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935 NE 95 St (12)• Morris A. Shashoua, P .E. MMJRICE A. SIIASHOUA, P.E. , INC. 1908 NW 112 Avenue Coral Springs, FL 33071 (954) - 753 -1988 License Nos. EB5251 & 19554 ATLANTIC TRUSS CO. , INC . JOB NO: I (5 NAME OF PROJECT: (bn )I y2ELLn JURISDICTION: QA5 V.F. q5 Shbre.. BUILDING CODE: FLORIDA BUILDING CODE, 2001 LOADS IN P.S.F. (UNLESS OTHERWISE NOTED): Top chord Live 30 40 Top Chord Dead 15 10 Bottom Chord Live 0 0 Bottom Chord Dead 10 5 Total 55 55 Duration Factor 1.33 1.00 Wind Speed 140 mph COMPUTER PROGRAM USED: MITEK y•2O/ This package includes a Truss Index Sheet and fi) truss drawings. I hereby certify that this serves as a cover sheet in accordance with Chapter 61G15- 31.003 of the Florida Board of Professional Regulations. Furthermore, the responsibility of the undersigned is solely limited to the design of the truss components shown. The suitability and use of these trusses for any building is the responsibility of the building designer. Respectfully sub >�t �:•�- ( \FlC, �� _ . 19554 E. - MORRIS A. SHASHc, A,'• P• A1V)F 5 _ MAURICE A. SHAS1r9V P. �; FL Reg Nos. EB525 1,9b (]\0.• '1,, FRED "lli l;!“((( O ROOF FLOOR To: RAS CONST. Reaction Summary Job Number: 7651 Page: I Date: 05 -13 -2003 - 2:12:45 PM Project ID: 1021 -3 Project: Block No: Model: Lot No: Contact: Site: Office: Deliver To: KETTANEH RESIDENCE 935 NE 95 STREET MIAMI SHORES,FL Account No: Designer: D.A. Salesperson: Quote Number: 1021 -3 P.O. Number: 1021 -3 Name: Phone: Fax: ax: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: 4 Fl 149 Ibs. each 32 - 1 - 0 FLOOR 0.00 0.00 Joint 1 Joint 15 Joint 22 989 lbs. 446 lbs. 2232 lbs. -157 Ibs. 2 FGI 148 lbs. each 32 - 1 - 0 FLOOR 0.00 0.00 Joint 1 Joint 15 Joint 22 983 lbs. 443 lbs. 2250 lbs. -169 Ibs. 11=17 �� /, ' ∎ '.1,1,' 5 F2 134 lbs. each 28 - 10 - 0 FLOOR 0.00 0.00 Joint 14 Joint 19 Joint 26 461 lbs. 1990 lbs. 843 lbs. -84 lbs. ��'5 '._ 8 F3 I 13 lbs. each 21 - 1 - 0 2X4/2X6 FLOOR 0.00 0.00 Joint I Joint 11 1127 lbs. 1127 lbs. 1.m.='._ 3 (1) 3 -Ply FG2 78 lbs. each 14 - 3 - 0 2X6/2X6 FLOOR 0.00 0.00 Joint 7 Joint 12 7391 lbs. 8886 lbs. 8 F4 48 lbs. each 10 - 6 - 12 FLOOR 0.00 0.00 Joint 4 Joint 10 549 lbs. 549 lbs. ATLANTIC TRUSS CO. 850 NW 61st ST. FT. LAUDERDALE, FL 33309 Phone:(954)491 -3310 Fax: (954)491 -8237 To: PLAN ART ASSOC. Reaction Summary Job Number: 7651 Page: 1 Date: 02 -01 -2003 - 1:22:37 PM Project ID: 1021 -3 Project: Block No: Model: Lot No: Contact: Site: Office: Deliver To: KETTANEH RESIDENCE 935 NE 95 STREET MIAMI SHORES,FL Account No: Designer: OZGUR Salesperson: Quote Number: 1021 -3 P.O. Number: 1021 -3 Name: Phone: Fax: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: IN = �\ 2 T3 227 lbs. each 33 - 5 - 0 2X6/2X4 ROOF TRUSS 4.00 3.59 Joint 2 Joint 12 2113 lbs. 2130 lbs. -2505 lbs. -2523 lbs -,- 41 w - , � 2 (1) 2 -Ply G2 237 lbs. each 33 - 5 - 0 ROOF TRUSS 4.00 -339 Joint 2 Joint 15 2440 lbs. 3256 lbs. -2842 Ibs. -3839 Ibs. 0 1 T4 180 lbs. each 33 - 5 - 0 ROOF TRUSS 4.00 0.00 Joint 2 Joint 11 2019 lbs. 2019 lbs. -2355 lbs. -2355 lbs. ,efT;2S 1 T5 179 lbs. each 33 - 5 - 0 2X6/2X4 ROOF TRUSS I Row Lat Brace 4.00 0.00 Joint 2 Joint 9 2026 lbs. 1793 lbs. 2317 lbs. 1840 lbs. //� <,�, �y�� i�su► V�. \ 2 (1) 2 -Ply G1 232 lbs. each 33 - 5 - 0 ROOF TRUSS 4.00 -3.59 Joint 2 Joint 15 2363 lbs. 3047 lbs. -2699 lbs. -3514 lbs. 1 Ti 208 lbs. each 33 - 5 - 0 2X6/2X4 ROOF TRUSS 2 Rows Lat Brace 4.00 4.79 Joint 2 Joint 10 2021 lbs. 2021 lbs. -2201 lbs. -2201 lbs. ` ' '§ - 1 T6 162 lbs. each 33 - 5 - 0 ROOF TRUSS 4.00 0.00 Joint 2 Joint 8 2027 lbs. 1793 lbs. -2266 lbs. -1787 lbs. � 2 (1) 2 -Ply H9 233 lbs. each 33 - 5 - 0 2X6/2X6 ROOF TRUSS 4.00 0.00 Joint 2 Joint 10 5705 lbs. 6028 lbs. -6931 lbs. -6600 lbs. - - 411110'0I►�I_ (1) 4 -Ply 117 185 lbs. each 33 - 5 - 0 ROOF TRUSS 4.00 439 Joint 2 Joint 15 3879 lbs. 3879 lbs. -5724 lbs. -5724 lbs. 1 ` 1 M2 131 lbs. each 23 - 2 - 0 ROOF TRUSS 1 Row Lat Brace 4.00 0.00 Joint 2 Joint 8 1477 lbs. 1236 lbs. -1744 lbs. -1270 lbs. ® 1 Si 57 lbs. each 12 - 8 - 0 ROOF TRUSS 4.00 6.00 Joint 2 Joint 8 900 lbs. 649 lbs. -1302 lbs. -786 Ibs. 2 (1) 2 -Ply 115A 71 lbs. each 12 - 8 - 0 2X6/2X4 ROOF TRUSS 4.00 6.00 Joint 2 Joint 7 1289 lbs. 1289 lbs. -2001 lbs. -2007 lbs. 1 C9 76 lbs. each 12 - 8 - 12 2X6/2X4 ROOF TRUSS 28 N O Joint 2 Joint 6 Joint 8 1009 lbs. 1689 lbs. 0 lbs. -1359 lbs. -2392 lbs. -224 Ibs. 1 C7 53 lbs. each 9 - 10 - 13 2X6/2X4 ROOF TRUSS 2.83 0.00 Joint 2 Joint 4 Joint 5 769 lbs. 439 lbs. 389 lbs. -1126 lbs. -942 lbs. -413 lbs. 1 C7B 51 lbs. each 9 - 10 - 13 2X6/2X4 ROOF TRUSS 2.83 0.00 Joint 2 Joint 5 Joint 6 769 lbs. 256 lbs. 573 lbs. -1126 lbs. -577 lbs. - 7791bs. !- 3 J9 38 lbs. each 9 - 0 - 0 ROOF TRUSS 4.00 0.00 Joint 2 Joint 4 Joint 5 722 lbs. 173 lbs. 270 lbs. -1073 lbs. -365 lbs. -339 lbs. 1 J9A 38 lbs. each 9 - 0 - 0 ROOF TRUSS 4.00 0.00 Joint 2 Joint 4 Joint 5 722 lbs. 168 lbs. 507 lbs. -1103 lbs. -119 lbs. -793 lbs. 3 J9B 38 lbs. each 9 - 0 - 0 ROOF TRUSS 4.00 0.00 Joint 2 Joint 5 Joint 6 722 lbs. 433 lbs. 10 lbs. -1155 lbs. -620 lbs. -3 lbs. 8 (4) 2 -Pl MGI 69 lbs. each 9 - 0 - 0 2X4/2X6 ROOF TRUSS 4.00 0.00 Joint 2 Joint 8 1145 lbs. 897 lbs. -1736 lbs. -1307 lbs. 2 C5A 36 lbs. each 7 - 0 - 14 2X6/2X4 ROOF TRUSS 2.83 4.24 Joint 2 Joint 5 Joint 6 566 lbs. 276 lbs. 98 lbs. -938 lbs. -407 lbs. -200 lbs. ATLANTIC TRUSS CO. 850 NW 61st ST. FT. LAUDERDALE, FL 33309 Phone: (954)491 -3310 Fax: (954)491 -8237 To: PLAN ART .ASSOC. Reaction Summary Job Number: 7651 Page: 2 Date: 02 -01 -2003 - 1:22:37 PM Project ID: 1021 -3 Project: Block No: Model: Lot No: Contact: Site: Office: Deliver To: KETTANEH RESIDENCE 935 NE 95 STREET MIAMI SHORES,FL Account No: Designer: OZGUR Salesperson: Quote Number: 1021 -3 P.O. Number: 1021 -3 Name: Phone: Fax: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: 3 E7 29 Ibs. each 7 - 0 - 0 ROOF TRUSS 4.00 0.00 Joint 2 Joint 4 Joint 5 621 Ibs. 110 lbs. 214 lbs. -996 Ibs. -198 Ibs. -364 lbs. 6 J7 30 Ibs. each 7 - 0 - 0 ROOF TRUSS 4.00 0.00 Joint 2 Joint 4 Joint 5 621 Ibs. 152 Ibs. 172 Ibs. -996 Ibs. -315 Ibs. -246 Ibs. 5 J7B 30 Ibs. each 7 - 0 - 0 ROOF TRUSS 4.00 0.00 Joint 2 Joint 5 Joint 6 613 lbs. 27 lbs. 365 lbs. -983 lbs. -38 lbs. -601 Ibs. 1 Ml 27 lbs. each 6 - 3 - 0 ROOF TRUSS -4.00 0.00 Joint 3 Joint 7 581 Ibs. 272 Ibs. -1007 Ibs. -444 Ibs. 3 ES 19 lbs. each 5 - 0 - 0 RODF TRUSS 4.00 0.00 Joint 2 Joint 3 Joint 4 528 lbs. 150 Ibs. 46 lbs. -910 lbs. -394 Ibs. 2 E5B 21 Ibs. each 5 - 0 - 0 ROOF TRUSS 4.00 0.00 Joint 2 Joint 4 Joint 5 528 Ibs. 110 Ibs. 86 lbs. -910 Ibs. -227 Ibs. -145 lbs. 3 J5A 24 lbs. each 5 - 0 - 0 ROOF TRUSS 4.00 6.00 Joint 2 Joint 4 Joint 5 520 lbs. 114 lbs. 91 lbs. -894 lbs. -258 lbs. -130 lbs. 1 GEI 17 lbs. each 4 - 0 - 0 ROOF TRUSS 4.00 0.00 Joint 2 Joint 4 317 Ibs. 313 lbs. -567 lbs. -560 lbs. 2 GE2 17 lbs. each 4 RODF TRUSS 4.00 0.00 Joint 2 Joint 4 315 lbs. 315 lbs. -563 lbs. -563 Ibs. 1 El 17 Ibs. each 4 RODF TRUSS 4.00 0.00 Joint 2 Joint 4 315 Ibs. 315 lbs. -563 lbs. -563 lbs. Q 1 K2 14 lbs. each 4 RODF TRUSS 4.00 0.00 Joint 2 Joint 4 251 lbs. 244 Ibs. -432 Ibs. -417 lbs. ca 2 LI 17 lbs. each 4 - 0 - 0 ROOF TRUSS 4.00 0.00 Joint 2 Joint 4 315 lbs. 315 Ibs. -563 lbs. -563 lbs. 2 L2 14 lbs. each 4 ROOF TRUSS 4.00 0.00 Joint 2 Joint 4 258 lbs. 251 Ibs. -447 lbs. -432 lbs. P] 8 (4) 2 -Ply FGl 22 Ibs. each 3 - 5 - 8 2X4/2X6 ROOF TRUSS 0.00 0.00 Joint 3 Joint 4 261 lbs. 261 lbs. -364 lbs. -364 lbs. 11111 2 (1) 2 -Ply FG2 23 Ibs. each 3 - 5 - 8 2X4/2X6 ROOF TRUSS 0.00 0.00 Joint4 Joint6 306 lbs. 317 lbs. -431 Ibs. -447 Ibs. 111 2 (1) 2 -Ply FG2A 23 Ibs. each 3 - 5 - 8 2X4/2X6 ROOF TRUSS 0.00 0.00 Joint 4 Joint 6 768 lbs. 817 lbs. -1080 Ibs. -1149 lbs. . 6 E3 13 Ibs. each 3 - 0 - 0 ROOF TRUSS 4.00 0.00 Joint 2 Joint 3 Joint 4 462 lbs. 16 lbs. 26 lbs. -844 lbs. -88 lbs. 4 E3A 15 lbs. each 3 - 0 - 0 ROOF TRUSS 4.00 6.00 Joint 2 Joint 4 Joint 5 449 lbs. 54 lbs. 3 lbs. -817 lbs. -103 lbs. s 2 Ni 13 lbs. each 2 - 8 - 0 ROOF TRUSS 4.00 0.00 Joint 2 Joint 4 458 lbs. 9 lbs. -851 Ibs. -1 lbs. 0 2 N2 14 1bs. each 2 - 4 - 0 ROOF TRUSS 4.00 0.00 Joint 3 Joint 4 112 lbs. 112 lbs. -375 lbs. ATLANTIC TRUSS CO. 850 NW 61st ST. FT. LAUDERDALE, FL 33309 Phone: (954)491 -3310 Fax: (954)491 -8237 To: PLAN ART ASSOC. Reaction Summary Job Number. 7651 Page: 3 Date: 02 -01 -2003 - 1:22:37 PM Project ID: 1021 -3 Project: Block No: Model: Lot No: Contact: Site: Office: Deliver To: KETTANEH RESIDENCE 935 NE 95 STREET MIAMI SHORES,FL Account No: Designer: OZGUR Salesperson: Quote Number: 1021 -3 P.O. Number: 1021 -3 Name: Phone: ax: Fax: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: 6 El 7 lbs. each 1 - 0 - 0 ROOF TRUSS 4.00 0.00 Joint 2 Joint 3 Joint 4 471 lbs. 369 lbs. 9 lbs. -938 lbs. -186 lbs. 6+ 4 E1A 7 lbs. each 1 - 0 - 0 ROOF TRUSS 4.00 0.00 Joint 2 Joint 3 Joint 4 463 lbs. 352 lbs. 9 lbs. -921 lbs. -178 lbs. 3 V2 9 lbs. each 4 - 0 - 0 ROOF TRUSS 4.00 0.00 Joint 1 Joint 3 121 lbs. 121 lbs. -200 lbs. -200 lbs. .-, 1 MV2 4 lbs. each 2 - 0 - 0 ROOF TRUSS 4.00 0.00 Joint 1 Joint 3 55 lbs. 55 lbs. -75 lbs. -101 lbs. 850 NW 6Iet 5T. FT. LAUDERDALE, FL, 33309 Ph • (954) 491 -3310 Fax (954) 491 -8231 \G1 BUILDING DEPT (SEALED) OFFICE (UNSEALED) JOBSITE (UNSEALED) CONTRACTOR MODEL ELEVATION LOT/BLOCK SUBDIVISION CITY /COUNTY \G PACKAG CF;eS+ F c r RAS c_ONJ sT2UCT i O 1 J KE last E1•icE --) 9S5 AlE 95 STREET M1/M S/o Es, FL_0 "el D1 This safety alert symbol is used to attract your attention! PERSONAL SAFETY IS INVOLVED! When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. A CAUTION: A CAUTION identities safe operating practices or indicates unsafe conditions that could result in personal injury or damage to structures. HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES' It is the responsibility of the installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly receive, unload store, handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these r ecommendations to be interpreted as superior to theproject Architect's or Engineer's design spec ification for handling, installing and bracing wood trusses fora particular roof or floor. These recommendations are based upon the collective experience of leading technical CAUTION: The builder, building contractor, licensed contractor, erector or erection contractor is ad- vised to obtain and read the entire booklet "Com- mentary and Recommendations for Handling, In- stalling & Bracing Metal Plate Connected Wood Trusses, HIB -91" from the Truss Plate Institute. Trusses stored horizontally should be sup- ported on blocking to prevent excessive lateral bending and lessen moisture gain. wTe >= WARNING EJo not break° anding un fit,, =instatla k 1ion begirft :3�f�ft buiidleti :tr sses by the,ba d : Frame 1 r TRUSS STORAGE A WARNING: A WARNING(_describes a condition where failure to follow Instructions could result in severe personal injury or damage to structures. CAUTION: Trusses should not A be unloaded on rough terrain or uneven surfaces which could cause damage to the truss. DANGER: A DANGER designates a condition where failure to follow Instructions or heed warn- ing will most likely result in serious personal injury or death or damage tp structures. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833 -5900 personnel inthewoodtrussindustry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, theTruss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright D by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: All temporary bracing should be no less than 2x4 grade marked lumber. All connections A should be made with minimum of 2 -16d nails. All trusses assumed 2' on- center or less. All multi -ply trusses should be connected together in accor- dance with design drawings prior to installation. // n Trusses stored vertically should be braced to prevent toppling or tipping. -'� DANGER: Wat1rn tat Is eiitrtr profit "bfted Tag Line WARNING: Do not attach cables, chains, or hooks to the web members- 60° or less', �- Approximately '/, truss length Truss spans less than 30'. Spreader Bar Toe In Spreader Bar Toe In - -1 _ Toe In Approximately Y, to ', tr length Less than or equal to 60' GROUND BRACING:BUILDING INTERIOR' Approximately to Y, truss length Less than or equal to 60' 60 i Or less\ Approximately truss length Toe In Tag Line Tag Line MECHANICAL INSTALLATION Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's ;framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Tag Line Tag Tag Line Line r GB; lBT l Y) "Top Chord ''IGBV A WARNING: Do not lift single trusses with spans greater than 30' by the peak. Ground brace diagonals (GBD Ground brace vertical (GBy) Backup ground stake Driven . ground stakes Strongback/ Spreader Bar Str ong back/ Spreader Bar t At or above mid - height j i CAUTION: Temporary bracing shown in this summary sheet is adequate for the Installation of trusses with similar configurations. Consult a registered professional engineer if a different bracing arrangement is desired. The engineer may design bracing in accordance with TPI's Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, DSB -89, and in some cases determine that a wider spacing is possible. 'GROUND BRACING: BUILDING EXTERIOR' Iii Frame 2 10' Approximately to' /, truss length Greater than 60' Greater Ihan 60' Typical vertical attachment ` Strut (ST) Typical horizontal tie member with muttipte stakes (HT) End Well 5. Plan eioc4ing J Ground BraCe Verticals (GBV) /r truss of b oup of bus c (58) 1 op chords that are laterally braced can bur lote together and cause to/lapse rtthet e iano diago nalbracing Dragons) hinting should be ratted to the underside of the top chord when potions are attached to the topsde of the lop chord 12 -- 1 4 o 91 eater MINIMUM PITCH DIFFERENCE 2.5 TOP CHORD LATERAL BRACE SPACIHGR Bs) 7' 6' 5' 3.0 3.0 TOP CH DIAGON SPACIN (# try SP /DF 17 9 5 See a registered professional engine SPAN Up to 28' Over 28' - 42' Over 42' - 60' Over 60' 1F - Douglas Fir -Larch IF - Hem -Fir Continuous Top Chord Lateral Brace aequired •\ —r— I 10' or Greater At hr,ent Required —J Li WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. SP - Southern Pine SPF - Spruce- Pine -Fir ORD AL BRACE G (DBs) sses) SPF /HF 12 6 3 et All lateral braces -- lapped at least 2 Trusses. Frame 3 SPAN Up to 32' Over 32' - 48' Over 48' - 60' Over 60' MINIMUM PITCH 4i12 4/12 4/12 TOP CHORD LATERAL BRACE SPACING(LBS) 8' 6' 5' TOP CHORD DIAGONAL BRACE SPACING (DBs) 1// trusses] St?; DF 20 10 6 SPF; HF 15 7 4 See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir All lateral braces lapped at (east 2 trusses. 12 5 I -- SP - Southern Pine SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace Required PITCHED TRUSS / N 8 Topchorda that are laterally braced can buclole together and causecollapne if there isno diago- nal bracing. Diagonal bracing should be nailed to the undereide of the lop chord when purlins are attached 10 the topside of the lop chord. I SCI T 1 , ottom chord diagonal bracing repeated 1 each end of the building and at same pacing as top chord diagonal bracing. EB',MEMBER I Permanent os sP \ °' continuous o lateral bracing as specified by the truss engineering. Frame 4 SPAN Up to 32' Over 32' - 48' Over 48' - 60' Over 60' MINIMUM PITCH 4/12 4/12 4/12 BOTTOM CHORD LATERAL BRACE SPACING(LBs) 15' 15* 15' SP /DF SPFLt-tF 20 15 10 7 6 4 See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir BOTTOM CHORD DIAGONAL BRACE SPACING (DBS) [# trusses) SP - Southern Pine SPF - Spruce- Pine -Fir All lateral braces lapped at least 2 trusses. BOTTOM CHORD PLANE l A WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. /- — l' ,,.. Cross bracing repeated at each end of the building and at 20' Intervals. 30" 42" 48" 8 6' S' 5 P101 16 6 4 See a registered professional engine SPAN Up 10 32' Over 32' - 48' Over 48' - 60 Over 60' IF - Douglas Fir -Larch SP - Southern Pine IF - Hem -Fir SPF - Spruce- Pine -Fir The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. tx2 PARALLEL CHORD TRUSS:TOP CHORD rp chords that are laterally braced can buc lr le gelher and cause collapse it there isno diago- dbr acing. Diagonal bracing should be nailed the underside of the top chord when put fins attached to the topside of the lop c hot d. TOP CHORD TOP CHORD DIAGONAL BRACE MINIMUM LATERAL BRACE SPACING (DB DEPTH SPACING(LB I{/ trusses End diagonals are stability and must be dup both ends of the truss system. SPr rHr 10 4 2 CI End diagonals ar e' essential for, stability and must be duplicated on both ends of the truss system. WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. 2x4/2x6 PARALLEL CHORD TRUSS l opc horde that are Inlet ally br ac rd c an buc Ole Iovrthrt and cause c collapse 't ther is no drago nal brae Diagonal brae ong should be nailed to the under aide of the top eho when put hna ere ease heJ to the topside of the top chord Continuous Top Chord 1.ateral [trace 1equireci 10' or Greater Attachment Required "" J Continuous Top Chord Lateral Brace Required I 10' or Greater Attachment Required -- 30 or greater -- - 3 Trusses must have lum- ber oriented in the hori• zontal direction to use this brace spacing. D(in) D /50 D(ft) 12" 114" 1' 24" 1/2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1 -1/4" 5' 72" 1 -1/2" 6' 84" 1 -3/4" 7' 96" 2" 8' 108" 2" 9' L(in) 1J200 L(11) 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' MINIMUM PITCH 3/12 3/12 3/12 TOP CHO TOP CHORD DIAGON LATERAL BRACE SPACIN SPACING(LBS) (n tru 8' 7' 6' SP /DF 17 10 6 See a registered protessiona engineer SPAN Up to 24' Over 24' - 42' Over 42' - 54' Over 54' IF - Douglas Fir -Larch IF - Hem -Fir lop chords that are laterally braced can burlde together and cause c ollap3e it there ra no diago- nal brae ing Diagonal br acing should be nailed to Ihr underside o' Ihr lop chord when potlins are aflached to the tcps'de of the top chord. MONO TRUSS J Diagonal brace also required on end verticals. PLUMB ximum :placement Truss Depth D(in) SP - Southern Pine SPF - Spruce- Pine -Fir Lesser of D /50 or 2" Plumb Line OUT -OF -PLUMB INSTALLATION TOLERANCES. RD L BRACE (DBS) sses) SPF'HF 12 6 4 A WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. INSTALLATION TOLERANCES " F Frame 6 L(in) Length L(in) F Continuous Top Chord Lateral Brace Required Lesser of L/200 or 2" A L(in) BOW Lesser of L/200 or 2" L(In) L/200 L(11) 200" 250" 300" 1" 1 -1/4" 1 -1/2" 16.7' 20.8' 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. All lateral braces lapped at least 2 trusses. 11 D S3 r - • ".Dr1�1�11�aC'r STANDAiRD 1 AI'r TRUSSES ' 24" O.G. END OF BRACING MEMBER SHALL BE CONNECTED TO A FIXED RIGID POINT OR X- BRACED AS NOTED ON THIS DETAIL. TRUSSES 0 24" O.G. T -BRACE SAME GRADE NOTE : BRACE MUST BE 90% THE LENGTH OF THE WEB. THIS DETAIL 15 TO BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. MINIMUM GRADE OF LUMBER T.G. REFER TO SEPARATE B.G. ENGINEERING DWCs.S WEBS LOADING TOP BOTTOM SPACING (PSF) L D 30 15 0 10 = 24" O.C. TPI -95 CRIT. ASCEI -98 / STR. INC.: 33 REP. STRESS AL wr 5 5FRAC I \G AS WEB. FBC200I io : NO lx4 OR 2x4 LATERAL BRACE PER TRUSS DESIGN WITH 2 -12d NAILS PER WEB FOR FORCES UP TO 4800 Ibs. FORCES IN EXCESS OF 4800 Ibs. REQUIRES 2x8 '3 OR BETTER. NOTE : PROVIDE X- BRACING AT 20' -0" INTERVALS FOR WEB FORCES UP TO 2509 lbs. AND AT I0' -0" FOR FORCE GREATER THAN 2509 IBS. NAILING PATTERN T -BRACE SIZE Ix4 2x4 NAIL SIZE 10 16cl WEB SIZE 2x4 2x6 2x8 1 2x4 2x6 2x8 NAIL SPACING 8" O.G. 8" O.C. NOTE : NAIL ALONG ENTIRE LENGTH OF T -BRACE (EACH PLY) T -BRACE SIZE ' OF PL YS 2 ROWS OF BRACING 2 2 1 2x4 2x4 2x(o 2x6 2x8 2x8 2x4 2x8 2x8 0 00 111111 111 1/11 O Q (I FIC NO. 19554 STATE OF : c / , ED 1 • 3 -I6d TOE -NAILS 2 -I d TOE -NAILS •• 4 -I6d TOE -NAILS END JACKS COMMON JACKS NOTE : THIS DESIGN HAS BEEN CHECKED FOR 140 MPH WIND LOAD. FOR PLATES, REACTIONS, 4 UPI IF TS REFER TO SEPARATE ENGINEERING DRUJC:_'S MINIMUM GRADE OF LUMBER T.G. REFER TO SEPARATE B.C. ENGINEERING DWG.S WEBS LOADING (PSF) L D TOP 30 15 BOTTOM 0 10 SPACING = 24" O.C. 111= X11 C N 15 -6 -II CORNER JACK TPI -95 GRIT. ASCE1 - 98 / FBC200I SIR. INC. : 33% REP. STRESS : NO sE r CORNER JACK END JACKS TYPICAL q r PARTIAL PLACEMENT PLAN 45' DOUBLE BEVEL CUT AT THE END OF TOP AND BOTTOM CHORDS SIMPSON MTHM HANGER ti kS P. • ' IF /C O S. ; T' - NO. 19554 STATE OF ,ED,E 1' = 0 " 4 -I0d NAILS OR 3 -I &d NAILS • 4 -8d NAILS OR 3 -I0d NAILS •� 2 - 8d NAILS OR 2 -I6d NAILS i O i�jr 0 C/ f 11 D sr i r Li 3' 1 S. 1 T 1 I END JACKS CO" II"ION JACKS • FOR OvERHANGS OVER 24" ATTACH 2x4x3' -4" SCAB TO ONE FACE IUITH 12d NAILS 4" O.G. + ALT. END vERTICAL USE SAME CONNECTION TO HIP CARRIER CORNER JACK NOTE : THIS DESIGN HAS BEEN CHECKED FOR 140 MPH WIND LOAD. FOR PLATES, REACTIONS, 4 UPLIFTS REFER TO SEPARATE ENGINEERING SHEETS. MINIMUM GRADE OF LUMBER T.C. REFER TO SEPARATE B-C. ENGINEERING DWG.S WEBS LOADING (PSF) L D TOP 30 15 BOTTOM 0 10 SPACING = 24" O.G. TPI - 95 CRIT. ASCE1-98 / FBC200I SIR. INC. : 33% REP. STRESS : NO 4 5 ° � 4 -I6d NAILS CORNER JACK END JACKS TYPICAL 7 Z 0 0 O r PARTIAL PLACEMENT PLAN DOUBLE BEVEL CUT AT TI—IE END OF TOP AND BOTTOM CHORDS \`` \ S A S ", 0 37 NO. 19554 = •. STATE OF EN n►�t 5' 0" CORN r 4 -8d NAILS NAILS 2 -Sd NAILS ILS H 3H 1 5' I f 1 LOADING (FSF) L D TOP 30 15 BOTTOM 0 10 SPACING = 24" O.G. END JACKS a COMMON JACKS FOR OVERHANGS OVER 24" ATTACH 2x4x3' -4" SCAB TO ONE FACE WITH I2d NAILS 4" O.C. CORNER JAC CORNER JACK END JACK TYPICAL 4 -Sd NAILS NOTE : THIS DESIGN NAS BEEN CNECK.ED FOR 140 MPI-1 WIND LOAD. FOR PLATES, REACTIONS, a UPLIFTS REFER TO SEPARATE ENGINEERING SHEETS. MINIMUM GRADE OF LUMBER TPI -95 CRIT. T.G REFER TO SEPARATE ASGEI 98 / FBC200I B. STR. INC. : 33% C. ENGINEERING DUJG.S WEBS REP. STRESS : NO PARTIAL PLACEMENT PLAN DOUBLE BEVEL CUT 45 ,� AT THE END OF TOP AND BOTTOM CHORDS \ . \ ` \ \ S A • S . '',. � iF/ • 'sy 4 :0 c 1,1:-..‘t, NO.19554 3: STATE OF % % ENG` " ' i , I‘‘ I■ / s >oar 5' Ir Pr 5' 0" CORN r 4 -8d NAILS NAILS 2 -Sd NAILS ILS H 3H 1 5' I f 1 LOADING (FSF) L D TOP 30 15 BOTTOM 0 10 SPACING = 24" O.G. END JACKS a COMMON JACKS FOR OVERHANGS OVER 24" ATTACH 2x4x3' -4" SCAB TO ONE FACE WITH I2d NAILS 4" O.C. CORNER JAC CORNER JACK END JACK TYPICAL 4 -Sd NAILS NOTE : THIS DESIGN NAS BEEN CNECK.ED FOR 140 MPI-1 WIND LOAD. FOR PLATES, REACTIONS, a UPLIFTS REFER TO SEPARATE ENGINEERING SHEETS. MINIMUM GRADE OF LUMBER TPI -95 CRIT. T.G REFER TO SEPARATE ASGEI 98 / FBC200I B. STR. INC. : 33% C. ENGINEERING DUJG.S WEBS REP. STRESS : NO PARTIAL PLACEMENT PLAN DOUBLE BEVEL CUT 45 ,� AT THE END OF TOP AND BOTTOM CHORDS \ . \ ` \ \ S A • S . '',. � iF/ • 'sy 4 :0 c 1,1:-..‘t, NO.19554 3: STATE OF % % ENG` " ' 5 I AN DARE GA51 .I I \D D 1 All • DIAGONAL CR L - BRACING TRUSSES o 24" C . 0 REFER TO TABLE BELOW 5 /8" PLYWOOD SHEATHING r A 11 A 2x4 LATERAL BRACING AS REQUIRED. 1 1 1 � � ' REIM END WALL //////////////////// / / / / / / / / /O / / / / //1 / / / / /GY ////// z / / / / / / / / / / / / / / / / / //. - .4 F URRING STRIP OR LATH CONTINUOUS BEARING SPAN TO MATCH COMMON TRUSS TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W /8d NAILS, 8" o.c. LATERAL BRACING NAILING SCHEDULE VERTICAL NEIGNT b NAIL AT EACH END VERTICAL STUD ----, / UP TO l' -0" 2 - I/od SECTION A -A 1' -0" - S' -6" 3 - 16d OVER S' - 0 4 - 16ci MAXIMUM VERTICAL STUD NEIGNT. SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L -BRACE 12 INCH OC_ 5 -1 -2 14 -3 -12 10 -4 -14 I& INCH O.C. 5 -1 -0 12 -4 -12 9 -5 -8 24 INC N O.C. 4 - 5 - 4 10 - 1 - 1 8 - 0 - 3 vERT. 1-AD BEEN CHECKED FOR 140 MPH WIND LOAD. MEAN WALL NEIGNT OF 15 FT. AND L/240 DEFL. CRIT. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4. BRACING SI- IOUJ'1 IS FOR INDIVIDUAL TRUSS ONLY, CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMOPRARY AND PERMANENT BRACING OF ROOF SYSTEM FOR PLATES, REACTIONS, 1 UPLIFS REFER TO SEPARATE ENGINEERING SHEETS. MINIMUM GRADE OF LUMBER T.C. REFER TO SEPARATE B.G. ENGINEERING DIL .S WEBS LOADING (PSF) L D TOP 30 15 BOTTOM 0 10 5PACING = 24" O.G. TPI -35 CRIT. ASCE1 -`38 / FBC200I SIR. INC.: 33% REP. STRESS : NO . c ■ S x \ - • --- . - S ki //' N rn • � O. 1 9554 • - m STATE OF �., -%G %),..091‘7.****44, ''% 9 ED EN �� rMAXlflUri vERTICAL STUD I- IEIGNT. STUD SPACING W!O BRACE 7.4 L -BRACE (7)7x4 L - BRACE (7)7x6 L -BRACE 16" O.S. 3 S 6 S 8 -0 12' -0" 24" OG. 3 O" 5 -8 l -0 10' -6" STUC MARKING NONE A B C WIND SPEED 140 MP4-4. MEAN ROOF -IEIGI -IT OF UP 70 25' -0" (W 33 PSF, SI -4APE FACTOR • I.1, TOTAL WIND LOAD • 363 PSF L/360 DEFELECTION CRITERIA) • REFER TO TABLE FOR MAX. STUD LENGTH CONTINUOUS. BEARING SPAN TO MATCH COMMON TRUSS 5 /B• PLYWOOD SNEAT-JING NAILED TO GABLE END TRUSS 1 2,4 BLOCKING U1/Bd NAILS • 3" O.G. AND TWO ADJACENT TRUSSES • 6" OC. 2.4 NO7ND 15 5YP OUTLOOKER HURR. CLIP AT BOTH FACES. X-BRACIN6 TO BE NAILED TO 2.4 BLOCKING W/4 -Bd NAILS ON EACH END AT 5' -3' O.G. 1-IAx. ALa•Y GABLE END. NAIL BOTTOT GHORD TO LEDGER W /8d NAILS AT 12' OL. 7x6 LEDGER BOLTED 10 TIE BEAM W/ V7" DIA BOLTS AT 4B" O.C. TIE BEAM D 2.4 OUT LOOKERS SEE DETAIL BELO.U. () 3L NOTE : LATERAL STABILITY O; THE BEARING WALL 15 THE RE- SPONSIBILITY OF THE BUILDING ENGINEER CR ARCHITECT. 1x4 BLOCKING NAILED W/2 -8d NAILS EACH END r 1.3 FURRING STRIP OR FURR CHANNEL. 7.8d NAILS TO FURRING STRIP. Ix4 LEDGER NAILED TO TIE BEAM W/ CUT NAILS 41 6' O.C. X- BRACING DETAIL- X -BRACE REQD AT 5' -0" O.C. MAX. ALONG GABLE END I. THIS DRAWING 15 FOR 517. DROPPED GABLE END DETAIL AND BRACING ONLY, WI- IICI.1 REQUIRES APPROV,4L FROM BUILDING ENGINEER OR ARCHITECT. 7. FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. MAX. FOR PLATES, REACTIONS, UPLIFTS, AND ALL. OTHER INFORNATION NOT SHOWN HERE REFER TO SEPARATE ENGINEERING SHEETS. LOADING (PSF) L D TOP 30 15 BOTTOM 0 10 SPACING = 24" O.G. tti , Atta 5/8" PLYWOOD SI-EAUuING NAILED TO GABLE END TRUSS 1 7x4 BLOCKING W/8d NAILS • 3 OC. AND TWO ADJACENT IPJSSES • 6 0.C. 2x4 N07ND 13 5YP CUTLOCKER -URR CL IP Al B011-I FACES L -BRACE NAILED 10 VER7 5TUD W/8d NAILS • 3 OG NAIL BOTTG11 CHORD TO LEDGER UYOd NAILS AT Il" O.C. 2,4, LEDGER BOLTED 10 TIE BEAM lW 1R" DIA. BOLTS AT 48" O.C. MINIMUM GRADE OF LUMBER TPI -95 GRIT. T.G. REFER TO SEPARATE ASGEI �3& / FBC200I B.G• ENGINEERING DIUG.S STR. INC.: 33% WEBS REP. STRESS : NO ND D TYPICAL L -BRACE NAILED TO vERT. W /8d NAILS AT 3" O.C. 4x2 L -BRACE MAY BE ONLY , BLOCKING ON ONE SIDE OF VERT.'S (SEE TABLE ABOVE) SECTION A -A VERTICAL STUD TIE BEAM 2.4 HORIZONTAL SCAB NAILED W/2 -8d NAIL5 AT EACH INTERSECTING MEMBER Ix) FURRING STRIP OR FURR CHANNEL. 7 -8d NAILS TO FURRING STRIP. Ix4 LEDGER NAILED TO TIE BEAM W/ CUT NAILS AT 6" O.G. L- BRACING DETAIL. (SEE TABLE ABOVE X- BRACING 15 51-10LIN BY DOTTTED LINE. 3. TRUSSES ADJACENT TO GABLE END MUST FLAT BOTOM CHORD. 4. USE NO. 1 ND 19 STP OR BETTER FOR ALL FLAT BOTTOM CHORDS. LUMBER ` `t %0 1111111 111/ 0 5 P• Stag �-(IFIC -1�. : V tt` NO.1955 STATE OF RED F �EN��` 4.2 BLOCKING THROUGH 7 IRS NAVE ST/\DA OO VALLEY TRUSSES SUPPORTING TRUSS SUPPORTING TRUSSES MINIMUM GRADE OF LUMBER T.G. REFER TO SEPARATE B.G• ENGINEERING D1Lk .S WEBS LOADING (PSF) L D TOP 30 15 BOTTOM 0 10 SPACING = 24" O.C. VA LLEY AREA PARTIAL PLACEMENT PLAN (o" WEDGE NAILED TO TRUSS W /2 -8d TOE NAILS OR BEVEL CUT BOTTOM CHORD OF VALLEY TRUSS. FOR PLATES, REACTIONS, 4 UPLIFS REFER TO SEPARATE ENGINEERING SHEETS. 1_ L VALLEY TRUSSES 9 24" O.C. MAX. TPI -95 C:RIT. ASCEI -98 / FBC2001 SIR. INC. : 33% REP. STRESS : NO SEE NOTE ( 'Y p E T A J STRAP £ 48" O .C. �\ 5EE NOTE (G) SUPPORTING TRUSSES 9 24' O.G. MAX. NOTES : (a) PROVIDE CONTINUOUS BRACING ON VERTICALS OVER 6' -3 ". CONNECT BRACING TO VETICALS W /2 ad NAILS AND BRACING MUST BE TIED TO A FIXED POINT AT EACH END. 'b) MAX. SPACING FOR VERTICAL STUDS 8' -0" ON TRUSSES WITH SPANS OVER 24' -0" THE VERTICAL SHOULD BE SPACED AT 6' -0" O.G. MAX. (a) CONN. FOR WIND UPLIFT W/MIN. I I/4 ", I/o GAUGE TWIST STRAP 4' -0" INTERVALS W /4 -10d NAILS EACH SIDE OF STRAP. MAX. 140 MPH WIND SPEED, 20' -0" MAX WALL HE IGNT. NOTE : PLYWOOD SHEATHING MAY BE EXTENDED BELOW VALLEY TRUSSES. PROVIDE OPENING FOR STRAPS TO CONNECT TO TRUSSES BELOW. N � S • �' S N4' o • V to , NO. 19554 p: STATE OF ' ��' ,, ED ENG`‘‘‘ } CON\ PITCH OFFSET PITCH OFFSET TNIS DESIGN IS NOT REQUIRED TO LINE UP WITH TRUSS BELOIU.; CODE APPROVED STRAF. OFF SE T SEE / GO� I I/ 2x4 PURL INS AT 24" O.C. I STRUCTURAL TRUSS BELOW 1st PURL IN OFFSET CHART 4 1 -4 -5 4.5 1 -2 -10 LOADING (PSF) L D TOP 30 15 BOTTOM 0 10 SPACING = 24" O.G. PIGGYBACK TRUSS 5 1 -1 -5 5.5 1 -0 -3 0-11-5 0 -10 -10 8 0 -9 -15 0 -8 -15 1.5 8.5 0 -9 -1 0 -8 -9 L E VA 1 ED DESIGN I TRUSS ERECTOR IS RESPONSIBLE FOR FURNISHING Q INSTALLING BRACE MATERIAL. 2 BUILDER MUST PROVIDE TOP CHORD F'URLINS AT 24" O.C. TO REPLACE PLYWOOD SHEATHING DIAPHRAM MISSING. BETWEEN PIGGYBACK 4 SUPPORTING TRUSS. 3 THIS DESIGN 15 VALID FOR WIND SPEEDS UP TO 140 MPH, A 51-1APE FACTOR UP TO 1.1, AND A MEAN HEIGHT UP TO 30' -0" 4 THIS DETAIL 15 FOR BRACING INFORMATION ONLY_ SEE ENGINEERING DRAWING FOR ACTUAL SHAPES, PITCHES, OVERHANGS, HEEL CONDITIONS, d PLATING INFORMATION 5 ATTACH PURL INS TO STRUCTURAL TRUSS WITH 2 -I6d NAILS AT EACH INTERSECTION. BRACE VERTICALS LONGER THAN 48" WITH Ix4's AT HALF POINTS CONNECTED WITH 2 -10d NAILS AT EACH INTERSECTION. LATERAL BRACING MUST BE ANCHORED AT ENDS. TH15 DESIGN SNOWS ONLY REQUIRED BRACING FOR INDIVIDUAL PIGGYBACK. FOR PERMANENT AND TEMPORARY BRACING, WHICH IS ALWAYS REQUIRED, CONSULT THE BUILDING ENGINEER OR ARCHITECT. REFER TO TRUSS PLATE INSTITUTE PUBLICATION "1- I1B -91 SUMMARY SHEET" FOR OTHER IMPORTANT INSTALLATION AND BRACING NOTES. 1" WIDE 22 GAUGE STRAP .0 48" O.C. BY BUILDER LENGTH AS REQUIRED. ATTACH W /10 -I0d NAILS. MINIMUM GRADE OF LUMBER T.C. REFER TO SEPARATE B.C. ENGINEERING DILG.S WEBS TPI -95 GRIT. ASCE1 -98 / FBC2001 SIR. INC.; 33% REP. STRESS : NO Att. TI-415 DESIGN MUST LINE OF WIT- TRUSS BELOW Vi ii 8 "x8 "x5/8" EXTERIOR TYPE PLYWOOD ATTACI -IED TO TRUSSES WITH 8 -8d NAILS STRUCTURAL TRUSS BELOW E T A I I I PIGGYBACK TRUSS 2x4 PURL INS AT 24" O.C. S1-1 Df S IGN NI A S" : 1 -% ¢.• SIF /C' O S. NO.19554 STATE OF '% F ?ED EN ��r STANEDA D AL SE SOTTO CONSULT TRUSS ENGINEERING FOR SI -TAPE, LUMBER, PLATE SIZES, AND ALL OTHER INFORMATION NOT SHOWN ON THIS DRAWING. END BEARING WITHOUT CANTILEVER 6' -0" MAX. CANtILEVER LENGTH NOT TO EXCEED 6' -0" WITHOUT SPECIAL CONSIDERATION, BRACE BOTTOM CI -LORD AT MAXIMUM 24" O IN CANTILEVER SECTION FILLER CHORD STUB DETAIL MINIMUM GRADE OF LUMBER T.C. REFER TO SEPARATE B.C. ENGINEERING D11 WEBS LOADING (PSF) L D TOP 30 15 BOTTOM 0 10 SPACING = 24" O.G. 4' -m" MAX. TPI -95 CRIT. ASCE1 -`.3S / FBC200I STR. INC.: 33% REP. STFZESS : NO 2x4 CONTINUOUS LATRAL BRACE AT 48" O ATTACH W / ? -I2d NAILS II I I I I' -4" MAX. 1 1- -- - i. , -� APPLY A 2x4 "2 VERTICAL TO ONE FACE OF TRUSS. ATTACH W /4 -IOd NAILS TOP 1 BOTTOM. POTTON [DETAIL I' -4" MAX EXTENSION CAN BE USED FOR PLANT SHELF. (MAX. 10 PSF) P -0 • NO. 19554 z p STATE OF Q'= ////1/// F A E D EN .‘‘ • 9 S ammo Standardized 45' zke e: hanger's angled slots direct nails to al ov; proper in Stallahon MATERIAL SUR and SUL -16 gauge HSUR and HSUL- 14 gauge FINISH Galvanized INSTALLATION • Use all specified lasteners See Gene'al Notes • These hangers : ^:dl normally accommodate a 40' to 50` skew • Illustration shows left and right skews SUR /l. (SUR = skewed righl: SUL= skewed left) • The lost end may be square cut or bevel cut • Web stiffeners requned for I -joist application OPTIONS • Available with the A7 flange turned in on the 2.2x and 4x models only (see illustration) • To order. add "C' (for concealed) to the product name. • For example, specify HSURC46. HSULC46. SURC46, or SULC46 CODES' ICBO 5117 and 5357, City of L.A. RR 24947 (SUR /L). Joist Sire Model No. 2x4 SUR /124 2x6, 8 SUR/L26 1 yz 9y,- 12 SUR/1210 12,x10- 16 SUR /1214 2)x 9„- 14 SUR /1310 2)x14 -20 SUR/1314 (2) 2x6. 8 SUR/126.2 (2)24 8 HSUR/L26 -2 2.2x 14 SUR/1210.2 2.2x 9y, 14 HSUR/1210-2 2 - 2a14 - 20 SUR /1214.2 2 -2a14- 20 HSUR/1214.2 4x6. 8 SUR /L46 4x6.8 HSUR/146 3y,x 9y,- 14 SUR/L410 3)x 9y,- 14 HSUR/1410 3)x121;- 20 SUR/L414 23 23{, 3x 33 3ye 3 ye 3y, 3y, 3?;, 3X, 334 3X, HSUR Dimensions Fasteners Face 1y 6 -16d 1y, 1121 10 -164 12 -164 14 -160 3)x12), 20 HSUR/1414 j 3 12y 2%, 1 23{, 1. UpIiN loads have been increased by 33% and 60% tor earthquake or wind loading with no runner increase allowed; reduce for other load condilions as required by code . a ko rt i V L! FI 3 1 li i &. HANGERS HSULC Available tor 2 -2x and 4x models only Typical SUR Installation with Square Cut Joist (HSUR similar) Allowable Loads 18 -16d 1700 2395 2500 2500 26 - 164 8 -16d 1430 1715 3485 4005 4355 2. Root loads are 125% of floor loads unless limited by other criteria Floor loads may be adjusted ler other load durations according 10 the code, provided they do not exceed those in the root column Kiaggi 45° Typical SUL Installation with Square Cut Joist (HSUL similar) Joist 4- 10dxly, 6- 10dx1y, 10 -10dx 1y, 12- 10dx1y, 1440 6- 10dx1y, 720 8 -1 Odx 1 y , 960 1150 2395 1 2500 4- 16dx2y, 1 710 1 815 1065 1225 4- 16dx2y 6- 16dx2,' .6- 16dx2y • 8- 16dx2y 4 -16d 6 -16d 6 -16d DF/SP Species Header SPF Species Header UpIiN UpIiN Roof I Roof (133) (160) (100' Snow Const Floor Snow I Cons! 1_— (1 15) (125) (115) 1 (125) 450 1 450 530 610 665 460 530 575 720 1 765 800 960 1000 690 ' 7951_ 860 1200 1250 1330 1530 1660 1150 ! 1320( 1440 1730 1595 1835 1995 1380 I 158 1725 765 1860 2140 2330 1610 1785 1785 1065 1070 1430 8 -16d 1420 1275 1285 1700 1430 1715 710 815 8.16dx2y, 4 -16d 715 1 815 1070 1285 1065 1275 1860 2140 715 815 1610 1850 2000 2680 3080 2395 2500 3485 1 4005 1065 1225 1860 2140 1610 1850 2680 3080 2500 1795 17951 1795 1330 920 j 1005 I 1005 1390 1500 1740 1610 2010 2320 2900 1795 1795 3015 3470 3770 2330 3350 2500 4355 1330 920 2000 1390 2330 1610 3350 2320 1850 2670 1795 1600 1740 1005) 1005 1850) 2010 2670 2900 1795 1795 1795 3015 13470 3770 61 DO FACE MOUNT HANGERS U /HU Jo S/'1 GERS See Hanger tables on page 101. See Hanger Options on pages 140 and 142 for hanger modifications, which may result in reduced loads U —the standard U hanger provides flexibility of joist to header installation Versatile fastener selection with tested allowable loads HLI —Most models have triangle and round holes lo achieve maximum loads. till both round and mangle holes with common nails These heavy -duty connectors are designed for schools and other s!ructures requiting additional strength, longevity and safety laclors MATERIAL' See tables on page 101. FINISH: Galvanized INSTALLATION: • Use all specified fasteners. See General Notes • HU —can be inslalled filling round holes only, or Idling round and triangle holes for maximum values. OPTIONS • HU hangers available with the header flanges turned in tar 2 - (3'41") and larger widths. with no load reduction -order HIJC hanger. • See Hanger Options on page 142. for sloped and /or skewed U /HU models. and HUC (concealed flange) models. • HU only —rough beam sizes available by special order. • See also HUS series CODES ICBO 5117: City of L A. RR 24947. RR 24818, Dade Co. FL 98-102101 FACE MOUNT HANGERS LUS /HUS /HHUS /HGUS J�0ISTHANG RS See Hanger lables on page 101. See Hanger Options on pages 140 and 142 for hander modifications. which may result in reduced loads. These hangers have the highest loads of any face mount hangers' All hange's in this series have double shear nailino This patented innovation distributes the load through two points on each joist nail lo: greater strength II also allows the use of fewer nails. faster installation. and the use of common nails for all connections. (Do not bend or remove labs) MATERIAL See tables. paoe 101. FINISH Galvanized Some products available in stainless sleel or Z -MAX; see Corrosion - Resistance. page 5. INSTALLATION • Use all specified fasteners. See General Notes. • Nails must be driven al an angle through the joist or truss inlo the header to achieve the table loads. • Not designed for welded or nailer applications • 16d sinkers (9 gauge x 3W) may be used where 10d commons a'e specified with no reduction in load. Where 16d commons are specified. 10d commons or 16d sinkers (9 gauge x 31') may be used at 0.84 of the table load. • With 3x carrying members, use 16d x 2W nails into the header and 16d commons into the joist with no load reduction. With 2x carrying members, use 10d x 11/2' nails into the header and 10d commons Tito the joist. and reduce the load lo 0.64 of the table value. OPTIONS • LUS hangers cannot be modified. • HUS hangers available with the header flanges turned in for 2 (31/2') and 4x only, with no load reduction. See HUSC Concealed Flange illustration. • Concealed flanges are not available for HGUS and HHUS • See Hanger Options. page 142, for sloped and /or skewed HHUS models. • Other sizes available: consult your Simpson representative. CODES: BOCA. ICBO. SBCCI Nos. NER -209, NER -413, NER -421, NER -499: City of L.A. RR 24949 and RR 25076; Dade County No. 98- 0724.06. Dome Double Shear Nailing prevents labs breaking off (available on some models) U.S. Patent 5,603,580 Double Shear Nailing Side View U.S. Patent 4.291, 996 Model configurations may differ from those shown. Some HU models do not have triangle holes. Consult factory for details. Double Shear Nailing Top View U.S. Palest 4,480,941 Canada Patent 1,193,418 U210 HUC412 Concealed Flanges HUS210 (HUS26. HUS28, and HHUS similar) Typical HHUS28 -2 Installation SIMPSON StsoisgTie' HU214 Projection seat on most models for maximum bearing and section economy. HUSC Concealed Flanges (not available for HHUS. HGUS and HUS2x) Ey r — I Min . Fasteners Model Heel No , Height I Carrying I Carried 1 Member I Member 1 6. 