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HomeMy WebLinkAboutTruss EngI I MA in I I ts I 0 c 0 0 M M T r I -n 0 T r -4 -4 4 4 m c C:) C:) (n• U) M h 0 00 3 co Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 ® QQF These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job 81919 Site Information: A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: 100 Model: CAYMAN 1560 Address: 9792 PALM BREEZES DRIVE Subdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC 2017 RES / TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 37.0 psf Floor Load: 0.0 psf This package includes 45 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. i 'No. Seq # Truss Name Date No. Seq # Truss Name Date No. Seq # Truss Name 1 2505 A01 7/13/20 13 3361 A13 7/13/20 25 2590 HJ7 _Date 7/13/20 2 3376 A02 7/13/20 14 3466 B01 7/13/20 26 2569 HJ7A 7/13/20 3 3391 A03 7/13/20 15 3470 B02 7/13/20 27 3463 HJ713 7/13/20 4 3334 A04 7/13/20 16 2530 B03 7/13/20 28 2499 HJ7P 7/13/20 1 5 3431 A05 7/13/20 17 2572 C01 7/13/20 29 2593 J1 7/13/20 6 3421 A06 7/13/20 18 3407 CO2 7/13/20 30 2487 J1P 7/13/20 7 3414 A07 _ 7/13/20 19 3401 CO3 7/13/20 31 2596 J3 7/13/20 8 3365 A08 7/13/201 20 12514 E01 7/13/201 32 13434 J3A 7/13/20 9 3398 A09 7/13/20 21 2587 E02 7/13/20 33 2490 J3P 7/13/20 10 3326 A10 7/13/20 22 2511 E03 7/13/20 34 2599 J5 7/13/20 11 3315 A11 7/13/20 23 3456 E04 7/13/20 35 2536 J5A 7/13/20 12 3322 Al2 7/13/20 24 2533 GE01 7/13/20 36 3437 1 J513 7/13/20 The truss drawing(s) referenced have been prepared bywpine Engineered Products, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Rama Pranav Kristam My license renewal date for the state of Florida is February 28,2021. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely forthe truss components shown. The suitability and use of components forany particular building is the responsibility of the building designer, perANSUTPI-1 Sec. 2. The Truss Design Drawing(s)(TDD[s)) referenced have been prepared based on the construction documents (also referred to at times as'Structural Engineering Documents') provided by the Building Designer indicating the nature and characterof the work. The design criteria therein have been transferred to Rama Pranav Kristam PE by [Al Roof Trusses or specific location). These TDDs (also referred to at times as'Structural Delegated' Engineering Documents') are specialty structural component designs and may be part of the project's deferred or phased submittals. As a Truss Design Engineer(i e., Specialty Engineer), the seal here and on the TDD represents an acceptance of professional engineering responsibility forthe design of the single Truss depicted on the TDD only. The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all related notes. Page 1 of 2 Rama Pranav Kristam, P.E. 4451 St Lucie Blvd. Suite 201 Fort Pierce, FL 34946 Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. Adlo TRUSSES A FLORIDA CORPORATION RE: Job ARMSCM1560B1 L No. Seq # Truss Name Date 37 2493 J5P 7/13/20 38 2539 J6 7/13/20 39 2602 J7 7/13/20 40 3368 J7C 7/13/20 41 2496 J7P 7/13120 42 2584 VM01 7/13/20 43 2581 VM02 7/13/20 44 2578 VM03 7/13/20 45 2575 VM04 7/13/20 46 STDL01 STD. DETAIL 7/13/20 47 STDL02 STD. DETAIL 7/13/20 48 STDL03 STD. DETAIL 7/13/20 49 STDL04 STD. DETAIL 7/13/20 50 STDL05 STD. DETAIL 7113/20 51 STDL06 STD. DETAIL 7/13/20 52 STDL07 STD. DETAIL 7/13/20 53 STDL08 STD. DETAIL 7/13/20 54 STDL09 STD. DETAIL 7/13/20 55 STDL10 STD. DETAIL 7/13/20 