0208.01 APPROVED MAR 0 4 1999 EXPIRES 11/09/2001 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: "Miami -Dade County Product Control Approved ", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not he 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 3 of 3 Helmy A. , Iakar, P.E. - Product Control Examiner Product Control Division 0 .400' , 2 250" 2.016" .072" I in (TYP) 2.00" ® "h" HEADER SCALE , 3" =1*- PRODUCT MARKING LOCATION 12.00" COVERAGE 13.50" FULL PANEL .17 0' } 2.016" 2.00 " ® "U" HEADER SCALE : 3" = - PRODUCT MARKING (OPTIONAL LOCATION) ..400" STORM PANEL SCALE : 3" = 1'- 0" it 185" SCALE : 3" = 1'- 0" GENERAL NOTES: 1. THIS SHUTTER SYSTEM IS DESIGNED IN ACCORDANCE WITH THE SOUTH FLORIDA BUILDING CODE 1994 EDITION. 2. POSITIVE AND NEGATIVE DESIGN PRESSURE CALCULATIONS SHALL BE PERFORMED FOR SPECIFIC JOBS IN ACCORDANCE WITH ASCE 7 -88 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES ". TABLES SHALL BE REFERENCED AT THE APPROPRIATE DESIGN LOADS. 3. STORM PANELS SHALL BE 20 GAUGE STEEL (t = .035 ") CONFORMING TO ASTM A653, STRUCTURAL QUALITY, GRADE 50, G60 GALVANIZED COATING. ALUMINUM EXTRUSIONS SHALL BE 6063 -76, U.O.N. 4. PRODUCT MARKINGS SHALL BE WITHIN 12" OF ONE END OF THE PANEL WITH A MIN. OF ONE MARKING PER PANEL, AND SHALL BE LABELED AS FOLLOWS: ATLANTIC SHUTTERS, INC. NORTH MIAMI BEACH, FL MIAMI -DADE COUNTY PRODUCT CONTROL APPROVED 5. ALL BOLTS AND WASHERS SHALL BE GALVANIZED OR STAINLESS STEEL WITH A MINIMUM TENSILE STRENGTH OF 60 K.S.I. 6. TYPE I & II PANELS LESS THAN OR EQUAL TO 88" IN HEIGHT SHALL BE FASTENED AT OVERLAPS AT MIDSPAN W/ 1/4 -20 x 1" SIDEWALK BOLTS W/ DIE CAST ALUMINUM WASHERED WINGNUTS (SEE TYPICAL ELEVATIONS). TYPE 1 Sr 11 PANEL SPANS GREATER THAN 88" BUT LESS THAN 144 ", USE FASTENERS AT 1/3 SPANS. FOR TYPE I & II PANEL SPANS LESS THAN 33" FASTENERS ARE NOT REQUIRED. TYPE III & IV, NO BOLTS AT PANEL OVERLAPS ARE REQUIRED. 7. MATERIAL SPECIFICATIONS NOTED HEREIN ARE THE MANUFACTURER'S REPRESENTATION OF MATERIALS USED IN PRODUCT TESTING. 8. THE DETAILS AND SPECIFICATIONS SHOWN HEREIN REPRESENT THE PRODUCTS TESTED FOR IMPACT, CYCLIC AND UNIFORM STATIC AIR PRESSURE TESTING IN CONFORMANCE WITH DADE COUNTY PROTOCOLS PA 201, 203, AND 202. REFERENCE CONSTRUCTION TESTING CORPORATION (CTC) TEST REPORTS No. 95 -007, No. 95- 026, 96-006 AND 96 -0068. 9. TOP & BOTTOM DETAILS SHOWN MAY BE INTERCHANGED AS FIELD CONDITIONS DICTATE. PANELS MAY BE MOUNTED HORIZONTALLY WHERE APPLICABLE. 10. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. EMBEDMENT LENGTHS SHALL BE AS NOTED AND DO NOT INCLUDE STUCCO OR OTHER FINISHES: 11. AT LEAST ONE WARNING NOTE PER OPENING SHALL BE PLACED IN A CONSPICUOUS LOCATION ON ANY OF THE COMPONENTS OF STORM PANEL SYSTEM ADVISING THE HOME OWNER OR TENANT THAT THE STORM PANELS WILL NOT OFFER HURRICANE PROTECTION UNLESS ALL REINFORCING BOLTS ARE PROPERLY INSTALLED AS SHOWN ON THESE APPROVED DRAWING. of 0 ' N 75'; 6.00" COVERAGE 7.50" HALF PANEL .307'666" S 122" (TYP __ _ _ C 2.000 " HORIZONTAL LEG OPTIONAL (LEFT OR RIGHT) OPTIONAL ANGLE ® ANGLE 1/4 -20 X 3/4" MIN. `— 1 PUNCHED INTO ANGLE . (SEE DETAILS FOR SPACING) 01093" TYP. = 0 I — =I K O J J ® STUDDED ANGLE w LI Z a CC Cl X z ;— 2,00" 1, SCALE : 3" = 1'- 0" 120" TYP SCALE : 3" _ (ZAMAC 3 ALLOY) 7® WASHERED WINGNUT SCALE HALF SIZE FASTENER (al 12" O.C. FOR DESIGN LOADS LESS THAN OR EQUAL TO 100 PSF & © 6" O.C. \ FOR DESIGN LOADS GREATER THAN 100 PSF 1r LESS THAN OR EQUAL TO 200 PSF. TOP MOUNT - j(PERP. w J 4 E- w w Z w —J w Z 4 X Q z OVERLAP FASTENERS / TYP. (SEE NOTE # 6) — ALUM. ANGLE CLOSURE PIECE: . 1" x' 2" x .125" MIN. TO x 5" x .125" MAX. EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. (SEE ANCHOR SCHED, BASED ON TYPE OF STRUCTURE) ( ) WIDTH UNLIMITED TO PANEL SPAN) SECTION TYPICAL ELEVATION - TYPE I WIDTH UNLIMITED TYPICAL ELEVATION - TYPE III Q isire 1/4" MAX. TOP MOUNT OR DIRECT MOUNT-- ,1(PERP w _J OVERLAP FASTENERS (SEE PLAN VIEW VARIES: 5.25" MAX.' & NOTE 6) OTTOM MOUNT J (PERP, TO PANEL SPAN/— TOP MOUNT SECTION 18.-- A r Ic ==== 1 =b===== 1 ' BOTTOM MOUNT 12" - TYP EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. (SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE) ALUM. ANGLE CLOSURE PIECE; CONTINUOUS FROM TOP TRACK THROUGH BOTTOM TRACK 1" x 2" x .125" MIN. TO z 2" x 5" x .125" MAX. SECTION A SCALE 1 -1/2" = 1' -0" --BOTTOM V MOUNT OR DIRECT MOUNT - OVERLAP FASTENERS (SEE PLAN VIEW & NOTE 6) TYPICAL ELEVATION - TYPE 11 6" (TYP (NO BOLTS REQUIRED TO HOLD PANEL SEAMS TOGETHER FOR THESE MOUNTING CONDITIONS.) WIDTH UNLIMITED TO PANEL. SPAN) ' WIDTH UNLIMITED (PERP, TO PANEL SPAN- TOP MOUNT OR DIRECT MOUNT 0 I 12 ' TYP A L BOTTOM MOUNT OR DIRECT MOUNT TYPICAL ELEVATION - TYPE IV FASTENER © 12" O.C. FOR DESIGN LOADS LESS THAN OR EQUAL TO 100 PSF & (al 6" O.C. FOR DESIGN LOADS GREATER THAN 100 PSF & LESS THAN OR EQUAL TO 200 PSF. 1-1/2" - 1 MIN. o- 4 -1/2" MIN. OVERLAP APPROVED AS COMPLYING WITH THE SOUTH FLORIDA :UILDING CODE DAT ��'.I ..A BY ./� ... PRODUCT CO' ROL D(VIS'ON BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE N0.1 S? 1Q7•r7) w r O co 4 U w N 0 � V A O A�1x i4 A v ji 44 ca l l w t ' 0 .o M A cc -J 0 LL N z a z E w > 0 z w Y 0 z 4 'o f�1 tel m z z scale 1,3 MOTCO, shoat 1 of 9 d x u > drawn by MC das{gn by (che<ksd b VV JK V JK drawing no. 95 -312 PANEL LENGTH (SEE CONSULTING ENGINEERS • PRODUCT TESTP40 c / i a (VERTICAL OR H 9 a o n 1 I 0 .400' , 2 250" 2.016" .072" I in (TYP) 2.00" ® "h" HEADER SCALE , 3" =1*- PRODUCT MARKING LOCATION 12.00" COVERAGE 13.50" FULL PANEL .17 0' } 2.016" 2.00 " ® "U" HEADER SCALE : 3" = - PRODUCT MARKING (OPTIONAL LOCATION) ..400" STORM PANEL SCALE : 3" = 1'- 0" it 185" SCALE : 3" = 1'- 0" GENERAL NOTES: 1. THIS SHUTTER SYSTEM IS DESIGNED IN ACCORDANCE WITH THE SOUTH FLORIDA BUILDING CODE 1994 EDITION. 2. POSITIVE AND NEGATIVE DESIGN PRESSURE CALCULATIONS SHALL BE PERFORMED FOR SPECIFIC JOBS IN ACCORDANCE WITH ASCE 7 -88 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES ". TABLES SHALL BE REFERENCED AT THE APPROPRIATE DESIGN LOADS. 3. STORM PANELS SHALL BE 20 GAUGE STEEL (t = .035 ") CONFORMING TO ASTM A653, STRUCTURAL QUALITY, GRADE 50, G60 GALVANIZED COATING. ALUMINUM EXTRUSIONS SHALL BE 6063 -76, U.O.N. 4. PRODUCT MARKINGS SHALL BE WITHIN 12" OF ONE END OF THE PANEL WITH A MIN. OF ONE MARKING PER PANEL, AND SHALL BE LABELED AS FOLLOWS: ATLANTIC SHUTTERS, INC. NORTH MIAMI BEACH, FL MIAMI -DADE COUNTY PRODUCT CONTROL APPROVED 5. ALL BOLTS AND WASHERS SHALL BE GALVANIZED OR STAINLESS STEEL WITH A MINIMUM TENSILE STRENGTH OF 60 K.S.I. 6. TYPE I & II PANELS LESS THAN OR EQUAL TO 88" IN HEIGHT SHALL BE FASTENED AT OVERLAPS AT MIDSPAN W/ 1/4 -20 x 1" SIDEWALK BOLTS W/ DIE CAST ALUMINUM WASHERED WINGNUTS (SEE TYPICAL ELEVATIONS). TYPE 1 Sr 11 PANEL SPANS GREATER THAN 88" BUT LESS THAN 144 ", USE FASTENERS AT 1/3 SPANS. FOR TYPE I & II PANEL SPANS LESS THAN 33" FASTENERS ARE NOT REQUIRED. TYPE III & IV, NO BOLTS AT PANEL OVERLAPS ARE REQUIRED. 7. MATERIAL SPECIFICATIONS NOTED HEREIN ARE THE MANUFACTURER'S REPRESENTATION OF MATERIALS USED IN PRODUCT TESTING. 8. THE DETAILS AND SPECIFICATIONS SHOWN HEREIN REPRESENT THE PRODUCTS TESTED FOR IMPACT, CYCLIC AND UNIFORM STATIC AIR PRESSURE TESTING IN CONFORMANCE WITH DADE COUNTY PROTOCOLS PA 201, 203, AND 202. REFERENCE CONSTRUCTION TESTING CORPORATION (CTC) TEST REPORTS No. 95 -007, No. 95- 026, 96-006 AND 96 -0068. 9. TOP & BOTTOM DETAILS SHOWN MAY BE INTERCHANGED AS FIELD CONDITIONS DICTATE. PANELS MAY BE MOUNTED HORIZONTALLY WHERE APPLICABLE. 10. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. EMBEDMENT LENGTHS SHALL BE AS NOTED AND DO NOT INCLUDE STUCCO OR OTHER FINISHES: 11. AT LEAST ONE WARNING NOTE PER OPENING SHALL BE PLACED IN A CONSPICUOUS LOCATION ON ANY OF THE COMPONENTS OF STORM PANEL SYSTEM ADVISING THE HOME OWNER OR TENANT THAT THE STORM PANELS WILL NOT OFFER HURRICANE PROTECTION UNLESS ALL REINFORCING BOLTS ARE PROPERLY INSTALLED AS SHOWN ON THESE APPROVED DRAWING. of 0 ' N 75'; 6.00" COVERAGE 7.50" HALF PANEL .307'666" S 122" (TYP __ _ _ C 2.000 " HORIZONTAL LEG OPTIONAL (LEFT OR RIGHT) OPTIONAL ANGLE ® ANGLE 1/4 -20 X 3/4" MIN. `— 1 PUNCHED INTO ANGLE . (SEE DETAILS FOR SPACING) 01093" TYP. = 0 I — =I K O J J ® STUDDED ANGLE w LI Z a CC Cl X z ;— 2,00" 1, SCALE : 3" = 1'- 0" 120" TYP SCALE : 3" _ (ZAMAC 3 ALLOY) 7® WASHERED WINGNUT SCALE HALF SIZE FASTENER (al 12" O.C. FOR DESIGN LOADS LESS THAN OR EQUAL TO 100 PSF & © 6" O.C. \ FOR DESIGN LOADS GREATER THAN 100 PSF 1r LESS THAN OR EQUAL TO 200 PSF. TOP MOUNT - j(PERP. w J 4 E- w w Z w —J w Z 4 X Q z OVERLAP FASTENERS / TYP. (SEE NOTE # 6) — ALUM. ANGLE CLOSURE PIECE: . 1" x' 2" x .125" MIN. TO x 5" x .125" MAX. EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. (SEE ANCHOR SCHED, BASED ON TYPE OF STRUCTURE) ( ) WIDTH UNLIMITED TO PANEL SPAN) SECTION TYPICAL ELEVATION - TYPE I WIDTH UNLIMITED TYPICAL ELEVATION - TYPE III Q isire 1/4" MAX. TOP MOUNT OR DIRECT MOUNT-- ,1(PERP w _J OVERLAP FASTENERS (SEE PLAN VIEW VARIES: 5.25" MAX.' & NOTE 6) OTTOM MOUNT J (PERP, TO PANEL SPAN/— TOP MOUNT SECTION 18.-- A r Ic ==== 1 =b===== 1 ' BOTTOM MOUNT 12" - TYP EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. (SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE) ALUM. ANGLE CLOSURE PIECE; CONTINUOUS FROM TOP TRACK THROUGH BOTTOM TRACK 1" x 2" x .125" MIN. TO z 2" x 5" x .125" MAX. SECTION A SCALE 1 -1/2" = 1' -0" --BOTTOM V MOUNT OR DIRECT MOUNT - OVERLAP FASTENERS (SEE PLAN VIEW & NOTE 6) TYPICAL ELEVATION - TYPE 11 6" (TYP (NO BOLTS REQUIRED TO HOLD PANEL SEAMS TOGETHER FOR THESE MOUNTING CONDITIONS.) WIDTH UNLIMITED TO PANEL. SPAN) ' WIDTH UNLIMITED (PERP, TO PANEL SPAN- TOP MOUNT OR DIRECT MOUNT 0 I 12 ' TYP A L BOTTOM MOUNT OR DIRECT MOUNT TYPICAL ELEVATION - TYPE IV FASTENER © 12" O.C. FOR DESIGN LOADS LESS THAN OR EQUAL TO 100 PSF & (al 6" O.C. FOR DESIGN LOADS GREATER THAN 100 PSF & LESS THAN OR EQUAL TO 200 PSF. 1-1/2" - 1 MIN. o- 4 -1/2" MIN. OVERLAP APPROVED AS COMPLYING WITH THE SOUTH FLORIDA :UILDING CODE DAT ��'.I ..A BY ./� ... PRODUCT CO' ROL D(VIS'ON BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE N0.1 S? 1Q7•r7) w r O co 4 U w N 0 � V A O A�1x i4 A v ji 44 ca l l w t ' 0 .o M A cc -J 0 LL N z a z E w > 0 z w Y 0 z 4 'o f�1 tel m z z scale 1,3 MOTCO, shoat 1 of 9 d x u > drawn by MC das{gn by (che<ksd b VV JK V JK drawing no. 95 -312 PANEL LENGTH (SEE CONSULTING ENGINEERS • PRODUCT TESTP40 EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE EMBED SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) GLASS OR DOOR EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE EXISTING CONCRETE, / HOLLOW BLOCK OR ✓ EMBE I WOOD FRAMING. SEE N ANCHOR SCHED. BASED /o ON TYPE OF STRUCTURE-- GLASS OR DOOR EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE 0 W r w i / � !" w FINISH MATERIAL STUCCO, AND /OR PLYWOOD FASTENER. SEE ANCHOR SCHEDULE REF. CONNECTION'TYPE 2" r 2 1/4" MAX. 1/2" MAX. ANGLE TO WALL DETAIL 0 CONT. (TYP. TOP & BOTTOM CONT. SCALE : 3" = 1' -0" ()CONT.