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HomeMy WebLinkAboutAPPROVED, Truss Engineering 9716 Starboard Drive Lot 77RE: Job 84618 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: 77 Model: BERKSHIRE 2177 Address: 9716 STARBOARD DRIVE Subdivision: City: County: 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 7th Ed. 2020 Res. / TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-16 Wind Speed: 160 Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 46 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 2559 A01 3/10/21 13 2560 A13 3/10/21 25 2478 FL06E 3/10/21 2 2526 A02 3/10/21 14 2537 B01 3/10/21 26 2571 FL07 3/10/21 3 2527 A03 3/10/21 15 2538 B02 3/10/21 27 2480 FL07GE 3/10/21 4 2528 A04 3/10/21 16 2539 B03 3/10/21 28 j 2556 HJ7 3/10/21 5 2529 A05 3/10/21 17 2481 FG01 3/10/21 29 2557 HJ7A 3/10/21 6 2530 A06 3/10/21 18 2568 FG02 3/10/21 30 2558 HJ76 3/10/21 7 2531 A07 3/10/21 19 2577 FL02 3/10/21 31 2540 A 3/10/21 8 2532 A08 3/10/21 20 12473 FL02GE 3/10/21 32 2541 AA 3/10/21 9 2533 A09 3/10/21 21 2474 FL03 3/10121 33 12542 AB 3/10/21 10 2534 A10 3/10/21 22 2475 FL03GE 3/10/21 34 2543 J3 3/10/21 11 2535 1 All 3/10/21 23 2574 FL05 3/10/21 35 2544 J3A 3/10/21 12 12536 1 Al2 3/10/21 1 24 2477 FL06 3/10/21 36 2545 J313 3/10/21 The truss drawing(s) referenced have been prepared byAupine Engineered Products, inc. under myairect supervision based on the parameters provided byA- i RoofTrusses, russes, Lid. Truss Design Engineer's Name: Rama Pranav Kristam My license renewal date for the state of Florida is February 28,2023. 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, perANSI/rPl-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as'Structural Engineering Documents') provided by the Building Designer indicating the mature and characterof the work. The design criteria therein have been transferred to Rama Pranav Kristam PE by [Al Roof Trusses or specific location]. These TDDs (also referred to at times as'Structural Delegated' Engineering Documents') are specialty structural component designs and maybe part of the project's deferred orphaned submittals. Asa Truss Design Engineer (i.e., Specialty Engineer), the seal here and on the TDD represents an acceptance of professional engineering responsibilityforthe design of the single Truss depicted on the TDD only. The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with theirwritten engineering requirements. Please review all TDDs and all related notes. AIV���''' E N 5 No. 88 6 * " ATE OF .: Rama Pranav Kristam, P.E. 4451 St Lucie Blvd. Suite 201 Fort Pierce, FL 34946 Page 1 of 2 RE: Job CRMSBSB2 No. Seq # Truss Name Date 37 2546 J5 3/10/21 38 2547 J5A 3/10/21 39 2548 J513 3/10/21 40 2549 J7 3/10/21 41 2550 J7B 3/10/21 42 2551 Vol 3/10/21 43 2552 V02 3/10/21 44 2553 V03 3/10/21 45 2554 VO4 3/10/21 46 2555 V05 3/10/21 47 STDL01 STD. DETAIL 3/10/21 48 STDL02 STD. DETAIL 3/10/21 49 STDL03 STD. DETAIL 3/10/21 50 STDL04 STD. DETAIL 3/10/21 51 STDL05 STD. DETAIL 3/10/21 52 STDL06 STD. DETAIL 3/10/21 53 STDL07 STD. DETAIL 3/10/21 54 STDL08 STD. DETAIL 3/10/21 55 STDL09 STD. DETAIL 3/10/21 56 STDL10 STD. DETAIL 3/10/21 57 STDL11 STD. DETAIL 3/10/21 58 STDL12 STD. DETAIL 3/10/21 59 STDL13 STD, DETAIL 3/10/21 60 STDL14 STD. DETAIL 3/10/21 61 STDL15 STD. DETAIL I 3/10/21 62 STDL16 STD. DETAIL 3/10/21 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. Page 2 of 2 Rama Pranav Kristam, P.E. 488906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 Job I r iuwb i yNc v..tty I riy vuf ivrcvc i CRMSBSB2 A01 HIPS 1 1 2559 T s4: 1 ate' A 256# 189# 189# 189# 189# 189# + 189# + 1891 + 189 + + 189 + + 189#4 + 256# ---- 7'0-3/8" 7' 20'8" -}- 7' --�{ oH0710 =5X6 =H0710(++) aH0710 C D EF G 6 12(87R =5X1H( (a) (a) N M L K J I III1.5X4=H0510=4X10=7X10=H0510 1111.5X4 34'8" W/4 �---- 7'0-3/8" 3/8 2, 2, I 2, 2, 1/F 2, 2, 2, 2, 2'0-3/8" i 440# 109 109# 109 109# 10909# 109t 109# 10) 109# 462# Loading Criteria (psr) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.47 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; T2,T3 2x6 SP 2400f-2.OE; Bot chord: 2x4 :SP 2400f-2.OE + SP M-31:; B2 2x6 SP 2400f-2.OE; Webs: 2x4 SP #3; W2 2x4 SP #2; Lt Wedge: 2x4 SP #3;Rt Wedge: 2x4 SP #3; 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 -1.46 to 62 plf at 7.00 TC: From 31 plf at 7.00 to 31 plf at 27.67 TC: From 62 pif at 27.67 to 62 pif at 34.67 BC: From 14 pif at 0.00 to 14 plf at 7.03 BC: From 7 plf at 7.03 to 7 pif at 27.64 BC: From 14 plf at 27.64 to 14 plf at 34.67 TC: 256 lb Conc. Load at 7.03,27.64 TC: 189 lb Conc. Load at 9.06,11.06,13.06,15.06 17.06,17.60,19.60,21.60,23.60,25.60 BC: 440 lb Conc. Load at 7.03 BC: 109 lb Conc. Load at 9.06,11.06,13.06,15.06 17.06,17.60,19.60,21.60,23.60,25.60 BC: 462 lb Conc. Load at 27.64 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) TC 24 7.00 27.67 BC 41 0.15 34.52 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. fl 37R) '- v 1 Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code:FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): -0.572 E 721 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Varies by Ld C se6RT(CL): 0.805 E 512 240 B 3208 /- /- /- /2456 /- FT/RT:10(0)/10(10) HORZ(LL):-0.161 I - - H 3129 /- /- /- 12380 /- Plate Type(s): HORZ(TL): 0.228 1 Wind reactions based on MWFRS WAVE, HS Creep Factor: 2.0 B Br Width = 3.5 Min Re 2.7 9 q Max TC CSI: 0.847 H Brg Width = 3.5 Min Req = 2.6 Max BC CSI: 0.963 Bearings B & H are a rigid surface. Max Web CSI: 0.804 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 184.1 Ibs A - B 39 - 36 E - F 6820 - 8828 VIEW Ver: 20.02.0 AA.1209.11 B - C 4894 -6361 F - G 6820 -8828 Wind C - D 6757 - 8753 G - H 4929 - 6410 D - E 6817 - 8825 Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - N 5605 -4302 K - J 5634 -4331 N - M 5587 -4298 J - 1 5632 -4331 M - L 5588 -4298 1 - H 5652 -4336 L - K 8838 - 6856 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp N - C 496 -103 E - K 1161 - 988 C - L 3545 - 2751 K - G 3563 - 2772 L - D 1188 -1022 G -1 534 -123 D-K 44 -14 "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 engineenn 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-1. Co-hoht n 2016 A-1 Roof Tmsses - Renrnduotinn of this dnnument in env form. is nrohlhited without the written -mission of A-1 Roof Tnisses joo I russ I r uss I ype Qty r-ly uJ/ I ulzuz t CRMSBSB2 A02 HIPS 1 1 1 2526 �I j- 9' -}- - 168" -i- 9' —� 1Vf16" %7X6(R) 1111.5X4 =H0308 N7X6(R) C D E F 1111.5X3 =3X6 =3X8 =3X6 1111.5X3 34'8" 1 _m In =4X4(A2) I Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.154 D 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.291 D 999 240 B 1413 /- I- /844 /937 /214 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.057 H - - G 1321 /- /- /737 /864 /- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.108 H Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 25.00 ft WAVE, HS Creep Factor: 2.0 B Brg Width = 3.5 Min Req = 1.7 NCBCLL: 10.00 TCDL: 5.0 sf p Max TC CSI: 0577 G Brg Width = 3.5 Min Req = 1.6 Load Duration: 1.25 BCDL: 4.2 psf . Bearings B & G are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.954 C&C Dist a: 3.47 ft Max Web CSI: 0.699 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Loc. from endwall: not in 9.00 Wgt: 156.8 Ibs GCpi: 0.18 A - B 39 0 D - E 2782 -2553 Wind Duration: 1.60 VIEW Ver: 20.02.01A.1209.11 B - C 2217 -2335 E - F 2782 -2553 Lumber C - D 2782 -2553 F - G 2224 -2346 Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Maximum Bot Chord Forces Per Ply (Ibs) Webs: 2x4 SP #3; Chords Tens.Comp. Chords Tens. Comp. Bracing B - L 1987 -1861 J - 1 2004 -1825 L - K 1992 -1859 I - H -1825 (a) Continuous lateral restraint equally spaced on K - J 1992 -1859 H - G 1999 1999 -1827 member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacirl oc) Start(ft) End(ft) TC 24 9.00 25.67 BC 55 0.15 34.52 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. Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C -L 312 0 J -F 625 -824 C- J 639 - 849 H- F 314 0 D - J 830 - 508 "`WARNING"" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kdstam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 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. (:nnvnnht n 201 a A-1 Ronf Tnissn., — Rnnrnrl—m— of thi., Annimant in anv fnrm i., nrohihited withniit tha written nertnlccinn of A-1 Rnnf Tri ac moo CRMSBSB2 iivaa A03 yP. HIPS —y y 1 1 2527 1p4,, 11' 12'8" 11' III 1.5X3 =3X4=4X6 =3X8=4X6=3X4 34'8" 4X4(A2) Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.149 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.266 E 999 240 B 1413 /- /- /855 /935 /254 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.050 1 - - H 1321 /- /- 1747 /862 /- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.096 1 Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2 B Br Width = 3.5 Min Re 1.7 g q NCBCLL: 10.00 TCDL: 5.0 psf 0. Max TC CSI: 0.571 H BrWidth = 3.5 Min Re4 1.6 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.984 Bearings B & H are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Max Web CSI: 0.678 Maximum Top Chord Forces Per Ply (Ibs) C&C Dist a: 3.47 ft Chords Tens.Comp. Chords Tens. Comp. Loc. from endwall: not in 9.00 Wgt: 173. E Ibs GCpi: 0.18 A - B 39 0 E - F 2170 -2067 Wind Duration: 1.60 VIEW Ver: 20.02.01A.1209.11 B - C 2135 -2427 F - G 1951 -2085 Lumber C - D 1947 -2077 G - H 2147 -2443 D - E 2170 - 2067 Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; B2 2x4 SP #2; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Purlins B - M 2106 -1839 K - J 1798 -1469 In lieu of structural panels or rigid ceiling use purlins M - L 1792 -1510 J - 1 1798 -1469 to laterally brace chords as follows: L - K 1792 -1510 I - H 2124 -1812 Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.00 23.67 BC 72 0.15 34.52 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. C - M 421 - 357 K - F 356 - 512 Wind D-M 412 -116 F-1 416 -127 Wind loads based on MWFRS with additional C&C D - K 364 -525 1- G 435 -372 member design. E - K 651 -413 Wind loading based on both gable and hip roof types "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvnnht f) 2016 A-1 Rnnf Tmcsrs - Rpnrndnrtinn of thi, dnnum,nt in anv form is nmhihited withI the wdfi--i-inn of A-1 Rnnf Tni«r+.a goo I russ I I runs I ype try I rly U6/ I U/LUG I CRMSBSB2 A04 HIPS 1 1 1 2528 W—UP11 W4, 13' — 8'8" i 13 :o5X6 =3X4 =5X6 E F G 1111.5X3 =3X6=3X8 =3X8=3X6 III1.5X3 34'8" 4X4(A2) Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.134 F 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.254 F 999 240 B 1413 /- I- /859 /665 /294 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.058 J - - 1 1321 /- /- /752 /614 /- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.110 J Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 20. B Br Width = 3.5 9 Min Re 1.7 q NCBCLL: 10.00 TCDL: 5.0 psf p Max TC CSI: 0.506 I Brg Width = 3.5 Min Req = 1.6 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.988 Bearings B & I are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h Max Web CSI: 0.541 Maximum Top Chord Forces Per Ply (Ibs) C&C Dist a: 3.47 ft Chords Tens.Comp. Chords Tens. Comp. Loc. from endwall: not in 9.00 Wgt: 183.4 Ibs GCpi: 0.18 A - B 39 0 E - F 1620 -1642 Wind Duration: 1.60 VIEW Ver: 20.02.01A.1209.11 B - C 1871 -2427 F - G 1618 -1644 Lumber C - D 1663 -1916 G - H 1680 -1918 D - E 1681 -1846 H - 1 1885 - 2444 Top chord: 2x4 SP #2; Bat chord: 2x4 SP #2; Webs: 2x4 SP #3; Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Purlins B - O 2093 -1594 L - K 2109 -1568 In lieu of structural panels or rigid ceiling use purlins O - N 2091 -1596 K - J 2109 -1568 to laterally brace chords as follows: N - M 2091 -1596 J - 1 2111 -1567 Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.00 21.67 M - L 1717 -1318 BC 71 0.15 34.52 Apply purlins to any chords above or below fillers Maximum Web Forces Per Ply (Ibs) at 24" OC unless shown otherwise above. Webs Tens.Comp. Webs Tens. Comp. Loading O- C 203 0 F- L 276 -195 Truss passed check for 20 psf additional bottom chord C - M 438 -525 L - G 487 - 374 live load in areas with 42%high x 24"-wide clearance. E - M 485 -364 L - H 458 - 544 M- F 281 -199 H- J 206 0 Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types **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 Knstam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRO, 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. (:nnvnnht n 2016 A-1 Rnnf — Ranrn —.mn of thi., dnnimnnt in anv form Is nmhlhitnd without thn wnttnn nermicainn of A-1 Rnnf Tm��es JVu ivaa i ivaa frPc utrY r iY ��r ivlc�c i CRMSBSB2 A05 HIPS 1 1 2529 4- n W4„ 15' 4'8" i 15' =5X6 1111.5X3 =3X6 =3X4 =3X8 =3X6 1111.5X3 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph SCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.47 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; 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 15.00 19.67 BC 70 0.15 34.52 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. Wind loading based on both gable and hip roof types. Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE 34'8" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.126 M 999 36 VERT(CL): 0.239 M 999 24 HORZ(LL): 0.057 J - - HORZ(TL): 0.109 J Creep Factor: 2.0 Max TC CSI: 0.679 Max BC CSI: 0.984 Max Web CSI: 0.301 Wgt: 179.2 Ibs VIEW Ver: 20.02.01A.1209.11 =4X4(A2) ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1413 A /- /858 /662 /333 1 1321 /- /- /751 /611 /- Wind reactions based on MWFRS B Brg Width = 3.5 Min Req = 1.7 1 Brg Width = 3.5 Min Req = 1.6 Bearings B & I are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 39 0 E- F 1381 -1490 B - C 1642 - 2396 F - G 1412 -1741 C - D 1382 -1773 G - H 1382 -1767 D - E 1414 -1756 H -1 1653 -2411 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - O 2056 -1375 L - K 2070 -1346 O - N 2054 -1377 K - J 2070 -1346 N - M 2054 -1377 J - 1 2072 -1345 M - L 1488 - 924 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp O- C 268 0 L- F 424 - 249 C - M 518 - 647 L - H 539 - 668 E- M 422 - 206 H- J 272 0 E - L 214 -210 *'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-1. Cnnvriaht n 2016 A-1 Roof Tni«P, — Renrodnntion of thi, dornment in nov form is nrohlhited Mthout the waft- nertni-ion of A-1 Roof Tme dw i i ��� I yN� .sty ry .,.,� 1 u,��4 CRMSBSB2 A06 HIPS 1 1 2530 17' F 17' 1111.5X3 =3X6 =3X8 =3X6 III1.5X3 34'8" I A" Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.117 K 999 360 Loc R+ I R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.221 K 999 240 B 1413 /- /- /850 /645 /374 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.057 1 - - H 1321 /- /- /743 /594 /- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.109 1 Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 25.00 ft WAVE, HS Creep Factor: 2 B Br Width = 3.5 Min Re 1.7 g q NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0. 0.645 H BrWidth = 3.5 Min Req 1.6 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.997 Bearings B & H are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h Max Web CSI: 0.735 Maximum Top Chord Forces Per Ply (Ibs) C&C Dist a: 3.47 ft Chords Tens.Comp. Chords Tens. Comp. Loc. from endwall: not in 9.00 Wgt: 163. 8 Ibs GCpi: 0.18 A - B 39 0 E - F 1092 -1568 Wind Duration: 1.60 VIEW Ver: 20.02.01A.1209.11 B - C 1339 -2345 F - G 1058 -1614 Lumber C - D 1046 -1613 G - H 1364 -2358 D - E 1086 -1604 Top chord: 2x4 SP M-30; T2,T3 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing B - M 1999 -1088 K - J 2011 -1068 (a) Continuous lateral restraint equally spaced on M - L 1997 -1089 J - 1 2011 -1068 member. L - K 1997 -1089 1 - H 2O14 -1067 Plating Notes (**) 1 plate(s) require special positioning. Refer to Maximum Web Forces Per Ply (Ibs) scaled plate plot details for special positioning Webs Tens.Comp. Webs Tens. Comp. requirements. M- C 306 0 K- G 633 -771 Purlins C- K 616 -755 G- 1 308 0 E - K 842 - 505 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spaclr in oc) Start(ft) End(ft) BC 70 0.15 34.52 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. Wind loading based on both gable and hip roof types. *WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvr ,ht n 201a A-1 Rnnf Tnr,sea - Renrn —Amn of thi.., dnr .nt in — form ii, nrnhihited without the wdlten nermiczion of A-1 RoofTo—, goo ��' �� yN, ,,y y 6 , CRMSBSB2 A07 COMN 1 1 2531 :pi 17'4" -i 17'4" 1111.SX3 =3X6 =3X8 =3X6 III1.5X3 34'8" W4, Loading Criteria (psf Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.117 K 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.221 K 999 240 B 1413 /- /- /850 /659 /380 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) 1-101 L): 0.057 1 - - H 1321 /- /- /742 /608 /- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.109 1 Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2.0 B Brg Width = 3.5 Min Req = 1.7 NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.645 H Br q Width = 3.5 Min Re 1.6 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.995 Bearings B & H are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: h/2 to In Max Web CSI: 0.733 Maximum Top Chord Forces Per Ply (Ibs) C&C Dist a: 3.47 ft Chords Tens.Comp. Chords Tens, Comp. Loc. from endwall: not in 9.00 Wgt: 163. 8 Ibs GCpi: 0.18 A - B 39 0 E - F 1127 -1568 Wind Duration: 1.60 VIEW Ver: 20.02.01A.1209.11 B - C 1371 -2345 F - G 1094 -1614 Lumber C - D 1081 -1613 G - H 1400 -2358 D-E 1121 -1604 Top chord: 2x4 SP M-30; T2,T3 2x4 SP 42; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing B - M 1999 -1114 K - J 2011 -1100 (a) Continuous lateral restraint equally spaced on M - L 1997 -1115 J - 1 2011 -1100 member. L - K 1997 - 11 15 1 - H 2O14 -1099 Plating Notes (") 1 plate(s) require special positioning. Refer to Maximum Web Forces Per Ply (Ibs) scaled plate plot details for special positioning Webs Tens.Comp. Webs Tens. Comp. requirements. M - C 306 0 K - G 628 - 772 Purlins C- K 610 -755 G- 1 308 0 E - K 843 - 504 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 69 0.15 34.52 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. Wind loading based on both gable and hip roof types. *`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. Ti 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 Ti C ..nnht n 2n1a A-1 Rnnf Tni<cev — Renrodii 1— of thi., dnriimant in anv fort, i., nrnhlhited withrnit the wnft,, hP .,. i n of A-1 Rnnf T--ec. auu r i uss i t uss i ype sty rry V3/ I V/LUL I 2532 CRMSBSB2 A08 HIPS 1 1 ¢ILN. j- 17' 8 7- 17' F III1.5X3 =3X6 =3X8 =3X6 III1.5X3 34,8„ A2) IVA" 1P/16" y11 Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.118 L 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.223 L 999 240 B 1411 /- /- /851 /644 /398 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.057 J - - H 1411 /- /- /851 /643 /- EXP: C Kzt: NA Des Ld: 37.00 Plate Type(s): HORZ(TL): 0.108 J Wind reactions based on MWFRS s S Mean Height: 25.00 ft WAVE, HS Creep Factor: 2.0 B Br Width = Min 1.7 9 q = NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.643 H Brg Width = 3.5 Min Req = 1.7 Load Duration: 1.25 BCDL: 4.2 psf " Max BC CSI: 0.964 Bearings B & H are a rigid surface. Spacing: 24.0 MWFRS Parallel Dist: h/2 to It C&C Dist a: 3.47 ft Max Web CSI: 0.711 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 9.00 Chords Tens.Comp. Chords Tens, Comp. Wgt: 166.E Ibs GCpi: 0.18 A - B 39 0 E - F 1082 -1600 Wind Duration: 1.60 VIEW Ver: 20.02.01A.1209.11 B - C 1331 -2340 F - G 1042 -1609 Lumber C - D 1042 -1609 G - H 1331 -2340 D- E 1082 -1600 H- 1 39 0 Top chord: 2x4 SP M-30; T2 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing B - N 199-99L - K 1992 -992 (a) Continuous lateral restraint equally spaced on N - M 19922 - 998 K - J 1992 - 992 member. M - L 1992 - 998 J - H 1995 - 991 Plating Notes (") 2 plate(s) require special positioning. Refer to Maximum Web Forces Per Ply (Ibs) scaled plate plot details for special positioning Webs Tens.Comp. Webs Tens. Comp. requirements. N- C 306 0 L- G 615 -753 Purlins C- L 615 -753 G- J 306 0 In lieu of structural panels or rigid ceiling use purlins E - L 834 -489 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 72 0.15 34.52 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. Wind loading based on both gable and hip roof types. "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 engineenn 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 orthe 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. (:nnvnnht n 201 6 A-1 Roof Tnissas - Ranmrtn&,,n of this do—mant in anv form is nrohihitad wilhnnt the —nan nannission of A-1 Rnnf T.—s J00 liuoa II— iyNc CRMSBSB2 A09 HIPS 4-Htl5• IV/A„ 15' 1 1 1 4'8" 15' - =5X6 1111.5X3 =3X6=3X4 =3X8=3X6 III1.5X3 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.47 ft Loc. from endwall: not in 9.00 GCp1: 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) TC 24 15.00 19.67 BC 73 0.15 34.52 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. Wind loading based on both gable and hip roof types. Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE 34'8" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.128 N 999 36, VERT(CL): 0.240 N 999 24, HORZ(LL): 0.057 K - - HORZ(TL): 0.108 K Creep Factor: 2.0 Max TC CSI: 0.634 Max BC CSI: 0.987 Max Web CSI: 0.300 Wgt: 179.2 Ibs VIEW Ver: 20.02.01A.1209.11 2533 1V/A„ ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1411 /- /- /859 /661 /357 1 1411 /- /- /859 /661 /- Wind reactions based on MWFRS B Brg Width = 3.5 Min Req = 1.7 1 Brg Width = 3.5 Min Req = 1.7 Bearings B & I are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 39 0 F-G 1401 -1720 B - C 1635 - 2392 G - H 1373 -1761 C - D 1377 -1768 H - 1 1634 - 2392 D- E 1405 -1727 I- J 39 0 E - F 1376 -1485 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - P 2053 -1286 M - L 2051 -1282 P - O 2051 -1287 L - K 2051 -1282 O - N 2051 -1287 K - I 2053 -1281 N - M 1483 - 832 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp P- C 268 0 M- F 423 - 239 C - N 520 - 649 M - H 523 - 652 E- N 421 - 205 H- K 269 0 E - M 213 - 209 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 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. Convdoht n 2nte A-1 Roof Tm,ue, - R--d-1— of fhia doraimont in anv form i.e nrohihit,d without tho wnnen ­­­onof A-1 Roof Tnii i, c Joo I runs 1 Fuss I ype l,lLy rly US/lU/LULI CRMSBSB2 A10 HIPS 1 1 2534 4-112" I- - 13' , i 8'8" 13' 1V/16" o5X6 =3X4 5X6 E F G 1111.5X3 =3X6=3X8 =3X8=3X6 1111.5X3 34'8" A2) 1P/A„ Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.135 F 999 360 Loc R+ / R- / Rh / Rw /.0 / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.255 F 999 240 B 1411 /- /- /860 /663 /317 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.058 L - - J 1411 /- /- /860 /663 /- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.110 L Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2.0 B Brg Width = 3.5 Min Req = 1.7 NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.494 J Brg Width = 3.5 Min Req = 1.7 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.989 Bearings B & J are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h Max Web CSI: 0.523 Maximum Top Chord Forces Per Ply (Ibs) C&C Dist a: 3.47 ft Chords Tens.Comp. Chords Tens. Comp. Loc. from endwall: not in 9.00 Wgt: 184.8 Ibs GCpi: 0.18 A - B 39 0 F - G 1612 -1638 Wind Duration: 1.60 VIEW Ver: 20.02.01A.1209.11 B - C 1863 -2422 G - H 1672 -1841 Lumber C - D 1654 -1911 H - 1 1654 -1911 D - E 1672 -1841 1 - J 1863 -2422 Top chord: 2x4 SP #2; E - F 1612 -1638 J - K 39 0 Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Purlins Chords Tens.Comp. Chords Tens. Comp. In lieu of structural panels or rigid ceiling use purlins B - Q 2089 -1504 N - M 2087 -1501 to laterally brace chords as follows: Q - P 2087 -1506 M - L 2087 -1501 Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.00 21.67 P - O 2087 -1506 L - J 2089 -1499 BC 74 0.15 34.52 O - N 1712 -1224 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Loading Truss passed check for 20 psf additional bottom chord Q - C 203 0 F - N 278 -195 live load in areas with 42"-high x 24"-wide clearance. C - O 439 -526 N - G 484 -362 E - O 484 - 362 N - 1 440 - 526 Wind O- F 278 -196 1- L 203 0 Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types "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 Knstam, 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. Coo-oht n 20 Jr, A-1 Roof — Rpnrndnrtinn of thi, dnriim,nt in — form is nroh'ihil,d without the wditpn nermicsion of A-1 Roof Tm .—, CRMSBSB2 Al HIPS 1 1 2535 oT 1 N� all a -sty^ i 11' 12'8" �5X6 =3X4 =5X10 D E F 12 _ Ill1.5X3=3X6=4X10 IP/4" 11'l-1/2" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.47 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; T3 2x4 SP #2; Bot chord: 2x4 SP M-30; B3 2x4 SP #2; Webs: 2x4 SP #3; W6 2x4 SP #2; 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 11.00 23.67 BC 56 0.15 11.12 BC 57 11.12 18.65 BC 76 18.73 34.52 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. Wind loading based on both gable and hip roof types. 