16d -.164 14117.6 i - 10- 16d • 164 14. 16d 6.16(1 1 ; Min i Dimensions 1 Fasteners "eel I Ga ' w ' H I B Carryi Carried 1 • Height ( j 'Member; Member 1 SINGLE 1x SIZES 1 LUS2a — 2 z F 1 1 % 6 1 3�, I 1;t ; 4.1nd j 2-10d 1 111526 1 4 , — t8 1 t�s ( -- ! 4: � 1 4.10d ■ 4 - 104 ' • HUS26 4.4 16 ' 1% ' : 5' 3 ) 14. 164 6-164 I HGUS26 4y- 12 I' 1`; 1 5;4,, i 5_ I20.15d 8 -16d I HGUS28 5, 12 1`, 5 X 36 -164 10 -1Fd I a � - -I LUS28 4 X6 HUS28 6y,_ 16 t .f 4— 7 1 3 122. 164 L 8.16d L US210 4;; 18 1 1'; 1 : `� i t a; 1 8 -10d 4-104 I 01)5210 8% 16 I 1? t 9 1 3 130 164 10-16d . j Model No. ILUS24 1 US26 HUS26 1161)526 HGUS28 01)5_8 HUS28 Model Avg UII Doug Fir -Larch Allowable Loads 1 Soulhern Pine Allowable Loads Uplift' Uplift' Floor Snow Const Uplilt' Up' Floor Snow Const (133) I (160) I (100) J (115) I (125) (133) J 'itl (160) (100) (115) (175) SINGLE 7s SIZES - 38501 465; 640 II 735 . 800 4 90, 450 7 690 1 795 865 51671 9_30 11151 020 955 10.10 1010 I 1165 I 900 ; 1035 1 1125 10000 151 50 1550 7565 2950 1 3205 141781 14251 1 3755 ` 3905 ; 3905 161881 17551 17551 5055] 50551 5055 6066 1 930 I 1 1 1 ' 105s 1 1710 ) 1320 13167 ( 200 1 20001 )585 1 37001 3775 7750 930 15 1 1275 1 1470 1 l 1 � 1595 1 O:mensions Fasteners Heel- Ga I No. Height W H B !Car Carried I 'Member Member LUS210.2 HHUS210 -2 061)5210 -2 111546 HGUS46 HHUS46 8.16d 25180 22167 25180 FIHUS28 -2 HGUS28 -2 HGUS26 -3 4y, HGUS28 -3 5); HGUS210 -3 7 'X6 HHUS210 -3 8% HHUS210.4 111548 12 3f6 7r, - 36-16d 18 3, 9 14 3'X &4 3 30 - 16d 8y, 14 15e, 14667 14667 7750 19850 TRIPLE 7s SIZES 20 -16d1 8 -164 14667 1 2000 2000 36 -16d 10 -16d 25180 2650 2650 46 -164 12 -16d 28333 3415 3665 30 -164 10 -164 22167 2855 3430 OUADRUPLE 2r SIZES �6 3 130 -16d 1 10 -16d 1 22167 1 2855 34 4x SIZE: 3 ; 4;76 - 20 -16d 3% 5% 3 14 -16d 3 X6 1 6y, 2 6 -16d 3X 7 2 6 -16d 3% 7 3 22 - 16d 3, 7X 4 36 -16d 3)( 8� 2 8 -16d 3 % 9 3 30 -164 3 9 4 46-16d 3y 10X 4 56.16d 3 iZ' 4 66-16d 6 -164 4.16d 6 -16d 8 -16d 10.16d 6 -16d 10 -164 12.16d 14.16d 16 -16d 14667 7750 11190 19850 25180 10906 22167 28333 ..3415 35000 3985 35000 4555 2000 1140 2000 2650 1550 21355 2275 1553 1141) 1550 2000 265C 1550 2855 2650 1550 3000 3665 2000 3755 1165 1265 1455 6245 1765 5190 7890 4465 7185 2030 5900 8110 1250 3225 4695 1585 4855 7810 2210 5900 8225 2330 1390 2330 2795 5335 1465 4385 6110 3755 6245 7890 4320 7185 8665 4465 7185 2030 3430 3665 4780 5900 8665 10305 5000 10295 10525 10680 880 960 465 1395 1865 925 1860 2650 1550 2795 3355 4695 7810 8665 1865 2330 2795 6070 1680 4795 6260 2000 3185 3660 3980 2650 5335 6135 6665 3355 6745 7755 8430 2795 4385 5040 5480 2795 4385 5040 ® 820 3185 2165 1050 1240 3275 5335 1465 4385 6745 7130 4470 7295 945 3980 2710 1315 1550 4095 6665 1830 5480 7210 7425 7500 7635 1US24-? 2!, I 18 ( 3; 3 2 14 -16d 2-164 111526 2 4y, 18 f 311, 4'F 2 1 1 4-16d 44 4 -16d 14 73X 5 3114.16d � 6-164 HHUS26 -2 4 )6 HGUS26 -2 45 12 1 3�(6 r 5 k 6 _ 4 1 20 164 8.16d 1US28.2 4°,: . 18 3v, 1 7 1 2 1 6.164 i 4 -16d 6), 14 (3:i. 6; 3 8 -16d 436 18 HUS48 6y, 14 HHUS48 6y, 14 HGUS48 5 '.5, 12 LUS410 6y, 18 HHUS410 8% 14 0605410. - 7 12 HGUS412 9 5516 12 HGUS414 115( 12 y 6 Doug -Fir Larch /So. Pine Allowable Loads Uplilt i Floor Snow i Cons! (133)x(100);(115); (175) 11;3 26 1'1 1580 1 1 3 5 1 i 3 ( . 21 =.15. 201 4(1 .3::95 1550 1550 _ 2765 142'5 1425 1 3905 1755 1755 5055 1010 1165 1140 2000 j 2000 i 3 380 1010 1165 1380 3000 1 3 00 3585 DOUBLE 7x SIZES 5303 Spruce -Pine -Fir Allowable Loads Uolilt I Floor i Snow I Cons( (133) I (100)1(115) (175) 925 1 05 . 0;1210 1315 925 1 15101 1735 , 1090 1 : 1 9 o _ ; 2155 ! 2480 ! 2540 60761 1140 Typical HUS Installation with Reduced Heel Height 3200) 3325 3905 3905 5055 5055 13W 1425 3505 3585 1590 1725 3745 3850 2735 1550 1165 1550 2000 2650 1550 3755 2580 1265 1505 3885 6245 1765 5190 7890 9365 4320 2965 1455 1730 4695 3225 1585 1885 4855 7810 2210 5900 8665 10440 1865 1395 925 1315 1860 2330 1390 2330 2795 3260 2000 1550 1115 1550 2000 2650 1550 2795 3355 3910 3660 2490 1210 1425 3765 6135 1680 5040 7110 7305 6150 1830 4875 6360 Doug Fir- Larch/Southern Pine A - Allowable Loads 1/I1 Uplitt' Uplift' floor 1133) (160) (100) '550 5651 765 1 Snow (115) HUS26 wilh Reduced Heel Height Spruce- Pine -Fir Allowable Loads Uplill' Uplift' Floor Snow Cons! (133) (160) (100) (115)__ 11 390_ 465 I 5. 625 6=51 780 1 935 ' 700 1 805 1 875 1390 I 1550 1 2155 24 2540! 1425 1425 ( 3185 35851 3585 J 1755 175L1 4030 ! 4155) 4215 780 935 1 890 ( 1025 1 1 15 1855 2000 I 2580 =680 I 2745 1 780 9 35 1 1085 ( 1245 1 1355 2320 2780 I 2745 1 2870 2955 Const (125) Uplill' (133) Spruce -Pine -Fir Allowable Loads Uplift' Floor Snow Const (160) `(100) (115) (125) 555 I 640 ( 735 800 1115 820 945 1025 1550 2165 2490 2710 2000 3185 3660 3980 11151 1050 1210 1315 2000 0 3275 3765 4095 1 Uplift loads have been increased 33% and 60% for earthquake or wind loading with no further increase allowed. Reduce by 33% and 60% for normal loading as in cantilever construction. 101 N 0 3 a v 0 =v 12 -10d 1420 1050 1050 1220 905 905 1220 1220 905 995 995 5% 4-10d 18 15!.1 — 6 -10d 14 -10d 6 -10d — 4162 ..' 4762 12 -10d 4- 10dx11/2 0 4342 FIELD SKEW 46° TO 84° 6 -10d 4- 1061h — 6133 r 12 -104 4.1061'12 — 61331 4- 10dxl''h — 6050 Floor (100) Snow (115) (125) 1050. Uplift? (133 & 160) Spruce -Pine- Fir Allowable Loads 1220 1220 1220 r Minimum I Carried Member j J Model No. Q �2x Truss o. 2x Truss Y THASR /1218 Max So Truss THASR /L218 -2 Min S' 2-2x Truss THASR /1218 -2 Max ?x Truss THASR /1218 Min ?x Truss THASR /1218 Max 2-2x Truss THASR/1218.2 Min 2 -2x Truss' THASR/1218 -2 Max TOP FLANGE HANGERS WPT /WNPPT /WMPT MATERIAL: See tables on page 104 FINISH Simpson gray pain!. hot- dipped oalvanred a':adahle specify 1 AL LOADS For hanger herahls e�reed nn the joist height, the allowable load is 0 50 of the !able load INSTALLATION. • Use all specified fasteners • Hangers may be welded to steel headers with '. for WPT. and for HW, by 11'7' bllef welds located at each end of the top flange Weld-on applications produce maximum allowable Toad listed Uplill loads do not apply to this application. Hangers can support multi -ply carried members. the individual members must be secured together to work as a single unit before installation into the hanger. • H dimensions are sized to account for normal mist shrinkage. W dimensions are for dressed timber widths. OPTIONS: • See Hanger Options, page 143 for hanger modifications and associated load reductions. CODES: IC80 5117; BOCA. ICBO. SBCCI NER -209 Cdv of L A RR24947 and RR24949: Dade Co FL. 98 -1021 01 Top Allowable Loads Model Nailer Flange Nailing DF /SP SPF LSL I 2x 2- 10dxth 1600 1600 — j NAILER TABLE 3x 2 16 dx254 1765 1740 The fable indicat the maximum WPT • allowable loads for W, WP. WNP 2 -2x 2 -10d 1665 1665 — i and HW hangers used an wood 4x 2 -10d 2200 2200 — 1 nailers. Nailers are wocd members attached to the top of a steel 2x 2- tOdxlh 2525 2500 33751 I -beam, concrete or masonry 3x 2- 16dx2h 3000 2510 3375 wall. This table also applies Io 2-2x 2 -10d 3255 3255 WNPPT Model Width 14 10 4 WPT 1y, to 4 1,8 10 4 WMPT 14 10 74 14 to 74 WNPPT 1410 772 17 to 7Y 4x 2 -10d 3255 3255 Joist I THASR /1218 Min 18 1 tea 118 5 %.1.1 Ij1S /ei 18J5;: L 18 1 3:ej 18 # 5W i 4- 8 32e 1 1815% Depth Top 34to30 34to30 34 to 30 34to30 34to30 34 to 30 37,10 30 Fasteners 2- 10dx14 1 — 2-10d I — 2-16d — 2 -16d DPLX — 3 -10d - - 3 -tOd — 3 -16d 1.10d roofer nails (.148 x 21/4) may be substituted for 10d commons in W hangers; no Toad reduction. 2.16d sinkers (9 ga x 31 may be used where 10d commons are called out with no load reduction. i l r D imens i ons I j Ga l j I W I H I 11 C 1 t 1- ( I J J 18 ++ 1815;.14.1od 181 tse1181sr', 18 3',4 18 18(3%0 _ sloped -seal hangers. 2- 10dx1Y 2. 10dx1y, 2- 10dx1y, 2- 10dx1y, 2- 10dxlyi 2.10dx1y 2- 10dxty Typical THASL218 Installation Down Allowable Loads Carrying Carried Avg Uplif Member I Member U11 J(133 & Toe j Face 1 Straight Slant 160) FACTORY SKEW 45° 100 10d Face Joist (733 & LVL Uplift 160) 1635 2150 2335 2865 2525 3635 Fasteners' rooug- Fir - Larch /Soulhern Pine 4- IOdx1h 4- 10dx1i, 4 -10dx 1'/: Allowable Loads Header Type i PSE [St /DF/SPJ SPF 11-Joist7Masonry 1740 2020 1950 3250 3250 3320 — 1600 1415 — 2200 1435 2335 1765 1435 — 2500 2000 3650 3255 2525 3650 3255 2600 3. Uplift loads have been increased 33% and 60% for wind or earthquake loading; no further increase allowed. Reduce by 33% and 60% for r.ormal loading like cantilever construction. WMPT ■ ■ ■ A.'1 J !r/ ink TRUSS HANG ERS 2030 4175 WPT 103 38 Lumber Connectors~ A GIPRAllAR CQA5 (4Y Typical HSU40 installation HSU40 San Francisco Office 1- 800 - 227 -0470 HSU100 7 7 25-1/2 Custcnlcr 5ert / Technical Assit.nce (.9nnrenrc(. C er Office 1 800 - 328 - 5934 High Uplift Girder Truss Hangers — HSU & HSUS series The HSU and HSUS series girder -to- girder hangers feature high uplift capacities along with high gravity load ratings. The HSU utilizes bolting through the vertical member of the supported truss, which spreads the load more effectively throughout the multiple truss members. The HSUS is a low profile version. which utilizes USP's WS3 Wood Screw. (shown on page 8). Materials: See chart Finish: USP Primer Codes: ICBO, SBCCI. BOCA— NER 532 Dade County. FL 98- 0717.03 & 98- 1216.07 Installation: • Use all specified fasteners. See General Notes. page 4. • W53 wood screws are included with hanciers where specified. HSUS4016 HSUS10016 Tampa Office 1 -800- 443 -6442 25-1/2 6 (6) 314 (2) 3/4 (8) 10d (6) 314 (2) 3/4 (8) 10d 8445 9715 10560 9715 11690 HSUS4016 1 - - 1 7 1 3-1/4 1 16 I 5 i (22) WS3 I (16) WS3 HSUS8016 - - 7 4-7/8 16 5 (28) WS3 (24) WS3 - - 9410 10820 11760 10200 HSUS10016 - - 7 7 16 5 (28) WS3 (24) WS3 - - 9410 10820 11760 10200 1) Up6lt loads have been increased 33-1/3% or 60% for wind or seismic bads; no further increase shall be permitted. 2) Bolts shall conform to ASTM A 307 or better. 3) HSU series 3/4' girder bolts and HSUS WS3 wood screws require a minimum 3" wood penetration. 4) HSU and HSUS series require minimum 2 x 6 vertical member except HSU100 and HSUS10016 require a minimum 2 x 8 vertical member. 5) WS3 wood screws are 1/4 x 3" long and are included with the HSUS hangers. - - 7390 6500 9240 6805 8165 11760 11760 0 Ij 0 z 0 0 0 0 • • Medium 10 high load capacity single -piece connectors designed to call)/ multiple buss members Can be used lor both lerminal and right n lets hand hip apphcatons MATERIAL: 1? nau0e FINISH: Galvanized INS1AllAT10N: • Use all r.prrcihed Iasleners. See General Nnte5 • All nlrrltrple mpmbeis must be lastened together In act as 3 single into • ShOuld he attached 10 a double girder truss 10 allmv 101 code mooed minimum n411 penetration • With single 2x rat tying members. use 10dx 1'." nails with 0 67 of the table values • for terminal mslallation. distribute 40% of total load 10 each hip member and 20% to the jack • For lett or right hand hip installation, distribute 75% of total Icad to the hip member and ?5% 10 the jack MTHM Top View Right Hand Hip Installation Right or Lett Hand Hip Installation (Two Member Connection) T 1 Fasteners Model No. I Header I Carrying Member flip Jack al I I 1112ply2x4 2216d 810dxtY 1 4 - 10dx1y-, 10047 805 I M1HM 2 ply2x6 34.163 8 10dx t!; 4 - t0dxL __ — 8C5 2 pry 2x8 1 42-16d I 8 10dx 1Y 4 -10dx 1Y 13803 8G5 2 ply 2x6 L 39 16d 8- 10dx 1Y, 4 -10dx ty, 2 ply 2x8 47. 16d 8- 10dx1Y2 4 10dx 1Y, I M1HM -2 No. Model header 1 + 1 2 ply 2x4 1 MTHM 1 2 ply 2x6 2 ply 2x8 MTHM -2 Model No. MTHM MTHM -2 Model No. 2 ply 2x4 Header 2 ply 2x4 MTHM 2 ply 2x6 2 ply 2x8 MTHM -2 2 ply 2 6 ply 2x8 Member Terminal Type Installation (Three Member Connection) 2 .I 2x6 Carrying Member 22-16d 34 -16d 42 -16d 39 -16d 47-16d Fasteners Hip 22-16d ( 810dx1Y 34 -16d 8.103x1Y, 42 -16d 8-10dx 17 2x6 ' 39 -16d 8 10dx 1Y 2 pry 2x8 1 47 16d I 8.10dx ly, Hips (total) 16- 10dx 1 y, 16.10dx1Y 16- 10dx1Y 16- 10dx1Y 16 -10dx 1Y,, Hips (lolal) ? nP WORKRIG Poma Jack 1 4- 1Odx15 4 - lOdx lOd1Y 4- xly, 4- 10dx1Y 4- 10dx1Y •: n WORK It* POINT Header Fasleners Fasteners Avg 0It 1790 1790 1790 1215 1860 2010 60513035 930 4650 1005 5025 1395 1860 2010 1005 5025 1520 1860 2010 >Tolal�: olgEi _L3rcfifSe�P Lq =t6o) ; (10 0 )'; 1450 1450 1450 1500 1500 Hip Jack Total Hip 1235 :1235 3490 4650 Total 2470 Total 4000 4325 4200 5310 1600 1730 1680 2125 Hip 1320 660 Total 800 4000 1600 800 4000 865 4325 1730 865 4325 840 4200 1680 840 4200 1060 5310 2125 1060 5310 2 ply 2x8 2 ply 2x6 2 pl 2x8 Carrying Member 22 -16d 34 -16d 42 -16d 39 -16d 47 -16d 4 -10dx 1.5 4- 10dx1y, 4- lOdx 4- 10dx1Y 4- 10dx 16- 10dx1Y 4- 10dx1Y, 16- 10dx1Y 4- 10dxly 16- 10dx1Y 4- 10dx1Y 16- 10dx1Y 4- 10dx1y, 16- lOdx1Y 4- 10dx1Y r ' . . Doug Fir Laich/So. Pine Allowable Loads .. Avg U UII i It1 j13 & 160) 'floor (100) Snow (115) Rool (125/133/160) _ Flip Jacfi :Total Hip J Jack total [ Hip (Jack (Total 3Hip Jack I Total 2701 10- 5;2185 730 :30 i 2' -21C, i 718S 73_0 2915 270 8.'513505 2630 s7, 6 30 875 350 270 101 13250 1085 4335 3250 108550 3250 1085 1335 i3S 280 `.19 15 2800 935 3735 2800 935 373 280 935 735 .83 13980 5 280`•11153375 1125 4500 3375 112514500 1125 4500 16940 16550 1. Uplift loads include 33% and 60% increase with no further increase allowed. 2. Hip loads are tor each hip. 3. Other hip/jack Toad distributions are allowed it the sum of all three carried members does not exceed the total load and the hip members are equally loaded. 18713 580 290 580 230 580 290 600 300 600 300 360 360 Typical MTHM Installation MTHM Top View Lett Hand Hip Installation MTHM Top View Installation Spruce -Pine -Fir Allowable toads Avg Ult Uplift (133 & 160) I Floor (100) Snow (115) Roof (125/133/160) Hip ( Jack Total' Hip I Jack lolal Hip Jack T Total Hip J Jack Total — 655 220 875 1 1880 G25 L505 1880 625 12505 18801 625 2505 — 655 220 875 2260 755 3015 2260 755 13015 22601 3015 — 655 220 875 2795 930725 2795 9' 372_5 27951 930 3725 680 225 905 (2510 835 1 3345 2510 835 345 2510 835 334 680 225 905 2905 970 3875 2905 970 3875 1 2905 910 3875 Spruce- Pine -Fir Allowable Loads Snow (115) Roof (125/133/160) 4 Combine hip and jack loads for total capacity. for terminal hips divide the total allowable load by 2 to determine the allowable load lor each hip. MTHM (MTHM - similar) 0 S. Patent 5,253.465 MTHM Top View Terminal Installation Without Center Common Jack MTHM -2 Top View Installation 113 Jib - Truss 1021 -3R T3 Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 '(j -2-0-0 2-0-0 5x6 = 5-9-2 5-9-2 5-9 -2 5-9-2 Plate Offsets (X,Y): [15:0- 6- 0,0 -3 -0]_ LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 3 Truss Type ROOF TRUSS 3x4 . 22 2x4 I I 1 5x6 SPACING 2-0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 LUMBER TOP CHORD 2 X 6 SYP M 14 BOT CHORD 2 X 4 SYP No.2ND 'Except* 15-17 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 11 -2 -13 16-E -8 5-5-11 4.00 FY 5 6x6 21 3x4 = 5 -5 -11 11 -2 -13 163 5-5-11 5-5-11 CSI TC 0.88 BC 0.95 WB 0.85 (Matrix) 8x16 = 6 20 19 3x4 = 5x14 = 3x4 II 3x4 II LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-6 =- 90.0, 6-13= -90.0, 2- 18= -20.0, 15- 17= -20.0, 12 -14= -20.0, 14.15= -20.0 Concentrated Loads (Ib) Vert: 6=- 50.018 =50.0 7=-50.0 19=-50.0 MORRIS A. SHASHOUA, P.E. 1908 NW 112 AVENUE CCRAL SPRINGS. FL 3307[ (954) 753 -1988 FL REG. NOS. 19554 & E8 525 4.201 19 -5-0 2-8-8 2x4 II 19-5-0 2-8-8 Qty 2 7 17 18 2x4 I I 6x12 = Ply 1 (optional) SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:24:51 2003 Page 1 24 -2-0 4 -9-0 6x12 8 10 16 2x4 I I DEFL in (loc) 1/del Vert(LL) 0.65 16-17 >601 Vert(TL) 0.5516 -17 >713 Horz(TL) -0.29 12 n/a 1st LC LL Min 1 /del = 360 24 -2-0 28-11-0 1 31-0-5 I 33-5-0 4 -9-0 4 -9-0 2 -1 -5 2-4-11 BRACING TOP CHORD Sheathed or 3-4 -13 oc purlins. BOT CHORD Rigid ceiling directly applied or 2 -8 -12 oc bracing. REACTIONS (Ib /size) 2= 2113/0 -8-0, 12= 2130/0 -8-0 Max Uplift2=- 2504(load case 2), 12=- 2522(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =51, 2 -3= -4475, 3-4= -3893, 4 -5 =- 3844, 5-6= -3056, 6-7=-3747, 7 -8= -3878, 8 -9= -6090, 9 -10= -6052, 10- 11= -6078, 11 -12= -3857, 12 -13 =51 BOT CHORD 2 -22 =4095, 21 -22 =4095, 20-21 =3647, 19 -20 =3647, 18 -19 =461, 17- 18 =89, 7- 17 = -214, 16-17 =4686, 15-16 =4686, 9- 15 = -196, 12 -14 =3396, 14 -15 =3377 WEBS 3- 22 =86, 3 -21 =-478, 5 -21= 293, 5-19 =- 985, 6-19 =131, 17 -19 =2432, 6 -17 =1627, 8 -17= -1239, 8 -16= 143, 8-15 =1222, 11- 14 = -869, 11 -15 =2536 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead Toad are being used. The design assumes occupancy category!, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2504 Ib uplift at joint 2 and 2522 Ib uplift at joint 12. 4) Special hanger(s) or connection(s) required to support concentrated load(s) 50.0Ib down and 54.21b up at 19 -5-0, and 50.O1b down and 54.2Ib up at 16-8 -8 on top chord, and 50.0Ib down and 54.21b up at 16 -11 -0, and 50.0Ib down and 54.21b up at 19 -3-4 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 28-11-0 1 31 -0-5 1 33-5-0 1 35-5-0 4 -9-0 2 -1 -5 2-4-11 2-0-0 2x4 11 3x8 6x6 15 5x12 = 14 5x6 = 3.59 12 = PLATES GRIP MI120 249/190 Weight: 227 Ib FEB 0 4 2003 12 6x6 = Scale = 1:67.1 Job Truss ti 1021 -3R G2 Atlantic Truss Co. (OA.), Ft. Lauderdale, FL. 33309 WEBS OTHERS -2-0 -0 I 2-0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 5-5-7 5-5.7 1 3x4 Truss Type ROOF TRUSS 3x6 10 -7-8 5-2-0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 5 4.00 12 3x4 LUMBER TOP CHORD 2 X 4 SYP No.2ND *Except 12 -16 2 X 4 SYP No.1 D BOT CHORD 2 X 4 SYP No.2ND *Except* 18- 212X6 SYP M 14 2 X 4 SYP No.3 'Except' 9 -20 2 X 4 SYP No.2ND, 11 -19 2 X 4 SYP No.2D 10-20 2 X 4 SYP No.2ND, 11-19 2 X 4 SYP No.2ND 8-102 X6 SYPM 14 2 X 2 DF No.3 REACTIONS (Ib /size) 2= 2440/0 -8-0, 15= 3256/0 -8 -0 Max Horz2= 315(load case 2) Max Uplift2 =- 2841(load case 2), 15=- 3838(load case 2) 15-9 -8 5-2-0 CSI TC 0.90 BC 0.83 WB 0.99 (Matrix) 1 17 -7-8 19 -5-0 1 -10-0 1 -9-8 3x6 = 27 26 25 24 3323 2x4 11 3x4 = 3x6 3x4 = 3x8 = Qty 1 5-5-7 1 10-7-8 1 15-9 -8 1 17 -7-8 1 19-5-0 1 23-2-0 5-5-7 5-2-0 5-2-0 1 -10-0 1 -9-8 3-9-0 Ply 2 Plate Offsets (X,Y): [6:0- 5- 4,0 -2-8], [8:0- 5- 12,Edge], [10:0- 2- 4,0 -2 -0], [12:0 -9- 12,0 -3 -8], [18:0- 5- 8,0 -3 -0], [21:0-3-0,0-2-1?]___ FORCES (Ib) - First Load Case Only TOP CHORD 1 -2=43, 2 -3= -5273, 3-4= 4859, 4 -5= 4790, 5-6 =- 4132, 6-31= -3962, 7 -31= -3962, 7 -8= -5212, 8 -9= -1702, 20 -32 =736, 10-32 = 736,9 -10= 1141,10 -11=- 2144,12 -19= 1108,11 -12 =- 449,12 -13=- 9917,13 -14 =- 10187,14 -15=- 6297,15 -16=43 BOT CHORD 2 -27 =4820, 26-27 =4820, 25-26 =4544, 24 -25 =4544, 24 -33 =3862, 23 -33 =3862, 22 -23 =1059, 21 -22 =379, 8 -21 =261, 20-21=7653, 19-20=8510, 18-19 =9697, 13 -18 =286, 15- 17= 5564, 17 -18 =5551 WEBS 3- 27 =66, 3-26 =- 296, 5-26= 233, 5-24=-853, 6 -24= 574, 6-23 =339, 7 -23= -1200, 21 -23 =3065, 7 -21 =2787, 10 -21= -3117, 10- 12=- 5965,12 -20=- 635,13 -19=- 235,14 -17=- 1522,14 -18= 4417,8 -10 =3869 (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:24:52 2003 Page 1 5x8 5x6 = 6 31 7 5x12 = 23 -2-0 3 -9-0 :M 11 8 6x12 = 1 \ ill 3x4 11 _0 LY 1, 21 22 2x4 11 6x12 = DEFL in (loc) I/defl Vert(LL) 0.56 20 -21 >698 Vert(TL) 0.48 20 -21 >815 Horz(TL) -0.21 15 n/a 1st LC LL Min 1 /deft = 360 27 -2-0 1 28-11-0 1 31-0-5 I 33-5-0 1 35 5-0 4-0-0 1 -9-0 2 -1 -5 2-4 -11 2-0-0 Scale = 1:64.9 5x6 = 1 4x6 6x12 20 19 18 5x12 = 7x12 = 5x8 = 17 5x6 = 3.591122x4 = 27 -2 -0 1 28 -11 -0 31-0 -5 1 33-5-0 4-0-0 1 -9-0 2 -1 -5 2 -4-11 PLATES MI120 13 3x6 Weight: 476 Ib 14 BRACING TOP CHORD Sheathed or 3 -7 -14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-0 -10 oc bracing. FEB 0 4 2003 15 3x8 = GRIP NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficient; for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2841 Ib uplift at joint 2 and 3838 Ib uplift at joint 15. 1 + tltitltrr rrr 5) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: N �� 1 ��i� Top chords connected as follows: 2 X 4 - 1 row at 0 -9-0 oc. �� , A. S h/q s �,� ., Bottom chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc, 2 X 6 - 2 rows at 0 -9-0 oc. `‘ P - . , , Webs connected as follows: 2 X 4 -1 row at 0 -9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc:. , Q' - " - o FIC . 6\,, '- 0 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened 10 truss TC w/ 2 -10d nails. O . .\ •. G 7) Special hanger(s) or connection(s) required to support concentrated load(s) 50.OIb down and 54.21b up at 16 -11 -0, ante - 5012D1115 d and 0\ -7 54.21b up at 19 -5-0 on top chord, and 317.OIb down and 343.91b up at 23 -2 -0, .317.OIb down and 886.41b up at 27-24, and 50. b down _ and 54.2Ib up at 16 -11 -0, and 50.OIb down and 54.21b up at 19 -5-0 on bottom chord. Design for unspecified connection(s) is del}0d 19554 : E- to the building t4LSjitIS A. SHASHOUA, P.C. STATE OF r . LOAD CASE(S) St�f> $dNW 112 AVENUE • � � 1 Regular: LumEeRillie� f1J t % C Q �: Uniform Loads (P (954) 75 FP se =1.33 %, i ,T • Ver�L1 � g-7 6 -$ 10 -11 =- 181.7, 12- 16= 90.0, 2 -22= -20.0, 19 -21 — �b 20.0, 15-17= -20.0, 17- 18 = -,0 RED ,\ Concentrated Loads (Ib [ ,„ (r r r 1111111+ + +` + \ Vert: 20 =317.0 19= -817.0 22= -50.0 8= -50.0 31= -50.0 33= -50.0 249/190 Job Truss 1021 -3R T4 ROOF TRUSS Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 - 2 - 0 - 0 Plate Offsets (X,Y): LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD BOT CHORD WEBS OTHERS 5-2 -5 10-1 -2 2-0-0 5-2 -5 4 -10-14 LOAD CASE(S) Standard 2x4 II MORRIS A. SHASHOUA, P.C. 1908 NW 112 AVENUE CORAL SPRINGS, FL 33071 (954) 7 53-1988 FL REG. NOS. 19554 & E85251 Truss Type SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 4.00 12 3x4 = 15-0-0 4 -10-14 CSI TC 0.98 BC 0.82 WB 0.57 (Matrix) 5x8 = 5x6 = 5-2 -5 10-1 -2 15-0-0 18-5-0 5-2 -5 4 -10.14 4 -10-14 3-5-0 2 X 4 SYP No.2D *Except 6-7 2 X 4 SYP No.2ND, 1-4 2 X 4 SYP No.1D,9- 122X4 SYP ND.1D 2 X 4 SYP No.2ND 2 X 4 SYP No.3 2 X 2 DF No.3 18-5-0 3-5-0 4.201 5x6 = 7 5x8 = Qty 1 Ply 1 23 -3-14 [6 5- 4,0 -2- 8],[15 - 2- 12,0 -3- 0].[1 -3- 0.0-3- 0]----- - - - - -- -------------- - - - --- (optional) SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:24:53 2003 Page 1 23-3-14 28 -2 -11 4 -10-14 4 -10 -14 4-10-14 3x4 = REACTIONS (Ib /size) 2= 2019/0 -8-0, 11= 2019/0 -8-0 Max Uplift2=- 2354(load case 2), 11=- 2354(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =43, 2 -3 =- 4125, 3-4= -3699, 4 -5 =- 3635, 5-6= -2987, 6 -7= -2779, 7 -8= -3004, 8 -9= -3634, 9-10=-3698, 10- 11= -4126, 11 -12 =43 BOT CHORD 2 -18 =3750, 17 -18 =3750, 16-17 =3448, 15-16 =2778, 14 -15 =3447, 13 -14 =3751, 11 -13 =3751 WEBS 3- 18 =64, 3-17 =- 325, 5-17= 237, 5-16=-840, 6 -16 =563, 6 -15 =2, 7 -15= 565, 8-15 =-826, 8 -14 =234, 10-14=-326, 10 -13 =65 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2354 Ib uplift at joint 2 and 2354 Ib uplift at joint 11. 2x4 II 33-5-0 5-2 -5 28 -2 -11 33-5-0 -4 -10.14 5-2 -5 DEFL in (loc) I /deft PLATES GRIP Vert(LL) 0.57 16 >691 MI120 249/190 Vert(TL) - 0.4916 -17 >810 Horz(TL) -0.21 11 n/a 1st LC LL Min I /defl = 360 Weight: 181 Ib BRACING TOP CHORD Sheathed or 2 -8-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 2 -11 -1 oc bracing. \111 11111 111 ttrr //! v , , ` ' p,. P \ - OFIC ' o NO. 19554 FEB 0 4 2003 9 STATE OF .= ,r .� . \\ RED rt ttttHllll +` 35.5-0 2-0-0 Scale = 1:60.1 `4 Job Truss T } 1021 -3R T5 Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 -2-0-0 4-6-5 8-9-2 2-0-0 4-6-5 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD BOT CHORD WEBS 5x6 = LOAD CASE(S) Standard 2x4 11 2 X 4 SYP No.1 D 'Except* 1- 52X6 SYP M 14 2 X 4 SYP No.2ND 2 X 4 SYP No.3 MORRIS A. SHASHOUA, P.C. 1 908 Nw 112 AVENUE CCR.4L SPRINGS. FL 33071 (954) 7 53.1988 FL REG. NOS. 19554 & E85251 Truss Type ROOF TRUSS SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress lncr YES Code FBC2001 13-0 -0 4 -2 -14 4-2 -14 3x4 4 14 13 12 6x12 MII20H = 5 3x4 = 5x8 = CSI TC 0.93 BC 0.87 WB 0.31 (Matrix) 20-5 -0 7 -5-0 Qty BRACING TOP CHORD BOT CHORD WEBS Ply 1 1 (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:24:54 2003 Page 1 24 -7 -14 28-10 -11 4 -2 -14 4 -2 -14 6x12 MII20H= 6 5x12 = 4.6.5 I 8 -9-2 I 13-0-0 I 20-5-0 f 4-6-5 4 -2 -14 4 -2 -14 7 -5-0 Plate Offsets.X,Y): [5:0- 9- 0,0 -2 -8J, [6:0- 7- 8,0 -2 -0J, [11:0- 6 -0,0 -3 -0J, (12:0- 3 -0,0 -3 -0J_ DEFL in (Ioc) I /defl Vert(LL) 0.5411 -12 >727 Vert(TL) -0.51 11 -12 >775 Horz(TL) -0.22 9 n/a 1st LC LL Min I /deft = 360 REACTIONS (Ib /size) 9= 1793/0 -8 -0, 2= 2026/0 -8-0 Max Horz 2= 110(load case 2) Max Uplift9=- 1839(load case 2), 2=- 2316(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =50, 2 -3= -4166, 3-4= -3897, 4-5=-3381, 5 -6 =- 3150, 6-7= -3345, 7 -8= 4001, 8-9 =4194 BOT CHORD 2 -14 =3792, 13 -14 =3792, 12 -13 =3664, 11 -12 =3180, 10 -11 =3597, 9 -10 =3835 WEBS 3- 14=48, 3-13= -137, 4 -13 =140, 4 -12 =- 607, 5-12= 466, 5- 11 = -38, 6-11 =497, 7 -11= -571, 7 -10 =245, 8 -10= -124 3x4 26-9 -5 6-4-5 3x4 = PLATES GRIP MI120 249/190 MII20H 187/143 Weight: 179 Ib Sheathed or 2 -7 -12 oc purlins. Rigid ceiling directly applied or 2 -9 -8 oc bracing. 1 Row at midpt 5 -11 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the Toads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cant levers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1120 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1839 Ib uplift at joint 9 and 2316 lb uplift at joint 2. 33-5-0 6-7 -11 `` 0,0 01111 1 11 11//,/, ( A S N'1 r 1 1 P \ - ' �t1Flc NO. 19554 STATE OF tzr RED EN E 111111 \ FEB 0 4 2003 33-5-0 4-6-5 1 1 Scale = 1:58.3 d Job Truss Truss Type 1021 -3R G1 ROOF TRUSS Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 -2-0-0 1-11-11 3-8-0 1 2-0-0 1 -11 -11 1-8 -5 3x6 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 4.00 12 4x6 3x44 3 26 27 5x12 = 6x8 = 7-10-4 4 -2-4 5 3x4 25 4x6 = SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 12-0-8 4-2-4 5x8 = 16-8 -8 4-8-0 24 23 4x8 = 4x6 = CSI TC 0.99 BC 0.77 WB 0.95 (Matrix) 1 2x4 II 7 Qty 1 Ply 2 (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:24:55 2003 Page 1 21-4 -8 1 23 -2-0 1 27 -2-0 1 28 -11 -0 31 -0-5 1 33 -5-0 1 35-5-0 1 4-8-0 1 -9-8 4-0-0 1 -9-0 2 -1 -5 2-4-11 2-0-0 Scale = 1:61.0 5x8 = 8x16 = 8 2x4 9 5x6= _ �N 11 I 7x,2 11 4x6 ,,�'' _! � 13 3x4 z- �GI ' ■` 14 22 2x8 II 21 20 19 18 4x8 = 4x6 = 5x12 = 5x12 = 5x8 = 2x8 I1 DEFL in (loc) I /defl Vert(LL) 0.58 21 -22 >675 Vert(TL) 0.50 21 -22 >794 Horz(TL) -0.21 15 n/a 1st LC LL Min I /defl = 360 17 5x6 = 3.59 12 2x4 = 1 1 -11 -11 1 348-0 1 7 -104 I 12-0-8 1 18.8 -6 1 21-4-8 1 23-2-0 1 27 -2-0 1 28 -11 -0 1 31-0-5 I 33-5-0 1 -11 -11 1-8-5 4-2-4 4-2-4 4-8-0 4-8-0 1 -9-8 4 -0 -0 1 -9-0 2 -1 -5 2-4-11 Plate Offsets (X,Y): [6 :0 5 4,0 - 2 - 8], [8:0 5 8,0 - 2 - 4], [10:0 6 12,Edge], [12:0 - 12,0 - 5 - 0], [ 18:0 5 8,0 2 12k[27:0 2 8,Edge] 15 3x8 = PLATES GRIP MI120 249/190 Weight: 466 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND *Except* TOP CHORD Sheathed or 3 -10 -6 oc purlins, except end verticals. 12 -16 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 5-4 -7 oc bracing. BOT CHORD 2 X 4 SYP No.2ND *Except* 23-26 2 X 6 SYP M 14, 18-23 2 X 6 SYP M 14 WEBS 2 X 4 SYP No.3 *Except* 9-20 2 X 4 SYP No.2ND, 11- 192X4 SYP No.2D,8- 102X6SYI'M 14 10-20 2 X 4 SYP No.2ND, 11 -19 2 X 4 SYP No.2ND OTHERS 2 X 2 DF No.3 REACTIONS (Ib /size) 2= 2363/0 -8 -0, 15= 3047/0 -8-0 Max Horz 2= 315(Ioad case 2) Max Uplift2=- 2698(load case 2), 15=- 3513(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2=43, 2- 3= 4082, 3-4= -7739, 4- 5= -6117, 5 -6 =- 5178, 6-7= -5635, 7-8=- 5635, 8-9= -1662, 20 -36 =655, 10 -36 =655, 9 -10= -1014, 10- 11= -2030, 12 -19 =648, 11 -12 =-454, 12 -13= -9148, 13-14= -9405, 14-15=-5827, 15 -16=43 BOT CHORD 2 -27 =3516, 4 -26 =539, 25-26 =7092, 24 -25 =5768, 23 -24 =4880, 22 -23 =4880, 21 -22 =5842, 20-21 =7484, 19 -20 =7874, 18-19 =8956, 13 -18 =254, 15-17 =5144, 17 -18 =5132 WEBS 3-27=-1370, 4 -25 =- 1346, 5-25 =354, 5 -24 =- 1027, 6-24= 627, 6-22 =:957, 7 -22 =-409, 8 -22= 263, 8-21= 2735, 8-10= -4794, 10 -21 =2950, 10 -12 =5965, 12- 20 =-60, 13-19= -232, 14- 17= -1410, 14- 18=4071, 26-27 =3543, 3 -26 =4110 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the Toads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition 1. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2698 lb uplift at joint 2 and 3513 Ib uplift at joint 15. 5) T 2-ply truss to be connected op cho ds connected as follows: 2rX 4 with -1 at 0-9-0 oc. 8'x3 ") Nails as follows: ```101 Sr r r r rrr, f,' Bottom chords connected as follows: 2 X 4 -1 row at 0 -9-0 oc, 2 X 6 - 2 rows at 0 -9-0 oc. ��•`∎ s A.... - A i. '; ,z Q Webs connected as follows: 2 X 4 - 1 row at 0 -9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. . 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 'P ,1 ] F ' C - O 7) Special hanger(s) or connection(s) required to support concentrated load(s) 763.0Ib down and 833.21b up at 23 -3-8, ar� 36i3O1 d •wn Z i and 332.0Ib up at 27-0 -8 on bottom chord. Design for unspecified connection(s) is delegated to the building designers Z : 0 0 " Uniform Loads LOAD CASE(S) Standard NO. 19554 1) Regular. Lump ease=1.33, Plate Increase =1.33 ConcenUatedQ6ljdff.(��RINGS. FL 33071 ST ATE OF A SHAS HO UA, P.E. . Ver 1-6 ''?. %rt,T413 #- 98.G.VE61 @0.0, 10 -11 =- 181.7, 12 -16= -90.0, 2 -27 =- 20.0,18 -26= -20.0, 15-17= -20.0, 17-k 0. . ORP1 -...\\-\Z Vert 20 -7Q Q4pg59961Q988 ' / , FL REG. NOS. 19554 & E85251 /1 f ' AED E , ' �- , 1, 1ll illy FEB 0 4 2003 Job , 1021 -3R Truss Truss Type T1 ROOF TRUSS Atlantic Truss Co. (OA.), Ft. Lauderdale, FL. 33309 -2-0-0 } 1 -11 -11 3-8-0 2-0-0 1 -11 -11 1-8-5 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 4.60 FIT 5x6 = 19 5x12 = 10x10 = 4.79 FIT LOAD CASE(S) Standard 6-4-0 9-0-0 2-8-0 2-8-0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 LUMBER TOP CHORD 2 X 6 SYP M 14 BOT CHORD 2 X 4 SYP No.2ND 'Except' 15-18 2 X 4 SYP No.1D WEBS 2 X 4 SYP No.3 MORRIS A. SHASHOUA, P.C. 1908 NW 112 AVENUE CCRAL SPRINGS. FL 33071 (954) 753 -1988 FL REG. NOS. 19554 & 185251 602 MII20H= 5 4x6 = 16-8-8 7-8-8 1 -11 -11 3-8.0 6-4-0 9-0-0 16-8 -8 1 -11 -11 1-8-5 2 -8-0 2-8-0 7-8-8 2x4 II 6 16 3x8 = 2x8 II { Qty 1 (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:24:58 2003 Page 1 15 4x6 = 2x8 II 24-5-0 7-8-8 Ply 1 Plate Offsets (X,Y): [2:0- 1- 6,0 -0-2), (7:0- 6- 4,0 -4 -0], [10:0- 3 -0,0- 1 -12], [13:0- 4- 0,0 -3-4], [18:0-6-8,0-3-41,119:0-3-4,0-3-0] CSI DEFL in (loc) I/defl TC 0.76 Vert(LL) 0.83 16 >474 BC 0.98 Vert(TL) -0.8014 -16 >490 WB 0.86 Horz(TL) -0.33 10 n/a (Matrix) 1st LC LL Min 1/defl = 360 8x10 7 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1120 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2200 Ib uplift at joint 2 and 2200 Ib uplift at joint 10. 24-5-0 26-8-0 28-11-0 31-0-5 33-5-0 35.5-0 7-8-8 2 -3-0 2 -3-0 2 -1 -5 2-4-11 2-0-0 Scale = 1:61.2 2x4 I I 6x8 = Weight: 208 Ib 12 3.59112 2x4 = 5x6 = 26-8 -0 28-11-0 31-0-5 33-5-0 2 -3-0 2-3-0 2 -1 -5 2-4 -11 PLATES GRIP MI120 249/190 MII20H 187/143 BRACING TOP CHORD Sheathed or 3 -3 -6 oc puffins. BOT CHORD Rigid ceiling directly applied or 2 -8-14 oc bracing. WEBS 1 Row at midpt 5-16, 7 -16 REACTIONS (Ib /size) 2= 2021/0 -8 -0, 10= 2021/0 -8-0 Max Uplift2 — 2200(Ioad case 2), 10=- 2200(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =51, 2 -3= -3431, 3-4= -6024, 4 -5= 4758, 5-6= -5630, 6-7=-563C-, 7 -8= -5612, 8 -9= -5646, 9 -10= -3614, 10 -11 =51 BOT CHORD 2 -19 =2959, 4 -18 =689, 17 -18 =5611, 16-17=4528, 15-16 =4451, 14 -15 =4451, 13- 14= 4442, 8-13= -111, 10-12 =3179, 18-19 =2948, 12 -13 =3162 WEBS 3-19= - 984,3 -18= 2868,4 -17 =- 1109,5 -17= 283,5 -16= 1164,6 -16 640, 7-16=1246, 7-14=157, 7-13=1006, 9-12=-822, 9-13=2323 10 00111 111 I P\S- - • • S �s 'y . -s1FJC O o NO. 19554 = STATE OF ,z < T '• /////, RED LG \\, 11 r11v1t111tt1t 1 ' FEB 0 4 2003 5x6 = Job 1021 -3R Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 -2-0 -0 2-0-0 5x6 = Truss T6 5-7 -11 5-7 -11 13 2x4 II 5-7 -11 11-0 -0 16-88 Plate Offsets (X,Y): (4:0- 6- 4,0 -2- 4],[6:0 -6- 4,0-2- 4],[10 :0- 3- 0,0 -3- 0],_[12_0 -3 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 LUMBER TOP CHORD 2 X 4 SYP No.1D *Except 4.62X4 SYP No.2D BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 2 DF No.3 LOAD CASE(S) Standard MORRIS A. SHASHOUA, P.E. 1908 NW 112 AVENUE CCRAL SPRINGS. FL 33071 (954) 753 -1988 FL REG. NOS. 19554 & E8 525 Truss Type ROOF TRUSS 11.0 -0 5-4-5 6x10 MII 18H= 12 5x6 = REACTIONS (Ib /size) 8= 1793/0 -8 -0, 2= 2027/0 -8-0 Max Horz 2= 95(load case 2) Max Uplift8=- 1786(load case 2), 2=- 2265(load case 2) CSI TC 0.99 BC 0.92 WB 0.36 (Matrix) 16-3 -8 5-f-8 2x4 I I 5 11 3x8 = Qty Ply 1 (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:00 2003 Page 1 22 -5-0 5-8-8 22 -5-0 FORCES (Ib) - First Load Case Only TOP CHORD 1 -2=43, 2- 3= -4169, 3-4=-3620, 4 -5= -3832, 5- 6=- 3832, 6-7= -3642, 7-8 =-4281 BOT CHORD 2 -13 =3794, 12 -13 =3794, 11 -12 =3378, 10-11 =3397, 9 -10 =3910, 8.9 =3910 WEBS 3- 13 =83, 3 -12 =-457, 4 -12 =291, 4 -11 =549, 5 -11 =- 502, 6-11=526, 6-10=320, 7 -10= -561, 7 -9 =117 6x10 MII18H= 6 10 5x6 = DEFL in (loc) Udefl Vert(LL) 0.62 11 >633 Vert(TL) -0.5510 -11 >713 Horz(TL) -0.22 8 n/a 1st LC LL Min I /defl = 360 27 -9-5 5-4-5 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground Level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category 1, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MI120 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1786 Ib uplift at joint 8 and 2265 Ib uplift at joint 2. 9 2x4 II 33 -5-0 5-7 -11 27 -9-5 33 -5-0 5-7 -11 5-4-5 5-8-3 5-8-8 5-4-5 5-7 -11 PLATES MI120 MII18H Weight: 163 Ib BRACING TOP CHORD Sheathed or 2 -5-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 2 -8-10 oc bracing. `ttj ltttftrrrrr rrr �� 5 P S ...... m — . NO.19554 • = STATE OF Q _ t1/ , ��' sT FRED 0 .4G rrr rr111ti 111 � 1 FEB 0 4 2003 GRIP 249/190 195/188 Scale = 1:58.2 5x6 = 1 I$ Job 1021 -3R Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 -2-0-0 4 -7 -11 2-0-0 4-7 -11 4-4-5 5-2-4 Plate Offsets (X,Y)_ [4:0- 7- 4,0 -3-8), [8:0- 5-0,0 -3 -131, [16 :0- 5_0,0_5 -0], [17:0- 3 -0,0-4-4) LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss H9 4.00 12 4-7-11 9-0-0 4 -7 -11 4-4-5 Truss Type ROOF TRUSS SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 6x12 MII20H= 4 REACTIONS (Ib /size) 10= 6028/0 -8-0, 2= 5705/0 -8-0 Max Horz2= 127(load case 2) Max Upliftl0=- 6599(load case 2), 2=- 6930(load case 2) 9-0-0 14-2-4 19-2-12 24 -5-0 28-9 -5 33-5-0 4 -4-5 4 -7 -11 2x4 11 5 CSI TC 0.71 BC 0.90 WB 0.55 (Matrix) Concentrated Loads (Ib) Vert: %9 = - Q1.0 17=-2138.5 14=-901.0 12= -901.0 19= -112.0 20=-112.0 Q .HIS A. SHASHOIJA, P.E. 1 908 NW 112 AVENUE CCR.4L SPRINGS, FL 33071 (954) 753-1988 Fl. REG. NOS. 19554 & E85251 (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:01 2003 Page 1 5-0-8 5-2-4 3x8 = 6 Qty 1 Ply 2 3x6 = 7 8x10 MII20H= 8 5x12 = 18 17 19 16 15 14 1320 12 2x4 II 6x6 = 8x10 = 2x4 11 3x6 = 6x6 = 3x12 = 14-2-4 1 19 -2 -12 24 -5-0 28-9 -5 } 33-5-0 5-2-4 5-0-8 5-2-4 4-4-5 4 -7 -11 DEFL in (loc) 1/deft Vert(LL) 0.98 15 >400 Vert(TL) 0.84 15 >467 Horz(TL) -0.28 10 n/a 1st LC LL Min Vdefi = 360 3x4 PLATES GRIP M1120 249/190 MII20H 187/143 Weight: 467 Ib LUMBER BRACING TOP CHORD 2 X 6 SYP DSS TOP CHORD Sheathed or 4-4 -3 oc purlins. BOT CHORD 2 X 6 SYP M 14 BOT CHORD Rigid ceiling directly applied or 4 -2-0 oc bracing. WEBS 2 X 4 SYP No.3 *Except 4- 172X6 SYP M 14, 7-14 2 X 6 SYP M 14, 8-12 2 X 6 SYP M 14 5-16 2 X 6 SYP M 14 FEB 0 4 2003 11 5x12 2x4 11 FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =57, 2 -3 =- 14368, 3-4 =- 15093, 4-5=-16998, 5 -6 =- 16980, 6 -7 =- 16607, 7-8 =- 14120, 8 -9 =- 14675, 9-10= -15218 BOT CHORD 2 -18= 13370, 17 -18= 13370,17 -19= 14477, 16-19= 14477, 15-16= 17583, 14 -15= 17583, 13-14= 16607, 13 -20= 16607, 12 -20= 16607, 11 -12= 14120, 10 -11 =14120 WEBS 3 -18=- 243,3 -17= 996,4 -17= 2204,4 -16= 3165,6 -16=- 780,7 -14= 1723,7 -12 =- 3241,8 -12= 3600,9 -12=- 287,9 -11 =- 73,5 -16=- 425,6 -1 5= 228 -14 -1246 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category!, terrain exposure C and intemal pressure coefficient condition!. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1120 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6599 Ib uplift at joint 10 and 6930 Ib uplift at joint 2. 6) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 6 - 3 rows at 0-5-0 oc. Webs connected as follows: 2 X 4 -1 row at 0 -9 -0 oc, 2 X 6 - 2 rows at 0 -9 -0 or:. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 2138.51b down and 3247.21b up at 9 -0-0, 901.01b down and up at 977 up at .5Ib and 1 0 1 2.0 b down and 12 .51b up at -5-0 on 901.0Ib down and Design 977.5Ib up at connection(s) is delegated fe t I t 1 r 1 r r / / /, building designer. .�' \ S A S i / �i LOAD CASE(S) Standard QP P F /C ' ti0 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 . 27 0 -. L Uniform Loads (p1f) U (n 7 Vert: 1-4= -90.0, 4-5=-90.0, 5-7 — 232.5, 7-8 =- 90.0, 8-10 =- 232.5, 2-16=-20.0, 14- 16= -51.7, 12- 14= -20.0, 10-12z-51.7: NO. 19554 STATE OF c /S, ,6 RED ' G'�� +� Scale = 1:57.9 10 ; Job 1021 -3R Truss H7 Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 TCLL TCDL BCLL BCDL -2-0-0 1 1 -11 -11 1 3-8-0 1 7-0-0 2 -0-0 1 -11 -11 1-8-5 3-4-0 4.00111 3x8 = 24 10x12 = 6x12 = 4.79 12 Truss Type ROOF TRUSS 8x8 = 5 23 22 3x12 = 19- 20= -44908 NW 112 AVENUF ConcentratedUkkl.(IbP FL 33071 Vert: 22=-70(5A,1739503 FL REG. NOS. 19554 b CB5251. 11-6 -0 4 -6-0 LUMBER TOP CHORD 2 X 6 SYP 2400F 2.0E *Except* 5-7 2 X 6 SYP No.1, 7-11 2X6 SYP No.1D BOT CHORD 2 X 4 SYP No.1 D 'Except* 20-23 2 X 6 SYP M 14 WEBS 2 X 4 SYP No.3 ■ 3x4 �'�- .a.