- FASTENER. SEE ANCHOR SCHEDULE REF. CONNECTION"T'YPE4" 0 WALL MOUNT SECTION SCALE : 3" = 1' -0" FINISH MATERIAL STUCC �— AND IS /OR PLYWOOD FASTENER. SEE ANCHOR SCHEDULE REF. CONNECTION "TYPE 4• L 1/4 -20 MACHINE BOLT & NUT @12 "O.C. 17 0 SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) J w Z l. 1 4 a II Q E A W v %!! i r } 1 - 1/4 -20 MACHINE BOLT & NUT @ 6" O.C. FASTENER. SEE REF. CONNECTION "T'YPE4" Q a X 4 E PANEL TO ANGLE DETAIL x SIDE CLOSURE REQ'D. (SEE PLAN VIEW SEC. A /1) (MAX. DESIGN LOAD =1130 P.S.F. -100 P.S.F. J BUILD -OUT MOUNT SECTION GLASS OR DOOR SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) 1/4" MAX. 1/4 -20 MACHINE BOLT & WINGNUT @ 6" O.C. FOR TYPE) & II AND @ 12" O.C. FOR TYPE III & IV — WOOD FRAMING i CJ I- H Z W J 10 w Z I-- a W w X N Q I f. • 1/4 -20 MACHINE BOLT & WINGNUT @ 6" O.C. FOR TYPE I & II AND @ 12" O.C. FOR TYPE III & IV NOTE THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANELS WOOD CEILING/INSIDE MOUNT SECTION SCALE : 3" = 1' -0" PLYWOOD AND STUCCO FINISH SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) GLASS OR DOOR FASTENER. SEE REF. H C O ONNECTION'TYPE 4" FASTENER. SEE ANCHOR SCHEDULE, REF. CONNECTION'TYPE 3" EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE r PLYWOOD AND STUCCO FINISH SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED (TABLE 2) 1/4" MAX. EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE ()CONT. GLASS OR DOOR ()CONT. WOOD FRAMING (TYP.) ANGLE TO WALL DETAIL WALL MOUNT SECTION E SCALE : 3" = 1' -0" — FASTENER. SEE `, ANCHOR SCHEDULE, \. REF. CONNECTION 'TYPE 3" p .'EDGE w 1 , m E r EQ. w S H la Z w J J w Z Q 0- X Q z J. / / !' EDGE DIST.1 U w i i w CEILING/INSIDE MOUNT SECTION SCALE : 3" = 1-0" —USE REMOVABLE ANCHORS ONLY @ 6" O.C. MAX. FOR TYPE I & II AND @ 12" O.C. MAX. FOR TYPE III & IV, BUT DO NOT EXCEED ANCHOR SCHEDULE SPACING. FASTENER SEE ANCHOR SCHEDULE REF. CONNECTION 'TYPE 1" (LOCATE FASTENER IN NARROW PORTION OF KEYHOLE SLOT) 1 /4" MAX. 1/4" MAX. - EXISTING STUCCO FINISH (TYP.) 1/4 -20 MACHINE BOLT & WINGNUT 6" O.C. FOR TYPE I &II AND @12" O.C. FOR TYPE III & IV /FASTENER. SEE ANCHOR SCHEDULE REF, CONN€CTION'TYPE 3• 1/4 -20 MACHINE BOLT & WINGNUT @ 6" O.C. FOR TYPE I & II AND @ 12" O.C. FOR TYPE III & IV PANEL TO ANGLE DETAIL H wiw J IJ w Q Z i{- <!w d'w XN 4 APPROVED AS COMPLYING WITH THE SOUTH FLORIDA UILDING CODE DAT I" (' tk . 19 BY PRODUCT CO ROL DIV!S.ON BUILDING CODE COMPLANCE OFFICE ACCEPTANCE NO, 'Z W le Q U 0 i0I (o to Q o U Z > N W Z N v 'W z O V I Igq. ^gg 1 1..1 �� Z Ha emilmimaia i 1'1 LU N ¢ (Z 0. CC '<00 C7 h - a C7 W ICD a 0 w • • • 00 I , 0 N m o m ar- 0 0 N 0 v J II LL W N - r 1, o 17; l z cc W m a. 0 o VI 3 z ' 7,1 a c v a LL W h X > u,I a E P LL o m a W 0 O m X . a m z ,gl 1 1 analeirimmmi dellyn by vhc checked byl vm J f drawing no. 1 98 -312 1 sheet 2of9 SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) GLASS OR DOOR 1 1/4 -20 S.S. BOLT & WINGNUT © 12" O.C. 4 1/0/ 11W 4 un r, inns:, VAAMA PLYWOOD AND i STUCCO FINISH 2" x 6" P.T. WOOD BLOCKING WALL MOUNT SECTION (BOTTOM) SCALE : 3" = 1' -0" MIN. 2" x 2" x .125" MAX. 4" x 4" x .125" CONT. 6063 -T6 ALUM. ALLOY OR 18 GAGE GALV. STEEL ANGLE � CORNER DETAIL C SCALE : 3" = 1' -0" CONT STORM PANEL ,.. co u (MAX. DESIGN LOAD t 72 PSF) NOTE: THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANELS. STORM PANEL CONT. 6" x .250" ALUM. PLATE ACROSS WOOD JOIST OR ROOF TRUSS PROVIDE CONT. PLATE WHERE TRACK ENDS BETWEEN TRUSSES ()CONT. FOR WOOD BLOCKING USE 1/4"0 S,S. LAG SCREW W/ 1 -1/2" PENETRATION INTO WOOD BLOCKING (tl 12" O.C. TWO 1/4 "0 S.S. LAG SCREW @ 24" O.C. MAX. W/ 1 -3/4" PENETRATION IN CENTER OF STUDS THREE 1/4 "0 WOOD LAG SCREWS W/ 2 -1/2" MIN. EMBED. L 24" 0.C. MAX. 1/4 -20 MACHINE BOLT & WINGNUT (tl 6" FOR TYPE I &II AND (a 12" O.C. FOR TYPE III & IV SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED (TABLE 2) GLASS OR DOOR (MAX. DESIGN LOAD ± 72 PSF) SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) ©CONT. 1/4 -20 MACHINE BOLT & NUT p 12" O.C CONT. (TYP. \ OP & BOTTOM SOFFIT CONNECTION DETAIL SCALE : 3" = 1' -0" - FASTENER. SEE ANCHOR SCHEDULE REF. CONNECTION'1YPE 4" �- FINISH MATERIAL STUCCO, AND /OR PLYWOOD EXISTING CONCRETE, SEE MIN. STORM HOLLOW BLOCK OR PANEL SEPARATION WOOD FRAMING. SEE FROM GLASS SCHED. ANCHOR SCHED. BASED (TABLE 2) ON TYPE OF STRUCTURE x SIDE CLOSURE REQ'D. (SEE PLAN VIEW SEC. A / 1) GLASS OR DOOR NOT THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANELS. ALT. BUILD-OUT MOUNT SECTION SCALE : 3" = 1' -0" EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE —, WOOD ROOF TRUSS OR FRAMING MEMBER 414 SMS BETWEEN TRUSSES © 12" O.C. �— FINISH MATERIAL STUCCO , AND /OR PLYWOOD 1/4" MAX. / N J z X z 1 ✓ 1 Z W I W J' Z /— Q w a uJ X " QI USE REMOVABLE ANCHORS ONLY (cD 6" O.C. MAX. FOR TYPE I & II AND (a1 12" O.C. MAX. FOR TYPE III & IV, BUT DO NOT EXCEED ANCHOR SCHEDULE SPACING. FASTENER SEE ANCHOR SCHEDULE REF. CONNECTION "TYPE 1' (LOCATE FASTENER IN NARROW PORTION OF KEYHOLE SLOT) EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE; 1/4 -20 MACHINE BOLT & WINGNUT 6" O.C. FOR TYPE I & II AND @ 12" O.C. FOR TYPE HI & IV SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED (TABLE 2) SCALE : 3" = 1' -0" , — FINISH MATERIAL STUCCO, / AND /OR PLYWOOD FASTENER. SEE ANCHOR SCHEDULE, REF. CONNECTION "TYPE 4' 2" x 3" x 1/8" CONT. ANGLE OR 2" X 5" x 1/8" ANGLE 6063 -T6 ALUM. W/ 1/4" 0 THRU BOLT TO HEADER @ 12" O.C. 1/4" MAX. w .' 4 a Q ,—FINISH MATERIAL STUCCO, AND /OR PLYWOOD W J W Z; 1- O a w XI 0 2 l7' z. W J E DIRECT MOUNT DETAIL U SCALE : 3" = 1' -0" AP ROVED AS COMPLYING WITFF THE SOUTH FLORIDA BUILDING CODE T (MAX. DESIGN LOAD t 72 PS — ____ BY ..�.� : 1I ANGLE BUILD -OUT PRODUCT C• < 1ROL DlV:S ON 19 BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO (( '02D`6'01 0 0 ^ in J o'^ w 7 0 0 N drawn by NC su e AS NOTCO i de sign by r drawing no. 98-312 checked by vM sheet 3 of 9 EXISTING CONCRETE OR HOLLOW BLOCK SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) 2"x2 "x.093" - U - STUDDED ANGLE w,ro 1 -1/2" 1/4"0 THRU BOLT ANGLE TO ANGLE CONNECTION (a 12" O.C. r WOOD FRAMED POCKET CLOSURE FOR SLIDING DOOR 5" TO 10" i�lC p111ti:'�ll'd6U111\11,Z T.1111ti1. `.11 VA Y1'111 ttt Lt 1911111 11111 dltllttlRPlt1p1 11': 1dd.1 ' si c? PLYWOOD & STUCCO FINISH 1/2" (MAX. DESIGN LOAD 3 72 PSF) L POCKET DOOR DETAIL SCALE : 3" = 1-0 ANGLE BUILD -OUT ® SCALE 3' • 1' -0 w FASTENER. SEE ANCHOR SCHEDULE REF. CONNECTION 9YPE 4" EXISTING CONCRETE, 2 ", x 3" x 1/6" OR 2" x HOLLOW BLOCK OR 5" x 1/8" CONT. ANGLE WOOD FRAMING. SEE 6063 -T6 ALUM. (TYP. TOP ANCHOR SCHED. BASED & BOTTOM) ON TYPE OF STRUCTURE NOTUS THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANEL. / - 1/2 -13 MACHINE SCREW NUT 1/2 "0 POWERS RAWL CALK -IN 12" O.C. W/ 1/2 -13 MACHINE SCREW 2" x 3" x 1/8" CONT. 6063 -T6 ALUM. ANGLE W/ 1/4" d) THRU BOLT TO HEADER @ 12" O.C. 1/4" MAX. J w z a X EXISTING CONCRETE OR HOLLOW BLOCK SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE / SEE MIN. STORM PANEL. SEPARATION FROM GLASS SCHED. (TABLE 2) GLASS OR DOOR 2" x 2" x .093" ALUM. STUDDED ANGLE #12 SMS 'i @ 12" O.C. B EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED `, ON TYPE OF STRUCTURE -= (MAX. -MAX, 1/8" TILE FINISH MATERIAL C +�+ 1 ,� ∎. � .: 2' x 4' z1 / 8 ' CO ' 3/4" PLYWOOD �' ' N ALUM. TUBE (6063 -T6) // /. / N W 1/4 "0 POWERS RAWL CALK -IN pa 5" /, ,ro , O.C. WITH 7/8" MIN. EMB. IN CONC. OR , I' HOLLOW BLOCK OR 1/4 "0 LAG SCREW' '` �'W ='� — (1 12" O.C. W/ 1 -1/2" MIN, EMB. EMB - -5/16" ® POWERS RAWL CALK -IN IN WOOD. WOOD SHALL BE OF SPECIFIC //. j, j . 5 "' O.C. W/ 1" MIN. EMB. GRAVITY G OF 0.55 OR GREATER /' INTO CONC. OR HOLLOW BLOCK. V I °PASS THRU' DETAIL TY SCALE : 3" = 1' -0" FINISH MATERIAL, STUCCO AND /OR PLYWOOD ALT. LEG DIRECTION TWO- 1/4 "0 THRU BOLTS 2 "x3 "x 1/4 x0' -8" 6063 -T6 ALUM ANGLE THREE 5/16"0 POWERS RAWL CALK -IN 3 -1/8" O.C. W/ 1 MIN. EMBED. IN CONC. OR HOLLOW BLOCK W/3 -3/4" MIN. EDGE DIST. (MAX. DESIGN LOAD s 72 PSF) HEADER MOUNT DETAIL SCALE : 3" = 1-0 SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED (TABLE 2) 2"x2 "x.093" STUDDED ANGLE 1/2"O THRU BOLT (a 12" O.C. 1/4 "O POWERS RAWL CALK -IN (ct� 12" O.C. WITH 7/8" MIN. EMB. IN CONC. OR HOLLOW BLOCK OR 1/4"0 LAG SCREW 24" O.C. W/ 1 -1/2" MIN. EMB, IN WOOD. WOOD SHALL BE OF SPECIFIC GRAVITY G OF 0.55 OR GREATER —2" x 2" x 1/8" CONT. ALUM. ANGLE 6063 -T6 DESIGN LOAD s 72 PSF) ALUM. BEAM (SEE BEAM SCHEDULE BELOW FOR BEAM DESCRIPTION & f MAX. HORIZONTAL SPANS) J w z X z 1" x 3" 2" x 3" EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE ANGLE 6061 -T6 ALUM. W/ �- EXISTING CONCRETE 1/4 "CJ STUD Ala 12" O.C. OR HOLLOW BLOCK SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE x .055" 6063 -T6 ALUM. TUBE FINISH MATERIAL, STUCCO AND /OR PLYWOOD X' m ' 2" x 5" x 1/8" CONT. NOTES THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANEL. (MAX. DESIGN LOAD = 72 PSF) EDGE MOUNT DETAIL SCALE ; 3" = 1' -0" ® C� HEADER MOUNT DETAIL SCALE : 3" = 1' -0" APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE QAT A� R C 0 BY 1�.....► ! �L PRODUCT CO ROL DIVISION BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO. C‘C1 96. +91 FASTENER. SEE ANCHOR SCHEDULE, REF. CONNECTION "TYPE 2" 1/4" MAX. 1 '1/2" MAX c 0 of • 8! VJ. KNI PROFESSION FL Lic PE 00 stela AS NOTtO design by V JK drawn by Mc checked by VJK drawing no 98 -312 sheaf 1. of 9 TRAP MOUNT DETAIL R SCALE : 3" = 1' -0" 12 17 98 15:37 � 1" x 2" 2' x 2" FINISH MATERIAL STUCCO, AND /OR PLYWOOD EXISTING CONCRETE OR HOLLOW BLOCK. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE EXISTING CONCRETE OR HOLLOW BLOCK. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE /- FINISH MATERIAL STUCCO, AND /OR PLYWOOD FASTENER. SEE ANCHOR SCHEDULE REF. CONNECTION "TYPE 3° 1/4 " -20 STUD & WING NUT 6" O.C. FOR TYPE I &II AND @ 12" O.C. FOR TYPE III & IV \-- 2" x 5" MAX. x .093" STUDDED ANGLE z 0. X Q z x .055" 6063 -T6 ALUM. TUBE - 1 FASTENER. SEE ANCHOR SCHEDULE, REF. CONNECTION `TYPE 1• - y2" MIN 1/4 " -20 STUD & WINGNUT, PANEL PANEL TO ANGLE 1 CONNECTION @ 6" 2" x 5" MAX. x .093" STUDDED ANGLE /— EXISTING CONCRETE OR HOLLOW BLOCK. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE ALT. TRAP MOUNT DETAIL SCALE : 3" = 1' -0" 2 "x2 "x.093" STUDDED ANGLE 1/4 "0 MACHINE BOLT NOTE: THIS DETAIL MAY BE USED AT TOP OR BOTTOM PANEL. 2" x 2" ALUM. TUBE BUILD -OUT SCALE : 3" = FINISH MATERIAL STUCCO, AND /OR PLYWOOD FASTENER. SEE ANCHOR SCHEDULE REF. CONNECTION `TYPE 3" THREE 5/16 "0 POWERS RAWL CALK -IN @ 3 -1/8" O.C. W/ 1 MIN. EMBED. IN CONC. OR HOLLOW BLOCK W/ 3 -3/4" MIN. EDGE DIST. FINISH MATERIAL STUCCO, AND /OR PLYWOOD - 2" x 2" x .093" STUDDED ANGLE L - 1/4 " -20 STUD & WING NUT @6" O.C. FOR TYPE & II AND @ 12" O.C. FOR TYPE III &IV NOTE. THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANEL, (MAX. LOAD s 72 PSF) n STORM PANEL SUPPORT BEAM SCALE : 3" = 1' -0" 1/4 "0 THRU BOLT @ 12" O.C. ANGLE TO ANGLE CONNECTION 2" x 3" 2" x 4" x 1/8" 2 "x5" 6063 -T6 ANGLE 2" x 2 "x .093" STUDDED ANGLE --N r Tw \ FASTENER. SEE ANCHOR SCHEDULE, REF. CONNECTION 'TYPE 3' EXISTING CONCRETE OR HOLLOW BLOCK. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE 2" MIN SCALE : 3" = 1' - #12 SMS @ 12" O.C. - 2 "x3 "x1 /4"x0' -8" 6063 -T6 ALUM. ANGLE \- TWO -1/4"15 THRU BOLTS ALT. LEG DIRECTION STORM PANEL BUILD -OUT Th W J WIW Z! � r . J I • F- 07 X ' U4 Q Z �-. J / —ALUM, BEAM (SEE BEAM SCHEDULE BELOW FOR Tf BEAM DESCRIPTION & MAX. HORIZONTAL SPANS) e NON- STRUCTURAL EDGE DIST. \_ 1/4 " -20 STUD & WING NUT @ 6" O.C. FOR TYPE I & II \ AND @ 12" O.C. FOR t TYPE III & IV 1 2 "x2"x.093" STUD ANGLE NOTE: THIS DETAIL MAY BE U SED A AT'PROVED AS COMPLYING WITH TOri TOP OR BOTTOM OF PANEL. SOUTH FLORIDA BUILDING CODE DAT m RS-IA ii19 BY PRODUCT CO ROL DIVISION BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO 9 0 P of U SIMINIMMINININD � O > g Fi WZ a � �! .gg iZa i 1.A ;....iff Q .; i E - ' k D d Z E p � c 0 a <11 0 NO Le m a m r Q E o LL W N • ° • �I • W m O. 0 0 ' In J N Q O F W x > E c'; o m Z • 2 W -§ o m o s Z • �o g 0 al 0 eo MGM V.J. KN[ZEVKH 1 PROFESSIONAL WEER FL Lie a No: PE 0t 0' 83 Idea AS NOM] !design by VJK drawing no. shoat 3 of 9 1999 drawn by MC checked by VJK 98 -312 u/1`ne, NEGATIVE DESIGN LOAD W (PSF) TYPE I TYPE II TYPE III TYPE IV "U" & "H" HEADERS WITH STUD SILLS @ 6" O.C. OR "F" TRACK WITH BOLTS © 6" O.C. y+c FOR STUDDED ANGLE MOUNTS, "F" TRACK MOUNTS W/ STUDS (la 6" O.C. & DIRECT MOUNTS W/ ANCHORS @ 6" O.C. (TOP & BOTTOM) �c "U" & "H" HEADERS WITH STUD SILLS (al 12" O.C. OR "F" TRACK WITH BOLTS Ca) 12" O.C. # • c FOR STUDDED ANGLE MOUNTS, "F" TRACK MOUNTS W/ STUDS Cal 12" O.C. & DIRECT MOUNTS W/ ANCHORS @ 12" O.C. MAX. (TOP & BOTTOM) Brie oe L MAX. (FT -IN) L MAX. (FT -IN) L MAX. (FT -IN) L MAX. (FT -IN) 30.0 8 -8 12 -0 8 -8 12 -0 40.0 8 -8 11 -10 8 -8 11 -6 50.0 8 -8 11 -1 8 -8 10 -3 60.0 8 -8 10 -2 8 -8 9 -4 70.0 8 -8 9 -5 8 -8 8 -8 80.0 8 -6 8 -9 8 -1 8 -1 90.0 8 -0 8 -3 7 -2 7 -8 100.0 7 -4 7 -10 6 -6 7 -3 110.0 6- 8 7- 6 5- 10 6- 11 120.0 6 -2 7 -2 5 -5 6 -7 130.0 5 -7 6 -10 5 -0 6 -4 140.0 5 -3 6 -7 4 -7 6 -1 150.0 4 -10 6 -5 4 -3 5 -11 160.0 4 -7 6 -2 4 -0 5 -9 170.0 4 -4 5 -10 3 -9 5 -7 180.0 4 -0 5 -6 3 -7 5 -5 190.0 3 -10 5 -3 3 -5 5 -3 200.0 3 -8 4 -11 3 -3 4 -11 210.0 3- 6 4- 9 3- 1 4- 9 220.0 3- 4 ' 6 2- 11 4- 6 230.0 3 -2 4 -4 2 -9 4 -4 POSITIVE DESIGN LOAD (W) iPSF) ACTUAL SHUTTER SPAN (L) (FT -IN) MINIMUM SEPARATION FOR INSTALLATIONS 30' OR LESS ABOVE GRADE (INCHES) MINIMUM SEPARATION FOR INSTALLATIONS GREATER THAN 30' ABOVE GRADE (INCHES) 30.0 - 5 - 0 2 -5/8 1 -1/8 7 - 4 2 -5/8 1 -3/8 1g] 11 - 3 1/2 2 -7/8 2 -1/4 12 - 0 3 -1/4 2 -5/8 40.0 5 - 0 2 -5/8 -_. 1 -1/8 _._- 7 - 4 2 -5/8 1 -3/8 11 - 3 1/2 2 -7/8 2 -5/8 11 - 10 3 -1/4 3 50.0 -__ 7 - 4 2 -3/4 1 -1/2 -___ 11 -2 3 3 60.0 5 - 0 2- 5/8_.___ _.._._ 1- 1/4�_ -_ 7 - 4 2 -5/8 1 -1/2 10 - 8 3 3 70.0 �` 5 - 0 2 -5/8 _ 1 -1/4 7 - 4 2 -5/8 1 -5/8 10 -3 3 3 80.0 S - 0 �� 2 -5/8 ��.�" ��1 -1/8 �- 7 - 4 2 -5/8 1 -5/8 9 - 11 3 3 90.0 4 - 0 2 -5/8 1 -1/8 7 - 4 2 -5/8 1 -3/4 9 -7 3 3 100.0 4 - 0 2 -5/8 1 -1/8 7 - 4 2 -5/8 1 -7/8 9 -1 3 3 110.0 7 - 4 2 -5/8 1 -1/2 8 -8 3 3 120.0 7 - 4 2 -5/8 1 -1/2 8 - 4 2 -7/8 2 -5/8 TABLE 1 - STORM PANEL SCHEDULE TABLE 1 AND 2 NOTES: 1. ENTER TABLE 1 WITH NEGATIVE DESIGN LOAD TO DETERMINE MAX. ALLOWABLE STORM PANEL SPAN. 2. FOR DESIGN LOADS BETWEEN TABULATED VALUES, USE NEXT HIGHER LOAD OR LINEAR INTERPOLATION MAY BE USED TO DETERMINE MAX. ALLOWABLE STORM PANEL SPANS. 3. ENTER TABLE 2 WITH POSITIVE DESIGN LOAD TO DETERMINE MIN. STORM PANEL SEPARATION FROM GLASS. 4. mar = FOR TYPE 1 & II - BOLTS REQUIRED Cal MIDSPAN TO HOLD PANEL SEAMS TOGETHER. e �r- FOR TYPE III & IV - NO BOLTS REQUIRED TO HOLD PANEL SEAMS TOGETHER. TABLE 2 - SEPARATION FROM GLASS SCHEDULE APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DAT t c + _ 19 BY PRODUCT CON 'OL DIVIS!0N BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO t - O / 0$ U z r t su d� O o Od v7 Q w • d z =n _U z > N w� N w IZ Y I iW W Z � a a �O C4 CDw ®W !NN 0 0 go o N fn P M a � 9 o u, oIA J LL W N J 4 , a Z o z ¢ 0 a a � J a r w n > N o A a Z � W �f1 o 0 o . F � sa .c checked by vnc design by vm , drawing no. 98 -312 thief 6 of 9 a 9� 1g] i TABLE 1 - STORM PANEL SCHEDULE TABLE 1 AND 2 NOTES: 1. ENTER TABLE 1 WITH NEGATIVE DESIGN LOAD TO DETERMINE MAX. ALLOWABLE STORM PANEL SPAN. 2. FOR DESIGN LOADS BETWEEN TABULATED VALUES, USE NEXT HIGHER LOAD OR LINEAR INTERPOLATION MAY BE USED TO DETERMINE MAX. ALLOWABLE STORM PANEL SPANS. 3. ENTER TABLE 2 WITH POSITIVE DESIGN LOAD TO DETERMINE MIN. STORM PANEL SEPARATION FROM GLASS. 4. mar = FOR TYPE 1 & II - BOLTS REQUIRED Cal MIDSPAN TO HOLD PANEL SEAMS TOGETHER. e �r- FOR TYPE III & IV - NO BOLTS REQUIRED TO HOLD PANEL SEAMS TOGETHER. TABLE 2 - SEPARATION FROM GLASS SCHEDULE APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DAT t c + _ 19 BY PRODUCT CON 'OL DIVIS!0N BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO t - O / 0$ U z r t su d� O o Od v7 Q w • d z =n _U z > N w� N w IZ Y I iW W Z � a a �O C4 CDw ®W !NN 0 0 go o N fn P M a � 9 o u, oIA J LL W N J 4 , a Z o z ¢ 0 a a � J a r w n > N o A a Z � W �f1 o 0 o . F � sa .c checked by vnc design by vm , drawing no. 98 -312 thief 6 of 9 a im IH1H111NI►111111111111111► 1/4 "0 WOOD LAG SCREW W/ 1 -3/4" THREAD PENETRATION (SHEAR PARALLEL TO GRAIN) jt111NH11111111111111111 tiw 1/4 "0 WOOD LAG SCREW W/ 1 -3/4" THREAD PENETRATION (SHEAR PERPENDICULAR TO GRAIN) 1 ! V. l• . 'Jl�ll;lil2 1/4 ELCO MALE/ FEMALE "PANELMATE" W/ 1 -7/8 MIN. EMBEDMENT & 1/4 -20 MACHINE SCREW WITH NUT 4 % 7/16 "0 BRASS WOOD BUSHING W/ 5/8" EMBED. AND 3/4" MIN. EDGE DISTANCE 48.0 62.0 72.0 92.0 200.0 48.0 62.0 72.0 48.0 62.0 72.0 92.0 200.0 48.0 62.0 7 2.0 92.0 12 12 12 12 12 92.0 12 200.0 12 12 12 12 9 5 12 12 10 8 6 12 12 12 12 12 12 12 12 12 11 12 12 12 12 12 12 12 9 12 12 12 12 8 12 12 12 12 12 12 12 200.0 9 .�! 4 9 6 12 12 5 4 12 11 12 12 12 10 6 12 12 12 11 8 12 12 12 12 12 9 12 12 12 12 12 12 12 12 12 12 12 12 9 12 12 12 7 8 12 12 12 4 6 12 12 5 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 9 12 7 5 5 12 7 5 5 5 5 7 6 6 12 11 3 5 10 � 4 9 /; 4 12 12 12 12 6 12 11 12 7 12 12 12 5 12 4 12 4 12 12 12 12 11 1 12 12 12 12 12 12 12 11 12 4 12 11 12 12 12 12 12 9 12 12 12 8 12 12 12 12 12 8 12 12 12 7 12 12 10 11 10 9 11 6 5, 9 5 5 5 5 6 5 5 5 7 6 6 6 6 3 ANCHOR SCHEDULE FASTENER SPACING (INCHES) REQUIRED FOR VARIOUS DESIGN LOADS AND SPANS ANCHOR TYPE LOAD (W) PSF MAX. (SEE NOTE 1) SPANS UP TO 5' -0" (SEE NOTE 1) SPANS UP TO 8' -6" (SEE NOTE 1) 1 CONNECTION TYPE 2 3 4 CONNECTION TYPE 5 1 1 2 3 4 5 MIN. 3/4" EDGE DISTANCE SPANS UP TO 12' -0" (SEE NOTE 1) CONNECTION TYPE 1 2 3 4 5 2 6 12 12 4 4 4 9 6 6 6 6 5 8 4 4 12 12 12 12 12 12 12 12 12 12 12 8 8 8 5 4 12 12 12 10 9 9 9 11 11 11 11 11 11 12 12 5 12 12 12 8 5 5 5 ANCHOR NOTES: 1. SPANS & LOADS SHOWN HERE ARE FOR DETERMINING ANCHOR SPACING ONLY. ALLOWABLE SHUTTER SPANS FOR SPECIFIC LOADS MUST BE LIMITED TO THOSE SHOWN IN TABLE 1, SHEET 6. 2. ENTER TABLE BASED ON THE EXISTING STRUCTURE MATERIAL, ANCHOR TYPE AND EDGE DISTANCE. SELECT DESIGN LOAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GREATER THAN OR EQUAL TO SHUTTER SPAN, 3. EXISTING STRUCTURE MAY BE CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. REFERENCE ANCHOR SCHEDULE FOR PROPER ANCHOR TYPE BASED ON TYPE OF EXISTING STRUCTURE AND APPROPRIATE CONNECTION TYPE. SEE CONNECTION DETAILS FOR IDENTIFICATION OF CONNECTION TYPE. 4. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 5. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES WALL FINISH OR STUCCO. 6, WHERE EXISTING STRUCTURE I5 WOOD FRAMING, WOOD FRAMING CONDITIONS VARY. FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS, NOT PLYWOOD. 7. WHERE LAG SCREWS FASTEN TO NARROW FACE OF STUD FRAMING, FASTENER SHALL BE LOCATED IN CENTER OF NOMINAL 2 "x4" (MIN.) WOOD STUD. 3/4" EDGE DISTANCE IS ACCEPTABLE FOR WOOD FRAMING. WOOD STUD SHALL BE "SOUTHERN PINE" G =0.55 OR GREATER DENSITY. LAG SCREWS SHALL. HAVE PHILLIPS PAN HEAD OR HEX HEAD. 8, MACHINE SCREWS SHALL HAVE MINIMUM OF 1/2" ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAY HAVE EITHER A PAN HEAD, TRUSS HEAD, OR WAFER HEAD (SIDEWALK BOLT), U.O.N. 9. ■ DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE USES. * DESIGNATES ANCHOR WHICH ARE REMOVABLE BY REMOVING WASHERED WINGNUT, NUT OR MACHINE SCREW. APPROVED AS COMPLYING WITH THE SOUTH F,�ORIDBUILDI CODE DAT o l t _ 19 BY PRODUCT CO ' OL DIVISION BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO C I - OZO%•01 Aaio5E lad jNQ a �Qa - , J� U� u. VI- r I® l E" iN (4 ea . ,p o , 0 ON CO O M ti � r D ' O • i LL W • J N VS ts l7 D to Z tx a. W M O. O to In ' • CO E J ,� ▪ � o > IA< P LL. Q W I A o i E 4 4 •oz l7 a O A • °c V.J. PROFESSIONA FL Lic PE .0 drawn by IK (daslgn by VJK ( drawing no. 98 -312 [ chocked by) V1 shoat 7 of 9 1/4"0 ITW TAPCON W/ 1 -1/4" MIN. EMBEDMENT 92.0 (MIN. 5,100 P.S.I. CONCRETE) 200.0 ANCHOR TYPE 1/4 "0 ELCO MALE/ FEMALE "PANELMATE" W/ 1 -1/4 MIN. EMBEDMENT & 1/4 -20 MACHINE SCREW WITH NUT (MIN. 3,000 P.S.I. CONCRETE) 1/4 "0 POWERS RAWL CALK -IN W/ 7/8" EMBEDMENT & 1/4 -20 STAINLESS STEEL MACHINE SCREW (MIN. 3,000 P.S.I. CONCRETE) 1/4 "0 POWERS RAWL ZAMAC NAIL -IN W/ 1 -1/8" MIN. EMBEDMENT (MIN. 3,000 P.S.I. CONCRETE) 1/4 "0 ITW RED HEAD 72.0 DYNABOLT SLEEVE ANCHOR W/1 -1/8" 92,0 MIN. EMBED. (MIN. 2,100 P.S.I. CONCRETE) 2 0 0.0 1/4 "0 POWERS RAWL DROP -IN & 1/4 -20 SIDEWALK BOLT (3/4 "0 HEAD) W/ 1 -1/4" MIN. EMBEDMENT (MIN. 2,000 P.S.I. GO CRETE) LOAD (W) PSF MAX. (SEE NOTE 1) 48.0 12 12 12 12 12 12 5 7 12 12 11 3 5 11 8 12 12 12 12 12 12 6 8 12 12 11 62.0 12 12 9 12 12 12 3 5 12 12 10 72.0 12 8 8 12 12 10 // 4 10 6 10;x /, 4 10 5 12 8 9 12 12 92.0 12 4 6 12 12 10 ', 4 10 5 10 �; 4 200.0 10 ;/7 4 10 5 10 4 10 . 5 10 / / 4 48.0 12 12 12 12 12 12 12 10 12 12 12 6 7 12 12 12 12 12 12 12 12 12 12 12 12 12 8 12 12 12 200,0 62.0 12 11 9 12 12 11 7 2.0 12 '7 7 12 12 9 11 8 48.0 12 12 12 12 12 12 11 10 12 12 12 6 7 12 12 12 12 12 12 12 12 12 12 12 12 12 7 12 12 12 62.0 12 12 12 12 12 12 7 8 12 12 12 5 6 12 10 12 12 12 12 12 12 8 12 12 12 12 6 11 12 12 200.0 12 10 12 6 11 12 12 12 11 SPANS UP TO 5' -0" (SEE NOTE 1) 12 12 11 12 12 12 5 12 12 12 12 12 12 SPANS UP TO 8' -6" (SEE NOTE 1) ANCHOR SCHEDULE FASTENER SPACING (INCHES) REQUIRED FOR VARIOUS DESIGN LOADS AND SPANS MIN. 2' EDGE DISTANCE CONNECTION CONNECTION CONNECTION CONNECTION TYPE TYPE TYPE TYPE 1 2 3 4 5 1 2 3 •4 5 1 2 3 4 5 1 2 3 4 5 1 12 12 6 7 12 12 12 3 5 12 9 12 12 12 12 12 12 6 12 12 SPANS UP TO 12' -0" (SEE NOTE 1) i 10 10 5 5 SPANS UP TO 5' -0" (SEE NOTE 1) 12 4 7 10 % 5 12 12 10 5 MIN. 3' EDGE DISTANCE SPANS UP TO 8' -6" (SEE NOTE 1) CONNECTION TYPE 8 12 12 12 12 SPANS UP TO 12' -0" (SEE NOTE 1) CONNECTION TYPE 2 3 4 5 1 2 3 4 5 4 8 12 11 12 12 10 12 12 12 4 6 12 12 11 3 5 11 6 12 12 12 12 12 12 5 9 12 12 12 3 7 12 7 12 9 9 12 12 11 3 5 11 7 11 3 5 11 6 12 11 12 12 12 12 4 8 12 9 12 3 7 12 7 12 5 7 12 12 11 3 5 11 6 11 3 5 11 6 12 6 10 12 12 12 3 7 12 7 12 3 7 12 7 11 3 5 11 6 11 3 5 11 6 11 3 5 11 6 12 3 7 12 7 12 3 7 12 7 12 3 7 12 7 ii 10,;, 10 5 10 J> 5 10 5 10 5 10 //7 5 10 5 12 12 12 12 12 12 7 8 12 12 12 5 7 12 11 12 12 12 12 12 12 9 12 12 12 12 7 11 12 12 12 12 12 12 12 12 5 7 12 12 12 5 7 12 11 12 12 12 12 12 12 7 12 12 12 12 7 11 12 12 9. 