7'5-1/2" Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/l0(10) Plate Type(s): WAVE, HS '34,8" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.393 E 999 36, VERT(CL): 0.742 E 556 241 HORZ(LL): 0.236 J - - HORZ(TL): 0.444 J Creep Factor: 2.0 Max TC CSI: 0.614 Max BC CSI: 0.977 Max Web CSI: 0.961 Wgt: 176.4 Ibs VIEW Ver: 20.02.01A.1209.11 A2 ) 16-1" 45-9/411 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1414 /- /- /854 /933 /278 H 1411 /- /- /855 /932 /- Wind reactions based on MWFRS B Erg Width = 3.5 Min Req = 1.6 H Brg Width = 3.5 Min Req = 1.7 Bearings B & H are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 39 0 E- F 4002 -4241 B - C 3765 -4419 F - G 1927 -2062 C - D 3428 - 3931 G - H 2134 - 2425 D- E 3232 - 3527 H- 1 39 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - N 4001 - 3289 K - J 25 - 26 N - L 4271 - 3603 J - H 2106 -1751 M-K 25 -26 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - N 552 - 397 L - J 2014 -1574 D - N 1286 - 916 L - F 2811 - 2541 N - E 1011 - 795 J - F 713 - 729 E - L 348 -116 J - G 438 - 376 L-M 27 -3 "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-I. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C-nnht n 2016 A-1 Rnnf Tni ., - RenrnduNinn of thi[ don-ent in -form. i., nrohlbited without the written nenniccion of A-1 Rnnf Tmc duu ,,ubb12 Itubb ,yye vety rry u�r ,urcuc, CRMSBSB2 AHIPS 1 1 2536 i 9'i 168" i9' ®'{ 05X6 =3X8=H03081111.5X3 6X12 C D E F G ■I i+t 27-T 1 if2• �. a a 1111.5X4 =3X6 =3X8 12 1'5-9/1 9'1-1/2" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.47 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; T2 2x4 SP #2; Bot chord: 2x4 SP M-30; B3,B4 2x4 SP #2; Webs: 2x4 SP #3; W7 2x4 SP #2; 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 9.00 25.67 BC 58 0.15 9.12 BC 54 9.12 18.73 BC 58 18.73 34.52 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. Wind loading based on both gable and hip roof types. �MWI 9'5-1/2" fl A2) 1 16'1" .1'5-94" Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code:FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.509 F 811 360 Loc R+ / R- / Rh / Rw / U / RL B 1414 /- /- /844 /935 /238 Rep Factors Used: Yes VERT(CL): 0.958 F 430 240 FT/RT:10(0)/10(10) HORZ(LL): 0.258 J - - H 1411 /- /- /845 /935 1- Plate Type(s): HORZ(TL): 0.486 J Wind reactions based on MWFRS WAVE, HS Creep Factor: 2.0 B Brg Width = 3.5 Min Req = 1.6 Max TC CSI: 0.908 H Brg Width = 3.5 Min Req = 1.7 Max BC CSI: 0.996 Bearings B & H are a rigid surface. Max Web CSI: 0.784 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 168.0 Ibs A-B 39 0 E -F 5178 -5118 VIEW Ver: 20.02.01A.1209.11 B - C 3931 -4266 F - G 5127 -5063 C - D 3717 - 3782 G - H 2204 - 2326 D -E 5178-5118 H - 1 39 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - O 3832 - 3400 M - K 63 - 59 O - N 4611 - 4290 K - J 63 - 59 N - L 4614 - 4293 J - H 1979 -1759 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C-O 1432-1226 L-M 81 0 O - D 1197 - 926 L - J 1997 -1761 D - N 172 - 80 L - G 3268 - 3285 D - L 555 - 647 J - G 651 - 529 F - L 566 - 334 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 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. Cnnvnnht n 2016 A-1 Rnnf Tn,ssns - Renrnd,iMinn of this dnn, nt in anv fnnn is nrnhihited without the wrift- nermL Sinn of A Rnnf Tn, .., jVu CRMSBSB2 A13 HIPS 1 2 2560 208# 187,14 87# 187 187# # 187# 187#7# 18g# 189# 189# 189# 256# d d d i i d i i d d i �_ 7'0-3/8" { 7' + 20'8" =H0710 =H0510=4X10 C D E T M T ih ,•e-iie• 04; d 3 1111.5X3 =6X10 III1.5X3 12 011.5X4 m5X10 =5X6 F G H 34'8" 7' �{ 1�9/16 7'3-1/8" -i 11'3-7/8" + 16'1" 45-9/16" �- 7'0-3/8" •-"12 3/ 2, I 2, I 2, f 2, 6 1 /! 2, 2, � 2, 2, 2'0-3/J 503# 10 109# 10 109# 10 9# 10 109# 10 109# 440 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 0.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.47 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x6 SP 2400f-2.OE; T1 2x4 SP M-30; T4 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.OE + SP M-31:; B3, B4 2x4 SP #2; Webs: 2x4 SP #3; W5,W6 2x4 SP #2; W7 2x4 SP M-30; Bracing (a) Continuous lateral restraint equally spaced on member. Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads -----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -1.46 to 62 plf at 7.00 TC: From 31 plf at 7.00 to 31 plf at 27.67 TC: From 62 plf at 27.67 to 62 plf at 36.13 BC: From 14 plf at 0.00 to 14 plf at 7.26 BC: From 7 plf at 7.26 to 7 plf at 27.64 BC: From 14 plf at 27.64 to 14 plf at 34.67 TC: 208 lb Conc. Load at 7.03 TC: 187 lb Conc. Load at 9.06,11.06,13.06,15.06 17.06,17.60 TC: 189 lb Conc. Load at 19.60,21.60,23.60,25.60 TC: 256 lb Conc. Load at 27.64 BC: 503 lb Conc. Load at 7.03 BC: 109 lb Conc. Load at 9.06,11.06,13.06,15.06 17.06,17.60,19.60,21.60,23.60,25.60 BC: 440 lb Conc. Load at 27.64 T 7 1 Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): -1.066 F 386 360 Loc R+ / R- / Rh / Rw / U / RL B 3210 I- /- /- /2449 /- Rep Factors Used: No VERT(CL): 1.501 F 274 240 FT/RT:10(0)/10(10) HORZ(LL): -0.466 K - - 1 3200 /- !- /- /2451 /- Plate Type(s): HORZ(TL): 0.658 K Wind reactions based on MWFRS WAVE, HS Creep Factor: 2.0 B Brg Width = 3.5 Min Req = 1.5 Max TC CSI: 0.849 1 Brg Width = 3.5 Min Req = 1.9 Max BC CSI: 0.997 Bearings B & I are a rigid surface. Max Web CSI: 0.953 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 371.0 Ibs A - B 20 -18 F - G 7387 - 9478 VIEW Ver: 20.02.01A.1209.11 B - C 4526 -5884 G - H 3006 -3887 C D 4254 5556 H I 2430 3152 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 7.00 27.67 BC 60 0.15 7.26 BC 46 7.26 18.73 BC 68 18.73 34.52 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. D - E 4254 - 5556 1 - J 20 -18 E -F 7489 - 9617 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - P 5419 - 4146 N - L 125 - 98 P - O 8136 - 6302 L - K 2765 - 2130 O - M 8144 - 6306 K - 1 2775 - 2133 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - P 2366 -1730 M - G 5837 - 4569 P - E 2142 - 2698 M - L 4220 - 3268 E - O 212 - 63 G - L 1986 - 2398 E - M 1532 -1228 L - H 1415 -1104 F - M 317 - 220 H - K 242 - 68 M-N 58 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. 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. (:nnvdnht 0 2016 A-1 Ronf Tnj. fiP - Ren di,rtinn of thin dor--t in anv f m, is nrnhihit.d without thn waft- nr:rmiccinn of A-1 Rnnf Tmcans ./oo I runs I Fuss I ype tally rly ua/ IU/zucl CRMSBSB2 B01 GABL 2 1 2537 ■■ M l 4-3/16" D=4X4 7' n QO N i . 1'5-9/16" i 1'5-9/1 Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 Res, PP Deflection in loc L/deft L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.001 H 999 360 Lot- R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.001 H 999 240 F* 101 /- /- /47 /75 /18 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): -0.001 H - - Wind reactions based on MWFRS EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.001 H F Big Width = 84.0 Min Req = - Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2.0 Bearing B is a rigid surface. NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Max TC CSI: 0.369 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.072 Chords Tens.Comp. Chords Tens. Comp. C&C Dist a: 3.00 ft Max Web CSI: 0.075 A - B 39 0 D - E 110 -29 Loc. from endwall: Any Wgt: 32.2 Ibs B - C 31 -32 E - F 31 -42 GCpi:0.18 C-D 113 -12 F-G 39 0 Wind Duration: 1.60 VIEW Ver: 20.02.01A.1209.11 Lumber Maximum Bot Chord Forces Per Ply (Ibs) Top chord: 2x4 SP #2; Chords Tens.Comp. Chords Tens. Comp. Sot chord: 2x4 SP #2; B - J 250 -52 1 - H 263 -55 Webs: 2x4 SP #3; .1 - I 263 - 55 H - F 245 - 55 Plating Notes All plates are 1.5X3 except as noted. Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. Purlins C - J 289 -83 H - E 289 -83 In lieu of structural panels or rigid ceiling use purlins D - 1 121 -106 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.15 6.85 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. Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail for gable wind bracing and other requirements. **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-1. Cnnvrmht ,1) 2016 A-1 in anv form is nmhlhitarl withniR the written nertniscinn ni A-1 Ronf Tmz Jon CRMSBSB2 I Iubb B02 I l u55 I yhC �.tly I GABL 1 1 ly Uot Iu/LVG I 2538 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; Webs: 2x4 SP #3; �i I— 3'6" 3'6" 1'5�� Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 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 Plating Notes All plates are 1.5X3 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) BC 75 0.15 6.85 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. Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail for gable wind bracing and other requirements. Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE D=4X4 1'5�� T Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.001 H 999 360 Loc R+ / R- / Rh / Rw / U / RL F* 101 /- !- /47 /75 /18 VERT(CL): 0.001 H 999 240 HORZ(LL): -0.001 J - - Wind reactions based on MWFRS HORZ(TL): 0.001 H F Brg Width = 84.0 Min Req = - Creep Factor: 2.0 Bearing B is a rigid surface. Max TC CSI: 0.369 Bearing B requires a seat plate. Max BC CSI: 0.072 Maximum Top Chord Forces Per Ply (Ibs) Max Web CSI: 0.061 Chords Tens.Comp. Chords Tens. Comp. A - B 39 0 D - E 110 -29 B-C 31 -32 E -F 54 -42 C - D 113 -12 F - G 39 0 Wgt: 32.2 Ibs VIEW Ver: 20.02.01A.1209.11 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 250 - 52 1 - H 263 - 55 J - 1 263 - 55 H - F 245 - 55 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 289 - 83 H - E 289 _83 D -1 121 -106 `*WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Vedfy design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field 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 TPIA. (:nnvrinht f1 2016 AA Rnnf Tnissas - Renrodurtinn of this dnrnmant in anv forn,. is nmhihit.d without tha —,ffan nannissinn of A-1 Rnnf Tnicsas ion I russ I russ I ype t.tty my UJ/l U/2UY I 2539 CRMSBSB2 B03 COMN 2 1 - 3'6" T 12 6 M =2X4(A1) B 4.3/16 1 T • A SEAT PLATE REQ. 1'5�'� Loading Criteria (psf) Wind Criteria Code / Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 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: C Kzt NA Plate Type(s): Des Ld: 37.00 Mean Height: 25.00 ft WAVE NCBCLL: 10.00 TCDL: 5.0 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 80 0.15 6.85 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. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. C= 3X4 7' 3'6" D=2X4(A1) SEAT PLATE REQ. 1'5i'� n DefI/CSI Criteria ♦ Maximum Keactlons (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.012 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.017 999 240 B 354 /- /- /371 /243 /125 HORZ(LL): -0.007 - - D 354 /- /- /233 1229 /- HORZ(TL): 0.008 Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.404 D Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.371 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Max Web CSI: 0.000 Maximum Top Chord Forces Per Ply (Ins) Wgt:26.6lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.01A.1209.11 A - B 39 0 C - D 524 -266 B- C 546 _266 D- E 39 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - D 204 - 201 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C.—nnht n 2016 A-1 Rnnf Tniccec — RenrndnHinn of this d--ent in anv form is nrohihit.d without the wntten nenn,­of A-i Ronf Tnicves JOD CRMSBSB2 t i uaa i i uaa i yNc FG01 FLAT ..,ty rty w, iwcuc i 5 2 2481 118" - 157-3/8" =3X10 1111.5X3 =4X4 A B C T v L SEAT PLATE REQ. 3X4 D III 1.5X3 = 7X6 E F 1113X4 =5X12 III1.5X4 III1.5X3 =7X10 15'9" �-- 21-1 /4" 2' -�- 2' 2' - j-- 2' - - 2' - t_ 37-3/4" 536# 536# 536# 536# 536# 536# Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Kzt: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0 " MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.OE + SP M-31:; Webs: 2x4 SP #3; W1 2x6 SP #2; W2,W6 2x4 SP #2; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 6.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ----(Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) TC: From 50 plf at 0.00 to 50 plf at 11.97 TC: From 100 plf at 11.97 to 100 plf at 15.61 BC: From 5 plf at 0.00 to 5 plf at 11.97 BC: From 10 plf at 11.97 to 10 plf at 15.61 BC: 536 lb Conc. Load at 1.97, 3.97, 5.97, 7.97 9.97.11.97 Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE 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 0.14 15.