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Home My WebLink AboutTrussI b r- 0 OJ - C- 0 co 0 0 m 0 z 0 C- M 0 F 0 M 00 co O 00 0 m o zD0')C: G) (f) m 0 om 0 r- i:b m 4 m r- m N) G) dA— -1 ROOF TRUSSES A FLORIDA CORPORATION RE: Job 81186 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: 118 Model: BERMUDA 1674 Address: 308 PALM BREEZE DR, 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 61 G15-31.003,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 6/9/20 25 2523 _ CJ3A 6/9/20 2 3404 A02 6/9/20 14 2514 1301 6/9/20 26 2524 CJ5 6/9/20 3 3401 A03 6/9/20 1 15 2515 B02 6/9/20 1 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 619120 7 2572 A07 6/9/20 19 2518 B06 6/9/20 31 2525 J3 6l9/20 8 2569 A08 6/9/20 20 12541 C01 6/9/20 1 32 12526 J34 6/9/20 9 2555 A09 6/9/20 21 2519 CO2 6/9120 33 2527 J3GE 6/9/20 10 2511 A10 6/9/20 22 2520 CA 6/9/20 34 2528 J7 6/9/20 11 2470 All 6/9/20 23 2521 CJ1A 6/9/20 35 2529 J7C 6/9/20 12 12513 1 Al2 6/9/20 24 2522 CJ3 619/20 36 2530 VM02 6l9/20 its uubbundwuKjks roccnccundvcuccnNicLaieuuyrvNnrcrayuiCCicunwucs,IrIV.UIIUGIirIyunmussys,ltu. Truss Design Engineer's Name: Rama Pranav Kr[stam 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, perANSUTPI-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to attimes as'Structural Engineering Documents') provided bythe Building Designer indicating the nature and character of 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'Structural Delegated' Engineering Documents') are specialty structural component designs and may be part of the prvject's deferred orphaned submittals. As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and on the TDD represents an acceptance of professional engineering r+esponsibilityforthe design of the single Truss depicted on the TDD only. The Building Designer is responsible forand shall coordinate and review the TDDs for compatibility with theirwritten engineering requirements. Please review all TDDs and all related notes. Page 1 of 2 OF G _ )NAX,. v 111111tt111 Rama Pranav Kristam, RE 4451 St Lucie Blvd. Suite 201 Fort Pierce, FL 34946 Rama Pranav Kristen 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 WRMSBM167482 No. Seq # Truss Name Date 37 2531 VM04 6/9/20 38 2532 VM05 6/9/20 39 2533 VM06 6/9/20 40 STDL01 STD. DETAIL 6/9/20 41 STDL02 STD. DETAIL 6/9/20 42 STDL03 STD. DETAIL 6/9/20 43 STDL04 STD. DETAIL 6/9/20 44 STDL05 STD. DETAIL 6/9/20 45 STDL06 STD. DETAIL 6/9/20 46 STDL07 STD. DETAIL 6l9/20 47 STDL08 STD. DETAIL 6/9120 48 STDL09 STD. DETAIL 6/9/20 49 STDL10 STD. DETAIL 6/9/20 50 STDL11 STD. DETAIL 6/9/20 51 STDL12 STD. DETAIL 6/9/20 52 STDL13 STD. DETAIL 6/9/20 53 STDL14 STD. DETAIL ` 619/20 54 STDL15 STD. DETAIL 6/9/20 55 STDL16 STD. DETAIL 6/9/20 Rama Pranav Kristam, P.E. # 88906 Page 2 of 2 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 WRMSBM1674B2 ( A01 1ivaa 1yp. GABL Wry I rry 1 vu1ua14UZu 2655 T JT Tt it T Bap a3p i 6�i i Bpi r 1'-6'5'6 i 4 296'4 P9'11'14 �I I�-1Ta' 1 294' SEAT PVItE REQ. SEAT PATE REp, SEAT Pi-E REO i- 18'3'13 k M-3 -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: 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 endwali: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 :T3, T4, T6 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W7, W9 2x4 SP #2: 2'2.12 198'14 114+( 2'+� 51p 51p 51N Stp 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 plf 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 pif at 36.70 BC: From 14 pif at -2.64 to 14 pif at 8.40 BC: From 7 pif at 8.40 to 7 pif at 15.62 BC: From 14 plf at 15.62 to 14 pIf at 35.36 TC: 83lb 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. Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.173 E 999 360 k,q_-RT(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. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- !Rh /Rw /U /RL AS 911 /- /- /- /442 /13 Y 5506 /- /- /- /1448 /- S 1060 /- /- A /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 St. Lucie Blvd, Suite lvlv te 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, 349te Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. r:nnvnnht 02nta A-1 Rnnf Tn.--- Renrndnntinn of thin dmimant. in anv form. is nrohihited withnut thn written n,. i6Rinn of A-1 Rnnf TniaveR yl A01 I GABL 11 11 VV 2655 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 engineedri 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 1l 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. Cnnvdnht 0 2016 A-1 Roof Tm. s%c - Ranrodertion of this dnralmentin anv formis nrohihitad withmil tha wntten narmic inn of A-1 Roof T—Al JUU WRMSBM 1674B2 . yN. A02 I COMN 1,y I r1y 3404 E-- 5.7.9 324'7 ' i 17'8' 20W SEAT PLATE REQ. Loading Criteria (psf) Wind Criteria Code / Misc Criteria TOLL: 20.00 Wind Sid: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BOLL: 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: 25.00 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: 3.80 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 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 Spacing(in oc) Start(ft) End(ft) TO 0 -2.64 3.00 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 19'7'6 38, Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.069 C 999 36 VERT(CL): 0.151 C 999 24 HORZ(LL): 0.030 C - HORZ(TL): 0.065 C Creep Factor: 2.0 Max TO CSI: 0.743 Max BC CSI: 0.898 Max Web CSI: 0.912 Wgt: 222.6 Ibs VIEW Ver: 19.01.00A.0618.16 SEAT PLATE REQ. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL S 445 /- /- /209 /205 /332 P 2181 /- /- /1179 1782 /- K 627 /- i- /485 /220 /- Wind reactions based on MWFRS S Brg Width = 7.6 Min Req = 1.5 P Brg Width = 3.5 Min Req = 2.6 K Brg Width = 7.6 Min Req = 1.5 Bearings S, P, & K are a rigid surface. Bearings S & K require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1345 - 595 F - G 1006 - 217 C - D 712 -1082 G - H 1051 - 226 A- B 35 0 H- 1 1137 - 253 B - S 968 -1159 I - J 377 - 396 D - E 203 -126 J - K 406 - 750 E-F 245 -110 K-L 35 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp C-R 486 -231 P-N 12 -1 R - Q 485 - 230 N - M 12 -1 Q - 0 274 -178 M - K 612 - 286 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D-R 96 0 O-H 262 -314 D - Q 274 - 578 0-1 484 - 836 Q - F 408 - 33 0 - M 255 - 499 F - 0 397 - 771 I - M 601 -188 G - O 356 -1094 M - J 326 - 443 0 - 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 (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. 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. f:nnvnnht t7201A A-1 Rnnf TniceP_<— Rnnrnrindinn of thin d—rhent in nnv formis nmhihited without the written nerniasinn of A-1 Finer Tnu— JVY WRMSBM 1674B2 I IUJJ IIUJJ IYPU A03 ( COMN 1 y 1y I Uu1UZ),4U4V 1 3401 17'8' i20'4" SEAT PLATE REQ. SEAT PLATE REQ. 18'5"14 F4-} 101014 1P 7,4"4 r 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: 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 it 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. 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 75 0.15 18.53 BC 120 18.53 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. 19'6"2 19'T6 Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.021 S 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.046 S 999 240 B 643 /- i- /394 /155 /313 HORZ(LL): 0.010 M - - P 1846 1- /- /930 /430 /- HORZ(TL): 0.018 M - - K 683 /- /- /488 /168 /- Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.665 B Brg Width = 7.6 Min Req = 1.5 Max BC CSI: 0.942 P Brg Width = 3.5 Min Req = 2.2 Max Web CSI: 0.852 K Brg Width = 7.6 Min Req = 1.5 Bearings B, P, & K are a rigid surface. Wgt: 226.8 Ibs Bearings B & K require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver: 19.01.00A.0618.16 Chords Tens.Comp. Chords Tens. Comp. A-B 35 0 G-H 651 -111 B - C 294 - 834 H - 1 271 - 427 C - D 178 -508 I - J 256 - 518 D - E 187 -426 J - K 379 - 870 E- F 572 - 54 K- L 35 0 F-G 583 -14 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-T 682 -248 P-N 11 -3 T-S 4 -16 N-M 11 -3 S-Q 0 0 M-K 719 -183 R - O 426 - 238 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp 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 TOD to be valid. As a Truss Design Engineering (Le, 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 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 209 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 Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1. C;onvrinht n 2n16 A-1 Roof Tnracr_c - Rnnrortnnnno of this dminnentin anv formis nrohihitsd vvithend thn wrif ,n narmissinn of A-1 