- 16-0-0 4 -6-0 3x4 = 6x6 = 6 7 21 3x4 = 4x6 = 8 20 6x12 19-6 -4 3-6-4 1 1 -11 -11 1 3-8-0 1 7-0-0 1 11-6 -0 1 16-0-0 1 19-6-4 1 -11 -11 1-8-5 3-4-0 4-6-0 4-6-0 3-6-4 Plate Offsets (X,Y): [2:0 -3- 12,0 -1- 8],[19:0- 1- 0,0- 2-4],[ 23:0- 8- 4,0 -3- 3],[24:0- 6- i),Edge] LOADING (psf) SPACING 2 -0-0 CSI 30.0 Plates Increase 1.33 TC 0.95 15.0 Lumber Increase 1.33 BC 0.66 0.0 Rep Stress Incr NO WB 0.59 10.0 Code FBC2001 (Matrix) Qty 1 3x8 = 9 19 5x6 = 1.951122x4 11 Ply 3 (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 14:29:43 2003 Page 1 22 -10-12 3-4-8 12 i 22-10-12 3 -0.8 2x4 11 10 3x8 = DEFL in (loc) I /deft Vert(LL) 1.04 20 >376 Vert(TL) 0.92 20 >426 Horz(TL) -0.31 13 n/a 1st LC LL Min I /deft = 360 26-5-0 3 -6-4 6x12 = 11 18 17 3x4 = 29 -9-5 3 -4-5 3x4 16 15 3x4 = 2x4 11 26 -5-0 1 29-9 -5 33-5-0 3-6-4 3-4-5 3-7 -11 PLATES MI120 Weight: 656 Ib BRACING TOP CHORD Sheathed or 6 -0 -0 oc puffins. BOT CHORD Rigid ceiling directly applied or 5 -10 -2 oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 viaaer potnding. 4) 3) Pro Provide de mechanical adequate dr connection inage to prevent (by othersw t ) of truss to bearing plate capable of withstanding 5727 Ib uplift at joint 2 and 5727 Ib uplift at joint 13. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 705.81b down and 2606.2lb up at 26 -5 -0, and 705.8Ib down and 2606.2Ib up at 7-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 6) 3 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: Top chords connected as follows: 2 X 6 = 2 rows at 0 -9-0 oc. Bottom chords connected as follows: 2 X 4- 2 rows at 0 -7-0 oc, 2 X 6- 2 rows at 0 -7 -0 oc. j 111 t 1 t 111 r 1 r r Webs connected as follows: 2 X 4 - 1 row at 0 -9-0 oc. `v tt i / , / � Special hanger(s) or connection(s) required to support concentrated load(s) 705.8Ib down and 2606.2Ib up at 26 -5-0, and 7Q Il�o S/ / ; and 2606.21b up at 7-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. � N ` \ . • • - - .. - . S '� 7) Special hanger(s) or connection(s) required to support concentrated load(s) 705.81b down and 2606.2lb up at 26 -5 -0, arZd•7Q' Ib 51pvgr{ Fie -. Q and 2606.2Ib up at 7 -0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. — 0 .-*, J, -. G LOAD CASE(S) Standard • 7 _ 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 — ; rf O- 9554 - Uniform Load$1121A Vert: 9 fitiAMI6(1N1; p4p -90.0, 2 -24= -20.0, 22 -23= -20.0, 20-22= -41.7, 17 -19= -41.7, 13- 17=- 20.0, ;314 } 20. 6 T ATE OF , EN r/ rr11111N 1 � 1 1 FEB 0 4 2003 33-5-0 1 35-5-0 1 3-7 -11 2-0-0 Scale = 1:61.2 13 3x8 = GRIP 249/190 1 4J� Id REACTIONS (lb /size) 2= 3881/0 -8 -0, 13= 3881/0 -8-0 Max Uplift2=- 5727(load case 2), 13 — 5727(Ioad case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =51, 2 -3 =- 7656, 3-4 =- 13019, 4 -5 =- 12422, 5 -6 =- 12100, 6-7 =- 15429, 7 -8 =- 15429, 8 -9 =- 16548, 9-10=-11407, 10- 11=- 11408, 11- 12= -9414, 12- 13= -8621, 13 -14 =51 BOT CHORD 2 -24 =6724, 4 -23 =1004, 22 -23= 12019, 21 -22= 15429, 20- 21= 16622, 8-20=-176, 18 -19= 12873, 17 -18 =8984, 16 -17 =7859, 15 -16 =7859, 13-15 =7859, 23 -24 =6666, 19-20 =12931 WEBS 3- 24= -2027, 5 -22= 2753, 6-22=-3628, 6-21= 707, 8-21=-1285, 9 -2(1 =4362, 9- 19= -1831, 9- 18= -1815, 10- 18 = -529, 11 -18 =2955, 11 -17 =476, 12 -17 =1174, 12- 15 = -52, 4- 22 = -135, 3 -23 =5847 1 Job 1021-3R Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 -2-0.0 2-0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss M2 LOAD CASE(S) Standard 7 -1 -15 7 -1 -15 Truss Type ROOF TRUSS SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 LUMBER TOP CHORD 2 X 4 SYP No.2ND *Except* 5-6 2 X 4 SYP No.2D, 1-4 2 X 4 SYP No.1D BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 2 DF No.3 MORRIS A. SHASHOUA, P.C. 1908 NW 1 12 AVENUE CCRAL SPRINGS. FL 33071 (954) 753 -1988 FL REG. NOS. 19554 & E8525 CSI TC 0.91 BC 0.55 WB 0.77 (Matrix) Qty 1 Ply 1 14-0 -8 6-10 -9 4.00 FIT 7 -1 -15 14-0-8 7 -1 -15 6-10 -9 Plate Offsets (X,Y) (2:03 � 2,a1 -8), (5:0- 7=s,0_2 70), REACTIONS (lb /size) 2= 1477/0 -8-0, 8= 1236 /Mechanical Max Horz 2=607(load case 2) Max Uplift2=- 1743(load case 2), 8= 1269(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2=43, 2 -3= -2663, 3-4= -1603, 4 -5 =- 1503, 5-6= -924, 6- 7 = -93, 7 -8= -164 BOT CHORD 2 -13 =2393, 12 -13 =2393, 11 -12 =215, 10 -11 =215, 9- 10 =52, 6-9 =667, 8 -9 =909 WEBS 3 -13 =149, 3- 12=- 1031, 5-12 =318, 9 -12= 1230, 5-9 =- 658, 6- 8= -1353 (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:02 2003 Page 1 BRACING TOP CHORD BOT CHORD WEBS 6x12 M1120H= 5 DEFL in (loc) I /deft Vert(LL) 0.25 12 -13 >999 Vert(TL) - 0.2212 -13 >999 Horz(TL) -0.08 8 n/a 1st LC LL Min I /deft = 360 19-4-8 5-4-0 19-5-0 5-4-8 6 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MI120 plates unless otherwise indicated. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1743 Ib uplift at joint 2 and 1269 Ib uplift at joint 8. 4x6 PLATES MI120 MI120H Weight: 131 Ib 23-2-0 3-9-8 23 -2-0 3-9-0 Sheathed or 3 -2 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 3 -6-2 oc bracing. 1 Row at midpt 3 -12 FEB 0 4 2003 GRIP 249/190 187/143 Scale = 1:43.3 45 Job , Truss 11021 -3R S1 Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD BOT CHORD WEBS OTHERS -2.0-0 2-0-0 1 4x6 = IRS 4x6 = LOAD CASE(S) Standard 2 X 4 SYP No.2ND 2 X 4 SYP No.2ND 2 X 4 SYP No.3 2X2DFNo.3 2-6-4 2 2-6-4 0-1 -12 2-8-0 2-8-0 MORRIS A. SHASHOUA, P.E. 1908 Nw 112 AvENUE CCRAL SPRINGS. FL 33071 (954) 7 53-1988 FL REG. NOS. 19554 & C8525E Truss Type ROOF TRUSS 4.00 1 12 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 3 4x8 13 5x6 = 1 5-4-0 2-8-0 5-4-0 2-8-0 CSI TC 1.00 BC 0.79 WB 0.41 (Matrix) 6.00 rt 5- 1 5. 1 12 6-4-0 7-2-4 7 10-0 -0 0-1-120-10-4 0-10-40-1-12 2-8-0 12 2x4 II 4 �� Allege �1 5x6 REACTIONS (Ib /size) 8= 649/0 -6-0, 2= 900/0 -6-0 Max Horz2= 95(load case 2) Max UpliftB=- 785(load case 2), 2=- 1301(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2=43, 2- 3= -1245, 3-4= -2574, 4 -5 =- 2326, 5-6 =- 2319, 6-7= -2587, 7 -8= -1426 BOT CHORD 2 -13 =1080, 12 -13 =1121, 11 -12 =2313, 10 -11 =2313, 9 -10 =1322, 8 -9 =1269 WEBS 3 -13 =-425, 3 -12 =1369, 4 -12= 323, 5-11= 642, 6-10 =365, 7 -10= 1190, 7 -9 =-440 4.201 Qty 5x6 = Ply 1 2x4 11 11 10 2x4 II 5x8 = 6-4-0 7-4-0 1-0-0 1-0-0 (optional) SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:03 2003 Page 1 DEFL in (loc) 1 /deft Vert(LL) 0.33 10 >447 Vert(TL) 0.28 10 >522 Horz(TL) -0.19 8 n/a 1st LC LL Min I /deft = 360 10-0-0 2 -8-0 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the loads generated by 146 mph winds at ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition 1. The building dimensions are 45 ft by 24 ft. If end verticals or cant levers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable o1` withstanding 785 Ib uplift at joint 8 and 1301 Ib uplift at joint 2. 10 12-8-0 0-1 -12 2-6-4 4x6 9 7 5x6 = 1 Plate Offsets (X,Y): [2:0 0 3,0 0 15], [6:0 0 0,0 0 0],( 8: 0- 0- 3,0- 0- 15J,19:0- 4- 0,0- 2-8), [10:0 -0 -0,0 0 -0j, [13:0_4_0,0- 2- 8] _ _ _ _ PLATES MI120 Weight: 58 Ib 12-8 -0 2-8-0 BRACING TOP CHORD Sheathed or 1-4 -12 oc puffins. BOT CHORD Rigid ceiling directly applied or 3 -5-10 oc bracing. FEB o 4 2003 GRIP 249/190 , tI t111 1 111rr rr' /, `s A - . SH ' o NO. 19554 03 STATE OF ' c '''"/04111110,"\\ ED ENG\ 1 Scale = 1:24.3 Job 1021 -3R Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 i 2-8-0 1 5-0-0 5-3-f) 7-5-0 2-8-0 2-4-0 0-3-0 2 -2-0 Plate Offsets (X,Y): [4 :0 -3- 12,0- 3- 4],[5 :0 -3- 12,0 -3- 4],[9:0- 4- 0,0 -2- 8],[12:0-4- 0,0 - 2 - 8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss H5A -2-0-0 264 21810 5-0-0 780 2-0-0 2-6-4 0-1-12 2-4-0 LUMBER TOP CHORD 2 X 6 SYP M 14 BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 Truss Type ROOF TRUSS SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 MORRIS A. SHASHOUA, P.C. i 908 NW 112 AVENUE CORAL SPRINGS. FL 33071 (95 -1988 FL REG. NOS. 19554 & E6525i 8x10 CSI TC 0.72 BC 0.70 WB 0.46 (Matrix) 2 REACTIONS (lb /size) 2= 1289/0- 6 -0, 7= 1289/0 -6-0 Max Horz 2=23(Ioad case 2) Max Uplift2= 2000(load case 2), 7=-2006(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =50, 2-3=-2344, 3-4= -5383, 4 -5 =- 5443, 5-6 =- 5383, 6-7= -2344, 7 -8 =50 BOT CHORD 2 -12 =2097, 11 -12 =2178, 10 -11 =5443, 9 -10 =2178, 7 -9 =2097 WEBS 3 -12=- 875,3 -11= 3047,4 -11= 1708,5 -10= 1708,6 -10= 3047,6 - 9= - Qty 1 (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:04 2003 Page 1 8x10 Ply 2 7 10-0-0 0-3-0 2-4-0 DEFL in (loc) 1 /deft Vert(LL) 0.3510 -11 >422 Vert(TL) 0.3010 -11 >484 Horz(TL) -0.20 7 n/a 1st LC LL Min 1/defl = 360 LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-4=-90.0, 4 -5 =- 146.3, 5-8= -90.0, 2 -12 =- 20.0,11 -12 =- 20.0,10 -11= -32.5, 9- 10= -20.0, 7- 9 = -20.0 Concentrated Loads (Ib) Vert: 11 =320.8 10= -320.8 10-0-0 10 12-8-0 2-4-0 0-1 -12 2-6-4 12-8-0 2-8-0 PLATES M1120 Weight: 143 Ib BRACING TOP CHORD Sheathed or 6 -0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4 -3 -5 oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the Toads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead Toad are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2000 Ib uplift at joint 2 and 2006 Ib uplift at joint 7. 5) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follcws: Top chords connected as follows: 2 X 6 - 2 rows at 0 -9-0 oc. Bottom chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0 -9-0 oc. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 320.81b down and 1184.61b up at 7 -6-4, and 320.81b down and 1184.61b up at 5-1 -12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. FEB 0 4 2003 14-8-0 2-0-0 ``1` 1111 11 11 1 11117 177 1 5 A • HA o • Cis - CIF /C' 0 NO. 19554 = = STATE OF ' rz / / / ''S T &RED 0 4,,,,s ‘ 111 /11111111►1 1 `` GRIP 249/190 Scale = 1:27.9 N Job Truss 1021 -3R C9 Truss Type ROOF TRUSS Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 -2 -9-15 2 -9.15 4 -4-7 4-4 -7 Qty 1 (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:04 2003 Page 1 8-4-8 4-0-0 Ply 1 2.83 12 12 -8-12 4 -0-0 Scale = 1:25.6 LUMBER TOP CHORD 2 X 6 SYP M 14 BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 11 3x8 = 2x4 11 4-4 -7 4-4 -7 Plate Offsets (X,Y): [2 :0- 2- 4,0 -1- 8],[5:0 -3- 0,0-4- 12],[6:0 -1- 10,0 -4 -0] SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 MORRIS A. SHASHOUA, P.E. 1908 NW 112 AVENUE CCR.4L SPRINGS. FL 3307[ (954) 753-1988 FL REG. NOS. 19554 & EB525f CSI TC 0.69 BC 0.50 WB 0.85 (Matrix) REACTIONS (Ib /size) 2= 1009/0 -11 -5, 8 =- 223 /Mechanical, 6= 1689 /Mechanical Max Horz2= 972(load case 2) Max Uplift2 =1358(load case 2), 8=- 223(load case 1), 6=- 2391(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1- 12=44, 2- 12 =44, 2-3=-1844, 3-4= -1610, 4 -5 =- 1577, 5 -6 =72, 6 -7 = -23 BOT CHORD 2 -11 =1717, 10-11= 1717, 9-10 =1546, 8 -9 =0 WEBS 3- 11 =38, 3- 10 =- 178, 5-10 =234, 5 -9 =1745, 6 -9 =1166 8-4-8 4-0-0 DEFL in (loc) Udell Vert(LL) 0.16 10 -11 >893 Vert(TL) 0.15 1 -2 >259 Horz(TL) -0.06 8 n/a 1st LC LL Min I/defl = 360 PLATES MI120 Weight: 76 Ib 12 -7-4 4-2 -12 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-4 -15 oc bracing. NOTES 1) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding external pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1358 Ib uplift at joint 2, 223 Ib uplift at joint 8 and 2391 Ib uplift at joint 6. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -12 =90.0 Trapezoidal Loads (plf) Vert: 12=- 0.0 -to-7= 285.1, 2=- 1.7 -to-8 =-63.3 As 11tI A S H qS QP. 1F! O P C �.� � G NO. 19554 T STATE OF = c � t rtttt w ow ttt` FEB o 4 2003 GRIP 249/190 1212 0-1-8 Truss Truss Type C7 ROOF TRUSS Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 Job 1021 -3R 1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 -2 -9-15 2 -9-15 Plate Offsets (X.Y):_ (2 :0- 2:4,0 -1-8) LUMBER TOP CHORD 2 X 6 SYP M 14 BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 1 1 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-8=-90.0 Trapezoidal Loads (Of) Vert: 8= 0.0- to-4 =- 222.7, 2=- 1.7 -to-5 =-49.5 MORRIS A. SHASHOUA, P.C. 1908 NW 112 AVENGE CCRAL SPRINGS. FL 33071 (954) 7 53-1988 FL REG. NOS. 19554 & E85251 CSI TC 0.64 BC 0.51 WB 0.52 (Matrix) 4 -11-8 4 -11-8 4-11 -8 4 -11-8 REACTIONS (Ib /size) 4= 439 /Mechanical, 2= 769/0 -11 -5, 5= 389 /Mechanical Max Horz 2=633(load case 2) Max Uplift4=- 941(Ioad case 2), 2=- 1125(load case 2), 5=- 412(Ioad case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -8=44, 2 -8=44, 2- 3= -1205, 3-4 =76 BOT CHORD 2 -7= 1117, 6-7 =1117, 5-6 =0 WEBS 3 -7 =134, 3-6=-1160 4.201 Qty Ply 1 (optional) SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:05 2003 Page 1 1 1 DEFL in (loc) I/defl Vert(LL) 0.12 6-7 >922 Vert(TL) 0.23 1 -2 >165 Horz(TL) -0.03 5 n/a 1st LC LL Min 1 /deft = 360 PLATES MI120 9 -10-13 4-11 -5 9-10-13 4 -11 -5 Weight: 54 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4 -1-4 oc bracing. FEB 0 4 2003 GRIP 249/190 1 Scale = 1 20.2 4 1 NOTES 1) This truss has been designed for the loads generated by 146 mph winds at 23 it above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead Toad are being used. The design assumes occupancy category 1, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. 0 porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 941 Ib uplift at joint 4, 1125 Ib uplift at joint 2 and 412 Ib uplift at joint 5. 'Job 1021 -3R Truss Truss Type C7B ROOF TRUSS Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 -2 -9-15 2-9-15 Plate Offsets (X,Y): [2:0- 0- 4,0 -1-8] _ LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 1 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 MORRIS A. SHASHOUA, P.C. i 908 NW 1 12 AVENUE CCRAL SPRINGS. FL 33071 (954) 7 53 -1988 FL REG. NOS. 19554 & E8525t LUMBER TOP CHORD 2 X 6 SYP M 14 BOT CHORD 2 X 4 SYP No.2ND *Except* 3- 92X6 SYP M 14, 6-8 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-10=-90.0 Trapezoidal Loads (plf) Vert: 10= 0.0 -to-5 =- 222.7, 2=- 1.7 -to-9 =24.3, 8 =- 24.3 -to -6 =-49.5 5-0-12 5-0-12 5-0-12 5-0-12 CSI TC 0.64 BC 0.89 WB 0.58 (Matrix) REACTIONS (Ib /size) 5= 256 /Mechanical, 2= 769/0 -11 -5, 6= 573 /Mechanical Max Horz2= 632(Ioad case 2) Max Uplift5=- 576(load case 2), 2=- 1125(load case 2), 6=- 778(Ioad case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1- 10=44, 2- 10 =44, 2- 3 = -905, 3-4= -949, 4 -5 =44 BOT CHORD 2 -9= 805, 8 -9 =29, 3 -8 =208, 7 -8= 973, 6-7 =0 WEBS 4- 7 = -1126 Qty 1 1 (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:06 2003 Page 1 Ply 1 1 DEFL in (loc) I /defl Vert(LL) 0.27 7 -8 >428 Vert(TL) 0.22 7 -8 >524 Horz(TL) -0.04 6 n/a 1st LC LL Min I/defl = 360 NOTES 1) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead Toad are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 576 Ib uplift at joint 5, 1125 Ib uplift at joint 2 and 778 lb uplift at joint 6. 9 -10-13 4 -10-1 9-10 -1 4 -9 -5 PLATES M1120 Weight: 51 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-4-4 oc bracing. GRIP 000 11111 1 r rrrrr 1',,/ � A : . St-ti OA . FIC QG ; NO. 19554 13 STATE OF a- ,,�C %TF oR�PNG�� FEB 0 4 2003 249/190 Scale = 1:20.8 5 9-1A-13 0-0-12 Job , 1021 - 3R Truss Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 Plate Offsets (X,Y)_ [2:0 -4- 15,0 -0-7)_ LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD BOT CHORD WEBS OTHERS c -2-0-0 2 X 4 SYP No.2D 2 X 4 SYP No.2ND 2 X 4 SYP No.3 2 X 2 DF No.3 REACTIONS (Ib /size) 4= 173 /Mechanical, 2= 722/0 -8-0, 5= 270 /Mechanical Max Horz 2= 651(Ioad case 2) Max Uplift4=- 364(load case 2), 2=- 1072(load case 2), 5=- 338(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2=43, 2- 3 = -678, 3-4=42 BOT CHORD 2- 6= 573, 5-6 =0 WEBS 3-6 =-611 LOAD CASE(S) Standard MORRIS A. SHPSHOUA, P.C. 1908 NW 112 AVENUE CORAL SPRINGS. FL 33071 (954) 7 53 -1988 Ft. REG. NOS. 19554 & E8525 2-0-0 Truss Type ROOF TRUSS SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 4 -5-15 4 -5-15 CSI TC 0.88 BC 0.47 WB 0.35 (Matrix) 4.201 Qty 3 (optional) SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:07 2003 Page 1 9-0-0 9-0-0 Ply 1 9-0-0 4-6-1 DEFL in (loc) 1/dell PLATES Vert(LL) -0.05 2 -6 >999 MI120 Vert(TL) 0.31 1 -2 >93 Horz(TL) -0.02 5 n/a 1st LC LL Min I /dell = 360 NOTES 1) This truss has been designed for the Toads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficierts for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 364 Ib uplift at joint 4, 1072 Ib uplift at joint 2 and 338 Ib uplift at joint 5. Weight: 39 Ib 2x4 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-5 -3 oc bracing. 6 5 GRIP ` `` ```1 ,, 1 111 isr�r • � \ 5 ... -' O QP IFics 0 % NO. 19554 STATE OF c; "r rrritr 11tH`' FEB 0 4 2003 249/190 Scale = 1:21.8 ;Job 1021 -3R • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD BOT CHORD WEBS OTHERS Truss J9A Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 Plate Offsets (X,Y): [2:0- 3- 4,0- 1- 8],[3:0- 8- 4,0 -2-4] 2 X 4 SYP No.2D 2 X 4 SYP No.2D 2 X 4 SYP No.3 2 X 2 DF No.3 -2-0 -0 2 -0-0 FORCES (Ib) - First Load Case Only TOP CHORD 1 -2=43, 2- 3 = -521, 3-4 = -0 BOT CHORD 2- 7= 384, 6- 7=417, 5 -6 =0 WEBS 3- 7= 596, 3-6=-1063 LOAD CASE(S) Standard MOP, ?IS A. SHASHOUA, P.C. 1 908 NW 112 AVENUE CCR.4L SPRINGS. FL 33071 1954) 7 53-1988 FL REG. NOS. 19554 & C85251. Truss Type ROOF TRUSS SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 3-8-7 3-8-7 3-8-7 3-8-7 CSI TC 0.85 BC 0.85 WB 0.47 (Matrix) REACTIONS (Ib /size) 4 = -64 /Mechanical, 2= 722/0 -8-0, 5= 507 /Mechanical Max Horz 2= 546(load case 2) Max Uplift4=- 118(load case 3), 2= 1102(load case 2), 5=- 792(load case 2) Max Grav4= 168(load case 2), 2= 722(Ioad case 1), 5= 507(load case 1) Qty 1 Ply 1 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:07 2003 Page 1 7 -1-8 3 -5-1 7 -1-8 3-5-1 DEFL in (loc) 1/deg Vert(LL) 0.08 2 -7 >999 Vert(TL) -0.08 2 -7 >999 Horz(TL) -0.02 4 n/a 1st LC LL Min I /deft = 360 (optional) 3 5x12 = PLATES M1120 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the Toads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition 1. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 Ib uplift at joint 4, 1102 Ib uplift at joint 2 and 792 Ib uplift at joint 5. 7 -11-0 0-9-8 9-0-0 1 -10-8 7 6 5 2x4 II 2x8 \\ Weight: 39 Ib 9-0-0 1 -1-0 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-6 -9 oc bracing. FEB 0 4 2003 1 0 0 1111 1 1 1 rlr \ `1 P��' A' SN 'S - - �IFIC p NO. 19554 : 1 STATE OF q - ; ,6RED LN G , \\ er r /1111111 +` GRIP 249/190 Scale = 1:21.9 Job 1021 -3R Truss J9B Atlantic Truss Co. (OA.), Ft. Lauderdale, FL. 33309 -2-0-0 2-0-0 Plate Offsets(X.Y): [20- 1- 8,0 -1-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD BOT CHORD WEBS OTHERS LOAD CASE(S) Standard 2 X 4 SYP No.2D *Except 3 -5 2 X 4 SYP No.2ND 2 X 4 SYP No.2ND 2X4 SYP No.3 2X2OFNo.3 MORRIS A. SHASHOUA, P.E- 1908 NW 112 AVENUE CCR.4L SPRINGS, EL 33071 ( -1988 ft REG. NOS. 19554 & E85251 Truss Type ROOF TRUSS SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 FORCES (Ib) - First Load Case Only TOP CHORD 1 -2=43, 2- 3 = -587, 3-4 =-449, 4-5=-136 BOT CHORD 2- 7= 457, 6-7 =0 WEBS 3 -7= 235, 4 -7 =570 4.00 12 CSI TC 0.96 BC 0.16 WB 0.17 (Matrix) REACTIONS (Ib /size) 5=433 /Mechanical, 2= 722/0 -8-0, 6 =10 /Mechanical Max Horz 2= 348(Ioad case 2) Max Uplift5=- 619(Ioad case 2), 2= 1154(load case 2), 6= 2(load case 2) Max Grav5= 433(load case 1), 2= 722(load case 1), 6= 10(load case 4) 6-4-0 6-4-0 6-4-0 6-4-0 Qty 3 Ply 1 (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:08 2003 Page 1 DEFL in (loc) I /defl Vert(LL) 0.04 2 -7 >999 Vert(TL) 0.12 1 -2 >238 Horz(TL) -0.01 5 n/a 1st LC LL Min I/defl = 360 4x8 = 3x4 = PLATES MI120 Weight: 39 Ib NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the Toads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead Toad are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition 1. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 619 Ib uplift at joint 5, 1154 Ib uplift at joint 2 and 2 Ib uplift at joint 6. 9-0-0 2-8-0 9-0-0 2-8-0 BRACING TOP CHORD Sheathed or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 7 -5 -7 oc bracing. FEB 0 4 2003 GRIP 249/190 6 Scale = 1:20.0 Job * Truss 1021-3R MG1 Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 -2-0 -0 2-0-0 Truss Type ROOF TRUSS 1 1 2-8-0 Plate Offsets (X,Y):[3:0- 8- 4,0 -4 -0], [5:0 -5 2- 4]____ SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP M 14 WEBS 2 X 4 SYP No.3 *Except* 4-10 2 X 4 SYP No.2ND, 6-9 2 X 4 SYP No.2ND OTHERS 2 X 2 DF No.3 REACTIONS (Ib /size) 8= 897/Mechanical, 2= 1145/0 -8-0 Max Horz 2= 485(load case 2) Max Uplift8 — 1306(load case 2), 2=- 1735(load case 2) L OAD CASE(S) Standard 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-3=-90.0, 4 -5 =- 192.0, 6 -7= -90.0, 2 -8= -20.0 Concentrated Loads (Ib) Vert 10=-261.0 9= -261.0 MORRIS A. SHASHOUA, P.C. 1908 NW 112 AVENUE CCR.4L SPRINGS. FL 33071 ( 753 -1988 FL REG. NOS. 19554 & E85251 2-8-0 2-8-0 2-8-0 CSI TC 0.62 BC 0.15 WB 0.23 (Matrix) 1 Qty 4 6-8-0 4-0-0 6-8-0 4 -0-0 Ply 2 (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:08 2003 Page 1 DEFL in (loc) 1/defl Vert(LL) 0.03 9 -10 >999 Vert(TL) 0.08 1 -2 >352 Horz(TL) -0.01 8 n/a 1st LC LL Min I /deft = 360 FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =50, 2-3=-1622, 3 -10 =107, 3-4= -361, 4-5=-512, 9 -12= 416, 5-12= 416, 5-6 =- 117, 6- 7 = -86, 7 -8 = -97 BOT CHORD 2 -10 =1458, 9 -10= 1328, 8-9 =830 WEBS 3- 5 = -513, 3 -9 =- 331, 5 -7 =41, 5-8= -1088 9-0-0 2 -4-0 9 -0-0 2-4-0 PLATES MI120 Weight: 140 Ib 3x4 FEB 0 4 2003 9 BRACING TOP CHORD Sheathed or 6-0 -0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. GRIP NOTES 1) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1306 Ib uplift at joint 8 and 1735 Ib uplift at joint 2. 5) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 261.0Ib down and 366.51b up at 2 -9-8, and 261.0Ib down and 366.51b up at 6-6-8 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. : v P 1 2 , G ( 7 NO. 19554 STATE OF � o ED ,r��`� 249/190 1 Scale: 1/2•=1' Job 1021 -3R LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss C5A Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 -2 -9-15 2 -9-15 Plate Offsets (X,Y): (2:0- 9- 1,0- 0- 9],[8:0- 3- 0,0 -2 -7] LUMBER TOP CHORD 2 X 6 SYP M 14 BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 Truss Type ROOF TRUSS SPACING 2-0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Ina NO Code FBC2001 FORCES (Ib) - First Load Case Only TOP CHORD 1 -9=44, 2 -9=44, 2- 3 = -74, 3 -4 =46, 4 -5 =61 BOT CHORD 2 -8 =11, 7-8 =3, 6-7 =32 WEBS 3 -8 =73, 4-7=-58 MORRIS A. SHASHOUA, P.E. i 908 NW 1 12 AVENUE CCRAL SPRINGS. FL 33071 (954) 7 53-1988 FL REG. NOS. 19554 & E85251 CSI TC 0.64 BC 0.27 WB 0.08 (Matrix) LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-9=-90.0 Trapezoidal Loads (plf) Vert: 9=-0.0-to-5=-159.1, 2=- 1.7 -to-8= -18.4, 8 =- 18.4 -to-6= -35.4 3-6-0 3-6-0 3-7 -12 3-7-12 REACTIONS (Ib /size) 5= 276 /Mechanical, 2= 566/0 -8-8, 6 =98 /Mechanical Max Horz 2= 379(Ioad case 2) Max UpliftS=- 406(Ioad case 2), 2=- 937(load case 2), 6=- 199(Ioad case 2) Qty 2 Ply 1 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:09 2003 Page 1 DEFL in (loc) 1/defl Vert(TL) 0.09 8 >868 Vert(TL) 0.17 1 -2 >232 Horz(TL) 0.03 6 n/a 1st LC LL Min I /defl = 360 (optional) 7-0 -14 3-6-14 PLATES MI120 7-0-14 3-5-2 Weight: 36 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FEB 0 4 2003 00 01ltrrlrr r , r ` .``‘, \S A: S HgS��'� NO. 19554 STATE OF q• /' / ''S TF RED ENC'N GRIP 3x6 II 249/190 Scale = 1:16.2 4 N NOTES 1) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 133, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 406 Ib uplift at joint 5, 937 Ib uplift at joint 2 and 199 Ib uplift at joint 6. OI N Truss E7 Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 .Job 1021 -3R Plate Offsets (X,Y): _ (2:0-2- 0,0 -1-0j LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 2 DF No.3 LOAD CASE(S) Standard - 2 - 0 - 0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 REACTIONS (Ib /size) 4= 110 /Mechanical, 2= 621/0 -8-0, 5= 214 /Mechanical Max Horz 2= 568(load case 2) Max Uplift4=- 197(load case 2), 2=- 995(load case 2), 5=- 363(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2=43, 2- 3 = -273, 3-4 =28 BOT CHORD 2 -6 =164, 5 -6 =0 WEBS 3-6=-232 MORRIS A. SHASHOUA, P.E. 1908 NW 112 AVEN(, CCR.4L SPRINGS. FL 33071 (954) 753 -1%8 FL REG. NOS. 19554 & C85251 Truss Type ROOF TRUSS CSI TC 0.87 BC 0.46 WB 0.19 (Matrix) Qty 3 1 (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:09 2003 Page 1 7-0-0 7-0-0 7-0-0 Ply DEFL in (loc) I /deft Vert(LL) 0.19 2 -6 >416 Vert(TL) 0.23 1 -2 >128 Horz(TL) -0.00 5 n/a 1st LC LL Mini/deft = 360 BRACING TOP CHORD Sheathed or 6-0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 7 -8-11 oc bracing. NOTES 1) This truss has been designed for the Toads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead Toad are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 Ib uplift at joint 4, 995 Ib uplift at joint 2 and 363 Ib uplift at joint 5. Weight: 29 Ib PLATES GRIP MI120 249/190 1 �jltltll 1 ttrrr r7j, ,, N N ` 5 A -SHl � . V t<\ 7 _ NO.19554 . STATE OF 4z- � F R ED E N FEB 0 4 2003 Scale = 1:18.1 [Job 1 1021 -3R I Truss J7 Truss Type ROOF TRUSS Qty 6 Ply 1 (optional) Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 Plate Offsets (X,Y): [2:0- 2- 4,0 -1 -0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2 X 4 SYP No.2D 2 X 4 SYP No.2ND 2 X 4 SYP No.3 2 X 2 DF No.3 LOAD CASE(S) Standard - 2 - 0 - 0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 CSI TC 0.91 BC 0.33 WB 0.21 (Matrix) REACTIONS (Ib /size) 4= 152/Mechanical, 2= 621/0 -8-0, 5= 172/Mechanical Max Horz2= 568(Ioad case 2) Max Uplift4=- 314(load case 2), 2=- 995(load case 2), 5=- 245(Ioad case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =43, 2- 3 = -351, 3-4 =38 BOT CHORD 2-6= 241, 5-6 =0 WEBS 3 -6= -268 MORRIS A. SHA5HOUA, P.E. 1908 NW l 12 AVENUE CCR.4L SPRINGS. FL 33071 (954) 753 -1988 FL REG. NOS. 19554 & E85251 201 SR1 s Nov 16 2000 MITek Industnes, Inc. 7-0-0 7-0-0 7-0-0 DEFL in (loc) I/defl Vert(LL) 0.13 2 -6 >615 Vert(TL) 0.31 1 -2 >93 Horz(TL) -0.01 5 n/a 1st LC LL Min I/defl = 360 PLATES MI120 Weight: 30 Ib NOTES 1) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefflciens for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead Toad are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 314 Ib uplift at joint 4, 995 lb uplift at joint 2 and 245 Ib uplift at joint 5. BRACING TOP CHORD Sheathed or 6 -0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6 -10 -12 oc bracing. GRIP `ttl ttlllt 11 11rr /7j Q-- • -0FIC O NO. 19554 9 STATE OF c /'i/ RED E Ac'\ \\' /'1111 FEB 0 4 2003 249/190 Sca = 1: 18.1 ,Job 1021 -3R Truss Truss Type ROOF TRUSS Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 J7B Plate Offsets (X,Y): LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2 X 4 SYP No.2D 2 X 4 SYP No.2ND 2 X 4 SYP No.3 2 X 2 DF No.3 LOAD CASE(S) Standard 1 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 FORCES (Ib) - First Load Case Only TOP CHORD 1 -2=43, 2 -3 =-410, 3-4= -242, 4 -5 = -50 BOT CHORD 2-8 =296, 7 -8 =16, 3 -7 =24, 6-7 =243 WEBS 4-6=-391 MORRIS A. 5HASHOUA, P.E. 1908 Nw 112 AVENUE CCR.4L SPRINGS. FL 33071 FL RUG. ( NOS. 19554 d CB52SF CSI TC 0.85 BC 0.51 WB 0.22 (Matrix) 3-8-0 3 -8-0 REACTIONS (Ib /size) 5 = -37 /Mechanical, 2= 613/0 -8 -0, 6= 365 /Mechanical Max Horz 2= 568(load case 2) Max Uplift5= 37(load case 1), 2=- 982(load case 2), 6=- 600(load case 2) Max Grav5= 27(load case 2), 2= 613(load case 1), 6= 365(load case 1) 4.201 Qty 5 Ply 1 (optional) SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:10 2003 Page 1 DEFL in (loc) 1/defl Vert(LL) 0.09 6 -7 >900 Vert(TL) 0.18 1 -2 >162 Horz(TL) -0.02 6 n/a 1st LC LL Min 1 /deft = 360 6-11-4 3-3-4 NOTES 1) This truss has been designed for the Toads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead Toad are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition 1. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 Ib uplift at joint 5, 982 Ib uplift at joint 2 and 600 Ib uplift at joint 6. PLATES GRIP MI120 249/190 Weight: 30 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 7 -9 -1 oc bracing. FEB 0 4 2003 7-A-0 0-0-12 1 Scale = 1:18.1 Job 1021 -3R Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 LUMBER TOP CHORD BOT CHORD WEBS OTHERS Truss M1 LOAD CASE(S) Standard 3x4 II 2 X 4 SYP No.2D 2 X 4 SYP No.2ND 2 X 4 SYP No.3 2X2OFNo.3 1 -9-0 1 -9-0 Truss Type ROOF TRUSS 1 -9-0 1.9-0 Plate Offsets (X,Y): [2.0- 2- 9,Edge], [3:0 -1- 12,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001 MORRIS A. SHASHOUA, P.C. i 908 NW 112 AVENUE CCR.4L SPRINGS, FL 33071 FL REC. ( NOS. 19554 &E 85251 REACTIONS (Ib /size) 7= 272/Mechanical, 3= 581/0 -8-0 Max Horz 7=-530(load case 2) Max Uplift7=- 443(load case 2), 3=- 1006(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1- 7 = -125, 1- 2 = -106, 2- 3 = -324, 3-4 =43 BOT CHORD 6-7= 100, 5 -6 =27, 2- 6 = -85, 3 -5 =223 CSI TC 0.85 BC 0.48 WB 0.00 (Matrix) 6-3-0 4-6-0 6-3-0 4-6-0 4.201 Qty 1 Ply 1 (optional) SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:11 2003 Page 1 DEFL in (loc) I/defl Vert(LL) 0.03 6 >999 Vert(TL) 0.21 3-4 >141 Horz(TL) 0.00 3 n/a 1st LCLL Min I/defl =360 8 -3-0 2-0-0 PLATES MI120 Weight: 28 Ib BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. NOTES 1) This truss has been designed for the Toads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 443 Ib uplift at joint 7 and 1006 Ib uplift at joint 3. FEB 0 4 2003 GRIP 249/190 Scale = 1:19.0 Job Truss Truss Type 1021 -3R E5 ROOF TRUSS Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 Plate Offsets (X,Y): [2:0- 2- 0,0 -1-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 N N LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2ND OTHERS 2 X 2 DF No.3 REACTIONS (Ib /size) 3= 150 /Mechanical, 2= 528/0 -8-0, 4 =46 /Mechanical Max Horz 2=467(load case 2) Max Uplift3=- 393(load case 2), 2=- 909(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2=43, 2 -3 = -99 BOT CHORD 2-4 =0 LOAD CASE(S) Standard - 2 - 0 - 0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 MORRIS A. SHASHOUA, P.C. 1908 NW 112 AVENUE CORAL SPRINGS. FL 33071 (9541 753 -1988 FL REG. NOS. 19554 & E85251 CSI TC 0.85 BC 0.10 WB 0.00 (Matrix) Qty 3 Ply (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:11 2003 Page 1 5-0-0 5-0-0 5-0-0 DEFL in (loc) Vdefl PLATES Vert(LL) n/a - n/a MI120 Vert(TL) 0.13 1 -2 >218 Horz(TL) -0.00 3 n/a 1st LC LL Min I /deft = 360 Weight: 20 Ib BRACING TOP CHORD Sheathed or 5 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. FEB 0 4 2003 GRIP 249/190 Scale = 1:14.5 NOTES 1) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead Toad are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 393 Ib uplift at joint 3 and 909 Ib uplift at joint 2. 1 Job Truss 1021 -3R E5B Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 h Plate Offsets (X,Y): [2:0- 4- 3,0- 0 -11)_ LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2ND OTHERS 2 X 2 DF No.3 LOAD CASE(S) Standard MORRIS A. SHASHOUA, P.C. 1908 NW 112 AVENUE CORAL SPRINGS. FL 33011 (954) 753 -1988 FL REG. NOS. 19554 & C85251 Truss Type ROOF TRUSS SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 CSI TC 0.85 BC 0.41 WB 0.00 (Matrix) REACTIONS (Ib /size) 4= 110 /Mechanical, 2= 528/0 -8-0, 5 =86 /Mechanical Max Horz 2=467(load case 2) Max Uplift4=- 226(load case 2), 2=- 909(load case 2), 5=- 144(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =43, 2-3=-206, 3-4 =31 BOT CHORD 2 -7= 117, 6-7 =2, 3-6=-56, 5-6 =0 3-8-0 3.8.0 Qty 2 Ply 1 (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:12 2003 Page 1 DEFL in (loc) I /deft Vert(LL) 0.03 6 >999 Vert(TL) 0.21 1 -2 >137 Horz(TL) -0.01 5 n/a 1st LC LL Min I /deft = 360 5-0-0 1-4-0 PLATES MI120 Weight: 21 Ib BRACING TOP CHORD Sheathed or 5 -0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. GRIP NOTES 1) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. This building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 226 Ib uplift at joint 4, 909 Ib uplift at joint 2 and 144 Ib uplift at joint 5. FEB 0 4 2003 249/190 Scale = 1:14.5 ��b 1021-3R . . � LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 um Atlantic Truss Co. �� Ft. Lauderdale, FL. 3330o LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS oxuopwv.o LOAD CASE(S) Standard -2-0-0 2-0-0 Truss Type ROOF TRUSS SPACING 2-0-0 Plates Increas 1.33 Lumber Increase 1.33 Rep Stress lncr YES Code rac2001 MORRIS x.3nAsvoUx P.E. 1908 NW 112 AVENUE CORAL SPRINGS. KJ3071 1954/ 7 53-1988 Fl. REG. NOS. 19554 & C85251 CSI TC 0.82 BC 0.14 WB 0.09 (Matrix) 2-8-0 esAonomo Voesizo 4=114/Mechanical, 2=520/0-6-0, 5=91/Mechanica Max H017 2=467(load case 2) Max oomw~-2ormuu case a),u~-8ynmuu case 2), 5=-1mKwou case z1 FORCES (lb) - First Load Case Only BOT CHORD 2-7~153.6-7~166.5-6~*0 WEBS »'r=-r.3-6=1n» 4.201 Qty 3 Ply , (optional) on10 Nov 1ou000Mnex Industries, Inc. Sat Feb m1u:2o:1u0000 Page 1 3x4 7 4x6 = DEFL in (loc) 1/defl Vert(LL) 0.01 6-7 >999 Vert(TL) 0.26 1-2 ^106 Horz(TL) 0.00 5 n/a 1st Lou Min Wdeft~mm 5-0-0 5-0-0 2-8-0 2-4-0 Plate Offsets (X.Y): 2x4 6.00172 NOTES 1) This truss has been designed for the loads generated by 146 mp winds at 23 ft abov ground level located 1nm from the hurricane oceanline. ASCE 7-98 components and cladding extemal pressure coefficienls for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. o) Provide mechanical connection (by others) m truss m bearing plate capable of withstanding =''" uplift "` joint -."='~ uplift ~ joint ~ and 1uom uplift at joint 5. 6 Weight: 24 lb 5 BRACING TOP CHOR Sheathed or 5-0-0 BOT CHORD Rigid ceiling directly applied or 9-10-12 oc bracing. ‘ 1111 II � �� ^' � � N[}.19554 = , STATE OF FEB 0 4 2003 9 PLATES GRIP MI120 249/190 Job 1021 -3R Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss GE1 -1-0 -0 1-0-0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 2 DF No.3 2x4 = Truss Type ROOF TRUSS SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 2-0-0 2 -0-0 2-0-0 2-0-0 REACTIONS (Ib /size) 2= 317/0 -3-8, 4= 313/0 -3-0 Max Uplift2=- 566(load case 2), 4=- 559(Ioad case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =14, 2- 3 = -208, 3-4=-207, 4 -5 =14 BOT CHORD 2 -6 =142, 4-6 =142 WEBS 3-6 =37 4. LOAD CASE(S) Standard MORRIS A. SHASHOUA, P.C. 1908 NW 112 AVENUE CCRAL SPRINGS. FL 33071 ( -I988 FL REG. NOS. 19554 & C85251 CSI TC 0.31 BC 0.04 WB 0.01 (Matrix) 4x8 = Qty 1 Ply 1 (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:13 2003 Page 1 4-0-0 2-0-0 4-0-0 2-0-0 DEFL in (Ioc) Vdefl Vert(LL) 0.00 6 >999 Vert(TL) 0.02 1 >782 Horz(TL) 0.00 4 n/a 1st LC LL Min I/defl = 360 2x4 = PLATES MI120 Weight: 18 Ib BRACING TOP CHORD Sheathed or 4 -0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. FEB 0 4 2003 5-0-8 1-0-8 GRIP 249/190 Scale = 1:9.9 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the Toads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 566 Ib uplift at joint 2 and 559 Ib uplift at joint 1 Job , 1021 -3R Truss GE2 Truss Type ROOF TRUSS Qty 2 Ply 1 (optional) 2000 Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 -1 -0-0 1-0-0 2-0-0 2-0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 2 DF No.3 LOAD CASE(S) Standard 2x4 = SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 MORRIS A. SHASHOUA, P.C. 190$ NW 1 12 AVENUE CCRAL SPRINGS. FL 33071 (954) 7 53 -1988 FL REG. NOS. 19554 & E8525 2-0-0 2-0-0 REACTIONS (Ib /size) 2= 315/0 -3-0, 4= 315/0 -3-0 Max Uplift2=- 562(load case 2), 4= 562(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =14, 2 -3= -211, 3-4 =211, 4 -5 =14 BOT CHORD 2 -6 =146, 4 -6 =146 WEBS 3-6 =37 CSI TC 0.30 BC 0.04 WB 0.01 (Matrix) 4x6 = .201 SR1 s Nov 16 MlTek Industnes, Inc. Sat Feb Ot 13 4-0-0 2-0-0 4-0-0 2-0-0 2x4 = DEFL in (loc) Udefl PLATES GRIP Vert(LL) 0.00 6 >999 MI120 249/190 Vert(TL) 0.02 5 >864 Horz(TL) 0.00 4 n/a 1st LC LL Min Udefl = 360 Weight: 18 Ib BRACING TOP CHORD Sheathed or 4 -0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 - - oc bracing. FEB 0 4 2003 5-0-0 1 -0-0 Scale = 1:9.9 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category 1, terrain exposure C and internal pressure coefficient condition I. Tha building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 562 Ib uplift at joint 2 and 562 Ib uplift at joint 4. 4 0 Rob . Truss Truss Type 1021 -3R K1 ROOF TRUSS Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 -1-0-0 1-0-0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 2 DF No.3 REACTIONS (Ib /size) 2= 315/0 -3 -0, 4= 315/0 -3-0 Max Uplift2=- 562(load case 2), 4=- 562(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =14, 2- 3 = -211, 3-4= -211, 4 -5 =14 BOT CHORD 2-6 =146, 4 -6 =146 WEBS 3-6 =37 LOAD CASE(S) Standard 2x4 = SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 MORRIS A. SHASHOUA, P.C. 1908 NW 112 AVENUE CCRAL SPRINGS. FL 33071 (954) 753 -19138 FL REG. NOS. 19554 & C85251 2-0-0 2-0-0 2 -0-0 CSI TC 0.30 BC 0.04 WB 0.01 (Matrix) 4x8 = 4.201 Qty 1 Ply 1 (optional) SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:15 2003 Page 1 4 - 0 - 0 2 -0-0 4-0-0 2-0-0 _ 2-0-0 DEFL in (loc) I /defl Vert(LL) 0.00 6 >999 Vert(TL) 0.02 5 >864 Horz(TL) 0.00 4 n/a 1st LC LL Min 1 /dell = 360 2x4 = PLATES M1120 Weight: 18 Ib BRACING TOP CHORD Sheathed or 4 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. FEB 0 4 2003 5-0-8 1-0-8 GRIP Scale = 1:9.9 5 A 4 1 , ', NC "Se y 7 249/190 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead Toad are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition 1. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 562 Ib uplift at joint 2 and 562 Ib uplift at joint 4. N0. 19554 STATE OF = a RED E ��r/111111�11% 1 :Job 1021 -3R Truss K2 Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 X3.13 0-3-13 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =-8, 2- 3 = -266, 3-4= -266, 4 -5 = -9 BOT CHORD 2-6 =207, 4-6 =207 WEBS 3 -6 =34 LOAD CASE(S) Standard 3x4 = MORRIS A. SHASHOUA, P.E. 1908 NW 112 AVENUE CCRAL SPRINGS. FL 33071 (954) 7 53-1988 Ft. REG. NOS. 19554 & E85251 Truss Type ROOF TRUSS 4.00 Fri 2 -0-0 2-0-0 2-0-0 2-0-0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 REACTIONS (Ib /size) 2= 251/0 -3 -0, 4= 244/0 -3 -0 Max Horz 2=4(Ioad case 2) Max Uplift2=- 431(load case 2), 4=- 416(load case 2) CSI TC 0.24 BC 0.06 WB 0.01 (Matrix) 416 — Qty 1 Ply 1 (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:15 2003 Page 1 4-0-0 2-0-0 4-0-0 2-0-0 DEFL in (loc) Udefl PLATES Vert(LL) 0.01 6 >999 MI120 Vert(TL) 0.01 1 -2 >854 Horz(TL) -0.00 4 n/a 1st LC LL Min Udefl = 360 Weight: 14 Ib 3x4 = BRACING TOP CHORD Sheathed or 4 -0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. I 43 0 GRIP NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 431 Ib uplift at joint 2 and 416 Ib uplift at joint 4. FEB 0 4 2003 249/190 Scale = 1:8.5 ∎Job Truss Truss Type 1021 -3R L1 ROOF TRUSS Atlantic Truss Co. (OA.), Ft. Lauderdale, FL. 33309 1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 -1-0 -0 1-0-0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 2 DF No.3 LOAD CASE(S) Standard 2x4 = MORRIS A. SHASHOUA, P.C. 1908 NW 112 AVENUE CORAL SPRINGS. FL 3307! (954) 753 -1988 FL REG. NOS. 19554 & E85251 2 -0-0 2 - 0 - 0 2-0-0 2-0-0 SPACING 2-0-0 CSI Plates Increase 1.33 TC 0.30 Lumber Increase 1.33 BC 0.04 Rep Stress Incr YES WB 0.01 Code FBC2001 (Matrix) REACTIONS (Ib /size) 2= 315/0 -3 -0, 4= 315/0 -3-0 Max Uplift2=- 562(load case 2), 4=- 562(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =14, 2- 3 = -211, 3-4= -211, 4 -5 =14 BOT CHORD 2 -6 =146, 4 -6 =146 WEBS 3 -6 =37 4x6 = Qty Ply 2 1 (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:16 2003 Page 1 4-0-0 2 -0-0 4-0-0 2-0-0 DEFL in (loc) I/defl Vert(LL) 0.00 6 >999 Vert(TL) 0.02 5 >864 Horz(TL) 0.00 4 n/a 1st LC LL Min I/defl = 360 2x4 = 5-0-0 1.0-0 PLATES GRIP MI120 249/190 Weight: 18 Ib BRACING TOP CHORD Sheathed or 4 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the Toads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead Toad are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 562 Ib uplift at joint 2 and 562 Ib uplift at joint 4. ``, 0 011111 1 1,,,,, ,, S H, '�•,> FI C • 0 _ NO.19554 = = STATE OF ��''S 0;'\\‘\' FEB ' ' r rn 111I11 FEB 0 4 2003 Scale = 1:9.9 Job I 1 1021 -3R Truss L2 Truss Type ROOF TRUSS Qty 2 Ply 1 (optional) Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 - 0-4 -13 0-4-13 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 REACTIONS (Ib /size) 2= 258/0 -3 -0, 4= 251/0 -3-0 Max Horz 2=4(Ioad case 2) Max Uplift2=- 446(load case 2), 4=- 431(foad case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-5, 2 -3= -263, 3-4= -262, 4 -5 = -7 BOT CHORD 2-6 =203, 4 -6 =203 WEBS 3-6 =34 LOAD CASE(S) Standard MOP,ZIS A. SHASHOUA, P.C. i 908 NW 112 AVENUE CORAL SPRINGS. FL 3307( (954) 7 53-1988 FL REG. NOS. 19554 & E65251 2-0-0 2 -0-0 2-0-0 CSI TC 0.24 BC 0.06 WB 0.01 (Matrix) 446 — .201 SR1 s Nov 16 2000 M1 Tek I ndustnes, Inc. Sat Feb 01 13.25. DEFL in (loc) 1/dell Vert(LL) 0.00 6 >999 Vert(TL) 0.01 1 -2 >956 Horz(TL) -0.00 4 n/a 1st LC LL Min I/defl = 360 4-0-0 2-0-0 4-0-0 PLATES MI120 Weight: 15 Ib 2 - 0 - 0 2 - 0 - 0 BRACING TOP CHORD Sheathed or 4 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 446 Ib uplift at joint 2 and 431 Ib uplift at joint 4. FEB 0 4 2003 4-4-1 0-4 -1 GRIP 249/190 Scale = 1:8.5 IJob 1021 -3R Truss FG1 Truss Type ROOF TRUSS Qty 4 Ply 2 (optional) Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP M 14 WEBS 2 X 4 SYP No.3 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 FORCES (Ib) - First Load Case Only TOP CHORD 1-4=-143, 1 -2 =0, 2-3=-143 BOT CHORD 3-4 =0 WEBS 1 -3=-0 MORRIS A. SHASHOUA, P.E. 1908 NW 112 AVENGE CCRAL SPRINGS. FL 3307j (954) 753 -1988 FL REG. NOS. 19554 & C8525I 1 3x4 4 REACTIONS (Ib /size) 4= 261 /Mechanical, 3= 261 /Mechanical Max Uplift4= 363(load case 2), 3=- 363(load case 2) LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-2=-90.0, 3- 4 = -75.0 2x4 II CSI TC 0.23 BC 0.03 WB 0.00 (Matrix) 3-5-8 3-5-8 3-5-8 .201 SR1 s Nov 16 2000 MI 1 ex Inaustnes, Inc. Sat I 01 1 s:z : 2 2x4 II 3 4x6 = 3-5-8 DEFL in (loc) I /defl Vert(LL) 0.00 3-4 >999 Vert(TL) -0.00 3-4 >999 Horz(TL) -0.00 3 n/a 1st LC LL Min I/defl = 360 PLATES MI120 Weight: 46 Ib BRACING TOP CHORD Sheathed or 3 -5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. GRIP 249/190 Scale = 1:14.4 NOTES 1) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category!, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 363 Ib uplift at joint 4 and 363 Ib uplift at joint 3. 5) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 0 0 011i t 11 1 /l/ /0 oP P-(1 F i c� ti o NO.19554 : _ STATE OF cc T F rT ED L � i m iir111 11w11w \ � FEB 0 4 2003 Job 1021-3R FG2 Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP M 14 WEBS 2 X 4 SYP No.3 MORRIS A. SHASHOU*, P.C. 1908 NW 112 AVENUE CORAL SPRINGS. FL 33071 (9541 753 -1988 Fl REG. NOS. 19554 & C85251 Truss Type ROOF TRUSS SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -90.0, 4-6=-20.0 Concentrated Loads (Ib) Vert: 5= -275.0 1 2x4 11 6 2x4 11 REACTIONS (Ib /size) 6= 317 /Mechanical, 4= 306 /Mechanical Max Uplift6=- 446(Ioad case 2), 4=- 430(Ioad case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1-6= -124, 1- 2=-40, 2- 3 =40, 3-4= -126 BOT CHORD 5 -6=40, 4 -5=40 WEBS 2 -5 = -36 3 -5-8 5 2x4 11 3-5-8 3-5-8 CSI TC 0.17 BC 0.10 WB 0.02 (Matrix) Qty 1 Ply 2 3 2x4 tl (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:17 2003 Page 1 4 2x4 11 DEFL in (loc) I/defl Vert(LL) 0.01 5 >999 Vert(TL) 0.01 5 >999 Horz(TL) -0.00 4 n/a 1st LC LL Min 1/defl = 360 PLATES GRIP M1120 249/190 Weight: 47 Ib BRACING TOP CHORD Sheathed or 3 -5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. Scale = 1:17.8 NOTES 1) This truss has been designed for the Toads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition!. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 446 Ib uplift at joint 6 and 430 Ib uplift at joint 4. 5) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 275.0Ib down and 386.51b up at 1-8-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. `\ , 0 11 1 1 1111 1111 1 ' , SNg FIC -y0 t<` .7 NO. 19554 - -33 STATE OF cc / /RED0N 1 ' FEB 0 4 2003 Job Truss 1021 -3R FG2A Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP M 14 WEBS 2 X 4 SYP No.3 Truss Type ROOF TRUSS SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 4-6=-20.0 Concentrated Loads (Ib) Vert: 5 =- 1236.0 MORRIS A. SHASHOUA, P.C. 1908 NW 1 12 AVENUE CCR.4L SPRINGS. FL 33071 (954) 7 53 -1988 FL REG. NOS. 19554 & E85251. 1 2x4 n 6 2x4 11 REACTIONS (Ib /size) 6= 817 /Mechanical, 4= 768/Mechanical Max Uplift6= 1148(load case 2), 4=- 1079(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1-6=-256, 1 -2 =113, 2-3=-113, 3-4= -248 BOT CHORD 5-6 =113, 4 -5 =113 WEBS 2 -5 =219 CSI TC 0.46 BC 0.31 WB 0.03 (Matrix) 3-5-8 2 5 2x4 II 3-5-8 3-5-8 Qty Ply 3 2x4 4 1 4 1 2 (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:18 2003 Page 1 2x4 II DEFL in (loc) Udefl Vert(LL) 0.02 5 >999 Vert(TL) 0.02 5 >999 Horz(TL) -0.00 4 n/a 1st LC LL Min I /deft = 360 PLATES M1120 Weight: 47 Ib BRACING TOP CHORD Sheathed or 3 -5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and Gadding external pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead Toad are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1148 Ib uplift at joint 6 and 1079 Ib uplift at joint 4. 5) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0 -9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9-0 oc. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 12:36.0lb down and 1737.31b up at 1-8-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. s `\1 \1 FEB 0 4 2003 GRIP SN,g S ''•,�� 6. 249/190 N0. 19554 = STATE OF No s.\• 0/# Scale = 1:17.8 .Job 1021 -3R Truss E3 Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 Plate Offsets (X, (2:0- 2- 4,0 -1-0) LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2ND OTHERS 2 X 2 DF No.3 LOAD CASE(S) Standard MORRIS A. SHASHOUA, P.E. 1908 NW 112 AVENUE CORAL SPRINGS. FL 33071 (954) 7 53-1988 FL REG. NOS. 19554 & 085251 Truss Type ROOF TRUSS - 2.0 - 0 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 CSI TC 0.85 BC 0.03 WB 0.00 (Matrix) REACTIONS (Ib /size) 3 =16 /Mechanical, 2= 462/0 -8-0, 4 =26 /Mechanical Max Horz 2=333(load case 2) Max Uplift3=- 87(load case 2), 2=- 843(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2=43, 2 -3 = -90 BOT CHORD 2-4 =0 Qty 6 Ply 1 (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:18 2003 Page 1 3 3-0-0 3.0.0 DEFL in (loc) 1/deft Vert(LL) n/a - n/a Vert(TL) 0.31 1 -2 >93 Horz(TL) -0.00 3 n/a 1st LC LL Min I/defl = 360 PLATES MI120 Weight: 14 Ib BRACING TOP CHORD Sheathed or 3-0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. FEB 0 4 2003 GRIP 249/190 NOTES 1) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead Toad are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 Ib uplift at joint 3 and 843 Ib uplift at joint 2. ```1t �t1111 111 1rrr 7/', -One O �•. cc"‘ N0. 19554 - STATE OF cc ,, 1 ( - RED 0 , Scale = 1:10.7 Job - . 1021 -3R Truss - — E3A Truss Type ROOF TRUSS Qty 4 Ply 1 (optional) Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 LOADING (psf) TCLL 30.0 TCDL BCLL BCDL 15.0 0.0 10.0 Plate Offsets (X,Y): [2 :0- 2- 4,0-1- 0],(6:0 -3 -8,0 -2-41 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 2 DF No.3 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 REACTIONS (lb/size) 4= 54/Mechanical, 2= 449/0 -6-0, 5 =3 /Mechanical Max Horz2= 333(Ioad case 2) Max Uplift4=- 102(load case 2), 2 — 816(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2=43, 2- 3 = -86, 3-4 =16 BOT CHORD 2 -6=-4, 5-6 =1 WEBS 3 -6 =27 LOAD CASE(S) Standard MORRIS A. SHASHOUA, P.C. 1908 NW 112 AVENUE CORAL SPRINGS, FL 33071 (954) 753 -1988 FL REG. NOS. 19554 & E8525! -2-0-0 2-0-0 CSI TC 1.00 BC 0.03 WB 0.01 (Matrix) .201 SR1 s Nov 16 2000 MTek Industnes, Inc. Sat Feb 01 13:25: 2-8-0 2-8-0 3-0-0 3-0-0 DEFL in (loc) I/defl Vert(LL) -0.01 6 >999 Vert(TL) 0.33 1 -2 >85 Horz(TL) -0.00 5 n/a 1st LC LL Min I /deft = 360 NOTES 1) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead Toad are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is t33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of Nithstanding 102 Ib uplift at joint 4 and 816 lb uplift at joint 2. 2x4 11 4 PLATES GRIP M1120 249/190 Weight: 15 Ib 3-0-0 0 -4-0 BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 00 00111 1111 011 1 , /, Q.••• -ciFic tip NO.19554 • STATE OF cc //11jElD E 1,0 FEB 0 4 2003 Scale = 1:10.7 F. ,1021 -3R Truss N1 Truss Type ROOF TRUSS Qty 2 Ply 1 (optional) Atlantic Truss Co. (OA.), Ft. Lauderdale, FL. 33309 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LOAD CASE(S) Standard Plate Offsets (X,Y): [2:0- 2- 4,0 -1 -0] LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.2ND OTHERS 2 X 2 DF No.3 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 MORRIS A. SHASHOUA, P.E. 1908 NW 112 AVENUE CCRAL SPRINGS. FL 33071 1 -1988 FL REG. NOS. 19554 & C85251 -2-0 -0 2-0-0 REACTIONS (Ib /size) 2= 458/0 -8-0, 4 =-0 /Mechanical Max Horz 2=305(Ioad case 2) Max Uplift2= 850(Ioad case 2) Max Grav2= 458(Ioad case 1), 4= 9(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2=43, 2- 3 = -94, 3-4 =22 BOT CHORD 2 -4=0 CSI TC 0.85 BC 0.02 WB 0.00 (Matrix) 201 SR1 s N ov 16 2000 M I 18K Industnes, Inc. Sat Feb 01 13.25. 2-8 -0 2-8-0 2-8-0 2-8-0 DEFL in (loc) I /defl Vert(LL) n/a - n/a Vert(TL) 0.31 1 -2 >94 Horz(TL) 0.00 n/a 1st LC LL Min I /defl = 360 PLATES M1120 NOTES 1) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 850 Ib uplift at joint 2. Weight: 14 Ib 2x4 II BRACING TOP CHORD Sheathed or 2 -8 -0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. GRIP 249/190 `11 111111 111 1rrr /// O NO. 19554 ID-. STATE OF ��'S � \' FEB 0 4 2003 Scale = 1:10.2 I Job Truss • Truss Type 1021 -3R �N2 ROOF TRUSS Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3'Except' 2 -3 2 X 4 SYP No.2ND REACTIONS (Ib /size) 4= 112/Mechanical, 3= 112/Mechanical Max Horz4= 137(load case 2) Max Uplift3=- 374(Ioad case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1- 4 = -94, 1 -2 =20, 2 -3 = -90 BOT CHORD 3-4 =9 LOAD CASE(S) Standard SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 MORRIS A. SHASHOUA, P.E. 1908 NW 112 AVENUE CCRAL SPRINGS. FL 33071 (95 753 -1988 FL REG. NOS. 19554 & E85251 1— CSI TC 0.34 BC 0.19 WB 0.00 (Matrix) 4 2x4 11 2-4-0 2-4-0 4.00 i 24-0 2-4-0 4.201 Qty 2 Ply 1 (optional) SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:19 2003 Page 1 3x4 11 2 3 2x4 11 1 DEFL in (loc) I /deft Vert(LL) -0.00 3-4 >999 Vert(TL) -0.00 3-4 >999 Horz(TL) -0.00 3 n/a 1st LCLL Min I/defl =360 PLATES GRIP MI120 249/190 Weight: 15 Ib BRACING TOP CHORD Sheathed or 2-4-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. Scale = 1:20.4 NOTES 1) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead Toad are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 374 Ib uplift at joint 3. FEB 0 4 2003 1 [Job • • 1021 -3R Truss E1 Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 Plate Offsets (X,Y): [2:0- 2- 4,0- 1-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND OTHERS 2 X 2 DF No.3 REACTIONS (Ib /size) 3=-185/Mechanical, 2= 471/0 -8 -0, 4 =9 /Mechanical Max Horz 2=202(Ioad case 2) Max Uplift3=- 185(load case 1), 2=- 937(load case 2) Max Grav3= 369(load case 2), 2= 471(load case 1), 4= 9(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2=43, 2- 3 = -134 BOT CHORD 2-4 =0 LOAD CASE(S) Standard SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 MORRIS A. SHASHOUA, P.C. 908 NW 112 AVENUE CORAL SPRINGS, FL 33071 (9541753 -1988 FL REG. NOS. 19554 & E85251 Truss Type ROOF TRUSS 4.00 FIT Qty 6 Ply 1 (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:20 2003 Page 1 -2-0-0 1-0-0 2-0-0 1-0-0 2x8 = 1 CSI DEFL in (loc) I/defl TC 0.89 Vert(LL) n/a - n/a BC 0.00 Vert(TL) 0.19 1 -2 >134 WB 0.00 Horz(TL) 0.00 3 n/a (Matrix) 1st LC LL Mini/deft = 360 1-0-0 1-0-0 4 PLATES MI120 Weight: 8 Ib 1 BRACING TOP CHORD Sheathed or 1 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) This truss has been designed for the Toads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding external pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and intemal pressure coefficient condition I. Ths building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185 Ib uplift at joint 3 and 937 Ib uplift at joint 2. \ 00111 `s. :0 CS ,. S 14,1 o �P P � 1FI C��o =, N0. 19554 13 STATE , 111111111111 1 � \ FEB 0 4 2003 GRIP 249/190 Scale = 1:7.3 Plate Offsets (X,Y): [2:0 -2-4,0 -1-01 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND OTHERS 2 X 2 DF No.3 LOAD CASE(S) Standard MORRIS A. SHASHOUA, P.C. 1908 NW 112 AVENUE CORAL SPRINGS. FL 3307! (9541 753 -1988 FL REG. NOS. 19554 & 035251 Truss Type ,Job , Truss 1P ;1021 -3R E1A ROOF TRUSS Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 CSI TC 0.87 BC 0.00 WB 0.00 (Matrix) REACTIONS (Ib /size) 3 =- 177 /Mechanical, 2= 463/0 -6-0, 4= 9/Mechanical Max Horz 2= 203(load case 2) Max Uplift3=- 177(load case 1), 2=- 920(load case 2) Max Grav3= 352(load case 2), 2= 463(load case 1), 4= 9(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2=43, 2-3=-129 BOT CHORD 2-4 =0 4.201 Qty 4 Ply 1 (optional) SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:20 2003 Page 1 1-0-0 1-0-0 DEFL in (loc) Udell PLATES GRIP Vert(LL) n/a - n/a MI120 249/190 Vert(TL) 0.19 1 -2 >136 Horz(TL) 0.00 3 n/a 1st LC LL Min 1 /deft = 360 Weight: 8 Ib BRACING TOP CHORD Sheathed or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. NOTES 1) This truss has been designed for the Toads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead Toad are being used. The design assumes occupancy category 1, terrain exposure C and intemal pressure coefficient condition I. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 Ib uplift at joint 3 and 920 Ib uplift at joint 2. ‘ 0... - s1FIC NO. 19554 = 5) STATE OF . a T /,FRED EN' G �trritt4“10 FEB 0 4 2003 1 Scale = 1:7.3 Job r - 1021 -3R Truss V2 Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND FORCES (Ib) - First Load Case Only TOP CHORD 1- 2 = -169, 2- 3 = -169 BOT CHORD 1 -3 =149 LOAD CASE(S) Standard Truss Type ROOF TRUSS 2-0-0 2 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 REACTIONS (Ib /size) 1= 121/4 -0-0, 3= 121/4 -0-0 Max Uplift1= 199(load case 2), 3=- 199(Ioad case 2) MORRIS A. SHASHOUA, P.C. 1908 NW 112 AVENUE CCR.4L SPRINGS. FL 33071 (954) 753 -1988 Fl REG. NOS. 19554 & E85251. 4.00 12 2x4 CSI TC 0.12 BC 0.05 WB 0.00 (Matrix) J = 4-0-0 4-0-0 Qty 3 Ply 1 (optional) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:20 2003 Page 1 2x4 DEFL in (Ioc) l/defl Vert(LL) n/a - n/a Vert(TL) n/a - n/a Horz(TL) -0.00 3 n/a 1st LC LL Min 1/deft = 360 4-0-0 2-0-0 PLATES MI120 Weight: 9 Ib BRACING TOP CHORD Sheathed or 4 -0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. GRIP 249/190 Scale = 1:6.1 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the Toads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category!, terrain exposure C and intemal pressure coefficient condition 1. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 Ib uplift at joint 1 and 199 Ib uplift at joint 3. FEB 0 4 2003 1 1021 -3R LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss MV2 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND LOAD CASE(S) Standard MORRIS A. SHASHOUA, P.C. 1908 NW 112 AVENUE CORAL SPRINGS. FL 33071 19541 753 -1988 FL REG. NOS. 19554 & 0352SF Truss Type ROOF TRUSS Atlantic Truss Co. (O.A.), Ft. Lauderdale, FL. 33309 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 REACTIONS (Ib /size) 1= 55/2 -0-0, 3= 55/2 -0 -0 Max Horz 1= 71(load case 2) Max Upliftl=- 74(load case 2), 3=- 100(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-31 BOT CHORD 1 -3 =0 CSI TC 0.20 BC 0.20 WB 0.00 (Matrix) 2 -0-0 2 -0-0 2-0-0 2 -0-0 4.201 Qty 1 4.001 3x4 Ply 1 (optional) SR1 s Nov 16 2000 MiTek Industries, Inc. Sat Feb 01 13:25:21 2003 Page 1 DEFL in (Ioc) Vert(LL) n/a - Vert(TL) 0.01 2 Horz(TL) 0.00 n/a 1st LC LL Min I /deft = 360 Udefl n/a >887 PLATES MI120 Weight: 5 Ib BRACING TOP CHORD Sheathed or 2 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. GRIP 249/190 Scale = 1:5.9 NOTES 1) This truss has been designed for the loads generated by 146 mph winds at 23 ft above ground level located 1 mi from the hurricane oceanline. ASCE 7 -98 components and cladding extemal pressure coefficients for the exterior (2) zone and 5.0 psf top chord and 5.0 psf bottom chord dead Toad are being used. The design assumes occupancy category 1, terrain exposure C and intemal pressure coefficient condition 1. The building dimensions are 45 ft by 24 ft. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Gable requires continuous bottom chord bearing. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 Ib uplift at joint 1 and 100 Ib uplift at joint 3. 0t + + t 1 1 1 111 Ir 0/ . vx,N A S / / /,„ • o QQ' P��FJC �.O NO. 19554 = 13'. STATE OF : c ,;- , �'' EN rrrr1111t1+ FEB 0 4 2003 1 lob 4 , Truss 11121 -3F F1 Atlantic Truss Co. (o.a.), Ft. Lauderdale, FL. 33309 7 -3 -5 14 -3 -3 7 -3 -5 6x6 = 1 1-2 31 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 30 2x4 II 3x4 = 3=4 = 3=4 = 2 3 7 -3 -5 14 -3 -3 7 -3 -5 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND 'Except' 24 -31 2 X 4 SYP No.1D WEBS 2 X 4 SYP No.3 'Except' 11- 222X6SYPM14 REACTIONS (Ib/size) 1= 973/0 -3 -0, 15= 228/0.3 -0, 22= 2232/0-4-0 Max Uplift15=- 156(load case 2) Max Gray 1= 989(load case 2), 15= 446(load case 3), 22= 2232(load case 1) LOAD CASE(S) Standard 29 3x4 = 3=4 = 4 Truss Type FLOOR 3x4 = 5 2 -8 28 27 SPACING 2 -0-0 Plates Increase 1.00 Lumber lncrease 1.00 Rep Stress Incr YES Code FBC2001 3x4 = 2x4 II MORRIS A. SHASHOUA, P.E. 1908 NW 112 AVENUE CORAL SPRINGS, FL 33071 (954) 753 -1988 FL REG. NOS. 1955 & EB5251 Oty 4 Ply 1 21 -3 -0 6 -11 -13 6 -11 -13 2x4 II 3x4 = 6 26 3=4 = 7 CSI TC 0.97 BC 0.87 WB 0.61 (Matrix) 25 24 3=4 = 3=4 = 8 9 3=4 = 3=4 = 6 -11 -13 6 -11 -13 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 Ib uplift at joint 15. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 23 3=6 = 5=6 = 10 21-3-0 4 201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue May 1314:15:03 2003 Page 1 2x4 II 4x6 = 11 3x12 = DEFL in (loc) 1/defi Vert(LL) -0.34 27 >725 Vert(TL) -0.47 27 >535 Horz(TL) -0.05 15 n/a 1st LC LL Min 1/defi = 360 (optional) 26 -6-4 32 -1 -0 5-3-4 5 -6 -12 12 0-15 3=4 = 13 21 20 19 3=4 = 3x4 = 2x4 11 BRACING TOP CHORD Sheathed or 2 -9 -14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3 -11-8 oc bracing. 3=4 = 14 6x6 = 15 18 2x4 II 17 16 3x4 = 2x4 II 26 -6 -4 32 -1 -0 5 -3-4 5 -6 -12 PLATES MI120 Weight: 149 Ib GRIP 249/190 Scale • 1:51 FORCES (Ib) - First Load Case Only TOP CHORD 1- 31 =52, 1 -2=- 1136,2 -3=- 1136,3 -4=- 2680,4 -5=- 3386,5 -6=- 3387,6 -7=- 3387,7 -B=- 1975,8 -9 =- 1975,9 -10 =- 43,10 -11= 2797,11 -12= 2797,12 -13= 980,13 - 14 = 14 -15=- 135,15- 16 = -10 BOT CHORD 30- 31= 110,29 -30= 2091,28 -29= 3237,27 -28= 3387,26 -27= 3387,25 -26= 2742 ,24 -25= 1213,23 -24= 1213,22 -23 =- 1149,21 -22 =- 1765,20 -21 =- 131,19 -20 =- 131,18 -1 9 = 1 -1 8 = 131 -17 = 136 WEBS 5-27= - 168,11 -22=- 270,14 -18=- 287,13 -19= 419,6 -26=- 285,1 -30= 1273,3 -30 =- 1227,3 -29= 756,4 -29=- 715,4 -28= 192,5.28= -0,15 -17 =- 1,14 -17= 309,10 -22=- 2010, - 23= 1 53 0 , 9 -23 -1502 9-25=978, 7-25=-985, 7-26=772, 12-22=-1258, 12-21=1008, 13-21=-1206 lob 1021 -3F Atlantic Truss Co. (o.a.), Ft. Lauderdale, FL. 33309 7 -3 -5 14 -3 -3 806 = 31 204 II LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 LUMBER TOP CHORD BOT CHORD WEBS 1.2 30 3x4 = Truss FG1 7 -3 -5 6 -11 -13 6 -11 -13 3x4 = 3x4 = 2 3 LOAD CASE(S) Standard 29 304 = 2 X 4 SYP No.2ND'Except 8-152 X4 SYP No.2D 2 X 4 SYP No.2ND'Except• 24 -31 2 X 4 SYP No.1 D 2 X 4 SYP No.3 3x4 = 7 -3 -5 7 -3 -5 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ina NO Code FBC2001 Truss Type FLOOR 304 = 5 2-8 ftwv,fr■ - imikwfr - 2 27 304 = 2x4 II MORRIS A. SHASHOUA, P.E. 1908 NW 112 AVENUE CORAL �SPRINGS, � 33071 53- 1988 FL REG. NOS. 19554 & E85251 2x4 II 8 28 304 = 304 = 7 CSI TC 0.90 BC 0.90 WB 0.62 (Matrix) REACTIONS (Ib /size) 1= 967/0 -3-0, 15= 216/0 -3-0, 22= 2250/0 -4-0 Max Upliftl5=- 168(load case 2) Max Gray 1= 983(load case 2), 15= 443(load case 3), 22= 2250(load case 1) 21 -3 -0 25 24 304 = 3x4 = 8 9 23 304 = 3x4 = 3x6 = 6 -11 -13 6 -11 -13 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 Ib uplift at joint 15. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.530in. Qty 2 5x6 = 2x4 11 3x4 = 10 Ply 1 (optional) 4 201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue May 13 14:15:03 2003 Page 1 11 14 -3 -3 21 -3 -0 308 = DEFL in (loc) Udefl Vert(LL) -0.34 27 >737 Vert(TL) -0.46 27 >544 Horz(TL) -0.06 15 n/a 1st LC LL Min Vdefl = 360 5 -3 -4 5 -6-12 12 8.15 3x4 = 13 21 20 19 3x4 = 3x4 = 2x4 II 5 -3 -4 5 -6 7 12 PLATES M 1120 Weight: 149 Ib BRACING TOP CHORD Sheathed or 2 -9-7 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3 -9 -15 oc bracing. 26 -6 -4 32 -1 -0 3x4 = 14 18 2x4 II GRIP 249/190 17 6x6 = 15 16 3x4 = 204 II 26 -6 -4 32 -1 -0 Scale • t51 FORCES (Ib) - First Load Case Only TOP CHORD 1- 31 =51, 1- 2= -1128, 2-3=-1128, 3-4= -2656, 4-5=-3348, 5-6 =- 3335, 6-7= -3335, 7-13 =1859, 8- 9= -1859, 9 -10 =109, 10-11 =2903, 11 -12 =2903, 12 -13 =1088, 13 -14 =180, 14 -15= -109, 15 -16 = -9 BOT CHORD 30-31= 110,29.30= 2075,28 -29= 3207,27 -28= 3335,26 -27= 3335,25 -26= 2645,24 -25= 1078,23 -24= 1078,22 -23=- 1320,21 -22=- 1 904,20 - 2 1 = - 180 -20 180 -19 180,17 -18=- 180,16 -17 =136 WEBS 5-27 = 176,11 -22=- 268,14 -18=- 274,13 -19= 387,6 -26=- 291,1 -30= 1263,3 -30=- 1217,3 -29= 746,4 -29=- 707,4 -28= 181,5 -28= 17,15 -17 =- 33, -17 336, -22 1964,10.23 1555,9 -23= -1524, 9-25=1002, 7-25=-1009, 7-26=816, 12-22=-1240, 12-21=1048, 13-21=-1248 lob 10,21 -3F Atlantic Truss Co. (o.a.), Ft. Lauderdale, FL. 33309 1x4 = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 Truss F2 6 -2 -5 ( 12 -1 -3 18 -0 -0 6 -2 -5 5 -10 -13 5 -10 -13 3x4 = 2 9 -1 -12 9 -1 -12 Plate Offsets (X,Y): 120:0- 3- 8,0 -3 -0] LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3'Except' 9-19 2 X 6 SYP M 14 3.4 = 3 1 -7 FLOOR SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress lncr YES Code FBC2001 Truss Type 2x4 11 22 3x4 = 1,4 = 5 21 314 = CSI TC 0.80 BC 0.76 WB 0.50 (Matrix) REACTIONS (Ib /size) 26 =821/0-4-0, 14= 296/0 -3 -0. 19=1990/0-4-0 Max Upliftl4 =- 83(load case 2) Max Grav26= 843(load case 2), 14 =461(load case 3), 19= 1990(load case 1) NOTES 1) This truss has been checked for unbalanced loading conditions. 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 Ib uplift at joint 14. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.f.001n. LOAD CASE(S) Standard MORRIS A. SHASHOUA, P.E. 1908 NW 112 AVENUE CORAL SPRINGS, FL 33071 (954) 753 -1988 FL REG. NOS. 19554 & E85251 3x4 = 3x4 = 8 7 18 -0 -0 20 5x8 = Qty 5 4x8 = 8 Ply 1 8 - 10 - 4 5 - 3 - 4 (optional) 4 201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue May 13 14:15:04 2003 Page 1 23 -3 -4 28 -10 -0 5 -3-4 5 -6 -12 2x4 11 9 3x12 = 3x4 = 10 3x4 = 7 -14 11 18 17 1x4 = 2x4 11 { 23 -3 -4 2x4 11 12 18 3x4 = 28 -10 -0 5 -6 -12 DEFL in (loc) I/defl PLATES GRIP Vert(LL) -0.21 22 >999 M1120 249/190 Vert(TL) -0.28 21 -22 >752 Horz(TL) 0.05 19 n/a 1st LC LL Min Udell = 360 Weight: 135 Ib BRACING TOP CHORD Sheathed or 3 -5-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4 -7 -10 oc bracing. 3x4 = 3x8 11 13 14 15 3x4 = FORCES (Ib) - First Load Case Only TOP CHORD 1 -26= -775. 1 -2= -932, 2 -3= -2113, 3 -4= -2460, 4 -5= -2460, 5 -6 =- 1693, 6-7= -156, 7-.3= -156, 8 -9 =2235, 9 -10 =2235, 10 -11 =585, 11 -12= -114, 12 -13= -114, 13- 14 = -61, 14 -15 =235 BOT CHORD 25-26 = 103,24 -25 =1705,23 -24= 2460,22 -23= 2460,21 -22= 2212,20 -21= 1124,19 -20=- 821,18 -19=- 1277,17 -18= 114,16.17= 114,15 -16 =296 WEBS 9 -19 =- 250,3 -23= 30,4 -22 =- 153,11 -17= 272,12 -16 =- 18,1 -25= 1028,2 -25 =- 993,2 -24= 524,3 -24 =- 465,8 -19 =- 1725,8 -20= 1255,6 -20 =- 1243,6 - 2 1 = 7 30 ,5 -21 = 666 -22 297,10 -19= -1168, 10-18=890, 11-18=-992, 13-15=-292, 13-16=-212 Scale = 1:45 { ry lob 1021 -3F 1 6x6= Truss F3 Atlantic Truss Co. (o.a.), Ft. Lauderdale, FL. 33309 1 -3 7 -0 -15 7 -0 -15 3x4 = 2 344 = 3 Truss Type FLOOR 344 = 34.4 = 20 3x4 11 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 19 448 = LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP M 14 WEBS 2 X 4 SYP No.3 LOAD CASE(S) Standard 7 -0 -15 7 -0 -15 18 3x4 = SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2001 MORRIS A. SHASHOUA, P.E. 1908 NW 112 AVENUE CORAL �) SPRINGS, 33071 53- 198 FL REG. NOS. 19554 & EB5251 17 3x4 = CSI TC 0.56 BC 0.78 WB 0.60 (Matrix) 18 2x1 11 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) Provide adequate drainage to prevent water ponding. 3) Refer to girder(s) for truss to truss connections. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 14 -0 -1 6 -11 -3 2x4 11 15 Qty 8 3x4 = Ply 1 4 201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue May 13 14:15:04 2003 Page 1 3x4 = 3-1b 14 -0 -1 6 -11 -3 DEFL in (loc) Udell Vert(LL) -0.4215 -16 >580 Vert(TL) -0.58 15-16 >422 Horz(TL) -0.03 11 n/a 1st LC LL Min 1/defl = 360 { (optional) 14 344 = 3x4 = 8 13 5x8 = 21 -1 -0 7 -0 -15 12 3x4 = 21 -1 -0 7 -0 -15 PLATES MI120 Weight 114 Ib BRACING TOP CHORD Sheathed or 2 -3-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (Ib/size) 1= 1127/0 -3 -0, 11= 1127 /Mechanical FORCES (Ib) - First Load Case Only TOP CHORD 1 -20 =118, 1 -2= -1388, 2 -3 =- 3399, 3-4= -3399, 4 -5 =- 4515, 5-6=-4863, 6-7= -4863, 7-8= -4073, 8-9=-2477, 9-10= -108, 10- 11 = -95 BOT CHORD 19-20 =160, 18-19 =2593, 17 -18 =4153, 16-17 =4863, 15-16 =4863, 14 -15 =4625, 13 -14 =3487, 12 -13 =3487, 11 -12 =1496 WEBS 5.16= 34,1 -19= 1486,2 -19=- 1507,2 -18= 1008,9 -11=- 1682,9 -12= 1227,8 -12 =- 12112,8 -14= 732,7 -14=- 691,7 -15= 290,6 -15=- 149, - 18= - 942, -17 45 3, 5 -17 = -458 Z GRIP 9 249/190 3x8 = ` \ 1111 11 5 111 111 j 7 � i/ 0 NO.19554 \-54. STATE OF Q ' TFRED E� �� 10 11 445 = Scab • 1:33 2144 II { lob I0,1 -3F 5x12 = 4x6 = LOADING (pst) TCLL 40.0 TCDL BCLL BCDL 10.0 0.0 5.0 Truss FG2 Atlantic Truss Co. (o.a.), Ft. Lauderdale, FL. 33309 3 -0 -14 5 -11 -15 8 -11 -1 3 -0 -14 2 -11 -2 2 -11 -2 3 -0 -14 2 2x4 11 LOAD CASE(S) Standard 1) Floor. Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1 -0 =- 100.0, 7-12=-971.9 Concentrated Loads (Ib) Vert: 1 =- 1495.0 Truss Type FLOOR 5 -11 -15 3 -0 -14 2 -11 -2 - Plate Offsets (X.Y): [9:0.3- 8,0 -4 -0), [11:0-5-4,0-3-01 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ina NO Code FBC2001 LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 6 SYP DSS WEBS 2 X 4 SYP No.3'Except' 1-12 2 X 6 SYP M 14, 6-7 2 X 6 SYP M 14, 1-11 2 X 4 SYP No.21) 5-9 2 X 4 SYP No.2ND REACTIONS (Ib /size) 12= 8886 /Mechanical, 7= 7391/0-4-0 MORRIS A. SHASHOUA, P.E. 1908 NW 112 AVENUE CORAL SPRINGS, FL 33071 (954) 753 -1988 FL REG. NOS. 19554 & EB5251 3x6 = 3 1 CSI TC 0.89 BC 0.90 WB 0.94 (Matrix) NOTES 1) This truss has been checked for unbalanced loading conditions. 2) Provide adequate drainage to prevent water ponding. 3) Refer to girder(s) for truss to buss connections. 4) Special hanger(s) or connection(s) required to support concentrated load(s) 1495.0lb down delegated to the building designer. 5) 3 -ply truss to be connected together with 10d Common(.148'x3') Nails as follows: Top chords connected as follows: 2 X 4 - 2 rows at 0-4-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. Special hanger(s) or connection(s) required to support concentrated load(s) 1495.0lb down delegated to the building designer. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 1495.01b down delegated to the building designer. 1-6 FORCES (Ib) - First Load Case Only TOP CHORD 1 -12= -6681, 1-2=-14072, 2 -3 =- 14072, 3-4 =- 21136, 4 -5 =- 21136, 5-6= -1467, 6 -7 =•301 BOT CHORD 11 -12 =2059, 10.11= 21136, 9- 10= 21136, 8 -9= 12536, 7 -8 =12536 WEBS 1- 11= 12921,2 -11= 23,3 -11= 7574,3 -10= 2419,4 -9 =- 183,5 -9= 9016,5 -8= 2844,5,-7= -12461 Qty 1 2x4 11 Ply 3 (optional) 4 201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue May 13 14:15:04 2003 Page 1 DEFL in (loc) I /deft Vert(LL) -0.30 9-10 >560 Vert(TL) -0.44 9-10 >377 Horz(TL) 0.06 7 n/a 1st LC LL Min Udell = 360 11 -10 -2 2 -11 -2 11 -10 -2 2 -11 -2 at 0 -2 -12 on top chord. Design for unspecified connection(s) is at 0 -2 -12 on top chord. Design for unspecified connection(s) is at 0 -2 -12 on top chord. Design for unspecified connection(s) is PLATES MI120 Weight: 235 Ib { 5x12 = BRACING TOP CHORD Sheathed or 3 -6-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. GRIP 249/190 14 -3 -0 2-4 -14 14 -3 -0 2 -4 -14 4x8 = Scab 1:22 3x4 11 libbilliiiiiiii.... yy 7 - 12 , 12 11 10 9 84 6 Atri, II '/ ► ' lob I0,1 -3F 5x12 = 4x6 = LOADING (pst) TCLL 40.0 TCDL BCLL BCDL 10.0 0.0 5.0 Truss FG2 Atlantic Truss Co. (o.a.), Ft. Lauderdale, FL. 33309 3 -0 -14 5 -11 -15 8 -11 -1 3 -0 -14 2 -11 -2 2 -11 -2 3 -0 -14 2 2x4 11 LOAD CASE(S) Standard 1) Floor. Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1 -0 =- 100.0, 7-12=-971.9 Concentrated Loads (Ib) Vert: 1 =- 1495.0 Truss Type FLOOR 5 -11 -15 3 -0 -14 2 -11 -2 - Plate Offsets (X.Y): [9:0.3- 8,0 -4 -0), [11:0-5-4,0-3-01 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ina NO Code FBC2001 LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 6 SYP DSS WEBS 2 X 4 SYP No.3'Except' 1-12 2 X 6 SYP M 14, 6-7 2 X 6 SYP M 14, 1-11 2 X 4 SYP No.21) 5-9 2 X 4 SYP No.2ND REACTIONS (Ib /size) 12= 8886 /Mechanical, 7= 7391/0-4-0 MORRIS A. SHASHOUA, P.E. 1908 NW 112 AVENUE CORAL SPRINGS, FL 33071 (954) 753 -1988 FL REG. NOS. 19554 & EB5251 3x6 = 3 1 CSI TC 0.89 BC 0.90 WB 0.94 (Matrix) NOTES 1) This truss has been checked for unbalanced loading conditions. 2) Provide adequate drainage to prevent water ponding. 3) Refer to girder(s) for truss to buss connections. 4) Special hanger(s) or connection(s) required to support concentrated load(s) 1495.0lb down delegated to the building designer. 5) 3 -ply truss to be connected together with 10d Common(.148'x3') Nails as follows: Top chords connected as follows: 2 X 4 - 2 rows at 0-4-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. Special hanger(s) or connection(s) required to support concentrated load(s) 1495.0lb down delegated to the building designer. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 1495.01b down delegated to the building designer. 1-6 FORCES (Ib) - First Load Case Only TOP CHORD 1 -12= -6681, 1-2=-14072, 2 -3 =- 14072, 3-4 =- 21136, 4 -5 =- 21136, 5-6= -1467, 6 -7 =•301 BOT CHORD 11 -12 =2059, 10.11= 21136, 9- 10= 21136, 8 -9= 12536, 7 -8 =12536 WEBS 1- 11= 12921,2 -11= 23,3 -11= 7574,3 -10= 2419,4 -9 =- 183,5 -9= 9016,5 -8= 2844,5,-7= -12461 Qty 1 2x4 11 Ply 3 (optional) 4 201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue May 13 14:15:04 2003 Page 1 DEFL in (loc) I /deft Vert(LL) -0.30 9-10 >560 Vert(TL) -0.44 9-10 >377 Horz(TL) 0.06 7 n/a 1st LC LL Min Udell = 360 11 -10 -2 2 -11 -2 11 -10 -2 2 -11 -2 at 0 -2 -12 on top chord. Design for unspecified connection(s) is at 0 -2 -12 on top chord. Design for unspecified connection(s) is at 0 -2 -12 on top chord. Design for unspecified connection(s) is PLATES MI120 Weight: 235 Ib { 5x12 = BRACING TOP CHORD Sheathed or 3 -6-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. GRIP 249/190 14 -3 -0 2-4 -14 14 -3 -0 2 -4 -14 4x8 = Scab 1:22 3x4 11 lob 1021 -3F Atlantic Truss Co. (o.a.), FL Lauderdale, FL. 33309 10 1 -10 2x4 11 3x6 = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 Truss F4 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 9 3x4 = 5 -3 -6 5 -3 -6 5 -3 -6 5 -3 -6 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2001 Truss Type FLOOR REACTIONS (Ib/size) 10= 549 /Mechanical, 4= 549/0 -3-0 FORCES (Ib) - First Load Case Only TOP CHORD 1-10=-515, 1 -2= -549, 2 -3 =- 1117, 3-4= -551, 4 -5 =36 BOT CHORD 9 -10= 145, 8-9 =1117, 7-8= 1117, 6-7= 1117, 5-6=116 WEBS 2-8=-5, 3 -7=44. 1 -9 =502, 2 -9 =-638, 4 -6= 540, 3-6= -658 3x4 = 2 2-8 2x4 11 CSI TC 0.55 BC 0.36 WB 0.22 (Matrix) 5-10 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) Provide adequate drainage to prevent water ponding. 3) Refer to girder(s) for truss to truss connections. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard MORRIS P.E. 08 NW 112 AVENUE CORAL SPRINGS, FL 33071 (954) 753 -1988 FL REG. NOS. 19554 & EB5251 1-4 Oty 8 (optional) 4 201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue May 13 14:15:04 2003 Page 1 3.7 7 2x4 11 Ply 1 3,14 = DEFL in (loc) Udell Vert(LL) -0.04 8 >999 Vert(TL) -0.05 8 >999 Horz(TL) 0.00 4 n/a 1st LC LL Min Udefl = 360 10 -6 -12 5 -3 -6 10-6-12 5 -3 -6 PLATES MI120 8 3x4 = Weight: 48 Ib BRACING TOP CHORD Sheathed or 5-5-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. GRIP 249/190 8x0 = 4.5 2x411 5.10 = 1:16 RAS Engineers. and Consultants, Inc. 4141 NOkTH MIAMI AVE. SUITE 202 044 MIAMI, FL 33127 ` (305) 572-9939 JOB TITLE JOB NO. CALCULATED BY CHECKED BY STRUCTURAL LOAD CALCULATIONS FOR KETTANEH's RESIDENCE ]MIAMI SHORES, FL KETTANEH's RESIDENCE T -030313 SHEET NO. _RAS__ DATE _3/ 24103 _ ____._ DATE RAS Engineers and Consultants, Inc. 4141 NORTHivIIAMI AVE. SUITE 202 P AM1, FL 33127 t, 1 572 -9939 Code Search I. Code: Florida Building Code 2001 II. Occupancy: Occupancy Group = R Residential III. Type of Construction: Fire Rating: IV. Live Loads: Roof angle (0) 2.00 / 12 Roof 0 to 200 sf: 20 psf 200to600sf: 16psf over 600 sf 12 psf Floor Stairs & Exitways Balcony Mechanical Partitions V. Wind Loads (ASCE7 -98): Importance Factor Wind speed Directionality (Kd) Mean Roof Ht (h) Exposure Enclosure Classif. Internal pressure Building length (L) Least width (B) Kz case 1 Kz case 2 Roof = 0.0 Par Floor = 1.01v H/Lh= 0.00 x/Lh = 0.10 z/Lh = 0.20 At Mean Roof Ht: Kzt = (1 +K,K = 40 psf 100 psf 60 psf N/A 20 psf 1.00 146 mph 0.85 20.0 ft C Enclosed Building +/ -0.18 80.011 70.011 0.902 0.902 Topographic Factor (Kzt' Topography Flat Hill Height (H) 5.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 100.0 ft From top of crest: x= 10.0 ft Bldg up /down wind? downwind K t _° K2= K3 JOB TITLE KETTANEH's RESIDENCE '3 q JOB NO. T- 030313 SHEET NO. _ _ . CALCULATED BY RAS DATE 3/24/03 _ CHECKED BY _.___._ DATE ........ .. ..._....._. ._._..__ 9.5 deg 0.000 0.933 1.000 1.00 If Broward or Dade County, non - reducible roof LL is 20 psf H< 1 Sft;exp C Kzt =1.0 ESCARPMENT RAS Engineers and Consultants, Inc. 4141 NORTH MIAMI AVE. SUITE 202 !41AM1, FL 33127 (305) 572-9939 V. Wind Loads (ASCE7 -98) - MWFRS h5.60' (Low -rise Buildings) Enclosed/partially enclosed onlv ZONE 2 laza - of 0_58 aw CASE va PIDeDI Ut R TORE Kz = Kh = 0.90 (case 1) Base pressure (qh) = 41.8 psf GCpi = +/ -0.18 Longitudinal direction (parallel to L) Interior Zone: Wall 28.9 psf End Zone: Wall 43.5 psf MWFRS Simple Diaphram Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 32.2 psf Roof -12.0 psf End Zone: Wall 48.5 psf Roof -20.6 psf Windward roof overhangs 28.4 psf upward JOB TITLE KETTANEH's RESIDENCE JOB NO. T -030313 SHEET NO. CALCULATED BY RAS DATE 3/24/03 CHECKED BY DATE 11 ... 