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HomeMy WebLinkAboutRevised Truss EngineeringC) > ®I m (.0 "t m CD Op LO -r-- E 0 W CF) 0 Z) co Ld EL U- ry 0 U- rig w -i w C.0 r) w w w 0 C) U) 0 (D Uj z Q z Z G� w 0 � W ww z o 0 D 0 100 0 -j 00 I,,- Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. AARRUSSES A FLORIDA CORPORATION RE: Job WRMSBM1674132 JOB #77822 A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: Model: BERMUDA 1674 Address: MDRNINGSIDE, FORT PIERCE Subdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC 2017 RES / TPI 2014 Design Program: Alpine Engineered Products Wind Code:ASCE 7-10 Wind Speed: 160 Roof Load: 37.0 psf Floor Load: 0.0 psf This package includes 39 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seq # Truss Name Date No. Seq # Truss Name Date No. I Seq # Truss Name Date 1 2655 A01 6l9/20 13 2539 A13 6/9120 25 2523 CJ3A 6/9120 2 3404 A02 6/9/20 14 2514 B01 6/9120 26 2524 CJ5 619/20 3 3401 A03 6/9/20 15 2515 B02 619/20 27 2535 HJ3 619120 4 2583 A04 619/20 16 2516 B03 6l9/20 28 2536 HJ7 619/20 5 2576 A05 6l9/20 17 2517 B04 6/9/20 29 12537 HJ7S 619/20 6 2507 A06 6/9120 18 2666 B05 6/9120 30 2538 HJB1 6l9/20 7 2572 A07 6/9/20 19 2518 BOB 6/9/20 31 2525 J3 619/20 8 2569 A08 619/20 20 12541 C01 6/9/20 32 2526 J34 619/20 9 2555 A09 6/9120 21 2519 CO2 6/9/20 33 2527 J3GE 6/9/20 10 2511 A10 6/9120 22 2520 CA 6/9/20 34 2528 J7 6/9/20 11 2470 All 6/9/20 23 2521 CAA 619120 35 2529 RC 619/20 12 2513 Al2 6/9/20 24 2522 CJ3 6/9120 36 2530 VM02 619120 ie truss drawu iyks) rererenced nave peen prepareu dy rapure enyu leered rr cxrudu, if unuer my UIRRA suPer vision uaseu un u ie µal an rulers Pr uviueu dyer r rcwi r i ussra, uu. Truss Design Engineer's Name: Rama Pranav Kristam My license renewal date for the state of Florida is February 28,2021. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely forthe truss components shown. The suitability and use of components forany particularbuilding is the responsibility of the building designer, perANSVrPI-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as'Structural Engineering Documents') provided by the Building Designer indicating the nature and character ofthe work The design criteria therein have been transferred to Rama Pranav Kristam PE by [Al Roof Trusses or specific location]. These TDDs (also referred to attimes as'Structural Delegated' Engineering Documents) are specialty structural component designs and may be part of the pro]ect's deferred orphased submittals. As a Truss Design Engineer(i.e, Specialty Engineer), the seal here and on the TDD represents an acceptance of professional engineering responsibility forthe design of the single Truss depicted on the TDD only. The Building Designeris responsible forand shall coordinate and review the TDDs for compatibilkywith theirwritten engineering requirements. Please review all TDDs and all related notes. Page 1 of 2 Rama Pranav Kristam, P.E. 4451 St Lucie Blvd. Suite 201 Fort Pierce, FL 34946 i Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. -TRUSSES A FLORIDA CORPORATION RE: Job WRMSBM1674B2 JOB #77822 A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: Model: BERMUDA 1674 Address: MORNINGSIDE, FORT PIERCE Subdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC 2017 RES / TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 37.0 psf Floor Load: 0.0 psf This package includes 39 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 6 1 G1 5-31 .003,section 5 of the Florida Board of Professional Engineers Rules. No. Seq # Truss Name Date No. Seq # Truss Name Date No. Seq # Truss Name Date 1 2655 A01 6/9/20 13 2539 A13 619120 25 2523 CJ3A 6/9/20 2 3404 A02 6/9/20 14 2514 B01 6/9/20 26 2524 CJ5 6/9120 3 3401 A03 6/9/20 1 15 2515 B02 6/9/20 27 2535 HJ3 6/9/20 4 2583 A04 6/9/20 16 2516 B03 6/9/20 28 2536 HJ7 6/9/20 5 2576 A05 6/9/20 17 2517 B04 6/9/20 29 2537 HJ7S 6/9/20 6 2507 A06 6/9/20 18 2666 B05 6/9/20 30 2538 HJB1 6/9/20 7 2572 A07 6/9120 19 2518 B06 6/9/20 31 2525 J3 6/9120 8 2569 A08 6l9/20 20 12541 C01 6/9/20 32 12526 J34 6/9/20 9 2555 A09 6/9/20 21 2519 CO2 6/9/20 33 2527 J3GE 6/9120 10 2511 A10 6/9/20 22 2520 CA 6/9120 34 2528 J7 6/9/20 11 2470 All 6/9/20 23 2521 CAA 6/9/20 35 2529 J7C 6/9/20 12 12513 Al2 6/9/20 J 24 2522 CJ3 619/20 36 2530 VM02 619/20 �e truss drawrng(s) referenced have been prepared by Alpine Engineered Products, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Rama Pranav Kristam My license renewal date for the state of Florida is February 28,2021. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely forthe truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, perANSVTPI-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as'Structural Engineering Documents') provided bythe Building Designer indicating the nature and characterof the work. The design criteria therein have been transferred to Rama Pranav Kristam PE by [Al Roof Trusses or specific location]. These TDDs (also referred to at times as'Stnrctural Delegated' Engineering Documents') are specialty structural component desig ns and may be part of the project's deferred or phased subnirttals. As a Truss Design Engineer (he., Specialty Engineer), the seal here and on the TOD represents an acceptance of professional engineering responsibility forthe design of the single Truss depicted on the TDD only. The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with theirwritten engineering requirements. Please review all TDDs and all related notes. Page 1 of 2 t1 �1��f lj��tl f'�.... � �� No. 8 6 ATE OF Rama Pranav Kristam, RE. 4451 St Lucie Blvd. Suite 201 Fort Pierce, FL 34946 -� Rama Pranav Kristam, P.E. # 88906 4451 St. Lurie Blvd, Suite 201 Fort Pierce, FL 34946 Job Truss WRM_',;BM1674B2 A01 Truss Type GABL Qty I Ply 1 06/09/2020 2655 e + sari e t e3#i � 2ae•tz 1 e16-6--j-e•=er 2o•8•4 I V'-"--1 I- -- 1T8' I 20W - SEAT PLUTE REQ. SEAT PLATE REQ. SEAT PLATE aE0 °�}•--- 11n•6 T2.12 19'8•14 Loading Criteria IpSrl Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: B Kzt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.80 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 :T3, T4, T6 2x4 SP 42 Bot chord 2x4 SP 42 Webs 2x4 SP 43 :W7, W9 2x4 SP #2: -8710 1 T+�-T-�-2-1 51# 51# 51# 51# Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -3.97 to 62 pif at 8.68 TC: From 31 plf at 8.68 to 31 plf at 15.03 TC: From 62 plf at 15.03 to 62 pit at 36.70 BC: From 14 plf at -2.64 to 14 plf at 8.40 BC: From 7 plf at 8.40 to 7 pit at 15.62 BC: From 14 plf at 15.62 to 14 pit at 35.36 TC: 83 lb Conc. Load at 8.64,10.64,12.64,14.64 BC: 51 lb Conc. Load at 8.64,10.64,12.64,14.64 Plating Notes All plates are 1.5X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 0 -2.64 26.02 BC 97 0.20 8.25 BC 36 8.25 15.67 BC 75 15.77 35.22 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. 38' Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.173 E 999 360 �tRT(CL): 0.367 E 602 240 HORZ(LL): 0.078 F - HORZ(TL): 0.165 F Creep Factor: 2.0 Max TC CSI: 0.890 Max BC CSI: 0.996 Max Web CSI: 0,840 Wgt: 312.2 Ibs VIEW Ver: 19.01.00A.0618.15 Wind Wind loads and reactions based on MWFRS. Bearing Block(s) Brg blocks: 0.131"x3", min. nails brg x-loc #blocks length/blk #nails/blk wall plate 2 18.000' 1 191, 13 Rigid Surface Brg block to be same size and species as chord. Refer to drawing CNNAILSP1014 for more information. Additional Notes See STD DETAILS for gable wind bracing requirements. Loading Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 8.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL AS 911 /- !- /- /442 113 Y 5506 !- /- /- /1448 /- S 1060 /- /- /- /374 /- Wind reactions based on MWFRS AS Brg Width = 7.6 Min Req = 1.5 Y Brg Width = 7.6 Min Req = - S Brg Width = 7.6 Min Req = 1.5 Bearings AS, Y, & S are a rigid surface. Bearings AS, Y, & S require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2829 -1053 J - K 1974 - 665 C - D 1507 -2088 K - L 2030 - 667 A - B 75 - 39 L - M 2025 - 670 B -AS 2047 -2172 M - N 2021 -673 D - E 1754 - 592 N - O 2074 - 685 E - F 1785 - 600 O - P 1941 - 658 F - G 1786 - 599 P - Q 1988 - 670 G-H 1831 -610 Q-R 315 -527 H-1 1813 -601 R-S 357 -1117 1-1 1816 - 607 S - T 75 - 39 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. C -AC 921 - 283 Y - W 52 -190 AC -AB 129 - 37 W - V 368 - 274 AA- Z 280 - 33 V - U 368 - 274 Z - X 1165 - 3283 U - S 841 -186 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D -AC 111 -144 J -AL 617 -1862 D-AD 1036 -3161 AL-X 1256 -4307 D -AA 764 -184 AL -AN 1631 - 488 AC -AA 804 -249 AM-K 83 -309 AD-AE 1039 -3172 X-Y 1455 -5489 AA -AB 62 0 X-AP 1162 -3576 AA-AH 1554 -496 X - W 251 - 351 AE-AA 220 -611 AN -AO 1633 -489 AE-AF 1050 -3230 AO- M 136 -417 AF-AG 1054 -3243 AO -AP 1641 -490 AG-AH 1056-3250 AP-W 320 -128 AH- Z 418 -1377 AP-AQ 866 -1736 AH-AI 627 -1593 W - Q 129 -466 Z -AL 3720 -1118 AQ-AR 862 -1723 "WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 Si. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvrinht P2016 A-1 Roof Tniaaaa - Ranr rhintion of this dnnnment in anv form, is nrohihiiad with.ut the wHHnn nanniaainn of A-1 Ronf Tmanaa. Truss Truss Type A01 I GABL Qty Ply 06/09/2020 1 (1 2655 kr AI-AJ 629 -1601 AR- Q 859 -1715 AJ-AK 629 -1601 U - Q 614 - 227 AK -AL 629 -1603 U - R 294 -711 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. Gables Tens, Comp E -AD 107 -295 1 -AK 38 -158 F -AF 150 - 446 AN- L 54 -187 G -AG 104 - 353 AQ- N 177 - 538 H -Al 147 - 511 AR- P 69 - 201 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvdnht n 2nte A-t in anv farm. is nmhihite.d withnnf the written nennission of A-i Ronf Tnic¢ee. Job WRM,c-'BM1674B2 Truss A02 7'8' SEAT PLATE REQ. t8'5"14 Truss Type Qty Ply 06/09/2020 COMN I1 (1 32'4'7 20'4' SEAT PLATE REQ. 19W2 i 1976 -1 t 4� 3404 Loading Criteria (pso Wind Criteria Code / Misc Criteria Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): 0.069 C 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.151 C 999 240 S 445 !- / /209 /205 /332 BCDL: 7.00 Risk Category: 11 FT/RT:10(0)/10(10) HORZ(LL): 0.030 C - - P 2181 /- /- 11179 /782 !- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.065 C K 627 !