Roof Tnissos. YVV WRMSBM1674B2 I I.... I I V.D I Yp- A04 COMN 1 y 1y � I vu,uu,4u4 1 2583 i 17'8" - I- 20'4• SEAT PLATE REQ. SEAT PLATE REQ. 18'5"14 19'6"2 �4• 18'4'10 197"6 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: 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 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 34 2x4 SP M-30 Webs 2x4 SP #3 Code / Misc Criteria Code: FBC 2017 RES TPI Sid: 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 Spacing(in oc) Start(ft) End(ft) BC 112 0.15 18.53 BC 75 18.53 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 PP Deflection in loc L/defl L/# VERT(LL): 0.054 D 999 36 VERT(CL): 0.104 Q 999 24 HORZ(LL): 0.027 F - - HORZ(TL): 0.051 F Creep Factor: 2.0 Max TC CSI: 0.580 Max BC CSI: 0.980 Max Web CSI: 0.284 Wgt: 214.2 Ibs VIEW Ver: 19.01.00A.0618.15 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- i Rh / Rw / U / RL B 928 /- /- /607 /297 /331 N 1281 /- /- /666 /561 /- 1 903 /- /- /563 /315 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 N Brg Width = 3.5 Min Req = 1.5 1 Brg Width = 7.6 Min Req = 1.5 Bearings B, N, & 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 0 F- G 226 - 381 B - C 485 -1442 G - H 430 -1014 C - D 426 -1191 H - 1 550 -1371 D- E 222 - 457 I- J 35 0 E - F 327 -443 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - Q 1229 - 374 N - L 18 - 3 Q - P 835 - 258 L - K 18 - 3 P - O 835 - 258 K - I 1169 - 326 O - M 404 -185 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp 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 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. Cnnvdnht 0 2016 A-1 Ronf Tot—, - Renrodnntion of this dnmmontin anv form. is nmhihited vrilhnnt the wd fnn nnnniscion of A-1 Roof To—., JOID 1 FUSS I rU55 I YPV WLy My vufvafcvcv WRMSBM1674B2 A05 I COMN 111 11 ( 2576 T 1 1 1 615111 31'6"5 SEAT PLATE REG. SEAT PLATE REG. 195'12 19-6"4 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): 0.081 C 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.172 C 999 240 W 442 /- !- l205 /162 /332 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.035 C - - R 2178 /- !- /1185 1585 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.075 C K 632 /- !- /490 /224 /- Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf 0. Max TC CSI: 0.702 W Brg Width = 7.6 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf R Brg Width = 3.5 Min Req = 2.6 Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h Max BC CSI: 0.996 K Brg Width = 7.6 Min Req = 1.5 C&C Dist a: 3.80 ft Max Web CSI: 0.918 Bearings W, R, & K are a rigid surface. Loc. from endwall: not in 9.00 Wgt: 235.2 Ibs Bearings W & K require a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber B - C 1322 - 571 F - G 1034 - 231 Top chord 2x4 SP #2 C - D 764 -925 G - H 1116 -229 Bot chord 2x4 SP #2 A - B 35 0 H - I 503 - 268 Webs 2x4 SP #3 B - W 947 -1127 I - J 464 - 280 Bracing D - E 270 -144 J - K 387 - 779 E - F 287 - 84 K - L 35 0 (a) Continuous lateral restraint equally spaced on member. Plating Notes Maximum Bot Chord Forces Per Ply (Ibs) All plates are 1.5X4 except as noted. Chords Tens.Comp. Chords Tens. Comp. C- V 353 -208 R- O 7 -18 Purlins V - S 569 - 765 O - N 624 - 268 In lieu of structural panels or rigid ceiling use puriins U - T 0 0 N - M 624 -268 to laterally brace chords as follows: S - P 556 -722 M - K 626 -266 Chord Spacing(in oc) Start(ft) End(ft) T - Q 14 -48 TC 0 -2.64 3.77 BC 66 0.20 15.89 BC 75 15.89 35.22 Maximum Web Forces Per Ply (Ibs) Apply purlins to any chords above or below fillers Webs Tens.Comp. Webs Tens. Comp. at 24" OC unless shown otherwise above. D - V 267 -480 P - G 249 - 293 Wind E - V 320 -379 P - H 492 -860 Wind loads based on MWFRS with additional C&C member design. V - F 931 -462 P - O 246 -445 S-T 18 -8 H-O 501 -181 F - P 547 -1484 O - J 318 - 611 Q- R 829 - 2143 J- M 243 0 P - Q 830 - 2105 -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 # 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. Lurie 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. r:nnvdnht n 2016 A-1 Rnnf Tniave_v- Ranr A-Ainn of this dnraimentin anv form. ix nmhihiled withrnil tha writtnn nanniccion of A.1 Rnnf Tres . uu uss i t uss I ype ury rry U01UWZUZU WRMSBM1674B2 ( 'A' 06 I COMN 2 11 2507 SEAT PLATE RED. 1 T8" i 20'4" III2X4 �4X10=3X6 38' �-- 2'8"6 1- 137"10 — +2 0 8+ 197'8 Loading Criteria (pst) 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: 3.80 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T1 2x8 SP 2400f-1.8E: :T2 2x6 SP #2: Bot chord 2x4 SP #2 :B1, B2 2x6 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 1.5X4 except as noted. (`*) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Tray Scab(s) (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 "0", min. nails @ 8" oc, Plus additional nail clusters at: BRG.: (4), heel: (6), 1st panel point: (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 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. Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.212 O 999 36 VERT(CL): 0.397 O 999 24 HORZ(LL): 0.136 L - - HORZ(TL): 0.255 L Creep Factor: 2.0 Max TC CSI: 0.468 Max BC CSI: 0.996 Max Web CSI: 0.750 Wgt: 311.5 Ibs VIEW Ver: 19.01.00A.0618.15 I 1 SEAT PLATE RED. 12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 1431 /- /- /810 /345 /290 J 1512 /- /- /899 /371 A Wind reactions based on MWFRS A Brg Width = 7.6 Min Req = 1.5 J Brg Width = 7.6 Min Req = 1.8 Bearings A & J are a rigid surface. Bearings A & J require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 364 - 622 F - G 930 - 2163 B - C 1306 - 3262 G - H 924 -1963 C - D 1173 - 2813 H -1 922 - 2135 D - E 884 - 2005 I - J 1052 - 2663 E- F 990 - 2002 J- K 35 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - V 3166 -1078 R - O 2470 - 773 V - U 3156 -1075 Q - N 32 -11 U - T 3156 -1075 N - M 2302 - 827 T - R 2501 - 787 M - L 2302 - 827 S - P 32 -13 L - J 2304 - 827 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp V-C 76 -162 O-F 181 -108 C - T 336 - 764 O - G 201 -149 D - T 442 -135 O - N 1969 - 632 D- O 449 - 900 P- Q 83 0 S-R 43 -5 G-N 128 -441 E - O 1361 - 677 N - I 271 - 536 O-P 113 0 1 - L 217 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 # 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. 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 NQT the Fort Pierce, 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C:onvdnht 201fi A-7 Ronf Tniasa_o — RrnrndnNinn of this domiment. in anv fnrtn. is nmhihited withnol the wnttvn nennizsinn of A-1 R-f Tntacac .,uo uss Iluse IyPV Wry My u011.1z UZU WRMSBM1674B2 (A07 I COMN 11 1 2572 F- 7'0'8 1 3011'S 16'4' 28' eSX6 /SX8(R) F G SEAT PLATE REQ SEAT PLATE REQ. 18'5'12 196*4 r I--1-1 19'7.8 38' 14-{ 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 Sid: 2014 VERT(LL): 0.270 X 817 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0,00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.527 X 418 240 AA 909 /- /- /544 /300 /313 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.113 D - - T 1277 /- !- /654 /315 /- Des Ld: 37.00 EXP: B Kzt: NA Plate Type(s): HORZ TL 0.225 D ( ) K 915 /- /- /574 /295 /- Mean Height: 25.00 ft WAVE, HS Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf Max TC CSI: 0.824 AA Brg Width = 7.6 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 sf p T Brg Width = 3.5 Min Req = 1.5 Spacing: 24.0 " MWFRS Parallel Dist: hl2 to h Max BC CSI: 0.977 K Brg Width = 7.6 Min Req = 1.5 C&C Dist a:-3.80 ft Max Web CSI: 0.696 Bearings AA, T, & K are a rigid surface. Loc. from endwall: not in 9.00 Wgt: 222.6 Ibs Bearings AA & K require a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber Top chord 2x4 SP #2 :T1, T2 2x4 SP 2400f-2.OE: B - C 3714 -1370 F - G 494 -447 Bot chord 2x4 SP #2 :63 2x4 SP M-30: C - D 913 -1836 G - H 482 - 505 Webs 2x4 SP #3 06 2x4 SP #2: A - B 35 0 H -1 581 - 725 B -AA 2715 - 2751 I - J 574 - 858 Bracing D - E 408 -656 J - K 705 -1407 (a) Continuous lateral restraint equally spaced on member. E - F 436 - 588 K - L 35 0 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. 