12 9 9 12 12 12 5 7 12 11 12 5 7 12 11 12 12 12 12 12 12 7 11 12 12 12 7 11 12 12 12 5 7 12 11 12 5 7 12 11 12 5 7 12 11 12 7 11 12 12 12 7 11 12 12 12 7 11 12 12 12 12 12 6 10 12 12 12 3 7 12 9 5 12 12 12 12 12 12 4 8 12 12 11 3 6 11 6 9 5 12 9 11 12 12 12 3 6 12 7 11 3 6 11 6 9 5 12 5 9 12 12 11 3 6 11 6 11 3 6 11 6 4 9 5 11 3 6 11 6 11 3 6 11 6 11 3 6 11 6 12 12 12 4 6 12 11 12 12 12 12 12 12 9 12 12 12 12 5 9 12 12 12 12 11 12 12 12 4 6 12 12 12 3 5 12 7 12 12 12 12 12 12 6 10 12 12 12 4 8 12 9 12 10 9 12 12 12 3 5 12 8 12 3 5 12 7 12 12 12 12 12 12 4 9 12 10 12 4 8 12 9 12 6 7 12 12 12 3 5 12 7 12 3 5 12, 7 12 7 12 12 12 12 4 8 12 9 12 4 8 12 9 12 3 5 12 7 12 3 5 12 7 12 3 5 12 7 12 4 8 12 9 12 4 8 12 9 12 4 8 12 9 12 12 12 12 12 12 5 7 12 12 12 5 6 12 10 12 12 12 12 12 12 6 11 12 12 12 6 11 12 12 12 8 9 12 12 12 5 6 12 10 12 5 6 12 10 12 11 12 12 12 12 6 11 12 12 12 6 11 12 12 12 12 12 6 11 12 12 ANCHOR NOTES: 1. SPANS & LOADS SHOWN HERE ARE FOR DETERMINING ANCHOR SPACING ONLY. ALLOWABLE SHUTTER SPANS FOR SPECIFIC LOADS MUST BE LIMITED TO THOSE SHOWN IN TABLE 1, SHEET 6. 2 ENTER TABLE BASED ON THE EXISTING STRUCTURE MATERIAL, ANCHOR TYPE AND EDGE DISTANCE. SELECT DESIGN LOAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GREATER THAN OR EQUAL TO SHUTTER SPAN. 3. EXISTING STRUCTURE MAY BE CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. REFERENCE ANCHOR SCHEDULE FOR PROPER ANCHOR TYPE BASED ON TYPE OF EXISTING STRUCTURE AND APPROPRIATE CONNECTION TYPE. SEE CONNECTION DETAILS FOR IDENTIFICATION OF CONNECTION TYPE. 4. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 5. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES WALL FINISH OR STUCCO. 6 WHERE EXISTING STRUCTURE IS WOOD FRAMING, WOOD FRAMING CONDITIONS VARY. FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS, NOT PLYWOOD. 7. WHERE LAG SCREWS FASTEN TO NARROW FACE OF STUD FRAMING, FASTENER SHALL BE LOCATED IN CENTER OF NOMINAL 2 "x4" (MIN.) WOOD STUD. 3/4" EDGE DISTANCE IS ACCEPTABLE FOR WOOD FRAMING. WOOD STUD SHALL BE "SOUTHERN PINE" G =0.55 OR GREATER DENSITY. LAG SCREWS SHALL HAVE PHILLIPS PAN HEAD OR HEX HEAD. MACHINE SCREWS SHALL HAVE MINIMUM OF 1/2" ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAY HAVE EITHER A PAN HEAD, TRUSS HEAD, OR WAFER HEAD (SIDEWALK BOLT), U.O.N. DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE USES. DESIGNATES ANCHOR WHICH ARE REMOVABLE BY REMOVING WASHERED WINGNUT, NUT OR MACHINE SCREW. APPROVED AS COMPLYING WITH THE SOUTH FLORI BUILDING CODE DAT A. _ , • BY !!� 1 PRODUCT Cf °ROL DIVISION BUILDING CODE COMPLIANCE OFFICE 4CCEPTANCE NO 4 020\1 z y am Lu h I � r a ; U O N CO a Q I 3 °8 i X W 0 E 5 W N 8 W z t 'o m 0 0 J LL z a E E w > 0 z W O E s 'o 0 0 w 1 w J a 0 CC 0 a J u N co rn 0 z a E W W IV Z 2 CL lQO 1C9u) L J W ® W N N ia V.J. KNIZEVKH PROFESS/ORAL FL Licen PE 0010 drawn by NC As NOM) 'design by VJK f droving no, 98 -312 checked by VP( shier 9 of 9 12 12 12 12 12 12 12 12 9 12 12 12 12 12 10 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 8 12 12 12 12 © 6 12 12 10 a a 4 10 6 10 4 10 5 12 8 9 12 12 10 5 10 6 10 5 10 a 4 10 5 10 ' 4 10 5 12 4 7 12 12 10 5 10 5 10 a �� " 5 10 4 10 5 10 % 4 10 5 10 ,/4/ 5 10 5 10 in 5 10 5 10 A 5 10 0 6 12 12 9 y 4 9 7 12 12 12 12 12 12 D 9 12 12 12 u 4 10 10 8 4 8 4 12 12 12 12 12 12 a 7 12 12 11 a 4 9 S 8 a 4 8 4 12 8 11 12 12 11 © 6 11 6 11 a c 4 8 4 12 5 8 12 12 11 a 6 11 6 11 . 6 ... 1 . 1 ..._.6. . ._ 0 5 9 9 6 2 3 6 4 12 12 12 12 12 11 7 11 11 8 12 12 12 12 12 12 12 12 10 .12 10 12 5 12 12 12 12 12 12 4 10 5 12 12 11 12 12 12 n 11 12 12 12 12 12 12 12 12 m 12 12 12 12 II 0 10 12 10 12 12 12 12 12 12 12 12 12 12 El El 10 12 10 12 12 12 12 12 12 © 10 12 12 12 MI © 10 12 10 12 8 12 12 12 12 10 12 10 12 El © 10 12 10 12 5 10 12 10 12 10 12 10 12 ANCHOR TYPE : 1• A1111H1111111U11 1/4 "58 ITW TAPCON W/ 1 -1/4" MIN. EMBEDMENT 1/4 - 0 ELCO MALE/ FEMALE "PANELMATE" W/ 1 -1/4 MIN. EMBEDMENT & 1/4 -20 MACHINE SCREW WITH NUT 1/4 - 0 POWERS RAWL CALK -IN W/ 7/8" EMBEDMENT & 1/4 -20 STAINLESS STEEL MACHINE SCREW 1/4 "0 POWERS RAWL ZAMAC NAIL -IN W/ 1 -1/8" MIN. EMBEDMENT 1/4 "d1 ITW RED HEAD DYNA6OLTSLEEVE ANCHOR W/1 -1/8" MIN. EMBED. /2 " SCREW ROO; 1/4 -20 ITW EPCON EPDXY ANCHOR W/ S.S. MACHINE SCREW W/ 2" MIN, EMBED. LOAD (W) PSF MAX. (SEE NOTE 1) 48.0 62.0 72.0 92.0 200.0 48.0 62.0 72.0 92.0 200.0 48.0 62.0 72.0 92.0 200.0 48.0 62.0 72.0 92.0 200.0 48.0 62.0 72.0 92.0 200.0 48.0 62.0 72.0 92.0 200.0 SPANS UP TO 5' -0" (SEE NOTE 1) CONNECTION TYPE MIN. 2" EDGE DISTANCE SPANS UP TO 8' -6" (SEE NOTE '1) CONNECTION TYPE SPANS UP TO 12 -0" (SEE NOTE 1) CONNECTION TYPE SPANS UP TO 5' -0" (SEE NOTE 1) CONNECTION TYPE SPANS UP TO 8' -6" (SEE NOTE 1) CONNECTION TYPE 6 4 4 4 4 8 5 5 5 5 9 6 6 6 6 4 4 4 4 ._...._._. 5 3 3 3 3 12 10 10 10 10 ANCHOR SCHEDULE FASTENER SPACING (INCHES) REQUIRED FOR VARIOUS DESIGN LOADS AND SPANS MIN. 3" EDGE DISTANCE SPANS UP TO 12' - 0" (SEE NOTE 1) CONNECTION TYPE ANCHOR NOTES: 1. SPANS & LOADS SHOWN HERE ARE FOR DETERMINING ANCHOR SPACING ONLY. ALLOWABLE SHUTTER SPANS FOR SPECIFIC LOADS MUST BE LIMITED TO THOSE SHOWN IN TABLE 1, SHEET 6. 2. ENTER TABLE BASED ON THE EXISTING STRUCTURE MATERIAL, ANCHOR TYPE AND EDGE DISTANCE. SELECT DESIGN LOAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GREATER THAN OR EQUAL TO SHUTTER SPAN. 1 EXISTING STRUCTURE MAY BE CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. REFERENCE ANCHOR SCHEDULE FOR PROPER ANCHOR TYPE BASED ON 5 TYPE OF EXISTING STRUCTURE AND APPROPRIATE CONNECTION TYPE. SEE CONNECTION DETAILS FOR IDENTIFICATION OF CONNECTION TYPE. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. . MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES WALL FINISH OR STUCCO. • WHERE EXISTING STRUCTURE IS WOOD FRAMING, WOOD FRAMING CONDITIONS VARY. FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS, NOT PLYWOOD. • WHERE LAG SCREWS FASTEN TO NARROW FACE OF STUD FRAMING, FASTENER SHALL BE LOCATED IN CENTER OF NOMINAL 2 "x4" (MIN.) WOOD STUD. 3/4" EDGE DISTANCE IS ACCEPTABLE FOR WOOD FRAMING. WOOD STUD SHALL BE "SOUTHERN PINE" G =0.55 OR GREATER DENSITY. LAG SCREWS SHALL HAVE PHILLIPS PAN HEAD OR HEX HEAD. MACHINE SCREWS SHALL HAVE MINIMUM OF 1/2" ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAY HAVE EITHER A PAN HEAD, TRUSS HEAD, OR WAFER HEAD (SIDEWALK BOLT), U.O.N. DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE USES. DESIGNATES ANCHOR WHICH ARE REMOVABLE BY REMOVING WASHERED WINGNUT, NUT OR MACHINE SCREW APPROVED AS COMPLYING WITH THE . SOUTH FLORIDA BUILDING CODE DAT IY 1AR_. • _ 19 BY PRODUCT CO /; 01. DIVISION BUILDING CODE COMPLIANCE OFFICE 4CCEPTANCE NO. qq 0.08 .01 V) 0) i< H d i V W N w Z i W w LU Z J CC CD W p� N tn 0 at I dat hJ 0 z z 0 z e a ,o 0 0 m m • Q m A 0 0 o V , LL z a a E E W 0 z 0 Y 4 0 CC 0 4 -J 1- u. uJ w 4 0 0 N 4 I N w Z � Y I o. I P i x t7 of V !Olga 2aw. ^kkg R11 to k4p4 Z H ,c; V.J. KNE PROFESSIONA FL Lice PE 00. drawn by HC design by cheched byl VJK , Val drawing no. 98 -312 sheaf 9 of 9 • MIAMI -DADE METRO -DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Coastal Shutters, Inc. CONTRACTOR LICENSING SECTION 3789 N.W. 46th Street (305) 375 -2527 FAX (305) 375 -2553 Miami FL 33142 CONTRACTOR ENFORCEMENT SECTION (305) 375-2966 FAX (305) 375-2908 PRODUCT CONTROL DIVISION Your application for Product Approval of: (305) 375-2902 FAX (305) 372 -6339 6.8" Accordion Strutter. under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This approval shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at anytime from ajobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. Acceptance No.:99- 1220.09 Expires:02 /04/2003 THIS IS THE COVERSI-IEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL Approved: 02 /04/2000 CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE Internet mail address: postmaster ©b uildingcodeonline.com MIAMI - DADE COUNTY, FLORIDA 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 Raul Rodriguez Chief Product Control Division This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Dade County, Florida under the conditions set forth above. rancisco . Quintana, R.A. Director 1 of 3 Miami -Dade County Building Code Compliance Ottic Homepage: http :( /www.buildingcodeonline.com Coastal Shutters, Inc. ACCEPTANCE No. : 99- 1220.09 APPROVED FEB 0 4 2000 EXPIRES . FEB 0 4 2003 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. SCOPE This approves an Aluminum 6.8" Accordion 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 This Aluminum 6.8" Accordion Shutter and its components shall be constructed in strict compliance with the following documents: Drawing No. 99 -909, titled " Coastal 6.8" Residential Accordion ", prepared by Knezevich & Associates, Inc., dated December 8, 1998, last revision #1 dated March 19, 1999, sheets 1 through 6 of 6, 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 times. 4. INSTALLATION This Aluminum 6.8" Accordion 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 the 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. Helmy A akar, P.E.- Product Control Examiner Product Control Division 2 of 3 ■ Coastal Shutters, Inc. ACCEPTANCE No. : 99- 1220.09 FEB 0 4 2000 APPROVED EXPIRES , FEB 0 4 2003 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1 Renewal of this Acceptance (approval) shall be considered after a renewal application has been tiled 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 Helmy A. Dakar, P.E.- Product Control Examiner Product Control Division 3 of 3 NOTES THIS ACCORDION SHUTTER SYSTEM IS DESIGNED IN ACCORDANCE WITH THE SOUTH FLORIDA BUILDING CODE, MIAMI -DADE COUNTY 1995 EDITION. 2. POSITIVE AND NEGATIVE DESIGN PRESSURE CALCULATIONS SHALL BE PERFORMED FOR SPECIFIC JOBS IN ACCORDANCE WITH ASCE 7 -83 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES ". TABLES MUST BE REFERENCED AT APPROPRIATE DESIGN LOADS. 3. ALL EXTRUSIONS SHOWN SHALL BE 6063 -T6 ALUMINUM ALLOY, U 0 N. EACH SHUTTER ASSEMBLY SHALL BE PERMANENTLY LABELED AT THE BOTTOM END OF THE LOCKING SLAT AS FOLLOWS. Coastal Shutters, Inc. MIAMI, FLORIDA MIAMI -DADE COUNTY PRODUCT CONTROL APPROVED 5 ALL BOLTS AND WASHERS SHALL BE STAINLESS STEEL WITH A MINIMUM TENSILE STRENGTH OF 60 KSI, U.D N. POP RIVETS SHALL BE 3/16 "0 5052 ALUMINUM ALLOY 6 THE DETAILS AND SPECIFICATIONS SHOWN HEREIN REPRESENT THE PRODUCTS TESTED FOR IMPACT, CYCLIC AND UNIFORM STATIC AIR PRESSURE IN CONFORMANCE WITH DADE COUNTY PROTOCOLS PA 201. 202, AND 203. 7 DESIGN IS BASED ON CONSTRUCTION TESTING CORPORATION (CTC) TEST REPORT No. 98 -050. 8 FLOORS TRACKS MAY BE REMOVABLE AT NON- STACKING LOCATIONS USE CALK -IN REMOVABLE ANCHORS. 9 ALL SHUTTERS SHALL HAVE A LOCKING MECHANISM CONSISTING OF THUMBSCREW OR PUSH LOCK AT CENTER OR SIDE CLOSURE. 10. TOP AND BOTTOM DETAILS MAY BE INTERCHANGED AS FIELD CONDITIONS REQUIRE 588 600 - 0 P O U O 1.162 1 550( 2 218 / 3 L38 2 655 2 300 1325 1 583 r 484 105 TYP 2.300 )1,4 250 c BASE SILL SCALE: HALF SIZE 1 753 f 750. 7291 10 MALE:/FEMALE LOCK SCALE HALF SIZE �- 200 MIN. 285 �L00 Jr N 0 0 u o 1 125 - TYP / 37S 5 00" MAX 11 ANGLE SCALE 3" = 1' - 0" 2 195 L 105 TYP. L 510 3 635 O BASE TRACK SCALE. HALF SIZE 0 0 90° 230 1 STAINLESS STEEL ASSEMBLY TYP AT EVERY OTHER INSIDE JOINT AT TOP ROLLER ASSEMBLY SCALE HALF SIZE 2.874 1 825 100 1.708 .1 100 195 H 062- O WALL HEADER SCALE: HALF SIZE .258 030R 062 /x-062 /- 971 1 250 , 1 200 3.745 _ ti L 200 C 4) NOT USED SCALE HALF SIZE 1. 603 4 140 - i 051- - 096 C � TYP. SLAT SCALE HALF SIZE 1950 /—/-.230 I 050 750 II { 870 J 0' 0 120-- .068 --- rn m 095 -ter F 068 -4- 1 L 3 - 1 063 r, 195 - 095 , 1 708 , I- 062 095- F 297 C. 182 3 610 E WALL HEADER SCALE HALF SIZE 1 825 L 200 630 � 095 30 225 °- 0L3 \ 150R -11 31L 325 Le 022 . 