5tiZ, RAMIE frno1+ OVERHANG Edge Strip (a) End Zone (2a) Zone 2 length = vERTICAL 7.0 ft 14.0 ft 35.0 ft LEEWARD ROOT T'R AxSVE -c ELEVA7.T93I D OOF LEEWARD ROOF m ilt1t►l v +: 1RCAL Case A Case B Surface Perpendicular 0= 9.5 deg GCpf w /+GCpi w /-GCpi Parallel 0 = Odeg GCpf w /+GCpi w /-GCpi All Directions GCpf w /+GCpi w /-GCpi 0.44 0.62 0.26 0.40 0.58 0.22 -0.45 -0.27 -0.63 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 ■ I M -0.40 -0.22 -0.58 -037 -0.19 -0.55 -037 -0.19 -0.55 -0.33 -0.15 -0.51 -0.29 -0.11 -0.47 -0.45 -0.27 -0.63 - - - - - - 0.40 0.58 0.22 - - - - -0.29 -0.11 -0.47 IE 0.67 0.85 0.49 0.61 0.79 0.43 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.58 -0.40 -0.76 -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.49 -0.31 -0.67 -0.43 -0.25 -0.61 -0.48 -0.30 -0.66 5E - - - - - - 0.61 0.79 0.43 6E - - - - - - -0.43 -0.25 -0.61 Wind Surface pressures (psl) - use 10 psf minimum for zones 1 plus 4 and 5 plus 6 243 9.2 -113 -26.4 F NMTr tn%.0 25.9 10.8 -21.3 -36.4 -9.3 -24.4 -6.3 - 21.4 - - -213 -36.4 -213 -36.4 -7.9 -23.0 -7.9 -23.0 -4.6 -19.7 -113 -26.4 - - 24.3 9.2 - - -4.6 -19.7 lE 35.4 20.4 33.0 18.0 -12.5 -27.6 2E -37.2 -52.3 -37.2 -52.3 -37.2 -52.3 3E -16.6 -31.7 -14.6 -29.7 -14.6 -29.7 4E -13.1 -28.1 -10.5 -25.5 -12.5 -27.6 5E 6E - - - - - - _ - 33.0 18.0 -10.5 -25.5 vrt mWARD ROOF RAS Engineers and Consultants, Inc. 4141 NORTH MIAMI AVE. SUITE 202 !41AM1, FL 33127 (305) 572-9939 V. Wind Loads (ASCE7 -98) - MWFRS h5.60' (Low -rise Buildings) Enclosed/partially enclosed onlv ZONE 2 laza - of 0_58 aw CASE va PIDeDI Ut R TORE Kz = Kh = 0.90 (case 1) Base pressure (qh) = 41.8 psf GCpi = +/ -0.18 Longitudinal direction (parallel to L) Interior Zone: Wall 28.9 psf End Zone: Wall 43.5 psf MWFRS Simple Diaphram Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 32.2 psf Roof -12.0 psf End Zone: Wall 48.5 psf Roof -20.6 psf Windward roof overhangs 28.4 psf upward JOB TITLE KETTANEH's RESIDENCE JOB NO. T -030313 SHEET NO. CALCULATED BY RAS DATE 3/24/03 CHECKED BY DATE 11 ... 5tiZ, RAMIE frno1+ OVERHANG Edge Strip (a) End Zone (2a) Zone 2 length = vERTICAL 7.0 ft 14.0 ft 35.0 ft LEEWARD ROOT T'R AxSVE -c ELEVA7.T93I D OOF LEEWARD ROOF m ilt1t►l v +: 1RCAL es 0.48 0.41 0.33 20 psf 17 psf 16 psf 0.38 16 psf 2 -1.88 -1.81 -1.78 -79 psf -76 psf -74 psf -1.78 -74 psf 3 -2.98 -1.58 -0.98 -125 psf -66 psf -41 psf -0.98 -41 psf GCp +1- GC?i Surface Pressure (psf) User input 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 380 sf -1.17 -1.01 -0.90) -48.9 psf -42.3 psf -37.6 psf -0.92 -38.4 ps -1.44 -1.12 -0.90 -60.2 psf -46.9 psf -37.6 psf -0.94 -39.2 ps 1.08 0.92 0.81 45.2 psf 38.5 psf 33.9 psf 0.83 34.7 ps RAS Engineers and Consultants, Inc. 4141 NORTH MIAMI AVE. SUITE 202 MAW, M, FL 33127 (305) 572-9939 V. Wind Loads (ASCE7 -98) Components & Cladding: Low -rise Buildines (h -60'1 & Alternate desisn 60' <h<90' Kz = Kh (case 1) = 0.90 GCpi = +1 -0.18 NOTE: If tributary area is greater than Base pressure (qh).= 41.8 psf a = 7.0 ft 700sf, MWFRS pressure may be used. Minimum parapet height at building parimeter = 0.0 ft a Roof Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zon Overhang Zone Overhang Zone Walls Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 fl 0 _ -_ L fl <_10 ° and lVbnoslope <3* 1 01 O 10 1 1 IVbnos10 10 <Bs30 JOB TITLE KETTANEH's RESIDENCE JOB NO. T -030313 SHEET NO. _ CALCULATED BY RAS DATE 3/24/03 CHECKED BY DATE Roof Angle = 9.5 deg Check box if roof slopes in only one direction' ❑ Monosloped ? Note: GCp reduced by 10% dc:e to roo an <= 10 deg. 9-' 10 4 GCp +1- GC,i S Surface Pressure ( (psf) U User input 10 sf 5 50 sf 1 100 sf 1 10 sf 5 50 sf 1 100 sf 8 842 s sf -1.18 - -1.11 - -1.08 - -49 psf - -46 psf - -45 psf - - 1.08 - -45 psf -1.98 - -1.49 - - 1.28 - -83 psf - -62 psf - -54 psf - -1.28 - -54 psf -2.98 - -1.79 - -1.28 - -125 psf - -75 psf - -54 psf - -1.28 - -54 psf GCp +1- GC?i Surface Pressure (psf) User input 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 380 sf -1.17 -1.01 -0.90) -48.9 psf -42.3 psf -37.6 psf -0.92 -38.4 ps -1.44 -1.12 -0.90 -60.2 psf -46.9 psf -37.6 psf -0.94 -39.2 ps 1.08 0.92 0.81 45.2 psf 38.5 psf 33.9 psf 0.83 34.7 ps RAS Engineers and Consultants, Inc. 4141 NORTH MIAMI AVE. SUITE 202 MAW, M, FL 33127 (305) 572-9939 V. Wind Loads (ASCE7 -98) Components & Cladding: Low -rise Buildines (h -60'1 & Alternate desisn 60' <h<90' Kz = Kh (case 1) = 0.90 GCpi = +1 -0.18 NOTE: If tributary area is greater than Base pressure (qh).= 41.8 psf a = 7.0 ft 700sf, MWFRS pressure may be used. Minimum parapet height at building parimeter = 0.0 ft a Roof Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zon Overhang Zone Overhang Zone Walls Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 fl 0 _ -_ L fl <_10 ° and lVbnoslope <3* 1 01 O 10 1 1 IVbnos10 10 <Bs30 JOB TITLE KETTANEH's RESIDENCE JOB NO. T -030313 SHEET NO. _ CALCULATED BY RAS DATE 3/24/03 CHECKED BY DATE Roof Angle = 9.5 deg Check box if roof slopes in only one direction' ❑ Monosloped ? Note: GCp reduced by 10% dc:e to roo an <= 10 deg. 9-' 10 4 RAS Engineers and Consultants, Inc. 4141 NORTH MIAMI AVE. SUITE 202 MAW, M, FL 33127 (305) 572-9939 V. Wind Loads (ASCE7 -98) Components & Cladding: Low -rise Buildines (h -60'1 & Alternate desisn 60' <h<90' Kz = Kh (case 1) = 0.90 GCpi = +1 -0.18 NOTE: If tributary area is greater than Base pressure (qh).= 41.8 psf a = 7.0 ft 700sf, MWFRS pressure may be used. Minimum parapet height at building parimeter = 0.0 ft a Roof Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zon Overhang Zone Overhang Zone Walls Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 fl 0 _ -_ L fl <_10 ° and lVbnoslope <3* 1 01 O 10 1 1 IVbnos10 10 <Bs30 JOB TITLE KETTANEH's RESIDENCE JOB NO. T -030313 SHEET NO. _ CALCULATED BY RAS DATE 3/24/03 CHECKED BY DATE Roof Angle = 9.5 deg Check box if roof slopes in only one direction' ❑ Monosloped ? Note: GCp reduced by 10% dc:e to roo an <= 10 deg. 9-' 10 4 MIA FdADE PRODUCT CONTROL NOTICE OF ACCEPTANCE United Steel Products Company 703 Rogers Drive (P. O. [sox 80) Montgomery ,MN 56069 APPROVED: 02/15/2001 The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 00- 1123.02 EXPIRES: 12/02/2002 MIAMI -DADE COUNTY, FLORIDA METRO-DADE DE FLAG L E R BUILDING BUILDING CODE CO3IPLIAYCE OFFICE IMi1TRO.DAt)i: F1.AGLER BUILDING 140 WEST FI.AGLER STREET. SC'ITF 1603 MIAMi. FLORIDA 33130.1563 (303) 373 -2901 FAX t303) 373 -29013 COATR%CI OR LICENSING SECTION (305) 373-2327 FAX (303) 373-213s CONTRACTOR ENFORCCMIV -NT DIVISION (303) 375.2966 FAX (305) 3:5 :29113 PROI1t'Cr CONTROL ROL in Isi0 (303) 375 .29o2 FAX (103) 3724339 Your application for Notice of Acceptance (NOA) of: LISP !.umber Connectors: Wood Connectors. under Chapter 8 of the Codc of Miami -Dodo 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 Codc Compliance Office (I under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturers plant for quality control testing. if this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval. if it is determined by 13CCO that this product or material fails to meet the requirements of the South Florida Building Code. Raul Rodriguez Chief Product Control Division THIS iS TIIE COVERSHEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS fWLDiNG CODE & PRODUCT REVEEW COMMITTEE This application for Product Approval has been reviewed by the I3CCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County. Florida under the conditions set forth above. Francisco J. Quintana. K.A. Director Miami -Dadc County Building Codc Compliance Oliicc 1.10430001 vc2000normolateiinotue acceptance cover Modal Internet mail address: po stmasterrdbuildingcodeontinacom • itoniepagc: http : / /www.buildiagcadeonline.com • United Steel Products Company. ACCEPTANCE NO: 00- 1128.02 :�PPKU�'lrU: FEB 1 5 2001 EXPIRES: 12/02/2002 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS SCOPE 1.1 This revises the Notice of Acceptance No 99- 0916.04 wine!' was issued on 12102'1999. It approves wood connectors. as described in Section 2 of this Notice of Acceptance. designed to comply with the South Florida Building Code (SFBC). 1994 Edition for Miami -Dade County. For the locations where the actual loads as determined by SFBC Chapter 23, do not exceed the design load indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The United Steel Wood Connectors shall be fabricated and used in strict compliance with the following documents: Drawing No. I IIIGUS!11-IA/TUH. sheet I oft. titled "Wood Connectors ". prepared by United Steel Products Company. dated 11/07/00 %%ilia ) revisions. The drawings shall bear the Miami -Dade County Product Control Approval stamp with the Notice of :Acceptance number and approval date: by the Miami -Dade Product Control Division. These documents shall hereinafter be referred to as the approved drawings. .3. LIMITATIONS . 3.1 Allowable Toads arc for Southern Pine or better with a specific gravity of 0.55 and moisture content of 19°% or less. 3.2 Allowable loads are based on testing per ASTM DI 761 and calculations per National Design Specifications for Wood Construction 1991 Edition & 1993 Errata. 4. INSTALLATION 4.1 The wood connectors shall be installed in strict compliance with the approved drawings. 5. LABELING 5.1 Each wood connector shall bear a permanent label with the manufacturer's name or Togo. city. state and the following statement: "Miami -Dade County Product Control Approved 6. BUILDING PERMIT 6.1 Application for Building Permit shall be accompanied by copies of the following: 6.1.1 This 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 hangers and angles selected for the proposed installation. 6.1.3 Any other document required by the Building Official or the SFBC in order to properly evaluate the . installation of these products. 2 C:mdido Font. PI:, Sr, Product Control Exarrtincr Product Control Division • United Steel Products Comports. ACCEPTANCE NO.: 00- 1128.02 APPROVED: FEB 1 5 2001 EXPIRES: 12/0212002 NOTICE OF ACCEPTANCE STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall bc considered after a renewal application has been filed and the original submitted documentation, including test supporting data. engineering documents. arc 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. Itenewals 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. andfor manufacture of the product or process shall automatically bc cause for termination of this Acceptance. unless prior writton approval has been requested (through thc 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: n) Unsatisfactory performance of this product or process. b) Misuse of this Acceptance as an endorsement of any product. for sales. advertising or any other purposc. 6. The Notice of Acceptance number preceded by thc words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising titcrature:. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents. where it applies. shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1.2 and this last page 3. Candido Font. PE. Sr. Product Control Examiner Product Control Division Ertl) OFTIIIS ACCEPTANCE: i PRODUCT GAUGE DIMENSIONS rASTENERS ALLOWABLE LOADS UPLIrT 133z 4. CODE STRAP NA LS DOLTS STRAP PLATE V H CL NAILS _ DOLTS PLATE IOd 16d I/2' SGP2• 14. 1/4•. 1 5/8 18 1/4. 1 1/2. 10 ---- (1) 1/2'. 1395• 1510 . 12. 2 1675. 1015. 825 • SGP3• 14• 1/4•. 3. 10 1/4 1 1/2. 14. 3 co 5/0•. 1955• 2t15• Iz 16 4 • 2235 2405 1655• 10. 5 -7— 2405. 2405 2065. GENERAL NOTES GIRDER TRUSS STRAP (SGP3) ANClt011 DOLT 1 /2'X 0• WITH STANDARD WASHECR OVER 1/4 WASHER PLATE INCLUDED WITH SOP ANCHOR STRAP. MINIMUM HEADER THICKNESS 2'. 4) I14; APPRove° PROOUCis SHALL DC MADE or SICCL CCNTORAING To ASIA 6643 STRUCTURE DUALITY f.NAnt 33 <HIH YICLO 33xso AND A NININUM GALVANIZED COATING Of G60 PER ASIA 42S. 2) PAS I ENCRS ARC CIMNIW. LIRE NAILS DR DOLTS IN SINGLE SHEAR AS SHOWN. AND NOTED ON EACH APPROVAL. 3) ALL INSTALLATIONS SHALL TIC DONE IN ACCORDANCE V1 TN INC HANTS ACVURES INSTRUCTIONS. THIS NOTICE or ACCI:PtANcc ANO MC APPLICABLE SECTIONS Or INC sOUIH f40010A waOING coot. 4) AlI. flvADLE LOADS ARC OnSEO ON NA110NAL DESIGN spcc,r1CArIONs rot voan CINSIRUCTIDN 4997 CD44011. TOR s0U1NCRN PINE (40.0.45) tut IIC11ER AND TEST PERf0RNC0 IN ACCORDANCE WITH ASIA 01761 1) M 1 IhlAILE L0A04 role WIND I NAVE ALNr.A0Y OCCN INCREASED re A IIIAtA THIN LOAD or 33Z AND NU rUNI.CN uKRCASC IS ALLOVCD. GIRDER TRUSS STRAP (SGP2) VIM 111E "I:" ,, ".19ID= CODE :..... 9 2001_ ; ;:;cE ACCiaTn;1 CO. Q[, 041 7. 1 O PRODUCT RENEWED ACCEPTANCENa Ot"MA6 y � D ,>s�7arluar -- f'If6iXICTO CONTROL. WARM / IUOJMNO CODtCY)►R1.IANCC•I111TC1? FOR OrrlCE USE UNITED STEEL PRODUCTS CO 703 ROGERS DRIVE MONTGOMERY MN 56069 WOOD CONNECTORS DATE PONY___ DRAWING NUMBER 7? SHEET NUMDER. THOMAS A. )OLDEN. P.F. CIVIL NUMnER F105on9) P1e01411 Code W1144 Thk94ra L_iii 4111140410164 Fa1,Mre 01r040 Oeelln Loads (I139) 174•1441.0047 14.14(21 9114 Up141 hunt Olmeneten, Girds/ Headu Naas W 11 14444.4 40111 10071 13374 141/GU57'6.1 1794+94 3' 315 5-114' f101 104 111904 .0'1( 692 °^ "' ' 2 • 3' 39• 7 W 1161 164 101 154 6707 3/0!. MAWS 1 � 1 2 w •.. 5.).y;:; , l 3' 3.31' 9 114' ( 101 112) /64 0474 31 t0 moos :. 04 cur 5.11' 5/114' (201 165 (8) 19.4 4035 2015 HHOUS 294 • 4.14' 9.11' r (36/ (107 161 6101 7015 1114GUS 2100 ECM 4.14' 6.11' 9' (45) 163 112) 104 6471 3110 (0141/S 6.25610 Ill H, IN' 0- 114' 9' (T 1 "1)) 1.. 5414 3110 HHGUS S 2012 iQ 5.114• 0-1 /1' 11' (561 tea 114) 1 • tL1 3533 1411411355.10 11 ..„ 7 s tn. 1.14' 0• ( 164 (12( 100 3•816' 3110 t 113.y..>• 01?' ter 11' 561 W 104 247 5631 HHOUS25•14 arrm 014' 9.1/2' 14 1601154 (16) 167 9663 4150 HHGUS 46 I (6) 164 ,1025 2015 HIMUS 44 IlirinnETEMEMIIIIIMINIME3 11, 103 6707 2995 10e0US 410 HRII 343/ 3.59' 4114' (451166 1121 160 6474 3110 (044105 412 31 341' 11•1N' 9501160 114)164 ..47 3030 IOIGU5 414 125419. 3.14' 3 SY 13.114' (66) 164 116) 164 6529 450 N TRUSS /JOIST HANGERS. ADJUSTAKE 16 d 16 Ga. Galvanized Steel 1,1 040144401. 041 1470111.4 4 11044410404.7.0. r. TRUSS /JOIST HANGERS. TUH -TYPE 1.!?! . 16 Ga. Galvanized Stull 1 )QI44144144r(0 NN 144414.17 4 '.741 1 .7' 1.494 Shaw Fasl..m System Load Shama Fiteteren; System . s 1 • 2.4 HEAVY GIRDER U- HANGER SERIES 12 Ga. Galvanized Steel 4E)i5$AL BM99 110.e.s.wl...a,..uw 4....64.* 44444/4. >417' (1) 61401 s717e cOnkMm 10501111 A663. Snuctud1 Gn0a 33 U 0 U. and a xenon" won, oil Con np 0(660 12) Fellows ma common wee 044. wins 0114..5)4 ro1w 13) *190951. Loam nave been Increased by a du.a6on 0133% kw Wa•0 Load Ce eseon. Nd (10441 Increases 610wed. (4) Monate* (30we1 toads Nee 111 haen iretensed by 9h014(0m1 4.43601load latices 1030 90 #asten(ng System For Me* Use Ata6Ito G', CJH441.4 111..45 I; SCUT)( i It .1 IIUll'Ii1AG LONE D M 91 FIM'J(1G1�Cli� fit Dti1)'n9 Annum Gent Co)PiW(CI Cfl1( teCIP13ar1 Mo.O? - /ak , United Stool Products 703 Rogers Drive Montgomery. MN 56069.1324 WOOD CONNECTORS Data: 11 /07_Q¢ Drawing Name: tftiSLu(z!JIj&a)J)9 Shoot Number: 1 oLL Thomas A. Koldon Civil Numbor FL.450800 905(40ers Oeelln Loads (I139) Product Almon l T (canel9 Joie) WW1 Olmeneten, Girds/ Headu Naas Fewest J0795 194, Pso,ma1 (00% upon 13391 W r I A I .04A 29 ta e. I -1f..• o -s YH w la. (/21 (0) 2114 692 MA 113 16 94 144' 1316' 13.112. 6' (19) 160 (0)104 2114 692 3115218 16 (14 1.14' 1 -516' 174/4' 6' (241164 (6)160 2)25 663 MA 2.213 16 pa 3' 0.116' 12.11? 5.3/16' (18) 164 (9)104 3105 1216 MA 2.216 76 as 3' 3•116' (6•1/2' 9.3/19' (24) 1141016d (22)160 3680 1142 d1A 413 1699 3•1■' 3•6/6' 12.1/9' 61 /11 111) 464 (6)100 3(46 1216 JHA 416 16 p6 3•117' 3•816' 16.114' 8.1116' (24) 164 161 3150 1142 .615 424 t1 pd 3.14' 341' 22' 5.1116' (30)16d (61160 3060 1142 N TRUSS /JOIST HANGERS. ADJUSTAKE 16 d 16 Ga. Galvanized Steel 1,1 040144401. 041 1470111.4 4 11044410404.7.0. r. TRUSS /JOIST HANGERS. TUH -TYPE 1.!?! . 16 Ga. Galvanized Stull 1 )QI44144144r(0 NN 144414.17 4 '.741 1 .7' 1.494 Shaw Fasl..m System Load Shama Fiteteren; System . s 1 • 2.4 HEAVY GIRDER U- HANGER SERIES 12 Ga. Galvanized Steel 4E)i5$AL BM99 110.e.s.wl...a,..uw 4....64.* 44444/4. >417' (1) 61401 s717e cOnkMm 10501111 A663. Snuctud1 Gn0a 33 U 0 U. and a xenon" won, oil Con np 0(660 12) Fellows ma common wee 044. wins 0114..5)4 ro1w 13) *190951. Loam nave been Increased by a du.a6on 0133% kw Wa•0 Load Ce eseon. Nd (10441 Increases 610wed. (4) Monate* (30we1 toads Nee 111 haen iretensed by 9h014(0m1 4.43601load latices 1030 90 #asten(ng System For Me* Use Ata6Ito G', CJH441.4 111..45 I; SCUT)( i It .1 IIUll'Ii1AG LONE D M 91 FIM'J(1G1�Cli� fit Dti1)'n9 Annum Gent Co)PiW(CI Cfl1( teCIP13ar1 Mo.O? - /ak , United Stool Products 703 Rogers Drive Montgomery. MN 56069.1324 WOOD CONNECTORS Data: 11 /07_Q¢ Drawing Name: tftiSLu(z!JIj&a)J)9 Shoot Number: 1 oLL Thomas A. Koldon Civil Numbor FL.450800 Fintaners 001(9n Loads Ms) Product MeterW .06111 OImencions Code Thickness Width 4644 Truss! Nand Up64 W 11 Nadu 20115 1001: 133% TUN 20 16 pup MIT 1.5.16' 6.11 1161160 (61 160 3042 1350 1111128 1605u99 We 1.5.16' 7'1/16' (22) 154 (10) 166 3314 1906 101)496 - 2 16 96pa 3 3.111' 5)14' (161166 011 tee 3042 1350 7115 26.2 96 94(299 3' 3•176' 7' (22)160 (t0) tea X 1909 N TRUSS /JOIST HANGERS. ADJUSTAKE 16 d 16 Ga. Galvanized Steel 1,1 040144401. 041 1470111.4 4 11044410404.7.0. r. TRUSS /JOIST HANGERS. TUH -TYPE 1.!?! . 16 Ga. Galvanized Stull 1 )QI44144144r(0 NN 144414.17 4 '.741 1 .7' 1.494 Shaw Fasl..m System Load Shama Fiteteren; System . s 1 • 2.4 HEAVY GIRDER U- HANGER SERIES 12 Ga. Galvanized Steel 4E)i5$AL BM99 110.e.s.wl...a,..uw 4....64.* 44444/4. >417' (1) 61401 s717e cOnkMm 10501111 A663. Snuctud1 Gn0a 33 U 0 U. and a xenon" won, oil Con np 0(660 12) Fellows ma common wee 044. wins 0114..5)4 ro1w 13) *190951. Loam nave been Increased by a du.a6on 0133% kw Wa•0 Load Ce eseon. Nd (10441 Increases 610wed. (4) Monate* (30we1 toads Nee 111 haen iretensed by 9h014(0m1 4.43601load latices 1030 90 #asten(ng System For Me* Use Ata6Ito G', CJH441.4 111..45 I; SCUT)( i It .1 IIUll'Ii1AG LONE D M 91 FIM'J(1G1�Cli� fit Dti1)'n9 Annum Gent Co)PiW(CI Cfl1( teCIP13ar1 Mo.O? - /ak , United Stool Products 703 Rogers Drive Montgomery. MN 56069.1324 WOOD CONNECTORS Data: 11 /07_Q¢ Drawing Name: tftiSLu(z!JIj&a)J)9 Shoot Number: 1 oLL Thomas A. Koldon Civil Numbor FL.450800 MIAMI•DADE PRODUCT CONTROL NOTICE OF ACCEPTANCE United Steel Products Company 703 Rogers Drive (1'. O. Box 80) Montgomery ,MN 56069 Your application for Notice of Acceptance (NOA) of: Wood Connectors under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate lvlaterials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade: County Building Code Compliance Office (I3CCO) under the conditions specified herein. This NOA shall not be valid after the expiration date.stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 02- 0102.03 EXPIRES: 01/11/2007 MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING BUILDING CODE COMIPLIANCE OFFICE METRO -DADS I:LAGLER BUILDING 140 WEST Ft.AGL1 STREET. SUITE 1603 \II \ FLORIDA 33I30 -1563 (305) 375 -2901 FAN (305) 375 -2908 CONTRACTOR LICENSING SET. rtoN (305)373-2527 FAX (305) 375 -2558 CONTRACTOR ENFORCE JMEN - r DIVISION (305) 375 -2966 FAX (305) 375 -2903 PRODUCT CONTROL DIVISION (305) 3.75 -290 FAX (305) 372 -6339 Raul Rodriguez Chief Product Control Division TIIIS IS THE COVERSIIEET, 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 Corte and Product Review Committee to be used in Miami -Dade County. Florida under the conditions set forth above. APPROVED: 02 /07/2002 Francisco J. Quintana, R.A. Director Miami -Dade County Building Code Compliance Office \\ sO45000I \pc200011templates\notice acceptance cover page.dot Internet mail address: postmaster (gbuildingcodconline.com e j I-lontepage: http : / /www.buildingcodeonline.com United Steel Products Company ACCEPTANCE No.: 02- 0102.02 APPROVED: February 7, 2002 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 documentation, 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 be considered if: a) There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; b) The product is no longer the same product (identical) as the one originally approved; c) If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product; d) The engineer who originally prepared, signed and sealed the required documentation initially submitted is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a) Unsatisfactory performance of this product or process. b)Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purpose. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for termination -and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCEPTANCE EXPIRES: January 11, 2007 /< Raul Rodriguez, Chie Product Control Division PRODUCT CODE GAUGC DIMENSIONS FASTENERS ALLOWABLE LOADS UPLIFT 133% H NAILS 10d 16d (APO 14 0 5 700 755 TAPIO 14 10 6 840 905 TAPI2 14 12 0 1055 1055 TAP I4 14 14 10 1055 1055 7APIG 14 16 11 1055 1055 TAI' 1 O 14 10 12 1055 1055 TAP20 14 20 13 1055 1055 TAP22 14 22 14 1055 1055 PRODUCT CODE GAUGE DIMENSIONS FASTENERS LATERAL LOADS H JOIST PLATO AI A2 TAPL12 14 12 (6) Maxi 1/2 595 000 TAPLI4 14 14 (6) I0dxl 1/2 595 000 TAPLI6 14 16 <6) 10dx1 1/2 595 000 ALTERNATE FASTENING SCHEDULE FASTENER SCHEDULE UPLIF 133% FASTENERS PER STRAP SIZE 5 7 9 11 13 10d 700 975 1255 1350 1350 16d 755 1065 1350 1350 1350 I'RUDUCT LDDC GAUGE DIMENSIONS FASTENERS ALLOWABLE LOADS UPLIFT 133% 11 NAILS 10d 1Gd 1APRDO 14 0 5 700 755 1AI'R210 14 10 6 840 905 1 APR212 14 12 0 1055 1055 T AP k 214 14 14 10 1055 1055 f A1'R2 1 G 14 16 11 1055 1055 TAPR210 14 10 12 1055 1055 I AI'R220 1 4 20 13 1055 1055 1A5'2222 14 22 14 1055 1055 MINIMUM 1CADCR T)ICKNCSS IS —� }' -15 /I6 ....oC U14: -- J 4' 1 RIVCTED TRUSS ANCHOR (TAPR) TRUSS ANCHOR (TAP) MINIMUM 1.1EADER THICKNESS 1S 2'. MINIMUM EMBEDMENT IS 4'. GENERAL NOTES LATERAL TRUSS ANCHOR (TAPL) n2 MINIMUM EMBEDMENT IS 4'. 1.) MINIMUM EMBEDMENT 15 4'. 2.) THE JOIST PLATE S MADE or 10 GA STEEL 3.) IN ORDER TO USE LATERAL LOAD TABLE. 3 FASTENERS PER STRAP ARE NECESSARY. PRODUCT RENEWE ACCEPTANCE Ne OL_O I a . 01 EXPIRA /WW*r %I 21 DP 7ROM'J CTcUNT2OLDIVISION IRRI.l1Nf C<1DE C0A09JANCC nPF7i U INC APPROVED PRODUCTS SHALL BE NADr Pr STEEL -- AiIM A633 STRUCTURE DUALIT 22 ...,.. YiCLII 37xSI) AND A MINIMS GALVANIZED COATING Or G60 PER ASIM 523. 2) rASTCNCRS ARC COMMON v(RC NAILS OR BOLTS IN SINGLE SHEAR AS SHOWN. AND NOTED ON EACH APPROVAL. 7) ALL INSTALLATIONS SHALL BE DONE IN ACCORDANCE VITIl INC W NUrAC TORE INSTRUCTIONS. THIS HOTICC Or ACCEPTANCE AND INC APPLICABLE SEC 1IONS Of INC SOUTH rum DA DUIL DING CODE. 4) ALLOWABLE LOADS ARE BASED ON NATIONAL DESIGN SPEED rOR WOOD CONSTRUCTION 1997 CDI IION. roR SOUTHERN PINE <SG.0.55) OR BET ICR AND ICS( PERI IN ACCORDANCC WITH AVM 0 •1761. 5) ALLOWABLE LOADS rOR WIND UPLIrT HAVE ALREADY ICON INCREASED BY A DURATION LOAD Of 35Y AND NO ruRTHCR INCREASE IS ALCOVED. FOR OFFICE USE AVS?iill AS COid'rllihll PIUII HIE SOUi1 f� Qk G . lugo!I( CODE 11/.11 UU 99 00 _ BUILDING COD: C0>~CWJCf CftJCE AccirIABCL 110 . 9L — 0 9J_LJ 0 UNITED STEEL PRODUCTS CO 703 ROGERS DRIVE MONTGOMERY MN 56069 WOOD CONNECTORS DATE _ }1.412ioL_ DRAWING NUMDER iM - sug_��PJ_ SHEET NUMBER. /r a oo' THOMAS A. KOLDCN, P.C. CIVIL NUMBER FL1150099 NUTTING ENGINEERS OF FLORIDA, INC. ESTABLISHED 1967 REPORT OF GEOTECHNICAL EXPLORATION KETTANAH RESIDENCE 935 NE 95 STREET MIAMI SHORES, FLORIDA 33138 FOR M. SIMON & ASSOCIATES 3344 NE 32 STREET FORT LAUDERDALE, FLORIDA 33308 PROJECT # 10903.5 PREPARED BY NUTTING ENGINEERS OF FLORIDA, INC. 81751 N. 32 AVENUE SUITE # 2 HIALEAH, FLORIDA 33018 MARCH 2003 Geotechnical & Construction Materials Hydrogeology & Monitoring Wells Engineering • Inspection • Testing www.nuttingengineers.com • info@nuttingengineers.com 8175 WEST 32ND AVENUE • SUITE 2 • HIALEAH, FL 33018 Miami -Dade (305) 858 -0981 • Palm Beach (561) 736 -4900 • Broward (954) 941 -8700 • Fax (561) 737 -9975 • Fax (954) 938 -8900 NUTTING ENGINEERS OF FLORIDA, INC. ESTABLISHED 1967 March 17, 2003 Mr. Richard Simon M. Simon & Associates 3344 NE 32 " Street Fort Lauderdale, Florida 33308 Subject: Report of Geotechnical Exploration Kettanah Residence 935 NE 95 Street Miami Shores, Florida 33138 Dear Mr. Simon: Subsurface Soil Exploration Offices throughout the state of Florida www.nuttingengineers.com • info@nuttingengineers.com Phone (954) 566 - 3100 Geotechnical & Construction Materials Engineering & Testing • Inspection Environmental Services Fax: (954) 566 -1298 Nutting Engineers of Florida, Inc. has performed a geotechnical exploration for the proposed residence addition to be constructed at the above referenced site. The purpose of this exploration was to obtain information concerning the subsurface conditions in order to provide site preparation and foundation design recommendations for support of the proposed construction. This report presents our findings and recommendations. PROJECT INFORMATION The site of the referenced project is located at 935 NE 95th Street in Miami Shores, Florida. We understand that plans include the construction of a second floor addition of the existing residence. It is also our understanding that the existing residence is supported on a shallow foundation system. Structural information was not available at this time; however, we estimate that 3,000 pounds per square foot bearing capacity will be required. If a higher bearing capacity is required, this office shall be notified immediately so that the condition or change can be evaluated and appropriate action taken. GENERAL SUBSURFACE CONDITIONS The exploration of subsurface conditions included site observation, and two (2) Standard Penetration Test borings (ASTM D -1586) performed on March 3, 2003. Nutting Engineers of Florida, Inc. has performed two (2) Standard Penetration Test (SPT) borings (ASTM D -1586) to a depth of 15 feet below the existing ground surface in order to evaluate the subsurface soil conditions. The individual test boring reports are presented in the 8175 W. 32ND AVE., SUITE 2 • HIALEAH, FLORIi5A 33018 • (305) 557 -3083 • Fax (305) 824 -8827 Broward (954) 941 -8700 • Hillsborough (813) 866 -8800 • Palm Beach (561) 736 -4900 Appendix of this report. The borings were established in the field using approximate methods; namely, a measuring wheel and available surface controls. Test Boring Results In general, the borings revealed fine sand (fill) with limestone fragments to depths ranging from 3 to 5 feet below the existing ground surface. We note that on boring B -1, about 4 inches of topsoil was encountered at the surface. Beneath the fill layer, medium dense tan limestone with sand lenses was encountered to the maximum depth explored of 15 feet below the existing ground surface. Standard Penetration Resistance Values (N- Values) in the top fine sands ranged between 6 and 14 blows per foot. A detailed description of the interlayering of the profile components is presented in the test boring records provided in the Appendix. Groundwater The groundwater level was measured at the boring location at 3 feet below the existing ground surface. Fluctuation in the observed groundwater levels should be expected due to seasonal climatic changes, construction activity, and other site specific factors. Geotechnical Site Suitability Foundation \Slab Evaluation ANALYSES AND RECOMMENDATIONS The borings performed in the area of the existing house revealed that loose to medium dense fine sands were found within the upper three to five feet of the soil profile. The existing soils do not posses the anticipated soil bearing pressure of 3,000 psf and the existing soils must be improved in order to achieve the required soil - bearing pressures for the proposed addition. A structural evaluation must be performed by a structural engineer to verify that the existing property can withstand the loads imposed by the second floor addition. The following sections present design criteria for foundation and our recommendations for site preparation and foundation construction. If it is considered by the structural engineer that the existing residence is suitable for a second floor room addition, the soils beneath the existing residence must be improved to control foundation settlement. We recommend that pressure - grouting procedure be complemented beneath the existing structure. The foundation plans should be tnade available to us to determine the best approach, and discussions should be held with us, the general contractor, pressure grouting contractor, and the owner to provide details concerning the this work. NUTTING ENGINEERS OF FLORIDA. INC. ESTABLISHED 1967 3 1 The grout pipes should be driven, not jetted, to 5 feet below the existing ground surface or to a depth where the limestone formation is encountered. Grouting should continue at the 5 -foot depth until no further grout take occurs. The grout pipe should then be raised in 1 -foot intervals and the grouting process repeated until the grout pipe is removed. We recommend an 18 -inch spacing along the exterior footings. Grout should be injected at every other point initially. Once the grout has set, the remaining injection points should be grouted. The grouting procedure should be monitored on a full time basis by a representative of Nutting Engineers to verify the process is performed in accordance with our recommendations, and to verify that the engineering intent is accomplished. The grout used should be a sand and cement mix and the grout pump should be capable of providing a pressure of 150 pounds per square inch. A minimum one -inch diameter grout pipe should be used. Due care should be taken during the grouting process to ensure that no damage occurs to the existing structure (floor slab and footings), and other structures. After the Pressure Grouting program has been completed, it is our opinion that the soils will be able to support the proposed construction. We recommend that discussions be held with us, the structural engineer, the owner and other interested parties to provide input concerning the addition of this second story addition. Should you have any questions, or if you need additional information, please feel free to contact us. We appreciate the opportunity to provide these services for you. If we can be of any further assistance, or if you need additional information, please feel free to contact us. Sincerely, NUTTING ENGINEE?S,9F FLORIDA, INC. eo ardo Offre Project Eng • eer Attachments: Test Boring Reports (1 -2) Soil Classification Criteria Limitations of Liability Kettanah Residence M.Simon & associates. Leo NUTTING ENGINEERS OF FLORIDA. INC. ESTABLISHED 1967 4 c,1 / x 3 /if /a.3 Alex R. Montenegro, P.E. 59426 Senior Engineer /Division Manager 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Depth Feet NUTTING ENGINEERS OF FLORIDA, INC. Established 1967 • Penetration - N Value Description of Materials 0 10 20 30 40 3 L T Lt. tan quartz fine SAND with limestone fragments 3 Lt. tan silty LIMESTONE with sand lenses 5 , Test Boring terminates @ 15 feet. Client: _ ___ M. Simon & Associates Project Name _ Kettanah Residence Addition Project Location: 935 NE 95th Street, Miami Shores, Florida Hole Location: _ Approx. 8' S. and 8' E. of the SW house corner Driller: M. Drain Elevation Reference: Approx. @ road crown Casing:Diameter: 3" OD BX Flush Couple Sampler:Diameter: 2" OD x 2' Split Spoon Groundwater depth:Immediate: 3' SAMPLES WILL BE DISCARDED IN 60 DAYS UNLESS INSTRUCTED OTHERWISE. TEST BORING REPORT — —t Geotechnical & Construction Materials Hydrogeology & Monitoring Wells Engineering • Inspection • Testing 50 60 70 80 90 N Sampler Casing by: AA- /2 1310 Neptune Drive, Boynton Beach, Florida 33426 Boynton Beach (561) 736 -4900 • Pompano Beach (954) 941 -8700 • FAX (561) 737 -9975 4/5 7/10 10/8 6/6 7/5 5/7 16 8/8 8/8 12 i 7/6 6/6 16 8/8 8/8 7/8 10/13 12 14 18 Order #: 144.2 Hole #: 1 Blows Date Started: 3/3/03 Date Completed: 3/3/03 Hammer WT: 280# Fall: 24" Hammer WT: 140# Fall: 30" 20 Alex R. Montenegro, P.E. 59426 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Depth Feet r Dark brown quartz fine SAND, trace limestone fragments 3 5 5 NUTTING ENGINEERS OF FLORIDA, INC. Established 1967 • Penetration - N Value Description of Materials 0 10 20 30 40 50 60 70 Lt. tan quartz fine SAND with limestone fragments Tan silty LIMESTONE with sand lenses Test Boring terminates @ 15 feet. SAMPLES WILL BE DISCARDED IN 60 DAYS UNLESS INSTRUCTED OTHERWISE. TEST BORING REPORT 7 I Client: M. Simon & Associates Project Name: Kettanah Residence Addition Project Location: 935 NE 95th Street, Miami Shores, Florida I Hole Location: Approx. 6' N. and 3' W. of the NE house corner Driller: M. Drain Elevation Reference: Approx. @ road crown Casing:Diameter: 3" OD BX Flush Couple Sampler:Diameter: 2" OD x 2' Split Spoon Groundwater depth:Immediate: 3' Geotechnical & Construction Materials Hydrogeology & Monitoring Wells Engineering • Inspection • Testing by: 1310 Neptune Drive, Boynton Beach, Florida 33426 Boynton Beach (561) 736 -4900 • Pompano Beach (954) 941 -8700 • FAX (561) 737 -9975 80 90 N 6 6 14 14 14 10 16 Hole*: 2 Blows Sampler Casing 2/2 4/4 4/3 3/5 7/7 7/7 7/7 7/8 7/7 7/7 5/5 5/5 5/7 9/10 Order*: 144.2 Date Started: 3/3/03 Date Completed: 3/3/03 Hammer WT: 280# Fall: 24" Hammer WT: 140# Fall: 30" 17 Alex R. Montenegro, P.E. #� 426 Major Divisions Group Symbols Typical Names Classifitetion Criteria Cootie- Grained Soils Mora than 50% retained on No. 200 sieve• Gravels 50% or more of coarse fraction retained on No. 4 sieve sl uaeIO GW Well graded grovels avd gavel -sand mixtures, little or no lines Classification on basis of percentage of fines Less than 6% pass No. 200 sieve GW, GP, SW, SP More than 12% pass No. 200 sieve GM. GC, SM, SC 5% to 12% pees No. 200 sieve Borderline classification requiring use of dual symbols Cu . D60/D10 Greater than 4 �- (D 30)2 Between 1 and 3 7 0 10 0 0 60 GP Poorly graded gr avel! and ta avebsand mixtures, little or no fines Not meeting both criteria for GW Anerberg limits plot below "A" line or plasticity index less than 4 Anerberg limits plotting in hatched area are borderline classifications requiring use of dual symbols • — t a = _ tj T u. GM Silty gravels, gr avel.mnd• silt mixtures GC Clayey gravels. gravel sand. clay mixtures Aterberg (units plot above "A" tine end plasticity index gr eater than 7 Cu ' D601D10 Greater than 6 t°30)2 C7 Sands More than 60% of coarse fraction passes No. 4 sieve tpueS ueep SW Well -galled sends and (r ovally sands, little or no fines D10 x D60 Between 1 and 3 SP Poorly graded sands and gravelly sands, little or no fines Not meeting both criteria for SW Anerberg limits plot below "A" line or plasticity index less than 4 Anerberg limits plotting in hatched area are 1f' 1 3 Sr. SM Silty sands, sand silt mixtures SC Clayey sands, sand-clay mixtures Anerberg limits plot above "A" line and plasticity index greater then 7 borderline classifications requiring use of dual symbols Fine - Grained Soil 60% or more passes No. 200 sieve • . .€ P V _ — 'i t M b .48 n m Ml Inorganic silts, very line sands, rock flour, silty-or clayey fine sands R a xsr wxar ....•n .. Co.... no' q1i. �i T.77o .. inn , •.v.• of .. ".'°. . ' ev... Om.' x.'.".: O.. o.73 Ill 707 Cl Inorganic clays of low to medium pla sticityravelly , g clays, sandy clays, +ilry clays, lean clays Q OI_ Organic silts and organic silly clays of low plasticity t i - E .o t: _ Y q 8 — v e N 6 Mel Inorganic silts, rnitat@tus or diatomaceous fine sands In vets, elastic silts .:.. ;;4i-Mi� Eaot, v CH Inorganic clays of high plasticity, fat clays o .a 70 30 .a so se 70 so eo 7e0 ■ OH Or clays of medium to high plasticity Nigh y Organic Soils PT Peat, muck, and other highly organic soils Visual.Manual Identification, tee ASTM Designation 02488. 1 1 1 1 1 1 1 1 1 1 1 SOIL CLASSIFICATION CRITERIA RELATIVE DENSITY SHEAR STRENGTH SAND CLAY SPT N -VALUE RELATIVE SPT UNCONFINED CONSISTENCY N -Value COMP. STRENGTH (blows /ft.) DEN; (blows /ft.) (tons /ft.2) 0 - 4 Very Loose <2 <0.25 Very soft 5 - 10 Loose 2 - 4 0.25 -0.50 Soft 11 - 29 Medium 5 - 8 0.50 -1.00 Medium 30 - 49 Dense 9 - 15 1.00 -2.00 Stiff >50 Very Dense 16 - 30 2.00 -4.00 Very Stiff 100/6" Refusal >30 >4.00 Hard PARTICLE SIZE DESCRIPTION MODIFIERS Boulder >12 in. 0 - 5% Slight trace Cobble 3 to 12 in. 6 - 10% Trace Gravel 4.76mm to 3 in. 11 - 20% Little Sand 0.074mm to 4.76mm 21 - 35% Some Silt 0.005mm to 0.074min >35% And Clay <0.005mm 'Bawd on the material passing the 3. n. (75- mm.isievo. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 WARRANTY We warrant that the services performed hy Nutting Engineers of Florida, inc. are conducted in a manner consistent with drat level of care and skill ordinarily exercised hy members of the profession currently practicing under similar conditions. No other warranties, expressed or implied, are made. While the services of Nutting Engineers of Florida, Inc. are a valuable and integral part of the design and constuction teams, we do not warrant, guarantee, or insure the quality or completeness of services provided by other members of those teams, the quality, completeness, or satisfactory performance of construction plans and specifications which we have not prepared, nor the ultimate performance of building site materials. SUBSURFACE, EXPi3ORATiON LABORATORY AND FIELD TESTS 1,iMITA'I'IOJNS OF LIABILITY Subsurface exploration is normally accomplished by test borings; test. pits are sometimes employed. The method of determining the boring location and the surface elevation at the boring is noted in the report. This information is represented on a drawing or al the boring log. The location and elevation of the boring should be considered accurate only k) the degree inherent with the method used. The soil boring tog includes sampling information, description of the materials recovered, approximate depths of boundaries between soil and rock strata and groundwater data. The log represents conditions specifically at the location and time the boring was made. The boundaries between different. soil strata are indicated at specific depths; however, these depths are in fact approximate and dependent upon the frequency of sampling. The transition between soil strata is often gradual. Water level readings are made at the times and under conditions stated on the boring logs. Water levels change with time, precipitation, canal levels, local well drawdown and other factors. Tests are performed in accordance with specific ASTM Standards unless otherwise indicated. All criteria included in a given ASTM Standard are not always required and performed. Each test report indicates the measurements and deternunat.ions actually made. NUTTING ENGINEERS OF FLORIDA, INC. ESTABLISHED 1967 ANAi,YSIS AND RECOMMENDATIONS The geotechnical report is prepared primarily to aid in the design of site work and structural foundations. Although the information in the report is expected to be sufficient for these purposes, it is not. intended to determine the cost of construction or to stand alone as a construction speci fication. Report recommendations are based primarily on data from lest borings made at the locations shown on Ole test boring reports. Soil variations may exist between borings and may not become evident until construction. if variations are then noted, the geotechnical engineer should be contacted so that. field conditions can be examined and recommendations revised if necessary. The geotechnical report states our understanding as to the location, dimensions and structural features proposed for the site. Any significant changes in the nature, design, or location of the site improvements must be communicated to the geotechnical engineer so that. the geotechnical analysis, conclusions, and recommendations can be appropriately adjusted. CONSTRUCTION OBSERVATION Construction observation and testing is an important element of geotechnical services. The geotechnical engineer's field representative (G.E.F.R.) is the "owner's representative" observing the work of the contractor, performing tests and reporting data from such tests and observations. The geotechnical engineer's field representative does not direct the contractor's construction ,means, methods, opera- tions or personnel_ The G.E.F.R. does not interfere with the relationship between the owner and the contractor and, except as an observer, does not become a substitute owner on site. The G.E.F.R. is responsible for his/her safety, but has no responsibility for the safety of other personnel at the site. The G.E.F.R. is an important member of a team whose responsibility is to observe and test the work being done and report to the owner whether that work is being carried out in general conformance with the plans and specifications. Date F 1 . 4 APPROVED: PERMIT APPLICATION FOR MIAMI SHORES VILLAGE 10050 N.E: 2nd Avenue • Miami Shores, .Florida 33138 • Phone: 305 - 795 -2204 • Fax: 305- 756 -8972 4 Job Address y ' i%JL `f �i i�'c =L. T Tax Folio Qualifier c. TL• L . /e.�`'s>? 7 et-A.? State # C- @ 3 Municipal # ice. r/f 0 c 4 it /3-5 pcx. Si nature of owner and/or Condi President Notary as to Owner and/or Condo President My Commission Expires FEES: PERMIT Z • • RADON 'A, ‘ 4 ' J Date Historically Designated: Legal Description Owner /Lessee/Tenet --7 1: 7 T A/✓�s f � e D ✓�- r w Mister Permit # )wner'sAddress Cf .3, 'I 1t; 5 r/2 eel Ph A Contracting Co. Ce- / /r1 /t C`'c ?r+Or,�? i' f _ i /ii' C . Competency # Yes SS# Pho Address / 9 9 CIO Ins. C EON ZNV �{ i No L/ES 120 IF THERE IS NO PERMIT PACKAGE ACCESSIBLE ON THE JOB SITE FOR INSPECTORS TO VERIFY, THERE WILL BE NO INSPECTION. RE- INSPECTION FEE IS $50.00 AND - c PAID IN ADVANCE BEFORE CALLING FOR ANOTHER INSPECT i N. Permit Type (circle one): BUILDING ELECTRICAL PLUMBING MECHANICAL ROOFING WORK DESCRIPTIO 1 (1 ) '3 r `- •SPC_ ■ V5 /74 /VC (s ) r�r /-� ,a ter ii �� / s ,- Square Ft. Estimated is (value) --- " WARNING TO OWNER: YOU MUST RECORD A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO DO SO MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR I'ROPERTY (IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR ANY ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.) Application is hereby made to obtain a permit to do work and installation as indicated above, and on the attached addendum (if applicable). I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits are required for all disciplines. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Furthermore, I authorize the above named contractor to do the work stated. azure of Contractor or Owner Builder D e Date Notary as to Contractor or Owner Builder My Commission Expires Date C.0 OTARY � 0 0 BOND TOTAL DUE 1 111 Zoning Building Electrical Mechanical Structural Engineer Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Printed: 5/30/2003 Applicant: RUTH Owner: POLLEY JOB ADDRESS: 935 Contractor Local Phone: Parcel # 1132060143110 Signed: NE 95 (INSPECTOR) Plumbing Permit Permit Number: PL2003 -147 POLLEY RUTH ST Contractor's Address: Page 1 of 1 Legal De ription: MIAMI SHORES SEC 3 PB 10 -37 LOTS 20 & 21 BLK 76 LOT SIZE 100.000 X Pk � os o. 0 )-/ter-t)j\ S. 0 1-Ss Total Fees: $8 .. Total Receipts: $0.00 Permit Status: APPROVED Permit Expiration: 11/26/2003 Construction Value: $3 Work: ROUGH & SET FIXIURES ACCORDING TO PLANS In consideratio f e to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the pl. ns •r. ings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself) my`agent, servants or employes. Signed: (Contractor or Builder) BY: . 0 mr......^17-2=nvzaay.m....szs=.. •ti " xo.S.A.M412.r..41 PULLES PLUMBING CO. WACHOVIA ACM RT 067006432 PH 305-558-0410 8541 SW 133RD PLACE MIAMI, FL 33183 2_003---t LI ilsooS 7 4 1 , 4 ,0• 01 .09- - As-ze/ I cS 67006 2 2090000 78 3 3 2 211 DATE 1$ 155.D° " Security rooOoos DOLLARS' [1111 0.1•11so 4 Date Job Addre PERMIT APPLICATION FOR MIAMI SHORES VILLAGE 10050 Y 2nd Avenue • Miami Shores, Florida 33138 • Phone: 305- 795 -2204 • Fax: 305- 756 -8972 Legal Description Historically Designated: Yes Owner /Lessee/Tenet Master Permit # X Owner's Address / Xo ntracting Co, ! LL .P 1 l ' Qualifier .4c 4s � /A State #C--C'6 v s'- cc ” IF THERE IS NO PERMIT PACKAGE ACCESSIBLE ON THE JOB SITE FOR INSPECTORS TO VERIFY, THERE WILL BE NO INSPECTION. RE- INSPECTION FEE IS $50.00 AND MUST BE PAID IN ADVANCE BEFORE CALLING FOR ANOTHER INSPECTION. Permit Type (circle one): BUILDDING ELECTRICAL �f ) ORK DESCRIPTION: a' � (" 9 Municipal # Square Ft. ed Cost (value) 3Oc WARNING TO OWNER: YOU MUST RECORD A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO DO SO MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY (IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR ANY ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.) Application is hereby made to obtain a permit to do work and installation as indicated above, and on the attached addendum (if applicable). I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits are required for all disciplines. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Furthermore, I authorize the above named contractor to do the work stated. t/ Signature of owner and/or Condo President Date Notary as to Owner and/or Condo President My Commission Expires FEES: PERMIT /,1 RADON APPROVED: Zoning Building Mechanical Plumbing [;5Z7 34 224= S" St •LILT Competency # Date Tax Folio _ / SS# �� Phone Si ire of ontractor or Owner Builder Notary as : Contractor or'O i�er My Commission Expires �OFA, O�\ f F� No 1� s / 7 /33 ,.vC em u „o PLUMBING MECHANICAL ROOFING - NOTARY $T 0 0 3 of — O $ Ins. Co. TOTAL DUE �SS 11CIALNOTARY SEAL GLADYS J VILLAR CCMMISSION NUMB D0091094 My COMMISSION EXPIRES MAR. 1,2006 _ BOND O • Date Date Electrical Structural Engineer E.4 • i T B UNIT FEE ITEM SWITCH OUTLETS UNIT FEE ITEM SPACE 1 ~EATERS UNIT FEE CET LIGHT OUTLETS CENTRAL NEATING S;MAS'tiER RECEPTACLES A/C (WINO) !SAL SERVICE TE4FCRARr A/C (CENTRAL) INKING FOUNTAIN SERVICE SIZE IN AMPS DUCT KIRK OCR GRAIN SERVICE REPAIRAETER CHANa REFRIGERATION EASE TRAP APPLIANCE WRITS PROCESS AND PRESS PIPING riERCEPTOR RAMIE TOP UMERGROUIO TANKS NATORY / OVEN ABOVE GROUND TANKS UNCRY TRAY WATER HEATER U.F. PRESSLRE VESSELS .0T1 -ZS WOOER MOTORS 0- 1 HP STEAM BOILERS •0WER / MOTORS OVER 1- 3 FP HOT WATER BOILERS NK, POT/3 COMP. MICAS OVER 3- 5 FP MECHANICAL VENTILATION NK. RESIDENCE MOTORS OVER 5- 8 FP TRANSPORTING ASSEMBLIES NK. SLCP MOTORS OVER 8- 10 FP ELEVATORS/ESCALATORS :+FORARY WATER CLOSET MOTORS OVER 10- 25 FP FIRE SPRINKLER SYSTEMS I'I'I MOTORS OVER 25-1(0 FP COOLING TOWERS ;TER CLOSET / MICAS OVER 1(0 FP VIOLATION DIRECT WASTES A/C WINDOW REINSPECTION .TER SLPPLY TO: AIR CONDITIONERS . A/C UNIT l STRIP HEATER F IRE SPRINKLER GENERATORS TRAILSf'(AMERS SEATER -NEW INST. / GENERATORS TRAILSFCAMERS rEATER- REPLACE GENERATORS TRANSFCRM¢RS LAWN SPRINKLER -WELL SPECIAL PLRPOSE SNIM1IING POOL CUTLETS CCh4.ECIAL MATER SERVICE SIGN TIRES R CONNECTIONS SIGN TRANSFCA€RS ILITY- SEWER SIGN TIME CM ILITY- WATER FIXTLRES =TIC TANK ANTENNA LAY TELEVISION OUTLETS AINFIELO. 4' TILE/RES. VIOLATION .P & ABANDON SEPTIC TANK REINSPECTION =41GE PIT CU. FT. TCH BASIN SOIARC•E NEIL 'tSTIC WELL EA DRAIN CF IFS.ET LAR WATER HEATER • E STAMPIPE CL PIPING • IN SPRINKLER SYSTEM S RANGE TER SET (GAS) 3 PIPING +.liJ �L.u:.'v L1 U: 11: A CIA JILA C.7.11.C111 t'te1J :STAINED, THE OWNER'S NOTARIZED SIGNATURE NEED NOT BE PRESENT ON SUBSEQUENT APPLICATIONS.) PLUMBIP ELECTRICAL MECHANICAL Date 4-16 8) de" 9D; PERMIT APPLICATION FOR MIAMI SHORES VILLAGE 10050 N.E. 2nd Avenue • Miami Shores, Florida 33138 • Phone: 305- 795 -2204 • Fax: 305- 756 -8972 05 ! lob Address 935 Tax Folio Legal Description Mr4 K ftc\eh 6 1 51uE SCI Contracting Co. X C- P.. 041 110 t P gav el< Owner /Lessee/Tenet Owner's Address Qualifier State # Municipal # IF THERE IS NO PERMIT PACKAGE ACCESSIBLE ON THE JOB SITE FOR INSPECTORS TO VERIFY, THERE WILL BE NO INSPECTION. RE- INSPECTION FEE IS $50.00 AND MUST BE PAID IN ADVANCE BEFORE CALLING FOR ANOTHER INSPECTION. Permit Type (circle one): BUILDING ELECTRICAL DD �/� ,,_[ f �• ,, �� WORK DESCRIPTION:1 & r e/`�� i n� / li l e ro ') reptat e- t.vl �,Ct- n e tk) �I�ua SP�4i 5 cloy 1 dMik1+1-eo r ba 7.rr'r (-0+4 - 4 w2O7 Peack ` Ftt te- )11e,roo Gys4cM % ilr� % 9,700 $2 000 Square Ft. r �� ! '�� Estimated Cost (value) WARNING TO OWNER: YOU MUST RECORD A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO DO SO MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY (IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR ANY ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.) Application is hereby made to obtain a permit to do work and installation as indicated above, and on the attached addendum (if applicable). I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits are required for all disciplines. OWNERS AFFIDAVIT: I certify that all the foregoing informatior is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Furthermore, I authorize the above named contractor to do the work stated. Sign ure of owner and/or Condo President Notary as to Owner and/or Condo President My Commission Expires Historically Designated: Yes BP 1603-.767 Master Permit # ,/3 ) D G O 3 Phone ; r 1 5 9'' I 0 I U address f " 5 I v E SS# Phone ). /5 1)--01e0 Competency # 13BS00434s.co. Lectri `/ Builder Ve60%SSION it CC 866680 S: August 26, 2003 <I EXPIRE omry Fubtic Under`�riters _ R!� 6ande0Thru or or 0 Date Signature of Co Dale FEES: PERM35a• 5 -0 RADON C.0 _ A • r ■ NOTARY APPROVED: Zoning Building 4 3 .S PLUMBING MECHANICAL ROOFING kutAixa ilder Date Date BOND TOTAL DUES S o Electrical Mechanical Plumbing Structural Engineer Master Permit No. Contractor's Name Job Address ❑ Low Slope ❑ Asphaltic Shingles Sketch Roof scupper identify p:1 • 1 Florida Building Code Edition 2002 High Velocity Hurricane Zone Uniform Permit Application Form. Section A (General Information) kpaie g25 l��q� Hsf. ROOF CATEGORY ❑ Mechanically Fastened Tile Mortar /Ad e h 've Set Til e�- ❑ Metal Panel /Shingles ❑ Wood Shingles /Shakes ❑ Prescriptive BUR -RAS 150 ROOF TYPE f"New Roof ¥Re-Roofin ❑ Recovering ❑ Repair ❑ Maintenance ROOF SYSTEM INFORMATION Low Slope Roof Area (SF) Steep Sloped Roof Area (SF) Total (SF) LIr 100 1 -1(700 Section B (Roof Plan) Plan: Illustrate all levels and sections, roof drains, scuppers, overflow rains. Include dimensions of sections and levels, clearly vated pressure zones and lo ation 9f parapets. O F �f Florida Building Code Edition 2002 High Velocity Hurricane Zone Uniform Permit Application Form. 1 Section C (Low Sloped Roof Svsteml Fill in Specific Roof Assembly Components and Identify Manufacturer (If a component is not used, identify as "NA ") System Manufacturer: NOA No.: Design Wind Pressures, From RAS 128 or Calculations: Pmax 1 Pmax2: Pmax3: Max. Design Pressure, From the Specific NOA System: Deck: Type' Gauge/Thickness: Slope: Anchor /Base Sheet & No. of Ply(s): Anchor /Base Sheet Fastener/Bonding Material: Insulation Base Layer: Base Insulation Size and Thickness: Base Insulation Fastener /Bonding Material: Top Insulation Layer Top Insulation Size and Thickness: Top Insulation Fastener /Bonding Material: Base Sheet(s) & No. of Ply(s): Base Sheet Fastener /Bonding Material. PIy Sheet(s) & No. of Ply(s). PIy Sheet Fastener /Bonding Material: Top Ply: Top PIy Fastener/ Bonding Material. Surfacing. Fastener Spacing for AnchorlBase Sheet Attachment Field. " oc @ Lap, # Rows @ " oc Perimeter: " oc @ Lap, # Rows @ " oc Corner: " oc @ Lap, # Rows @ " oc Number of Fasteners Per Insulation Board Field Perimeter- Corner Illustrate Components Noted and Details as Applicable: Woodblocking, Gutter, Edge Termination, Stripping, Flashing, Continuous Cleat, Cant Strip, Base Flashing, Counter- Flashing, Coping, Etc. Indicate: Mean Roof Height, Parapet Height, Height of Base Flashing, Component Material, Material Thickness, Fastener Type, Fastener Spacing or Submit Manufacturers Details that Comply with RAS 111 and Chapter 16. 1 7 FT. ■FT. Parapet Height Mean Roof Height Roof System Manufacturer: A 14-ks 4 Notice of Acceptance Number: 0 /US i ° 3 Minimum Design Wind Pressures, If Applicable (From RAS 127 or Calculations): Pmax1: 1iit_ Pmax2: I ®O bb ? t Pmax3• � 0 b Maximum Design Pressure b1213 (From the NOA Specific System): Method of tile attachment: P0 / y Foo o. cL Jt e k'e I Roof Slope: — 1 : 12 Deck Type: Ridge Ventilation? Pik Mean Roof Height: Floridla Building Code Edition 2002 High Velocity Hurricane Zone Uniform Permit Application Form. Section D (Steep Sloped Roof System) Steep Sloped Roof System Description 1 x b Type Underlayment: Insulation: Fire Barrier: 1 - 1=fr o 14 Fastener Type & Spacing Adhesive Typ1 4 ype Cap Sheet: 1h1 f 6t 1V�r is 1 o >� y Roof Covering: Type & Size Drip Edge: /4(b 3 or 4 Where to Obtain Information Description Symbol Where to find Design Pressure P1 or P2 or P3 RAS 127 Table I or by an engineering analysis prepared by PE based on ASCE 7 Mean Roof Fleight I1 Job Site Roof Slope e Job Site Aerodynamic Multiplier )L NOA Restoring Moment due to Gravity M ht, NOA NOA Attachment Resistance Rewired Moment Resistance M, Calculated Minimum Attachment Resistance F' NOA Required Uplift Resistance F, Calculated Average Tile Weight W NOA Tile Dimensions ,I= length .w-- width NOA All calculations must be submitted to the Building 011icial at the time of .ermit a. dication M Required Moment Resistance* Mean Roof Height -� Roof Slope 4 15' 20' 25' 30' 40' 2:12 34.4 36.5 38.2 39.7 42.2 3:12 32.2 34.4 36.0 37.4 39.8 4 :12 30.4 32.2 33.8 35.1 37.3 5 :12 28.4 30.1 31.6 32.8 34.9 8:12 26.4 28.0 29.4 30.5 32.4 7:12 24.4 25.9 27.1 28.2 30.0 Florida Building Code Edition 2002 High Velocity Hurricane Zone Uniform Permit Application Form. Section E (Tile Calculations) For Moment based tile systems, choose either Method 1 or 2. Compared the values for M with the values from M. If the M values are greater than or equal to the Mr values, for each area of the roof, then the tile attachment method is acceptable. Method 1 "Motp Bas d Tile Calculations Per RAS 127" P r (P,: % x Jl I 04 - Mg: NOA M 61 (P :: DP I X c�' l N = ' - Mg: = M NOA Mr (P t x X L'n _ AWS.Z. - Mg: Mr) :Ti ^ NOA M Method 2 "Simplified Tile Calculation Per Table Below" Required Moment of Resistance (M,) From Table Below NOA M - *Must be used in conjunction with a list of moment based tile systems endorsed by the Broward County Board of Rules and Appeals. For Uplift based tile systems use Method 3. Compared the values for F' with the values for F,. If the F' values are greater than or equal to the F values, for each area of the roof, then the tile attachment method is acceptable. Method 3 "Uplift Based Tile Calculations Per RAS 127" (P, : x I: z w: = ) - W: x cos O. = F NOA F' (P x I: = x w: = ) - W: x cos O. = Fn: NOA F' (P xl: - x w:= ) - W: x cos B . = F, NOA F' mutt VtLOLl l T hUr h4t.HI L A M CJ REQUIRED OWNERS NOTIFICATION FOR ROOFING CONSIDERATIONS 152a.1 Scope. As it pertains to this section. it is the respon- sibility of the rooting contractor to provide the owner with the required routing permit. and to explain to the owner the content of this section The provisions of Chapter 15 of the: Florida Building Code. Building g overn the minimum requirements and standards of the industry for rooting. system installations. Additionally. the following items should be: addressed as part of the agreement between the owner and the contractor. The owner's initial in the designated space indi- cates that the item has been explained. Aesthetics- Workmanship: The workmanship provi- sions of Chapter 15 (High Velocity Hurricane Zone) are for the purpose of providing that the roofing system meets the wind resistance and water intrusion perfor- mance standards. Aesthetics (appearance) are not a consideration with respect to workmanship provisions. Aesthetic issues such as color or architectural appear- ' ance, that are not part of a zoning code, should be addressed as part of the agreement between the owner and the contractor. Renailing Wood Decks: When replacing roofing, the existing wood roof deck may have to be renailed in accordance with the current provisions of Chanter 16 (High Velocity Hurricane Zones) of the. (The roof deck is usually concealed prior to removing the existing roof system). Common Roofs: Common roofs are those which have no visible delineation between neighboring units (i.e., townhouses, condominiums, etc.). In buildings with common roofs. the rooting contractor and/or owner should notify the occupants of adjacent units of rooting work to be performed. Exposed ceilings: Exposed. open beam ceilings are where the underside of the roof decking can be viewed from below. The owner may wish to maintain the archi- tectural appearance; therefore, roofing nail penetra- tions of the underside of the decking may not be acceptable. The provides the option of maintaining this appearance. J _. Ponding Water: The current roof system and/or deck of the building may not drain well and may cause water to pond (accumulate) in low -lying areas of the roof Ponding can be an indication of structural distress and S\4 15.35 may require the review of a professional structural engineer. Ponding may shorten the life expectancy ,..nd performance of the new roofing system. Ponding con- ditions may not be evident until the original roofing system is removed, Ponding conditions should be cor- rected. 6. Overflow Scuppers (wall outlets): It is required that rainwater flow off so that the roof is not overloaded from a buildup of water. Perimeter /edge walls or other roof extensions may block this discharge if overflow scuppers (wall outlets) are not provided. It may be nec- essary to install overflow scuppers in accordance with the requirements of: 7. Ventilation: Most roof structures should have some ability to vent natural airflow through the interior of the structural assembly (the building itself). The existing amount of attic ventilation shall not be reduced. It may be beneficial to consider additional venting which - can result in extending the service life of the roof. Owner's/Agent's Signature Date 1 &k8 01. Contractor's Signature TABLE 1 MINIMUM DESIGN WIND UPLIFT PRESSURES, IN PSF FOR FIELD (PO), PERIMETER (P®) AND CORNER (P©) AREAS OF ROOFS FOR EXPOSURE 'C' BUILDINGS Roof mean heightl PO (Field) PO (Perimeter) PO (Comers) 20 -52 -87.3 -131.4 25 -54.3 -91.1 -137 30 -56.6 -95 -143 35 -58.4 -98 -147.5 40 -59.7 -100.8 -151.2 ROOFING APPLICATION STANDARD (RAS) No. 128 STANDARD PROCEDURES FOR DETERMINING APPLICABLE WIND DESIGN PRESSURES FOR LOW SLOPE ROOF 1 Scope 1.1 This roofing application standard has been developed to provide a responsive method of complying with the requirements of Chapters 15 & 16 (High Velocity Hurricane Zones) of the Florida Building Code, Building. This application standard provides the minimum design pressures for the field, perimeter and corner of roof areas for low slope roofs of mean roof heights up to 40 feet. 2 Definitions 2.1 For definitions of terms used in this applica- tion standard, refer to ASTM D 1079 and the Florida Building Code, Building. Calculated in accordance with ASCE 7 FLORIDA BUILDING CODE — TEST PROTOCOL HVHZ 3. Applicability 3.1 This application standard applies to: a. exposure 'C" category buildings; and b. building heights of less than or equal to 40 feet; and c. roof incline (pitch) is not greater than 1/2 in.; 12 in.; and/ d. roof areas less than or equal to 350 roofing squares. 3.2 Using Table 1 below, determine the minimum design pressure for each respective roof area, which corresponds to the applicable roof height range. 3.3 Referencing the selected Roof Assembly NOA, check that the listed minimum design pressure for the particular approved system meets or exceeds those listed in Table 1 above. (RAS) 128.1 1 Mt N 'NUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) ,tlmar (USA), Inc. 6501 NW 77" Avenue 'bIlaml, FL 33166 1 113 MIAMI -DADE COUNTY, FLO UD A METRO -DADS PLAGLBR Bumf two 140 wlisr F1.AGLER STREE I, SUITE 1603 MIAMI, FLORIDA 33130.15f3 (30S) 375 -2901 FAX (305) 375.2908 SCOPE: fbie NOA is being issued unc.er the applicable rules and regulations governing the use of construction materia Is. the documentation submitted has been reviewed by Miami -Dade County Product Control Division and accep ed �y the Board of Rules and Appeals (BORA) to be usod in Miami Dade County and other areas where allowed by he Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Ccnttul Division (In Miami Dade County) and/or the AHd (in areas other than Miami Dade County) reserve the rii ht co have this product or material tested for quality assurance purposes. If this product or material fails to perfo: m in the accepted manner, the m mufacturer will incur the expense of such testing and the ANJ may immed: ately evoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right :o revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that th:!s prod, .et �r material fails to meet the regl.irernenta of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurnc ane Zone of the Florida Building Code. DESCRIPTION: Altasa "S" Clay Roof Tile LABELING: Each unit shal': bear a permanent label with the manufacturers name OT logo, city, state and following statement: "Miami Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL ofthis NOA shall be considered after a renewal application has been filed and there has been nr' change in the applicable building code negatively affecting the performance of this product. TERMINATION of +hie NOA will occur after the expiration date or if there has been a revision or change 1: s the materials, use, and/or manuft.cture of the product or prooess. Misuse of this NOA as an endorsement c f any product, for sales, advertisinl; or any other purposes shall automatically terminate this NOA.. Failure to tom-- y with any section of this NOA shall be oause for termination and removal of NOA. ADVERTISEMENT: The gOA number preceded by the words Miami -Dade County, Florida, and foilots cal by the expiration date may be d splayed in advertising literature. If any portion of the NOA is displayer., then i : shall be done in its entirety. INSPECTION: A aapy of t sis entire NOA shall be provided to the user by the manufacturer or itv distribute IT and shall be available for insaection at the job site at the request of the Building Official. This NOA consists of pages 1 through 7. The submitted documentation was reviewed by Frnn1cZuloaga, RRC NOA No.: 01-1115:13 Expiration Date 12/16P17 Approval Date: 12/13,12 Page 1 u :'7 A ROOFING ASSEMBLY APPROVAL Category: Roofing Sub- Category: Material: 1. Roofing Tiles Clay SCOPE This renews roofing system using Altura One Piece 8' Clay Roof Tlttr. as manufactured by Almar (USA), Inc.. and described in Section 2 of this Notice of Acceptance. For locations where the pressure requin:ments, as determined by applicable Building Code does not exceed the design pressure values obtained by calculations in compliance with RAS 127 using the values listed in section 4 herein. Tie attachment calculations shall be done as a moment based system. 2. PRODUCT DESCRIPTION Ma;qufactq ed Test antsant 121I11Ik & Altusa One Piece 'S' L .. 18 'A" TAS 112 Tile W = 10.5' 4 " thick nominal 3 25" high Tnm Pieces Length: varies TAS 112 Width: varies v trying thickness Clip L =6" PA114 D 0.125" Clip L.&h -2" PA 114 w irS„ 0.05" thick 2.1 SUBMITTED EVIDENCE: intAamcv The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc The Center for A.pplied Engineering, Inc. The Center for Applied Engineering, Inc. Celotex Corporation Tessin g PRI Asphalt Technology, 1 c. ltedland Technologies T�mcr 94-083 94 -084 25- 7200 -1 Project No. 307025 Teat #MDC -78 MTS :520649 CLF -003 -02 -01 7161 -03; Appendix II1 r Iuv rr 1..rV 1 1LZ Product Ducdadon High profile clay roof tile. For direct fleck or batten nail -on, mortar set or adhesive set applications. Accessory trim, clay roof pieces fbr use at hips, rakes, ridges and valley tetminat:ons. Manufactured for each tile profile. Tile clip L Shaped tile clip Test Nanne/Rcpoxj Static Uplift Testing PA 101 (Adhesive Set) Static Uplift Testing PA 101 (Mortar Set) Static uplift Testing PA 102 (Quick -Drive Screws, Battens) Wind Driven Rain PA 100 PA 102(A) PA 102 PA 102 NOA No.: 02. 1115.03 Expiration Datt: 12/16; 07 Approval Date: 12/1102 Page 2cf7 April 1994 Ma) 1994 Feb 1995 Oct. 1994 May 2000 October 200. Dec. 1991 FACE 1i L • ^ U Tat A s nev Redland Technologies Redland Technologies Redland Technologies Redland Technologies Walker Engineering, Inc. Walker Engineering., Inc. Walker Engineering, Inc. Walker Engineering, Inc. Walker Engineering, Inc. 3. LIMITATIONS The Profile One Piece 'S' Tile 71161 -03 Appendix II Letter Dated Aug. 1, 1994 P0631 -0'1 PO402 Cal c:ulati one Evaluation Calculations Evaluation Calculations Evaluation Calculations Evaluation Calculations Weight *N (lbf) Teo Name/Revert Wind Tunnel Testing PA 108 (Nail -On) Wind Tunnel Testing PA 108 (Nail -On) Wind Tunnel Testing PA 108 (Mortar Set) Witlulrawel Resistance Testing of screw vs. smooth shank nails Aerodynamic Multiplier 25 -7183 25 -7094 25 -7496 25 -7584 25- 7804b -8 25- 7804 -4 & 5 25-7848-6 3.1 Fire classifio1Ltiort is not part of this acceptance. 3.2 For mortar cr adhesive set tile applications, a static field uplift test shall he performed it, accordance with RAS 106. 3.3 Applicant shrill retain the services of a Miami -Dade County Certified Laboratory to perfbrni qunrteiy test in accordance with. TAS 112, appendix 'A'. Such testing shall he subcritted t the Building Code Compliance Office for review. 3.4 Minimum ur.derlayment shall be in compliance with the applicable Roofing Application e Standards lis .ed section 4.1 heroin. 3.5 30190 hot rncpped underlayment applications may be installed perpendioular to the roof slop: unless stated otherwise by the un,derlayment material nlanufaoturota published literature. 3.6 This acceptance is for wood deck applications. Minimum deck requirements shall be i compliance % +ith applicable building oode. 3.7 May be installed on elopes 7;12 end greater. 4. INSTALLATION 4.1 Alm 'Attila One Piece S' Cley Roof Tile and its components shall be installed in etsi :t compliance with Roofing Application Standard RAS 118, RAS 119, and RAS 120. 4.2 Date, For Attachment Calculation TO bit/ 1: Average Weight (W) and Dimensions (1 x w ) Length -1(ft) 1.52 the Dec. 1991 Aug. 1994 July 1994 Sept. 1993 March 1999 March 1995 February 1996 April 1996 December 1996 Width-vs (ft) 0.875 i 1 ' 1 NOA No.: 024115.33 Expiration Date: 12116117 Approval Date: 1211L 12 Page 3ef7 L Tile Profile One Piece 'S Tile i r 1 • ' A Tabli 3: Restorin Moments due to Gravity - M (ft -lbf r: 12" 4 ":12 "' 5": 12" 6 ":12" Or loss Battane C ireot Bettena Dirs+ct Battens Direct Battens Deck Deck Deck 7 '5.35 4.40 8.27 4.31 5.18 4.20 Table 4: Attachment Resistance Expressed as a Moment - M" (ft-Ibf) for Nall -On tome Faatilner Typo Direct Deck (Min 15132" plywood) 2 -10d - ir�ehan elle 1 -100 Smooth or :crew Shank Nail 2$Od Smooth or Screw Shor NaUs 1 .alr8 Screw 2 MS Screws 1.10d Smooth or Screw Shank N ail F CIi 1 -10d Smooth or Screw 1 29.3 Stank Nell (Eave CV) 2 -10d 9 r,00th or Screw I 27.8 Shenk Nails Field Cli .1-10d Srwoth or Screw 38.1 38.1 Shank N Ails (Eave CII 1 Screw with Altuea Clip (Bee clip details) One Place -- Fri - Screw what dip (at the 187.1 187.1 Tile' had of tile) One Piece "9 " 1 Screw with clip (et the 35.1 Tile' water so:4r o of tile) 1. Screw meet tie Installed in the Inside nail hole jocated nearest to the hump of the tile. 6.9 28.7 50.2 23.1 FYU T1JV 11LL 7 ": 12" or greater Direct Battens t) Sect Deck Deck 5.03 4.08 41.89 Direct Deck Battens (Min. 19!32" plywood) 9.2 28.7 58.2 23.1 29.3 27.8 35.2 19.4 - I 2.8 7,3 NIA 2fi.8 - -- 111.0 24.0 39.5 1 41.8 Table 5: 4ttachment Resistance Expressed u a Moment M, (ft -Ibf) for Two Pell Adhesive Set 8 y$bms Tile l Tile Application Minimum Attachment Profile Reslitance One Piece `S' Tile j Adhesive 29.3 2 Bee manufactures rt "newt ap p - vval for ataflation requirements. 3 Flexible Products C Pany 1 f s8ol nd Average weight par patty 10.7 owns. Polyfoet n Prcduct, Inc. Average weight peratty 8 grams. , - NOA No.: 02-111533 F :ptration Dolt: 13(18, 07 Approw 1)att.: 12112, 112 Page 4 (7 PAGE 04 Table 2: AsnodynamlcJ ult - qft Tile X (R) X (f! Profile Batton Application Direct Dock AppllcatIon One Piece 'S' Tie 0.253 0.274 Tile Profile One Piece 'S Tile i r 1 • ' A Tabli 3: Restorin Moments due to Gravity - M (ft -lbf r: 12" 4 ":12 "' 5": 12" 6 ":12" Or loss Battane C ireot Bettena Dirs+ct Battens Direct Battens Deck Deck Deck 7 '5.35 4.40 8.27 4.31 5.18 4.20 Table 4: Attachment Resistance Expressed as a Moment - M" (ft-Ibf) for Nall -On tome Faatilner Typo Direct Deck (Min 15132" plywood) 2 -10d - ir�ehan elle 1 -100 Smooth or :crew Shank Nail 2$Od Smooth or Screw Shor NaUs 1 .alr8 Screw 2 MS Screws 1.10d Smooth or Screw Shank N ail F CIi 1 -10d Smooth or Screw 1 29.3 Stank Nell (Eave CV) 2 -10d 9 r,00th or Screw I 27.8 Shenk Nails Field Cli .1-10d Srwoth or Screw 38.1 38.1 Shank N Ails (Eave CII 1 Screw with Altuea Clip (Bee clip details) One Place -- Fri - Screw what dip (at the 187.1 187.1 Tile' had of tile) One Piece "9 " 1 Screw with clip (et the 35.1 Tile' water so:4r o of tile) 1. Screw meet tie Installed in the Inside nail hole jocated nearest to the hump of the tile. 6.9 28.7 50.2 23.1 FYU T1JV 11LL 7 ": 12" or greater Direct Battens t) Sect Deck Deck 5.03 4.08 41.89 Direct Deck Battens (Min. 19!32" plywood) 9.2 28.7 58.2 23.1 29.3 27.8 35.2 19.4 - I 2.8 7,3 NIA 2fi.8 - -- 111.0 24.0 39.5 1 41.8 Table 5: 4ttachment Resistance Expressed u a Moment M, (ft -Ibf) for Two Pell Adhesive Set 8 y$bms Tile l Tile Application Minimum Attachment Profile Reslitance One Piece `S' Tile j Adhesive 29.3 2 Bee manufactures rt "newt ap p - vval for ataflation requirements. 3 Flexible Products C Pany 1 f s8ol nd Average weight par patty 10.7 owns. Polyfoet n Prcduct, Inc. Average weight peratty 8 grams. , - NOA No.: 02-111533 F :ptration Dolt: 13(18, 07 Approw 1)att.: 12112, 112 Page 4 (7 PAGE 04 r Table 5A: Attachment Resistance Expressed as a Moment - Mt (ft -Ibf) for Single Patty Adhesive Set Systems The Application Minimum Attachment Profile L. Reslstonoe Ono Pleco '6' TGa Potjfoam PolyPro"" 88.5 POlyfoam PolyPro 1 38.r 4 Larne Daddy ol;cement 0X_83grama of Polyero'M. 5 Medium pgddy plaJinc nt of_p arems gf PO !fProni. Table 5B: Attachment Reshitence Expressed as a Moment - M -Ibf) for Mortar Set Systems Tile Tile Attachment Profile _ Application Resletande One Piece 'S' 'Tie Mortar Set' _ 24.50 5. LABELING All tiles shall bear the imprint or identifiable marking of the manufacturer's name or logo, ar following stati:ment: "Miami- Dad'.e County Product Control Approved ". 6. BUILDING PEI:MIT REQUIREMENTS 6.1 Applioat' on for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance. 6.1.2 Any other documents required by the Building Official or applicable building code in order to properly evaluate the installation of this system. i1. PRCI ILE DRAWINGS ONE PO;CE'S' CLAY ROOF TILE NOA No.: M-1115,33 Expiration Dec 12/16, �7 Approval Dots: 12/11 Pays 5 u f CLIP WITH ONE CO SC ROW ATTACHED TO I )ECUs °SPANISH e" TILE SY ALTUSA — ', (Tyr.) CUP DBTATTJs 2.112' OVIRLAP (COVERS PIN HOLE) CLIP PLACEIONT OSTAIL SCREW IN THE INSIDE HOLE NEAREST TO THE HUMP Or THE TIL■ CLIP ECK NOA No.: 02- 1115.13 Eapirattn■ Date; 12/16/17 Approval Dote_ 12/12/ )2 Page 6 n ' 7 f • J IC SCREW MoLoa - cUP ONTO OEM - SPANISH A" TILT SY ALTO IA CLIP PIr1CeIDSAT arTAIL CUE DETAILS (CON'T) Of OVERLAP (COYPUS PIN NOl!) END QE THIS ACCEPTANCE IL- SCREW 1N THE MISSY NA0., ROL6 NEAREST TO TM NUMP Or THE TILE ! 114" 1 Hl4° 3)4' DECK NOA No.: 02- 1115.' I3 Expiration Date: 12/16/.17 Approval Date: 12/12/ Page 70 01%24/01 MON 13:08 FAX 954 578 10J2 MIAM A[]E 01111 . ACCEPTANCE NO.: 01- 0521.0Z EXPIRES: 05/10/2006 APPROV 06114/2(01 V16 ■C200011tompf2toLnouc• i(C •panee co.or pat -.doe Internet mail address: potttnnster @bu)Idlitecodeontinc.cam ')N Xb 4 POLYFOAIM PRODUCTS, INC. PRODUCT cQNTRQJ - NOTICE OF ACCT PTANCL Poly foam Products, Inc. 7400 Spring- Stucbncr Rnud Spring ,TX 77383 -1132 • The expense of such icstinl; will he incurred by the manufacturcr. MIAMI -DADE COUNTY. FLORIDA METRO -DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE MMIrRO -OAUC FI,AGLEIt BUILDING 140 WES - FLAGLER STREET. SUITE 1GU3 hlfAMI. I LORIIJA 331]0 -13 (.3 (305) )73 -2901 TAN (303) 375- 11t CONnluc I.ICrN:4INC SEC11()N (305) )7S - 13?7 FAX (3ns1 37s -xs5* CtINTRAe`: rote £NFr CENItorr IIVlstoN 005) )75 -Y1661 IX (3US) ]15.1UUtl PRODUCT CONTROI. P'VISION (3u51)75 -:002 FA \ p0S) 31 Your application for Notice of Acceptance (NOA) of: Two Component Polyurcthcnc Foam Adhesive under Chapter 8 of the Code of Miami-Dade County governing the use of Alternate Materials and Types of Construction. and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this , iroduct or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the apprcvcd manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. I3CCO reserves the. right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida 3ui!ding Codc. Raul Rodriguez Chief Product Control Division �1I HS Idyl I E COVRRSIIEI;T, St:kADht1r1Or4At, NACF,S FOR SPECIFIC AND ( CQrN_IQNS nut! DIN =CO PRODUCT REVIEW COMMITTl 1 This application for Product Approval has been reviewed by the I3CCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set tort above. rrancisco 1. Quiitlnna. R.A. Director Miami - Dada: County building Code Contpli:tnce Offow Ilotocpagr: http ;I /www.bulldingcodoonllnc.cont 11100 RJ)IOM 71 ATddllS Wd 91: Z [ QOM E0-90-?_M4 07/ HON 13:08 FAX 954 S78 1042 'd ROOFING ASSEMBLY APPROVAL. caltl;nrv: Rooting Sub- Category: RctaITile Adhesive I'vtaterittl.: Polyurethane 2. PRODUCT DESCRIPTION Prol'ack6U 30 & 100 N/A 2.2 Typical Physical Properties: Property Tot Density ASTM D 1622 Compressive ASTM n 1621 Strength Tensile Strength ASTM D 1623 Wntct Absorption ASTM D 2127 Moisture Vapor ASTM E % Transmission Dimensional ASTM 1) 2126 Stability L99b99199 ON Xb.d POLYFOMI PRODUCTS, INC. Resulla 1.6 lbsJft.' 18 PSI Parallel to rise 12 P51 Perpendicular to rise 28 P51 Parallel to rise 0.08 Lbs. /Ft 3.1 I'crm / Inch PnlyfopmJ rpducts, Inc. ACCEPTANCE No.: 01-- t1Sl1.42 Approval Datc :.tune 44, nut l:xpirntion Date: 412y in joou 1. SCOPE This approves l'otypruI Al 1160 as manufactured by Polyroatn Products, Inc. as described in Section 2 of this Notice of Acceptance. For the locations where the design pressure requirements, as determined by applicable building code. does not exceed the design pressure values obtained by calculations in comptinacc with Roofing Application Standard RAS 127, for use with approved flat, low, and high profile roof riles system using PoiyproaD AH 160. Where the attachment calculations arc done as a moment based system for single patty placement, and as an uplift based system for double patty systems Manufactured by Tcitt Product Aulicant lip ion% Sttecitlentlnni Dessriptinn l olyprott A H 160 N/A PA 101 Two component polyurethane l'oantprodt) RTf'1000 N/A Dispensing I=quipment Dispensing Equipment 2.1 Components or products manufactured by others: Any Miami-Dade County Product Control Accepted Roof Tile Assembly having a current NOA which list uplift resistance values with the use of Potypro A11160 roof tile adhesive. +0.07% Volume Ch:utgc v -40 F.. 2 weeks •0.6.0 9, Volume Chan .30 c ••• 1 luuiitli[ , 2 wvvkr A k# b Frank Z.tdcragn, RRC Product Control Examiner 11 1003 H,LNOM Aiddf'S CEV E0-9G -TAW .' 