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 engmeedn 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 # 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, 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 terns are as defined in TPI-1. Cnnvdnht n 2016 A-1 Roof Tnissas - Ronmdnotinn of this r minienl. in anv fnno. is nrohihitad without tha vmll- r"+. hn inn of A-1 Roof Tni. S auu 'A' Ewa i tuao t yNc �(ty rry wfuaf< WRMSBM1674B2 (A'08 I COMN 1 11 2569 30'10"2 a i` 14'4' 17' TT 15X8(R) T4 @H0710 F G H SEAT PLATE REQ. SEAT PLATE REQ. 18'5'12 19V4 tit 19'7'8 14� IX 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: 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 / 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 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. Defl/CSI Criteria ♦ 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 /- /- /1146 /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 Max Web CSI: 0.858 K Brg Width = 7.6 Min Req = 1.5 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 -1 600 - 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 (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. 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. (:nnvnnht (7 201e A-1 Ronf Tmsses - Renrndnrtion of this dnrument. in anv form, is nrnhihifed without the wdHnn oarmissinn of A-1 Rnnf Tmcses. dvu uuaa rivao typ- Ty , ry vwva,av�., WRMSBM1674B2 A09 I COMN 11 11 2555 12'4" 'l018" 31'1'7 15, .6X6 F G t H 12 6 i? 'L2X4(R 1%3X4 _o T %1.5X4(R)C w 'a2X4(R) 8 4X6 m6X6 (a) -�,-°id. 05X6 U T G v A -3X4 1 L Q3 J63XK(A1) 113Y3 aqua a¢xe L SEAT PLATE REQ. SEAT PLATE REQ. 18'5'12 19W4 16'4" 1978 38, 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/defl L/# TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): 0.097 C 999 361 BCLL- 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.195 C 999 241 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 Creep Factor: 2 NC13CLL: 10.00 TCDL: 4.2 psf 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. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL V 469 !- /- /245 /177 l256 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" forth. 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 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. (`v6nht.)201e A-1 Rtu,f Tni -- Renrndnntion of this dornmont. in anv form. N nmhihitad without the written nemi-inn of A-1 Rnof Tnt doo i Fuss IF uss 1 ype Qry Fry unfuafzuzu WRMSBM1674B2 A10 HIPS 1 1 2511 T 1 j 10'4" viF 5X8 SEAT PLATE RED. 18'5"12 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: 3.80 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 #3 18'4"8 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 Spacing(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. 14'8" 13' 1111.5X4 SEAT PLATE REQ. 19'6"4 19'7"8 38' Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.026 K 999 36, VERT(CL): 0.052 K 999 241 HORZ(LL): 0.014 K - HORZ(TL): 0.026 K - Creep Factor: 2.0 Max TC CSI: 0.955 Max BC CSI: 0.814 Max Web CSI: 0.572 Wgt: 205.8 Ibs VIEW Ver: 19.01.00A.0618.15 1'4� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 699 /- /- /447 /170 /203 O 1695 /- /- /787 /414 !- 1 740 /- /- /512 1181 /- Wind reactions based on MWFRS B Erg Width = 7.6 Min Req = 1.5 O Brg Width = 3.5 Min Req = 2.0 1 Big Width = 7.6 Min Req = 1.5 Bearings B, O, & 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 0 F- G 244 - 386 B - C 415 - 924 G - H 229 - 459 C - D 301 - 603 H - I 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 (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 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. TPI-1 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 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. 0onvnnht cn 201A A-1 Roof Tnrese_v - Renrnrinntion of thin do-ment in anv form. is nmhihited vrithnut the vrtitlen nenniscinn of A.1 Ronf Tninnee moo t fuss t tubs i yNC Wty rwfwfcucu WRMSBM1674B2 A11 I HIPS 11 11 ry I 2470 II i- 874 i18W 11' -� o 5X6 =3X6 =5X6 D E F G H SEAT PLATE REQ. SEAT PLATE RED. SEAT PLATE REQ. ---- 13'3"1 24'8"3 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 :B4 2x4 SP 2400f-2.0E: Webs 20 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 puriins 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. 37' 11 "4 I.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 /- HORZ(TL): 0.022 L J 944 /- /- /602 /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: 19.01AOAA618.15 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 - I 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 d, 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, 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 46 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. 0 nwinht M 201a A-1 Rnnf TnimsP_c - R.nmd-1ion of this dov.-anf. in anv farmie nmhihifed withnnt the wriften nenniccion of A4 Ronf Tni. v , Joo r hiss r rubs i ypc wly cry V Vrua/LULU WRMSBM1674132 I Al2 ( HIPS 11 11 a �- 6'3"4 22'8" s 5X8 =4X4 III 1.5X4= 3X6 =5X6 12 C D E F G H 9' --� T6 11111.5X4 co (a) o B J `r A =5X6 11a 6X6 1111.5X4 g R Q p K=3X t Z Y X UTV =4X8=3X6 III .5X4 M 1113X6 =3X8 III1.5X4 =4X4 SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. r-- 13'3"1 24'8"3 P„1a 15,5„6 48 14,5„6 1j18 7,9„8 _f_ 4" 37' 11 "4 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/defl Lid TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): 0.071 P 999 36 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.134 P 999 24 BCDL: 7.00 Risk Category: 11 FT/RT:10(0)/10(10) HORZ(LL): 0.023 M - EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.044 M Des Ld: 37.00 Mean Height: 15.00 ft WAVE NCBCLL: 10.00 TCDL: 4.2 psf Creep Factor: 2.0 Load Duration: 1.25 BCDL: 4.2 psf Max TC CSI: 0.793 Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h Max BC CSI: 0.804 C&C Dist a: 3.79 ft Max Web CSI: 0.655 Loc. from endwall: not in 9.00 Wgt: 231.0 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 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 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL 0 Z 463 /- /- /426 /206 /149 - X 1835 /- /- /982 /406 /- K 894 /- /- /559 /230 /- Wind reactions based on MWFRS Z Brg Width = 6.9 Min Req = 1.5 X Brg Width = 7.6 Min Req = 2.2 K Brg Width = 7.6 Min Req = 1.5 Bearings Z, X, & K are a rigid surface. Bearings Z, X, & K require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) 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 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 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. (:onvdnht 2aie A-1 Ronf Tniecr_s - Ronrndur]inn of this dnnllmnnl. in anv form. in nrohihited without thr. wdttnn nnmin�inn of A-1 Ronf Tnim- Jon 1 russ I russ I ype Cary my ubfuafzuzu WRMSBM167462 I A13 I HIPS 1 1 I 2539 280 i 1871 187+ 187#+ 187#4 1871 190 �190I � 190 + 190+ 1901 1901 190#4 430#�- 7'0"6 -� F-4-3"4 1 26'8' + 7' 12 a3X10 6 D =4X6 T3 R7X6(R) H I J B )"W8 (a) K�4X41AC r5EAA :�N6X6 wH0714 0 T' .s 7X8 III1.5X4U T �6X12 �H0308 S 63 R a L=4X6(A2) 35 M Z Y W V X 3X6 N =3X8 1111111.5X4 =6X6 SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. I- 13'3"l 24'8"3 P"a 165"6 14'5"6 - " ^- 778 37'11"4 4'3'10 2 0'6 2' 22' 2' 2' �3 i 3 i 2' -�"-- 2' � 2' - t - 21-t 2, 1 i 213 111# 11 111# Ill 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: 012 2x4 SP 2400f-2.OE: 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 pIf at 4.27 to 31 plf at 30.94 TC: From 62 plf at 30.94 to 62 pIf at 39.27 BC: From 14 pIf at 0.00 to 14 pIf at 4.30 BC: From 7 plf at 4.30 to 7 pif at 30.65 BC: From 14 plf 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: 190lb 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: 98 lb 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. Deft/CSI Criteria PP Deflection in loc L/defl L// VERT(LL): 0.233 R 999 3( §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 purlins 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 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. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL 40 AC 470 /- /- /- /198 /- - Z 4890 /- i- /- /1626 /- L 2005 I- l- I- /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 I - 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 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-I. 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. Cn-mlit 0 2016 A-1 Ronf Tmcse_v - R-mrinntinn of this rl-ninntin snv fnnnis nrohihifM uAthont thn wnttnn nnnni-inn of A4 Ronf Tnisses. 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 I - 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 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-I. 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. Cn-mlit 0 2016 A-1 Ronf Tmcse_v - R-mrinntinn of this rl-ninntin snv fnnnis nrohihifM uAthont thn wnttnn nnnni-inn of A4 Ronf Tnisses. 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 I - 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 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-I. 