- /- /485 /220 /- Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 sf p Max TC CSI: 0.743 S Brg Width = 7.6 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.898 P Brg Width = 3.5 Min Req = 2.6 Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 K Brg Width = 7.6 Min Req = 1.5 C&C Dist a: 3.80 ft Max Web CSI: 0.912 Bearings S, P, & K are a rigid surface. Loc. from endwall: not in 4.50 Wgt: 222.6 Ibs Bearings S & K require a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.16 Chords Tens.Comp. Chords Tens. Comp. Lumber B - C 1345 - 595 F - G 1006 - 217 Top chord 2x4 SP #2 C - D 712 -1082 G - H 1051 - 226 Bot chord 24 SP #2 A - B 35 0 H - I 1137 - 253 Webs 2x4 SP #3 B - S 968 -1159 I - J 377 - 396 Bracing D - E 203 -126 J - K 406 -750 E - F 245 -110 K - L 35 0 (a) Continuous lateral restraint equally spaced on member. Purlins Maximum Bot Chord Forces Per Ply (Ibs) In lieu of structural panels or rigid ceiling use purlins Chords Tens.Comp. Chords Tens. Comp. to laterally brace chords as follows: C - R 486 -231 P - N 12 1 Chord Spacing(in oc) Start(ft) End(ft) R - Q 485 -230 N - M 12 1 TC 0 -2.64 3.00 BC 75 0.20 35.22 Q - O 274 -178 M - K 612 - 286 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Wind Wind loads based on MWFRS with additional C&C member design. D - R 96 0 O - H 262 -314 D - Q 274 - 578 0-1 484 - 836 Q - F 408 - 33 O - M 255 - 499 F - O 397 - 771 I - M 601 -188 G - O 356 -1094 M - J 326 - 443 O - P 843 -2134 -WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. verify design parameters and read notes on this Truss Design Drawing (TOD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the content of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field 488906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. (:nnvrinht c02016 A_t Rnnf TmcaP_v — RnnrndnMinn of Phis dnrnment. in nnv fnnn. is nrnhihited withnnt the wdtten ncrmi5sion of A-t Rnnf Tn—es aoo t fuss f rugs t ypr; wry rly uoruau r�4u WRMSBM1674B2 I A03 I COMN 1 1 I 3ao�' 17'8" 1 20'4" SEAT PLATE REQ. SEAT PLATE REQ. 18'5"14 19'6"2 4--}---- 10'10"14 20 7'4"4 197"6 38' Loading Criteria (psp Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.021 S 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.046 S 999 240 B 643 /- /- /394 /155 1313 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.010 M - - P 1846 /- /- /930 /430 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.018 M K 683 /- /- /488 /168 /- Des Ld: 37.00 Mean Height: 15.00 ft WAVE Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: %00 TCDL: 4.2 sf p Max TC CSI: 0.665 B Brg Width = 7.6 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf P Brg Width = 3.5 Min Req = 2.2 Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h Max BC CSI: 0.942 K Brg Width = . Min Req = 1.5 C&C Dist a: 3.80 ft Max Web CSI: 0.852 Bearings B, P, & K are a rigid surface. Loc. from endwall: not in 9.00 Wgt: 226.8 Ibs Bearings B & K require a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01,00X0618.16 Chords Tens.Comp. Chords Tens. Comp. Lumber A - B 35 0 G - H 651 -111 Top chord 2x4 SP #2 B - C 294 -834 H - I 271 -427 Bot chord 2x4 SP #2 Webs 2x4 SP #3 C - D 178 -508 I - J 256 -518 D - E 187 - 426 J - K 379 - 870 Bracing E - F 572 - 54 K - L 35 0 (a) Continuous lateral restraint equally spaced on member. F - G 583 -14 Purlins Maximum Bot Chord Forces Per Ply (Ibs) In lieu of structural panels or rigid ceiling use purlins Chords Tens.Comp. Chords Tens. Comp. to laterally brace chords as follows: B - T 682 -248 P - N 11 -3 Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.15 18.53 T - S 4 16 N - M 11 3 BC 120 18.53 37.85 S - Q 0 0 M - K 719 -183 Apply purlins to any chords above or below fillers R - O 426 -238 at 24" OC unless shown otherwise above. Maximum Web Forces Per Ply (Ibs) Wind Webs Tens.Comp. Webs Tens. Comp. Wind loads based on MWFRS with additional C&C member design. C - T 103 - 68 O - P 749 -1798 C - R 232 - 337 O - G 240 - 295 T - R 694 -241 O - H 459 -751 R-S 73 0 O-M 232 -71 R - E 400 - 41 H - M 508 -154 E - O 395 - 795 M - J 315 - 434 F - O 265 - 709 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field fl 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPIA. Cnnvnnhtn 2n16 A-1 Ronf Tmac-- Renrndnntinn of thin dncnment. in anv fnnn. i­mhih1t,d Wthmd thn Written nennicsinn of A-t Rmf Tn­ Job Truss Truss Type Qty Ply 06/09/2020 WRMSBM1674B2 I A04 COMN 1 I 1 2583 V 0 j- 17'8" + SEAT PLATE REQ. SEAT PLATE REQ. 18'5"14 19'6"2 18'4"10 197"6 38, Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code:FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.054 D 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.104 Q 999 240 B 928 /_ /. /607 /297 /331 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.027 F - - N 1281 /- /- /666 /561 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.051 F 1 903 /- /- /563 /315 /- Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 sf p Max TC CSI: 0.580 B Brg Width = 7.6 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf N Brg Width = 3.5 Min Req = 1.5 Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.980 1 Brg Width = 7.6 Min Req = 1.5 C&C Dist a: 3.80 ft Max Web CSI: 0.284 Bearings B, N, & I are a rigid surface. Loc. from endwall: not in 9.00 Wgt: 214.2 Ibs Bearings B & I require a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber A - B 35 0 F - G - 381 To chord 2x4 SP #2 -1014 B-C 485 -1442 G-H 430 Bot chord 2x4 SP #2 :B4 2x4 SP M-30: C - D 2-- I 5-137 Webs 2x4 SP #3 D-E 222 -457 I-J 35 0 Bracing E - F 327 -443 (a) Continuous lateral restraint equally spaced on member. Maximum Bot Chord Forces Per Ply (Ibs) Purlins Chords Tens.Comp. Chords Tens. Comp. In lieu of structural panels or rigid ceiling use purlins B - Q 1229 -374 N - L 18 -3 to laterally brace chords as follows: Q - P 835 -258 L - K 18 -3 Chord Spacing(in oc) Start(ft) End(ft) P - O 835 -258 K - I 1169 -326 BC 112 0.15 18.53 BC 75 18.53 37.85 O - M 404 -185 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Wind Wind loads based on MWFRS with additional C&C member design. C - Q 248 -310 M - F 340 -520 Q - D 465 -110 M - G 405 - 655 D - O 398 - 686 M - K 707 - 44 E-O 436 -125 G-K 418 -98 M - N 658 -1229 K - H 325 - 431 —WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fad Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. f;nnvn.ht 6 201a A-1 in nnv form. is nmhihite.A without fhe written nermisxinn of A-1 Rnnf Tmccon Job WRMSBM1674B2 Truss Truss Type A06 COMN Qty 2 I 1y 106/09/2020 2507 17'8" 1112X4 =4X10=3X6 20'4" SEAT PLATE REQ. SEAT PLATE REQ. 38' — =A �- 2'8"6 13710 �^ 2 0 8 jam- 19T'8 t 4- Loading Criteria (paf) Wind Criteria Code / Misc Criteria Defi/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.212 O 999 360 Loc R+ / R- / Rh / Rw ! U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.397 O 999 240 A 1431 /- /- /810 /345 /290 BCDL: 7.00 Risk Category: 11 FT/RT:10(0)/10(10) HORZ(LL): 0.136 L - - J 1512 !- /- /899 /371 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.255 L - - Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 15.00 ft WAVE Creep Factor: 20. A Br Width = 7.6 9 Min Re 1.5 q = NCBCLL: 10.00 TCDL: 4.2 sf p Max TC CSI: 0.468 J Brg Width = 7.6 Min Req = 1.8 Load Duration: 1.25 BCDL: 4.2 psf Bearings A & J are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h Max BC CSI: 0.996 Bearings A & J require a seat plate. C&C Dist a: 3.80 ft Max Web CSI: 0.750 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 9.00 Wgt: 311.5 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.15 A - B 364 -622 F - G 930 -2163 Lumber B - C 1306 -3262 G - H 924 -1963 C - D 1173 -2813 H - 1 922 -2135 Top chord 2x4 SP #2 :T1 2x8 SP 2400f-1.8E: D - E 884 -2005 I - J 1052 -2663 :T2 2x6 SP #2: E - F 990 -2002 J - K 35 0 Bot chord 2x4 SP #2 :B1, B2 2x6 SP #2: Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) Continuous lateral restraint equally spaced on member. B - V 3166 -1078 R - O 2470 - 773 Plating Notes V - U 3156 -1075 Q - N 32 -11 U - T 3156 -1075 N - M 2302 - 827 All plates are 1.5X4 except as noted. T - R 2501 - 787 M - L 2302 - 827 (**)1 plate(s) require special positioning. Refer to scaled plate plot details for S - P 32 -13 L - J 2304 - 827 special positioning requirements. Tray Scab(s) Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. (2) 2x8x9-3-5 x SP 2400f-1.8E scabs at left end. Attach one scab to each outer face of chord with: 0.131 "x3", min. nails @ 8" oc, Plus additional nail clusters at: BRG.: V - C 76 -162 O - F 181 -108 (4), heel: (6), 1st panel point: (2). C - T 336 -764 O - G 201 -149 D - T 442 -135 O - N 1969 - 632 Purlins D- O 449 -900 P- Q 83 0 In lieu of structural panels or rigid ceiling use purlins S - R 43 -5 G - N 128 -441 to laterally brace chords as follows: E - O 1361 -677 N - I 271 -536 Chord Spacing(in oc) Start(ft) End(ft) O - P 113 0 I - L 217 0 BC 116 0.28 15.82 BC 100 15,82 35.16 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design -WARNING'- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kdstam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field 488906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. (:nnvrinht nc 201fi A_1 Rnnt TnISSP.c — Renrndunlinn of This dnnnmenf. in —form, N nmhihitud t0hnut the written namniesinn of A-1 Ronf Tntccaz Job Truss Truss Type Qty Ply 06/09/2020 WRMSBM1674B2 ( A07 COMN I 1 2572 I'- 7'0'e 30,1118 1- W4' - - 2'8' -I 19' o-5X6 /5X8(R) F G SEAT PLATE REG. SEAT PLATE REG. 18'S'12 19'6'4 M4� 16'4' n 197'8 1 4+{ I-LIE-1 38' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: B Kzt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T1, T2 2x4 SP 2400f-2.OE Bot chord 2x4 SP #2 :B3 2x4 SP M-30: Webs 2x4 SP #3 :W6 2x4 SP #2: Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 0 -2.64 4.41 TC 24 13.70 16.36 BC 91 0.20 16.22 BC 75 16.22 35.22 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in Joe L/defl L/# Gravity Non -Gravity VERT(LL): 0.270 X 817 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.527 X 418 240 AA 909 /- /- /544 /300 /313 HORZ(LL): 0.113 D - - T 1277 /- /- /654 /315 /- HORZ(TL): 0.225 D K 915 /- /- /574 /295 /- Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.824 AA Brg Width = 7.6 Min Req = 1.5 Max BC CSI: 0.977 T Brg Width = 3.5 Min Req = 1.5 K Brg Width = 7.6 Min Req = 1.5 Max Web CSI: 0.696 Bearings AA, T, & K are a rigid surface. Wgt: 222.6 Ibs Bearings AA & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) VIEW Ver: 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. B - C 3714 -1370 F - G 494 - 447 C - D 913 -1836 G - H 482 - 505 A- B 35 0 H- 1 581 - 725 B -AA 2715 - 2751 I - J 574 - 858 D - E 408 - 656 J - K 705 -1407 E- F 436 - 588 K- L 35 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp C - Z 1822 - 672 T - R 107 - 33 Z - Y 1821 - 671 S - Q 110 - 304 Y - W 1821 - 671 R - O 40 - 64 X-V 0 -1 O-N 1188 -456 W - U 447 -168 N - M 1188 - 456 U - P 670 -223 M - K 1191 -455 V-S 94 -216 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp D- Z 275 0 P- H 341 - 547 D - W 729 -1425 P - O 764 - 239 F - W 148 - 31 Q - R 639 -173 U - V 146 - 335 H - O 182 - 78 T - S 600 -1715 O - J 295 - 567 P- Q 410 - 839 J- M 225 0 P-G 116 -302 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPIA. Convnnht n 2016 A-1 Rnnf Trusses - Renrndnclon of this dmimentin anv fnnnis nrohihitad withent the written nnonissinn of AA Roof Tmsses Job Truss WRMSBM1674B2 A08 t T 7 'f- SEAT PLATE REQ. 8'5"12 Truss Type COMN Qty Ply 06/01/2020 I1 1 30'10"2 17' %5x8(R) T4 �1­10710 F G H f `4. 16'4' 'r I {"-1i- Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: 11 EXP: B Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL" 4.2 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24,0 " MWFRS Parallel Dist: h to 2h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T4 2x6 SP #2: :T6 2x4 SP M-30: Bot chord 2x4 SP #2 Webs 2x4 SP #3 Code / Mist; Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted, Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 0 -2.64 4.52 TC 24 11.70 18.36 BC 75 0.20 35.22 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. SEAT PLATE REQ. 19'6"4 1978 114� 2569 Defl/CSI Criteria A Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.141 U 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.408 U 544 240 W 470 /- /- /244 /79 /267 HORZ(LL): 0.047 C - - R 2088 /- / 11146 /159 /- HORZ(TL): 0.093 C K 677 /- /- /523 /192 /- Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.764 W Brg Width = 7.6 Min Req = 1.5 Max BC CSI: 0.972 R Brg Width = 3.5 Min Req = 2.5 K Brg Width = 7.6 Min Req = 1.5 Max Web CSI: 0.858 Bearings W, R, & K are a rigid surface. Wgt: 228.9 Ibs Bearings W & K require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver: 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens, Comp. B - C 1465 - 370 F - G 993 - 229 C - D 488 - 766 G - H 993 - 227 A- B 35 0 H- I 600 - 226 B - W 1084 -1095 I - J 526 - 228 D - E 410 - 598 J - K 347 - 783 E- F 431 - 534 K- L 35 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp C-V 446 -69 R-O 0 -122 V - S 360 -380 O - N 607 - 225 U- T 0 0 N- M 607 - 225 S - P 374 - 277 M - K 610 - 224 T-Q 0 -182 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp D - V 385 - 555 P - Q 835 - 2020 V - F 1050 - 466 P - O 517 - 627 F - P 542 -1064 P - H 853 -1528 S - T 5 - 54 O - H 821 - 507 G - P 51 -104 O - J 433 - 807 Q- R 821 - 2087 J- M 327 0 *"WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (Le. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPIA. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Matam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. (;nnvdnht Q2n18 A-i in anv fern. is nrnhihited wilhmit the written nermiasinn of A-1 Rnnf Tniecn_c. Job WRMSBM1674B2 Truss Truss Type Qty iy A09 COMN 1 I pi 06/09/2020 2555 31'1 7 F - 12'4" 1 1018" 1 16, a6X6 F� x8 F G 12 63X4 D (a) (a)>f!!�, M 6 p IL X4(R %1.5X4(Rm %2X4(R)4X6>a5X6 U TAg3X43XK (Ai 113X6Q TWA �IYA L SEAT PLATE REQ. SEAT PLATE REQ. 185°12 196°4 16'4° �i Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/deft L/# TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.097 C 999 36 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.195 C 999 24 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.042 C - - EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.085 C Des Ld: 37.00 Mean Height: 25.00 ft WAVE NCBCLL: 10.00 TCDL: 4.2 psf Creep Factor: 2.0 Load Duration: 1.25 BCDL: 4.2 psf Max TC CSI: 0.890 Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h Max BC CSI: 0.753 C&C Dist a: 3.80 ft Max Web CSI: 0.455 Loc. from endwall: not in 9.00 Wgt: 215.6 Ibs GCpi: 0.18 VIEW Ver: 19.01.00A.0618.15 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member Plating Notes All plates are 1.5X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 0 -2.64 4.18 TC 24 9.70 20.36 BC 75 0.20 35.22 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. '4� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL V 469 /- /- /245 /177 /256 Q 2103 /- /- /1108 /566 /- J 660 /- /- /493 /213 /- Wind reactions based on MWFRS V Brg Width = 7.6 Min Req = 1.5 Q Brg Width = 3.5 Min Req = 2.5 J Brg Width = 7.6 Min Req = 1.5 Bearings V, Q, & J are a rigid surface. Bearings V & J require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1466 -491 F - G 1198 - 262 C-D 791 -876 G-H 519 -214 A- B 35 0 H- 1 457 - 218 B - V 1109 -1161 I - J 359 - 795 D- E 294 -122 J- K 35 0 E - F 1201 - 263 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. C-U 371 -171 Q -N 11 -17 U - R 295 -193 N - M 627 - 234 T- S 0 0 M- L 627 - 234 R - O 284 -175 L - J 630 - 233 S-P 12 -17 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp D - U 393 - 567 O - P 863 - 2056 E - U 457 - 78 O - N 312 - 477 E - O 524 -1300 O - G 650 -1388 R- S 34 0 N- G 568 - 272 F - O 233 - 346 N -1 394 - 708 P - Q 862 - 2080 1- L 287 0 -WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kdstam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Qonvdnht 0 2016 A-1 Roof To..-- Re-i-tion of IN., dnn-oW. in anv form. is nrohihifvd with-t fh.. written nanniasioo of A-1 Roof T.-., Job Truss Truss Type Qty I Ply 0610912120 WRM-BM1674B2 1A10 I HIPS 1 1 2511 i 10'4" j 14'8" 5X8 1111.5X4 n C C 13' - I SEAT PLATE REQ. SEAT PLATE REQ. 18'512 19'6"4 �4-}" 18'4"8 -�- 197'8 - I - -{ Loading Criteria (psf) Wind Criteria TCLL: 20,00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: it EXP: B Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 Sp 43 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord 9pacing(in oc) Start(ft) End(ft) TC 24 10.33 25.00 BC 120 0.15 18.52 BC 75 18.52 37.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. 38' Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.026 K 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.052 K 999 240 B 699 !- /- 1447 /170 /203 HORZ(LL): 0.014 K - - O 1695 /- /- /787 1414 /- HORZ(TL): 0.026 K - 1 740 A /- /512 1181 /- Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.955 B Brg Width = 7.6 Min Req = 1.5 Max BC CSI: 0.814 O Brg Width = 3.5 Min Req = 2.0 1 Brg Width = 7.6 Min Req = 1.5 Max Web CSI: 0.572 Bearings B, O, & I are a rigid surface. Wgt: 205.8 Ibs Bearings B & I require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver: 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. A- B 35 0 F- G 244 - 386 B - C 415 - 924 G - H 999 - 459 C - D 301 - 603 H - 1 403 -1006 D-E 416 -64 I-J 35 0 E-F 416 -63 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - Q 772 - 207 M - L 825 - 262 Q - P 487 -118 L - K 825 - 262 P - N 488 -118 K - I 828 - 262 O-M 3 -5 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C- Q 236 - 333 N- M 348 0 D - Q 430 -114 N - F 445 - 859 D - N 451 - 970 M - F 381 -154 E - N 278 - 505 M - H 318 - 575 N- O 760 -1657 H- K 229 - 7 "WARNING"' Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Mstam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-I. Convrinht 0 21116 A-1 Roof Tnrese_c— Renroduntion of this dnrnment in anv form. is prohibited Without the written nenni-ion of AA Roof Tnecses Job Truss Truss Type WRMSBM1674B2 �All HIPS Qty Ply 106/09/2020 1 1 2470 31 i- &3"4 1818" -j— 11' 5X6 = 3X6 = 5X6 D E F G H SEAT PLATE REQ. SEAT PLATE REQ. 13'3"1 I1'4"1 ? 37'l 1 "4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: B Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.79 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T1 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #2 :134 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 8.27 26.94 BC 75 0.00 37.79 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. 3(Al) SEAT PLATE REQ. 24'8"3 1'4� Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.042 L 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.080 L 999 240 R 473 /- /- /428 /159 /186 HORZ(LL): 0.012 L - - P 1737 /- /- /971 /395 A HORZ(TL): 0.022 L J 944 /- /- 1602 /234 /- Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.805 R Brg Width = 6.9 Min Req = 1.5 Max BC CSI: 0.493 P Brg Width = 7.6 Min Req = 2.0 J Brg Width = 7.6 Min Req = 1.5 Max Web CSI: 0.924 Bearings R, P, & J are a rigid surface. Wgt: 250.6 Ibs Bearings R, P, & J require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver: 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. A- B 37 0 F- G 488 - 200 B - C 262 - 491 G - H 396 - 602 C - D 206 -197 H -1 507 -1080 D - E 174 -117 I - J 637 -1440 E- F 488 - 200 J- K 35 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp R - Q 636 - 706 N - M 900 -180 Q - P 636 - 706 M - L 900 -180 P - O 370 - 218 L - J 1231 - 449 O-N 370 -218 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp B - R 363 -405 T - U 335 - 267 B - S 379 -146 E - U 589 - 784 R - S 694 -437 P - U 951 -1567 C - T 289 - 307 U - G 620 -1215 S - Q 344 -484 U - N 822 - 365 S - T 521 - 432 G - N 267 - 3 S - P 1090 - 781 N - H 247 - 407 D - T 164 - 262 H - L 422 - 67 T - E 608 - 476 L - I 306 - 375 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C—nnht n 2016 A-1 Rnnf Tnwaxa - Rnnrodiintion of thi., do-mnnt in nnv fnnn. m nrnhihitnrl without thn wnHnn nnrmi -inn of A-1 Rnnf Tna Job Truss Truss Type Qty Ply 06/09/2020 WRMSBM1674B2 ( Al2 HIPS 1 11 �- -- 63"4 - ^{ 22'8" E�F5X8 =4X4 III 1.5X4=3X6 =5X6 '12 C D E F G H T � 9' SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. 13'3"1 24'8"3 4„1 155"6 fI- 14'5"6 jF 79"8 4� 1 37' 11 "4 Loading Criteria(par) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: B Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL:4.2 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.79 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.27 28.94 BC 75 0.00 30.29 BC 93 30.29 37.79 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. 2513 II Defl/CSI Criteria A Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.071 P 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.134 P 999 240 Z 463 /- P /426 /206 /149 HORZ(LL): 0.023 M - - X 1835 P P 1982 1406 /- HORZ(TL): 0.044 M - K 894 P P 1559 /230 /- Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.793 Z Brg Width = 6.9 Min Req = 1.5 Max BC CSI: 0.804 X Brg Width = 7.6 Min Req = 2.2 K Brg Width = 7.6 Min Req = 1.5 Max Web CSI: 0.655 Bearings Z, X, & K are a rigid surface. Wgt: 231.0 Ibs Bearings Z, X, & K require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver: 19.01.00A.061$.15 Chords Tens.Comp. Chords Tens. Comp. A- B 37 0 G- H 583 -1095 B - C 588 - 352 H -1 850 -1611 C - D 869 - 297 I - J 765 -1641 D - E 281 - 392 J - K 659 -1444 E- F 281 -392 K- L 35 0 F - G 281 - 392 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Z - Y 173 -135 S - R 1083 - 342 Y - X 42 - 83 R - Q 1083 - 342 W - U 504 - 818 Q - N 1198 - 417 X-V 9 -18 P-O 0 0 U - S 507 - 835 O - M 38 -18 V- T 0 0 M- K 1249 - 524 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - Z 580 -425 E - S 155 - 315 B - Y 226 -345 G - Q 241 -48 C - Y 229 - 360 Q - H 87 -128 C - W 799 -1049 H - N 620 - 347 Y - W 369 - 380 N - O 75 - 5 W - X 945 -1733 N -1 171 -165 W - D 584 -1240 N - M 1245 - 519 D - S 1493 - 644 N - J 182 - 58 U - V 90 -42 M - J 161 - 320 S-G 416 -860 "'WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. f:nnvdnht 02n16 A-Y Rnnf Tnrsse_s - RPnmdnrlinn of this doniment. in anv fnnn. is nrnhihited % ilhnnl the wdHen ne. mission of A-1 Ro I`Tmis . Job WRMSBM1674132 Truss A13 Truss Type Qty Ply 06/09/2020 HIPS 11 I 1 2539 4 2 F- 4-3"4 280# 187# 187# 187# 187# 1871 190#190#190# 190p 190# 190t 190# 190# 430# + i + i + 4 i + i + t_ 7,0.6 --{ 12 W3X10 6 F:71- C­­ D 26'8' i 7' III1.5X4 m4X6 T3 N7X6(R) F G_. H I J 4X4 ,rAa ill- aU T S 83 R gPHO Mlw �_V12 sH0308 AC 1_1 AB 81 AA Z Y WvX 3 6 N V M3X8 1116X6 1111.5X4 =6X6 SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. 13'3'1 24'8"3 15'5"6 14'5"6 1"--778 i 1W 37'11 "4 I" 4'3°10 1 2 0"6 2' 2'.�.jj._ 2' 2' 2' 3 i 3 i - 2' - + - 2, -�-� -- 2, + 2­ i 21 i i 213# 111 111# 111# 111# 11 98# 98# 98# 98# 98# 98# 98# 98# 603# Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: B Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0" MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.79 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T2 2x4 SP 2400f-2.OE :T3 2x4 SP M-30: Bot chord 2x4 SP M-30 :B1 2x4 SP #2: :63 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W7, W13 2x4 SP #2: :W8 2x4 SP M-30: :W12 2x4 SP 2400f-2.0E: Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Bracing (a) Continuous lateral restraint equally spaced on member Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 pif at -1.40 to 62 plf at 4.27 TC: From 31 plf at 4.27 to 31 plf at 30.94 TC: From 62 plf at 30.94 to 62 plf at 39.27 BC: From 14 plf at 0.00 to 14 plf at 4.30 BC: From 7 plf at 4.30 to 7 plf at 30.65 BC: From 14 pif at 30.65 to 14 plf at 37.94 TC: 280 lb Conc. Load at 4.30 TC: 187 lb Conc. Load at 6.33, 8,33,10.33,12.33 14.33 TC: 190 lb Conc. Load at 16.33,17.60,18.87,20.87 22.87,24, 87,26.87,28.87 TC: 430 lb Conc. Load at 30.91 BC: 213 lb Conc. Load at 4.30 BC: 111 lb Conc. Load at 6.33, 8.33,10.33,12.33 14.33 BC: 98lb Conc. Load at 16.33,17.60,18.87,20.87 22.87,24.87,26.87,28.87 BC: 603 lb Conc. Load at 30.91 Plating Notes All plates are 3X4 except as noted. Defl/CSI Criteria PP Deflection in loc L/defl L14 VERT(LL): 0.233 R 999 3E §tRT(CL): 0.433 R 679 2 HORZ(LL): 0.060 N - HORZ(TL): 0.112 N - Creep Factor: 2.0 Max TC CSI: 0.676 Max BC CSI: 0.987 Max Web CSI: 0.726 Wgt: 232.4 Ibs VIEW Ver: 19.01.00A.0618.15 Purlins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 4.27 30.94 BC 75 0.00 15.30 BC 43 15.30 30.79 BC 85 30.79 37.79 Apply purling to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left bottom chord exposed to wind. T N In ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL 40 AC 470 /- !