069 / s 1 625 I I � I 43 jr -.143 x \ 971 O STARTER • - SCALE HALF SIZE NYLON WASHER (NYLON BUSHING OPTIONAL) #14 x 2 -3 / L.10 HT S 5 SCREW w/ A J5500 PLATING (TYP TOP S. BOTTOM) NYLON BUSHING W/ WASHER 7/16 - o x 1/2" rp INTERIOR JOINT TOP 7/15`m x 1 @ INTERIOR JOINT BOTTOM 0 i3RASS PUSH LOCK BUSHING ASSEMBLY DETAIL SCALE. HALF SIZE SCALE HALF SIZE 997 1.994 I 11 6 6301 -062 3 � I 1 1250 1 971 2 822 O HEADER SCALE HALF SIZE L 510 4 102 054 O ALT. SLAT SCALE HALF SIZE r 227 APPROVED AS COMPLYING WITH THC SOUTH FLORIDA BUILDING CODE DATE -7-- ' a J � 20 BY _ PRODUCT CO •OL DIV,S 01 BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO. _99' 20 0 cO : ( 0 0 0 N w z 0 an 0 z w 0 J w 0, 0, c r (.3) o z (D - w N 41 '1 Y 11 • i> Q V.J. KNEZEV) H PROF E55 6NAl ..N GIU: Cfll F L e ,?.4 / e N P:. (.10933 1 1999) 2/08,01 Tat s� or a..' oN dS�, OiEJI aegn o7 �I / che( Dy1 v ,KJ or a ,a,n9 no 99 -909 sheet 1 or 6 Z � F Z a to Ln 3- w J CO .n /' q /n■ 1 n. 1 n FASTENER p 18" O.C. EXISTING GLASS (USE ANY ANCHOR SHOWN N ANCHOR SCHEDULE). SECTION 6.80" (TYP ) TYPICAL PLAN VIEW SCALE 3" = VARIES - NO LIMIT TYPICAL ELEVATION N T S ALT DIRECTION OF ANGLE LEG TOP TRACK PLAN VIEW BOTTOM TRACK 1 -1/2" MI MIN. 1/L. -20 THUMBSCREW INTO THREADED HOLE. LOCATED AT 1/3 TO 1/2 DISTANCE FROM BOTTOM OF SHUTTER FOR BLADES S 8' -3" USE TWO THUMBSCREWS ON BLADES > 8' -3 ", ONE AT 1/3 AND ONE AT 2/3 FROM BOTTOM OF BLADE, TYPICAL. FOR LOCKING SHUTTERS, A BRASS PUSH LOCK MAY BE SUBSTITUTED 2 FASTENERS EACH ANGLE 1" x 2" x 1/8" OR 2 "x2 "x1 /8" ALUM ANGLE 3/16 "m ALUM POP RIVET OR 012 SMS 1/4 -20 THUMBSCREW LOCKING DEVICE OR BRASS PUSH LOCK AT CENTERMATE SEE TYPICAL PLAN VIEW FOR REQUIREMENTS mIN 0 093" THICK 6063 -T6 ALUM. ANGLE 1" x 1" MIN. 0 2" x 5" N1Ax FASTENER (QD 18" O C (USE ANY ANCHOR SHOWN IN ANCHOR SCHEDULE) 012 x 1/2" GALVANIZED OR 5.5 SMS, 3/16 "m ALUM POP RIVET, OR 1/4. -20 MACHINE BOLT 8, NUT 18" 0 C . NOTE: STARTERS ® MUST BE LOCATED TO INSURE FULL DEP'_OYMENT OF SHUTTER AND COMPLETE INTERLOC:LING OF ADJACENT BLADES. TYPICAL BLADE (MAY USE MALE OR FEMALE LOCK -SLAT) 2" x 2" x 1/8" ALUM TUBE 6063 -T6 ALLOY 3/16 "0 ALUM POP RIVET OR 012 SMS (a0 18" O C (TYP) EXISTING GLASS" SILL/ 10 \ `-1 // -20 THUMBSCREW INTO THREADED HOLE, (SEE TYPICAL PLAN VIEW FOR REQUIREMENTS) 3/16"m ALUM POP RIVET OR 012 SMS 18" 0 C (TYP) 2" x 2" x 1/8" • 6063 -T6 ALUM TUBE 1" x 2" x 093" 6063 -T6 ALUM ANGLE, TYP TYPICAL CORNER CLOSURE DETAILS SCALE 3" = 1' -0" MULTIPLE SHUTTER ASSEMBLY SCALE 3" = 1' -0" TYPICAL BLADE (MAY USE N1ALE OR FEMALE LOCK -SLAT) 3/16"m ALUM POP RIVET OR 012 SMS @a 18" 0 (TYP) 2 FASTENERS EACH ANGLE THREE 3/16 "z ALUM POP RIVETS OR THREE 012 SMS, TYP 1" x 2" x 1/8" OR 2" x 2" x 1/8" ALUM ANGLE APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DATE_,LtZ� Q ZOO 0 BY PRODUCT CON ROE DIV'S.ON BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO.__ 12 2 . 0 .0/ U Zz 0 w-. Q O ' 0 Us Qw z � O Sw Uo w- —z NN w z° z 0 :03 �0 Jo Q H r ,c Q V1 O 0 w N 0 0, Z ft u y Z • 0 N U z 0 iiMMUNNICEMORNMESZIP O U) � V.J. KNE ZEV P1 P1101KE5S/0. 4. ENyiiNEEn 199 8/98) Orarn pM 1 c (aevgn b 1 G'0( d of L V 1 K V 1 K J ora..mq no 99 -909 1 sheet 2 of 6 j w 0 L11 0 I SEE TABLE l �_ GLASS 2 FOR MIN. OR DOOR • r SEPARATION —�— u 0 w Ln 0 FROM GLASS —11/2" O WALL MOUNT SECTION SCALE 3 "= 1'- 0" FASTENER, SEE ANCHOR SCHEDULE BASED ON CONNECTION "TYPE 4" EXISTING %� 1 STRUCTURE — FASTENER, SEE ANCHOR_ SCHEDULE BASED ON CONNECTION "TYPE 1" w D O GLASS OR DOOR — LJ 0 FASTENER, SEE ANCHOR SCHEDULE BASED ON CONNECTION "TYPE 1" EXISTING STRUCTURE EXISTING STRUCTURE FASTENER. SEE ANCHOR SCHEDULE BASED ON CONNECTION "TYPE 2" 1/4" MAX. 0 1/1." MAX FASTENER. SEE ANCHOR SCHEDULE BASED ON CONNECTION "TYPE 2" EXISTING STRUCTURE ww ~ J F- z 0 w at Zu m Oz H cr o L-' GLASS OR DOOR S.S. MACHINE SCREW R. NUT (cJ 9" OC. 3" x 3" x 1 /L" CONT 6063 -T6 ALUM ANGLE MAY BE REVERSED AS SHOWN DASHED) 5" MAX I 1/2" 1/2" SEE TABLE 2 FOR MIN. SEPARATION FROM GLASS — 11/2" — L112' � 1/L -20 MACHINE BOLT W/ NUT OR 014 SMS (a 12" 0 C. (TYP, TOP & BOTTOM) 1/4" MAX. 1 /L" MAX 11 CONT. (TYP TOP & BOTTOM FASTENER, SEE ANCHOR SCHEDULE BASED ON EMBED. CONNECTION "TYPE 4" BUILD OUT MOUNT SECTION SCALE 3"= 1'- 0" EMBED. A� SEE TABLE 2 FOR MIN SEPARATION ww -- J D = 0-- w L/*) J 0 n Q 0 z - 0 o a v to GLASS OR DOOR — EXISTING STRUCTURE FASTENER. SEE ANCHOR SCHED BASED ON CONNECTION "TYPE 1 STAGGER SPACING. SEE SPACING DIAGRAM ON ANCHOR SCHED. EMBED PLYWOOD & STUCCO FINISH O WALL MOUNT SECTION SCALE 3 "= 1'- 0" SEE TABLE 2 FOR MIN SEPARATION FROM GLASS 1/1." MAX. 00 1/4" MAX. EXISTING STRUC TURE FASTENER. SEE ANCHOR SCHEDULE BASED ON CONNECTION "TYPE 5" STAGGER SPACING. 0: W • Lti O w w w 33 w = • - Zu0 0 o v1 < X z ° z w cc G • _, o u L 1" x 4" x 125 6063 -T6 ALUM TUBE NOTE: THIS DETAIL MAY BE USED AT TOP MAX. DESIGN LOAD = 72 PSF ® WALL MOUNT SECTION SCALE 3 "= 1'- 0" EXISTING CONCRETE OR BLOCK ONLY. WOOD FRAMING & WOOD ANCHORS NOT ACCEPTABLE GLASS OR DOOR OS and CI ASSEMBLY 0'. i 412 x 1/2" SMS 12" 0 C. OR 3/16 "O ALUM POP RIVETS @ 6" 0 C 0 m w EXISTING CONCRETE OR BLOCK ONLY WOOD FRAMING & WOOD ANCHORS NOT ACCEPTABLE CC 0 X Q 0 • ` - TWO 1 //."m 5 S. LAG SCREWS 2L" O.C. MAX. W/ 2" PENETRATION IN CENTER OF STUDS — t414 SMS p MIOSPAN BETWEEN STUDS FOR TRACK TO 1" x 4" TUBE CONNECTION EXISTING WOOD TRUSS OR RAFTER @n 21." MAX 0 C EXISTING FINtSt1 r MATERIAL 1" x 4" x 1/8" 6063 -T6 ALUM TUBE W/ THREE -1/4"(b WOOD LAG SCREWS w/ 2 -3/4" rIN PENETRATION IN WOOD p EACH RAFTER OF TRUSS, 24" 0 C. MAX. 1/L -20 S.S. MACHINE SCREW p 12" 0.C. W/ 1/2 "' ACCESS HOLE ON BACKSIDE OF TUBE OR t411. SMS pa 12 0 C MAX FASTENER, SEE ANCHOR SCHEDULE BASED ON CONNECTION "TYPE 3" 1 /L" MAX w O � w w w - 3 1- V) I w _ • = Zum O /1 Q X z a z F— • J oa �J, ` Q MAX x — 412 x 1/2" SMS z @ 12" 0 C OR 3/16 "0 ALUM. POP RIVETS @ 6" 0 C FASTENER SEE ANCHOR SCHEDULE BASED ON CONNECTION "TYPE 3" ALT FASTENER LOCATION STAGGER SPACING, SEE SEE ANCHOR SCHEDULE SPACING DIAGRAM ON BASED ON CONNECTION ANCHOR SCHEDULE "TYPE 3" -FRONT AND BACK ANCHORS NOT REQUIRED W/ THIS LOCATION CEILING /INSIDE MOUNT SECTION SCALE •3 1' -0" SEE TABLE 2 FOR MIN SEPARATION FROM GLASS 1_2" 3" 1/2, (MAX DESIGN LOAD _ 72 PSF) 0 TRUSS MOUNT SECTION SCALE 3 "= 1'- 0" 0 OAT _ BY PRODUCT CO N WHERE TUBE EXTENDS BEYOND LAST TRUSS, EXTEND TUBE TO NEXT TRUSS 1/4' MAX 0 Lit co Z a Ln APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE OL DIViS UUILDING CODE COMPLIANCE OFFICE '_ ACCEPTANCE NO. .1_9 - ./. 2 2 0 . O' z 0 ao 03 0 JO Q J (1)Q Q H Oa W CC N 0 0, 0 in CO 0) 0) (0 IMOMMENSirengi INEEn FL LI en e No PE 00 0 ?B3 12/08/98 V.J. KNEEV1 PROFESSIONAL E 11c.a1 drawn or as NOT(0 •+C cPeched 0 V1,1 oraw.nq no dr VQn by JK 99 -909 8 0 I z 0 co 0 w 0) z w 0 0, N 0 • U) sheet 3 of 6 1 * BEAM SCHEDULE DESCRIPTION SHUTTER SPAN BOTTOM BEAM TOP BEAM 2 x 5 5 ' -0 .. ., 9' 5 .. 9 -0 Tw = 125" Tf 8' -0.. 3 ' -1 .. 8 . -0 .. = 125" 10 -3" 7-4" 7' - 4" 2 .. x 7.. 5 . -0 .. 1t ._ 4 .. 3 ' -5 .. Tw = 072'• 8' 0" 9 7 Tf = .130' 1 0' -3" 8' -9" 7 2" x 9" 5 15' -5" 9 Tw = 072" 8' -0" 13'..2 8' - 4" if = 224' 1(1-3 11 7'-9" EXISTING STRUCTURE 1/4 -0 RAWL CALK -IN ANCHORS W/ 7/8" MIN EMBEDMENT IN CONCRETE OR BLOCK (SEE NOTE G1 THIS PG FOR NUMBER OF ANCHORS REQ'D ) 17/21/99 14:37 • 1 SEE TABLE 2 FOR MIN. SEPARATION FROM GLASS PAGE 6 In 1= u1 z Z w U-1 GLASS OR DOOR I I I z • ti— r O w rn l7 10 " / /4 -m RAWL CALK -IN ANCHORS W/ 7/8" MIN EMBEDMENT IN CONCRETE -- OR BLOCK (SEE NOTE G1 T THIS PG FOR NUMBER 0' ANCHORS REQ'D ) EXISTING STRUCTURE EMBED O 4 (MAX. DESIGN LOAD = - 72 P S F ) BUILD -OUT MOUNT SECTION SCALE 3 "= 1'- 0" EXISTING STRUCTURE EXISTING FINISH MATERIAL CUT IN 2" TO 3" INTERVALS F r 0 FORM CURVE (SEE CURVE (SEE DETAIL © FOR WELDING INFO) TYP, TOP & BOTTOM FASTENER p EACH 2" TO 3" CUT SEE ANCHOR SCHEDULE BASED ON CONNECTION "TYPE 3' TO VERIFY ANCHOR SPACING IS ACCEPTABLE EXISTING FINISH MATERIAL w V y Z 0 0 w EXISTING STRUCTURE ALT LEG DIRECTION SEE NOTE 01, THIS PAGE FOR ANGLE SIZE / AND ANCHORS REQ'D/ THREE 1/4 "0 THRU BOLTS T w SEE NOTE G1 THIS PAGE FOR ANGLE SIZE AND ANCHORS REQ'D ALT. LEG DIRECTION Tf � I EQ.' I III Tf ACCESS HOLE 1/4 -20 MACHINE BOLT W/ NUT OR 414 x 3/4" SMS "0C. ALUM. BEAM (SEE BEAM SCHEDULE THIS PAGE FOR BEAM DESCRIPTION & MAX. HORIZONTAL SPANS) 1 /4" MAX. 1/4" ALUM BEAM (SEE BEAM SCHEDULE THIS PAGE FOR BEAM DESCRIPTION & MAX. HORIZONTAL SPANS) 1/4 -20 MACHINE BOLT W/ NUT OR 414. x 3/4" SMS @ 12" 0 C ACCESS HOLE 0 w 0 1 w 0 0 w 2 to 'z z 0 * 1/4" MAX F- ICJ 0 < vT w ZJ OD 0 0 rl O = v v v I/7 — 1'1/2" __n f1:1T1 H- 1/4 -20 MACH NE BOLT W/ NUT @ 2" 0 C L© CUT AT INTERVALS TO ORM CURVE (SEE DETAIL LO FOR WELDING INFO.) FASTEN AT EACH 2" TO 3" PIECE SEE ANCHOR SCHEDULE BASED ON CONNECTION "TYPE 1" TO VERIFY ANCHOR SPACING IS ACCEPTABLE NOTE. CEILING HEADER ©3 MAY BE USED TOP OR BOTTOM AS FIELD CONDITIONS REQUIRE O CURVED TRACK DETAIL SCALE 3" = 1' -0" USE BEA SCHEDULE FOR DETAIL TOP & BOTTOM OEAN5 MAY BE USED TOGETHER OR IN COMBINATION w/ OTHER CONNECLON DETAILS WHERE USED TOGETHER, BEA' -i MUST BE LIMITED TO TOP BEAM SPANS NOTE 31. 2" x 3" x 1/4" 6063 -T6 ALUM ANGLE TOP & BOTTOM FOR 2" x 5" & 2" x 7" BEAM, USE THREE 1/4"0 RAWL CALK -IN ANCHORS (G 3" 0 C. IN EACH ANGLE AND USE 8" LONG ANGLES FOR 2" x 9" BEAM. USE FOUR 1 /4 '•0 CALK -IN ANCHORS p 3" 0 C IN EACH ANGLE AND USE 11" LONG ANGLES FULL LENGTH IIISIDE EXCEPT AT "NOTCHES" MIN. SHUTTER SEPARATION FROM GLASS (SEE SCHEDULE 2 PAGE 6) FASTENER, SEE DETAIL K EVERY 2" TO 3" PIECE UT LINE (SEE DE L FOR INFO ) TYP * CEILING HEADER a.O.n..I.C. as GLASS OR DOOR 411. x 1/2" SMS OR 3/16 "0 ALUM. POP RIVETS p 5" 0 C. (AND 55EMBLY EXISTING CONCRETE. HOLLOW BLOCK OR wOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE 1 1/ Air ■ tt TAIL \ 1 --4 / °/y N TS . CEILING HEADER (SEE NOTE BELOW) * CURVED TRACK PLAN VIEW PROVIDE MITER CUTS IN ANGLE TO MATCH TRACK CURVATURE BUILD -OUT ANGLE CEILING HEADER ©3 (SEE DETAIL FOR WELDING INFO @ TRACK * NOTE WHEN CEILING HEADER IS USED IN A BOTTOM MOUNTING CONDITION, WELDING LOCATIONS ARE THE SAME O (USE ER4093 F ALLOY FOR ALL WELDING L WELDING DETAILS SCALE 3 = 1' -0" EQ x (MAX DESIGN LOAD _ 72 PSF) PASS THRU DETAIL SCALE 3 "= 1'- 0" 0 11 Z 3- MAX, 1/8" TILE FINISH MATERIAL t / % 3/4" PLYWOOD 2" x 4" x 1/8" CONT. ALUM. TUBE (6063 -T5) 1/4 "0 POWERS RAWL CALK -IN @ 6" 0.C. WITH 7/8" MIN. EMB. IN CONC OR HOLLOW BLOCK OR 1/4"0 LAG SCREW @ 6" 0 C. W/ 1 -1/2" MIN EMB. IN WOOD WOOD SHALL BE OF SPECIFIC GRAVITY G OF 0.55 OR GREATER - 1/2 "0 THRU BOLT (n 12" 0 C. 1/4 "0 POWERS RAWL CALK -IN @ 12" 0 C WITH 7/8" MIN EMB IN CONC OR HOLLOW BLOCK OR 1/4 "0 LAG SCREW p 24" O.0 W/ 1 - 1/2" MIN EMB IN W000 WOOD SHALL BE OF SPECIFIC GRAVITY G OF 0 55 CR GREATER 2" x 2" x 1/8" CONT ALUM ANGLE 6063 -T6 APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE :I , Y - PRODUCT CO N t DIV:S ON BUILDING CODE COMPLIANCE OFFICE _ ACCEPTANCE NO. 71 J-/2 2-0. ® 5 Zz U) 11J�- F u Q 0 — 0 U cc Q a �a o -z W QW .5 Sw Wz 0 Z u W L 7 –. o k E-• 0 . o f/1 - . o z E (NJ O• . B o. N V entansaasenonsames 0 0 0, V.J. KNEZEV( .