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Additional Notes Truss must be installed as shown with top chord up. Defl/CSI Criteria PP Deflection in loc L/defi L/# VERT(LL): 0.323 1 579 360 V E RT(C L ): 0.445 1 421 240 HORZ(LL): 0.047 A - - HORZ(TL): 0.065 A Creep Factor: 2.0 Max TC CSI: 0.677 Max BC CSI: 0.937 Max Web CSI: 0.947 Wgt: 148.4 Ibs VIEW Ver: 20.02.01A.1209.11 G III3X3 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL L 2234 /-/- G 2042 /-/- L Brg Width = 7.5 Min Req = 1.5 G Brg Width = 3.5 Min Req = 1.5 Bearings L & G are a rigid surface. Bearing L requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 0- 2806 D- E 0- 3340 B- C 0- 2806 E- F 0- 3340 C-D 0-4415 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp L-K 80 0 1 - H 4371 0 K- J 4352 0 H- G 98 0 J - 1 4415 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-L 0 -1012 1 - D 318 0 A- K 2884 0 D- H 0 -1078 B-K 0 -9 E -H 0 -139 K- C 0 -1658 H- F 3356 0 C- J 454 0 F- G 0 - 985 • 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 staled 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-1. Cnnvdnht n 201A A-1 Roof Tmsses — Renrndnntinn of this dnniment in — fnon is nrnhlhited withn,it thn written nenniscion of A-1 Roof To—, Jon 1 russ I russ 1 ype arty t-ly CRMSBSB2 FG02 FLAT 1 2 u6/I U/LUCI 2568 L 11,10-1 /8'° A 4X12 =JX4 1111�X3 1111DX3 =VX6 -5X6F _K H. G SEAT PLATE REQ. 11'll 0-1 /8" �-- 2'1-3/4" 2' 2' 2' 2' V3-1/2�'3 3/a" 836# 836# 836# 1 836# 836# 836# Loading Criteria (Psq Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Kzt: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0 " MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP 2400f-2.OE; Webs: 2x4 SP #3; W1 2x6 SP #2; W2,W6 2x4 SP #2; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" D.C. Bot Chord: 2 Rows @ 6.00" D.C. (Each Row) Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads ------(Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) TC: From 50 plf at 0.00 to 50 plf at 11.59 BC: From 5 plf at 0.00 to 5 plf at 11.59 BC: 836 lb Conc. Load at 2.02, 4.02, 6.02, 8.02 10.02,11.31 Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacir in oc) Start(ft) End(ft) BC 120 0.12 11.72 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Additional Notes Truss must be installed as shown with top chord up. Deft/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.164 J 847 360 VERT(CL): 0.226 J 616 240 HORZ(LL): 0.027 A - - HORZ(TL): 0.037 A Creep Factor: 2.0 Max TC CSI: 0.680 Max BC CSI: 0.553 Max Web CSI: 0.857 Wgt: 131.6 Ibs VIEW Ver: 20.02.01A.1209.11 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL L 2349 /- /- /- /- /- G 3307 L Brg Width = 7.5 Min Req = 1.5 G Brg Width = 5.5 Min Req = 1.5 Bearings L & G are a rigid surface. Bearing L requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 0- 2979 D- E 0- 3673 B -C 0-3704 E -F 0 -2118 C - D 0 - 3698 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp L- K 83 0 1- H 2388 0 K- J 3075 0 H- G 45 0 J - 1 3698 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-L 0 -978 D - 1 0 -161 A- K 3038 0 1- E 1569 0 K -B 0 -322 E -H 0 -911 B- J 668 0 H- F 2338 0 J -C 37 0 F-G 0 -1136 -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 slated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 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. (',mvnnht n 2016 A-1 — Re mdnrtlnn of thi., 6--ent in anv fort, is nrnhlhitnd mthn,t the wnften n"nni«inn of A-1 Rnnf Tni,cws dOD ituaa iivaa iyPc W riy vJfiuf<u<i CRMSBSB2 FL02 SY42 6 1 2577 3 5/8 1.5X3(R; =1.5X3(R; 2'6" (TYP) 6'11-7/8" _1 �---- 5'3" 14'11-7/8" III1.5X3 =3X6 1111.5X3 1111.5X3 =3X4 1111.5X3 =3X6 A B C D E F G IS N NPIP ap'' I lEh".iM P Ep, N i , " ��� =3X6 1'7-3/8' SEAT PLATE REQ. 14'11-7/8" Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Kzt: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0 " MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 4x2 SP M-30; Bot chord: 4x2 SP M-30; Webs: 4x2 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 0.25 14.80 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Additional Notes See detail STRBRIBR1014 for bracing and bridging recommendations. Truss must be installed as shown with top chord up. =1.5X3(R) 3-5/8" =31, IL 1112X4(R) Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.249 D 702 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.345 D 506 240 M 814/- FT/RT:10(0)/10(10) HORZ(LL): 0.022 J - - 1 808/- Plate Type(s): HORZ(TL): 0.030 J M Brg Width = 7.5 Min Req = 1.5 WAVE Creep Factor: 2.0 1 Brg Width = 3.5 Min Req = 1.5 Max TC CSI: 0.548 Bearings M & I are a rigid surface. Max BC CSI: 0.580 Bearing M requires a seat plate. Max Web CSI: 0.780 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 82.6 Ibs A-B 1 0 D-E 0 -2316 VIEW Ver: 20.02.01A.1209.11 B- C 0 -2303 E- F 0 -1487 C- D 0- 2320 F- G 0 -1487 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. M- L 1403 0 K- J 2232 0 L-K 2320 0 1-1 0 -2 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens, Comp N-O 0 -4 E -J 0 -823 A-M 0 -116 F -J 0 -274 M-B 0 -1559 J -G 1638 0 B -L 1013 0 G-H 0 -796 L-C 0 -338 1 - H 0 -11 D-K 0 -127 H - 1 0 -801 K - E 400 -137 •'WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 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. (;nnvnnht n 2n1fi A-1 Rnnf Tnitte� — Remmdiitilon of thi[ dnniiment. in anv fnrm is nrnhihited without the written nerr i.—on of A-1 Ronf Tniase[ JOu IrUSS CRMSBSB2 FL02GE I russ I ype SY42 uty I rly U,5/ I U/LUL l 6 1 2473 =1.5; � =1 �— 1'4" (TYP) 1 /4" - 13'3-1 /4" 14' 11-7 2'7 1/4" =3X3 A B C D E F G H I J K L X W V U T S R Q P O =3X3 r 14'11-7/8" Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph 13CLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Kzt: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0 " MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 4x2 SP #2; Bot chord: 4x2 SP #2; Webs: 4x2 SP #3; Bracing Sheathing is required for any longitudinal(drag) forces. All connections to be designed by the building designer. Plating Notes All plates are 1.5X3 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) BC 120 0.25 14.74 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Additional Notes Truss must be installed as shown with top chord up .5X3(R) 3� 5/8 .5X3(R) 3-5/8" Code / Misc Criteria Deft/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF Code:FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.000 L 999 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.001 L 999 240 N* 108/- FT/RT:10(0)/10(10) HORZ(LL): -0.000 B - - N Brg Width = 179 Min Req = - Plate Type(s): HORZ(TL): 0.000 B Bearing Y is a rigid surface. WAVE Creep Factor: 2.0 Maximum Top Chord Forces Per Ply (Ibs) Max TC CSI: 0.117 Chords Tens.Comp. Chords Tens. Comp. Max BC CSI: 0.012 A- B 1 0 G- H 1 0 Max Web CSI: 0.036 B- C 7 0 H- I 1 0 Wgt: 84.0 Ibs C- D 1 0 1- J 1 0 D-E 1 0 J -K 1 0 VIEW Ver: 20.02.01A.1209.11 E- F 1 0 K- L 1 0 F-G 1 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Cori Chords Tens. Comp. Y-X 0 -1 S -R 0 -1 X-W 6 0 R-Q 0 -1 W-V 0 -1 Q-P 0 -1 V-U 0 -1 P-O 0 -1 U-T 0 -1 O-N 0 -1 T-S 0 -1 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Z-AA 0 -3 L-N 0 -66 A-Y 0 -52 M-AB 0 -3 X-C 0 -18 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. B-X 0 -129 G-S 0 -133 C-W 0 -121 H-R 0 -133 D-V 0 -138 1 - Q 0 -135 E-U 0 -132 J -P 0 -128 F-T 0 -134 K-O 0 -156 "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 engineer 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 responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and Ti The approval of the TDD and any field 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. Ti 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 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in Ti (:nnvnnht n 2016 A-1 R—f T,—, — Renrnd-1— of thin dnrarment in anv fnnn I.., nmhlhited with—t the written nPrmiasinn of A-1 Ronf Tnissec Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 JOD CRMSBSB2 11— yN� FL03 SY42 ..try 1.y 1 1 2474 3-5 =1.5X3(R) =1.5X3(R) 3-5/8" 2'6" (TYP) 7'10-1/2" III1.5X3 =3X10 III1.5X3 A B C 10, 3X4 =3X4 1111.5X3 D E F 0 SEAT PLATE REQ. 18'11" Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Kzt: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0 " MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 4x2 SP M-30; Bot chord: 4x2 SP M-30; Webs: 4x2 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 0.25 18.73 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Deflection Max JT VERT DEFL: LL: 0.39" DL: 0.20". See detail DEFLCAMB1014 for camber recommendations. Additional Notes + 2x6 continuous strongback. See detail STRBRIBR1014 for bracing and bridging recommendations. Truss must be installed as shown with top chord up. — 18,111, 1111.5X3 =3X10 1111.5X3 G H I ' 3-5/8" Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.393 E 564 360 Loc R+ / R- / Rh / Rw / U / RL P 1030/- Rep Factors Used: Yes VERT(CL): 0.502 E 441 240 FT/RT:10(0)/10(10) HORZ(LL): 0.049 K - - K 1024/- Plate Type(s): HORZ(TL): 0.068 K P Brg Width = 7.5 Min Req = 1.5 WAVE Creep Factor: 2.0 K Brg Width = 3.5 Min Req = 1.5 Max TC CSI: 0.483 Bearings P & K are a rigid surface. Max BC CSI: 0.748 Bearing P requires a seat plate. Max Web CSI: 0.675 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 103.6 Ibs A-B 1 0 E -F 0 -3826 VIEW Ver: 20.02.01A.1209.11 B-C 0-3125 F-G 0 -3161 C-D 0 -3125 G-H 0 -3161 D- E 0- 3830 H- 1 2 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp P- O 1843 0 M- L 3777 0 O- N 3828 0 L- K 1884 0 N - M 3830 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp Q- R 0 - 4 M- F 474 - 248 A-P 0 -111 F -L 0 -681 P- B 0- 2048 G- L 0 - 254 B -O 1417 0 L-H 1412 0 C - O 22 - 287 H - K 0 - 2083 O-D 0 -988 1 - J 0 -105 D-N 128 -60 K-J 0 -11 E-M 118 -288 J -K 0 -114 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kdstam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 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. r,nvnnht cn 2016 A-1 Rnnf Tmssas — Renrnd—Ainn of this dnnimanf in anv form is nrnh,hit,.d withnut the wntlen nem,ission of AA Rnnf Tnic goo r runs I runs I ype �ry riy U6/Ill/LUCI 2475 CRMSBSB2 FL03GE SY42 1 1 �-1'4" 1'4" -{ (TYP) (TYP) 41/ 9'3-1/4"-- 96r 17'6-1/4" 1811 2'7 1 /4" 0'10-1 /4' =3X3 =3X3 A B C D E F G H I J K L M N O P =MH 1.5X3 ) 4AJ 1.5X3(R) 1.5X3(R) 1.5X3(R) A 3-5l8" AG AF A AD AC AB AA ZY X W V U S 3X3 =3X3 SEAT PLATE REQ. 18'11" Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF TCLL: 40.00 Wind Std: NA Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: NA mph TPI Std: 2014 VERT(LL): 0.000 P 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: NA Rep Factors Used: Yes VERT(CL): 0.000 P 999 240 R* 109/- BCDL: 5.00 Category: NA FT/RT:10(0)/10(10) HORZ(LL): 0.000 P - - R Brg Width = 226 Min Req = - EXP: NA Kzt: NA Plate Type(s): HORZ(TL): 0.000 P Bearing AG is a rigid surface. Des Ld: 55.00 Mean Height: NA ft WAVE Creep Factor: 2.0 Bearing AG requires a seat plate. NCBCLL: 0.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Max TC CSI: 0.082 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 " MWFRS Parallel Dist: NA Max BC CSI: 0.008 Chords Tens.Comp. Chords Tens. Comp. C&C Dist a: NA ft Max Web CSI: 0.032 A- B 1 0 1- J 8 0 Loc. from endwall: NA Wgt: 109.2 Ibs B- C 7 0 J- K 1 0 I: NA GCpi: NA C- D 3 0 K- L 1 0 Wind Duration: NA VIEW Ver: 20.02.01A.1209.11 D- E 3 0 L- M 1 0 Lumber E- F 3 0 M- N 1 0 F- G 3 0 N- O 1 0 Top chord: 4x2 SP #2; G- H 3 0 O- P 1 0 Bot chord: 4x2 SP #2; Webs: 4x2 SP #3; H - 1 3 0 Bracing Maximum Bot Chord Forces Per Ply (Ibs) Sheathing is required for any longitudinal (drag) forces. Chords Tens.Comp. Chords Tens. Comp. All connections to be designed by the building designer. AG-AF 0 -1 Y - X 1 0 Plating Notes AF-AE 4 0 X- W 0 1 AE-AD 0 -3 W - V 0 1 All plates are 1.5X3 except as noted. AD -AC 0 -3 V- U 0 1 Purlins AC -AB 0 -3 U- T 0 1 AB -AA 0 -3 T - S 0 -1 In lieu of structural panels or rigid ceiling use purlins Z 0 AA 3 S- R 0 1 to laterally brace chords as follows: Z - Y 0 -3 Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.25 18.67 Apply purlins to any chords above or below fillers Maximum Web Forces Per Ply (Ibs) at 24" OC unless shown otherwise above. Webs Tens.Comp. Webs Tens. Comp. Additional Notes AH-AI 0 -3 1- X 0 -12 Truss must be installed as shown with top chord up. A -AG 0 -52 P - R 0 -51 AF- C 0 -15 Q -AJ 0 -3 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. B -AF 0 -129 Y- 1 0 - 65 C-AE 0 -123 X-J 0 -134 ID -AD 0 -138 K-W 0 -133 E-AC 0 -132 L-V 0 -133 F-AB 0 -133 M-U 0 -133 G-AA 0 -138 N-T 0 -134 H-Z 0 -82 O-S 0 -134 "WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fod 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. Convrinht n?n16 A.1 Rnnf Tnivae<— RenrnAm�tinn nt this rinrmmant in env form ix nrmhihitetl withrnir the wntten nerrnitcimn of A-1 Rmnf Tm—, JOB t ivaaFL0SY42 1 i iuoa i yPc ..try r 1 iy vur ivr�u� i CRMSBSB2 5 2574 3-5/8" 3-5/8" 1.5X3(R) 1.5X3(R) p N 2'6" ---� (TYP) 671 /2" 8'8-1 /2" 15'9" III1.5X3 =4X6 1111.5X3 =3X3 =3X3 III1.5X3 =4X6 1112X4 A B C D E F G H O M L K J I =3X6 =3X8 1111.5X3 III1.5X3 =3X8 =3X6 SEAT PLATE REQ. 15'9" Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Kzt: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0 " MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 4x2 SP #2; Bot chord: 4x2 SP #2; Webs: 4x2 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 0.25 15.50 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Additional Notes See detail STRBRIBR1014 for bracing and bridging recommendations. Truss must be installed as shown with top chord up. Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.227 K 805 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.295 E 619 240 N 852 /- /- /-/- FT/RT:10(0)/10(10) HORZ(LL): 0.034 1 - - 1 866/- Plate Type(s): HORZ(TL): 0.046 1 N Brg Width = 7.5 Min Req = 1.5 WAVE Creep Factor: 2.0 1 Brg Width = 3.5 Min Req = 1.5 Max TC CSI: 0.718 Bearings N & I are a rigid surface. Max BC CSI: 0.923 Bearing N requires a seat plate. Max Web CSI: 0.471 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 88.2 Ibs A-B 1 0 E-F 0 -2376 VIEW Ver: 20.02.01A.1209.11 B- C 0 -2371 F- G 0 -2376 C-D 0 -2371 G-H 3 0 D - E 0 - 2604 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. N- M 1482 0 K- J 2605 0 M- L 2603 0 J- 1 1480 0 L - K 2604 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp O-P 0 -4 K-E 97 -106 A-N 0 -108 E-J 32 -531 N- B 0 -1647 F- J 26 - 243 B- M 983 0 J- G 990 0 C- M 55 - 227 G- 1 0 -1647 M-D 28 -559 1 - H 0 -15 D-L 124 -100 H - 1 0 -113 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Toss System Engineer of any building. All capitalized terms are as defined in TPI-1. C:nnvrinht n 2016 A-1 Roof Th.,­­ - RPnmdnntinn of thin, dnrnment in anv form Ic nrnhihitt'd without the wnttan nP--on of A-1 Roof Tni«r+.v uoo 1 russ truss 1 ype Uty fry Ub/ 1 U/LUL I CRMSBSB2 FL06 SY42 1 1 2477 1.5X3(R) =1.5X3(R)K Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Kzt: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0 " MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 4x2 SP 42; Bot chord: 4x2 SP #2; Webs: 4x2 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 117 0.25 10.00 Apply puffins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Additional Notes Truss must be installed as shown with top chord up. 2'6" (T'P) i 2-9„ 1 4,9„ 10' III1.AX3 =:C4 1111CX3 _ff4 IIII.PX3 1111.5X3 =&3 _3X4 _�X4 SEAT PLATE REQ. Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE 1' 10-1 /2" 10, Defl/CSI Criteria PP Deflection in loc L/defl 1_4 VERT(LL): 0.176 C 663 3E VERT(CL): 0.268 C 436 2 HORZ(LL): -0.028 D - HORZ(TL): 0.042 D - Creep Factor: 2.0 Max TC CSI: 0.885 Max BC CSI: 0.736 Max Web CSI: 0.306 Wgt: 53.2 Ibs VIEW Ver: 20.02.01A.1209.11 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL 40 1 550 - F 536 /- /- /- /- A I Brg Width = 7.5 Min Req = 1.5 F Brg Width = - Min Req = - Bearing I is a rigid surface. Bearing I requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens, Comp. A-B 1 0 C-D 0 -996 B -C 0 -1000 D-E 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. I -H 994 0 G-F 881 0 H - G 1000 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp J -K 0 -4 C-G 0 -81 A- 1 24 -105 G- D 277 0 1 - B 0-1105 D-F 0 -970 B -H 135 0 E -F 0 -98 "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 engineenn 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 terns are as defined in TPI-1. (:nnvnnht n 2n1e A-1 Roof Tniases - Ranrndnntinn of this d-iiment in anv fnrn is nrohlhitad with—t th, woftP ns--ion of A-1 Roof Tnicsns Job CRMSBSB2 I I ubb I t ubb 1 yPG FL06E SY42 =1.5X3(R) 1.5X3(R)F I Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA KA: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0 " MWFRS Parallel Dist: NA C&C Dist a: NA It Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 4x2 SP #2; Bot chord: 4x2 SP #2; Webs: 4x2 SP #3; Bracing Sheathing is required for any longitudinal (drag) forces. All connections to be designed by the building designer. Plating Notes All plates are 1.5X3 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) BC 114 0.25 9.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Additional Notes Truss must be installed as shown with top chord up f11-1/44-- 2'11-1/4" W iLy f-ly VJ/ IVIG U41 1 1 2478 2' (TYP) 8'11-1/4" 10' A B CX3 D E F III�X4 Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defi L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.000 E 999 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.000 E 999 240 H* 109 FT/RT:10(0)/10(10) HORZ(LL): -0.000 B - - H Brg Width = 120 Min Req = - Plate Type(s): HORZ(TL): 0.000 B Bearing N is a rigid surface. WAVE Creep Factor: 2.0 Bearing N requires a seat plate. Max TC CSI: 0.184 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.020 Chords Tens.Comp. Chords Tens. Comp. Max Web CSI: 0.047 A- B 1 0 D- E 3 0 Wgt: 56.0 Ibs B- C 9 0 E- F 3 0 C-D 3 O F-G 3 0 VIEW Ver: 20.02.01A.1209.11 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. N-M 0 -1 K-J 0 -3 M-L 7 0 1-1 0 -3 L-K 0 -3 1 - H 0 -3 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. O-P 0 -2 H-G 0 -15 A-N 0 -19 G-H 0 -17 M-C 0 -19 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Camp B-M 0 -157 E -J 0 -206 C-L 0 -198 F - 1 0 -165 D-K 0 -201 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 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. (;nnvdnht 0-) 2016 A-1 Rnnf Tn,s n., — Rnnrndurtinn of this dnrn 1 in anv fnnn I�, nrnhihited without th, wdhen nen m—n of A-1 Rnnf Tni— juu Russ Muss type pity rly UO/IU/LULI CRMSBSB2 FL07 SY42 1 1 2571 2'6" —� (TYP) 6'7-1/2" III1.5X3 =4X6 A B =1.5X3(R) 1.5X3(R) F r 3X6 8'8-1/2" 1111.5X3 =3X3 C D 1 5'5-1/2" -{ =3X3 1111.5X3 =3X8 III1.5X3 E F IS H =3X6 IIII.bX3 IIII.bX3 =3X6 =3X6 1'11-1 /2" SEAT PLATE REQ. 1 5'5-1/2" Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA KA: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0 " MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 4x2 SP #2; Bot chord: 4x2 SP #2; Webs: 4x2 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 0.25 15.46 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Additional Notes See detail STRBRIBR1014 for bracing and bridging recommendations. Truss must be installed as shown with top chord up. Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.226 K 806 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.293 E 623 240 N 850 FT/RT:10(0)/10(10) HORZ(LL): 0.034 1 - - 1 836 Plate Type(s): HORZ(TL): 0.046 1 N Brg Width = 7.5 Min Req = 1.5 WAVE Creep Factor: 2.0 1 Brg Width = - Min Req = - Max TC CSI: 0.704 Bearing N is a rigid surface. Max BC CSI: 0.908 Bearing N requires a seat plate. Max Web CSI: 0.469 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. Wgt: 85.4 Ibs A-B 1 0 E -F 0 -2394 VIEW Ver: 20.02.01A.1209.11 B- C 0 -2362 F- G 0 -2394 C-D 0-2362 G-H 0 0 D - E 0 -2591 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. N- M 1478 0 K- J 2591 0 M- L 2590 0 J- 1 1537 0 L - K 2591 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. O-P 0 -4 K -E 99 -112 A-N 0 -108 E -J 57 -510 N- B 0 -1642 F- J 36 - 235 B -M 978 0 J -G 948 0 C- M 53 - 226 G- 1 0 -1692 M-D 29 -551 H - 1 0 -106 D -L 121 -100 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C.—rinht C) 2016 AA Rnnf Tr„.-— — Renrnd"rtinn of thi- Ano-ent in anv fnnn is nrnhihited withrnR film wnften nannis.i.n of A-1 Rnnf Tn,«ws JOb i ruaa i tuaa i yNG ly riy tr�1 ivfctrc t CRMSBSB2 FL07GE SY42 g 1 2480 �--2'---� (TYP) 1'8" —+— 3'8" 13'8" A 3-5/8" =1.5X3(R)S 1.5X3(R)T R Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Kzt: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0 " MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 4x2 SP #2; Bot chord: 4x2 SP #2; Webs: 4x2 SP #3; Bracing Sheathing is required for any longitudinal(drag) forces. All connections to be designed by the building designer. Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in cc) Start(ft) End(ft) BC 120 0.25 15.21 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Additional Notes Truss must be installed as shown with top chord up 15'5-1 /2" =3X3 1112X4 B C D E F G H I R) Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.000 1 999 360 Loc R+ / R- / Rh / Rw / U / RL J* 109 Rep Factors Used: Yes VERT(CL): 0.001 1 999 240 FT/RT:10(0)/10(10) HORZ(LL): -0.000 B - - J Brg Width = 185 Min Req = - Plate Type(s): HORZ(TL): 0.000 B Bearing R is a rigid surface. WAVE Creep Factor: 2.0 Bearing R requires a seat plate. Max TC CSI: 0.180 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.018 Chords Tens.Comp. Chords Tens. Comp. A- B 1 0 E- F 3 0 Max Web CSI: 0.047 Wgt: 78.4 Ibs B- C 10 0 F- G 3 0 C-D 3 0 G-H 3 0 VIEW Ver: 20.02.01 A.1209.11 D- E 3 0 H- 1 3 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp R-Q 0 -1 N-M 0 -3 Q-P 7 0 M -L 0 -3 P-O 0 -3 L-K 0 -3 O-N 0 -3 K-J 0 -3 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. S-T 0 -3 1-1 0 -15 A-R 0 -64 1-1 0 -66 Q-C 0 -21 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp B -Q 0 -187 F-M 0 -200 C-P 0 -192 G-L 0 -202 D-O 0 -204 H-K 0 -192 E -N 0 -199 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kdstam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, 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 (�) 2n1fi A.1 in anv form itt nmhihited withn"t th" wnttrn n"rmiccinn of A-1 Rnnf Tni—, .roo I runs I fuss I ype u[y fly US/'I U/LOCI CRMSBSB2 HJ7 HIP 2 1 2556 T A-311 fi' � 1'11-13/16" -25# 255# 129# t i �_ 2'8-11 /16" --� 9' 10-1 /16" 1 1'5-1/�- �- i 2'9-15/16" 10# 86 2'9-15/16" as# 155# Loading Criteria (psf) Wind Criteria Code / Misc Criteria Deft/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defi L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.023 C 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C %OERT(CL): 0.053 F 999 240 B 321 /- /- /- /401 /- BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.009 F - - E 331 I- /- /- /232 /- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.022 F D 68 /- /- /- /86 /- Des Ld: 37.00 Mean Height: 25.00 It WAVE Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 sf p Max TC CSI: 0520 B Brg Width = 4.2 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf " . Max BC CSI: 0.981 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: 0.264 Bearing B is a rigid surface. Loc. from endwall: not in 4.50 Wgt: 40.6 Ibs Maximum Top Chord Forces Per Ply (Ibs) GCpi:0.18 Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 VIEW Ver: 20.02.01A.1209.11 Lumber A-B 19 -20 C-D 78 -66 B - C 624 -494 Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Special Loads B- F 487 -555 F- E 0 0 ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -1.98 to 61 plf at -0.10 TC: From 2 plf at -0.10 to 2 plf at 9.84 Maximum Web Forces Per Ply (Ibs) BC: From 2 plf at 0.00 to 2 pif at 9.84 Webs Tens.Comp. TC: -25 lb Conc. Load at 1.46 TC: 129 lb Conc. Load at 4.29 C - F 603 -529 TC: 255 lb Conc. Load at 7.12 BC: 10 lb Conc. Load at 1.46 BC: 86 lb Conc. Load at 4.29 BC: 155 lb Conc. Load at 7.12 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 115 0.15 9.84 Apply puffins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kdstam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 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 Z 2016 A-1 Ronf Tma .., - Renrnduntinn of thi., do .-ent in env form I.., nrnhihited without the written n,rmi%.,,n of A-1 Rnnf Tnicves. JOD uaa i yNc fry r ry vur i �tav� � CRMSBSB2 HJ7A HIP 1 1 2557 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NC13CLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " T a31i6' 1 f 1-11-13/16" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 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 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; Special Loads -----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -1.98 to 61 plf at -0.10 TC: From 2 plf at -0.10 to 2 plf at 9.84 BC: From 2 plf at 0.00 to 2 plf at 9.84 TC: 9 lb Conc. Load at 1.46 TC: 144 lb Conc. Load at 4.29 TC: 263 lb Conc. Load at 7.12 BC: 19 lb Conc. Load at 1.46 BC: 90 lb Conc. Load at 4.29 BC: 157 lb Conc. Load at 7.12 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 113 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. Wind loading based on both gable and hip roof types. 