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. Cn-mlit 0 2016 A-1 Ronf Tmcse_v - R-mrinntinn of this rl-ninntin snv fnnnis nrohihifM uAthont thn wnttnn nnnni-inn of A4 Ronf Tnisses. -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-I. 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. Cn-mlit 0 2016 A-1 Ronf Tmcse_v - R-mrinntinn of this rl-ninntin snv fnnnis nrohihifM uAthont thn wnttnn nnnni-inn of A4 Ronf Tnisses. uoD buss WRMSBM1674B2 I B01 I russ I ype JACK ury Fly 2 1 1 Ub/UWZUZU 2514 1 12 2X4(A1) B SEAT PLATE REQ. �- 1'4" -+ 1'10"15 C T 0 M r 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/defl L/# TCDL: 10.00 Speed: 160 mph TPI Std: 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 Des Ld: 37.00 EXP: B Kzt: NA Mean Height: 15.00 ft Plate Type(s): WAVE HORZ(TL): 0.000 D - - NCBCLL: 10.00 TCDL: 4.2 psf Creep Factor: 2.0 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: 0.046 C&C Dist a: 3.00 ft Max Web CSI: 0.000 Loc. from endwall: Any Wgt: 8.4 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 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 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 0 r 0 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 193 /- /- 1155 /50 /47 D 24 /- /- /21 /7 /- C 27 /- /- /18 /12 /- 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 12 -41 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 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 Feld 4 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 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 4451 St. Lucie Blvd, Suite 201 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. Cn mhf n 2nia A-1 Rnnf Tnissec — Renrorluelinn o(fhis dnnnmenf. in anv faro. is nmhlhitod without the written nenniceian of A-1 Rnnf "r JOD truss hubs ryyG try ny VUrvarGVGv WRMSBM1674B2 I B02 JACK ( 2 1 I 2515 12 6 T=2X4(A1) B 1 T A 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: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 D 1113X4(++) C T 0 rn H 8"12 Zo 1" 1111 X4 SEAT PLATE REQ. 1 $ f' 2 6"2„I 1,4n {?"� E- 3214 -j Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Lumber Top chord 2x4 SP #2 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 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. Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.006 G 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.011 G 999 240 B 229 /_ /_ /172 /51 /66 HORZ(LL): 0.004 G - - E 31 /- /- /22 /4 /- HORZ(TL): 0.007 G D 77 1- /- /42 /29 /- Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.282 B Brg Width = 7.6 Min Req = 1.5 Max BC CSI: 0.054 E Brg Width = 1.5 Min Req = - Max Web CSI: 0.053 D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Wgt: 16.8 Ibs Bearing B requires 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 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 JDD) 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 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 C12016 A-1 Rod Tntccr_s — Renrodn Jinn of this dmimantin anv foon, is ornhihitsd vith-1 the written nannission of AA Roof Tmcses JOD WRMSBM1674B2 I rubs B03 I I ubb I ypu JACK t tty I cry 4 1 VO/VV14VLV 2516 4P SEAT PLATE REQ. C 114 n_w1a _ZY90 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): NA Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA B 206 A /- /160 /50 /55 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.001 D D 34 !- A /26 /4 A EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.001 D C 48 !- A /19 /21 A 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 psf Max TC CSI: 0.322 B Br Width = 7.6 Min Re 1.5 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.048 D Brg Width = 1.5 Min Req g q 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 endwali: 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 A-B 35 0 B-C 22 -68 Top chord 2x4 SP #2 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 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 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 ft 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.nnvrinht 0 201a A-1 Ronf Tniazas — Renrndnrlinn of this dnraiment. in nnv fnnn. iv nrnhihited , ithnnt thn written nnnniacinn of A-1 Rnnf Tn— WRMSBM1674B2 I B04 JACK 12 6 F�7' -2X4(++) C T*—=2X4(Al)B A SEAT PLATE REQ. 1'4" --- i 2,6"2 I HB 1'5"14 1ty 11y I �,��,�� 2517 D �— 1'4"6 --- r 4' -1 1 l 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 Sid: 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 /- /- /186 /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 MWFRS NCBCLL: 10.00 TCDL: 4.2 psf Max TC CSI: 0.201 B Brg Width = 7.6 Min Req = 1.5 Load Duration: 1.25 " BCDL: 4.2 sf p Max BC CSI: 0.070 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: 3.06 it 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 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 # 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 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'onvr aht n 2016 A-1 Roof Tn,mes — Renmdimlion of this de-reAntin env form, is nmhihited without the wdffao nenni-m of AA Roof Tnusvee aoo truss I russ I ype ury rly unfuafzuZu WRMSBM1674B2 I It, I COMN 1 1 2666 27# 75# 2# 75# 27# �--- 21 "8 --#-- 1 10 877- 0"14 9 2 9" + 14 1,10"8 -- -- 21 "8 ---{ L r 1'4"14" ! 318" 1 1-6"4 -+{3,8" ,! 1'4"14 ; 12 4.24 p =5X6 E=5X6 F T 12 T2 "45X6 T G T2 m3X5X6D 6 =3X8 v 05X6 C Hk5X6 N 1 T --7�- altw _2X4(A1)B 1111.5X4� -3X4 ML L2X4(A1) r A R Q P 1111.5X4 K M3X4 W1.5X4 =3X4 SEAT PLATE REQ. SEAT PLATE REQ. 11'8" �- 1 W 3'0"4 + 579 I 3'0"4 1,4" 4 4 4 + 24# 34 44fF 48# 48# 34 24# 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: 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 #2 :T2 2x6 SP 2400f-2.OE: Bot chord 2x4 SP #2 :132 2x6 SP #2: Webs 2x4 SP #3 Special Loads -----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -1.33 to 62 plf at 1.41 TC: From 31 plf at 1.41 to 31 pif at 10.26 TC: From 62 plf at 10.26 to 62 plf at 13.00 BC: From 7 pif at 0.00 to 7 plf 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: 48lb Conc. 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 loc L/defl L/# VERT(LL): 0.315 M 433 36 §tRT(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 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- ! Rh / Rw / U / RL B 699 /- /- /- /215 /- 1 699 /- /- /- /215 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 1 Brg 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. VIEW Ver: 19.01.00A.0618.15 I 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. Camp 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 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 0201E A-1 Ronf Tnicsr_c - Renrndunlion of thin dnnntin nnv form. is nmhihited Wthnnt the vrtitten--in.,inn of AA Rnnf Tn.-, ,,,., .,cay , ,,, 2518 WRMSBM1674B2 B06 COMN 1 1 I . - 5'10" 5'10" -� D///4X4(R1) 12 6 p M i� =4X4(++) C E=4X4(++) <M 2X4(A1)B K J I H F_2X4(A1) 1 y 1111.5X4 A N M L III 1.5X4 G 1111.5X4 SEAT PLATE REQ. SEAT PLATE REQ. 11,8" V4„ ,,1__ 2'6n2 64e12 10 2'6"2 _,1 V4n , I Loading Criteria (psf) Wind Criteria Code / Misc Criteria TOLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 BOLL: 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.OE 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 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. 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 /- /- 1320 /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 TO 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 Bot 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 I-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 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. 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 terns are as defined in TPI-1. r,nnwinht(cJ2n1e A-1 Rnnf Tnt.sr_-Rnnrcdijdinnnfthi. tdnrnmenl inanvfnnn. icnrohihiteivithotilthnwrittt..nnennisainnof A-1 Rnnf Tnr Jon I russ I runs I ype uty vly U6/uarzuzU WRMSBM1674B2 I C01 ( GABL 11 (1 1074 67# 67# 67# + 67#+ + 674+ + 674 + + 107 3'0'6 i^-37*14- + 12'8'4 3'T14 �^ 10, fir SEAT PLATE REQ. SEAT PLATE REQ. 20' I'- 3'0'6 --�- 2'0'62' --�-- 2' 1'10'8 ^ f^ 2' --�-- 2' --�-- 2'0'6 1044 44# 444 444 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: 3.00 ft Loc. from endwail: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP M-30 Webs 2x4 SP #3 Special Loads -__-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -1.33 to 62 plf at 3.03 TC: From 31 pif at 3.03 to 31 plf at 16.97 TC: From 62 pif at 16.97 to 62 pif at 21.33 BC: From 14 pif at 0.00 to 14 pif at 3.03 BC: From 7 plf at 3.03 to 7 pif at 16.97 BC: From 14 plf at 16.97 to 14 pif at 20.00 TC: 107 lb Conc. Load at 3.03,16.97 TC: 67 lb Conc. Load at 5.06, 7.06, 9.06,10.94 12.94,14.94 BC: 104 lb Conc. Load at 3.03,16.97 BC: 44 lb Conc. Load at 5.06, 7.06, 9.06,10.94 12.94,14.94 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 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. 