� ■PIIOFESSIONALE ,INFER IFL Lice ' PE 61 903 d• - L ov o I � 0 CALL •s NOfCO des'9' by v )K 0 0 U U L dra -''fl9 00 99 -909 s N 0 8 t Q a 0 m a 2 1 1999 12/08/98 a•e..n by I 'he0.ed by1 l v,al sheet 4 of 6 ANCHOR FASTENER SPACING (INCHES) SCHEDULE LOADS AND SPANS - 1ES) REQUIRED FOR VARIOUS DESIGN REQUIRED FOR VARIOUS DESIGN EXISTING STRUCTURE ANCHOR TYPE LOAD ( W ) PSF MAX (SEE NOTE 1) MIN. 2" EDGE DISTANCE MIN. 3" EDGE DISTANCE SPANS UP TO 6' - 0" (SEE NOTE 1) SPANS UP TO 8' - 8" (SEE NOTE 1) SPANS UP TO 12' - 10" (SEE NOTE 1) SPANS UP TO 6' - 0" (SEE NOTE 1) SPANS UP T O 8' - 8" (SEE NOTE 1) SPANS UP TO (SEE NOTE 1) CONNECTION 1 TYPE 2 3 L 5 CONNECTION 1 TYPE 2 3 1. 5 CONNECTION 1 TYPE 2 3 L 5 CONNECTION 1 TYPE 2 3 1. 5 CONNECTION 1 TYPE 2 3 L 5 CONNECTION 1 TYPE 2 3 4 S CONCRETE 1.8.0 12 12 12 12 11 12 12 10 12 7 12 12 6 12 5 12 12 12 12 12 12 12 12 12 I 9 12 12 8 12 6 62.0 12 12 11 12 8 12 12 7 12 5 12 3 5 10 L 12 12 12 12 10 12 12 10 121 7 12 9 6 12 1. li II U 11N 1/4".a ITW OR ELCO TAPCON w/ 1 -3/L" MIN. EMBEDMENT (MIN. 3.000 PSI CONCRETE) 72.0 12 12 9 12 7 12 12 6 12 5 11 5 L 7 3 12 12 12 12 9 12 12 8 12 6 12 6 5 8 L 110.0 12 12 6 12 L 10 5 L 7 3 9 3 3 5 O 1 2 12 8 12 5 12 5 5 8 L 10 L L 6 3 200.0 9 3 3 5 9 3 3 5 / 12 16 9 12 3 12 3 12 5 12 r / 12 10 L 12 12 1. 12 6 12 3 16 10 12 1. 12 1. 12 6 12 I 3 16 10 12 L 12 1. 12 6 12 3 16 & STEEL 1 9/16" (MIN. 710 L 8.0 12 12 12 12 • 12 12 12 11 I 62.0 12 12 12 12 12 12 12 12 1L 12 12 12 12 9 12 12 12 12 16 12 12 12 12 16 12 12 12 12 11. 3/8 "m POWERS RAWL DROP -IN 3/8 "o STAINLESS BOLT WITH MIN. EMBEDMENT 3.000 PSI CONCRETE) 72,0 12 12 12 12 12 12 12 12 12 12 12 10 12 8 12 12 12 12 16 12 12 12 12 16 12 12 12 12 12 110.0 12 12 12 12 11 12 12 10 12 7 12 9 8 12 6 12 12 12 12 16 12 12 12 12 12 12 12 12 12 10 200.0 L 8.0 12 12 12 9 8 12 12 12 11 12 6 12 12 12 9 12 12 12 9 12 12 8 10 8 12 6 121 8 I r 12 5 12 12 12 9 12 10 8 7 5 12 12 12 6 5 L 12 12 12 12 12 12 12 12 12 12 12 12 10 12 12 12 12 12 12 12 12 12 12 12 12 12 12 10 12 12 12 12 10 ,, q 1/L"0 POWERS FASTENING CALK - IN W/ 7/8 EMBED & 1/L - 20 STAINLESS STEEL MACHINE SCREW (MIN. 3,000 PS) CONCRETE) 12 9 12 12 12 12 11 9 12 12 8 6 62.0 72 0 12 12 10 12 8 12 12 7 12 5 12 7 L 10 3 12 12 12 12 12 12 12 11 12 8 12 8 7 12 5 110.0 12 12 6 12 5 12 6 1. 9 3 12 L 3 7 3 12 12 10 12 8 12 8 7 11 5 12 5 6 8 L 2 00.0 12 L 3 7 3 12 L 3 7 3 12 L 3 7 3 12 5 6 B L 12 5 5 8 I L 12 5 6 8 L q� L Lot � .-=� FLEX L 8.0 12 12 12 12 12 12 12 12 12 12 8 12 12 12 12 12 12 12 11 8 7 12 12 9 • 8 11 5 12 12 12 12 12 11 12 8 12 9 12 6 8 7 12 5 5 6 8 L 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 10 12 12 12 12 12 12 12 12 12 10 12 12 12 12110 12 I 7 12 12 12 12 11 62.0 12 12 12 12 12 11 12 8 1 /L "m ELCO CRETE W/ 1 -3 /L MIN. EMBEDMENT (MIN. 3,300 P.S.I. CONCRETE) 72.0 12 12 12 12 12 11 12 10 10 12 7 110.0 12 7 8 10 6 200.0 12 5 i 8 L. 12 5 6 8 L 12 5 6 8 L 12 7 8 10 6 12 7 8 10 6 12 7 8 10 6 HOLLOW CONCRETE BLOCK /. 8.0 12 1 3 12 5 10 10 5 10 3 7 12 12 9 12 6 11 11 6 11 L 7 7 L 7 3 6 2.0 11 11 6 11 L 10 5 10 3 8 7 L 6 L 1. 7 co 1 r 8 3 12 L 3 3 r 12 7 12 6 12 5 5 �� W 0 5, � /,� � � ► 9 L L • e % 1 P4� r,'� ,' f 12 7 12 5 7 5 9 L L L 5 3 12 12 7 12 11 • 7 I dd! 12 12 12 1 12 12 • 12 12 12 1 5 10 10 • 3 3 a 12 12 12 • 12 12 E 12 10 m 5 L ' / 9 7 6 L / 11 9 7 9 7 S 1. 12 12 11 7 6 12 12 12 5 1. i NW 9 7 11 6 3 L 3 12 11 12 3 12 7 9 7 12 12 11 L 3 12 3 3 7 5 / 'h _ ∎'1 3 5 A�1I�MI�� 1/4T ITW OR /LCD TAPCON w/ 1 -1 /L" M:N. EMBEDMENT 72.0 10 11 8 7 11 6 5 L 3 1. 11 7 5 O '/ L 3 110.0 6 3 6 3 / 6 12 6 12 5 12 L �� 12 12 : 12 L 3 12 5 12 12 12 J N O O` if N N 12 10 9 %i , 12 12 12 9 7 6 12 11 9 200.0 * C/1�A r - - � I �1 /4 POWERS FASTENING CALK - IN W/ 7/8 I. 1/L - 20 STAINLESS STEEL MACHINE EMBED SCREW L 8 0 12 12 8 12 6 12 5 8 3 "Aran 12 12 62. 1 2 12 8 5 12 72 0 110.0 6 6 12 4 3 4 3 12 7 3 3 12 i 5 2 0 0.0 L8 .0 Y�v }-- %-\ b �- 6 2.0 12 12 12 12 12 10 12 12 r. 5 12 10 7 5 5 5 10 7 L 3 - 1 /L ELCO CRETE FLEX W/ 1 - 1 /4 MIN. EMBEDMENT 72 0 110.0 12 12 6 12 L L 6 3 8 3 L L 12 7 12 5 10 L L 6 3 8 3 L 5 3 200.0 8 3 L W' � 3 3 L. 1. 8 3 1. 5 3 8 3 L 5 8 3 L 5 3 FASTENER SPACING (INC ANCHOR SCHEDULE LOADS AND SPANS - 1ES) REQUIRED FOR VARIOUS DESIGN MIN. 3/4" EDGE DISTANCE LOAD ( SPANS UP TO SPANS UP TO SPANS UP TO 6' - 0" 8' - 8' 12' - 10" P SF NOTE 1) NOTE 1) NOTE 1) 3TI 'CT ANCHOR TYPE MAX (SEE (SEE (SEE CONNECTION CONNECTION CONNEC TION (SEE NOTE TYPE TYPE TYPE 1) 1 2 3 L 5 1 2 3 1. 5 1 2 3 L 5 DOOM 48.0 12 12 10 12 8 12 12 7 12 6 12 12 L 12 L E =MEIAMME> 6 2.0 12 12 8 12 6 12 12 5 12 L 12 10 3 12 3 1 /L"0 WOOD LAG W/ 72.0 12 12 7 12 5 12 12 L 1 1 2 1. 12 5 3 9 // 1 - 3 /L MIN THREAD 110 0 12 12 L 12 3 12 6 3 9 11 L 7 EMBED SHEAR PARALLEL OR PERPENDICULAR 200 -0 11 L V � 7 // ! 11 L. 7 F / 11 L / 7 TO WOOD GRAIN LB 0 12 12 12 12 112 / 12 10 10 710 G 62.0 12 12 re 2 : 12 12 / 12 8 5 / 7/16 - ce WOOD BUSHING 72.0 12 12 12 j 10 10 ✓/ i0 / ` ...// 7/8" MIN EMBEDMENT 4 STAINLESS STEEL STEEL STEEL HACHINE SCREW 110.0 9 9 9 L (y 5 3� > 200 0 5 � 3 � /�/ /% 3 �/ 5 3 /, ANCHOR NOTES: 1. SPANS & LOADS SHOWN HERE ARE FOR DETERMINING ANCHOR SPACING ONLY. ALLOWABLE SHUTTER SPANS FOR SPECIFIC LOADS MUST BE LIMITED TO THOSE SHOWN IN TABLE 1. 2 ENTER TABLE BASED ON THE EXISTING STRUCTURE MATERIAL. ANCHOR TYPE AND EDGE DISTANCE SELECT DESIGN LOAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GREATER THAN OR EQUAL TO SHUTTER SPAN 3. EXISTING STRUCTURE MAY BE CONCRETE, HOLLOW BLOCK OR WOOD FRAMING REFERENCE ANCHOR SCHEDULE FOR PROPER ANCHOR TYPE BASED ON TYPE OF EXISTING STRUCTURE AND APPROPRIATE CONNECTION TYPE SEE CONNECTION DETAILS FOR IDENTIFICATION OF CONNECTION TYPE. L ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 5. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES WALL FINISH OR STUCCO 6. WHERE EXISTING STRUCTURE IS WOOD FRAMING, WOOD FRAMING CONDITIONS VARY FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS, NOT PLYWOOD FASTENING TA PLYWOOD IS ACCEPTABLE ONLY FOR SIDE CLOSURE PIECES. 7 WHERE LAG SCREWS FASTED TO NARROW FACE OF STUD FRAMING, FASTENER SHALL BE LOCATED IN CENTER OF NOMINAL 2'xL" (MIN I WOOD STUD. 3 /L" EDGE DIS'ANCE IS ACCEPTABLE FOR WOOD FRAMING WOOD STUD SHALL BE "SOUTHERN PINE" G =0 55 OR GREATER DENSITY LAG SCREWS SHALL HAVE PHILLIPS PAN HEAD OR HEX HEAD - e. MACHINE SCREWS SHALL HAVE MINIMUM OF 1/2" ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAY HAVE EITHER A PAN HEAD, TRUSS HEAD, OR WAFER HEAD (SIDEWALK BOLT), U 0 N. 10 ' DESIGNATES ANCHOR CONDITIONS WHICH ARE REMOVABLE BY REMOVING MACHINE SCREW. NUT OR WASHERED WINGNUT. HEADER /SILL CR C / i®/10 COMBINATION 1 DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE USES NOTE: "S" INDICATES ANCHOR SCHEDULE SPACING SPACING DIAGRAM FOR CONNECTION TYPE 1 W/ PIECE 2 AND TYPE 3 OUTSIDE ANCHO S ON PIECE (6) SCALE 3" = 1' -0" 2 x S APPROVED AS COMPLYING WITH TH! SOUTH FLORIDA BUILDING CODE ■°; BY. Y - -- rZ PRODUCT CO • DL DIV!S ON BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO,_1 9 - / 3 ' ° D� Z 0 : c4 1 W O JO QQ �-J (f)Q OW 0° W iii ertalfirarnaMannTara N 0 to o N N, 5z. S I , O•) rn 0 0 _ up 0 Cale 1i 0 U) V KNEZEV CH PrOFESSIO 7 ( E GIt:EL11 FL L = ? No F " 0 0903 A te . 1999] 12/08/98 sale -`` ' ' by as ,Orco ■Ic Ces.4n by checked by v1K V1K dra_.nq no 99 -909 sheet 5 of 6 F < _I N MINIMUM SEPARATION FROM GLASS POSITIVE DESIGN LOAD (w) (PSF) ACTUAL SHUTTER SPAN (L) (FT. - IN) MIN. SEPARATION FROM GLASS FOR INSTALLATIONS LESS THAN OR EQUAL TO 30' ABOVE GRADE (IN.) MIN. SEPARATION FROM GLASS FOR INSTALLATIONS GREATER THAN 30' ABOVE GRADE (IN.) 35.0 40.0 B' -3" 3 -1/3 1 -5/3 10 -0" 3 -3/4 2 -1/3 11' -11" 3 -3/4 3 50.0 8' -3" 3 -1/8 1-3R. 10' -0" 3 -3/4 2 -3/8 11 -4•' 3 -3/4 3 60.0 S -0" 3 -1/8 1 -1/4 8' -3" 3 -1/8 1 -7/3 10 -9" 3 -3/4 3 70.0 5 -0" 3 -1/8 1 -1/3 8' -3" 3 -1/8 1 - 7/8 10 -5" 3 -3/4 3 80.0 6' -0" 3 -1/8 1 -3/3 8' -3" 3 -1/8 2 -1/9 9' -4." 3 -3/4 2 -5/8 90.0 5 -0" 3 -1/8 1 -3 /9 7' -0" 3 -1/8 1 -5/8 8' -3" 3 -1/8 2 -1/8 100.0 5' -0" 3 -1/8 1 -3/8 7' -0" • 3 -1/3 1 -3/4 B' -3" 3 -1/8 2 -1/4 110.0 5 -0" 3 -1/8 1 -3/8 7' -0" 3 -1/8 1 -7/8 8' -3" 3 -1/8 2 -3/8 120 0 S' -0" 3 -1/8 1 -3/8 7' -0" 3 -1/8 1 -7/8 8' -3" 3 -1/8 2 -1/4 -130.0 5' -0" 3 -1/8 1 -3/8 7' -0" 3 -1/8 1 -7/3 8' -3" 3 -1/8 2 -1/2 ACCORDION SHUTTER SPAN SCHEDULE NEGATIVE DESIGN LOAD W (PSF) FOR ALL MOUNTING CONDITIONS L max. (FT -IN) 30.0 12 -10 35.0 12 -4 40.0 11 -11 1.5.0 11 -7 50.0 11 -3 55.0 11 -0 60.0 10 - 9 65.0 10 -6 70 0 1 0 - 72 0 10 -3 75.0 10 -2 80.0 9 - 11 90.0 9 -7 100.0 9 -3 110.0 9 -0 120.0 8-8 130.0 8 -4 133.0 8 -3 11. 0..0 7 -11 150.0 7 -5 160.0 6 -11 170.0 6 -6 180.0 6 -2 190.0 5-10 200.0 5 -6 TABLE 1 NOTES 1 ENTER TABLE 1 WITH NEGATIVE DESIGN LOAD TO DETERMINE MAXIMUM SHUTTER SPAN POSITIVE LOADS LESS THAN CR EQUAL TO THE NEGATIVE LOAD ARE ACCEPTABLE 2. FOR DESIGN LOADS BETWEEN TABULATED VALUES, USE NEXT HIGHER LOAD OR LINEAR INTERPOLATION "AY BE USED TO DETERMINE ALLOWABLE SPANS T A L E 1 APPROVED AS COMPLYING WITH TNF SOUTH FLORIDA BUILDING CODE DATE -,�- i 04 Z # BY _ PRODUCT CON1 DIVISION BUILDING CODE COMPLIANCE OFFICE • ACCEPTANCE NO �j - / 2 L 0.0.7 d Y W- � Ua O ` cn U a Q w z rw Uo >; W- NN uJ z Z Jr • FL I. P •s cc OrCO • EVI NAL E c.n -e No • • 0983 O 10 rn 0) 0) (0 O 0 goacanownitsMosto V.J. K N PROFESS cittrbm by v )K NEEI11 tbr■n by 1 l c J (c h.<kr0 b� l V K 99 -909 sheet 6 of 6 1 COPYRIGHT C 191i9 KNEZEVICH & ASSOCIATES. IN The VIKING Truss Fabricator must furnish a copy of this design to both the builder and trues erector. DESIGN STANDARDS: This drawing hes been prepared to meet applicable previsions of the "National Design Specification for Stress -Grade Lumber and Its Fastenings" by National Lumber Manufacturers Association; and "Desigr Specifications for Light Metal Plate Connected Wood Trusses" by Truss Plate Institute. VIKING Connector Plates are 20 gauge galvanised steel and applied to both faces of each trues et each joint. ITF'SEN - 67754 same sleciea with equal or greater strew values may be eubetituted. -" FABRICATION: Lumber must be accurately cut and fitted together so that ell members et each joint are in snug contec� along the joints. Plate centerlines shall coincide with joint centerlines or shall be located by circles unless otherwise dimensioned. CVCRALL SPANS are lased on nominal 4• bearing widths and may be increased by as much as 4" at each wider teerin using nominal 6" bearing widths, permitting a maximum overall span increase of & ". LATERAL BRACING: This truss has been designed aesuming the top chord to laterally braced at 'intervals not exceeding 3' -0" o.c. VIKING CONNECTORS, INC., bears no responsibility for the erection of trusses in accordance with this design. Feraons using such trusses are cautioned to seek professional advice in regard to safety precautions during erection, proper handling, temporary bracing and permanent bracing which may to required in specific applications. NOTE: 1962 N.D.S. edition. NOTE: All web members shall be 2 %3 or 2X4 #1 Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. BUTT JOINT 5-5.4 Z -5 5T -21 — 2 -1/4" Camber 1/2" at center VIKING CONNECTORS 12 3 L U M B E R ?ax. Overall Spers # Dense So. Pine #1 K.D. So. Pine Sel. Str Fir Sel. Str. Hemlock #1 Southern Pine _1500f Ind. Doug. Fir 1500f Ind. Hemlock a b R.. 825# 2x4 Top Chord 15' -8" 15' -5" 15' - 2" NOTE: Hemlock to be W. C. Hemlock. 