- /- /198 /- Z 4890 /- /- /- /1626 /- L 2005 /- /- /- /630 /- Wind reactions based on MWFRS AC Brg Width = 6.9 Min Req = 1.5 Z Brg Width = 7.6 Min Req = 5.8 L Brg Width = 7.6 Min Req = 2.4 Bearings AC, Z, & L are a rigid surface. Bearings AC, Z, & L require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 37 -17 G - H 232 - 864 B - C 195 - 395 H -1 1026 - 3462 C - D 590 -106 I - J 1423 -4665 D - E 3473 -1082 J - K 1661 - 5205 E - F 232 - 864 K -L 1157 - 3710 F - G 232 - 864 L - M 35 -16 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp AC -AB 6 0 U - T 3352 - 999 AB -AA 304 -152 T - S 3352 - 999 AA- Z 103 - 325 S - R 4647 -1423 Z - X 23 - 79 R - O 4766 -1512 Y- W 1027 - 3297 Q- P 0 0 X-V 0 0 P-N 156 -50 W - U 1049 - 3374 N - L 3253 -1009 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp B -AC 218 -455 F - U 270 - 639 B -AB 316 -160 U - H 896 - 2905 C -AB 244 -17 H - S 969 - 239 C -AA 326 -1132 S - I 468 -1397 AA- D 1013 - 295 1- R 150 0 AA-Y 15 -316 R-J 103 -112 D - Y 1103 - 3253 O - P 639 -191 Y - Z 1498 - 4503 O - J 1619 - 472 Y - E 1014 - 3146 O - N 3216 - 994 E - U 4949 -1495 O - K 1429 - 481 W - X 25 - 82 N - K 370 -1034 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form, verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Convdnht n 2016 A-1 Roof Tmsaev - Renmdn Jinn of thin donimentin anv formi., nrohihited withnnt tha writlen nermiccino of AA Roof Tot- Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp AC -AB 6 0 U - T 3352 - 999 AB -AA 304 -152 T - S 3352 - 999 AA- Z 103 - 325 S - R 4647 -1423 Z - X 23 - 79 R - O 4766 -1512 Y- W 1027 - 3297 Q- P 0 0 X-V 0 0 P-N 156 -50 W - U 1049 - 3374 N - L 3253 -1009 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp B -AC 218 -455 F - U 270 - 639 B -AB 316 -160 U - H 896 - 2905 C -AB 244 -17 H - S 969 - 239 C -AA 326 -1132 S - I 468 -1397 AA- D 1013 - 295 1- R 150 0 AA-Y 15 -316 R-J 103 -112 D - Y 1103 - 3253 O - P 639 -191 Y - Z 1498 - 4503 O - J 1619 - 472 Y - E 1014 - 3146 O - N 3216 - 994 E - U 4949 -1495 O - K 1429 - 481 W - X 25 - 82 N - K 370 -1034 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form, verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Convdnht n 2016 A-1 Roof Tmsaev - Renmdn Jinn of thin donimentin anv formi., nrohihited withnnt tha writlen nermiccino of AA Roof Tot- Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp B -AC 218 -455 F - U 270 - 639 B -AB 316 -160 U - H 896 - 2905 C -AB 244 -17 H - S 969 - 239 C -AA 326 -1132 S - I 468 -1397 AA- D 1013 - 295 1- R 150 0 AA-Y 15 -316 R-J 103 -112 D - Y 1103 - 3253 O - P 639 -191 Y - Z 1498 - 4503 O - J 1619 - 472 Y - E 1014 - 3146 O - N 3216 - 994 E - U 4949 -1495 O - K 1429 - 481 W - X 25 - 82 N - K 370 -1034 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form, verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Convdnht n 2016 A-1 Roof Tmsaev - Renmdn Jinn of thin donimentin anv formi., nrohihited withnnt tha writlen nermiccino of AA Roof Tot- "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form, verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Convdnht n 2016 A-1 Roof Tmsaev - Renmdn Jinn of thin donimentin anv formi., nrohihited withnnt tha writlen nermiccino of AA Roof Tot- Job Truss Truss Type Qty Ply 0610912020 WRMSBM1674B2 I B01 I JACK 2 11 2514 4 3 12 C SEAT PLATE REQ. �---- 1'4" -- +--- 1 ` 10" 15 --�{ T 0 r m T N• Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL B 193 /- /- /155 /50 /47 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.000 D D 24 / /- /21 /7 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.000 D C 27 /- /- 118 112 /- Des Ld: 37.00 Mean Height: 15.00 ft WAVE Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 sf p Max TC CSI: 0.282 B Brg Width = 7.6 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.046 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C Brg Width = 1.5 Min Req = - C&C Dist a: 3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc. from endwall: Any Wgt: 8.4 Ibs Bearing B requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver: 19.01.00A.0618.15 Wind Duration: 1.60 Chords Tens.Comp. Chords Tens. Comp. Lumber A- B 35 0 B- C 12 -41 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Maximum Sot Chord Forces Per Ply (Ibs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use purlins B - D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 21 0.15 1.91 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TOD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TOD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TOD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines ofthe Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terns are as,defined in TPI.1. Cnnvrinht [d 201a A-1 Rnnf T­­- Ranrndnclinn of this dnnnment. in — fnrrt is nrnhihilnd W id the. vmHen nerniszinn of A-1 Rnnf Tn,.,,. Job Truss Truss Type uty Ply WRMSBM1674B2 I B02 I JACK 12 ( 1 D 12 1113X4(++) C 6 T_ =2X4(A1) B H 8"12 T 113 AGG III 1.5X4 SEAT PLATE REQ. I— 2 6 2t,Q Von �- — 32"14 -i Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defi L/# TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.006 G 999 36 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.011 G 999 24, BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.004 G - - EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.007 G Des Ld: 37.00 Mean Height: 15.00 ft WAVE Creep Factor: 2 NCBCLL: 10.00 TCDL: 4.2 psf Load Duration: 1.25 BCDL: 4.2 psf Max TC CSI: 0. 282 Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.054 C&C Dist a: 3.00 ft Max Web CSI: 0.053 Loc. from endwall: Any Wgt: 16.8 lbs GCpi: 0.18 VIEW Ver: 19.01.00A.0618.15 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP 43 Plating Notes (++) - This plate works for both joints covered. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 30 0.15 2.36 BC 13 2.36 3.24 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design 06/09/2020 2515 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 229 /- !- /172 /51 /66 E 31 /- /- 122 /4 /- D 77 /- /- /42 /29 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 35 0 C- D 35 - 80 B-C 3 -88 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-H 10 -23 G-E 0 0 C-G 33 -2 H-F 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. G - H 48 - 22 *"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Krislam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPIA. r:onvnnht n 2016 A-1 Roof Tnissac— Ronmdnntion of this do,nmentin anv formis nmhihited without the oft.n nsonissi.a of A-1 R"of Tnicsas Job Truss WRMSBM1674B2 I B03 Truss Type JACK Qty PIy 4 1 06/09/2020 2516 4P SEAT PLATE REQ. C 124" ®{ 2'5119 7 r Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in foe L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA B 206 /- /- /160 /50 /55 BCDL: 7.00 Risk Category: II FT/RT:10(0)110(10) HORZ(LL): 0.001 D D 34 /- /- /26 /4 /- Des Ld: 3).p0 EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.001 D C 48 /- /- /19 /21 /- Mean Height: 15.00 ft WAVE Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 sf p Max TC CSI: 0,322 B Brg Width = 7.6 Min Req = 1.5 Load Duration: 1.25 " BCDL: 4.2 psf Max BC CSI: 0.048 D Brg Width = 1.5 Min Req = - Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2 C Brg Width = 1.5 Min Req = - C&C Dist a: 3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc. from endwall: Any Wgt: 11.2 Ibs Bearing B requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber Top chord 2x4 SP 42 A - B 35 0 B - C 22 - 68 Bot chord 2x4 SP #2 Maximum Bot Chord Forces Per Ply (Ibs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use purlins B - D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 28 0.15 2.46 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kdstam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the ISC, local building code and TPI.1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 201 d, Suite guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss fort Pierce, 4461 St. Lucie Blvd, 349te Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cn Mht 211016 A-y Rnnf Tnr. s-- Rnnrndndinn of this damunnnt. in anv form. is nrnhihitnd with-t 1hr..6tt..n ris—isainn of A4 Rnof Truss- Job Truss WRMSBM1674B2 B04 Truss Type JACK Qty Ply 06/09/2020 1 (1 2517 L 5 12 6 F�7' '2X4(++) C T=2X4(A1) B 1 I — V4" / I I r1 F SEAT PLATE REQ. I. 2'6"2 -� HB V5"14 I--- 1'4"6 1 l Loading Criteria (ps() Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.019 F 999 360 Loc R+ / R- ! Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.034 F 999 240 B 254 /- /- 1186 /54 /77 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.011 G - - E 44 /- /- /29 /4 !- Des Ld: 37.00 EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.020 G D 102 !- /- /55 /40 /- Mean Height: 15.00 ft WAVE Creep Factor: 2.0 Wind reactions based on MW FRS NCBCLL: 10.00 TCDL: 4.2 sf P Max TC CSI: 0,201 B Brg Width = 7.6 Minin Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psi Max BC CSI: 0.070 E Brg Width = 1.5 Min Req = - S Spacing: 24.0 " P 9 MWFRS Parallel Dist: 0 to h/2 D Brg Width = 1.5 Min Req = - C&C Dist a: 3.00 ft Max Web CSI: 0.076 Bearing B is a rigid surface. Loc. from endwall: not in 4.50 Wgt: 18.2 Ibs Bearing B requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber Top chord 2x4 SP #2 A - B 35 0 C - D 46 -70 Bot chord 2x4 SP #2 B - C 2 82 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Plating Notes Chords Tens.Comp. Chords Tens. Comp. (++) - This plate works for both joints covered. B - H 19 -27 G - E 0 0 Purlins C- G 36 -5 H- F 0 0 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Maximum Web Forces Per Ply (Ibs) Chord Spacing(in oc) Start(ft) End(ft) Webs Tens.Comp. BC 30 0.15 2.36 G - H 52 21 BC 22 2.36 4.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and g451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, lv 349te Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. (:nnvdnht n 2Ma A-1 Rnnf Tnic[n_c — RP.nrnduMinn of Ihi.� dnmimnnt in nnv fnnn. is nrnhihited wilhntR thn written nnnniscion of A-1 Ronf Tnictev. Job Truss Truss Type Qty Ply 06/09/2020 WRMSEM1674B2 B05 I COMN I1 11 2666 27# 75# 754 27# �--- 2'V8 � 111011877- -0"14 9'2 9, 81'0 14# V10"8 --�- 2'V8 --�{ r 1,4„14 `1" 318„ �1 1'6"4 _'1 3,8,E TT '4-,14„I 12 4.24 © =5X6 E=5X6 F T12 6D T2 �5X6G T2.3X8 =3X8 6 T 05X6 C H�5X6 N 1 1 T i ro•m I =2X4(A1) B 1111.5X40 _ X4 B2 ML 62X4(A1) v I 1 yo A R OF 1111.5X4 K =3X4 1111.5X4 =3X4 SEAT PLATE RED. SEAT PLATE REQ. 11'8" 1,4„3'0"4 .57'9 i- TO-41,4„" 244 3448# 44# 48# 31#+ 24# Loading Criteria(ps0 Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: B Kzt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 42 :T2 2x6 SP 2400f-2.OE Bot chord 2x4 SP #2 :B2 2x6 SP #2: Webs 2x4 SP #3 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 pif at -1.33 to 62 pif at 1.41 TC: From 31 plf at 1.41 to 31 pIf at 10.26 TC: From 62 pIf at 10.26 to 62 pif at 13.00 BC: From 7 pIf at 0.00 to 7 pIf at 11.67 TC: 27 lb Conc. Load at 2.12, 9.54 TC: 77 lb Conc. Load at 4.00, 7.67 TC: 75 lb Conc. Load at 5.07, 6.59 TC: 102 lb Conc. Load at 5.83 BC: 24 lb Conc. Load at 2.12, 9.54 BC: 31 lb Conc. Load at 4.00, 7.67 BC: 48 lb Cone. Load at 5.07, 6.59 BC: 44 lb Conc. Load at 5.83 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 5.07 6.59 BC 34 0.15 2.73 BC 67 2.73 8.65 BC 34 8.65 11.52 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Code / Misc Criteria Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in foe L/defl L/# VERT(LL): 0.315 M 433 36 �RT(CL): 0.562 M 243 24 HORZ(LL): 0.249 K - - HORZ(TL): 0.449 K Creep Factor: 2.0 Max TC CSI: 0.603 Max BC CSI: 0.986 Max Web CSI: 0.370 Wgt: 77.7 Ibs VIEW Ver: 19.01.00A.0618.15 A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 699 /- /- /- /215 /- 1 699 !- /- A 1215 /- Wind reactions based on MWFRS B Brig Width = 7.6 Min Req = 1.5 1 Big Width = 7.6 Min Req = 1.5 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 35 -16 F - G 477 -1852 B - C 238 - 876 G - H 259 - 956 C - D 260 - 957 H -1 238 - 876 D - E 474 -1843 I - J 35 -16 E - F 477 -1888 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - R 687 -184 N - L 1958 - 502 R - P 94 -25 G - L 209 - 854 Q - D 205 - 845 M - K 94 - 25 Q - O 1951 - 500 K - I 687 -183 O-N 1918 -487 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - R 126 - 422 N - F 84 - 230 R - Q 768 -205 M - L 11 - 30 Q - P 11 - 30 L - K 767 - 204 E-O 79 -216 H-K 126 -421 E-N 13 -38 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C.nnvdnht P21e A-1 Rnnf Tniseea- Renrndudinn of thic d-u-t, in anv form. N nrnhihited without thr. written nermissinn of A-1 R"nf Tntsses Job I russ I russ I ype ctty I'iy Ub/U9/2U2U WRMSBM1674B2 ( B06 I COMN ( 1 ( 1 5-10" 5'10" -� Di,/4X4(R1) 12 6 M <h =4X4(++)C E=4X4(++) M T=2X4(A1)B K J I H F-2X4(A1) a III 1.5X4 A N M L 1111.5X4 G III 1.5X4 SEAT PLATE REQ. SEAT PLATE REQ. 11'8" �- V4" „1„_ 2'6"2 4,P 64n12 lip 2'6n2 -_•1- 1'4" --1 Loading Criteria (psf) Wind Criteria Code / Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) EXP: B Kzt: NA Plate Type(s): Des Ld: 37.00 Mean Height: 15.00 ft WAVE NCBCLL: 10.00 TCDL: 4.2 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 2400f-2.0E Bot chord 2x4 SP #2 Webs 2x4 SP #3 Plating Notes (++) - This plate works for both joints covered. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 30 0.15 2.36 BC 88 2.36 9.30 BC 30 9.30 11.52 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. 2518 C a N O_ co Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.230 L 593 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.424 L 321 240 B 525 /- /- /320 /132 /110 HORZ(LL): 0.229 H - - F 525 /- /- /320 /132 /- HORZ(TL): 0.422 H - - Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 7.6 Min Req = 1.5 Max TC CSI: 0.480 F Brg Width = 7.6 Min Req = 1.5 Max BC CSI: 0.313 Bearings B & F are a rigid surface. Max Web CSI: 0.464 Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt:50.4lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 19.01.00A.0618.15 A- B 35 0 D - E 348 -785 B - C 200 - 308 E - F 211 - 308 C- D 363 - 785 F- G 35 0 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens, Comp B-N 111 -45 K-H 746 -211 C-M 571 -150 J-1 0 0 M-K 746 -211 1 - F 111 -50 N-L 0 0 H-E 571 -143 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - N 96 - 25 H - 1 96 - 28 D-K 159 -10 '*WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. (:nnvdoht C) 2016 A-1 Roof To-- Renrnduntion of this do-mont. i, env formis nrohinited withniit the written nermiscion of A-1 Roof Tnicaes Job Truss WRMSQM1674B2 I C01 GABLype � 11ty I Ply (06/09/2020 107# 67# 67# 671 + 679+ + 67#+ + 67#+ + 107#t f-- 3'0'6 1~ 37`14 1 12'8'4 1 3714 --� 1- 10' 1 10, --i 2541 SEAT PLATE REe. 6 20, I-3'0'6--t -20.6-2'--�-2' 4- -1.10T8^ -2- i -2'-- -2'0'6 1044 44# 44q 44# SEAT PLATE REQ. 1W Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10,00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.212 H 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0100 Enclosure: Closed Rep Factors Used: Varies by Ld C Vr_RT(CL): 0.411 H 574 240 B 2314 i- /- /773 /527 1329 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.088 D - - J 2317 /- /- /773 /525 /- EXP: B Kzt: NA Des L; 377 00 Plate Type(s): HORZ TL 0.170 D ()' Wind reactions based on MWFRS Mean Height: 15.00 ft WAVE Creep Factor: 2.0 B Brg Width = 7.6 Min Req = 2.7 NCBCLL: 10.00 TCDL: 4.2 sf p Max TC CSI: 0.696 J Brg Width = 7.6 Min Req = 2.7 Load Duration: 1.25 BCDL: 4.2 psf Bearings B & J are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.981 Bearings B & J require a seat plate. C&C Dist a: 3.00 ft Max Web CSI: 0.417 Loc. from endwall: Any Maximum Top Chord Forces Per Ply (Ibs) Wgt: 134.4 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.15 A - B 75 -27 F - G 1331 -2190 Lumber Wind B - C 1906 -4086 G - H 1244 -2252 Top chord 2x4 SP M-30 Wind loads based on MWFRS. C - D 1245 -2440 2442 H - I 1172 -4094 Bot chord 2x4 SP M-30 D - E 1331 -2190 I - J 1975 -4-27 Webs 2x4 SP 43 Additional Notes E - F 1331 -2190 J - K 75 -27 Special Loads See STD DETAILS for gable wind bracing requirements. Maximum Bot Chord Forces Per Ply (Ibs) ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) Chords Tens.Comp. Chords Tens. Comp. TC: From 62 plf at -1.33 to 62 plf at 3.03 B - N 3585 -1512 M - L 3601 -1534 TC: From 31 plf at 3.03 to 31 plf at 16.97 TC: From 62 plf at 16.97 to 62 plf at 21.33 N - M 3593 -1502 L - J 3593 -1545 BC: From 14 pif at 0.00 to 14 plf at 3.03 BC: From 7 plf at 3.03 to 7 plf at 16.97 Maximum Web Forces Per Ply (Ibs) BC: From 14 plf at 16.97 to 14 plf at 20.00 Webs Tens.Comp. Webs Tens. Comp. TC: 107 lb Conc. Load at 3.03,16.97 TC: 67 lb Conc. Load at 5.06, 7.06, 9.06,10.94 C - N 175 -22 F - Q 1094 -621 12.94,14.94 C - O 752 -1353 Q - R 763 -1369 BC: 104 lb Conc. Load at 3.03,16.97 C - M 248 -288 R - S 758 -1362 BC: 44 lb Conc. Load at 5.06, 7.06, 9.06,10.94 O - P 757 -1362 S - I 752 -1353 12.94,14.94 P - Q 763 -1369 L - I 176 -17 Plating Notes M -1 257 -297 All plates are 1.5X4 except as noted. Maximum Gable Forces Per Ply (Ibs) Purlins Gables Tens.Comp. Gables Tens. Comp. In lieu of structural panels or rigid ceiling use puffins D - O 136 -213 R - G 277 -267 to laterally brace chords as follows: E - P 27-90 S - H 136 -214 Chord Spacing(in oc) Start(ft) End(ft) Q M 378 -90 TC 0 3.01 16.99 BC 99 0.15 19.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 8.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. verify design parameters and read notes on this Tmss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.a, Specialty Engineer), the seat on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Krislam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvriaht 0 201 A A-1 Roof Toca - Ronroduntinn of this d.onment. in anv form. is nrnhihited wiihnut the writlnn nennissinn of AA Rent Tnicsos Job I russ I cuss I ype city Ply 06/09/2020 WRMSBM1674B2 I CO2 COMN 12 ( 1 I { 2519 10, SEAT PLATE REQ. E- 1'4" -{ Loading Criteria (ps0 Wind Criteria Code / Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) EXP: B Kzt: NA Plate Type(s): Des Ld: 37.00 Mean Height: 15.00 ft WAVE NCBCLL: 10.00 TCDL: 4.2 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0" MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.15 19.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design 10' D=4X4 ffl SEAT PLATE REQ. '— 1'4" -] T 1 Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.039 H 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.074 H 999 240 B 843 /- /- /491 /209 /165 HORZ(LL): 0.017 H - - F 843 /- /- /491 /209 /- HORZ(TL): 0.033 H Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 7.6 Min Req = 1.5 Max TC CSI: 0.285 F Brg Width = 7.6 Min Req = 1.5 Max BC CSI: 0.854 Bearings B & F are a rigid surface. Max Web CSI: 0.201 Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 91.0lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 19.01.00A.0618.15 A - B 35 0 D - E 434 -926 B - C 523 -1253 E - F 523 -1253 C- D 433 - 926 F- G 35 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1068 - 354 H - F 1068 - 385 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 226 - 344 H - E 226 - 344 D-H 518 -196 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" forth. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristem, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, d, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvdnht n 2010 A-1 Ronf Tnicses— RnnmdnMinn of this domiment. in anv fans. is nrnhihited without the "Han nannissian of AA Rnof Tnicsns Job Truss Truss Type Qty Ply 06/09/2020 WRMSBM1674B2 ( CJ1 I JACK 6 ( 1 12 6 C 2M(A1) B `-f' IF A D SEAT PLATE REQ. �--- 1'4" ----+- 11 "11 -� Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defi/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defi L/# Ti 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): NA BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): -0.000 D EXP: B Kzt: NA Plate Type(s): 0.0.0 D Des Ld: 37.00 Mean Height: 15.00 ft WAVE Creep Factor: Creep Factor: 20. NCBCLL: 10.00 TCDL: 4.2 psf Load Duration: 1.25 BCDL: 4.2 psf Max TIC CSI: 0.282 Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.036 C&C Dist a: 3.00 ft Max Web CSI: 0.000 Loc. from endwall: Any Wgt: 5.6 Ibs GCpi: 0.18 VIEW Ver: 19.01.00A.0618.15 Wind Duration: 1.60 Lumber Top chord 24 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 10 0.15 0.97 Apply purlins to any chords above or below fillers at 24" CIC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design 2520 A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 197 !- /- /172 /69 /33 D 6 /-11 /- /15 /15 /- C - /-33 / /29 /43 !- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 35 0 B-C 56 -29 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form. Verify design Parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, Blvd, 349te Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the 46 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C.—Anhi [)c 2n1e A-1 Rnnf Tnt¢sr_e— Renr d-lion of this rinnimentin snv form. Le nrnhihited wilhnnt tha wriHP.n narmiscinn of A-7 Rnnf Tnicse, WRMSBM1674B2 I CJ1A JACK 2521 r, a 12 6 F,-,- C 1111.5X4B A iv - H B 7"7 04 ib 1 1113X6E D SEAT PLATE REQ. �-- 1'4"12 —4 j 77 h 10"15 �{ Loading Criteria (psf) Wind Criteria Code / Misc Criteria Deft/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.000 B 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.000 B 999 240 E 178 /- /- /171 /81 /- BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.000 B - - D 15 /- /- /10 /- /- EXP: B Kzt: NA Des Ld: 37.00 Plate Type(s): HORZ TL 0.000 B - ( ) C - /-32 /- /46 /60 /33 Mean Height: 15.00 ft WAVE Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf Max TC CSI: 0.180 E Brg Width = 6.9 Min Req = 1.5 Load Duration:1.25 BCDL: 4.2 sf p " Max BC CSI: 0.007 D Brg Width = 1.5 Min Req = - Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2 C Brg Width = 1.5 Min Req = - C&C Dist a: 3.00 ft Max Web CSI: 0.094 Bearing E is a rigid surface. Loc. from endwall: not in 4.50 Wgt: 8.4 Ibs Bearing E requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber Top chord 2x4 SP #2 A - B 37 0 B - C 151 -59 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Purlins In lieu of structural panels or rigid ceiling use purlins E - D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) BC 11 0.00 0.91 Webs Tens.Comp. Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. B - E 317 -172 Wind Wind loads based on MWFRS with additional C&C member design "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TOD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-I. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field 488906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-I. (:nnvonht 0 2016 A-1 Ronf Tniasr_s— Renmduntinn of thk dncumantin am, form. by nrohibited without the written nemfiasinn of AA Rnnf TmcS , Job Truss Truss Type (Qty -BW(I Ply 0110912020 WRM1674B2 I CJ3 JACK � 3 1 I 2522 C 12 6 0 2X4(A1) B N A p SEAT PLATE REQ. - 1'4" - F 2' 11 "11 Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA B 220 /- /- /167 151 /62 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.001 D D 43 /- /- /31 /2 /- Des Ld: 37.00 EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.001 D C 66 /- /- /28 /29 /- Mean Height: 15.00 ft WAVE Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf Max TC CSI: 0.322 B Brg Width = 7.6 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.072 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C Brg Width = 1.5 Min Req = - C&C Dist a: 3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc. from endwall: Any W gt: 11.2 Ibs Bearing B re g quires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber Top chord 2x4 SP #2 A - B 35 0 B - C 30 -89 Bot chord 2x4 SP #2 Maximum Bot Chord Forces Per Ply (Ibs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use purlins B - D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 34 0.15 2.97 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TOO to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TOO and the practices and 201 d, Suite guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, 4451 St. Lucie Blvd, 349te Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvdaht A 2016 A-1 Roof Tm-o, - Ronrndnntioo of thi-, document, in anv form. Lv nrnhihited without the wd"an nenol.