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 Deft/CSI Criteria PP Deflection in loc L/defi L/# VERT(LL): 0.212 H 999 36 k,lF_:RT(CL): 0.411 H 574 24 HORZ(LL): 0.088 D - - HORZ(TL): 0.170 D Creep Factor: 2.0 Max TC CSI: 0.696 Max BC CSI: 0.981 Max Web CSI: 0,417 Wgt: 134.4 Ibs VIEW Ver: 19.01.00A.0618.15 Wind Wind loads based on MWFRS. 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. 2541 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 2314 !- /- /773 /527 /329 J 2317 !- /- /773 /525 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 2.7 J Erg Width = 7.6 Min Req = 2.7 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 75 - 27 F - G 1331 - 2190 B - C 1906 -4086 G - H 1244 -2252 C - D 1173 - 2440 H - 1 1172 - 2442 D - E 1245 -2251 I - J 1905 -4094 E-F 1331 -2190 J -K 75 -27 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - N 3585 -1512 M - L 3601 -1534 N - M 3593 -1502 L - J 3593 -1545 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - N 175 - 22 F - Q 1094 - 621 C - O 752 -1353 Q - R 763 -1369 C - M 248 - 288 R - S 758 -1362 O - P 757 -1362 S -1 752 -1353 P - Q 763 -1369 L - I 176 -17 M -1 257 - 297 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp D - O 136 -213 R - G 277 - 267 E - P 277 - 264 S - H 136 - 214 Q - M 378 - 90 "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. 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. Convrinht n 2016 A-1 Roaf Tmcses - Renrodnntion of this doraumonlin aov foro. is orohihited without the wnften nonnisc nn of A-1 Ronf Tnisses WRMSBM1674B2 I CO2 1 COMNr 2" h 1, 2519 i, 10' i 10, SEAT PLATE REQ. 1'4" —� 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 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 D=4X4 =DAU t l SEAT PLATE REQ. 20' 1'4" - I Deft/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" 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 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, 4451 Si. 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 TPIA. (:nnvdnht n 201a A-1 Roof Tni. s — Renindnntino of this d=on,ntin anv form, is nmhihited withnnt the wdten normiesinn of A-1 Ronf Tnieses. JOu WRMSBM1674B2 Iruss CA I russ I ype JACK ury Irly 6 1 U01W1/LULU 2520 Loading Criterialpsp TCLL: 20.00 TCDL: 10.00 BCLL: 0-00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP 42 Bot chord 2x4 SP #2 1 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf 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 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 10 0.15 0.97 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. 0 12 6 C 2X4(A1) B SEAT PLATE REQ. �— 1'4" — 1111111 - d 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. T LO Defi/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): NA Loc R+ 1 R- / Rh / Rw / U / RL B 197 /_ /_ /172 /69 /33 VERT(CL): NA HORZ(LL): -0,000 D D 6 /-11 /- /15 /15 /- HORZ(TL): 0.000 D C - /-33 !- /29 /43 /- Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.282 B Brg Width = 7.6 Min Req = 1.5 Max BC CSI: 0.036 D Brg Width = 1.5 Min Req = - Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Wgt: 5.6 Ibs Bearing B requires 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 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 (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 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 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 4451 St. Lucie Blvd, Suite 201 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 terns areas defined in TPI-I. r:nnvrinht n 2f11fi A-1 Rnnf TmggpG — Renrodimtion of thh dmiment. in anv fnnn. is nrnhihiterl wlthnut the wniten oermi.ainn of A.1 Rnnf Tnr. S WRMSBM1674B2 I CAA I JACKJ, 1 1 I V 2521 12 6 F,—,- C III 1.5X4B TA N °' H B 7"7 iv eo III 3X6E D SEAT PLATE REQ. �— 1'4"12 _4'i' 17 -'1 � 10"15 —{ Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TOLL: 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 Plate Type(s): HORZ(TL): 0.000 B C - /-32 /- 146 /60 /33 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: 0.180 E Brg Width = 6.9 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf 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 A - B 37 0 B - C 151 -59 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 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' 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 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 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,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 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, 349te Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1. Cnnvdnht n 2M A-1 Rnnf Tnietaa — Remndurfinn of this dmiment. in env form. is nmhihited withmit (hn written nenniacinn of A-1 Roof Tn.-- Job WRMSBM1674B2 Iruss CJ3 I russ I ype JACK Ubfuaf2UZU 2522 C 12 6 0 2X4(A1) B r LO A p SEAT PLATE REQ. �-- 1'4" 2'11"11 -f{ 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): NA Loc R+ ! R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA B 220 /- /- /167 /51 /62 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.001 D - - D 43 /- /- !31 /2 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.001 D C 66 /- /- /28 /29 /- 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: 0.322 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 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 A - B 35 0 B - C 30 -89 Top chord 2x4 SP 42 Bot chord 2x4 SP #2 Maximum Bot Chord Forces Per Ply (Ibs) Puriins 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 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 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 # 68906 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 Tnisses — Reenodnntinn of this do-menlin env formis nrnhibiled wifhnnl the wntfen nnnnit,inn of A-1 Ronf Tniesos. goo t russ WRMSBM1674B2 I CJ3A t ,usI ype I JACK uty ( 1 riy UU/UtF/LULU 11 2523 C 12 T A; w 91HB 1'11"7 III3X6 E D SEAT PLATE REQ. P l-- 1-11 �-- 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: II FT/RT:10(0)/10(10) HORZ(LL): -0.000 B - - D 38 /- /- 123 /- l- 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 psf Max TC CSI: 0.197 E Brg q Width = 6.9 Min Re 1.5 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.050 D Brg Width = 1.5 Min Req Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C BrWidth = 1.5 Min Re 9 q 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 at 24" OC unless shown otherwise above. B - E 305 -178 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 d, Suite 201 4451 St. LuciuciPierce, e Blvd,te 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 349te Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C nvrinht nc 2016 A-1 Roof Tni.-- Renrnduction of this domimentin anv fnnn, N nrohihited without tha written nonoic inn of A-1 Rnnf To- Job I russ I russ I ype Ury cry Ubfuafzuzu WRMSBM1674B2 ( CJ5 I JACK 1 3 1 1 2524 C T SEAT PLATE REQ. f — 1'4" i' 411"11 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/defl L/# TCDL: 10.00 Speed: 160 mph TPI Std: 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): 0.005 D EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.008 D Des Ld: 37.00 Mean Height: 15.00 ft WAVE NCBCLL: 10.00 TCDL: 4.2 psf Creep Factor: 2. Load Duration: 1.25 BCDL: 4.2 psf Max TC CSI: 0510 Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.284 C&C Dist a: 3.00 ft Max Web CSI: 0.000 Loc. from endwall: Any 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 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 58 0.15 4.97 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. Left bottom chord exposed to wind. 0 CV LO Ch ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 288 /- /- /253 175 /92 D 77 !- /- 189 /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 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 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. (:nnvdnht a)2Ma A-1 Rnnf Tnreer_v— Renmdnntinn of thin do imentin anv fnnn. i� nmhihited vrithnut the written Dnrmicainn of A-1 Rnnf Tnts¢e.