07/23/01 YON 13:09 FAX 954 578 1042 POLYFOAY PROD1.JCTS.INC. PoIvicihm ?todu4lsJ!1c. ACCEPTANCE No.: 01- 0521.03 Note: The physical properties listed above Are presented as typical nvernzc values 119 determined by accepted ASTM test methods and are subject to normal manufacturing yang lion. 3. LIMITATIONS 3.1 fire classification is act part of this acceptance. Refer to the Prepared Roof Tile Asscrnbly for fire rating. 3.2 Polypro® AI-116Q shall solely be used with flat, low, & high tile profiles. 3.3 Minimum underlayments shall be in compliance with the Roofing Application Standard RAS 120. 3.4 Roof Tile manufactures acquiring acceptance for the use of Polypro® AI-I160 roof tile adhesive with their tile assemblies shall test in accordance with PA 101. 3.5 Roof Tile manufactures acquiring acceptance for two paddy placement with the use of Polypro® AH160 roof the adhesive with their tilt assemblies shall tat in accordance with PA 101 and with section 10.4 as modified herein. (-11 w MS 4. INSTALLATION 4.1 Polypro® AH 160 may be used with any roof tile assembly having a current NOA that lists uplift resistance values with the use of Polypro® AH160. 4.2 Polypro® AH 160 shall be applied in compliance with the Component Application section and the corresponding Placement Details noted herein. The roof tile assembly's adhesive attachment with the use of Polypro® AN 160 shall provide sufficient attachment resistance, expressed as an uplift based system, to nice: cr exceed the uplift resistance determined in compliance with Miami -Dade County Rocfing Application Standards RAS 137. Thc adhesive attachment data is noted in the roof tile assembly NOA 4.3 Polypro® AN 160 roof file adhesive and its components sha:1 be installed in accordance with Roofing Application Standard RAS 120, and Polyfoam Products, Inc. Polypro€ AH160 Operating tnstnlction and Maintenance Booklet. 4.4 Installation must be by a Factory Traincd'Qualified Applicator' approved and licensed by Polyfoam Products, Inc. Polyfeam Products Inc. shall supply a list of approved applicators to the authority having jurisdiction. 4.5 Calibration of the Foampro® dispensing equipment is require:I before application of any adhesive. Thc mix ratio between the "A" component and the "3" component shall be maintained between 1.0 -1.15 (A) : t _0 (13). The dispense timer shall be set to deliver 0.0175 to 0 15 pounds per tile 15 determined at calib;aton. No other settings shall be approved. 4.6 Polypro® A1-1160 shall be applied with Foarnpro RTF 1 000 or ProPack® 30 & 100 dispensing equipment only. 4.7 I'olyprod0 At 1150 shall not be exposed paninnently to sunl 20 'd L99b509[99 'ON X1 3 Frank Zuloasa, RRC Product Control Examiner H,LdOM X1 A'ddFS. :E Wd 2. ®004 03M 00 -90 -N1 Tnblc 1: Adl esive Placement For Each Generic Tile • Profile Tilefrorle Placement Detail Single I'uddy Weight Min. (gruffns) Two Paddy Weight per paddy Min. (grams) Flat. Low I Profiles 1I 35 N/A High Profile (2 Piece Darrel) ill 17 /side on cap and 34 /pin N/A Flat Low, Hi h Profiles 12 24 N/A Flat, Low. Hi 'Ii Profiles N3 g 01/23/01 MON 13;09 FAX 954 578 1042 70 'd Po1ifo tnt Products, Inc. POLFFOAM PRODUCTS. INC. ACCEPTANCE No.: 0t- 0521.07 4.8 Tiles must be adhered in freshly applied adhesive. Tile must be set within 2 to 3 minutes after Polypro® A1-1160 has been dispensed. 4.9 Polypro® AH 160 placement and minimum patty weight shall be in accordance with thc'Placcmcnt Details' herein. Each generic tile profile requires the specific placement noted herein. 5. LABELING All Polypro® AI1160 containers shall comply with the Standard Conditions listed herein. 6. BUILDING PERMIT REQUIREMENTS 6.1 As required by the Building Official or applicable Building Code in order to properly evaluate the installation of this system, 4 crank Zuloaga, RRC I'roduct Control Examiner Moo 2.59b585 9 5 ON HJ, ?OM XI AYddflS 084 Wd 91: GM 50- 90 -8dW . 07/23/01 MON 13 :09 FAX 954 578 1042 POLYFOAX PR0DUCT5.1NC. Polvfooni Products, Inc. Nail IAt ;ugh plank cement Unendarvnl Nall Waugh plank careen Ca•1 Ca.v 10 tn. 11.1 $174.11 sal,: 11.1/ 4.a11. appet4 1/ hoe wok', ;() 'd 1.991789199 ON WA ADHESIVE PLACEMENT DETAIL 1 SINGLE PATTY /t /a1 INn.1in ra.J 5 ACCEPTANCE No.: 01- 0521.02 10 In. �. plat, 16.4.4h NI) a.a LIMA& .nt: R..y . Mlhw 1pp,.. 1 k •p Ina IoNIMVI ft iCSrret Na0 11raph p4uk GtTaal toot uak h* boa pd'Ml11 sans. Ia. w NMI .n.1010 • „ ala[ Ilya INO aanniLL '1a *PIO Plat =at hods 11gAy la..9 douse Ye Idea q Mc* 1•w•A mN1111a In widen 17 u D cgNata 1.11..1 M ta•Mact dlh Yn p■ 01 1 I Trna t wa 40874 de.-. "t10 awtlba u1 k 111 k fraM wide adds al twat Ida 1Mn 1.1ad tM tk. warp "e1.t. HJ,dOM NH AlddllS Frank zuic, , ARC Product Ca.--cr31 Examiner . : glove :H." O7 /2J /O1 MON 13:10 FAX 954 578 1092 POLVFOAM PRODLICTS,INC. Polyforim Produstf,Inc• ACCEPTANCE No_ : 01-0521.02 ADHESIVE PLACEMENT DETAIL 2 SINGLE PATTY NOD lAIOJ111 pl■ntic Cement P l 1)Bcnnem Tk) 6 ).:;9t/9.19 ON HINOM X; n iddfS := Frank nozoct, RRC Product Cti trot Examines 1007 nt ( .. J.~ -90 -(1 V W • 07y23,'01 MON 13:10 FAX 954 578 1012 d r431Y1 Produc15 Inc. NU through plastic cement ' 3 In, s ) In. Singh, paddy on under- Loymeni Single paddy on top of the Smolt paddy under Ilia POLYFOAN PRODUCTS, INC. ACCEPTANCE No, 01-0521,02 ADL1ESIVE PLACEMENT DETAR, 3 DOUBLE PATTY j 008 Nall through plattic cement Erne Carat Cava LOOK' lin. II /in. meeker *toed' nava Fucks course only isAn. x 1 In. 41n. Single paddy on under- 'erten' On& pi under C.Ie Singh paddy on Lap of II Erre Coosa Slagle paddy bowman WO foe C:esuiv Path thanvaan filo) Paddy (under Oa) 7 Frank Zuloaga, i&RC Product Control Examiner SInple paddy undot li Singh paddy between 10 1 In. 7 In. medium are paddy uve couelo only Fuck Via** oloatits 04p edge L998SI9S 'ON XVA Hiaom Y1 A :EV Wd 91:1 al EO-SO-HVW .09/,23/01 MON 13:10 FAX 954 576 1042 POLYFOAM PRODUCTS,INC. Pol f yo nt Products, lilt. ACCEPTANCE No. 01- 05211.02 Renewal of this Acccptancc (approval) !;hall be considered alter a renew:: =vacation has been filed and the oriSinal Submitted documents, including test - supporting data, one: ing docuniet:ts. are no aide: than eight (8) years. 2. Any and all approved products shall be permanently libeled with the :'facturer's nave, city. state, and the following statement "Mivtti -Dade County Product ::.;z .ral Approval ", or as specifically slated in the specific conditions of this Acceptance, 3. ltcrcwals of Acceptance will not be considered if, a. There has been a change in the South Florida Building Code af;::_41r the evaluation of the product and the product is not in compliance with the code clhangca b. The product is no longer the same product (identical) as the one o-i- =.-}y approved. c ff the Acceptance holder has not complied with all the axle:L.. of this aceeptacce, including the correct installation of the product. d. The engineer who originally prepairt:d, signed rind scaled the rec:.t. c documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or nmanuf'acture o' product or process shall :automatically be cause for termination of this Acceptance, unless prtar rrr cn approval has been requested (through the cling of a revision application with apprepri at:: E) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acccptaoz.. a. Unsatisfactory performance of this product or process. b disuse of this Acceptance its an endorsement of any product, ;es, advertising or any other purposes. (t. Ili,: Notice of Acceptance number preceded by the words Miauti -Dad.: C::::: y, Florida, and folloe\ by the expiration date may be displayed in advertising literature. 1r1 "action of the Notice of Acceptance is displayed, then it shall be done in its entirely. 7. A co1y of Acceptance. as %veil as approved drawings and other dccurrer- , ■vhcrc it applies, si12 be provided to the user by the m3nufacturc:r or its distributors and shat! t.- available for inspection the job site at all time Tltc engineer need riot reseal the copies. Failure to comply with any section of this Acceptance shall be cause ie• ec 771 and =loyal cf Acccptancc. 9. r.rs Notice of Acceptance consists of pages 1 through B. a(� L99b9H :95 ON XJ.i END OF THIS ACCEPTANCE a i �a:� :sloaga, RRC l'TuIJ Control Examiner H.LNON X1 nice � =: �c L1 Z Q"" E0 -90 -NSW Zoos 7 1/2" --- 95.750 7 1/2" 2. POINT \ LOCK OPTION / / / / — 37.500 xciz X ON CENTER TYP. HEAD & SILL 7 1/2" 5 1 /2" 1.3.5" S.JJJ IT ON F P4ME CORNERS PANEL CORNERS t 13.5" I TYP. I/ X. 1 5 1/2" 7 1/2" ---- 95.750 �aX 7 1/2" ----f '�.. • rS 2 POINT LOCK OPI7ON 13" — MAX. ON CENTER TYP. HEAD & SILL XX 71.750 wx. 3 Robe it bar P.E. :..P.E.' 397 J ; 7 T/2 Rarsiors: • 0) cdde.d 2pt. lock info 1 Cezvn 7 1/2" 5 1/2" 13.5" chld e, 5 1/2" { 7 at:: a2 / s _ .. ... -____._... w_. r. yw..".... w. �.+ w+. v. r.. w_..w.+.r- -- •- r.�.....r�..... -� ..� w r..._ . -. .... _..... n ..�.r►"a+w.r. \�af.rw._.v_�_ •• l • .v':2 .ate �v1 - . '%S,.K„},_T.iy'''•�Y. -. _` ;'r�[':r 't7t'f'r`y,.� -.rS.+ < - �•�. -�•, i • - • • • ....a -.•-. 13.5" TYP. MAX. 1 . S_XI_AN T ON FRAME CORNERS L PANEL CORNERS fr-x = 1/64 cad .c j Decirx:1 = 1 Series/3dodel: . SWD -101 . . • F r en ch - PCT KO: 1�10GR KO . LARGE . MISSLE IMPACT DOORS 1.) GLAZING: .401 /464 LA.4IITLITED W /INTcRLAYcR (MONSANTO OR DUPONT) 2.) CON7GURA770NS: X, )Cc' 3.) DESIGN PRESSURE RATING: 3o) .464 LAM.: +75 P.S.F. –75 P.S.F. 3b) .401 LAM.: :� 60 P.S.F. -=6 60 P.S.F. 4.) ANCHORS: M.X. 7 1/2" FROM CORNERS (HEAD & SILL) MAX. 5 1 /2 " FROM CORNERS (JAMB) - MAX. SPACING AT HEAD & SILL: 13.000 . M.X. SPACING AT JAMF.: 13.500 - 5.) NO SHLRS REQUIRED 6.) REFERENCE TEST REPORT:. FTL -2241 7.) FOR LOCKING ASSE,lM3LY OPTION – SEE SHEET 3 OF 4 1070 Technology Dr. - Nokomis, Fl. 34275 • XX --••: • - '•S 1 �1 JC PRODUCT RENEWED ACCEFTtiC ,E bc. 1 ^6 U11 p c EX?I,ZATiO.` DATE IUD +c G 2Z Z^� • E' OtX cr a) T 4 L D VISION 0 - u r..o(xc oDo. COM F OFNCE et _ • ' INDUSTRI • - \n •4 3 i • s -'r.. �i, • Rev: D.� • • 95.750 93.625 4.000 ROUGH OPENING .250 MAX. SHIM SPACE ROUGH OPENING' SEE SHEET 3 FOR ANCHORS • r-vrrnr�n -- •••• ••• • . �== 43 . 0 0 0 r s : := .`asvr;: A._- i a:O:r�'e`. �tn • �a+! ?W:r.....hc v % .S��Y�l` r.v!��•�a...a•.l..•r. w. �•� 1M1••.b } r - 2c �4. Y'•.' VL• V� .1�'•.Tf1�ww.ca�w.^.�ow�:.a.�L 1 1 1 84 3/4" DAYLIGHT OPENING i 1.479 1 . MAX. SHIM .250 SPACE VERTICAL SECTION • INTERIOR - 34.625 TYP. BOTH PANELS ACTIVE PANEL. I 25" DAYLIGHT OPENING HORIZONTAL SECTION R: s:ors: D) added 2 p t. lock info • INTERIOR, 1.89 ..250 _ -_,I,..,-.7r2' A SHI -- - - • SPACE - .: 'L ;:�.• - _ . s~'; .:;� er mot, rt fix:; ; y� 9C 2 _ L:S '•�•= ?i ': i ::_uP�' X3 4 � a- Q.B.;,�� 11�17� + J e :r:�. f. .8.`` 2/1 71ROUGHOPENING q ° '' —� ^' '�' ""� • �--+' +� ' �ii793%;R;.FS:: ' `�fsro .:` w ' -'�"` ' ' D _._....... .,.,,.... •.,....,,....... .• .r..�........�. -may. 71.750 EXTERIOR t 1.750 1 Se /under: .SWO -10 1/54 c d .m cm-,d .aro 1 INACTIVE PANEL 1070 Technology Dr. Nokomis, Fl. 34275 .250 MAX. SHIM SPACE ROUGH OPENING 1.480 PRODUCT .RENEWED r Ar.C'_•T�iiGNo. df .04Xi• O41 . E.VIZNno.Y o;,TT Nzus � 22120E-5 Gf \CL P R 77rs= X N S ION E'UrLDN000 CpV.?1.144C EOPP'SCE • • rI N ICR3STRI.ES = 2: 3 POINT LOCK ASSY. 2 POINT LOCK ASSY tGrka: • • - 1 • • • 1/8 ANN. .090 --- T /1127LAYM 3/16 MN. --I .250 h6l..X. SHIM SPACE Rsvii;en3: ) added 2 pt. lock info .3.000 .101 (414 W/VaLri*A.tirr() ET Y PY IT4 yrR Q- •101' 1.4 V, W70427 PILT411T .0'72 g11- 1/54 Ccd-rd J.- Cecird .03 kyr-kr: ± 1 stficiluodek SWD— 1 01 Oes.vipUon.: • 1 4 21 7/X) - • Data: - , • .;" • - - . • : • ' ' • • -- - . • „ .c ....- .• - „ . • . v..: • .5 sr /17 z: . • • --• • ;•.: ..‘ „.•-• • • - - • • ..... A ut.tura . . 1.489 . SHIM SPACE 1070 Technology 0 Nokomis, Fl. 34275 French s,Dob -Ex_fil&ded VENCCR NO: . • S�!.: .3.000 LAU, WA.10•4ITO 54r1 r PV 3 byT p Lay: ,? 1 •:.'7777/ ; 75t' . . . PRODUCT EW ACCE7r,--,: I 'd. • C31 - C 31 0 - 1 • 0 L. EX DATT, N o J s t a.2.212046 • Lly I SLA‘5 .1, co,- Yr ;r7 t34-' CiYPICS... DUSTRIES. . • • •• " -; . . q C • • 3 it 4 :• 'PC ITEX.( DESCRIPTION •. _ V.T. # ` QTY. /DESCRIPTION VENDOR VENDOR it AF -10375 AF -10376 1 DOOR HEAD SILL 60375 40 12 POINT LOCK ASSY. I I 1 (0 r.h. astrcoal) I PGT INDUSTRIES 41 1 ,.=8 x .75 -Ph. FI. Tek 1 183 =.: PT 1 1 SPENCER PRODUCTS I ALUMAX • 2 0008 JAMB HINGED) 6037o :-.140 be.Y:TXct L:.: t •k.?iXJtt cx.' "i Sw'�':c LtiL't` • 1 - • • r ,Rt. _ .... .. -, ' 1 ALUMAX 3 DOOR ASTRAGAL 160377 1070 Technology Dr.. Nokomis, Fl. 34275 . - b '' k ,. '. ALUMAX AF -10377 4 1.250 x .187 FINSEAL STRIP 67924G 8 (2 /each door too & bot. rail) SCHLEGEL CORP. • X7924 - 187 AF -10379 5 6 1 0008 W- STRIP CHANNEL 60379 R ed 1. x0.. `;+ 3 e :1 /1 ALUMAX FRAME JAMB 60380 P;. i h0: • • ALUMAX AF -10380 7 • FP,AME HEAD • 60411 -4 D.8. ALUMAX ! AF -12376 8 GLAZING 8 (ROLL FORM) . 65170 FLORIDA SC2EEN 9 OLI SWING THRESHOLD 61069M ALUMAX AF -12375 10 5/16x18 THREADED ROO 6TROOA 60378M 7WASHA 4 8 8 1 door too & bot. rail) ©ea. door too & bot. rail 2 ea. door top & bot. rail) FASTEC INDUSTRIAL ALUMAX FASTEC INDUSTRIAL AF -10378 11 TRUSS CLAMP 12 5/16x1/16 TRUSS WASHER 13 5/16x18 TRUSS NUT • 7JNUTA 8 2 /ea. door too & bot. rail) FASTEC INDUSTRIAL 14 FRAME SCR. COVER CAP 141722W PGT INDUSTRIES 41722W 15 STRIKE PLATE 7955X CAMCORP 16 STRIKE PLATE INSERT 41721 I PGT INDUSTRIES 41721 17 10x3/4 SCR. FLT. HD. PHIL 71034A MERCHANTS FASTENER 18 HINGE ASS 'Y. 7FRMOr/ 6 (3 frame iambs) NATIONWIDE IND. MERCHANTS FASTENER 19 10x.625 FLT. HO. PHIL 71058FP 26 6 /hinge - hinae -door iamb) 20' 10x1/2 FLT. HO. PHIL. 710X12 ?PW 30 5 hinae &hinae -frame iamb) MERCHANTS FASTENER PGT INDUSTRIES 41720 21 TOP /BOiT SLIDE BOLT LOCK 41720 2 1 0 too /bot. of I.h. astraaaI) 22 6x1/2 FLT. HD. PHIL. 7612Ff/ 4 (2/slide bolt locks) MERCHANTS FASTENER 23 8x1 1 2 SCR. PN HD. QUAD. 781124 12 o head & sill FASTEC INDUSTRIAL 24 SEA_{! SEA L =R 6SM55'W SCHNEE MORE.HE40 SM5504 25 LOCK SUPPORT ASSY. 4UBLOK 3 1 /lock) PGT INDUSTRIES 4UBLOK 26 6x3/4 FLT. HO. PHIL. • 7634F 6 2 /lock suaoort asst'.) FAST EC INDUSTRIAL 27 .200 x .190 OLON 60200K 5 1 /astraaals.fr. iambs &head) ( 1 SCHLEGEL CORP. 0200X190 28 1.375 x .190 t 60300W 4 1 /ostranals &e frame iambs) (0 r.h. astraaal) v SCHLEGEL CORP. PGT INDUSTRIES 0375x190 F03PTAY _'1 _ - - - 29 3 POINT LOCK_ ASS Y. F03PTAY 30 1OOCK (ACTIN_) - i 7 , o �,, _ __. .. __. . -.: - 33 1.401 LAM. r/ /M0NS TO 1 i H. P.G. 1 34 I SiLJCCt'i= 1. i 1 DOS'/ CORNING 1899 35 1#12 Ph. Pn. SMS 1 I I - 1 • 36 11./4 TAPCON 1 1 1 1 • 37 1.401 LAY. 'x' / /DUPONT 1 I l H.P.G. 1 . 38 1.454 LAY. W /DUPONi . I I I N.P.G. 1 39 1.464 LAY. W /MONsA t 0 1 I 1 h'. P.G. I 40 12 POINT LOCK ASSY. I I 1 (0 r.h. astrcoal) I PGT INDUSTRIES 41 1 ,.=8 x .75 -Ph. FI. Tek 1 183 =.: PT 1 1 SPENCER PRODUCTS I • N oDuct R .. ; , � •: - •• L \ 5L .- 1 -�ts 4 �s -- :-.140 be.Y:TXct L:.: t •k.?iXJtt cx.' "i Sw'�':c LtiL't` • 1 - • • r ,Rt. _ .... .. -, ' 0) added 2 pt. lock info 1070 Technology Dr.. Nokomis, Fl. 34275 . - b '' k ,. '. f,,._ : t /6s •C = ± 1• j ser«/uzael: SWD -101 . .:.I N D U STRI ES - t. - , - _ _ .... . =. - ua r Cc c- Ocscnpe oet: • - _ French Door — Anchoroge /B.-4.-M. -. .- . : �::.2 : r•.�_.; R ed 1. x0.. `;+ 3 e :1 /1 er -t � : - ate: P;. i h0: • Y�JN'JCP. NO: S:al�: S1i�e L• 4 of 4 C�.+ng .1:0..,.;:._....i... _ '."-:'-15..--17?: 9 7_ j ' , - : -4 D.8. '.. :2 16 8 tv t3 J t /s' T.?CJN TYP. HEAD 2 ?.J. .4'`-1: J0 • TYP. JAMB 4 • TYP. SILL • 1 1J wx. 17 :2 FLAirl:lO TYP. HEAD , • : ' i l y. • r Il \ I ; 1:s -1 �•- \r s:-r� T 1'P. JA 3 Rabzcc L Qth 'P.E #3971 3 OED -8GL , - LOCK ,'F t. ;,..,,. -ri:1 �� :'ti • .•J .L k -GC ^'. •�" 4 . 4 . = ] r". r �~ ^ =t `CL 7 ;'r,e't �+ i�!r.: _ may . •o r,^ 2 s._..K -a _ - .- -- - tJ ii .. . <.:_ •:Lr.- •�`C� ^ :b�� -. -y:_y �'a''T��'+vT _ e�.S,TJ?Cu��•!•...� h�� y __ J' J': t. �:.a,�Z.....:... � . -- : -^ ' � r" � .. .. ' �� :. M ... ' `� •_ _ :y:. •:::.•s JBL P 1 1 ,� r.h. astrc; al) H ARLOC • 1820 1 1 /4 ° TAPCON o • TYP. SILL O _ TYP. HEAD I . 1.500 I .250 q wx. REFERENCE TEST REPORT: FTL -1889 1 /4 " TAPCON 2 x WOOD BUCK • be a • D a TYP. HEAD TYP. SILL _ v . v v v v 4 • D ? • v' . • D• 0 MAX. 12 PANHEAD r - .250 9 wx. 2 x WOOD BUCK Robert L Clark, P.E. PE #39712 —. - -StAi u:a1 1/4" TAPCON .250 MAX. TYP. JAMB 1.250 P.O. BOX 1529 NOKOMIS. ft 34274 T INDUSTRIES :• 1070 TECHNOLOGY CANE . NOKOMIS. FL 34275 0 — d • 1 x WOOD BUCK Re F B. Rev 0 ir Drown By: 0.8. Description: ANCHORAGE Title: Series/Model: SH -701 Dote: 2/9/98 Dote: 1/11 /0 Dote• 871 8/98 Score: NTS Revis TB, TABLE, EXTR. Revisions: ALUMINUM SINGLE HUNG WINDOW Sheet: .250 MAX. or 4 TYP. JAMB • A Growing No. .4040 2 x WOOD BUCK A:X:I r1 C2 HI. O /- 0 cZ 5 '•G DAT? /vOvee4e46V Z! ) ;t lM• /,/( •, Rev: DESIGN PRESSURE RATING (P.S.F.) 5/1 6 LAMING; TED W/ ANNEALED CLASS 5/1 LA.tINA W/ HEAT STRENGTHENED CLASS WATER IN :"ILTR4TlON WATER LVF7LTRAT/ON REQUIRED NOT REQUIRED WATE LYFILTRATION REQUIRED WATER INFIL /ON NOT REQUIRED —50.0 +50.0 1 —50.0 +50.0 —80.0 +66.7 —80.0 +80.0 ITEM DESCRIPTION V.T. # O1:Y. / LOCATION VENDOR VENDOR # 1 FLANGED FRAME HEAD Plum. 6063 —T5 612225 1 ALUMAX AF -12225 2 FLANGED FRAME SILL (Alum. 6063 —T5) 612226 1 . • ALUMAX AF -12226 AF -12227 AF -12228 3 FLANGED FRAME JAMB Alum. 6063 —TS 612227 2 ALUMAX E 4 FIXED MEETING RAIL Alum. 6063 —T5) 612228 1 ALUMAX 5 SASH TOP RAIL Alum. 6063 —T5) 612229 612230 1 1 ALUMAX ALUMAX AF -12229 6 SASH BOTTOM RAIL Alum. 6063 —T5) AF -12230 7 SASH SIDE PAIL _Plum. 6053 —T5) 612231 2 ALUMAX • AF -12231 8 GLAZING 8E40 (Alum. 6063 —T5) 6534571 8 ALUMAX AF- 534571 9 WEATHERSTRIP — VINYL BULB 6TP247K 8 (1 per GIozir,a Bead) TEAM PLASTICS TP -247 I0 SILICON 62899C DOW CORNING 899 11 5/16' (350) W/SAFLEX BY SOLUTIA INTERLAYEP. 2 N.P.G. 12 • 5716 " ( 350) W/DUPONT PV3 INTERLAYER • 2 H.P.C. 13 6 x .750 PHIL. PN. HO. 7658PFAA 2 (to attach Balances to Jambs) AQUA FASTENERS 14 SWEEP LATCH 1(11.5" from end of vent top rail] MINIATURE DIE CASTING 2(if width is >= 42) • PGT.214.XX 15 ,13 x .625 PHIL FLT. .HD. 7858WW 2 (Sweep Latch Screws) MERCHANTS FASTENER 4 (when using 2 Sweeo Latches ' 2 (0 frame iambs. 30 from bot. ALUMAX AF -12235 16 W1NOLOAO ADAPTER (Alum. 5053 —T5) 612236: 17 •. 8 x .375 PHIL. P.H. TEK 78X38PPT 4 Wind/ood Ada ater Screws MERCHANTS FASTENER L WEATHERSTRIP — VINYL BUL21 SASH 6TP249K l ct Vent Bottom Roil TEAM PLASTICS TP -249 : S... S.4s;; TOP GUIDE • 2 (1 Der each balance) MASTER TOOL 1 • VINYL TECH. \PGT• 20 SCREEN 2 1 BALANCE COVER 2 1 per• each balance WY80RC STAVE 22 BALANCE 2 1 • 0 each frame Iamb ) CALDWELL 23. WEATHERSTRIP — PILE \FUISEAL 61062W 3 0 vent iambs ez vent too rail SCHLEGEL CORP. FS7826 -187 24 :ASH FACE GUIDE 71087 2 1 /vent iamb. 2.5' from bot. VINYL TECH. \PCT 25 1 6 x .500 PH1L. FLT. HD. • 75X12FPAW sash face •aide screws SCHERER IND. PROD. 26 SASH STOP Alum. 6063 —T5) 612244 2 0 too of each frame iamb' ALUMAX - AF-12244 27 8 x 1.000. PHIL P. H. SMS 78X1PPA 4. Frame 7r Vent Assy.. screws) MERCHANTS FASTENER D3 1SEAM SEALER. 6SM55W SCH■EE /MOREHEAD SM5504 29 W1NOLOAO ADAPTER (PLASTIC) 61207 2 (0 frame iambs. 30' from bat. )!PROTOTYPE WC996 -1207 766_.000 ._ I1, X. 5 3/4" J 1Thi 4 • 13.000 — 1 WX. ON CENTER TYP. HEAD de S11 VENT Sl7E: 50 1/2" x 33 1/4" 53.125 MAX. ELEVATION LARGE MISSLE IMPACT WINDOWS 1.) GLAZING OPTIONS: A. 5/16" (.350) LAMINATED GLASS (1/8" onneoled /.090 film /1/8" annealed) B. 5/16" (.350) LAMINATED GLASS (1/8" heat strengthened /.090 film /1/3" heat strengthened) 2.) CONFIGURATIONS: OX • 3.) DESIGN PRESSURE RATING: SEE TABLE 4.) ANCHORS: • MAX. 5 3/4 FROM EACH CORNER (HEAD & SILL) MAX. 6 FROM EACH CORNER (JAMBS) MAX. SPACING AT HEAD & SILL: 13.000 MAX. SPACING AT JAMBS: 13.125 5.) SHUTTER REOUIREMENT: NO SHUTTERS REOUIRED 6.) REFERENCE TEST REPORT: FTL —1889 } 8.000 13 1/8" ON CENTER f Robert L. Clark, P.E. PE 39712 Si,'uctu - a! 1070 TECHNOLOGY ORIvr NOKOMIS, FL 34275 P.O. 6OX 1529 NOKOMIS. FL 34274 Re•sd 8y: 1 Octe: • ee s :ors: F. K. 110/11/01 ic T °, TABLE, EXTR. Revsd By: Ooze: D. 8. 8/18/98 Dram 8y: Dote: D. 8. 2/9/98 Description: ELEVATION & PARTS LIST Title: ALUMINUM SINGLE HUNG WINDOW Se /u 0Cet: SH— 701 Score NTS ?.e +:s :sees: Sleet: 1 or 4 PRODUCT RENEWED . =.71—, CE14a o/- 0 629.05 D<? rRATiON DA-rt NO ✓En4FAal 15 BUTUYS 3 COOP. lora.ing No. 4040 Rev: DESIGN PRESSURE RATIIVG (P.S.F.) S 16 L A'.fl N ATED W ANNEALED CLASS w/ HEAT STRENC5/16 LAMINATED T.':ENED CLASS WATER INFILTRATION REQUIRED WATER INFILTRATION NOT REQUIRED WATER INFILTRATION REQUIRED WATER, INFILTRATION NOT REQUIRED —50.0 +50.0 —50.0 +50.0 —80.0 +66.7 —80.0 +80.0 ITEM DESCRIPTION V.T. # QTY. / LOCATION VENDOR VENDOR # 1 FLANGED FRAME HEAD (Alum. 6063 —T5) 612225 612226 612227 612228 1 1 2 1 ALUMAX ALUMAX ALUMAX ALUMAX AF -12225 AF -12226 AF -12227 AF -12228 2 FLANGED FRAME SILL (Alum. 6063 —T5) ' 3 FLANGED FRAME JAMB fAlum. 6063 —TS 4 FIXED MEETING RAIL (Alum. 6063 —T5 5 SASH TOP RAIL (Alum. 6063 —T5) 612229 1 ALUMAX AF -12229 6 SASH BOTTOM RAIL (Alum. 6063 —T5) 612230 1 ALUMAX AF -12230 7 SASH SIDE RAIL (Alum. 6063 —T5) 612231 2 ALUMAX - AF -12231 8 GLAZING BEAD (Alum. 6063 —T5) 6534571 8 ALUMAX AF- 534571 9 WEATHERSTRIP — VINYL BULB 6TP247K 8 (1 per Glazing Bead) TEAM PLASTICS TP -247 10 SILICON 62899C DOW CORNING 899 11 5/16" (350) W /SAFLEX BY SOLUTW INTERLAYER '5/15" 2 N.P.C. 12 • (350) W/OUPONT PV8 INTERLAYER 2 H.P.G. 13 6 x .750 PHIL. PN. HO. 7658PFAA 2 (to attach Balances to Jambs) AQUA FASTENERS • 14 SWEEP LATCH 1(1 1.5 from end of vent top rail) 2 if width is >= 42" MINIATURE DIE CASTING PGT.214.XX 15 1 8 x .625 PHIL FLT. HD. 7858WV/ 2 Sweep Latch Screws 4 when using 2 Sweep Latches) MERCHANTS FASTENER 16 WINOLOAO ADAPTER (Alum. 6063 —T5) 612235 2 ® frame iambs, 30` from bat.) ALUMAX AF -12235 17 •. 18 x .375 PHIL. P.H. TEK 78X33PPT 4 Windlood Adapter Screws) MERCHANTS FASTENER 18 WEATHERSTRIP — VINYL BULB \SASH 6TP249K 1 at Vent Bottom Rail) TEAM PLASTICS TP -249 19 SASH TOP GUIDE : (2 1 per each balance) MASTER TOOL 20 SCREEN 1 VINYL TECH. \PCT 21 BALANCE COVER 2 1 per each balance) WYBORC 5TAVE 22 BALANCE 2 1 ' ® each frame jamb) C. LDWELL 23 . WEATHERSTRIP — PILE \FJNSEAL 61052W .3 ® vent jambs & vent too rail) SCHLEGEL CORP. FS7826 -187 24 SASH FACE GUIDE 71037 2 1 /vent iamb. 2.5" from bot.) VINYL TECH. \PCT 25 96 x .500 PHIL. FLT. HD. 76X12FP,W (sash face guide screws) SCHERER I■0. PROD. 26 SASH STOP (Alum. 6063 —T5) 612244 2 (0 too of each frame iamb) ALUMAX AF -12244 27 98 x 1.000 PHIL. P.H. SMS 78X1PPA 4 (Frame & Vent Assy. screws) 6SM55W MERCHANTS FASTENER SCHNEE MOREHEAD SM5504 28 SEAM SEALER, 29 WINOLOAD ADAPTER (PLASTIC) 61207 12 (0 frame iambs, 30" from bot.)IPROTOTYPE WC996 -1207 76 :000 MAX. 5 3/4" 13.000 ---I M 1X. ON CENTER TYP. HEAD d: SILL 2.) CONFIGURATIONS: OX 3.) DESIGN PRESSURE RATING: SEE TABLE 4.) ANCHORS: MAX. 5 3/4" FROM EACH CORNER (HEAD & SILL) MAX. 6 FROM EACH CORNER (JAMBS) MAX. SPACING AT HEAD & SILL: 13.000 MAX. SPACING AT JAMBS: 13.125 5.) SHUTTER REQUIREMENT: NO SHUTTERS REQUIRED 6.) REFERENCE TEST REPORT: FTL -1889 53.125 MAX. VENT SIZE: 50 1/2" x 38 1/4" ELEVATION LARGE MISSLE IMPACT WINDOWS 1.) GLAZING OPTIONS: A. 5/16" (.350) LAMINATED GLASS (1/8" onneoled /.090 film /1/8" annealed) B. 5/16" (.350) LAMINATED GLASS (1/8" heat strengthened/.090 film /1/8" heat strengthened) 1 8. 13 1/8 ON CENTER 6 Robert L. Clark, P.E. PE #39712 Structural FtT INDUSTRIES 1070 TECHNOLOGY DRN NOKOMIS, FL 34275 P.O. 80X 1529 NOKOMIS, FL 34274 •• 6 . : •" YI Dcte: 10/11/0 P.e�TSOns: T8, TABLE, EXTR. Revsd cry: F.K. Revsd 8y: 0.8. Drown 8y: Dote: D.B. 2/9/98 Date: P.e +r's;ons: 8/18/98 ELEVATION & PARTS LIST Title: PRODUCT RENEWED C=F,PT/ 4CE No. of- 0 6 2 9 .t ' S. [RATIO" DATE A./06/6,46 cn 0/ Rv 1 O cDDE ALUMINUM SINGLE HUNG WINDOW Series /Model: Scale: Sheet: Drawing No. SH -701 NTSI 1 of 4 - 4040 DIVISION Rev: .655 EXTERIOR OP ENIN ; 2.784 REFERENCE TEST REPORT: FTL— 1889 ROUGH . OPENING .500 t 34.500 DAYLIGHT • OPENING 34.500 DAYLIGHT OPENING ROUGH OPENING 1.123 VERTICAL SECTION EXTERIOR, INTERIOR, 53.125 49.625 DAYLIGHT OPENING 48.250 DAYLIGHT OPENING HORIZONTAL SECTION , IIP rJ ' errzi 0 0 m 2.710 ROUGH OPENING Robert L. Clark, P.E. PE #39712 Structural FtT INDUSTRIES 1070 TECHNOLOGY DRIVE NOKOMIS. F1. 34275 P.D. 80X 1529 NOKOMIS. FL 34274 • Revsd 8y: F.K. Revsd 0 .8. Drown By: 0.8. Description: rue: Dote: Revisions: i 0/1 1/01 TB, TABLE O gle: Revisions: 8/18/98 Date: 2/9/98 SECTIONS Series/Modet: SH -701 Scale: NTS Sheet: 2 of 4 PRODUCT REN :+M A crPr, ice r:o. O r.,,CP [RATIO`l DAT L,.fO Q LLti �� • a. •. �,� EXTR. Rv ( . 114c ©UTiDMO CODE ALUMINUM SINGLE HUNG WINDOW Drawing No. 4040 Rev: '8 .737 --a .062 2.784 .705 ALUM. 6063—T5 1.187 H— . 062 n 2.029 1.403 �[ ALUM. 60 1.348 ALUM. 6063 —T5 REFERENCE TEST REPORT: FTL —1889 ALUM. 6063 —T5 ALUM. 6063 -T5 2.274 J .062 I 1.707 ALUM. 6063 —T5 .490 1.523 - -� 1.023 —`1 1.123 — A_UM. 6063 —T5 1.969 --d� .062 .� 1.350 k— ALUM. 6063—T5 1.451 Robert L Clark, P.E. PE 139712 Structural • ALUM. 6063 -T5 INDUSTRIES 1070 TECHNOLOGY DRIVE NOKOMIS. f1. 34275 • P.O. BOX 1529 NOKOMIS. ft 34274 1 /8 " ANNEALED OR HEAT STRENTHENED —� GLASS .090 INTERLAYEP, --� SAFLEX BY SOLUTIA OR DUPONT PVB R•vsd 8y: F.K. Revd By: D. 8. Drawn By: Date: D.B. 2/9/98 Descriptor: _ EXTRUSIONS & GLAZING OPTIONS rue: ALUMINUM SINGLE HUNG WINDOW Series /J1toc+el: SH -701 D 8/ 1 8/98 5/1 6 LAMINATED GLAZING DETAILS Dote: A- visions: 10/1 1 /0 T8, TABLE, EXTR. Scale: NTS Revisions: Sheet: 3 of 4 1 /2 " NOM. GLASS BITE 1/8" ANNEALED OR HEAT STRENGTHENED GLASS PRODUCT T Rr.;f; ,' Ac r.VraNC2 tae. . o - 0 2 .t? / 20 CF'i TZC U DATL G! Ftr occr t5f`1'►Y BLI L 104 t t3C£ C geofeK Drawing No. 4040 Rev: 8 I tin .055 t2 • .076 SCALE: HALF SIZE x.282 TYPE 1 .048 an N 0 t3 an m TYPE 2 1.193 SCALE: HALF SIZE EITHER HER 1 Yf C 1 OR TYPE L.SLA 1 iS ACCEPTABLE. AOLC. THESE SLATS ARE INTERCHANGEABLE O g TYP. SLATS SCALE: HALF SIZE *10 x 2' SMS. MANUFACTURED FROM 8410HT OR 18 -8 STAINLESS STEEL. W/ XYLAN 5200 FLUOROCARBON COATING & .460 x .050" THICK 300 SERIES STAINLESS STEEL WASHER (TYP. TOP & BOTTOM) 4 83 1 1 .t21 i+-r2 m { s • 41%t1 [ Pt = .055 I t2 • .076 t3• .097 HEADER -CLG. HEADER 0 MOUNTED 0 WALL MOUNTED 3/8'0 x 0.90" LONG NYLON BUSHING W/ *10 x 3 SMS. MANUFACTURED FROM N410HT STAINLESS STEEL W/ XYLAN 5200 FLUOROCARBON COATING & .660 - 0 x .050" THICK 300 SERIES STAINLESS STEEL WASHER (TYP. TOP & BOTTOM) o SCREW BUSHING & ROLLER/ BUSHING ASSEMBLY o; mi I SCALE: HALF SIZE SCALE: HALF SIZE d • O v 10 1. t1' 0 048 g of NI n o f m 0 Ul N 0 • i SCALE: HALF SIZE 0.125 2.373" 1 • -3 , I t1 = .055 t2 =.076 r3 = 125 .250 •--' 94.9 1.391 • • 1.591 151• 1.350" 500" O s LOCKING CLIP SCALE: HALF SIZE ( t1 • .055 t2 =.076 WALKOVER SILL 17 FLOOR MOUNTED SCALE: HALF SIZE 3.840 MAX. µ:•O80 0 SCALE: HALF SIZE .472" I.D. �- .612" O.D. 1 -4 , N, o: t2 -f• ! t2-' JIt2 I .211 1 , 484 .875 {4831 1 1.840 1.840 0.875 T ITV: ni . 0.326 '0.620. 1.840 • 0,483 0 BUILD -OUT WALL HEADER • tft m In 0 O. • • • of O 0 ' O .t .t m In •1cj0 0.'•,S., r s' 2.420 d , __„91_ - ,600" f .620 "j *S00 I.; -t1:, -r1 ' SCALE: HALF SIZE 2.795 2.984 o' N. .165 I.D. .285 0.D.-. .095- j : �tLL?f .942 • t1 • .oSS t2 = .076 t9 = .097 .060 ga ADAPTER SLAT ( CENTER MATE 1 10 CENTER MATE 2 aI SCALE: HALF SIZE :.345 • „,66S..600, .620, -".-4 i'5-4t0 0 O, } 01 r NI 0 ,, - ,..• .0: (0 NI ° 0 N 1.685 .055 S&L-WALL 0 MOUNTED Q ADJ. SILL -TOP O ADJ. SILL -BOT. SCALE: HALF SIZE • 0 .O h• NQTES: 1. THIS ACCORDION SHUTTER SYSTEM IS DESIGNED IN ACCORDANCE WITH THE SOUTH FLORIDA BUILDING CODE, 1994 EDITION. 2. POSITIVE ANO NEGATIVE DESIGN PRESSURE CALCULATIONS SHALL BE PERFORMED FOR SPECIFIC JOBS IN ACCORDANCE WITH ASCE 7 -88 "MINIMUM DESIGN LOADS FOR BUILDINGS ANO OTHER STRUCTURES". TABLES SHALL BE REFERENCED AT APPROPRIATE DESIGN LOADS. 3. ALUMINUM EXTRUSIONS SHALL BE 6063 -T6 ALUMINUM ALLOY. U.O.N. 4. EACH SHUTTER ASSEMBLY SHALL BE PERMANENTLY LABELED AT THE BOTTOM END OF THE LOCKING C= NTERMATE AS FOLLOWS: STEELTECH INDUSTRIES. INC_ MIAMI, FLORIDA OADE COUNTY PRODUCT CONTROL APPROVED 5. ALL BOLTS AND WASHERS SHALL BE 2024 -T4 ALUMINUM ALLOY. STAINLESS STEEL, OR GALVANIZED STEEL WITH A MIN. Fy = 33 KSI. POP RIVETS SHALL BE 3/16 "0 5052 ALUM. ALLOY 6. ALL SHUTTERS SHALL HAVE A LOCKING MECHANISM AT CENTER OR SIDE CLOSURE WITHIN 18" OF CENTER (VERTICALLY). LOCKING MECHANISM SHALL BE LOCY.E' :0 PROVIDE HURRICANE PROTECTION. 7. THE DETAILS AND SPECIFICATIONS SHOWN HEREIN REPRESENT THE PRODUCTS TESTED FOR IMPACT, CYCLIC ANO UNIFORM STATIC AIR PRESSURE IN CONFORMANCE W/ MIAMI -DADE COUNTY PROTOCOLS PA 201. 202. AND 203. 8. DESIGN IS BASED ON CONSTRUCTION TESTING CORPORATION (CTC) TEST REPORT No. 96 -024 AND 96 -037. 9. TOP DETAILS MAY ALSO BE USED AS SILLS. 10. FLOOR TRACKS MAY BE REMOVABLE AT NON - STACKING LOCATIONS. USE REMOVABLE ANCHORS SUCH AS CALK -IN ANCHORS SCALE: HALF SIZE .058 - 5" MAX. 11 ANGLE - STAINLESS STEEL ASSEMBLY .4600 HOLE 1.100 r;i .251 12 ROLLER ASSEMBLY SCALE: HALF SIZE OS5 -!r (TYP) 1.533 SCALE: HALF SIZE -NYLON WHEEL RIVETED (N PLACE .040 "R - • • .050 .025 )TYP, 1.250 90° END SLAT SCALE: HALF SIZE :m of 01 4 4 .050 025 mI (1YP4, fill O 90° END SLAT SCALE: HALF SIZE 1'250 .985 400 .050- 0 FLAT END SLAT SCALE: HALF SIZE .956 .517 m .222- 0 r r- r : X080 1 / 376 )« 488 � 76 1.400 INSERT .688 , 1.115 14 LOCKING ARM SCALE HALF SIZE 2.812 •_97 .312 .322 r_ .214 SCALE: HALF SIZE 1/8" THICK STAINLESS STEEL 11. THE PERMIT HOLDER SHALL VERIFY THE ADEQUACY OF THE EXISTING STRUCTURE TO SUSTAIN THE NEW SUPERIMPOSED LOADS AND TO VERIFY ALL DIMENSIONS AT THE .108 SITE BEFORE COMMENCING WITH THE WORK. 12. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. EMBEDMENT LENGTHS SHALL BE AS NOTED AND DO NOT INCLUDE STUCCO OR OTHER FINISHES. APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DA T F IL4 9 U 1 Q ' \ 195 BY PRODUCT CON (iCL DIVISION BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO. rC O�3 -01 a ? m r Igm • 1 .1 . Q • I W O i Q ix s In ! u! � : E: oi0: 0.0; i y J r y� Q Q I Z ¢ a a3 • T O W m : N i • Q >• L F J U1 Wi 1- , O • N' I' Q LL - W I = E Z., I i-: X Y : i0 > In Q m. 0: 0' LL P . TI Q m . ` . F tu W N ='O. Y ° 0 !J O P' K. Z = } Q Z : o r• o S :o . �. O O ` O -tt Q , '3079 . 1:'CQuo o 0 1`13 I re • •• PP,GFESSIO L E • NEE.R I i FL. Li ano No: PE a 0' :3 ( ate 01/23/96 'scale Idrewn by N 1 45 0TtD l' H 'design by vM [ checked by) WK drawing no. 98 -841 :Met lot 6 } J SCALE: 3' = T-0' 1"x2x 1/8" ALUM. ANGLE 3 *10 TEK SCREWS OR 3- 3/16 ALUM. POP RIVETS )TYP) 2' x2"x1/8" ALUM. TUBE 6063 -16 ALLOY SCALE: 3" a 1' -0" BOTTOM TRACK TYPICAL ELEVATION N.T.S. 2" MIN. SECTION b. VARIES - NO LIMIT FASTENER @ 24' 0.C. (USE ANY ANCHOR IN ANCHOR SCHEDULE) O ALT. CLOSURE DETAIL NOTE: EITHER CONOTTION MAY BE TYPICAL FOR EITHER SIDE I JLO I ATION OF LOCKING MECHANISM AT SIDE LOCKING MECHANISM CAN BE ett 18' ABOVE OR BELOW CENTER (SEE NOTE 6) *10 x 1/2' GALVANIZED SMS OR 3/16'0 ALUM. POP RIVET rx1 x .055" : r x 2"x.05S : 2 "x 3' x.055"; 2'x4"x.OSS" OR r x 5" x .125" AL ANGLE 0 CORNER CLOSURE DETAIL TOP TRACK7 *10 TEK SCREW OR 3/16 - 0 ALUM. POP RIVET 24" 0.C. (TYP) TWO 1/4 - 0 FASTENERS EACH ANGLE (SEE ANCHOR SCHEDULE FOR ANY ACCEPTABLE ANCHOR) PLAN VIEW - 04 t< m r bl s 360310 .550 T 0 x.080 i -0 SCALE: 3" = T -0" • SCALE: 3" = T -0' 2.110 SCALE: HALF SIZE 0.315' R LOCKING ARM 1 g ALIGNMENT BUSHING (NYLON) SCALE: HALF SIZE - 0.135" R '- 0.435" R - 0.375" R t =0.200 INSIDE "T' HANDLE SHIM (NYLON) 2" MIN. J--1 FASTENER (le 24" 0.C. (USE ANY ANCHOR IN ANCHOR SCHEDULE) OB ALT. CLOSURE DETAIL r • 2 "x2'x.125 ALUM. ANGLE CONT. 0.505" R • _ � T= _ F ✓ ' N X4— o -� (TYP) *10 x 1/2" GALVANIZED SMS OR 3/16 - 0 ALUM. ?OP RIVET @ 18' O.C. 1"x T x.055 " :1 - x2'x .055"; 2" x 3' x .055" : 2" x 4" x .055" OR 2"x5'x .125' AL. ANGLE 1/4 -20 TRUSS HEAD BOLTS • NUTS W/ LOCK WASHERS 24" O.C. HALF OF ( USE MALE OR FEMALE AS REQUIRED O ALT. CORNER CLOSURE DETAIL - FASTENER (A 24" 0.C. (SEE ANCHOR SCHEDULE FOR ! ANY ACCEPTABLE ANCHOR). EXISTING STRUCTURE SINGLE ARM LOCK MIN. SHUTTER SEPARATION FROM GLASS (SEE SCHEDULE SHEET 5) 0.062" THICK RECESSED SILL 3105 -H32 OR 6063 -16 ALUM. ALLOY (1/8" BELOW CONCRETE) 1 -1/4" l - MIN. SHUTTER SEPARATION FROM GLASS. (SEE SCHEDULE SHEET 5). DISTANCE TO BE MEASURED FROM BACK OF SHUTTER BLADE OR FROM 'T' HANDLE WHEN HANDLE IS MOUNTED INSIDE. 0-/ — SINGLE ARM OR 'T" HANDLE LOCKING MECHANISM AT CENTER OR SIDE OF SHUTTER. • LOCK MAY BE INSTALLED ON INSIDE OR OUTSIDE OF SHUTTER SEE FASTENER SCHEDULE = OPTIONAL DRILL 5/8 "0 HOLE FRO BOTTOM OF EXTRUSION 4 BEFORE ASSEMBLY FOR TRUSS HEAD BOLT (TYP) PLAN VIEW Lr; � SHIM SCALE : 3 "- 1 0 INSIDE CLOSURE ; ! • 'T' HANDLE W/ I TYPICAL PLAN VIEW SCALE: 3 = 1' -0' 3/4" MIN. 1 -1/2" MAX. • SCALE : 3 "= 1'- 0^ - JOINT BETWEEN REMOVABLE AND F(XED SILL ALTERNATE O FLOOR MOUNT DETAIL 1'x1 "x 1/9 ALUM. ANGLE W/ 3/16 "0 POP RIVETS lb 6" 0.C. 1/4" MAX. FASTENER @I 24^ O.C. (SEE ANCHOR SCHEDULE FOR ANY ACCEPTABLE ANCHOR). EXISTING GLASS 8 (TYP) 6 -1/2' NYLON HANOLE - O 13^ 100• (DOES NOT REPLACE -r• HANDLE OR SFACLE ARM LOCK) OPTIONAL CLOSER HANDLE SECTION O REMOVABLE FLOOR TRACK DETAIL Os0 ASSEMBLY Y MIN. fit OPTIONAL ACCESS HOLE -EXISTING STRUCTURE ' FASTENER "TYPE 4' SEE SECTION H ON SHEET 3 FOR COMPLETE INFORMATION EXISTING STRUCTURE MIN. 3,000 PSI CONCRETE APPROVED AS COMPLYING VeTH "'IF CONCRETE FASTENER (Ht 8" O.CSCUTH FLORIDA BU LDING CODE ANY SCHEDULED FASTENER IS ACCEPTABLE DA I 1 � � 10q � BY "�✓EE PRODJCT CO. RCL DIV:S'ON BUILDING CODE CCMPL:ANCE OFFIC3 ACCEPTANCE NO TC - 9 gz 3 .O .0 ma IZ.?, ' Z m eI • i vl 0:: I W ,: C) 5 ¢ a I < i 0: . U) r OJ ° 101(:. (— r LL W I VII ° : H . Q z ci L7 J i <I T : () � Z lr � i ad 11 - . W I = q 0) ,, N 0 m 5 < : > . a : 06:153, z < . ,-A- Ni i t 1 'L = > .n < •,., o:ax_!o. 1 ..7 U C: rr+ . ' : w 0 O i E a ' Is: S t }O Z F .0 < ' . 0: .0 I of T . gb O " � el 1 CLI In Itt 03 C aj V ' tL i • : Iv Ni iN Vti G' •JI 1 0: mirE I4.O�N:Ri> FL L.. a PE 983 9991 � I VJ.K I PROFESSIO I fi scal. !.jr"'" by A5 NOTEDJ ! i : doslgn by1 VJby I chackad VJK ) drawing no. 98 -841 snoot 2 of 6 • MIN. SHUTTER 1 SEPARATION FROM GLASS (SEE SCHEDULE SHEET 5) GLASS OR 000R O WALL MOUNT SECTION G SCALE : 3 "= 1'- 0•• EXISTING CONCRETE, MASONRY OR SCHEDULE TYP EE <,/ EMBED { -- 7•" / 6- SPACING r y 1 0 CONT.- / r / -�� 8 1/2 - r: I av I ° E - 11 CONT. - '• -"-GLASS • OR DOOR r __, w I c 11 / / f , `41 FASTENER, SEE ANCHOR SCHEDULE. REFERENCE W � CONNECTION 'TYPES' o BUT DO NOT EXCEED O 1' 6' SPACING Ii --°•.1 r - P r _ i I[ 1/2" Iii A 11 EXISTING CONCRETE. MASONRY / OR W000 STRUCTURE SEE ANCHOR SCHEDULE, TYP. FASTENER, SEE ANCHOR SCHEDULE REFERENCE CONNECTION TYPE 1° / FASTENER. SEE ANCHOR / SCHEDULE. ONE N 'T REFERENCE / BUT DO NOT EXCEED fi EMBED. SCALE : 3"= 1'- 0" ROLLER ASSEMBLY CI TYP. EVERY OTHER PIN '- FASTENER. SEE ANCHOR SCMEDULE. REFERENCE CONNECTION 'TYPE 1• W/ NUT ORONI6 TEK SCREW 1/4 MAX. 1- ()CONT. tlt 12 0.C. (TYP, TOP S BOTTOM) MIN. SHUTTER SEPARATION FROM GLASS (SEE SCHEDULE SHEET 5) 9 -3/16' MAX. ALT. ANGLE LEG DIRECTION. r REVERSED ANGLE LEG MAY 1 BE FROM ONE ANGLE OR FROM BOTH ANGLES ITYPI. 11 CONT. 1/2"' CONT. 0 CONT. NOTE: BOTTOM MOUNT DETAIL MAY BE USED AT TOP. ® BUILD -OUT MOUNT SECTION K FASTENER. SEE ANCHOR SCHEDULE. REFERENCE CONNECTION 'TYPE 4° - - 1/4 -2 MACHINE BOLT W/ NUT @II 12" O.C. (TYP. TOP b BOTTOM) / 5/8" - ROLLER ASSEMBLY 12 ,.- TYP. EVERY OTHER P7N 1/2" -- 1 1/2 - 4 MIN. SHUTTER SEPARATION • FROM GLASS (SEE SCHEDULE SHEET 5) ^� GLASS OR DOOR 3/16'* POP RIVET OR 012 TEK SCREW (* 6" O.C. (TYP) - O b ASSEMBLY r x r x 1/8 ALUM. ANGLE w/ 3/16'0 POP RIVETS (m 6" 0.C. CEILING /INSIDE MOUNT SECTION 0 O 1/4" MAX. Z z <Vl < Mr- a. Ow ¢ it • O • 1 - J J • X y < W X Z`v 4 uW1y VI •4 1/4" MAX EXISTING CONCRETE. MASONRY OR W000 STRUCTURE. SEE ANCHOR SCHEDULE. TYP. ^. -- r / / i. / / A I FASTENER, SEE ANCHOR / m4 . ;IV i SCHEDULE. REFERENCE 1 % u;� 1 CONNECTION 'TYPE 3' EDGE DIST. SCALE : 3 "= V- 0" GLASS OR DOOR A 3/16 - * POP RIVET 1 /4' MAX . Qt 6" O.C. (TYP) EDGE GIS T. W F C Vf W 0 1 /r OPTIONAL FASTENER LOCATION IN LIEU OF ANGLE SUPPORT - STAGGER ANCHOR 1/4 OFF CENTER / REFERENCE CONNECTION 'TYPE 4' I� ?1/2" j / L_ SCALE : 3 "= V- 0" EXISTING CONCRETE. MASONRY OR W000 STRUCTURE. SEE , , ANCHOR SCHEDULE. TYP. 1/4" MAX. EHBED W 0 ! / GLASS OR 0008 -- FROM ET 5) ALT. ANGLE LEG DIRECTION CTYP1- MIN. SHUTTER SEPARATION GLASS (SEE SCHEDULE SHE / BE 3 -3 /L" MAX. EMBED- — FASTENER, SEE ANCHOR SCHEDULE. REFERENCE CONNECTION 'TYPE 2" -(51 TYP. TOP & BOTTOM FASTENER. SEE ANCHOR SCHEDULE. REFERENCE CONNECTION 'TYPE 2' EXISTING CONCRETE, MASONRY OR W000 STRUCTURE. SEE ANCHOR SCHEDULE. TYP. 1 I i MIN. SHUTTER SEPARATION FROM GLASS SEE SCHEDULE SHEET 5 o '. • 2 -7/8" MAX. 1/4 MAX. — 9r 1/4 MAX BUILD -OUT MOUNT SECTION L . CONT. - FOR LARGER SPANS USE T'MO r .5- AL. ANGLES (SEE SCHEDULE 1 TYPE CI — FASTENER, SEE ANCHOR SCHEDULE. REFERENCE CONNECTION "TYPE 2' V 2" SCALE : 3 "= 1'- 0" MIN. SEPARATION FROM GLASS SCHEDULE SHEET 5 1/4 -20 MACHINE BOLT W/ NUT 05 12" O.C. (TYP, TOP b BOY TOM) FASTENER, SEE ANCHOR SCHEDULE. REFERENCE CONNECTION 'TYPE 2" 0 CONT. - FOR LARGER SPANS USE TWO r x 5 AL. ANGLES (SEE SCHEDULE 1 TYPE C) EMBED. FASTENER. SEE ANCHOR SCHEDULE. REFERENCE CONNECTION 'TYPE 1• BUT 00 NOT EXCEED 8 -1/2 SPACING 1 /4" MAX. Z z < to < a r y! 3 = ' 0 0 W ' 1- _• J X: k VI: < W )( a - V < : 1/4" MAX. IOTOP b BOTTOM O BUILD -OUT MOUNT SECTION SCALE : 3 "e V- 0" GLASS OR DOOR E a--n Q OM FLOOR MOUNT SECTION / EMBED O BUILD -OUT MOUNT SECTION J SCALE : 3" = 1• -0" —J - 1/4" MAX 17 FASTENER, SEE ANCHOR SCHEDULE. REFERENCE CONNECTION 'TYPES" EXISTING CONCRETE. MASONRY OR W000 STRUCTURE. SEE ANCHOR SCHEDULE. TYP. 2' x 2" x .050" ALUM. TUBE TYP. TOP b BOTTOM EXISTING CONCRETE. MASONRY OR WOOD STRUCTURE. SEE ANCHOR SCHEDULE, TYP. %2 •-131 1/4 MAX. APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DAT' t • ' ( 14 __-9. BY Sr - 1 PRODUCT CON DIV:S.ON BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO I - 9'13.01 1/4 MAX; FASTENER, SEE ANCHOR SCHEDULE. REFERENCE CONNECTION "TYPE 1' BUT 00 NOT EXCEED 8-1/2 - SPACING 0 z Q a) 7' a 1 1 W w O = 1 a u a j N 1 _t VI Q 0 1 1.1 I T i 0 a E W 1n' i co w e 0 0 y VI 4 m : • < Z o l _ <0 at 0 z W ' ^ N W z Li O = ZI N � I W Q C u Q I O cc: q) i 4 N Q co u r° N W • )"' . 