-ion of A-1 Roof Tnicaec. Job I7uss WRMSBM1674B2 CJ3A I russ I ype JACK my rty 1 1 ubruarleuzu 2523 C 12 6 p III 1.5X4 B A T o a HB 1'11"7 b 1 III3X6 E D SEAT PLATE REQ. 1,4"12 --� �— 22"15 --� Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.000 B 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.000 B 999 240 E 193 /- /- /169 176 /- BCDL: 7.00 Risk Category: 11 FT/RT:10(0)/10(10) HORZ(LL): -0.000 B - - D 38 /- /- /23 /- /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.000 B - C 45 /- /- /38 /15 /53 Des Ld: 37.00 Mean Height: 15.00 ft WAVE Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 sf p Max TC CSI: 0.0 E Brg Width = 6.9 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 050 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 .050 C Brg Width = 1.5 Min Req = - C&C Dist a: 3.00 ft Max Web CSI: 0.091 Bearing E is a rigid surface. Loc. from endwall: not in 4.50 Wgt: 14.0 Ibs Bearing E requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber A- B 37 0 B- C 156 - 52 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Purlins E-D 0 0 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) BC 27 0.00 2.24 Webs Tens.Comp. Apply purlins to any chords above or below fillers B - E 305 -178 at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lude Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building, All capitalized terms areas defined in TPI-1. Convnnht 0) 201e A-1 Ronf Tnresc_s — Renrodunlinn of this do-ment. in anv form. i<nmhihitnd withnnl the wrinen ne. nissinn of A-1 Rnnf Tnic¢ea. Job Truss WRM_8M1674B2 I CJ5 Truss Type JACK 06/09/2020 2524 T �- 1'4" Loading Criteria (psf) Wind Criteria TOLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BOLL: 0.00 Enclosure: Closed BCDL: 7,00 Risk Category: II EXP: B Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) SC 58 0.15 4.97 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. SEAT PLATE REQ. Code / Misc Criteria Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. C 4'11"11 _ l Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D HORZ(TL): 0.008 D Creep Factor: 2.0 Max TC CSI: 0.510 Max BC CSI: 0.284 Max Web CSI: 0.000 Wgt: 18.2 Ibs VIEW Ver: 19.01.00A.0618.15 A Maximum Reactions (Ibs) Gravity Loc R+ / R- / Rh Non -Gravity /Rw /U /RL B 288 /- !- /253 /75 /92 D 77 /- /- /89 /35 /- C 128 /- /- /69 /53 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 35 0 B-C 57 -156 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 *"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvrinht @207fi A-Y Ronf Tn�asa_s — Renrndnrlion of this "nraimenf. in anv form. is nrohihifad without iha vmHr:n narmissinn of A-i Ronf Tniaaee ion I russ I runs I ype Uty rly Ub/UUizuzu 2535 WRMSBM1674B2 HJ3 HIP_ 2 1 f Loading Criteria (pso Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0,00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: B Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 42 Bot chord 2x4 SP #2 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 0 pif at -1.89 to 61 plf at 0.00 TC: From 2 pif at 0.00 to 2 plf at 4.18 BC: From 2 plf at 0.00 to 2 plf at 4.18 TC: -20 lb Conc. Load at 1.38 BC: 12 lb Conc. Load at 1.38 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 48 0.15 4.18 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. -20# 1- 2'9"10 -, C SEAT PLATE REQ. �-- 1'10"10 --{ 47'3 -, j- - 1'4"8 -j 12# Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE fi Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA 'A_-RT(CL): NA HORZ(LL): -0.002 D HORZ(TL): 0.003 D Creep Factor: 2.0 Max TC CSI: 0.100 Max BC CSI: 0.133 Max Web CSI: 0.000 Wgt: 16.8 Ibs VIEW Ver: 19.01.00A.0618.15 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 169 /- /- /- /104 /- D 61 /-1 /- !- /9 /- C 40 /-5 /- !- /14 /- Wind reactions based on MWFRS B Brg Width = 10.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 19 -9 B-C 22 -11 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 209 Suite te guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, 4451 St. Lucie Blvd,349te Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT theFL Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvnnht M 20M A-1 Rnnf Tniasaa - Renrn i-Ainn of this ti-mentin env fnnn. is nmhihited without the written nermi-inn of A-1 Rmf Tni.¢ Job Truss WRMFMA1674B2 HR Truss Type HIP_ Oty Ply 1 1 06/09/2020 2536 T 4'3 -20# 256# 4 132#+ SEAT PLATE RED. �- 1'10"10 ^}- 9110"1 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: it EXP: B Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 fit Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP 2400f-2.0E Webs 2x4 SP #3 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 61 pIf at -1.89 to 61 pIf at 9.84 BC: From 14 plf at 0.00 to 14 pIf at 9.84 TC: -20 lb Conc. Load at 1.38 TC: 132 lb Conc. Load at 4.21 TC: 256 lb Conc. Load at 7.03 BC: 12 lb Conc. Load at 1.38 BC: 86 lb Conc. Load at 4.21 BC: 155 lb Conc. Load at 7.03 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 116 0.15 9.84 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. 1,4"9 --{-- 2,9"15 -�--- 2,9"15 --� 86# 12# 155# Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.037 G 999 36 kAERT(CL): 0.066 G 999 24 HORZ(LL): 0,008 F - - HORZ(TL): 0,015 F - Creep Factor: 2.0 Max TC CSI: 0.667 Max BC CSI: 0,561 Max Web CSI: 0,904 Wgt: 44.8 Ibs VIEW Ver: 19.01.00A.0618.15 D A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 739 /- /- /- /343 /- E 492 / /- /- /152 /- D 243 /- /- /- /103 /- Wind reactions based on MWFRS B Brg Width = 10.0 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Big Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 37 -17 C-D 81 -116 B - C 549 -1452 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B- G 1353 -488 F- E 0 0 G - F 1338 - 487 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. G - C 241 -11 C - F 508 -1396 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field 488906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1. Cnnvdoht 02016 A_1 Rnnf Tnissns - R-rinnfinn of this dncn-ntin anv form. is nrnhihitntl wilhnut thr. wdtten permission of A-1 Rnnf Tn-n., Job Truss I cuss Type Uty Hly Ub/uuIZUZU WRMSBM1674B2 I HJ7S I HIP_ 11 ( 1 ( k, -, t 66# -12#� 1734 I'._ 2'9'10 -� C T 1 SEAT PLATE REQ. vi1.11 �f11T 58'4 --� �pp^ 5'11'12 -j 15# 43# 116# Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20,00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.000 B 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C %P6RT(CL): 0.001 B 999 240 E 320 /- /- /- /141 /- BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.000 B - D 102 /- /- /- /12 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.000 B - C 93 /- /- /- /42 /- Des Ld: 37.00 Mean Height: 15.00 ft WAVE Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 sf p Max TC CSI: 0.723 E Brg Width = 9.0 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.562 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C Brg Width = 1.5 Min Req = - C&C Dist a: 3.00 ft Max Web CSI: 0.039 Bearing E is a rigid surface. Loc. from endwall: not in 4.50 Wgt: 23.8 Ibs Bearing E requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 20 -9 B-C 34 -49 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Special Loads E - D 0 0 ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 0 pif at -1.97 to 61 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 5.98 Maximum Web Forces Per Ply (Ibs) BC: From 2 pif at 0.00 to 2 plf at 5.98 Webs Tens.Comp. TC: 66 lb Conc. Load at 0.35 TC: -12 lb Conc. Load at 1.29 B - E 131 -207 TC: 173 lb Conc. Load at 3.17 BC: 43 lb Conc. Load at 0.35 BC: 15 lb Conc. Load at 1.29 BC: 116 lb Conc. Load at 3.17 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 72 0.00 5.98 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left bottom chord exposed to wind. **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TOD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any Feld # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. fnnvnnht 02Ma A-1 Rnnf Tmecr_c - Renrxl-1m of this damimentin anv form. is nrohihitnd without the wnttnn narmissinn of A-1 Rnnf Tmaces Job Truss WRM_'5%BM1674B2 I HJB1 Truss Type Qty I HIP_ 2 Ply 06/09/2020 2538 1 97# 1710 D 12 T 5.54 t3X6(++)C T _2X4(At)B H81� iv N 1 l�A � III14 SEAT PLATE REQ. j- 2'8"12 --�� j-- 1,5" 1-5.12 --� j 4W15 -j 28„5 ---! 68# Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code:FBC 2017 RES PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0,025 F 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C %P6RT(CL): 0.048 F 999 240 B 161 /_ /_ /- /33 /- BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.013 G - - E 48 /- /- /- /3 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.025 G D 75 /- /- P 117 P Des Ld: 37.00 Mean Height: 15.00 ft WAVE Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 sf p Max TC CSI: 0.334 B Brg Width = 8.3 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.096 E Brg Width = 1.5 Min Req = - Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 D Brg Width = 1.5 Min Req = - C&C Dist a: 3.00 ft Max Web CSI: 0.106 Bearing B is a rigid surface. Loc. from endwall: not in 4.50 Wgt: 19.6 Ibs Bearing B requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber C - D 32 -10 Top chord 2$4 SP #2 B - C 14 -60 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Special Loads Chords Tens.Comp. Chords Tens. Comp. ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) B - H 23 -5 G - E 0 0 TC: From 0 plf at -1.42 to 62 plf at -0.00 C - G 18 0 H - F 0 0 TC: From 2 pif at -0.00 to 2 plf at 4.33 BC: From 2 plf at 0.00 to 2 plf at 4.33 TC: 97 Ib Conc. Load at 2.69 Maximum Web Forces Per Ply (Ibs) BC: 68 lb Conc. Load at 2.69 Webs Tens.Comp. Plating Notes G - H 87 -7 (++) _ This plate works for both joints covered. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 32 0.15 2.58 BC 23 2.58 4.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvdnht (lc 20ta A-1 in anv form. is nrnhihiferf without fha wdttP.n nennisxinn ni A-i Rnnf Tmc ., Job Truss WRMSBM1674B2 J3 Truss Type EJAC Qty Ply 8 1 06/09/2020 2525 P SEAT PLATE REQ. �--- 1'4" „}- 3' Loading Criteria (psi) Wind Criteria Code / Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) EXP: B Kzt: NA Plate Type(s): Des Ld: 37.00 Mean Height: 15.00 ft WAVE NCBCLL: 10.00 TCDL: 4.2 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 34 0.15 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. N T co 0 r N r to CV Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL%: NA I Loc R+ / R- / Rh / Rw / U / RL VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.322 Max BC CSI: 0.075 Max Web CSI: 0.000 Wgt: 11.2lbs VIEW Ver: 19.01.00A.0618.15 B 221 /- /- /168 /51 /63 D 44 /- /- 131 /2 /- C 67 /- /- /29 /29 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 35 0 B- C 30 - 90 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 "*WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kdstam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 4188906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1. C—n.ht 0 2016 A-1 Rnnf Tn...,-- Renrndnnlion of thin dncnmentin nnv fmm is nrnhihitn.d MIh-1 thn v Hfinn nannicsinn of AA Rnnf Tn,c¢es Job Truss WRMF3M1674B2 I J34 Truss Type Qty Ply JACK 4 1 06/09/2020 2526 4P 10, - I r _� T411 _1 Loading Criteria (psf) Wind Criteria Code / Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) EXP: B Kzt: NA Plate Type(s): Des Ld: 37.00 Mean Height: 15.00 ft WAVE NCBCLL: 10.00 TCDL: 4.2 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 39 0.13 3.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. co b N Defl/CSI Criteria I A Maximum Reactions (Ibs) PP Deflection in loc L/defl L14 Gravity Non -Gravity VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.143 Max BC CSI: 0.144 Max Web CSI: 0.000 Wgt: 12.6 Ibs VIEW Ver: 19.01.00A.0618.15 B 201 /- /- /177 /54 /63 D 51 /- /- 159 /23 /- C 83 /- /- 144 /34 /- Wind reactions based on MWFRS B Brg Width = 3.