[. n auu iluaa 11uaa iyNG .try wtvatww 2535 WRMSBM1674B2 I HJ3 I HIP_ 12 11y Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf 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 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 0 plf at -1.89 to 61 plf at 0.00 TC: From 2 plf 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 puriins 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 -- -� ff SEAT PLATE REQ. �--- 1'10"10 -}- 42"3 -� f-- 1'4"8 12# 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 11 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA ktRT(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 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 lv 4451 St. Lucie Blvd, Suite (e 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 ss 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, 349te Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. G-6aht cn 2n1e A-1 Roof Tnttxn_v - R-ritinlinn of thie domimenlin anv fnnnis nmhihited without the written oormisainn of A-1 Roof To-, ion 1 n1Ss WRMSBM1674B2 HJ7 I russ I ype Uty Hly HIP_ 1 I 1 oeivaf2u2u 2536 1 -20# 256# 132# i �- 2'9"10 --{ SEAT PLATE REQ. 1'10"10 1 9110"1 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: 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 M-30 Bot chord 2x4 SP 2400f-2.OE Webs 2x4 SP #3 Special Loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 61 plf at -1.89 to 61 plf at 9.84 BC: From 14 pif at 0.00 to 14 plf 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. D �-- V4"9 --{-- 2,9"15 8j 2,9"15 --� t 86# 12# 155# Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Sid: 2014 VERT(LL): 0.037 G 999 360 Loc R+ / R- / Rh / Rw / U / RL B 739 /- /- /- /343 /- Rep Factors Used: Varies by Ld C §PERT(CL): 0.066 G 999 240 FT/RT:10(0)/10(10) HORZ(LL): 0.008 F - - E 492 /- /- /- /152 /- Plate Type(s): HORZ(TL): 0.015 F D 243 /- /- /- /103 /- WAVE Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.667 B Brg Width = 10.0 Min Req = 1.5 Max BC CSI: 0.561 E Brg Width = 1.5 Min Req = - Max Web CSI: 0.904 D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Wgt: 44.8 Ibs Bearing B requires 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 -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 (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 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 Blvd, 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, 349te Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1. (:nnvdnht no 2me A-1 Rnnf Tmases - Renrodnrtion of this dwiiment. in anv fnnn. is nmhihitod vAthnut tha wditen nermissinn of A-1 Ronf Tmcses JOU IfUbb Hubb Iypti WLy rty UUIUU14UZV WRM5BM1674B2 I HJ7S HIP_ I 1 ( 1 ( 2537 a 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: 3.00 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 Special Loads -----(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 pif at 0.00 to 2 plf at 5.98 BC: From 2 plf at 0.00 to 2 plf at 5.98 TC: 66 lb Conc. Load at 0.35 TC: -12 lb Conc. Load at 1.29 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: 116lb 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. 66# .12N+ 173#+ 2'9"10'_'� 12 4.24 (j' a 1I1.5X4B TA HB 5'8"4 E D A1.5X4 SEAT PLATE REQ. -41- 5'8'4 +I I--- 5'11"12 r 1-�-- T1'10'10 15# 43# 116# 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/defi L/# VERT(LL): -0.000 B 999 36, %06RT(CL): 0.001 B 999 24 HORZ(LL): 0.000 B - - HORZ(TL): 0.000 B Creep Factor: 2.0 Max TC CSI: 0.723 Max BC CSI: 0.562 Max Web CSI: 0.039 Wgt: 23.8 Ibs VIEW Ver: 19.01.00A.0618.15 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL E 320 ! /- /- /141 /- D 102 /- /- 1- /12 /- C 93 /- /- /- /42 /- Wind reactions based on MWFRS E Brg Width = 9.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 20 - 9 B- C 34 -49 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. E-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - E 131 - 207 **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 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. C.n Min 02Mfi A-1 Rnnf T.-- Renrnrtnnlinn of this rinrnmontin anv form, is nrahihiteri withnmt the written nerni-inn of A-1 Rnnf Tnrcvas Job I russ 1 russ 1 ype Qry I My UoruaiZuZu WRMSBM1674B2 I HJB1 I HIP_ 2 1 2538 97#+ e f"_ 1-7.10 D 12 T T T =2X4(Ai)B H81� iv N 1 A O�{ FF 1 111�X4 SEAT PLATE REQ. 1 g jam- 2'8"12 --'1•I h-- 1'5. VS-12 ---{ r4'3"15 ---j I-- 2 8"5 -J 68# Loading Criteria (psi) 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): 0.025 F 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C §q-RT(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 /- /- /- /17 !- 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 2x4 SP #2 _ 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 pif 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 lb 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-t 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 TOO, 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 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 KHstam, 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 TOO 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 are as defined in TPI-1. C-flnht () 201a A-1 Finer To.--- RonmtiuMino of this tins iment in anv Connis nrohihited without the whiten nenoi inn of A-1 Roof Te-n WRMSBM1674B2 ( J3„ uaa yp. EJAC l.2ly r-ly 8 1 2525 T SEAT PLATE REQ. 114" + 31 Loading Criteria (pst) 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 Puriins 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 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 C 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: 11.2 Ibs VIEW Ver: 19.01.00A.0618.15 B 221 /- /- 1168 /51 /63 D 44 /- /- /31 /2 /- C 67 /- i- /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 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 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. Lucia 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. Cnnvriaht P 2016 A-1 Roof To,.-- Ranrndutlinn of this rinm—ntin anv form, is nrohihifnd wifhtnit th" writfnn nonni-in. of A4 R—f Toi. Cns. JOD WRMSBM1674B2 I cuss J34 I russ I ype Ury cry JACK 14 11 unruWZUZU 2526 4"3 31411 C Loading Criteria (pst) 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/defl L/# TCDL: 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: 11 FT/RT:10(0)/10(10) HORZ(LL): 0.001 D EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.002 D Des Ld: 37.00 Mean Height: 15.00 ft WAVE NCBCLL: 10.00 TCDL: 4.2 psf Creep Factor: 2.0 Load Duration: 1.25 BCDL: 4.2 psf Max TC CSI: 0.143 Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.144 C&C Dist a: 3.00 ft Max Web CSI: 0.000 Loc. from endwall: not in 4.50 Wgt: 12.6 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 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. M N ♦ Maximum Reactions (Ibs) Gravity Loc R+ / R- / Rh Non -Gravity /Rw /U /RL B 201 /- /- /177 /54 /63 D 51 /- /- 159 /23 /- C 83 /- /- /44 /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 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 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 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 4461 St. Lucie Blvd,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 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, 349te Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvdrht 0 21116 A-1 Roof Tn,. , — Rvnrodnntion of thk donnmantin anv fnm is nrnhihitnd vrithont tha writtan 000niWon of A-1 Roof Tnzs uuu wa WRMSBM1674B2 J3GE u uaa ryp. JACK 2527 4P �- 1'4" --- rr SEAT PLATE REQ. 2'7"11 p 1111.5X4 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/defl L/# TCDL: 10.00 Speed: 160 mph TPI Std: 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): 0.001 D EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.001 D Des Ld: 37.00 Mean Height: 15.00 ft WAVE NCBCLL: 10.00 TCDL: 4.2 psf Creep Factor: 2. Load Duration: 1.25 BCDL: 4.2 psf Max TC CSI: 0186 Spacing: 24.0 " MWFRS Parallel h to 2h Max BC CSI: 0.046 _Dist: C&C Dist a: 3.00 ft Max Web CSI: 0.038 Loc. from endwall: not in 9.00 Wgt: 14.0 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 Puriins 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 2.64 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 T 1 T 1 ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL D* 106 /- /- 176 /13 /15 Wind reactions based on MWFRS D Brg Width = 31.7 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 23 -53 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 155 -31 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - D 89 - 54 **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 RC, 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 TOO 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. (:nnvrioht n 2016 A-1 Roof Tmcsn_c— R-rodurtion of this doonmentin anv formis nrohihited without the written nenniscinn of A-1 Roof Tom Job WRMSBM1674B2 Iruss R Iruss type EJAC 7 ( 1y I Ut)/U`J/ZUZD 2528 SEAT PLATE REQ. C �-- V4"' 7' _ I Loading Criteria (psi) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Slid: 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 361 /- /- /317 /88 /121 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.015 D D 111 /- /- /131 /52 /- EXP: B Kzt: NA 37.00 Plate Type(s): HORZ(TL): 0.027 D C 187 !