'I 1 Iy1 :y y.a J:W O Wlx:J i ! m: i r,Wl l -:Z,N :m Ip • 1pp l . a jyIF1N1 I i 1-1>1J 40- ;N ' Id j 41 : cs lO:i :J: :9k • Y Y, 0 • C la; 1 3 3 a e l ovl !1:0 - I ii2i` 1 v'ei'I 1 + 1 :JIt•!Ni.nIJ1y1 L_J drawing no. • 98 -841 sheet 3 of 5 11 :scale 'drawn by • AS NOT!D{l MC design by ((checked byl VJK ; VAC 1 ALUM BEAM & SHUTTER SCHEDULE DESCRIPTION SH SPAN UTTER BEAM SPAN 2" x 5" Tw . 125" 8• -0" 8' - 1 - Tf = .125" 10• -0" 7' -6" 2 " x 9' S' -0" 14• -0" 8' - 0" 12•-0 - -w ..072" Tt ..22L 10•-0" 11' -1" - x 9" 5 -0" 15• -S" Tw =.072" 8• -0" 13• -2" Tf . 22- 10• -0" I2' -3- EX STRUCTURE 1 THREE 5/16'0 CALK -IN p 3 -1/8" O.C. W/ 1 MIN. EMBED. IN CONC. OR HOLLOW BLOCK W/ 3 -3/4" MIN. EDGE DIST. GLASS OR DOOR IaLASS OR DOOR — +y EMB. I , THREE S/16 "0 CALK -W (B 3-1/8" .' I „ O.C. W/ 1 MIN. EMBED. IN CONC. / ti-- OR HOLLOW BLOCK W/ 3 -3/6 "/ MIN. EDGE DIST <' 7 a • E MB ml � f EXISTING STRUCTURE - ALT. LEG DIRECTION MIN. SHUTTER SEPARATION FROM GLASS (SEE SCHEDULE SHEET 5) (MAX DESIGN LOAD 72 PSF) ® TOP SUPPORT DETAIL SCALE : 3 "= V- 0" MIN. SHUTTER SEPARATION FROM GLASS (SEE SCHEDULE SHEET 5) SCALE : 3 ". 1•- 0" —THREE -1/4 THRU BOLTS r - Tw 3/16"0 POP RIVET OR *12 TEK SCREW (0 6" O.C. Q 7-05 r x3"x1 /4 -8" 6063 -T6 ALUM. ANGLE ASSEMBLY ACCESS HOLE —. 1 L Tw Tf 1" MIN. • — 2 "x3 "x1 /4 "x 0• -8" 6063 -T6 ALUM. ANGLE — THREE -1/4'0 THRU BOLTS ALT. LEG DIRECTION (MAX DESIGN LOAD 72 PSF) © BOTTOM SUPPORT BEAM DETAIL — ALUM. BEAM (SEE BEAM SCHEDULE BELOW FOR BEAM DESCRIPTION & MAX. HORIZONTAL SPANS) 1/4 -20 S.S. MACHINE SCREW 8 NUT (ql 12- O.C. USE THRU BOLT OR ACCESS LE AS SHOWN IN DETAIL Q) 1/4" MAX ¢ W rW _ CC Q T LA CI 0. V. ta N J 1- W OX< 7 m W < Z 1 1 X J 2 0 < < =a.. L W W N Cln NOTE: 3/16 "0 POP RIVET OR *12 TEK SCREW @ 6 O.C. AL. BEAM (SEE BEAM SCHEDULE ABOVE FOR BEAM DESCRIPTION & MAX. HORIZONTAL SPANS) 1/4 -20 S.S. MACHINE SCREW 8 NUT rip 12 O.C. PROVIDE r0 ACCESS HOLE 114 BOTTOM OF BEAM OR USE THR BOLT AS SHOWN IN DETAIL P4 1. USE BEAM. SCHEDULE FOR nFTAIIGNANnn L SHUTTER SPAN TO BE LIMITED TO THOSE SHOWN IN TABLE. SHEET S. 3. BEAM SPAN SHALL BE CONSIDERED AS THE DISTANCE FROM (OF SUPPORT TO IOF SUPPORT. - r GLASS OR DOOR -- r GLASS OR DOOR PLYWOOD AND STUCCO FINISH — 1 " x3"xt /8"OR 1'x4 "x1/8" 6063 -T6 ALUM. TUBE— (MAX. DESIGN LOAD = = 72 P.S.F.) O WALL MOUNT SECTION - USING ALUM. TUBE SCALE : 3 "= 1'- 0" ;if e.41 EMBED. � • PLYWOOD AND STUCCO FINISH 2" x 6' P.T. W000 PLATE MIN. SHUTTER SEPARATION FROM GLASS (SEE SCHEDULE SHEET SI - - EMBED. 0 MIN. SHUTTER SEPARATION FROM GLASS {SEE SCHEDULE SHEET 5) CD 1/4 -20 S.S. MACHINE SCREW 8 NUT ati 12 O.C. PROVIDE 1 "0 ACCESS HOLE p BACK SIDE FOR FASTENING — TWO 1/4 "0 S.S. LAG SCREW LID 24 O.C. MAX. W/ 1 -3/4" PENETRATION IN CENTER OF STUDS - - - -ti 1'=• 11/4- MAX. 1/4 MAX. FOR WOOD PLATE USE 1/4'0 S.S. LAG SCREW W/ 1 -3/4" PENETRATION INTO WOOD PLATE (11 12" O.C. TWO V4"0 S.S. LAG SCREW (ip 24- O.C. MAX. W/ 1 -3/4" PENETRATIONS) IN CENTER OF STUDS (MAX DESIGN LOAD = ± 72 P.S.F.) ® WALL MOUNT SECTION - USING 2" x 6" WOOD PLATE SCALE : 3". 1'- 0" APPROVED AS COMPLYING WITH THE SCLTH FLORIDA BUILDING CODE DAT' IL _../ x PL PRODUCT CO " DIV:S:ON BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO.Tt t C 1 1 ..3I O.: C O CC as Q • " ( C a3 o ) 3 LLm. z _� Q 'C Q uo U. A o `00 u' .Zl ✓ VI 2 m t 1. , V I 0. . 4 r • W 0: D' I F� Q _J I • OQ• LL W N : ' I ! Hi F: 17 < miQl] : Z o Id m. C O m V _ < . • al: i_ ' E J ,n • W! 4F - E a • Z; J- W X. xi > N < • a0: P LL 0.•.7 Z _ ~'W ma+ • =.0 X 0 • ID! - C ¢ . O Y >: O X o.i'. 3 < 0• E Lt •= VJ.K �1 i PROFESSIO • ] t.1 J R I =L Li • ns No: PE 0; 0 :3 8 19981 07/23/161 scale 4 drawn by 1 AS N0TL0 I.. MC !design by • VJK I 'checked byl YR drawing no. 98 -841 sheet 4 of 6 ) MAXIMUM ALLOWABLE SPAN SCHEDULE NEG. DESIGN LOAD (PSF) TYPE A ALL MOUNTING CONDTIONS EXCEPT © (FT - IN) TYPE B DETAIL ® OR DETAIL ®W / SINGLE ANGLE REQUIRED 3 -3/4" MAX. B.O. (FT - IN) TYPE C DETAIL CI DOUBLE ANGLE REQUIRED 3 -3/4" MAX. B.O. (FT - IN) TYPE D DETAIL ® 9- 3/16" MAX. 8.0. (FT - MI 30.0 13 -1 12 -4 13 -1 12 -7 38.0 13 -1 11 -0 13 -1 11 -2 40.0 12 -11 10 -8 12-5 10-11 48.0 12-4 9-9 10-4 10-0 52.0 12- 1 9 -4 9 -7 9 -7 56.0 11 - 11 9 -0 9 -0 9 -3 61.5 11 - 7 8- 7 9- 7 8- 10 63.3 11 -6 8 -6 9 -6 8 -8 66.8 10- 11 8 -3 8 -3 8 -5 67.5 10 -9 8 -3 8 -3 8 - 71.2 10 -3 8 -0 8 -0 8 -2 75.0 9 -8 7 -8 7 -8 8 -0 81.4 8- 11 7- 0 7- 0 7- 4 86.8 8 -5 6-7 6 -7 6-10 91.4 8 -0 6-3 6 -3 6 -6 100.0 7 -3 5 -9 5 -9 6 -0 110.0 6- 7 5- 2 5- 2 5- 5 120.0 6- 1 4 -9 4 -9 5 -0 130.0 5 -7 4 -5 4 -5 4 -7 140.0 5 -2 4- 1 4- 1 4 -3 150.0 4- 10 3 -10 3- 10 4 -0 160.0 4 -6 3-7 _ 3 -7 3 -9 170.0 4 -3 3 -4 3 -4 3 -6 180.0 4 - 0 3 -2 3 -2 3 -4 190.0 3- 10 3 -0 3 -0 3 -1 200.0 3 -7 2-10 2 -10 3 -0 210.0 3- 5 2- 8 2- 8 2- 10 NOTES: 1. REFERENCE APPROPRIATE COLUMN IN TABLE 1 BASED ON MOUNTING CONDITION IN FIELD. 2. FOR DESIGN LOADS BETWEEN TABULATED VALUES. USE NEXT HIGHER LOAD OR LINEAR INTERPOLATION MAY BE USED TO DETERMINE ALLOWABLE SPANS. 3. ENTER TABLE 1 WITH NEGATIVE DESIGN LOAD TO DETERMINE MAX. SHUTTER SPAN. 4. ENTER TABLE 2 WITH POSITIVE DESIGN LOAD TO DETERMINE MIN. SHUTTER SEPARATION FROM GLASS. T A B L E 2 MINIMUM SHUTTER SEPARATION FROM GLASS (IN) POSITIVE DESIGN LOAD (W) (PSF) 30.0 40.0 50.0 60.0 70.0 80.0 ACTUAL . SPAN (FT - IN) 5 -0 7 - 0 8 -0 11 - 0 13 - 1 5 -0 7 - 0 8 - 0 11 - 0 12 - 11 5 -0 7 - 0 8 - 0 11 - 0 12 -2 5 -0 7 - 0 8 -0 11 - 0 11 - 8 5 - 0 7 - 0 8 -0 9 - 6 10 - 4 5 - 0 7 - 0 8 - 0 11 - 0 MIN. SEPARATION FROM GLASS FOR INSTALLATIONS LESS THAN 30' ABOVE GRADE (INCHES) 2 -7/8 2 -7/8 2 -7/8 3 3 -3/4 2 -7/8 2 -7/8 2 -7/8 3 3 -3/4 2 -7/8 2 -7/8 2 -7/8 3 3 -3/4 2 -7/8 2 -7/8 2 -7/8 3 3 -3/4 2 -7/8 2 -7/8 2 -7/8 3 3 2 -7/8 2 -7/8 2 -7/8 3 -1/8 MIN. SEPARATION FROM GLASS FOR INSTALLATIONS GREATER THAN 30' ABOVE GRADE (INCHES) 1 -1/2 1 -5/8 1 -5/8 2 -1/8 2 -3/4. 1 -1/2 1 -5/8 1 -5/8 2 -1/4 3 1 -1/2 1 -5/8 1 -3/4. 2 -1/2 3 1 -1/2 1 -5/8 1 -3/4 1 -3 /c 3 1 -1/2 1 -5/8 1 -7/8 2 -1/4 2 -5/8 1 -1/2 1 -3/4 1 -7/8 3 -1/8 12 - 1 4 4 90.0 100.0 5 -0 2 -7/8 7 - 0 8 -0 11 - 0 11 - 6 5 -0 7 - 0 8 -0 9 -0 10 - 3 2 -7/8 2 -7/8 3 -3/8 3 -7/8 2 -7/8 2 -7/8 2 -7/8 3 3 1 -1/2 1 -3/4 3 -3/8 4 1 -1/2 1 -3/4 2 2 -3/4. 3 APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DAT BY u PRODUCT CO; ROL DIVISION BUILDING CODE COMPUANCE OFFICE ACCEPTANCE NO_433. d 1 a I i , I Z m o . m - VI d' n 4f w D .i ' - z g - � O 07 '' Fc 7 l a Q W W OtA I u l7; -I a. t0 E a " 1. i on a s n ' + 11 � m W aomil = .0') _ a _ >. • a Z 4 1- m :I W: a5 z :;z • W W r• X ! Y 0 = z ''LL la 0 U 0 A ta•W rA > > 4 m .1 2: W N 0 x o 11 - W O m 1 Y s a :olI- `0 z quiz. VJ. KKEZEVICH PROFESSION FL Lic : - No: PE 00 0 o ' o 0: 0 = 1- 2: 81998 sneer S of date 07/23/96) scale drawn by 1 i AS NO7lO; NCj design by (checked byl VA%) VM draving no. 98 -841 FASTENER . ANCHOR SCHEDULE DESIGN LOADS SPACING REQUIRED (INCHES 0.C.) FOR VARIOUS EXISTING STRUCTURE ANCHOR TYPE NEG. 3/4° EDGE DISTANCE LOAD (W) P.S.F. MAX. (SEE NOTE 1) SPANS UP TO 5' -8" (SEE NOTE 1) SPANS UP TO 8' -0" (SEE NOTE 1) SPANS UP TO 13' -1" (SEE NOTE 1) CONNECTION 1 TYPE 2 3 4 5 CONNECTION 1 TYPE 2 3 4 5 CONNECTION 1 TYPE 2 3 4 5 000M 1/4"0 WOOD LAG SCREW W/ 1 -3/ MIN. EMBEDMENT SHEAR PARALLEL OR PERPENDICULAR TO W000 GRAIN 48 12 12 11 7 12 12 12 8 5 11 10 12 4 3 7 62 12 12 8 5 12 12 12 6 4 8 7 12 4 6 72 12 12 7 5 10 12 12 5 3 7 7 12 4. 6 92 12 12 5 3 8 7 12 4 6 7 12 4 6 - 210 7 12 4% 6 7 12 4 / 6 LJ 12 4 6 W CE z� N D X CC w ~ I/) 92 210 48 62 72 92 A 111111111E113111111EWARBBEINIMEMEDIEMEMEIMMEM 111111©%11131111MMINIFFA BMD 12 12 12 12 12 12 12 9112/212 12 10 9 9 9 11 12 12 10 12 12 12 12 7 111 9 12 10 12 12 9 12 12 12 12 6 9 9 12 10 12 12 7 10 9 12 10 5 7 9 12 10 9 12 12 12 10 12 10 12 11 12 8 12 7 10 5 3 10 5 12 12 9 12 12 7 6 11 6 7 9 12 6 5 11 5 3 10 4 10 10 12 12 12 10 12 12 10 a 5 12 10 8 10 10 9 9 4 ©IV©QD0ND 1/4"m ITW TAPCON W/ 1 -1/4" MIN. EMBEDMENT ANCHOR TYPE 1/4 "0 RAWL CALK -IN W/ 7/8" MIN. EMBEDMENT & 1/4 -20 BOLT 1 ANCHOR SCHEDULE FASTENER SPACING REQUIRED (INCHES 0.C.) FOR VARIOUS DESIGN LOADS NEG. LOAD (W) P.S.F. MAX ISEE NOTE 1) SPANS UP TO 5 -8 (SEE NOTE 1) CONNECTION CONNECTION CONNECTION CONNECTICN CONNECTION TYPE TYPE TYPE TYPE TYPE 1 2 3 4 5 1 SPANS UP TO 8 -0 (SEE NOTE 1) 48 12 12 12 7 9 12 12 10 5 7 6 12 6 3 4 1 62 12 12 11 5 7 12 12 8 3 5 2" EDGE DISTANCE 3' EDGE DISTANCE SPANS UP TO 13' -1" (SEE NOTE 1) 2 3 4 5 1 2 3 4 5 1 11 5 72 12 12 10 4 6 8 12 7 3 4 4 11 5 3 12 3 12 SPANS UP TO 5 . -8 ., (SEE NOTE 1) 2 3 12 12 12 12 SPANS UP TO 8 . -0 " (SEE NOTE 1) 4 5 1 2 3 LI5 8 11 12 12 12 5 12 12 6 8 12 12 10 4 7 9 12 8 3 7 SPANS UP TO 13' -1" (SEE NOTE 1) CONNECTION TYPE 1 2 3 4 5 7 12 6)412 5 4. 12 8 3 7 3 4 4 7 3 4 210 6 48 110 2 "o RAWL ZAMAC IAILIN W/ 1 -1/8" 62 72 IIN. EMBEDMENT M 92 11 210 48 6 2 = 72 92 �1 Soo '3 8 4 1/4 "e FEMALE "PANELMATE" W/ 1 -1/4" MIN. EMBEDMENT & 1/4 -20 MACHINE SCREW 210 3 8 4 9 12 3 4 3 10 10 6 7 8 5 %J�/ 4 4 7 4 6 4 5 3 5 3 5 3 5 3 1/4 "0 ITW TAPCON W/ 1 -1/4" MIN. EMBEDMENT 11 111 111 l 1111 11111111 1 11 l 1 1111 11 1/4"m RAWL CALK -IN W/ 7/8" MIN. EMBEDMENT & 1/4 -20 BOLT .1 1/4 "0 RAWL ZAMAC NAILIN W/ 1 -1/8" MIN. EMBEDMENT 1/4"0 FEMALE "PANELMATE" W/ 1 -1/4" MIN. EMBEDMENT & 1/4 -20 MACHINE SCREW 48 62 72 92 210 48 62 72 92 210 48 62 72 92 210 48 62 72 92 210 12 12 10 6 12 12 12 8 3 12 11 12 12 10 8 5 12 12 12 10 7 12 11 10 10 6 8 5 12 12 12 12 12 12 9 12 3 8 9 6 6 4 3 9 3 7 6 5 3 9 7 6 4 3 11 8 7 5 4 12 11 6 3 3 12 8 5 10 3 8 12 6 11 5 8 4 8 4 3 8 3 8 3 8 4 4 4 Il 4 4 4% 3 9 3 3 9 4 3 1 3 9 4 3 u 3 1 21 2 1 6 1212 7 3 4 3 7 4 � a %/ %� %% 12 12 8 © /�� 4 9 9 6 %/ r4. 33 4 7 D% �% % 12 12 7 © 4 4 8 ©` %%� %/ /N© %%% 5 3 %://� � CI% % ✓ ... 1212 6 � 8 4 % 121212 J 10 11 5 / 7 3 12 11 6 12 12 8 4 3 9 5 / 5 8 4 1,3 7 4 %P (/ 5 9 4 7 3 / 12 12 10 5 7 12 7 4 3 9 5 'ff." OM r 4 Z MIN PAZI ./ AMIr ARM* 4 3 7 P A 7 7 3 8 12 10 3 9 1012 7 0 3 5 4 3 9 5 6 5 11 6 313 9 � %/ / 3 3 9 5 12 12 11 12 3 12 9 5 1212 8 4 8 9 6/ 3 6 4 �/ 11 11 7 3 4 8 54J/ 4Z /. 6 9 6 rI�I4 %ice AR ZI/ Pp 12 12 12 8 12 12 9 5 5 10 12 12 10 4 3 9 4 �� 6 12 12 7 / 12 12 8 5 6 11 6 3 3 9 4 � 9 12 6 4 3 9 4 3 3 9 G % 3 9 4 3 9 4A3 3 9 4 rAl ANCHOR NOTES 1. SPANS AND LOADS SHOWN HERE ARE FOR DETERMINING ANCHOR SPACING ONLY. ALLOWABLE SHUTTER SPAN FOR SPECIFIC LOADS MUST BE UMITED TO THOSE IN TABLE 1, SHEET 5. 2. ENTER TABLE BASED ON THE EXISTING STRUCTURE MATERIAL, ANCHOR TYPE AND EDGE DISTANCE. ENTER TABLE WITH THE NEGATIVE DESIGN LOAD AND SHUTTER SPAN OR THE NEXT HIGHEST VALUE SHOWN. 3. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS 4 MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES WALL FINISH OR STUCCO. 5. EXISTING STRUCTURE MAY BE CONCRETE, HOLLOW BLOCK, OR WOOD FRAMING. REFERENCE ANCHOR SCHEDULE FOR PROPER ANCHOR TYPE BASED ON TYPE OF EXISTING STRUCTURE. 6. MACHINE SCREWS SHALL HAVE A MINIMUM OF T /2" ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAY HAVE EITHER A PAN HEAD. TRUSS HEAD, OR WAFER HEAD (SIDEWALK BOLT). U.O.N. ..r• . T... STRUCTURE �� :� .0 F R AHI V. % - IVRL C nlr I, .� FRAMING CONDITIONS VARY. FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS, NOT PLYWOOD. FASTENING TO PLYWOOD 15 ACCEPTABLE ONLY FOR SIDE CLOSURE PIECES. 8. WHERE LAG SCREWS FASTEN TO NARROW FACE OF STUD FRAMING. FASTENER SHALL BE LOCATED IN CENTER OF 2x WOOD STUD. 3/4" EDGE DISTANCE IS ACCEPTABLE FOR WOOD FRAMING. 9. FOR BUILD -OUT MOUNT SECTION ® ANCHOR SPACING SHALL NOT EXCEED 8 -1/2" 0.C. 10. FOR BUILD -OUT MOUNT SECTION ® ANCHOR SPACING SHALL NOT EXCEED 6" 0.C. ®= DO NOT USE ANCHOR. rtPPRO'j AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE iT BY PRODUCT CO, ROL DIV:S ;ON BUILDING CODE COMPLIANCE OFFICE ' 'E ?TANCE NO. ( O �1 -o1 r • z z W w ;a U O a • co al w W W z a1a U ? z N 8 W z Q W Y c f a .o z N r i N ' Co git O vi t t . a. r Q : vcc"9 J � � n _ i LL 1 VJ.K PROFESS FL PE R1 No I 83 81998 I scale (draw,n by 1 AS M0TED MC I deuWn b ' lchacked bye vm V drawing no. 98 -841 Meet 6 of 6 07/23/96] HOLLOW CONCRETE BLOCK MI p11 /3 &L1' Po§-e/ 93.s kr 9G Y-' BUILDING ANCHOR DATA LENGTH BAR DIAMETER EYE DIAMETER HELIX DIAMETER UPLIFT CAPACITY IN NORMAL SOIL 30" 1/2" 1 1/2" 4" 2500 I bs. 1/8 GALV. CABLE 3/8 "0 EYE BOLT w /EXP. ANCHOR (2) 1/4"O BOLTS w /NUTS & WASHERS SIDE BOLT ANCHOR (2) CABLE CLAMPS w/ 6" MIN. LAP BUILDING ON CONCRETE SLAB 7 ANCHOR 7 (SEE CHART) 12 — VS • 1 /8 "0 GALV. CABLE SKID (2) CABLE CLAMPS w/ 6 MIN. LAP SKID BUILDING ON CONCRETE SLAB 3/8"0x6" EXP. ANCHOR ® 4' —O" o.c. MAX. DBL. WIDE ONLY END ANCH. MAX. EA. CORNER BUILDING w /OUT FLOOR ON CONCRETE SLAB 1/8"0 GALV. CABLE SKID (TYP.) SIDE ANCH.--\ ANCHOR (SEE CHART) • P.T. 2x4 BUILDING ON CONCRETE BLOCKS ANCHOR SPACING PLAN SKID (2) CABLE CLAMPS w/ 6" MIN. LAP BUILDING ANCHORS FOR ALL BUILDINGS SHALL BE SPACED A MAXIMUM OF 8' —O" AROUND THE PERIMETER OF THE BUILDING. • 3/8" 0x4 "LG. LAG BOLT w/ WASHER TO FRAMING ANCHOR 7 (SEE CHART) &4a / TYPICAL EARTH ANCHORS 4/ OP / DUM N TM at= WJM oro® n 6/9/97 4/9/98 A -1 M McCARTHY ENGINEERING, IN STRUCTURAL CONAATANTS LAKELAND. FLORIDA morn Na BAR BAR HELIX NOTE: THESE ANCHORS MEET THE WIND REQUIREMENTS OF THE 1997 STANDARD BUILDING CODE AND THE AMERICAN SOCIETY OF CIVIL ENGINEERS STANDARD CODE ANSI/ASCE— 93. WIND LOAD: 120 MPH 98114 ALTERNATE CONNECTION OF EARTH ANCHOR BARBS TYPICAL PORTABLE BUILDING ANCHORS — DADE COUNTY SMITHBILT INDUSTRIES, INC. 1061 U.S. HWY. 92 WEST AUBURNDALE FLORIDA 1 • 0* 1 L INWIMM122 r • • /*-ff .0:01 9 • r-4• CIXe• infr.1 2 • • Wet ot.••• - Iv or Big. rat N. /1 \ "...-**■•- .000w IN. ( / \ Z1 . 4 SU r.r viz= P.A: maLS la• • De • MI ir *mu • MU CY L* •247 ITIP. • LA Ira a Z• • SR 0 DC oat 32•SO • • MOOD! LL•21/„ . _,VAat SIDA EIEVAT1ON w/ DOCR HVDO;IS FLOO R FRAMING PLAN waver l•co 0 30 • AW 4 L 2- 7 • • Mao IRMO) . 7/4 otr•CO; fsil• fi SCE ELEVA77ON w/o DOOR a- BINDOWS' 37iff //7"-•-r ii r-o• 7172; • 4 /10/0 • ZS • /5 LOAC 1.41001 7 r 4 ••• MAT Mt • • Whorl (71:47' aor arx 11 r tar • arias o" tar mr-cr ear smarts 7Ar • GP .or reh •••rffe -r-P-ff • • 7w. 107 SOT A _P. 2 • • WIT • 4 V= - molar 7 • 4 /TYP. • (A 10a DATE . 4 7* •CEEIL PLAN NUMBER %- 111 -411°1 APPROVED BY ' 1 1 • • r YAK RAIL - 1024 • ■,„ a... 1 :1 •72!. /tar j L /mow now .. „. 111 2 • -077 - - 2 • NAM MP.) ••■•••■••' EN) ELEVA770N w/ DOOR sva 2 • 2 ar --- 2.4=201:01.7• 001 KW • .1 IDDIM 5507v Mae 2 • Ma (7)1!) I • 00Sate mom Dame 2 • • liCe R4J2 r.r Braff5 R.07 OW • WS 1017) „ • •••••‘■ 11 • 1 - VD Mit al XV' fall 102. 401 Sew li■rolimmr■rl sass • vr.r-r I ems= ••• MOM. IP -ye *mow 11 COD Oftr.,) ro. • • 0102 Salff • J-72 • fACM IES1 NOD 4 00552 4 AC4 •Cir 2 XT. P.47 Zr • w/ WIDOW • • 3 /1 /93 3 PI /95 • .1 •1741 VD.. 7744 (77.. 109 ADCS 117 • $0 It LAMM 2 • I Y. .r-e AMWAY DOCP /0701 ! ••••••■ t CF FLOR10 Afbirs 1 rtIR 1 4 1995 1 M4 1 slaw Lif ------- 15 P-TJ: 601 • le CLL) 1=1* LK &WO • • • • L Pilt 6100 • ir AG/ .1 Any we 00 • ■■ • • • 7 1 f P-TJ 4. WO 100 MIA) •■■•• Pat. KWO COOrg .1•16.■ Nom. l• ativil PeAlt LSJ MA • 00 10ff) Rem APteD•0 JIM fJ toe JeSstriMs gy Imo ;;••••Ir .020.7 =7 AW Of 02 Starmio AWL.= •-■C Off.0•17. isOXIT 5•0 ASSOOAIES. P.C. 1/..1212.2. 1121••■•••••• 113 ••••••• ISOMER:: =L CEllfRAL NO75 ft ze• 4201 me mats imp At se 2 Sausem me Mr) 2 0000 WM Mott I C .1/r odor mows" AS soc straw o u a c m a r my mar r=o..or.aa•7 2.4 IL •0 Daeme Pia a• all 2 SZNYWI• sac 4 /00r NO MIL 5207 OWL if vr coma= mem. 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(date: 09 -17 -01 ) 'case: 3/8' - 1- dr. by 11AMID chk. by (revisions: 'no dote by description SERIES 1800 ALUM FRENCH DOOR W/ SIDEUTES YALE OGRON MFG. CO. INC. 671 WEST 18TH ST. HIALEAH, FL. 33010 -2480 TEL (305) 887 -2646 FAX (305) 883 -1309 Q • • •` AL- FAROOQ CORPORATION ENGINEERS, PLANNERS & PRODUCT DESIGN 1235 SW 87 AVE MIAMI, FLORIDA 33174 TEL (305) 264 -8100 FAX. (305) 262 -6978 COMP- ANL \W01 -64 o ,10. . o 11 m III REQD. . . _ _ _ 1 YE-832B 1 000R FRAME HEAD - - 2 YE -809 ITEM N PART N REQD. DESCRIPTION . _ _ _ 1 YE-832B 1 000R FRAME HEAD 6063 -15 - 2 YE -809 AS REQD. SIDEUTE FRAME 6063 -15 - 3 YE -810 1 THRESHOLD 6063 -T5 - 4 YE -808 AS REQD. SIDEUTE - MULUON 6063 -15 - 5 YE -811 AS REQD. FRAME JAMB 6063 -15 - 6 YE -801 2/ LEAF DOOR LEAF SILL & HEAD 6063 -15 - 7 YE -803 1 DOOR LEAF JAMB - HINGE SIDE 6063 -15 - 8 YE -802 1 DOOR LEAF - LOCK SIDE 6063 -15 - 9 YE -831 2/ LEAF SNAP CAP FOR DOOR LEAF & SILL 6063 -T5 - 10 YE -816 AS REQD. COVER PLATE 6063 -15 - 11 - - - - - 12 YE-824B 4/ LEAF GLAZING CHANNEL - - 13 YE -835 AS REQD. EXTERIOR GLAZING LEG 6063 -15 - 14 YE -833 AS REQD. INTERIOR GLAZING LEG 6063 -T5 - 15 - - - - - 16 YE -602 AS REQD. WOOL FIN WEATHERSTRIPPING (.187 X .260) - ULTRAFAB 17 YH -622 AS REQD. BULB WEATHERSTRIPPING (.198 X .260) - TEAM PLASTIC 18 - - - - - 19 YH -615 1 LOCK SET BY HARLOC OR WESTLOCK - - 20 YH -610 AS REQD. FLUSH BOLT BY DELTA IND. ZINC OIECAST 21 - 3/ LEAF BUTT HINGES. AT 10 -5/8" FROM ENDS & MIDSPAN ALUMINUM WITH SS PIN 22 YE -805 4/ LEAF PRESSURE PLATE -TIE ROD 6063 -15 2 -1/2" LONG 23 YH -630 2/ LEAF 3/8" DIA. THREADED ROD STEEL - 24 - 1/ LOCK ST. REINFORCING TUBE. FULL LENGTH OF PANEL ALUMINUM 1 -1/2" X 3" X 1/8' r 1.812 1.812 1.500 L 3.749 4.158 4.000 I, .535 1 1.490 02 SIDELITE FRAME 1-1.594 .470 .152 [36_ 2 1.494 SNAP CAP 1.750 --{ 4.000 ® THRESHOLD 4.158 -.078 4.290 LOCK STILE -.078 JL n .703 .632 32 I TOP /BOTTOM RAIL 1 _2.115_ 1 .110 1.500 .5 1- �1 .078 -.078 4.249 .110 1 .625 .663 4.280 1� () HINGE STILE 4.156 .125 2.281 }-- 1.656 CO SIDE LITE JAMB L 2.125 () DOOR FRAME HEAD r-.513 .513 1 .973 � 11 .973 1.314 1.217 1.514 .062 r I .050 12 F I .050 --•481 13 .653 ( 14 1.087 L GLAZING CHANNEL EXT. GLAZING LEG INT. GLAZING LEG .078 \ YH- 652/653 HINGE 1.568 .535 .695 O n 4.000 (5) /10 -24 X 1/2" FH MS STAINLESS STEEL (THREAD CUTTING) H 781L 1.547 22 PRESSURE PLATE 2.125 L 1.500 .130 DOOR FRAME JAMB _l 1.365 -�T .750 .078 .250 Engr: DR. HUMAYOUN FAR000 STRUCTURES FLA. PE r 16557 DEC 1 1 2001 A'FRovE AS C V'.Tf1 TIC rI, 3t;∎L Olt Y.;COnI. JaM _ 3 ,,,_ 2. . - ,.� •.,L r' I SI:.N C.:.'t:PLIAi10E 07FICE C 1 W W N c 0 N •> 0 1 0 1 0 a 0 U c 0 0 N d w 0 0 c drawing no. W01-64 (sheet 4 of 5 ) • TYPICAL ANCHORS SEE ELEV. FOR SPACING WOOD BUCK O 0 • L 1/4' MAX SHIM TYP TYPICAL ANCHORS SEE ELEV. FOR SPACING 1/4' SHIM MAX. TYPICAL ANCHORS SEE ELEV. FOR SPACING 110 X 3/4" PH SMS AT 4 -3/4" FROM ENDS AND 14" 0.C. MAX. TYPICAL /10 X 3/4" PH SMS AT 4 -3/4" FROM ENDS AND 14" 0.C. MAX. LEAF WIDTH TYPICAL ANCHORS SEE ELEV. FOR SPACING EXTERIOR FRAME WIDTH DOOR WIDTH I LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER I + J THEM TO THE BUILDING STRUCTURE. l Q Engr. DR. HUMAYOUN FAROOQ STRUCTURES FLA. PE 1 16557 DEC 1 1 2001 2 co r. c? rn z W '° o O P . `i5 N a fri 0 C4 a. 0 cn d U n W r'] O co Cr > On I d C4 V) cci O N 44 W N 0 1 M W N M a 0 0 c W CC to N C O .; v 0 U h d 0) O D O C ) APPROVED AS COMPLYING NTH THE SOUTH FLORIDA BUILD ?FIG CODE DATE Ti N. ' , ) 2002 t;y PI.ODUCT COF ROL DIV STOP drawing no. CUIL DING CODE CON:PUANCE OFF1C WO 1- 64 ACCE1 TAt :_ENO. 01- 101i. , 0 1 sheet 3 of 5 0 0 • a TYPICAL ANCHORS SEE ELEV. FOR SPACING —WOOD BUCK 7 -SILICONE CPNCRETE SIUCONE TYPICAL ANCHORS SEE ELEV. FOR SPACING X x #1O X 3/4' PH SMS AT 4 -3/4' FROM ENDS AND 14" 0.C. MAX. 0 W a. 0 TYPICAL ANCHORS SEE ELEV. FOR SPACING TYPICAL ANCHORS SEE ELEV. FOR SPACING r 1 -ALL_ ._tL71_ • ° a CONCRETE .. WOOD BUCK YC • a • 4: x • • v TYPICAL ANCHORS SEE ELEV. FOR SPACING SEE ELEV. FOR SPACING MASONRY OR .CONCRETE , ` v WOOD BUCKS NOT BY YALE OGRON, MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. STEEL : Fy a 36 KSI MIN. ALUMINUM : 6063 —T5 MIN. Engr. OR. MU►.AYOUN FAR000 STRUCTURES FLA. PE 1 16557 DEC 1 1 2001 TYPICAL ANCHORS: SEE ELEV. FOR SPACING 114" DIA. TAPCONS INTO 2BY WOOD BUCKS OR WOOD STRUCTURE 1 -3/4" MIN. TOTAL EMBED. (WOOD +SUBSTRATE) THRU 18Y WOOD BUCKS INTO MASONRY OR DIRECTLY INTO MASONRY 1-1/4" MIN. EMBED INTO MASONRY 1 /4" TFKS O.R SFl F DRII LING SCREW$ INTO METAL STRUCTURES (1/8" MIN. THICKNESS) (1/4" MAX. SHIM SPACE) #14 SMS OR SELF DRILLING SCREW$ INTO DADE COUNTY APPROVED MULLIONS (NO SHIM SPACE) SEALANTS: FRAME AND LEAF CORNERS, INSTALLATION SCREWS AT SILL AND ALL METAL PARTS CONNECTIONS SEALED WITH CLEAR COLORED SILICONE. HINGES: EXTRUDED ALUMINUM BUTT HINGE 1/8" THICK AND 7 -1/2" LONG WITH 5/16" STAINLESS STEEL ROD AT EACH LEAF JAMB STILE ONE EACH AT 10 -5/8" FROM TOP & BOTTOM AND ONE AT •MIDSPAN LOCKS: STANDARD STEEL DEAD BOLT LOCK BY KWIKSET /WESLOCK KEY OPERATED ON EXTERIOR AND THUMB TURN ON INTERIOR AT EACH ACTIVE LEAF LOCK STILE, 41 -3/4" FROM BOTTOM CONVENTIONAL LOCKSET WITH KNOB BY HARLOCK /WESLOCK KEY OPERATED ON EXTERIOR AND THUMB TURN ON INTERIOR AT EACH ACTIVE LEAF LOCK STILE, 34 -7/8" FROM BOTTOM MANUALLY OPERATED CONCEALED FLUSH BOLTS AT TOP & BOTTOM OF EACH LEAF LOCK STILE (FLUSH BOLTS AT TOP & BOTTOM OF ACTIVE AND INACTIVE LEAFS TO BE ENGAGED DURING PERIODS OF HURRICANE WARNING) t.rPPOUCC !.5 CCMFLYIt IG V,Tn FT)€ :I FLC7.ICA CUILCt`G CODE J'Am. 2 co 2. 1.•, • i•: "�L'JCT CONTROL D:V:SICN : di:LONG CODE CC! " V.NCE OFFIC 2E ND _017101 G w 0 C/) CC 0 O 0 = U w 0 CO V) CC V) ) c Q 0 0 Z J Z 0 O 0 c a 0 N 0 T .0 a) 0 0 0 C drawing no. W01 -64 (sheet 2 of 5 3 5 v 6 3/4' MAX. TYP. HEAD /SILL CORNERS to 4 ,p 1 5/16" OVERALL LAM. GLASS LAMINATED BY 'ARCH ALUMINUM' 11 11 II 11 II 11 II O 11 II II ,1 1• 1r' 11 II II 23 7/8" MAX. D.L OPG. 34' MAX. LEAF WIDTH 1/8' ANNEALED GLASS (EXTERIOR) .090 INTERLAYER FIU.1 SAFLEX /KEEPSAFE MAXIMUM 1/8" HEAT STREN'D CLASS (INTERIOR) 12" MAX TYP AT HEAD /SILL #10 X 3/4" PH SMS AT 5' FROM ENDS AND 12 -1/2' O.C. TYPICAL z v /. \ _ ii _ - ' - ITT - I / II / 11 — / 5/1 MIN. LAM __ \ I I 11 \ II 11 / II 11 / r 23 7/8' MAX. D.L OPG. 34' MAX. LEAF WIDTH 144" MAX. FRAME WIDTH / TYPICAL ELEVATION ( OXXO ) TESTED UNIT 1/8' HEAT STREN'D GLASS .070 INTERLAYER FILM SAFGLAS 1/8' HEAT STREN'D GLASS 11 II / / z_ 2 5/16" OVERALL LAM. GLASS LAMINATED BY .,'SECURITY IMPACT GLASS' GLAZING OPTIONS LARGE MISSILE IMPACT RESISTANT DOORS, SHUTTERS NOT. REQUIRED i 3/16" HEAT STREN'D GLASS .130 INTERLAYER FILM GLASSLAM 1/2" OVERALL LAM. GLASS LAMINATED BY 'UNITED GLASS LAMINATING' SURFACE APPUED FALSE MUNTINS MAY BE USED N 3/16' HEAT STREN'D GLASS YE -833 YE -835 ril GLAZING ADAPTER OPTIONS MAXIMUM DESIGN LOAD RATING = + 65.0 PSF (FOR SIZES SHOWN OR SMALLER) - 65.0 PSF APPROVAL APPUES TO SINGLE (X) AND DOUBLE (XX) LEAF DOORS WITH OR WITHOUT SIDELITES. THE SIDEUTES CAN BE ONE OR BOTH SIDES OF DOORS. ALSO FIXED UTES OF SINGLE (0) UNITS. DOORS /SIDEUTES GLAZED WITH LAMINATED GLASS RATED FOR LARGE MISSILE IMPACT AND REQUIRE NO SHUTTERS. THIS PRODUCT IS DESIGNED AS PER THE SOUTH FLORIDA BUILDING CODE 1994 EDITION FOR DADE COUNTY. ALSO FOR WIND LOADS AS PER ASCE 7 USING CORRESPONDING LOADS. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. Engr. DR. HUMAYOUN FAR000 STRUCTURES FLA. PE f 16557 DEC 1 1 ?001 APPROVED AS COMPLYING WITHTEE SOUTH FLORIDA BUILDING CODE DATE - . LOO Z- .P ODUCT CONTROL 0:VISION BUILDING CODE COMPUANCE OFF! ACCEPTANCE NO. O - IOIb, 03 z 0 0 a 0 0 0 0 Qi w z V ) w 0 t in c O 'Zr) ' 0 u 0 •0 0 03 N V) 0 0 1- M 03 .J c O U rn 0 0 0 z s 2 0 U 0 0 m a 0 0 1 N 0 a 1 c ) E drawing no. WO 1- 64 (sheet 1 of 5 (305) 262-6978 & PRODUCT JAm8 CORNERS tl 11 II 1i I I �� II 11 1 11 11 1 1 I I II II = -= = d1- , � It n � t II � • 11 11 t it II 11 11 I. II 11 11 11 ii 11 1 1 1 5 v 6 3/4' MAX. TYP. HEAD /SILL CORNERS to 4 ,p 1 5/16" OVERALL LAM. GLASS LAMINATED BY 'ARCH ALUMINUM' 11 11 II 11 II 11 II O 11 II II ,1 1• 1r' 11 II II 23 7/8" MAX. D.L OPG. 34' MAX. LEAF WIDTH 1/8' ANNEALED GLASS (EXTERIOR) .090 INTERLAYER FIU.1 SAFLEX /KEEPSAFE MAXIMUM 1/8" HEAT STREN'D CLASS (INTERIOR) 12" MAX TYP AT HEAD /SILL #10 X 3/4" PH SMS AT 5' FROM ENDS AND 12 -1/2' O.C. TYPICAL z v /. \ _ ii _ - ' - ITT - I / II / 11 — / 5/1 MIN. LAM __ \ I I 11 \ II 11 / II 11 / r 23 7/8' MAX. D.L OPG. 34' MAX. LEAF WIDTH 144" MAX. FRAME WIDTH / TYPICAL ELEVATION ( OXXO ) TESTED UNIT 1/8' HEAT STREN'D GLASS .070 INTERLAYER FILM SAFGLAS 1/8' HEAT STREN'D GLASS 11 II / / z_ 2 5/16" OVERALL LAM. GLASS LAMINATED BY .,'SECURITY IMPACT GLASS' GLAZING OPTIONS LARGE MISSILE IMPACT RESISTANT DOORS, SHUTTERS NOT. REQUIRED i 3/16" HEAT STREN'D GLASS .130 INTERLAYER FILM GLASSLAM 1/2" OVERALL LAM. GLASS LAMINATED BY 'UNITED GLASS LAMINATING' SURFACE APPUED FALSE MUNTINS MAY BE USED N 3/16' HEAT STREN'D GLASS YE -833 YE -835 ril GLAZING ADAPTER OPTIONS MAXIMUM DESIGN LOAD RATING = + 65.0 PSF (FOR SIZES SHOWN OR SMALLER) - 65.0 PSF APPROVAL APPUES TO SINGLE (X) AND DOUBLE (XX) LEAF DOORS WITH OR WITHOUT SIDELITES. THE SIDEUTES CAN BE ONE OR BOTH SIDES OF DOORS. ALSO FIXED UTES OF SINGLE (0) UNITS. DOORS /SIDEUTES GLAZED WITH LAMINATED GLASS RATED FOR LARGE MISSILE IMPACT AND REQUIRE NO SHUTTERS. THIS PRODUCT IS DESIGNED AS PER THE SOUTH FLORIDA BUILDING CODE 1994 EDITION FOR DADE COUNTY. ALSO FOR WIND LOADS AS PER ASCE 7 USING CORRESPONDING LOADS. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. Engr. DR. HUMAYOUN FAR000 STRUCTURES FLA. PE f 16557 DEC 1 1 ?001 APPROVED AS COMPLYING WITHTEE SOUTH FLORIDA BUILDING CODE DATE - . LOO Z- .P ODUCT CONTROL 0:VISION BUILDING CODE COMPUANCE OFF! ACCEPTANCE NO. O - IOIb, 03 z 0 0 a 0 0 0 0 Qi w z V ) w 0 t in c O 'Zr) ' 0 u 0 •0 0 03 N V) 0 0 1- M 03 .J c O U rn 0 0 0 z s 2 0 U 0 0 m a 0 0 1 N 0 a 1 c ) E drawing no. WO 1- 64 (sheet 1 of 5 (305) 262-6978 & PRODUCT JAm8 CORNERS ,1 • • MUWON 1 -1/4' MIN. L__ ALUM PLATE TRIM WOOD BUCKS TO INSTALL ANCHORS TUBE MUWON 1X2. 1X.3. 1X4 1.500 uut '.� ►n:•tt tit nr • 11 .144 - 4144m4 • 2 X 2 X 1/8' ALUM ANGLE 1 14 S.M.S. 2/ ANGLE MU11JON MULLION 2 X 2 X 1/8' ALUM ANGLE 1 -5/8' LONG - r 1 ANCHORS TYPE 'A' —1.500 -i C' • d'. 6 14 S.M.S. 1 -1/4" M.N. EMBED INTO W000 1/ ANGLE ANCHORS TYPE 'B' 2 X 2 X 1/8' ALUM ANGLE 1 14 S.M.S. 2/ ANGLE MUWON MUWON 2 X 2 X 1/8' ALUM ANGLE 2 -5/8' LING A • • 1 14 S.M.S. 1 -1/2' MIN. EMBED INTO WOOD 2/ ANGLE ANCHORS TYPE 'C' n•„ ,1► 3.000 MUWON uW 2 X 2 X 1/8 ALUM ANGLE 3/ ANGLE MUWON 2 X 2 X 1/8' ALUM ANGLE 3 -5/8' LONG 4 • NOTCH WOOD BUCK TO ACCOMODATE CUP ANGLES TO MASONRY • d'. : 1/4" • TAPCON 1 -1/4" MIN. EMBED 2/ ANGLE 1 : d 3.000 ' ' CDUCT RENEWED li!! tnr OttC:. ••-t auum• 1 ACCEPTANCE N0. 19 - 6 1'.'•l • g 1 EXPIRATION DATE 4 AR. _ L S - . , , I 0 By /L/..� _ ;�� PR • • UCT CONTR D BUILD .' :.DE CO!vLPL1ANC' • CE WOOD BUCKS NOT BY C.G,I. MUST SUSTAIN LOADS IMPOSED, APPROVED AS COMPLYING W1TH THE SOUT FLORIDA BUILDING CODE DAT A RC. : IO% BY n I �:! ili.w%f1i PRODUC tNTROI DIVISION 6 BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE HO F M - 0929 Env: DR. HtJWXOUN FAR000 STRUCTURES FLA. PE 1 16557 C ) 6 Z S t') LI up Q z O 0 J Z L` Ec_ Z _ drawing no. M95 --13A sheet 3 of 3 Il� j • r) MULLION LOAD CHART PA .4 20 30 40 55 65 70 85 TRIBUTARY WIDTH - ItO-ES GLAZING PRODUCT VI TRIBUTARY WIDTH ANCHORS TYPE A.B.0 OR D _ ANCHORS TYPE /.B.0 OR D VERTICAL UUUWON GLAZING PRODUCT HORZOHTK MUWON MULLION SPIW ----�{ VI V2 W V1 0 0 J z U H N 0 m cv m cr W r . m 20 ry 0 H.JLLION LOAD CHART 1 "x3 ALL'S. TIDC Ng 'mil. =mil 25 30 45 S0 65 75 80 TRIBUTARY WIDTH - INC)-ES ANCHOR LOAD CHART ANCHORS TYPE A MCI -• 30 45 55 60 70 80 TRIBUTART WIOTH - INCHES TYPICAL MULLION ARRAN MENTS 1 1 WO' ALU1. TWC uo trtn COL :Y .x.11 MUL ■11..1\ \ice►\ ■a1.11111w►Mra.■ ►1.M..Mw.►•■ t.1111111.rr...► ■..►\.1M... ■"■■.111111111.111.■ c m .11131111E1 vi r ,.,.11�.,� o m L111111111..10111111...11111. • 111111. 111.� '..nom... • ■I,��._ ►v:.■1•1111■1�.111 i m N d m m m N 0 0 N a 0 • 0 O0 O) z H r N W O .0 111 m m r) Mut_LION LOAD CHART 25 30 45 55 65 75 85 TRIBUTARY WIDTH - INC}i"cS ANCHOR LOAD CHART 25 35 40 50 65 70 80 TRIBUTARY WIDTH • INCHES m r) m ry In m m 0 m 0• 0 79 0 m z H in o m .0 0 0 0 17 m m m NOTE: LOAD CHARTS ARE MULLION LOAD CHART 2 /8" ALUM. TUOC rrrr•.r.•r•trrr• 25 30 40 50 60 70 80 TRIBUTARY WIDTH - INCHES ANCHOR LOAD CHART AMTvORS rat C .¢l.0 17 ■o rlca mlaul �■.■■ IuhIiiIIIL 1111111.1111..I...AL N r '1■..,,..,,111. a m aM.►\.11111111..21.■ °' .3111a1..■1..1111■ ■...■..:r..rr. H r .11►31.,.111110111.. ...,.,..`.. ......►ZMIELMI m N m v 0 c, MULLION LOAD CHART 2', ALUM. TUBE 25 35 40 50 60 78 80 TRIBUTARY WIDTH - INCHES ANCHOR LOAD CHART -• I1-"ni....■ C M RS TYPE 0 11\%\11.► MML.,_ mmumnammilm 20 30 40 50 60 I 75 85 20 30 45 50 60 PRn]ifi 1F a KI VEB R$PROYED A5 COMPLYING IfilAP4TIPY wIOTH SOUTH FLORIDA BUILDING CODE ACCEPTANCE No. — Q 1 a1 l• D EXPIRATION DATE BY UCT CONTROL DIVISIO h DAT :• P % �w PRODUCT ' ROL DIVISION • BUILDING CODE COMPLIANCE OFFICE 9 'jig LUA� �S� 1 f 7 0 INCHES 80 Engr. DR. HU 4AYOUN FAROOQ STRUCTURES FU. PE • 16557 t1 7 - `�.• z zP 0, -gs g O O a ct4 . O w Z r-, 0 n_ - 0 m U) O X4 WVj�N z V ' N 0 W - - c C 0 . u 0 0 0 t c g rowing no. M95 -13A • • 4.000 6.000 . EP 1 STEP 2 STEP 3 STEP 4 STEP 5 STEP 2.000 —1 INSTRUCTIONS: USE CHARTS AND GRAPHS AS FOLLOWS. TYPICAL WINDOW FRAME TYPICAL GLAZING PRODUCT 2.000 MULLIONS CONTAINING TYPICAL GLAZING PRODUCTS HORIZONTAL OR VERTICAL SEE WINDOW OR DOOR APPROVAL FOR FASTENERS SIZES AND SPACING DETERMINE DESIGN LOAD REQUIRED PER ASCE 7 -88. FOR PARTICULAR OPENING. USE DADE COUNTY APPROVED GLAZING PRODUCTS MEETING ABOVE LOAD REQUIREMENTS. USE CONNECTION TO MUWON AS PER PRODUCT APPROVAL SPECI:Y MAXIMUM SHIM SPACING. USING GRAPHS ON SHEET 2 SELECT MUWON SIZE WITH DESIGN RATING MORE THAN DESIGN LOAD SPECIFIED IN STFP 1 ABOVE= USING ANCHOR TYPES ON SHEET 3, AND ANCHOR GRAPHS ON SHEET 2, SELECT ANCHOR TYPE WITH DESIGN RATING MORE 'N AN THE DES!CH LOADS :F .. $PEC ir.r.. IN STEP i /1i7VVL 3 . 0 0 0 — 4 . 0 0 0 1.000 1 PRODUCT RENEWED nn - -. AV -t. £ AN i�o. 7 - - v t z 7* 4 II . . TION DATE 1.:... . By P' • DUCT CONTROL DIVI BU1 • CODE COMPLLANC - • • CE RECTANGULAR ALUMINUM TUBE MULLIONS USING MULLION PROPERTIES ONLY NOTES 1. ALL GLAZING PRODUCTS USED WITH THESE MUWONS MUST MEET THE APPUCABLE DADE COUNTY REQUIREMENTS LE. WIND LOAD. AIR & WATER INFILTRATION. FORCED ENTRY RESISTANCE. SAFEGUARDS ETC. 2. ANCHOR EMBEDMENT TD BASE MATERIAL SHALL BE BEYOND WAIL COVERING (STUCCO. TILE ETC,) 3. ANY CONDMONS NOT COVERED IN THIS SUBMITTAL SUBJECT TO SEPARATE ENGINEERING REVIEW. 4, ALL MULLIONS TO BE ALLOY 6063 -T6. 1- APPROYFO AS COMM YINt_ W :TH ?uc • SCUM FLORIDA BUILDING CODE $ -200. DATE i • a 99� Dr PRODUCT IIROI DLV!SiON BUILDING CODE COMPLIANCE OFFICE ACCEPIAINCE - 692q .39 CINEER HUMATOUN FAROOQ PE 1 16557 rte. ) 1 /4 T4PC0;`•1 i t N. N.. ■ ; I - 1.250 • < • ...-, .7. . .X JAM Y: LI-; E A D St Li._ „IA r.,.; c • D V98 47 D. E3 . /29199 Vardar Nct-: SCC■•C N.T.S. 1 TYP. HEAD. J.- — P.O. BOX 1529 NOKOMIS, FL. 34274 COE:E CiE;•: -4);1-1eC 4-1 I progreziye cLAss technci c•-.• • pme.. PW 701 ANCH. TYP. PICTURE WINDOW ANCHORAGE 2.784 _1 CC) 1 I / / .- 7/16" (.454) W/MONSA 1NTERLAYER 7/16" (.454) W/DUPONT INTEIRLA 5 Varx:or . 11■■■■••••■••••■ D.B. tc .i‘ : /i6/98 NSt ../7 ; .1 • p r ['Ye gt -r - --;CL.41-.). I / / 3 a 4 IF-F-4. C.:. 4.7 ' f \_, I ■•••■•.. 2.784 7 ; . ,. • __/.?" c' - 1 2.9/99 SECTION VIEWS - HORIZ. & yERT. P.O. BOX 1529 NOKOMIS, FL. 34274 6 4214 NZ' • ITEM DESCRIPTION 1 Frame Head & Sill 2 Frame Jambs 3 .688 x .500 Channel Gloz. Beadi 6533402 4 Seam Sealer m � 6SM55W 5 Closed Cell Foam Ta e i 61308 6 4=8 x 1.000 Ph. Pn. SMS 1 781 P0A 7 Silicon Baer, beddina i 626 8 7/16 (.454) w /1`IONs. -.1TO INiERLA 9 7/ 1 6 - (.454) VI/ OUPON ► lt,?ERL2 YER 10 4'5 x .875 Ph. Fl. Se` -tco I7Ph'Stf'/ V. T.# 1612241 1 eo. { 612242 2 G 4 (between bead 2, class) 8 (Frame Assn. screws) 1 1 Becd screws. 2 1/2" "ram ►:_tsaid: 0.8 ev's D.B. .r,s,r So.: QTY. /LOCATION 2/ 16/98 1/29/99 N.T.S. ( ^ d , w..ti+r- tcry 1 • VENDOR • c� PW P.O. BOX 1529 - Alumox Alumcx NOKOMIS, FL. 3427.-4 B Schnie -Morehead SI -1 S'.ik 11 1308 Merchants Fos( Dow Comma H.P.G. H.P. 2 0r =r: rs IFcs �C S ; 701 • AF -12241 AF -12242 1 AF- 533402 CA 7 Ll LC-A-1 A�.0 ,:.CE t'.3.R'f'r C, VENDOr? NO. , 899 ret ri !9 S$ n f proyress ca t c.•.,;,, �} xwrs: PICTURE WINDOW Or: vng 4214 2 oi A 1 6.000 1 1 1 A 6.250 —s. MAX. 48.000 17.750 4 MAX. ON CENTER 16.500 T MAX. ON CENTER 6.750 0 : . ey: D.B. Vendor Ho.: LARGE MISSLE MFACT WINDOWS 1.) GLAZING: 7/16 (. 454) L.A.V.::'/ATED 1V/INTER LAYER (3/16" HS/.090 FILI.V.V15" HS) 2.) COt.,'FIGURATIONS: 0 3.) DESIGN PRESSURE P,ATINC.;: +90 P.S.F., —90 P.S.F. 4.) ANCHORS: MAX. 6 1/4" MA.X . 6 3/4" S c) " ' P : //AZ. 57- 5 . S f.J 71 tJ SHU TTER 6/98 c 1,29/99 F R 0 :, EA CH C R ER (&1E= %I- F;-?0;',-./ EACH (_.:ORNEF AT H SA 0 & SILL: 17 5/4" A T 50 " 'JIRE7,Ei R Q 'RED TEST R f- — c ; Ck=se;rdot...on: .3ear<Ooet: ....4mirpo .1 Sway 14 R. -4 Ce. py IMPACT PICTURE WINDOW (0) P.O. 60X 1529 NOKOMIS, FL. 34274 8 ): C.; '24 E r ACCEFT.:_y'.! 0 ( • t'. • I re.ssi,,,a pros • ilwari i or. S t echnoley 70 ELEV. cir i ) --/ nng 4214 , 1 4 1 ! I • • I i • • • , • • • • • 'j ; i • . • 1 i ! • I I • (771 •.----, , z--."--, , 'Th ,•-• , !..--' .„.--<:-:!,.. - ; 2 ) \ 3"."... ..: ....' - --,.i s ist ! N \ Li ] ..." /:-.....__..., : • - t ,;•:, --' s 5: -- , 4 . z .-- '........ — 's '--4:::;,: ‹....-;-' • ':- 1 r 1 1 ;TAP - A 1; \ ts ---- \ j ' • / I .1/8 ANN. . 090 C.7 CRI.ArER 3/;6 ANN. ri _ 1 1 I II — Mo!eri:1: _ Fte:;sted Vendor No,: Tr) S.2..FLE ),? T SEE RAtiLiG: ±O sf. Dote: 2 / 7 6 /98 / i 0/98 .2 1 8 N T S e scrp.1 : — FRENCH DO(' 3/16 ANN. --11— .090 I.N71 1 .3/16 ANN. I Ser;t5t/1.1aecir 1 I 1 , 4=leres- P.O. BOX 1529 NOKOMIS, FL. 34274 2.. )LEZ ,t uT..L 7 3 i.i S „•E :77 R4If!': '75 ,Drct■-inc, to.: 977 .218 Sneet: 3 . 4 - -777.7 7717 .489.. ( 11 11 I EXTERIOR .250 MAX. SHIM SPACE ROUGH OPENING ---------- SEE SHEET 3 FOR ANCHORS, OPEt•Iii\iC ROUGH 5. / 7') -, /2 , -. . •• :: :: ---------- i '. . ., ; I I• 1 . VERTICAL SECTION i ,---,-) 0 ii IN T.'zi7 /0 R ,I , I 1 n C . ., J r 3.000 MAX. SHIM CPA.CE ROUGH OPENING 34.625 PrP. BOTH PANELS ACTIVE PA NEL EXTERIOR INACTIVE PANEL .® i 1 1 , 1 I I i I i il II I I r---H - 1 1 II I I I I II I / / '''.- // 0 cs..A.yi_p:.:7 r2T'1 C.; ,. : ":.: \—..) HORIZONTAL SECTION 7.1.750 INTERIOR Vendor D.8 0.B. 1 75 (,) Ozte: 2/16/98 9/10/98 Score: N.T.S - r T T - r . — .t. T P.O. BOX 1529 NOKOMIS, FL. 34274 qi! r' 1 C 1 1 1 —.•_ FRENchl DOOR \/\„, 27 I---- .250 MAX. SHIM SPACE ROUGH OPENING " • _ - 0 _ _2 • ": d S. z c, sh: 2 c 4 Rev.: • " r." -77 • 7 /2" F -5 12" i fkl 1 H - i, :, , ..,.. „,. i! - n 1 :: , \ ,„ ■ j .1 LI , N i l 1 1 Il I 7 ',. '') •• ••• \ i: I I. . :: .•,. i; . \. i: :.; ■ • ' .. I i \ , \ '..... i ; . : . .-, / :i \ i ; • •• ; ,,,, ,;: .• 1 •., I 1 .....z. .: .--;------ • ,./ I I. i ::.. -...,... ;..: .• ill I i .. • .;.;; • . .,/ ..! 1 ,, , • 0 • • iii I • • • • • • • • . // :! / 'I I • • • • • L . ' • •. , ; ; I ; ; 0 • / ...., ./.. =;00 ' 44x. ..•■••••••••• X XX T P. ; • ;1 7 1/2" = ■••••■■•• • 7 1/2' / - - 71. / _ 0 ••••••••••., Mcterial: D. H. F.e.,:sed By: O.B. Vendor No.: 1 I —7 1/2' I 2/16/98 1P10/98 Scote: S Descripticn: LARGE MISSLE IMPACT DOORS i.) GLAZING: ... 401/. 454 L4.MiN.4. TED W/INTERL4YER 2.) CO X, XX 3.) DESIGN =FES': PL.TiNG: .Sc) .464 LAY. +75 P.S.F. -75 5b) .401 LAJ.4.: 50 - , 50 4.) .4:CSOS: 7 1/7" ec 5 /2 ' C 1:,?_ ':LL: 15.050 T YET 75. 75 1 1 Cctec.,ty: Ser:es/M.,de! SW D 701 " 1- 1\ 1 C 1-4 DOO \ Address: P.O. BOX 752 NOKOMIS, FL. 34274 ) X V X /\ CR D UPC"); ,'7) tPs ; .•;._ 2 = 2 1 L— • Orc. No.: 1 _971 'Sheet: e 4 • • • • • • • • • • • • • • • (ITEM . ' DESCRIPTION V.T. # QTY. /DESCRIPTION I VtIVLIJK • V LAY u* r 1 • 000R i BEAD /SILL 60375 I ALUMAX AF 2 DOOR JAMB (HINGED) 160376 1 ALUI /,AX AF-10376 3 I DOOR ASTRAGAL 1 60377 I ALUMAX AF-10377 4 _ .250 x .127 F NSEAL STRIP 67924G 8 (2/eoch door top & Pot. roil) 1 5�r,;L CORP. FS7924 5 DOOR W -STRIP CHANNEL 60579 I ALUMAX AF- 10379 6 FP4;!E ...IAMB 60380 I ALU.MAX AF -10360 7 FRAME HEAD 612376 I AI U•/AX AF-12376 8 CI 4.7!NG S&..0 - (ROLL FORM) - c - . .. I FLO;'In,4 SCREEN 9 OUISWING THRESHOLD 612375 I I ALUMAX Ar - i2J75 1 0 15/ 1 6x 18 T HPEA. ED -r( D 6TRODA 4 (i /d or too a:% bot. ,roil) 1 FASITC Itsin IC - !A 11 TRUSS CLAW? 6037824 3 (! /_ o. _ . ^r f,.7.0 - t.-o t . ror!) ' - _ r_ /AX A - - "C...37.5 i 9 . /16;.. / =1cc :L_ -_- 7',' -- _ _ /__. cc ": 9 - _ _:. -.7.1.9 1 ,=- ,c-_!' r1 - )1Jc - Cr . 1 13 ''./16x13 , ..'C ,'.:•LIT 7,INilrA 8 (2/:... . .: ''? 1. Jot. 'Cif) 1r ./ 1 . /.. . __ 14 r RA,A.,f= C' :R. COVE. -: CAP 41722V/ I VINYL i r=C.�. / 1 C _ 15 y.: ._ , '___. _ /F RSPX I (....-.! /:CO P � Ri ; _-t.r= ir._r: 1 /1721 1 ..r. TECH. 4171 16 1S 11-: i r� L J r _ 1; i'I _ r 7 . '/- R. i L 1. HO. .- -1 71CJ4.4 I ' _ _ J -A S 1 ! -.- -- O : /"' - _ .Y 7 rl r 5 . ' • / _ r , . � : % . s l 1 , . ^ r, r J 1 .. _ ;ND. ex FL F.D. 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