9# 144# 263# + + �_ 78-11/16" 0 9' 10-1 /16" 1'5-1/�---- /2" 2'9-15/16"- 1 2-9-15/16" 90# 19# 157# Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defi L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.025 F 999 360 Loc R+ / R- / Rh / Rw / U / RL B 359 /- /- /- /369 /- Rep Factors Used: Varies by Ld C %q-RT(CL): 0.053 F 999 240 FT/RT:10(0)/10(10) HORZ(LL): 0.010 F - - E 353 /- /- /- /241 /- Plate Type(s): HORZ(TL): 0.022 F D 67 /- /- /- /90 /- WAVE Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.571 B Brg Width = 4.2 Min Req = 1.5 Max BC CSI: 0.975 E Brg Width = 1.5 Min Req = - Max Web CSI: 0.288 D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Wgt: 40.6 Ibs Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.01A.1209.11 A - B 19 - 20 C - D 80 - 68 B - C 628 - 548 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B- F 530 - 568 F- E 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 616 - 576 **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 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. Convdoht nc 2016 A-1 Rnnf Tni .,, - Ranrod,rotm of thi., doom .t in anv form is nroh,biloil with-t the written nenniacion of A-1 Rnnf Tni«r+, auu 11 u�a I t u�a I yNe �ry rry VJ/ I V/LUL I 2558 CRMSBSB2 HJ7B HIP 1 1 17# 126# ? d 12 4.24 p III1.5X3 C d, 2X4(A1)B H =3X4 4-3 tl 6' A I o 2.12 12 1'11-13/16" 9'10-1/16" �- Loading Criteria (pet) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C KZt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 fit Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #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 plf at -1.98 to 61 plf at -0.10 TC: From 2 plf at -0.10 to 2 plf at 9.84 BC: From 2 plf at 0.00 to 2 plf at 9.84 TC: -17 lb Conc. Load at 1.46 TC: 126 lb Conc. Load at 4.29 TC: 251 lb Conc. Load at 7.12 BC: 2 lb Conc. Load at 1.46 BC: 84 lb Conc. Load at 4.29 BC: 155 lb Conc. Load at 7.12 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 70 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. Wind loading based on both gable and hip roof types. Additional Notes Shim all supports to solid bearing. 251# 2'8-11/16" E T :3X6 D v c? fV GF -c5X6 �o 'v m 1 1'5-1/�- " 2'9-15/16" �� 2'9-15/16" 84# 2# 155# Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defi L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): -0.062 C 999 360 Loc R+ / R- / Rh / Rw / U / RL 1 322 /- /- /- /401 /- Rep Factors Used: Varies by Ld C §q-:RT(CL): 0.081 C 999 240 FT/RT:10(0)/10(10) HORZ(LL): -0.017 H - - F 394 /- /- /- /319 /- Plate Type(s): HORZ(TL): 0.022 H E 22 /-1 /- /1 /- 1- WAVE Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.291 1 Brg Width = 4.2 Min Req = 1.5 Max BC CSI: 0.991 F Brg Width = 1.5 Min Req = - Max Web CSI: 0.516 E Brg Width = 1.5 Min Req = - Bearing I is a rigid surface. Wgt: 47.6 Ibs Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.01A.1 209.1 1 A-B 19 -20 C-D 1008 -1118 B-C 1031 -1116 D-E 7 -12 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1065 - 956 G - F 69 - 56 H - G 688 - 629 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 138 - 40 D - G 650 - 684 H - D 454 - 346 "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 engineenn 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 SECA 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 lemis are as defined in TPI-1. Cnnvnnht (.) 2016 A-1 Rnnf - Rnnrndnntinn of thir; don--t in anv form is nrnhihit.d withnut thn wnftnn nnrmiccinn of A-1 Rnnf Tm."sns Job rivao iivaa iyNc .fry I riy v.n nncuci CRMSBSB2 J1 JACK 7 1 2540 4-333" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 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 10 0.15 1.00 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. Wind loading based on both gable and hip roof types. 12 C 6 2X4(A1) B T 10-3/16" CO L0 r A D i - 1' ---I 1'5-9/16" --� Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL B 218 /_ /_ /243 /181 180 VERT(CL): NA HORZ(LL): 0.000 D D 5 /-14 /- /28 /24 /- HORZ(TL): 0.001 D C - /-40 /- /66 /68 /- Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.410 B Brg Width = 3.5 Min Req = 1.5 Max BC CSI: 0.058 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 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.01A.1209.11 A-B 39 0 B -C 91 -34 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 an 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-1. (:onvnoht n 2n16 A-1 Roof Tmc .., — Renrod,intinn of thi., docmm,nt. o anv form. i< nrnhlbitud without thr. wdnp.n ne. ni%cion of A-1 Roof Tnicves Joo truss I runs I ype Qry My UJ/ I U/LUG I CRMSBSB2 J 1 A JACK 1 1 2541 4-3331 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kzt NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 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 10 0.15 1.00 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. Wind loading based on both gable and hip roof types. 12 6 2X4 1.9 A1) A 10-3/16" 1 C Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria I♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL)- NA I Loc R+ / R- I Rh / Rw / U / RL VERT(CL): NA HORZ(LL): -0.000 C HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.022 Max BC CSI: 0.016 Max Web CSI: 0.000 Wgt: 4.2 Ibs VIEW Ver: 20.02.01A.1209.11 A 45 /- /- /28 /15 /35 C 14 /- I- /9 /5 /- B 22 /- /- 116 /29 /- Wind reactions based on MWFRS A Brg Width = 3.5 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - B 10 - 40 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 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 engineenn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss 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, Convnoht n 9Me A-1 Roof Toisses - Rnnrndnrfinn of thi, do,.--t in wnv form I.c nrnhihited with-t the written nennl«inn of A-1 Roof Tnicce[ Job CRMSBSB2 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; IIUJB. J 1 IIJACK U,J IyNG ..ely 1 rly VJ/IU/c 1 VGI 12 C T 1 6 2X4(A1) B T T 10-3 CO 4-3/�16" D 2-1 ia" j r A a 3 12 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 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 1.00 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. Wind loading based on both gable and hip roof types. Additional Notes Shim all supports to solid bearing. 1-5-9/16" --� Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.000 D 999 36 VERT(CL): 0.000 D 999 24 HORZ(LL): 0.000 D - - HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.410 Max BC CSI: 0.050 Max Web CSI: 0.000 Wgt: 7.0 Ibs VIEW Ver: 20.02.01A.1209.11 ♦ Maximum Reactions (Ibs) Gravity Loc R+ / R- / Rh 2542 Non -Gravity /Rw /U /RL B 218 /- /- /238 /182 /80 D 1 /-23 /- 142 /39 /- C - /-31 /- /51 /52 /- Wind reactions based on MWFRS B Brg Width = 3.5 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 39 0 B-C 70 -25 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 31 -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 Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C.nnvdnht n 201R A-1 Roof — Renrndnotinn of thin dnr e.nt in anv form ix nrohihit,d without the wdhen nennL nn of A-1 Roof Tnl.,ces doo 1 runs t fuss 1 ype Qly fry U3/ I U/GUCI CRMSBSB2 J3 JACK 2 1 2543 4-3" 1'5-9/16" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 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 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. Wind loading based on both gable and hip roof types. Code / Misc Criteria Code: FBC 7th Ed. 2020 Res TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE rO 3' Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.417 Max BC CSI: 0.057 Max Web CSI: 0.000 Wgt: 11.2 Ibs VIEW Ver: 20.02.01A.1209.11 T MI Ln ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 233 /- /- /213 /154 /155 D 43 /- /- /22 /1 /- C 64 /- /- /37 /85 /- Wind reactions based on MWFRS B Brg Width = 3.5 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 39 0 B-C 29 -104 Maximum Bot Chord Forces Per Ply (Ibs) Chords TenS.Coni 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 orthe 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. (:nnvdnht n 2n16 AA Rnnf Tmsses - Rnnmd,, t,nn of this dor.--t in anv forn,. is nmhihit.d without this wdhr+n—nnissinn M A-1 Rnnf T.,—, Job CRMSBSB2 I rubs J3A [rust I ype v.Ity rry JACK 1 1 VJ/ I V/GVL I 2544 Loading Criteria (psi 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; 2X4(A 4-331 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 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 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. Wind loading based on both gable and hip roof types. 12 B Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defi L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.002 C HORZ(TL): 0.002 C Creep Factor: 2.0 Max TC CSI: 0.311 Max BC CSI: 0.183 Max Web CSI: 0.000 Wgt: 9.8 Ibs VIEW Ver: 20.02.01A.1209.11 1 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 120 /- /- /76 /51 /109 C 47 /- /- /26 /6 /- B 79 /- /- /57 /101 /- Wind reactions based on MWFRS A Brg Width = 3.5 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 36 -144 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 0 0 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kdstam, P.E. responsibility of the Owner, the 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. (:ownnht n 201R A-1 Roof Tonto, - Renrnd-Mon of this doonment in anv form is nmhihitsd withnnt the wntten ne--inn of A-1 Roof Trnsse Joa I russ I russ I ype Uty cry ua/'I U/ZU21 CRMSBSB2 GB LACK 1 1 2545 T 7 T O T T i 4_, C 12 �- 1'5-9/16" w I m 3' -1 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C KZt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 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 35 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. Wind loading based on both gable and hip roof types. Additional Notes Shim all supports to solid bearing. Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.003 D 999 36 VERT(CL): 0.004 D 999 24 HORZ(LL): 0.002 D - - HORZ(TL): 0.003 D Creep Factor: 2.0 Max TC CSI: 0.410 Max BC CSI: 0.058 Max Web CSI: 0.000 Wgt: 12.6 Ibs VIEW Ver: 20.02.01A.1209.11 I., T T N T T z.; LO N ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 234 /- /- /209 /155 /155 D 42 /- /- /23 /3 /- C 63 /- /- /38 /82 /- Wind reactions based on MWFRS B Brg Width = 3.5 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 39 0 B-C 28 -99 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B -D 10 -8 `*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-1. r:nnvdnht n 2016 A-1 Rnnf Tmccnc - Renrnd-1— of thi., dnnimant in anv fnnn . nroh,hit,d with—t the whf ,.n rem inn of A-1 Rnnf Trcv Job 1 russ I runs 1 We Qry rry Ubrl ulzuz 1 CRMSBSB2 J5 JACK 1 1 2546 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; 4.3T6" 1r5-9/1 6" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 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 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Stal End(ft) BC 58 0.15 5.00 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. Wind loading based on both gable and hip roof types. Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE 5- Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.007 D HORZ(TL): 0.008 D Creep Factor: 2.0 Max TC CSI: 0.572 Max BC CSI: 0.256 Max Web CSI: 0.000 Wgt: 18.2 Ibs VIEW Ver: 20.02.01A.1209.11 C ♦ Maximum Reactions (Ibs) Gravity Loc R+ / R- / Rh Non -Gravity /Rw /U /RL B 299 /- /- /248 /179 /229 D 77 /- /- 137 /2 /- C 127 /- /- /86 /163 /- Wind reactions based on MWFRS B Brg Width = 3.5 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 39 0 B-C 57 -163 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 er ineedn 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 KHstam, 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. Cnnvrinht n 2016 A-1 Roof Tmaces — RPnrndnotinn of this doonment in anv form is nrnhihitad witho t the wHf.n n is mn of A-1 Roof T.—s Job I russ I russ l ype uty cry US/'I U/LU2 1 CRMSBSB2 J5A JACK 1 1 I 2547 = 2X4(A' 4-„ Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 58 0.15 5.00 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. Wind loading based on both gable and hip roof types. Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE 5' _ I Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.010 C HORZ(TL): 0.011 C Creep Factor: 2.0 Max TC CSI: 0.624 Max BC CSI: 0,358 Max Web CSI: 0.000 Wgt: 15.4 Ibs VIEW Ver: 20.02.01A.1209.11 1 r M O i ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 197 /- /- /126 /87 /183 C 80 /- 1- /44 /9 /- B 136 /- /- /97 /171 /- Wind reactions based on MWFRS A Brg Width = 3.5 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 61 -170 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 0 0 '*WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the 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. Cnnvnnht n 211C A-1 Rnnf Trr,. _v - Rnnrntlunlinn of thi., dnnnment in anv form is nrnhihit.d without the written nenniscinn of A-1 Rnnf Trutce< Job I rubb I r usb I ype ury rry UJ/ I U/LUL I CRMSBSB2 J5B JACK 2 1 2548 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; co M O �-- 1'5-9/16" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 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 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 60 0.15 5.00 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. Wind loading based on both gable and hip roof types. Additional Notes Shim all supports to solid bearing. Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE 5' Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.019 D 999 36, VERT(CL): 0.021 D 999 24, HORZ(LL): -0.011 D - - HORZ(TL): 0.013 D Creep Factor: 2.0 Max TC CSI: 0.535 Max BC CSI: 0.292 Max Web CSI: 0.000 Wgt: 19.6 Ibs VIEW Ver: 20.02.01A.1209.11 C ♦ Maximum Reactions (Ibs) Gravity Loc R+ / R- / Rh Non -Gravity /Rw /U /RL B 300 /- /- /245 /180 /229 D 77 /- /- /38 /7 /- C 125 /- /- /86 /158 /- Wind reactions based on MWFRS B Brg Width = 3.5 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 39 0 B-C 56 -158 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 19 -16 —WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form. Vent' 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-1. Con—irt Cc 2016 A-1 Roof Tmssws - R"nrnd,,otinn of this dot. ment in anv formis prohibited without the wnttan narmissinn of AA Roof Tms[ Job I cuss I runs I ype Uty NIy UJ/1U/2U21 2549 CRMSBSB2 J7 EJAC 1 1 4_3„ Loading Criteria (psr) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: 11 EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 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 #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Stal 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. Wind loading based on both gable and hip roof types. Code / Misc Criteria Code: FBC 7th Ed. 2020 Res TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE 7 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.020 D HORZ(TL): 0.024 D Creep Factor: 2.0 Max TC CSI: 0,572 Max BC CSI: 0.495 Max Web CSI: 0.000 Wgt: 23.8 Ibs VIEW Ver: 20.02.01A.1209.11 C 1 v� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 371 /- /- /292 /211 /303 D 109 I- /- /54 /4 /- C 189 I- /- /131 /238 /- Wind reactions based on MWFRS B Brg Width = 3.5 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 39 0 B-C 84 -211 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 engineenn 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 84946 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. Cnnvnaht 0 2016 A-1 Rnnf TniceP, — R—rod-Amin of thi, dor,i ,nt in anv form is nmhihit,d without th, wnttPn nP .,. no of A-1 Roof Toicc Job CRMSBSB2 n usb J7B hubs iypu EJAC Wfy riy U01 i uf4U4 t 1 1 2550 Loading Criteria (psr) 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 " 4_3„ 1'5-9/16" 7' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 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 Lumber Top chord: 2x4 SP M-30; 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 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. Wind loading based on both gable and hip roof types. Additional Notes Shim all supports to solid bearing. Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.056 D 999 36, VERT(CL): 0.071 D 999 24, HORZ(LL): -0.032 D - - HORZ(TL): 0.040 D Creep Factor: 2.0 Max TC CSI: 0.550 Max BC CSI: 0,537 Max Web CSI: 0.000 Wgt: 25.2 Ibs VIEW Ver: 20.02.01A.1209.11 C 11 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 372 /- /- /289 /211 /303 D 109 /- /- /56 /8 /- C 187 /- /- /131 /233 /- Wind reactions based on MWFRS B Brg Width = 3.5 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 39 0 B- C 84 - 207 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - D 26 - 25 *"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. (:nnvnaht n 2n16 A-1 Ronf Tnissos - Rnnmdnntinn of this dnnimaM in anv fn- is ornhihited withnut the written n—ission of A.1 Ronf Tni—, ion I russ I russ 1 ype wfy rry U6/ I U/LUZ I CRMSBSB2 Vol GABL 1 1 2551 6_P/ =" 8'9-1/16" 8'9-1/16" 71- 4.1 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 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; Webs: 2x4 SP #3; Plating Notes All plates are 1.5X3 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) BC 75 0.00 18.71 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. Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail for gable wind bracing and other requirements. 9'6-1 /8" Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE E=4X4 18'8-9/16" _I 9'2-3/8" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.008 J 999 360 VERT(CL): 0.015 J 999 240 HORZ(LL): 0.004 J - - HORZ(TL): 0.005 J Creep Factor: 2.0 Max TC CSI: 0.167 Max BC CSI: 0.113 Max Web CSI: 0.065 Wgt: 88.2 Ibs VIEW Ver: 20.02.01A.1209.11 ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL R* 76 /- /- /37 /50 /9 Wind reactions based on MWFRS R Brg Width = 224 Min Req = - Bearing R is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 124 -170 E -F 210 0 B -C 98 -33 F-G 116 -7 C-D 121 -8 G-H 99 -34 D-E 214 0 H - 1 125 -168 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A-Q 222 -105 M-L 241 -113 Q-P 233 -110 L-K 236 -111 P-O 239 -112 K-J 231 -110 O-N 243 -114 J - 1 219 -104 N-M 241 -113 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. E -M 0 -139 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp B-Q 312 -197 L -F 273 -123 C - P 210 - 99 K - G 208 - 98 D - O 269 -121 J - H 308 -198 "'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-11. 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-1. C.nn ht n 2n1R A-1 Rnn(Tnitsr_a - RenrndllMinn of Ihic dnnnment in anv form m nrohihited without the wntten nenni, e,nn of A-1 Rnnf Tniea Job CRMSBSB2 I Huss I russ I We Ury rly V02 VAL 1 1 U31 IU/LUL I 2552 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NC13CLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; 6-P/10" 69-1 /16" C= 3X4 �-,-2X4(D81R) G 1112X4 F 1112X4 14'8-9/16" r 610-1/4"—3'0-5/16" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 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 75 0.00 14.71 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. Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail for valley details. 69-1 /16" 71­7/16" 5'10" Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): -0.028 F 999 360 Loc R+ / R- / Rh / Rw / U / RL H* 76 /- /- /36 /48 /9 Rep Factors Used: Yes VERT(CL): 0.048 F 999 240 FT/RT:10(0)/10(10) HORZ(LL): 0.011 F - - Wind reactions based on MWFRS Plate Type(s): HORZ(TL): 0.017 G H Brg Width = 176 Min Req = - WAVE Creep Factor: 2.0 Bearing H is a rigid surface. Max TC CSI: 0.467 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.251 Chords Tens.Comp. Chords Tens. Comp. A - B 306 -508 C - D 188 -201 Max Web CSI: 0.202 Wgt: 53.2 Ibs B - C 184 -195 D - E 306 - 504 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.01A.1209.11 A - G 580 -199 F - E 579 -199 G - F 595 - 208 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - G 680 - 379 F - D 662 - 374 "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 engineehn 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-1. r:nnvrinht n 2M6 A-1 Roof Tmsces — Renrodnofinn of this tlnraiment in anv fnrrn is nmhihitwf withait thF• written ne.--ion of A-1 Roof To,c % Jon I russ I russ I ype Uty my U:d/1U/2U21 2553 CRMSBSB2 V03 VAL 1 1 6-p/lg' 4'9-1/16" 14'9-1/16" i /W NZ B=4X4 10'8-9/16" NEI i- 62-5/8" 3i /211 52-3/8" Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.027 D 999 360 Loc R+ ! R- / Rh / Rw / U / RL E* 76 !- /- /35 /46 /8 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.037 D 999 240 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): -0.010 D - - Wind reactions based on MWFRS EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.013 D E Brg Width = 128 Min Req = - Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2.0 Bearing E is a rigid surface. NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.497 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.383 Chords Tens.Comp. Chords Tens. Comp. Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 A - B 420 -473 B - C 429 -481 C&C Dist a: 3.00 ft Max Web CSI: 0.235 Loc. from endwall: not in 4.50 Wgt: 37.8 Ibs GCpi: 0.18 Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver: 20.02.01A.1209.11 Wind Duration: 1.60 Chords Tens.Comp. Chords Tens. Comp. Lumber A - D 559 -326 D - C 569 -333 Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Purlins B - D 789 -581 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacirl oc) Start(ft) End(ft) BC 75 0.00 10.71 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. Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail 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 engineenn 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 Knstam, 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 Ti Convn,ht n 201a A-1 Roof Tnrtse� — Re md,iotlon of thi, rinrument in env form is nrohihit.d without the wnftan nertnL jinn of A-1 Roof Tnrs�es. Job CRMSBSB2 I fuss I russ I ype vary rry VO4 VAL 2 1 UJ/ I U%LUL I 2554 6f15/16" 2'9-1/16"---I--- 2'9-1/16" - f- /191 E 12 6 B=4X4 02X4(MR) III 1.5X4 68-9/16" -I 1 32-5/8" f $1 32-3/8" Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.006 D 999 360 Loc R+ / R- / Rh / Rw / U / RL E* 76 /- /- /34 /41 /8 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.009 D 999 240 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): -0.002 D - - Wind reactions based on MWFRS EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.003 D E Brg Width = 80.0 Min Req = - Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2.0 Bearing E is a rigid surface. 9 9 NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.194 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.152 Chords Tens.Comp. Chords Tens. Comp. Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 A - B 165 -197 B - C 172 -196 C&C Dist a: 3.00 ft Max Web CSI: 0.127 Loc. from endwall: not in 4.50 Wgt: 23.8 Ibs GCpi: 0.18 Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver: 20.02.01A.1209.11 Wind Duration: 1.60 Chords Tens.Comp. Chords Tens. Comp. Lumber A - D 282 -119 D - C 291 -125 Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Purlins B - D 427 -268 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacir in oc) Start(ft) Eri BC 75 0.00 6.71 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. Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail 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 staled 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 Kiistam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss 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. (:nnvnoht n Pntfi A-1 Roof Tmsses - RenmAnrtinn of this Anniment in anv torn is nrnhihitetl without the wni nennission of A-1 Roof Tniss- Job I russ I russ I ype Uty NIy U3/1 1 CRMSBSB2 V05 VAL 5 1 2555 T 8-1/4" i==19=1 /4" Loading Criteria (psf) Wind Criteria TOLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: 11 EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 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 9.00 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) Stai End(ft) BC 33 0.00 2.71 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. Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail for valley details. F-15/16�'S-1/16 9-1/16 7-7/16l 12 6 �2X4NR g 2X4(D8R) A ) = 3X4 i 2'8-9/16" Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.001 999 360 Loc R+ / R- / Rh / Rw / U / RL D* 76 /- /- /28 /22 /5 Rep Factors Used: Yes VERT(CL): 0.003 999 240 FT/RT:10(0)/10(10) HORZ(LL): 0.001 - - Wind reactions based on MWFRS Plate Type(s): HORZ(TL): 0.001 D Brg Width = 32.0 Min Req = - WAVE Creep Factor: 2.0 Bearing D is a rigid surface. Max TC CSI: 0.034 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.056 Chords Tens.Comp. Chords Tens. Comp. A - B 150 -113 B - C 149 -111 Max Web CSI: 0.000 Wgt: 7.0 Ibs Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver: 20.02.01A.1209.11 Chords Tens.Comp. A-C 119 -127 "'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 Infornation (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 terns are as defined in TPI-1. Cnnvrinht n 2016 A-1 Rnnf Toms,.., - R—durtinn of thie dnnument in anv fnrn I.., nmhihited without the written of A-1 Rnnf Tni«es 10/28/2020 HIP/ KING JACK (TYPICAL) STDL 01.0 e A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772)409-1010 ATTACH END JACKS USING (4) 0.131" 0 TOE NAILS AT TOP CHORD & (3) 0,131" O TOE NAILS AT BOTTOM CHORD. ATTACH KING JACK USING (3) 0.131" O TOE NAILS AT TOP CHORD & BOTTOM CHORD. ATTACH CORNER JACKS USING (2) 0.131" O TOE NAILS AT TOP & BOTTOM CHORDS (TYP). CORNERSET GENERAL SPECIFICATIONS: MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-10, EXP. B & C, UP TO 60' MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT. Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 5/28/2020 HIP/ KING JACK (HVHZ) STDL 02.2 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772)409-1010 ATTACH KING & END JACK WITH (1) THJA26 HANGER OR EQUIVALENT AT BOTTOM CHORD ATTACH KING & END JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD WITH (10) 1Od NAILS PER STRAP (MIN.) & (3) 0.131" 0 TOE NAILS. ATTACH CORNER JACKS & STD. JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD & BOTTOM CHORD WITH (10) 1 Od NAILS PER STRAP MINIMUM (TYP). HIGH VELOCITY HURRICANE ZONE CORNERSET SPECIFICATIONS: MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-10, EXP. B & C, UP TO 60, MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT, NOTE: IN ADDITION TO STRAPPING TOE- NAIL BOTH CHORDS OF CORNER JACKS TO CARRYING MEMBER PER THE FOLLOWING SCHEDULE: • 2X4: (2) 0.131" 0 TOE NAILS • 2X6: (3) 0.131" 0 TOE NAILS LSTA12 TWIST STRAP WITH 1 OD NAILS, MIN. (10). SEE MFR'S RECOMMENDED CONNECTION. HIP, OR KING JACK (TYP.) JACK, OR CORNER JACK (TYP.) IMPORTANT NOTE: CONNECTION DESIGNED IN ACCORDANCE WITH FBC 2321.6-- 2321.7 PROVIDING METAL STRAPPING (FLORIDA APPROVED PRODUCT) TO RESIST MIN. 700LB UPLIFT AT ALL CONNECTIONS IN HIGH VELOCITY HURRICANE ZONE. Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 'FEBIRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 A4# A-1 ROOF TRUSSES 4451 ST, LUCIE BLVD, FORT PIERCE, FL 34946 772409-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 1'-3'MAX. OIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL TRUSSSES @ 24' O.C. 2X6 DIAGONAL BRACE SPACED 4B' 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 ENO. 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 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' X 3') NAILS SPACED 5' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). STRUCTURAL GABLE TRUS'. 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. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED \S ARE NOT ADDRESSED HERE. / STANDARD GABLE / TRUSS UKAL TRUSS .1- , - aTUD AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING 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. Rama Pranav Kristam, P.E. 488906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 12/23/19 PIGGY -BACK TRUSS STDT1t_04.1 ,i A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-444-1010 PIGGY -BACK DETAIL (TYPICAL) 180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. OR... 160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. IMPORTANT NOTE: TOP CHORDS OF TRUSSES SUPPORTING PIGGY -BACK CAP TRUSSES MUST BE ADEQUATELY BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS. MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C. DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA, STEEPLE, CHIMNEY OR DRAG STRUT LOADS. "REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY -BACK AND BASE TRUSS SPECIFICATIONS.' PIGGY -BACK TRUSS. (REFER TO ACTUAL TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) 2'-0" MAX OPTION NO. 1 - TEE-LOK 3" x 8" TEE-LOK MULTI -USE CONNECTION PLATES SPACED AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO PIGGY -BACK TRUSS AT 4'-0" O.C. STAGGERED FROM EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8" TEE-LOK MULTI -USE CONNECTION PLATE (MINIMUM OF 2 PLATES) . OPTION NO. 2 - APA RATED GUSSET: 8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d COMMON (0.1 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. OPTION #1: TEE-LOK MULTI -USE CONNECTION PLATE. OPTION #2: APA RATED GUSSET. OPTION #3: 2X4 VERT. SCAB. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN & CONNECTIONS BY OTHERS. BASE TRUSS. (REFER TO TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) PURLINS SPACED ACCORDING TO MAX. SPACING OF TOP CHORD OF BASE TRUSS. SPACING IS NOT TO EXCEED 24" O.C. & PURLINS TO BE LOCATED AT JOINT OF EACH BASE TRUSS. ** IMPORTANT NOTE ** THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES SPACED AT 24" O.C. OR LESS. Rama Pranav Kristam, P.E. 488906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 AAO= A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS DETAIL A GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2, WOOD SCREW = 4.5" SDS25412 SIMPSON OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL "A". 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES ^"^'_E END, COMMON 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 3112 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24" O.C. (BASE AND VALLEY) SYP TO THE ROOF W/ TWO MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. SIMPSON SDS25412 (1/4" X 4.5") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. Rama Pranav Kristam. P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 5, 2018 ► TRUSSED VALLEY SET DETAIL STDTL061- GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 3" SDS25300 SIMPSON OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL_ „A„ 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS, jA#= 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. 4451 ST. LUCIE BLVD. GABLE END, COMMON FORT PIERCE, FL 34946 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. TRUSS, OR GIRDER 772-409-1010 TRUSS 7 SECURE W/( VALLEY TRUSS —v I tl �� II I II IIBASE TRUSSES (TYPICAL) II (NO SHEATHING) N.T.S. GABLE END, COMMON TRUSS, OR GIRDER P r2 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 II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF W/ TWO MAX SPACING = 24" O.C. (BASE AND VALLEY) 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 ` (HIGH WIND VELOCITY) STDTL07 A-1 ROOF TRUSSES 4451 ST, LUCIE BLVD, FORT PIERCE, FL 34946 772-409.1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7- WIND DESIGN PER ASCE 7-10: 170 MPI 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 VP Z)W'I'UK I INU I KUJJCJ UIKCI.1 LT UNUCK VHLLCT I KUJJCJ MUJ I [SC 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. FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A NON -BEVELED MAXIMUM 6/12 PITCH NON -BEVELED BOTTOM CHORD u I I BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) Rama Pre 'stam, P.E. 4889 4451 St. Lucie Blvd, Sul C Fort Pierce, FL 34946 FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL 1 STDTL08 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/SOd NAILS, 6' O.C. VERT STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. VERTICAL 2X6 SP OR SPF STUDPBRACE #2 DIAGONAL BRACE (4) - 16d NAILS16d NAILS SPACED 6' O.C. (2) lOd NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO RTICALS SECTION A -A W/(4) - IOd NAILS DIAGONAL BRACE 4' - 0' D.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN q 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 A (4) Bd NAILS MINIMUM, ROOF 3X4= PLYWOOD SHEATHING TD r SHEATHING B 2X4 STD SPF BLOCK 1 * DIAGONAL BRACING ** L - BRACING REFER v V tt t xh / REFER TO SECTION A -A TO SECTION B-B 24' MAX. NOTE: / 1. MINIMUM GRADE OF #2 MATERIAL IN H TGABLE lOd 2. CONNECTION BETWEEN BOTTOM CHORD F END TRUSS AND WALL TO 12' MAX. NAILS BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR / BETTER WITH ONE ROW OF lOd NAILS SPACED 6' O.C. / TRUSSES @ 24' O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT4'-0'O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT SPACED 4B' O.C. ATTACHED THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE _ TO VERTICAL WITH (4) - STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 16d NAILS, AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. TO BLOCKING WITH (5) - B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. 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 #31 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. 1 3-1-4 1 3-11-3 1 6.2-9 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' D.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 Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 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. r FE'BRUARY 17, 2017 T- WITH 2X BRACE ONLY STDTL09 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 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. NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6" O.C. NOTE: NAIL ALONG ENTIRE LENGTH OF T—BRACE / I —BRACE (ON TWO—PLY TRUSSES NAIL TO BOTH PLIES) NAILS 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 1( NAILS WEB I -BRACE T - RE �A,, Qam,P.E. # 66906 4451 StLucie Blvd, Suite 201 . SECTION OETAILSFcrtPierce,FL34946 FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTL10 ` A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 '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 USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD TRUSS INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) WEB WITH (3) - 10d SCAB WITH (3) - 10d NAILS (0.131' X 3') NAILS (0.131' X 3'). r ATTACH TO VERTICAL WITH (N IBLS (0.1313)X 3') ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0.131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0.131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0.131' X 3') 2X6 4' - 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' DIA.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) Rama Pranav Kdstam, P.E. 4 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 �I STDTL11 FEBRUARY17,2017 LATERAL TOE -NAIL DETAIL A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409.1010 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 ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 o J .135 93.5 85.6 74.2 72.6 63.4 .162 108.8 99.6 86.4 84.5 73.8 r7 .128 74.2 67.9 58.9 57.6 50.3 0 p J .131 75.9 69.5 60.3 59.0 51.1 in N .148 81.4 74.5 64.6 63.2 52.5 n 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 (2X4) 3 NAILS EXAMPLE: i NEAR SIDE (3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD 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' SIDE VIEW (2X6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30° TO 60° 45.00' ma ranav Knstam, P.E. q 88906 51 S . ucie Blvd, Suite 201 Fort PieKe, FL 3,4946 FEBRUARY 17, 2017 ( UPLIFT TOE -NAIL DETAIL I STDTL12 A-1 ROOF TRUSSES 4451 St LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S 0 .131 59 46 32 30 20 Z O J .135 60 48 33 30 20 e .162 72 58 39 37 25 J 2 O .128 54 42 28 27 19 I-_ L7 Z Z JO .131 55 43 29 28 19 LU .148 62 48 34 31 21 -j J_ N Q Z .120 51 39 27 26 17 C� z .128 49 38 26 25 17 O .131 51 39 27 26 17 J .148 57 44 31 28 20 NOTES: 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. +►+►+ USE (3) TOE -NAILS ON 2X4 BEARING WALL r+r+► USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S] )E TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY IL NAIL igWLm, P.E. 38906 44D i oi. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 SIDE VIEW END VIEW FEBRUARY 5, 2016 I TYP W NAILER ATTACHMENT I STDTLI3 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 1.0x4 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 April 11, 2016 I TYPICAL ALTERNATE BRACING DETAIL I STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS v " eI A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. 12 ORT PIERCE, FL 34946 772-409-1010 F VARIES (4) 12d TRUSS 24" O.C. --\ �i{ (4) 12d UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER MAX 3011 (21-611) 2x6 #2 SP (Both Faces) 24" O.C. SIMPSON H5 Rama Pranav Kristam. P.E. 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 75RUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTLI5 DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34W 772-409.1010 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 4B" 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 7). 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 + C �11a ILI TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF S' 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. Rama Pranav Kristam, P.E. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID #88906 UNUSUAL SPLITTING OF THE WOOD. 4451 St. Lucie Blvd, Suite 201 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID Fort Pierce, FL 34946 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. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTL16 '' A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 1.15 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.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. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fart Pierce, FL 34946