- /- /102 177 !- Des Ld: 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: 0.711 B Brg Width = 7.6 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf D Brg Width = 1.5 Min Req = - Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.640 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: not in 4.50 Wgt: 23.8 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 B - C 84 140 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 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. "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 TPIA. 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 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. Cnnvdnht n 2016 A-1 Roof Tmccoc— Renrori-A n of thi., do.—M in anv fnnnis mohihifed without thn wditan nnrmi-ion of A-1 Roof Tnia - uoo 1 runs 1 russ I ype Ury ry unruar�u�u r WRMSBM1674B2 (J7uC EJAC 8 1 I 2529 D 12 6 M _O N 1113X4(++)C M i� v T _2X4(A1) B HB 4'5"14 E T A ��GG 1111.5X4 SEAT PLATE REQ. �— V21" --E-- 2'6"2 Y r 4'4"6 — -{ 7' Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ 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 Sid: 2014 VERT(LL): 0.171 F 482 360 Loc R+ / R- ! Rh / 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 /- i- /66 /8 /- Des Ld: 37.00 EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.151 G - - D 190 /- /- /102 178 /- 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: 0786 B Brg Width = 7.6 Min Req = 1.5 Load Duration: 1.25 " BCDL: 4.2 psf . Max BC CSI: 0.348 E Brg Width = 1.5 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 ft 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 Top chord 2x4 SP #2 A - B 35 0 C - D 85 -118 Bot chord 2x4 SP #2 B - C 0 -197 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 Puriins 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' 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 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 d 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,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 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, 349te Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvrinht,o 2ela A-1 Ronf T.c--- Renrorhirfinn of Ihix tlncumnnf in anv forth. is nrohihiteA without fhn writtt+.n nnmficvinn of A-1 Ronf True, JOO WRMSBM1674B2 1 russ VM02 I russ I ype VAL cary fly 2 1 ub/L!WLULU 2530 0 Loading Criteria (pst) 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 #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 23 0.00 1.88 Apply puffins to any chords above or below fillers at 24" OC unless shown otherwise above. n 15 — 1 r3n9 12 6 1- 1' 10"8 I %i 00 t- Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.005 B 999 360 Loc R+ / R- / Rh / Rw / U / RL D' 76 /- /- /40 /11 /9 Rep Factors Used: Yes VERT(CL): 0.009 B 999 240 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 lbs 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 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 # 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 te 4451 St, Lucie B201 d, Suite Blvd, 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, 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPIA, Convnnht (2016 A-1 Roof This-- Ranrodnrtion of this doonmsntin anv form. is nmhihiod mthnnt thn. written nP Ission of AA Roof Tmsaas WRMSBM1674B2 ( VM04 VAL 2531 T 2X4(D8R) 1i 111-1 GVA 31411 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: Any GCpi: OA8 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 puriins 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 ♦ Maximum Reactions (Ibs), or `=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL C* 76 /- /- /50 117 /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 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 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. Cnnvdnht n 2016 A-1 Roof Tnix - Rannufuotinn of thN dm f io anv form. is nrnhihitad without tha wn"on narnisxion of A-1 Roof Tn. JOu WRMSBM1674B2 I I UJJ I t UAJ I yF1C VM05 VAS ,tty r-Iy 1 I1 2532 T M 1 i- 3'4" -� �-- 1' -- { t 1 Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (lbs), 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: 10A0 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.000 C 999 360 Loc R+ / R- / Rh / Rw / U / RL D* 94 /- /- /66 /12 /13 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.000 C 999 240 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): -0.027 C - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.035 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: 0.218 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.137 Chords Tens.Comp. Chords Tens. Comp. Spacing: 24.0" MWFRS Parallel Dist: h to 2h A - B , 26 0 B - C 38 -75 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 Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver: 19.01.00A.0618.15 Wind Duration: 1.60 Chords Tens.Comp. Lumber E - D 135 -23 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. Bracing B - E 172 -171 C - D 159 -95 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. -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. 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-I. Cnnvnnht (E) 2016 A-1 Roof Thlases - R—rodnntion of this domimentin anv fnnn. is nmhihited Athn,,t tha wditen nannissinn of A-1 Rnnf Tmsces. WRMSBM 1674B2 ( VM06 VAL yNc ( 1 y 1y 2533 i — T4" �— 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: h/2 to h C&C Dist a: 3.00 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 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. 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. c 01 i 1 Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.000 C 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.001 C 999 240 D` 94 /- /- /66 124 /30 HORZ(LL): -0.001 C - - Wind reactions based on MWFRS HORZ(TL): 0.001 C D Brg Width = 40.0 Min Req = - Creep Factor: 2.0 Bearing E is a rigid surface. Max TC CSI: 0.181 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.106 Chords Tens.Comp. Chords Tens. Comp. Max Web CSI: 0.114 A - B 26 0 B - C 40 -94 Wgt: 26.6 Ibs Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver: 19.01.00A.0618.15 Chords Tens.Comp. E-D 41 -43 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - E 127 -170 C - D 142 - 95 B - D 240 - 57 **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 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 # 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, unfess otherv,4se 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. r:onvdnht n 207E A-1 Rnnf Tniscaa — Renmdn Ainn of this dmiment. in anv form. is nmhihited wiihrnil the written nnnniatinn of A-1 Rnnf Tnicvee JUNE,20,2019 TYPICAL HIP / KING JACK CONNECTION I STDTL01 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 CORNERSET GENERAL SPECIFICATIONS 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. Attach King Jack w/ (3) 16d Toe ,Nails @ TIC & BC Attach End Jack's Attach Corner Jack's w/ (4) 16d Toe Nails @ TIC w/ (2) 16d Toe Nails @ TIC & & (3) 16d Toe Nails @ BC BC (Typ) 0 -1 rl_ %M ttach Corner Jack's (/ (2) 16d Toe Nails @ TIC & BC (Typ) Rama Pranav Kristam, P.E. # BB906 4451 St, Lucie Blvd, Suite 201 Fort Pierce, Fl. 34946 FEBRUARY 17, 2017 ( ALTERNATE GABLE END BRACING DETAIL STDTL00 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES 24' O.C. A,1 ROOF TRUSSES 4451 ST. LUCIE SLVD. - FORT PIERCE, FL 34946 772 409-1i110 1' - 3' MAX. 0\ DIAL. BRACE AT 1/3 POINTS IF NEEDED \ IT IS THE OF THE BLDG, DESIGNER OR THENSIBILITY 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. END WALL 2X6 DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (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. 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 12D 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' D.