4 15# 1,2 — m a FORCE DIAGRAM 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 3330 2x4 Btm.Chord 15 - 8" 15' -8" 15' -8" 1 685 # L U M B E R ;ax. Overall Spans #2 K.D. So. Pine #2 Southern Pine 1200f Ind. Doug. Fir 1200f Ind. Hemlock b 1640 #T 820# 1 2 R 15' -0" Clear span m 3 - Equal areas 2x4 Top Chord Ir 2x4 Btm.Chord DESIGN LOADING Roof 45 psf Ceiling 10 psf Total 55 psf 33 - 1/3% unit stress increase m m l Phone AC -305 td 566 -5471 Fi /e ° ; D- KI - 3- /5- 55 D � / e r //=9 Park / 6 -/ CSC M = W R / 8 (90) (G.69)"e/zV8 : 6050 in - /6s. A x� Vorce P: ICo8S o, i39 ; o a 2 x 4 4 1 S. Pine <A) (/ ) ( /rr4 ) 0.850 M (Z) <F6) 0/7c.) GoSo (re 9)Ci3 0. 35) (3.36)(,5oo) (1.33) 63 Plots 2.57• 3.22' I P1.t 4.50' 7.07• 9.00• 11.6 64 Plot. 4 -3.6 11.6 120.2 87 Plate 7 -4.5 31.8 64.6 13.9 MUITISPIME SIZES 3 -4.5 3 -5.4 3-6.3 3 -7.2 3-6.1 3-9.0 4 -4.5 4 -5.4 4-6.3 4 -6.1 (14.5 1 24.3 38.2 1 16.2 1 .26.4 44 69.1 Iles I11.4 1 5-4.5 5-5.4 5-6.3 5-7.2 5-6.1 5-9.0 32.4 20.6 20.3 36.4 7 -5.4 7 -6.3 7 - 9.9 7 -11.3 70.0 19 Plea. 9 -7.2 9 -9.9 9 -12.6 9 -16.2 113 123.1 26.1 40.5 118.1 145.6 3 -9.9 29.4 1 5-9.9 4 -9.9 4 4. 3 VIMINO CONNECTORS, INC. 3-10.8 31.9 7.1 1 127.8 9-12.6 56.7 1.29• 7.07' 1 . 6 " - +.h - 7- -- 71-3 (horlr..teps are end wortleol steps ere 1.93• except where shorn). 6T -21 (horiz. ltep..r■ end v.rticel steps are 1.266• except whirs shown). 4 -12.6 3 -12.6 I 32.4 40.5 3 -14.4 1.265' F'�•J • 37-12 .643. 4 1 ` se I � 1.. ' 6• .6 3. 1.6 1.4• I 37.0 4 -14.4 46.4 2.7.--141.--4-1.- 0.9' » i 2. 9.2 S.zes• 4. s' 3T- 3 • 0.9' r!1.6 1 1.265. !.4• 1 1.6• 1 ��64Pre.61n2 LIGHT ROOFING HEAVY ROOFING Asphalt shingles Sheet Metal Aluminum, etc. Slate, Barrel tile, Cement Tile, Terre Cotta, etc. Copyright 1965 Viking. Connectors In Sheathing - ,n 8' -G" Max. far 2X4 Tap Chord 12' -0" Max. for _ 2X6 Top Chord All vertical webs spaced 2' -G" o.c. 5T -21 to 30' -8" 5 -6 3 over 30' -8" lfid na11_ Dimension "8" 1 -5/8" 2X4 lateral brace required when length of center vertical member ex- ceeds 6' -6 ". 5T -21 to 30' -8" 5 -6.3 over 30' -8" WITH OUTLOOKERS Gable End Details WITH OUTLOOKERS have the same lumber and plate requirements es Gable Ends WITHOUT OUTLOOKERS (above) except as detailed below. i• or 1500f Ind.Hemlock 2' -0' to 6' -0" Dimension "A'(to be equal or larger 16d - clip - ouble- when- 2X4 •1 Southern Pine 1500f Ind. Fir Dimension "8" 3'- 0"Max.(Lt.Roofinq) 2'- 6 "Mex.(Hvy.Roofing Gable End End Well - - -► Sheathing 2X6 91 So. Pine, Const. 11 3' -6" Mex.(Hvy.Roofing) Gable End End Well 1 6' -6" Max. Date June 1, 1965 Dwg.# WITHOUT OUTLOOKEKS • 2 -S (typical) All vertical webs spaced 2' -O" a.c. TRUSS SPAN 1 4 -5.4 ath or furring strips Outlooker(single 9 2' -0' o.c.) Fir, or onst. Hemlock Dimension "A' 4' -0" to 6' -G" Nellers between members —, Lath or furring strips NOTE: 8 dimension must nit be larger than A dimension. r: 1 nails R framing for each outlooker up trusses Dim. "A" ill over 2' -0 + 9ouble Truseee GABLE END DETAILS 5 -5.4 to 30' -8" 5 -6.3 over 30' -8" All vertical webs spaced 2' -0" o.c. 12 Pitch to match truss LUMBER All lumber shell be minimum, 91 Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. TOP CHORD shell be 2X4 minimum. BOTTOM CHORD shell be 2X3 minimum. Webs shell be 2X3 minimum. PLATES- VIKING Connector Plates are 20 gauge galvanized steel and applied to both feces of each truss at each Joint. 1" Nominal sheathing or 5/8" plywood 1' -3 "Me .1 trusses f 2' -0" o.c. OVERHANG WITHOUT OUTLOOKER (Typical Section) Heel Detail /4 !/4//44 / /ice 2' -0" c.c. For Single Outlockers 4' -0" c.c. For Double Outlookers ELEVATION OF HEEL Outlucker (Single ® 2' -0" DETAIL WITH OUTLOOKERS ' -16d nails 6 framing clip for each outlooker TRUSS SPAN 0 1 Outlooker(s) 3 -7.2 Gable End 5 -8.1 Gable IL Truss Plate // /j/ SPECIFICATION FOR 3 -7.2 3 7.2 Lath or furring strips or 24" o. 1X3 or 1X4 0 2' -0" a.c. and running in the same direction as the truss bottom chords. Continuous nailer. ALTERNATE CEILING FRAMING 0 O 3 A u\ D GAB M A H W -9 - a> H N • ti W • 0 z Fa LA M d o u z LUMBER SPAN #1 So. Pine 26' -8" 1500f Ind. Fir 25' -8" 1500f Ind.Bemlock 24'-4" } The VIKING Truss Fabricator must furnish a copy of this design to both the builder and truss erector. DESIGN STANDARDS: This drawing has been prepared to meet applicable previsions of the "National Design Specification fr Stress -Grade Lumber and Its Fastenings" by National Lumber Manufacturers Association; and "Lesigr Specifications for Light Metal Plate Convected Wood Trusses" by Truce Fate Institute. VIKING Connector Plates are 20 gauge galvanised steel and applied to both faces of each truss at each joint. =NH of the same species with equal or greater stress values may to substituted. FABRICATION: Lumber must be accurately cut and fitted together so that all members at each joint are in snug contectiT Eg the joints. Plate centerlines shall coincide with joint centerlines or shall to located by circles unless otherwise m nsioned. OVCRALL SPANS are based on nominal 4" bearing widths and may be increased by as much as 4" at each wider tearing when using nominal 8" tearing widths, permitting a maximum overall epan increase of 8 ". LATERAL BRACING: This truss has teen designed assuming the top chord is laterally braced at intervals not exceeding 3' -0" o.c. VIKING CCNNCCTORS, INC., bears no responsibility for the erection of trusses in accordance with this design. Feraone using such trusses are cautioned to seek profeseionel advice in regard to safety precautions during erection, proper handling, temporary bracing and permanent bracing which may to required in specific applicatione. NOTE: 1962 N.D.S. edition. NOTE: Web members shall be 2d3 or 2b4 #1 Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. NOTE: Do not combine Butt Joints A & B in the bottom chord. If necessary two Butt Joints B may be used. 1 5 -8.1 2 - 1/4" 1 5/16" — 3 -9.0 to 28' -8" 3 -8.1 to 26' -8" 5T -21 BUTT JOINT A VIKING COW 1 -1/2" 1,2 12 BUTT JOINT 5 -5. 5 1/8" BUTT JOINT B for Block for #5 Plate #5 plate 5 -6.3 to 28' -8" 4 -6.3 to 27'-4" 14 - to 24' -8" ECTO Max.= Span /8 Min.= 1' -9" Z -5 L U M B E R 2x4 2x4 L U M B E R Max. Overall Sprrs Top Chord Btm.C'.lord Max. Overall Spans #1 Dense So. Fine #1 K.D. So. Pine Sel. Str. Fir Sel. Str. Hemlock #1 Southern Pine _1500f Ind. Doug. Fir 1500f Ind. Hemlock NOTE: Hemlock to be W.C. Hemlock. 3T - 10 1 -3/4" 12 3 28' -8" 28' -8" 410# 2X4 Wedge 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 33304 28' -8" 28' -8" 26' -8" 26' -8" b 4 530 IR 28' -0" Clear Span m 3 -9.0 to 26' -8" 3 -8.1 to 24'-4" 3 -7.2 to 21' -8" It 2) Z -5's (one on each side of truss) #2 K.D. So. Pine #2 Southern Pine 1200f Ind. Doug. Fir 1200f Ind. Hemlock c 720# ?WO 307 3 2 I N C 4 770 #T 3 - 9.9 to 28' -8" 3 -9.0 to 27'-4" 3 -8.1 to 24'-4" 3 -7.2 to 21'-8" ALTERNATE HEEL (without wedge) Equal areas 2x4 Top Chord Equal areas M o IO IC v C " 2x4 Btm.Chord ? o ;9 F'• 0 7 p 't 0 n ot F y" 1 DESIGN LOADING Hoof 45 psf Ceiling 10 psf Total 55 psf 33 - 1/3% unit stress increase p A Phone AC -305 566 -5471 0 M3 Plats 2.57• I 3.22• M4 lets 4 -3.6 91 Plots 4.50• 7.07• 9.00' r /e ' 0 NOW - 3 -28- 55 3 -4.5 11.6 l..l 5-4.5 120.2 107 Plots 7 -4.5 31.8 19 Plots 9 -7.2 64.8 3 -5.4 13.9 5-5.4 24.3 CSI = MULtISPIME SIZES 7 -5.4 4 -4.5 14.5 38.2 9 -9.9 3-6.3 89.1 M = wQti/9 = (9o)(6.0o) 9 - 43/0 ,, - /6s. 16.2 28.4 ,Q x 1 a. I r, rc 44.5 3 -7.2 15.5 I 4 -5.4 17.4 5-6.3 5-7.2 32.4 7 -6.3 7 -9.9 70.0 9 -12.6 113.4 (4)(Fc)(inc.) 42 /0 (S`, 89)('35°)(/.33) 3 -8.1 3 -9.0 20.5 23.1 4 -6.3 4 -8.1 26.1 5-8.1 5-9.0 40.5 7 -15.3 20.3 36.4 ( • / so. 2'7 k/ /A ou / 1142,3/ e ) c 20 , 2x4- 9 -16.2 F.- 42/0 P 0.898 109.1 145.8 3 -9.9 >< 404 25.4 5 -9.9 4 -9.9 44.5 0a4 e . June 1 /9 VIMING CONNECTORS, INC. 3 -10.8 31.9 27.8 5-12.6 56.7 2.7• - -fw- -1 Is 0.9• 2.57• -I - - - 1.29' + f 9.2 1.285' r / 7.07' 1.29• 1.B• .� - }.-- 7T-32 (horlr. steps ere T - end vertical steps ers 1.93• except whirs shown). 7.2• 1 "'�1 .643. f. 5 . .643• 1.8 57 -21 (horiz. steps ers MIT - end sort/col steps ers 1.286• except whirs shown). ( ) ( rb) (ir,c,) 43/0 . /6s (3. 54)('500) (/. 33) 32.4 4 -12.6 3 -12.6 40.5 5 -14.4 6•.5 3737 =10 3 -14.4 37.0 4 -14.4 5-16.0 4.5• 3• I 0.9• 1 .6 t1.285° 5.4• 1.285' 37_12 .64• -.4.1. 5.4' 46.4 81.0 1.5• 2 -5 f--74f164° PreeT61n2 The VIKING Truss Fabricator must furnish a copy of this design to both the builder and truss erector. DESIGN STANPARDS: This drawing Les teen prepared to Meet applicable provisions of the "National Design Specification for Stress -Grade Lumber and Its Fastenings" by National Luster Canufacturers Areoc'at'on• and "resign Specifications for Light Cetal Plate Connected 'food Trusses" by Truss Plate Institute. VIKING Connector Elates are 20 gauge gaivsnited steel and applied to both feces of each trues at each rr j oint. ,t H of the Fac siecies with equal or greater stress values clay to substituted. FABRICAT.C'$: Lumber must te accurately cut and fitted together so that all ¢eaters at each joint are In snug contacE — a org the joints. Plate centerlines shall coincide with joint centerlines or stall to located ty circles unless otherwise iirensioned. CVCRALL SFANS are tried on nominal 4^ tearing widths end may te increased by es much as 4" at each wider tearing unen usi,g nominal b" tearing widths, permitting a Maximum overall span increase of E. LATERAL BRACING: This truss Las teen designed assuming the top chord is laterally braced at intervals nut exceeding 3' -0" c.c. VIKING Cbh3ECTORS, 111C., tears no responsibility for the erection of trusses in accordance with this design. Cersone using such trueees are cautioned to seek professional advice in regard to safety precautions during erection, proper handling, temporary tracing and permanent bracing which ray be required in specific appllcatiore. NOTE: 1962 N. D.S. edition. NOTE: All web members shall be 2X4 ##1 Southern Pine, 1500f Industrial Fir or 1500f Industrial Hemlock. Parallel 7T -3 1- 5/16" 5 -9.0 ALTERNATE BUTT JOINT B VIKONG Symmetrical about centerline except for center panel. 5 -6.3 12 1- 5/16' II Maximum of one Butt Joint A or two Butt Joints .1 B & C permitted in bottom chord. 5 -9.0 ALTERNATE BUTT JOINT C CONNECTOS 2.5 Equal spaces LUMBER Fax. Overall Spans #1 Dense So. Pine #1 K.D. So. Pine Sel. Str. Fir Sel. Str. Hemlock #1 Southern Pine _1500f Ind. Doug. Fir 1500f Ind. Hemlock NOTE: Hemlock to be W.C. Hemloc$. e 510# Symmetrical about centerline. CAMBER BOTTOM CHORD 5/8" AT CENTER. 2x4 Top Chord 31'-8" 31''-4" 28'-4" 4880#0 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 33304 2x4 Btm.Chord 31'-8" 31' -8" 31' -8" 31' -0" Clear 4 . ;4 6 4 6 , ,�C 0 280# .° 6.90}�p j a R 80#7 5900 #T f 500#T d 425# 50 ,#0 FORCE DIAGRAM L U M B E R Fax. Overall Spans #2 K.D So. Pine #2 Southern Pine 1200f Ind. Doug. Fir 1200f Ind. Hemlock 0 300#T SPACES 6840#T span 2x4 Top Chord DESIGN LOADING Roof 45 psf Ceiling 10 psf Total 55 psf 33 - 1 /3% unit stress increase 2x4 Btm.Chord Equal areas 0 SCki 09 00p 1 O tO m 0 n o a 0 p-+ v.0:1 Coo H COO roro H Cd N V1 0 A d H 0 ni N O Phone AC -305 L+/ 5 `� 2.57• 3.22• 7.07• 9.00• Ra. +e ' (iht, 1 1 1 96 l 03 Plata 3 -4.5 1 Pieta 4.50• 11.6 04 Pieta 4 -3.6 11.6 5-4.5 ' 20.2 07 Piet■ 7 -4.5 31.8 09 Plate 9 -7.2 64.8 P o ntI CSI = 3 -5.4 13.9 5-5.4 4 -4.5 14.5 l 126.31 38.2 M = W L 8 = (90)02)( 5.l /•8 " 3,8 (.o 1n -165 Axial 'o•-cc = tom= 4880 t � NULTISPIME SIZES 9 -9.9 3-6.3 16.2 5-6.3 ,28.4 B9.1 -c 2x tI `a Pln 117.4 44.5 32.4 7 -5.4 7 -6.3 7 -9.9 9 -12.6 113.4 (A)(F)e»c.) (•)(+6)(Inc•) 4/XRr1 � (�• 89)()35o'Xi,33) 0.44,1 } O.S-fl 3 -7.2 3 -8.1 3 -9.0 1e.5 ] 20.8 I 23.1 4 -5.4 4 -6.3 4 -8.1 26.1 5-7.2 5-8.1 5-9.0 40.5 7 -15.3 20.3 70.0 36.4 108.1 9 -16.2 145.8 5 -9.9 25.4 f i. - /bs moo) Ci, 3 3) AIMING CONNECTORS, INC. 3 -9.9 3 -10.8 3 -12.6 32.4 4 -9.9 44.5 31.9 27.8 5-12.6 56.7 31.9 1.29• t { 7.07 • i.29• �1 l 1.8•, -n�-- .