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 26 0 B-C 37 -74 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 "WARNING"` Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TOO to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Mstam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 1i 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty,Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Co—dMt O2616, A-1 Rnni TnlfiFPS - Rnnrodurlinn of this rinrnmenf to anv fnrm. is nrnhlhilaA without the written nermissinn of A-1 Rnnf Tnixces. JOD Truss WRMSBM1674B2 I LGE I cuss I ype JACK fly t ly 1 1 UbfUaauzU 2527 � - 114" -- SEAT PLATE REQ. D III 1.5X4 T Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA D* 106 /- /- /76 /13 /15 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.001 D Wind reactions based on MWFRS Des Ld: 37.00 EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.001 D D Brg Width = 31.7 Min Req = - Mean Height: 15.00 ft WAVE Creep Factor: 2.0 BearingB is a rigid surface. NCBCLL: 10.00 TCDL: 4.2 psf Max TC CSI: 0.186 gearinB requires a seat late. g q p Load Duration:1.25 Spacing: 24.0 " BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h Max BC CSI: 0.046 Maximum Top Chord Forces Per Ply (Ibs) C&C Dist a: 3.00 ft Max Web CSI: 0,038 Chords Tens.Comp. Chords Tens. Comp. Loc. from endwall: not in 9.00 Wgt: 14.0 Ibs A - B 35 0 B - C 23 -53 GCpi: 0.18 Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.15 Maximum Bot Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Top chord 2x4 SP #2 B - D 155 -31 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Maximum Web Forces Per Ply (Ibs) Purlins Webs Tens.Comp. In lieu of structural panels or rigid ceiling use purlins C - D 89 -54 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 30 0.15 2.64 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design *`WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kdstam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4d51 Si. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. (:nnvrinht n 2m1r,A-1 Rnnf Tnicw.s— RenrnAnntinn of this Amfaiment. h anv fnnn. is nmhihitad wilhniit the written nennicnion of A-1 Rnnf Tni— Job Truss WRM_S8M1674B2 R Truss Type EJAC Qty 7 I 1y ( 06/09/2020 2528 T SEAT PLATE REQ. �-- V4" 7' Loading Criteria (psf) Wind Criteria Code / Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) EXP: B Kzt: NA Plate Type(s): Des Ld: 37.00 Mean Height: 15.00 ft WAVE NCBCLL: 10.00 TCDL: 4.2 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc, from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.15 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. C Defl/CSI Criteria A Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity 111=0 (I I ): NA I Loc R+ / R- / Rh / Rw / U / RL VERT(CL): NA HORZ(LL): 0.015 D - HORZ(TL): 0.027 D - Creep Factor: 2.0 Max TC CSI: 0.711 Max BC CSI: 0.640 Max Web CSI: 0.000 Wgt: 23.8 Ibs VIEW Ver: 19.01.00A.0618.15 B 361 /- /- /317 /88 /121 D 111 !- /- /131 /52 /- C 187 /- /- /102 /77 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 35 0 B-C 84 -140 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 *`WARNING`* Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristen P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines ofthe Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C. flv ht02n1fi A-i R—I'Tnrsses. JOD ICUSS WRMSBM1674B2 J7C 1 FUSS I ype EJAC 1 Ly r ly 8 1 UO/ V V/LULU 2529 k T 1 T3 SEAT PLATE REQ. no f--- IW' --1 2'6"2 11 � 4'4"6 =j 7' 1 Loading Criteria (pst) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.171 F 482 360 Loc R+ / R- / Rh i Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.316 F 260 240 B 361 /- !- /252 /68 /121 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.081 G - - E 98 /- /- /66 /8 A Des Ld: 3T00 EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.151 G D 190 /- /- /102 /78 A Mean Height: 15.00 ft WAVE Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf Max TC CSI: 0.786 B Brg Width = Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 p sf Max BC CSI: 0.348 1. E Brg Width = 1.55 Min Req = - Spacing: 24.0" MWFRS Parallel Dist: h/2 to h D Brg Width = 1.5 Min Req = - C&C Dist a: 3.00 it Max Web CSI: 0.279 Bearing B is a rigid surface. Loc. from endwall: not in 9.00 Wgt: 28.0 Ibs Bearing B requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber A - B 35 0 C - D 85 -118 Top chord 2x4 SP #2 B - C 0 -197 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Plating Notes Chords Tens.Comp. Chords Tens. Comp. (++) - This plate works for both joints covered. B - H 84 -73 G - E 0 0 Purlins C- G 81 -36 H- F 0 0 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Maximum Web Forces Per Ply (Ibs) Chord Spacing(in oc) Start(ft) End(ft) Webs Tens.Comp. BC 30 0.15 2.36 G - H 72 34 BC 58 2.36 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TOO only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TOD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. (:onvriehf n 2a1N A-1 Roof Trij, s — Renrodu dien of this dnrnmentin anv fens. is nrnhihitnd wifhmit the written nermi. aien of A-1 Rnnf To—o, Job Truss Truss Type Illy I Ply 06/09/2020 2530 WRMCBM1674B2 VM02 I VAS 2 1 Loading Criteria (pat) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: B Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 42 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 23 0.00 1.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. 12 6 (% B A2X4(D8R) 00 r =W4 -_ 1 t 10"8 P Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes DefI1CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.005 B 999 360 VERT(CL): 0,009 B 999 240 A Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL W 76 /- /- /40 /11 /9 FT/RT:10(0)/10(10) HORZ(LL): 0.002 B - - Wind reactions based on MWFRS Plate Type(s): HORZ(TL): 0.004 B - - D Brg Width = 22.5 Min Req = - WAVE Creep Factor: 2.0 Bearing A is a rigid surface. Max TC CSI: 0.059 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.113 Chords Tens.Comp. Max Web CSI: 0.000 A- B 0 -21 Wgt: 5.6 Ibs Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver: 19.01.00A.0618.15 Chords Tens.Comp. A-C 73 -4 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. -WARNING'- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-I. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in wilting by all patties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1. Cnnvrinht 0) 201a A-1 in nnv form. is nrnhihitad wilhmrf the wdtten nennissinn of A-1 Rnof Tniacec Job Truss WRMSBM1674B2 I VM04 Truss Type VAL Qty Ply 06/09/2020 2 1 2531 4 2X4(D8R) ,- B 314" Loading Criteria (psf) Wind Criteria Code / Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) EXP: B Kzt: NA Plate Type(s): Des Ld: 37.00 Mean Height: 15.00 ft WAVE NCBCLL: 10.00 TCDL: 4.2 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 40 0.00 3.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. 1113X6 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.002 C HORZ(TL): 0.004 C Creep Factor: 2.0 Max TC CSI: 0.227 Max BC CSI: 0.141 Max Web CSI: 0.075 Wgt: 14.0 Ibs VIEW Ver: 19.01.00A.0618.15 T 20 r ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL C` 76 !- /- /50 /17 /14 Wind reactions based on MWFRS C Brg Width = 40.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - B 36 -102 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 187 -10 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - C 193 - 86 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPIA. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI.1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPI-1. (:nnvrinht n 2nifi A-1 Rnnf Tnissaa — Rnnrndnntinn of this dmimant in anv farm. is nrnhihhf d without the wddnn nnnnissinn of A.1 Rnnf Tnicsas. Job Truss Truss Type Qty Ply 06/09/2020 WRMCHM1674B2 I VM05 I VAL 1 I 1 ( 2532 I 20 Ij(h �--- 1' -- r. -- 3'4" ^{ Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defi/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.000 C 999 361 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.000 C 999 241 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): -0.027 C - - EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.035 C Des Ld: 37.00 Mean Height: 15.00 ft WAVE Creep Factor: 2 NCBCLL: 10.00 TCDL: 4.2 psf Load Duration: 1.25 BCDL: 4.2 psf Max TC CSI: 0. 218 Spacing: 24.0 " MWFRS Parallel Dist: h to 2h Max BC CSI: 0.137 C&C Dist a: 3.00 ft Max Web CSI: 0,307 Loc. from endwall: not in 9.00 Wgt: 18.2 Ibs GCpi: 0.18 VIEW Ver: 19.01.00A.0618.15 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP 43 Bracing Fasten rated sheathing to one face of this frame. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 40 0.00 3.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. A Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 94 1- /- /66 /12 /13 Wind reactions based on MWFRS D Brg Width = 40.0 Min Req = - Bearing E is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 26 0 B-C 38 -75 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. E - D 135 - 23 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens, Comp. B-E 172 -171 C-D 159 -95 "WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Cnnvrinht P20111 A-1 Rnnf T....-- Renrndnntinn of this dncmm,ntin nnv formis nrnhihited without the wdttan nnnoissino of AA Rnnf Torsos dot) I russ I I russ 1 ype utry t-ly unfuafZuZu WRMSBM1674B2 VM06 VAL 1 11 I t 2533 r. i-— 3'4" -{ �--- 1' —� Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria A Maximum Reactions (Ibs), or *=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.000 C 999 360 Loc R+ i R- / Rh / Rw / U / RL D* 94 /- !- /66 /24 /30 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.001 C 999 240 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): -0.001 C - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.001 C D Erg Width = 40.0 Min Req = - Mean Height: 15.00 ft WAVE Creep Factor: 2.0 Bearing E is a rigid surface. 9 9 NCBCLL: 10.00 TCDL: 4.2 psf Max TC CSI: 0.181 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.106 Chords Tens.Comp. Chords Tens. Comp. Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h A - B 26 0 B - C 40 -94 C&C Dist a: 3.00 ft Max Web CSI: 0.114 Loc. from endwall: not in 9.00 Wgt: 26.6 Ibs GCpi: 0.18 Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver: 19.01.00A.0618.15 Wind Duration: 1.60 Chords Tens.Comp. Lumber E-D 41 -43 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Purlins B - E 127 -170 C - D 142 -95 In lieu of structural panels or rigid ceiling use purlins B - D 240 -57 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 40 0.00 3.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Krisfam, P.E. responsibility, of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 201 d, Suite guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, 4461 St. Lucie Blvd, 349te Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the 46 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. (:nnvrinht a 2nia A-1 Roof Tnisses — Renrnrinnlinn of this d—nnt. in anv form. is nrnhihited vAthnnl the wnften nerrnissinn of A-1 Rnnf Tnlesos JUNE 20,2019 1 TYPICAL HIP / KING JACK CONNECTION I STDTL01 n A -I ROOF TRUSSES 4451 ST. LUCIE BLVD, FORT PIERCE, FL 34946 772-409-1010 Attach Er w/ (4) 16d To( & (3) 16d TOE MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. Rama Pranav Kristam, P.E. # 88906 4451 St. Lucia Blvd, Suite 201 Fort Pierce. FL 34946 FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 LM A-1 ROOF TRUSSES 4451 ST, LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 1'-3'MAX. DIAL. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES F 24' O.C. 2X6 DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKINGWITH(5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). ' PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE \BRACE AND THE TWO TRUSSES ON \EITHER SIDE AS NOTED. TOENAIL \ BLOCKING TO TRUSSES WITH (2) - \ 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' X 3') NAILS SPACED 6' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED 6. O.