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. --- I "TURAL TRUSS 'b+nni / 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 / \S / Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 2011 12/23/19, PIGGY -BACK TRUSS STDTL04.1 A-1 ROOF TRUSSES 4451 ST, LUCIE BLVD. FORT PIERCE, FL 34946 772.409.1010 PIGGY-B� TO ACT DRAWING OPTION Nt 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 (0.1 13" 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. 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. 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." 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. # 88906 4451 St. Lucie Blvd, Suite 201 JULY 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. DETAIL A GABLE END, COMMON TRUSS, OR GIRDER TRUSS 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 NOS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES -C CIVU, I.VIvIIVIVIV 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 11 BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF ATTACH 2X4 CONTINUOUS 42 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 Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 5, 2018 TRUSSED VALLEY SET DETAIL STDTI-06 . 14 1 GENERAL SPECIFICATIONS: AWMW 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 sl DRAWINGS. 4,6411.1 how, 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT To THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. A-1 ROOF TRUSSES 6. NAILING DONE PER NDS - 01. 4461 ST, LUCIE BLVD, GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48" D.C. FORT PIERCE, FL 34946 TRUSS, OR GIRDER 772409-1010 TRUSS 7 SECURE W/ ( II II II BASE TRUSSES . .... . . ........ . I! Z VALLEY TRUSS (TYPICAL) - - I -- (NO SHEATHING) N.T.S. GABLE END, COMMON TRUSS, OR GIRDER P F 1-2 VALLEY TRUSS TRUSS (TYPICAL) SEE DETAIL "A" BELOW (TYP.) 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 11 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) SIMPSON SDS25300 (1/4" X 3") MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 JULY 17, 2017 I (CITY) WIND VELOCITY) I STDTL07 I A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7-1 WIND DESIGN PER ASCE 7-10: 170 MPt MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD = 50 PSI MAX SPACING = 24" O.C. (BASE AND VA SUPPORTING TRUSSES DIRECTLY UNDtK VALLtr I KUJAtJ MU51 bt DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 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. NON -BEVELED BOTTOM CHORD FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6112 PITCH C CLIP MUST BE APPLI1 THIS FACE WHEN I EXCEEDS 6/12 (MAx 12/12 P Rama Pranav Mstam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 17, 2017 STANDARD GABLE END DETAIL STDTL08 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/10d NAILS, 6' O.C. V ERT STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 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 B 3X4= PLYWOOD SHEATHING TO SHEATHING 2X4 STD SPF BLOCK * DIAGONAL BRACING ** L - BRACING REFER v V 11 REFER TO SECTION A -A TO SECTION B-B 24' MAX. / 2. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM C ORDS. HAND (2) - lOd CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS 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 4. SYSTEM. 'L' 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, D.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) - 8. 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. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 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 #3 / STUD 1 16" O.C. 3-3-10 4.9.12 6.6-11 9.10.15 2X4 SP #3 / 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 #2 24" O.C. 3-1-4 3-11-3 1 6-2-9 1 9-3.13 DIAGONAL BRACES OVER 6' - 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. END WALL 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 FEBRUARY 17, 2017 I T WITH 2X'BRACE ONLY IL I STDTL00 NOTES: T—BRACING / I —BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T—BRACE / I —BRACE MUST COVER 90% OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T—BRACE / I —BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. 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 2X6 10d 6" O.C. NOTE: NAIL ALONG ENTIRE LENGTH OF T—BRACE / I —BRACE (ON TWO—PLY TRUSSES NAIL TO BOTH PLIES) NAILS A 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 0,011014,2144 NAILS WEB "mosm SECTION DETAILS Rd Pinu —stem, P.E. 488906 4451 St, Lucie Blvd, Suite 201 Fnd Pi.— FI gAQAA FEBRUAIY 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTL10 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 7724109-1010 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B 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 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'). ATTACH TO VERTICAL WEB WITH (NAILS (0.313)X X) USE METAL FRAMING J 4 ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) — 10d TO BOTTOM CHORD 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') TRUSS 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 Kdstam, P.E. # 88906 4451 St, Lucie Blvd, Suite 201 FEBRUARY 17, 2017 1 LATERAL TOE -NAIL DETAIL I STDTL1 4 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 .135 93.5 85.6 74.2 72.6 63.4 J .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 c� .131 75.9 69.5 60.3 59.0 51.1 Z 0 .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. THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS -i NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS EXAMPLE: NEAR SIDE (3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD I NEAR SIDE FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY NEAR SIDE ANGLE MAY VARY FROM 30' TO 60° 45.00' ANGLE MAY VARY FROM 30° TO 60° 45.00' SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30° TO 60° 45.00° Rama Pranav Kristam, P.E. 488906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUAY 17, 2017 1 UPLIFT TOE -NAIL DETAIL ( STDTL12 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 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 NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S L7 Z O J .131 59 46 32 30 20 .135 60 48 33 30 20 LQ () .162 72 58 1 39 1 37 25 J _ F_ LO LU -U J_ 0 Z Lo N .128 54 42 28 27 19 .131 55 43 29 28 19 .148 62 48 34 31 21 Q Z 14) .120 51 39 27 26 17 0 Z O .128 49 38 26 25 17 131 51 39 27 26 17 O to .148 I 57 I 44 I 31 I 28 I 20 r 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) = 148 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 SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. ros USE (3) TOE -NAILS ON 2X4 BEARING WALL ree USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S] 110 TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 1 NAIL NAIL SIDE VIEW Rama Pranav Kristam, P.E. END VIEW 4451 St. Luce Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 5,2016 1 TYP W NAILER ATTACHMENT I STDTL13 0, A-1 ROOF TRUSSES 4451 ST . LUCIE SLVD. FORT PIERCE, FL 34946 772-409-1010 1.0 x z+ A 2x2 NAILER ATTACHMENT • 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. 4451 St. L=, Suite 201 Fort Pierce, FL 34946 April 1 ', 2016 TYPICAL ALTERNATE BRACING DETAIL STDTL14 I FO EXTERIOR FLAT GIRDER TRUSS I A-1 ROOF TRUSSES BLVD. 4451 ST. LUCIE FORT PIERCE, FL 34946 772-409-1010 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) 12 VARIES (4) 12d MAX 3011(21-611) 2x6 #2 SP (Both Faces) 24 It O.C. SIMPSON H5 Rama Pranav Kristen P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND FEBRUARY 17, 2017 1 DAMAGED OR MISSING CHORD SPLICE PLATES I STDTL15 A'1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-109-1010 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' O.C. AS SHOWN (.131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.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 + 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 DR HEEL JOINT AND A MINIMUM OF 6' 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. 5. 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. 488906 4451 St. Lucie Blvd, Suite 201 FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS STDTL16 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-4109.1010 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 ►�' 1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' 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. Gi'o:_ 1 THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 409 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 Mstam, P.E. 488906 4451 St. Lucie Blvd, Suite 201