--' 7T-3; (horlr. ste. ere and verti p cal etepe ere 1.93• except where shown). I . 7.2. -1 C S I .64J• 4,5• .643•... l• 1.9 T-21 (harir. etepa era and varticel etepa are 1.286• except wham shown). 4 -12.6 40.5 5 -14.4 64.8 3 -14.4 37.0 4 -14.4 46.4 5 -18.0 81.0 2.7•_ ,1 f. 09 2.57• I .2 1 9.2 1.285' 4.5• 30-10 3.6" 1_ • j _ 0.9• 1 6 L i 11,285° 1.285• 5.4• N 30_12 I 118' 5.4• I 1.8• 2 -5 7 � Prce =61n 1164• The VIKING Truss Fabricator must furnish a copy of this design to both the builder and truss erector. DESIGN STANDARDS: This drawing has been prepared to net applicable provisions of the "National Design Specification for Stress -Grade Lumber and Its Fastenings" by National Lumber Manufacturers Association and "Lesigr Specifications for Light Metal Plate Connected Wood Trusses" by Trues Plate Institute. VIKING Connector Plates are 20 gauge galvanized steel end applied to both faces of each truss at each joint. tt'r) . of the same slecies with equal or greater stress values may te substituted. FARRICAT:GI: Lumber must be accurately cut and fitted together so that all members at each joint are in snug contac�eTong the joints. Pate centerlines shall coincide with joint centerlines or shall te located by circles unless otherwise — dT¢7nsioned. CVERALL SFANS are based on nominal 4" bearing widths and may be increased by as much as 4" at each wider rear =mEen using nominal 6" tearing widths, permitting a maximum overall span increase of 8 ". LATERAL BRACING: This truss Las teen designed assuming the top chord is laterally braced at intervals not exceeding y-0" c.c. VIKING CCNEECTORS, INC., bears no responsibility for the erection of trusses in accordance with this design. rersona using such trusses are cautioned to seek professional advice in regard to safety precautions during erection, proper handling, temporary bracing and permanent bracing which may to required in specific applicetione.NOTE: 1962 N.D.S. edition. NOTE: All web members shall be 2X4 - #1 Southern Pine, 1500f Industrial Fir or 1500f Industrial Hemlock. NOTE: Maximum of one (1) Butt Joint "A" or two (2) Butt Joints B" permitted in bottom chord. 2' -O" Maximum ►- from center- ' line. Symmetrical r f about centerline. 5 -7.2 BUTT JOINT A -1/8" ALTERNATE JOINT B 5T -21 BUTT JOINT B 1_1- 3 -9.0 1" -1- 5/16" Parallel CAMBER BOTTOM CHORD 1/2" AT CENTER. VIKING CON 12 LUMBER Max. Overall Sprrs #1 Dense So. Pine #1 K.D. So. Pine Sel. Str. Fir Sel. Str. Hemlock #1 Southern Pine 1500f Irud. Doug. Fir 1500f Ind. Hemlock NOTE: Hemlock to be W.C. Hemlock. 2.5 Symmetrical about centerline. 11' -0" 2x4 Top Chord 3T -10 30' -0" 24'-4" 420# d 480 5170 #T 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 33304 2x4 Btm.Chord 30' - O" 30'-0" 30' -0" 3 L U M B E R Max. Overall Spans #2 K.D. So. Pine #2 Southern Pine 1200f Ind. Doug. Fir 1200f Ind. Hemlock 300 #T c 595# b 6300 f/c 6160 #T f 500#c 29'-4" Clear span 000 FORCE DIAGRAM 325# i 0 R 3 -12.6 2x4 Top Chord 2x4 Btm.Chord d o Nhd p N 9 q o ° r o Cr‘ ct H N � H d DESIGN LOADING Roof 45 psf Ceiling 10 psf Total 55 paf 33 -1/3% unit stress increase Equal areas I I ty y F, o • 566 -5 0 a CD Phone AC -305 {/c i0 0 -1/I // - ?.S - 29 - SS etc : tluna l 1966 03 Plat■ r 3 -4.5 2.57. I I 111.6 3.22' 04 Pieta 4 -3.6 MI Plata 4.50• 7.07 9.00 07 Plate 11.6 5-4.5 20.2 7 -4.5 31.8 19 P1ete 9 -7.2 Po-he. 6 - 64.8 CS► _ MULTISPIME SIZES 3 -5.4 3-6.3 16.2 1 13.9 4 -4.5 14.5 7 -5.4 38.2 M= W 0../ 9 = 00)(4.85)'(12)/. 9= 2 820 In - lbs Axia.I Force = P= 3OQ �C 5-5.4 5-6.3 9 -9.9 7 -6.3 89.1 4 -5.4 44.5 3 -7.2 19.5 5-7.2 32.4 9 -12.6 7 -9.9 113.4 P (A)( {'(I ,30o -r. (3•$4)(135'0)(/" 33) O. 59S f 0. 39‘ 0.791 3 -8.1 3 -9.0 20.8 1 23.1 4 -6.3 4 -8.1 26.1 5-8.1 5-9.0 40.5 7 -15.3 20.3 70.0 2,01 # 1So. - pint" 36.4 9 -16.2 108.1 145.8 5 -9.9 44.5 78 20 ..) -ibs, (3. 5‘) ( i5ex)) (/, 33 ) CIMINO CONNECTORS, INC. 3 -9.9 3 -10.8 3 -12.6 32.4 25.4 4 -9.9 31.9 (Z)( r6)(inc.) 27.8 5 -12.6 56.7 1.29" 1 7.07• 1.29" 1.8 " �--- 7T-32 (horlr. steps ere 57P vertical steps are 1.93• except where 'shown). 7.2 I - 1 .643 . 4 t 5 , .643' 4 4.- 1.6 57 -21 (horlr. steps erg TIT - snd vertical steps are 1.286• except where ehown). 4 -12.6 40.5 5 -14.4 64.8 3 -14.4 37.0 4 -14.4 46.4 5-18.0 81.0 2.7•- fa--_+ ._ 0 9• 2.57 • I 1 1�t.285• " , 4.s• T 1 j l� 33-10 '"I I 3.6• 0.9• r13.6 1 265' 1.285' 5.1 3T = 12 .64•- t 1.8" 5.4 -- i 1.8" Z -5 Free== 4.61n2 The VIKING Truss Fabricator must furnish a copy of this design to both the builder and truss erector. LESI SN STANIAEDS: This drawing has teen prepared to stet applicable prcvieions of the "National resign ITlca of E - nr Stress -Grade Lumber and its Fastenings" by National Lumter ranufacturers Irsociation; and "resign Specifications for Light real Prate Connected 'Wood Trusses" by Truss Plate 'Institute * . VIKING Connector Pates are 20 gauge galvanised steel and applied to both faces of each trues at each joint. LTFLER tte saris slec:es with equal or greater stress valurs may to eutetituted. FABPICATIL37 must te accurately cut and fitted together eo that ell letters et each je_ut ale In snug coutacE — e Tg the joints. Plate centerlines shall coincide with joint centerlines or s1111 to located ty circles unless ot'- erwise�urieneioned. CVEEALL SPANS are lased on nominal 4" tear :rig widths and may te increased by as much as 4" at each wider tearing wtrn using nominal 5" tearing widths, permitting a maximum overall span increase of 6 ". LAIEPAL SPACING: This truss has teen designed assuming the top chord is laterally braced at InterveTC not ezceeoTirg i' -0" c.c. VIKING CCNDECtcES, INC., tears no responsibility for tLe erection of trusses in accordance with this de: ss . rersons using euch trusses are cautioned to seek professional advice in regard to safety precautions during erection, proper handling, temporary bracing and kermanent bracing which may be required in specific applications'. NOTE: 1962 N.D.S. edition. NOTE: All web members shall be 2X4 - #1 Southern Pine, 1500f Industrial Fir or 1500f Industrial Hemlock. (3 4 -8.1 VI THREE r 4 -5,4 • 1/8" Symmetrical about centerline excep for center panel. 1/ 1 EQUAL ' Maximum Gco 4 -9.9 BUTT JOINT 4 -8.1 9 -16.2 MULTISPIKE & 6 "X28" Nail Plate on top. (35) nails in shaded area at each end. (12) nails in overlapped area (coincide 12 nails in overlap area with holes in MULTISPIKE plate). Total of 82 nails on front & 82 nails on back of truss. f V (2)4- 14.4's SPACES HECTORS (One side only) 2' -0" 2X6 scab with (12) 12d nails as shown. ALTERNATE HEEL L U M B E R Max. Overall Spans #1 fenfe So.. Pine # R.D. So. Fine Sel. Str. Fir Sel Str. Hemlock #1 Southern Pine Construction Fir Coast Hemloc NOTE: Hemlock to be W.C. Hemlock. 4 -8.1 spaced equally between top and bottom edges of heel. Equal .e— spaces 2x8 y8 Do�tc ntm C ord Symmetrical about centerline except center pan d1 eel height 3,4,5 12 CAMBER TOP AND BOTTOM CHORDS 1" AT CENTER. 29' -8" 28'-4" 26' -0" 5 2.5 9' -O" Set back 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 333 29' -8" 2 - 29' -8" 41100# c 2345# 19000f0 t16550#C 4 3 19,000#T FORCE DIAGRAM L U M B E R ax. Overall Spans 15001 Ind. Doug. Fir 1500f Ind. Hemlock #2 K.D. So. Pine #2 Southern Pine Standard Fir Standard Hemlock 120Cf Ind. Doug. Fir 1200f Ind. Hemlock 2 (2) 4- 14.4's 16,550 #T 485# 29' -0" Clear span N ! N� b 9 9 6 M 1 2x8 Top Chord 2x8 Btm.Chor DESIGN LOADING Roof 45 paf Ceiling 10 paf Total 55 psf 33 -1/3% unit stress increase R e C R =3930# b a 216 el height H 2X6 scab 12" long with (8)12d nails(one side only) `n b Phone AC -305 {__ 566-5 \. ..."— .T,..."— ..ea". f , l a - 0- 91-11 2.5 - 29- 55 </Nip ''/) j je : June l 196$ Pane/ J- S 2x8 4 1 So. Poe, M = W Lz /. /o = (2UO)(i2)(3.78) -1 7. io= ti 2v 1n -i b$ Ax►a) Force = ? = 19,Qoo 2C M3 Plato 2.57 • I 3 -4.5 11.6 M4 Plots 4 -3.6 3.22• 1.6 I Plato 4.5G• 7.07• 9.00 5-4.5 M7 Plato 7 -4.5 31.8 M9 Plats 9 -7.2 CSI 64.8 MOLTISPIME SIZES 3 -5.4 3 -6.3 3 -7.2 16.2 , 19.5 13.9 5-5.4 4 -4.5 14.5 7 -5.4 38.2 9 -9.9 5-6.3 28.4 7 -6.3 89.1 4 -5.4 44.5 5-7.2 19()Co tC (!Z. 0)(66 3 5 9 -12.6 p (A)(t )(i )C,) 32.4 7 -9.9 113.4 0.865 4 0.1 3 -8.1 3 -9.0 20.8 l 23.1 4 -6.3 4 -8.1 26.1 5 -8.1 5 -9.0 20.3 70.0 36.4 108.1 9 -16.2 7 -15.3 40.5 145.8 4- 3 -9.9 25.4 5 -9.9 4 -9.9 44.5 4IFING C0NNECTORS, INC. 7.2• I (i)( F ` b)(' c.) .,• /65 /SOO)(4 3 -10.8 27.8 31.9 5 -12.6 l 56.7 7T -3 (u r. eps u• 2 .9a e h o vertls et.ps are 1.93• aaupt ohm 08414. -+ 4 .643. 4 5• .643• �__I__ 1.6 5_t_-2k (hortr. etapa ar• and v�rtlt•1 •taps ara 1.286• .. .pt atone shown). 4 -12.6 3 -12.6 32.4 4 0,5 5-14.4 64.8 3 -14.4 37.0 4 -14.4 46.4 5 -18.0 81.0 2.7 +ff 0 9• 2.57' I t I 11.9 .29• �9.2 1.285• .29 7.07. 4.5' 1.29• 3T -I0 i 71 1 _ 2.9• .6 11.6 1- 1 1.285• 1.285• 5.4" of 32 - .64'_.a.__. 1 t 1.B" 5.4. 1 T j 1.8• Z -5 7� arra7 61n T64• Copyright 1965 Date June 1, 1965 Viking ConnectorI Inc. DWR.; 5 -8.1 for 2.5 & over 5 -99 for 1.582.0 Be edges & attach to Hip #1 with a 3 "X8" nail plate at top & (3) )6d nails at bottom (See detail below for top chord attachment) 9' -0" END JACK 3-8.1 for 1.5 R 2.0 3 - 7.2 rr 2.3 Y lover. Attach End Jack to Hip #1 with (3) 16d nails at top chord & (2) 16d nails at bottom. 1/8" X 1" Anchor strap bent over top chord (by builder) TYPICAL TIE DOWN Hip #1 TOP VIEW 2X6 Ledger 3 "X8" Neil plata ip Jack Z -5 HIP JACK End Jack(tap chord attached with (3)16d toenails) Hip #1 (members as required) 7' -0" Corner Jack 5' -0" Corner Jack 3' -0" Corner Jack 3T -10 1' -0" Corner Jack 4 - 9.9 for 1.5 & 2.0 4 -8.1 for 2.5 S over 17 Bevel edges R attach to Hip Jack with 2X6 Ledger beveled on top R attached to (2)16d nails top & bottom & Hip #1 with 1/2" die. bolt at panel points toenail other end to plate & (4)16d nails at each truss member in with (2) l6d nails. contact with ledger.(by builder) TOP CHORD HIPJACK ATTACHMENTS Hip Jack SIDE VIEW HIP JACK FRAMING 9' -O" SETBACK (End Jack & Ledger not shown) 3 -8.1 for 2.5 & over 3 -9.0 for 2.0 3 - 9.9 for 1.5 Hip #1 2x4 TOP CHORD 2X6 Ledger 9' -0" End Jack @ 2' -0" o.c. Toenail to plate with (3) 16d nails. Bevel edges & toenail to plate 8'�► to Hipjeck with (2) 16d nails. 5' -0" Corner Jack 7' -0" CORNER JACK If necessary, bend plats over top of Hip Jack = end line 1 1/8" 3 "XB" neilplete 45 bend. Attach with 12 nails (6 each aide of bend) & 2 nails @ bend. LUMBER 2' -0" 2' -0" 2' -0" 1 " -0" 1' -0" Corner Jack 3 - 5.4 / 3 - 5.4 8d nail L Toenail to plate with (2) 16d nails. Bevel edges & toenail top & bottom chords to Hipjeck with (3)16d nails. All members shell be 2X4 #1 Southern Pine, 1500f Industrial Fir or 1500f Industrial Hemlock. NOTE: Web members may be 2X3 or 2X4 #1 Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. style D JAC (set) pitch Amt span 9 per 55 (2X4 T.C.) r A 4 LELtiLR 60LIE0 4' 0. C. FASTEN Wan HUIT,RICANF CLIPS /X : ATTENTION: BUILDER •• . ALL OOMEN OVEAHAN6S, PITCH. ETC. TO BE CHECKED .. �EFO PRIM TRUSSES °. 14300 N. U PHONE 688-0-5,53 •