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. UKAL TRUSS .11- , STUD I / STRUCTURAL AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING GABLE TRUSS / MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. / STANDARD GABLE / TRUSS Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 [I PIGGY -BACK TRUSS STDTL04.1 A-1 ROCTRUSSES 4451 ST.LUCfE BLVD, FORT FIERCE, FL 34N6 772439-1010 PIGGY -BACK DETAIL (TYPICAL) 180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. OR... 160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. I IMPORTANT NOTE: TOP CHORDS OF TRUSSES SUPPORTING PIGGY -BACK CAP TRUSSES MUST BE ADEQUATELY BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS. MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C. DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA, STEEPLE, CHIMNEY OR DRAG STRUT LOADS. **REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY -BACK AND BASE TRUSS SPECIFICATIONS.** PIGGY -BACK TRUSS. (REFER TO ACTUAL TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) 2'-0" MAX OPTION NO. 1 - TEE-LOK 3" x 8" TEE-LOK MULTI -USE CONNECTION PLATES SPACED AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO PIGGY -BACK TRUSS AT 4'-0" O.C. STAGGERED FROM EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8" TEE-LOK MULTI -USE CONNECTION PLATE (MINIMUM OF 2 PLATES). OPTION NO. 2 - APA RATED GUSSET: 8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d COMMON (0.113" x 2") NAILS PER GUSSET: 4 (EACH) AT CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION NO. 3 - 2X4 VERTICAL WOOD SCAB: 2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0" O.C. w/6 (EACH) 1 Od BOX NAILS (0.128" x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND 3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE STAGGERED 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION #1: TEE-LOK MULTI -USE CONNECTION PLATE. OPTION #2: APA RATED GUSSET. OPTION #3: 2X4 VERT. SCAB. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN & CONNECTIONS BY OTHERS. BASE TRUSS. (REFER TO TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) PURLINS SPACED ACCORDING TO MAX. SPACING OF TOP CHORD OF BASE TRUSS. SPACING IS NOT TO EXCEED 24" O.C. & PURLINS TO BE LOCATED AT JOINT OF EACH BASE TRUSS. ** IMPORTANT NOTE ** THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES SPACED AT 24" O.C. OR LESS. Rama Pranav Kristam, P.E. 488906 4451 St. Lucie Blvd, Suite 201 J U LY 17, 2017 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 A-1 ROOF TRUSSES 4451 ST, LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 4.5" SDS25412 SIMPSON OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL "A". 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. TRUSS, OR GIRDER TRUSS BASE TRUSSES -C t1w, L.UMMUIV 3S, OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24" O.C. (BASE AND VALLEY) SYP TO THE ROOF W/ TWO MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. SIMPSON SDS25412 (1/4" X 4.5") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. Rama Pranav Kristen P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL STDTL06 A -I ROOF TRUSSES 44"1 ST, LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 SECURI W/( VALLEY TRUSS (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS V L. i !'1 t t- /-% (NO SHEATHING) N.T.S. GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 3" SDS25300 SIMPSON OR EQUIVALENT, 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL "A„ 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. P F-1 2 SEE DETAIL "A" BELOW (TYP.) BASE TRUSSES GABLE END, COMMON TRUSS, OR GIRDER VALLEY TRUSS TRUSS (TYPICAL) WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF W/ TWO MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. SIMPSON SDS25300 (1/4" X 3") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FI. 34946 J U LY 17, 2017 (HIGH WIND VELOCITY) STDTL(7 , A-1 ROOF TRUSSES 4451 ST, LUCIE BLVD, FORT PIERCE, FL 34946 772409.1010 ATTAC WIND DESIGN PER ASCE 7-98, ASCE 74 WIND DESIGN PER ASCE 7-10: 170 MPF MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: 1 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VA SUPPORTING TRUSSES DIRECTLY U-M VML i 1 RUOOGO MUO 1 D� DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 7 - 10" ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A NON -BEVELED MAXIMUM 6112 PITCH BOTTOM CHORD NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6112 (MAXIMUM 12112 PITCH) 000 Rama Pranav Mstam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce. FL 34946 FEBRUARY 17, 2017 A-1ROOF TRUSSES 4451ST. LUCIE BLVD. IFOWI PIERCE, FL 34946 T72409.1010 STANDARD GABLE END DETAIL TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/lOd NAILS, 6' O.C. VERT STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 1 1: VERTICAL 2X6 SP OR SPF STUD #2 DIAGONAL BRACE (4) - 16d NAILS 16d NAILS SPACED 6' O.C. (2) lOd NAILS INTO 2X6 2X6 SP OR SPF #2 2X4 SP OR SPF #2 TYPICAL HORIZONTAL BRACE NAILED TO 2X4 VERTICALS SECTION A -A W/(4) - 10d NAILS DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES * WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) Bd NAILS MINIMUM, ROOF 3X4= PLYWOOD SHEATHING TD SHEATHING B 2X4 STD SPF BLOCK v * DIAGONAL BRACING * L - BRACING REFER ig t v n l / REFER TO SECTION A -A TO SECTION B-B 24' MAX. / / OTMINIMUM 1. GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. � (2) - 10d 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 12' MAX. NAILS BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. -- ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF j-' SLS 4. BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C. TRUSSES @ 24' O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM / AT 4' - 0' O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT SPACED 48' O.C. ATTACHED THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE TO VERTICAL WITH (4) - STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) ;-' 16d NAILS, AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. TO BLOCKING WITH (5) - B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAL. BRACE 10d NAILS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES, IF NEEDED 10, 10d AND 16d NAILS ARE 0.131'X3.0' AND 0.131'X3.5' COMMON WIRE NAILS HORIZONTAL BRACE RESPECTIVELY. (SEE SECTION A -A) 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. END WALL MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP #3 / STUD 12" O.C. 3-8-10 5-6-11 6-6-11 11-1-13 2X4 SP #31 STUD 16" O.C. 1 3-3-10 4-9.12 6.6-11 9-10-15 2X4 SP 431 STUD 24" O.C. 2-8.6 3.11-3 5.4-12 8-1.2 2X4 SP #2 12" O.C. 3-10-15 5-6.11 6-6.11 11-8-14 2X4 SP #2 16" O.C. 3-6-11 4-9-12 6-6.11 10.8-0 2X4 SP 42 24" O.C. 3-1-4 3-11-3 1 6-2.9 1 9.3-13 DIAGONAL BRACES OVER G' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER 90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C — ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS. Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 T-BRACE / I -BRACE DETAIL FEBRUARY 17, 2017 WITH 2X BRACE ONLY 1 STDTL09 ANOW,.NOTES: T—BRACING / I —BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T—BRACE / I —BRACE MUST COVER 90% OF WEB LENGTH. ■rrw t THIS DETAIL NOT TO BE USED TO CONVERT T—BRACE / I —BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. rr�re A•1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772.409-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6" O.C. NOTE: NAIL ALONG ENTIRE LENGTH OF T—BRACE / I —BRACE (ON TWO—PLY TRUSSES NAIL TO BOTH PLIES) NAILS SPACING BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T—BRACE 2X4 I —BRACE 2X6 2X6 T—BRACE 2X6 I —BRACE 2X8 2X8 T—BRACE 2X8 I —BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T—BRACE 2X4 I —BRACE 2X6 2X6 T—BRACE 2X6 I —BRACE 2X8 2X8 T—BRACE 2X8 I —BRACE T—BRACE / I —BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS I -BRACE NAILS WEB T-BRACE SECTION DETAILS ama Pranav—stam, P.E. 488906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRARY 17, 2017 A-' ROOF TRUSSES 441 ST. LUCIE BLVD. FORIPIERCE, FL 34946 772-409-1010 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD TRUSS INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) WEB WITH (3) - 10d SCAB WITH (3) - 10d NAILS (0.131' X 3') NAILS (0.131' X 3'). r ATTACH TO VERTICAL N IBS (0.131WITH (3)X 3') ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0.131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0.131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0.131' X 3') 2X6 4' - 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' DIA.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 FEBRUARY 17, 2017 ( LATERAL TOE -NAIL DETAIL I STDTL11 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45° WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 o J .135 93.5 85.6 74.2 72.6 63.4 .162 108.8 99.6 86.4 84.5 73.8 M .128 74.2 67.9 58.9 57.6 50.3 c� Z 0 J .131 75.9 69.5 60.3 59.0 51.1 .148 81.4 74.5 64.6 63.2 52.5 N ri VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30° TO 60° 45.00' ANGLE MAY VARY FROM 30° TO 60° THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. SIDE VIEW (2X3) 2 NAILS --i NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS I NEAR SIDE NEAR SIDE NEAR SIDE 45.00' SIDE VIEW (20) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE )0° Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 17, 2017 1 UPLIFT TOE —NAIL DETAIL I STDTL12 Ad ROOF TRUSSES 4451 St LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. NOTES: TOE —NAIL WITHDRAWAL VALUES PER NDS 2005 (LB/NAIL) DIA. SP DF HF SPF SPF—S Lo .131 59 46 32 30 20 z J .135 60 48 33 30 20 a In .162 72 58 39 37 25 J = 0 .128 54 42 28 27 19 F- 1_9 Z Z 0.131 55 43 29 28 19 W .148 62 48 34 31 21 —I J N Q � Z .120 51 39 27 26 17 0 z .128 49 38 26 25 17 O .131 51 39 27 26 17 J 0 148 57 44 31 28 20 ts} 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30° WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 14B LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIE❑ ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. USE (3) TOE -NAILS ON 2X4 BEARING WALL USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S: L� TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY IL NAIL NAIL 0111 O " ►I Rama Pranav Kristen P.E. END VIEW #eB°6 4d51 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 TYP W NAILER ATTACHMENT I STDTL13 A-1 ROOFTRUSSES 4451 ST. L CISLVD. FORT PIERCE, FL 34946 772409-1010 1.0 x 4 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. Rama Pranav Kristam, P.E. 4, 4451 St. Lucie Suite 201 Fort Pierce, FL 34946 April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTL14 I FO EXTERIOR FLAT GIRDER TRUSS I A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORTPIERCE,FL 349. 772-409-1010 UPLIFT CONNECTION (SEE ROOF TRUSS) MA I a ON M AM 12 VARIES (4) 12d MAX 3011(21-611) 2x6 #2 SP (Both Faces) 2411 O.C. Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 Y� s FEBRUARY 17, 2097 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES A'1 ROOF TRUSSES 4451 ST. LUCIE BLVD, FORT PIERCE, FL 34946 772A09-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK * X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' D.C. AS SHOWN (.131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' D.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C lellk TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF G' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED, THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. Rama Pranav Kristam, P.E. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. u88906 4451 St. Lucie Blvd, Suite 201 A FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTLI6 A•1 ROOF TRUSSES 4451 ST. LUCIE BLVD, FORT PIERCE, FL 34946 772.409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 1.15 SPACING: 24' D.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.14B' DIA. X 3') SPACED 6' O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Rama Pranav Kristam, P.E. 488906 4451 St. Lucie Blvd, Suite 201