56 STDL11 STD. DETAIL 7/13120 57 STDL12 STD. DETAIL 7/13/20 58 STDL13 STD. DETAIL 7/13/20 59 STDL14 STD. DETAIL 7/13/20 60 1 STDL15STD. DETAIL 7/13120 61 STD L16F STD. DETAIL 7/13/20 Rama Pranav Kristam, P.E. 4 88906 Page 2 of 2 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 JOD ARMSCM1560Bl L Iruss Iruss type A01 I HIPS c.tty Fly U1/13/1U2U 1 1 1 38' + 104 + 104 + 104 + 1111 + 114 + 114 + 442# 107# 107# 1074 111# 111# 442# Loading Criteria (psf) 184# 254# 184# 184# 184# 184# 186# 1864 184# 186# 18 2544 186# f 7,0„6 y 20"6 i 2, i i 'f 'i'- 2, i 2,2, -'t 11'11"4 1'11"4� 2, i 2, i'- "f'- '1" i 2, i �t ' �1� + 2, i 20°6'I' 7,0"6 `t' F 7 EXP: B Kzt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 7' Load Duration: 1.25 BCDL: 4.2 psf 24' MWFRS Parallel Dist: 0 to h/2 =6X8=3X4 C D =3X1 E T2 =3X6 =4X6 F G H =4X6 I T2 -I 12 b6 Wind Duration: 1.60 Ill I __- T C6(A1) B Kffi 3X6(A1) A =10X10 82 g 4 L V TU =3X4 IIIO1. 3=P ONa4 M =5X6Ill 1.5X3 -5X8 =-3X6(") 1112X4 SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. 21'8° 164' �-5-g�}--- 84"6 i11 187'9 i 111 38' + 104 + 104 + 104 + 1111 + 114 + 114 + 442# 107# 107# 1074 111# 111# 442# Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: B Kzt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 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: 3.80 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :172 2x4 SP M-30 Bot chord 2x4 SP #2 :132 2x4 SP M-30: Webs 2x4 SP #3 Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -1.46 to 62 pif at 7.00 TC: From 31 plf at 7.00 to 31 pif at 31.00 TC: From 62 plf at 31.00 to 62 pif at 39.46 BC: From 14 plf at 0.00 to 14 pif at 7.03 BC: From 7 plf at 7.03 to 7 plf at 30.97 BC: From 14 pif at 30.97 to 14 pif at 38.00 TC: 254 Ib Conic. Load at 7.03,30.97 TC: 184 Ib Conic. Load at 9.06,11.06,13.06,15.06 17.06,19.00 TC: 186 Ib Conc. Load at 20.94,22.94,24.94,26.94 28.94 BC: 442 Ib Conic. Load at 7.03,30.97 BC: 107 Ib Conc. Load at 9.06,11.06,13.06,15.06 17.06,19.00 BC: 111 Ib Conic. Load at 20.94,22.94,24.94,26.94 28.94 Defl/CSI Criteria PP Deflection in loc L/defl LN VERT(LL): 0.121 D 999 3E %eERT(CL): 0.228 D 999 2 HORZ(LL): 0.055 M - HORZ(TL): 0.103 M - Creep Factor: 2.0 Max TC CSI: 0.740 Max BC CSI: 0.999 Max Web CSI: 0.997 Wgt: 204.4 lbs VIEW Ver: 19.01.00A.0618.16 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 31.00 BC 69 0.15 8.22 BC 76 8.26 19.51 BC 75 19.51 37.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Plating Notes (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Wind Wind loads and reactions based on MWFRS. Right bottom chord exposed to wind. 2505 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw /U / RL 40 B 1441 /- /- /- /631 /- - P 4556 /- /- /- /2574 /- - K 844 /- /- /- /520 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 P Brg Width = 8.0 Min Req = 5.4 K Brg Width = 8.0 Min Req = 1.5 Bearings B, P, & K are a rigid surface. Bearings B, P, & K require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 39 -23 G - H 1294 -774 B - C 1092 -2457 H - 1 2352 -1268 C - D 1269-2841 I - J 292 -12 D - E 749 -1890 J - K 862 -1189 E - F 1292 -776 K - L 39 -23 F - G 1292 -776 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - V 2112 -924 P-0 0 -374 V - U 85 -53 O - N 0 -374 T - S 2873 -1285 N - M 1010 -737 S - Q 1817 -731 M - K 986 -723 R -P 19 -52 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - V 656 -1125 Q - R 45 -29 C - T 1923 -932 Q - H 1704 -772 V - T 2616 -1105 Q - P 1297 -2386 T -U 0 -144 H -P 899 -1715 T- D 133 0 P- 1 1767 -2714 D - S 607 -1125 1- N 1092 -632 S - E 790 -192 N - J 724 -1341 E - Q 1682 -3416 M - J 598 -350 G - Q 365 -499 "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 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 terms are as defined in TPI -1. C:nnvnnht n 2016 A-1 Roof Tmee-- Renrndndion of this don rnent in env formis nmhihited withont the written nPoni-inn of A-1 Rnnf Thies- Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - V 2112 -924 P-0 0 -374 V - U 85 -53 O - N 0 -374 T - S 2873 -1285 N - M 1010 -737 S - Q 1817 -731 M - K 986 -723 R -P 19 -52 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - V 656 -1125 Q - R 45 -29 C - T 1923 -932 Q - H 1704 -772 V - T 2616 -1105 Q - P 1297 -2386 T -U 0 -144 H -P 899 -1715 T- D 133 0 P- 1 1767 -2714 D - S 607 -1125 1- N 1092 -632 S - E 790 -192 N - J 724 -1341 E - Q 1682 -3416 M - J 598 -350 G - Q 365 -499 "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 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 terms are as defined in TPI -1. C:nnvnnht n 2016 A-1 Roof Tmee-- Renrndndion of this don rnent in env formis nmhihited withont the written nPoni-inn of A-1 Rnnf Thies- Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - V 656 -1125 Q - R 45 -29 C - T 1923 -932 Q - H 1704 -772 V - T 2616 -1105 Q - P 1297 -2386 T -U 0 -144 H -P 899 -1715 T- D 133 0 P- 1 1767 -2714 D - S 607 -1125 1- N 1092 -632 S - E 790 -192 N - J 724 -1341 E - Q 1682 -3416 M - J 598 -350 G - Q 365 -499 "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 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 terms are as defined in TPI -1. C:nnvnnht n 2016 A-1 Roof Tmee-- Renrndndion of this don rnent in env formis nmhihited withont the written nPoni-inn of A-1 Rnnf Thies- "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 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 terms are as defined in TPI -1. C:nnvnnht n 2016 A-1 Roof Tmee-- Renrndndion of this don rnent in env formis nmhihited withont the written nPoni-inn of A-1 Rnnf Thies- Job 1 1 russ I I russ I ype ury I My un 13/LULU ARMSCM1560BIL A02 HIPS I 1 1 3376 �- --- 9' 20' 9' j 5X6 =3X6 D E III 1.5X3 FG H I _XJ T 12 1111.5X4 C 6 M (a) o T3 - = 6X6 t" =_3XA(A1) B 4X6(R) S Q K_3XL(A1) TU 1111.5�C3 P=3X8 O _3X6 1111.5X3 SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. 21'8" 16'4" 8'4"6 *{a 11' m{- 187'9 1 5 9{ 38' Loading Criteria (psf) Wind Criteria Code / Mise Criteria Defl/CSI Criteria A Maximum Reactions (Ibs), or'=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBG 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.087 C 999 360 Loc R+ ! R- ! Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.161 C 999 240 B 682 6 /- /417 /273 /171 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.057 Q - - P 2031 /- /- /1059 /742 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.108 Q K* 45 /-11 /- /26 /11 /- Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2.0 O /-112 NCBCLL: 10.00 TCDL: 5.0 psf N /-262 Load Duration: 1.25 BCDL: 4.2 psf Max TC CSI: 0.655 Wind reactions based on MWFRS Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.710 C&C Dist a: 3.80 ft Max Web CSI: 0.995 B Brg Width = 8.0 Min Req = 1.5 P Brg Width = 8.0 Min Req = 2.4 Loc. from endwall: not in 9.00 Wgt: 207.2 lbs K Brg Width = 192 Min Req = - GCpi: 0.18 Bearings B, P, & P are a rigid surface. Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.16 Bearings B, P, & P require a seat plate. Lumber Maximum Top Chord Forces Per Ply (Ibs) Top chord 2x4 SP #2 :T3 2x4 SP 2400f-2.OE: Chords Tens.Comp. Chords Tens. Comp. Bot chord 2x4 SP #2 A - B 39 0 G - H 829 -153 Webs 2x4 SP #3 :W1 2x4 SP M-30: B - C 414 -782 H - 1 1154 -274 Bracing C -D 681 -926 I -J 557 -86 (a) Continuous lateral restraint equally spaced on member. D - E 272 -214 J - K 244 -354 E- F 830 -154 K- L 39 0 Plating Notes F - G 830 -154 All plates are 3X4 except as noted. Maximum Bot Chord Forces Per Ply (lbs) Purlins Chords Tens.Comp. Chords Tens. Comp. In lieu of structural panels or rigid ceiling use purlins B - U 612 -193 P-0 295 -598 to laterally brace chords as follows: T - S 572 -119 O - N 206 -157 Chord Spacing(in oc) Start(ft) End(ft) S - Q 188 -43 N - M 206 -157 TC 24 9.00 29.00 BC 97 0.15 8.21 R - P 4 18 M - K 201 -167 BC 120 8.21 19.51 BC 75 19.51 37.85 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 - T 525 -580 Q - H 651 -238 Wind T -U 130 0 Q -P 602 -1194 Wind loads based on MWFRS with additional C&C member design. T - D 713 -503 H - P 294 -695 D - S 202 -460 P-1 473 -1061 Additional Notes S - E 398 -67 1-0 644 -199 Negative reaction(s) of -1824 MAX. from a non -wind load case requires uplift E - Q 506 -1228 O - J 395 -789 connection. See Maximum Reactions. G - Q 157 -251 M - J 286 -153 Q -R 12 -5 **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 nlZ 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-Mlit 0 2016 A-1 Roof Ti, s - Ranrodusfion of This dnmm"ntin anv farm. is nrohibitnd Othnnt tha wHften ne 1.,sinn of A-1 Roof Tmsses. ,footruss 1 russ 1 ype wly t-ly uff-13rzuzu ARMSCM1560Bl L A03 HIPS 1 1 3391 16' %6X8(R) =5X12 01111.5X3 =8X10 D E T2 F G T12 4 I T 6 - =H101 -1 1.5X3 C M H =1.5X3 (a) �H0308 LO W =3X4L K li_ 3 A(A1)B 1-13X8(F1) 3 p J O P O N 12 =3X4=4X6 =6X10 1111.5X4 SEAT PLATE REQ. SEAT PLATE REQ. 38' P"9i 21'5"3 Loading Criteria (pet) Wind Criteria Code / Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) O - E EXP: B Kzt: NA Plate Type(s): Des Ld: 37.00 Mean Height: 25.00 ft WAVE, HS NCBCLL: 10.00 TCDL 5.0 psf 291 Load Duration: 1.25 BCDL: 4.2 psf 7027 -2537 Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 2400f-2.OE :T2 2x6 SP 2400f -2.0E: Bot chord 2x4 SP 2400f -2.0E Webs 2x4 SP #304 2x4 SP 2400f-2.OE: :W5, W6 2x4 SP #2: :W7 2x4 SP M-30: 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 27.00 BC 109 0.15 21.29 BC 83 21.29 37.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Defl/CSI Criteria PP Deflection in loc L/deft L/# VERT(LL): 0.798 M 566 36 VERT(CL): 1.508 M 300 24 HORZ(LL): 0.428 K - - HORZ(TL): 0.808 K Creep Factor: 2.0 Max TC CSI: 0.846 Max BC CSI: 0.995 Max Web CSI: 0.851 Wgt: 210.0 lbs VIEW Ver: 19.01.00A.0618.16 16'6"13 VSA ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw /U / RL B 1540 /- !- /865 /563 /199 1 1544 /- /- /860 /566 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 1 Brg Width = 8.0 Min Req = 1.5 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 39 0 F- G 3711 -9403 B - C 1203 -2699 G - H 1780 -4397 C - D 1076 -2359 H - 1 2006 -4705 D- E 1205 -2459 I- J 39 0 E -F 3673 -9304 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - Q 2348 -928 M - L 4055 -1422 Q - P 2051 -691 L - K 4036 -1423 P-0 2051 -691 K - I 4228 -1712 O -N 41 -15 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - Q 270 -338 F - M 137 -33 D -Q 387 -45 M -N 78 0 D-0 593 -300 M - G 5652 -2104 O - E 970 -2377 K - G 248 -1 0-M 3190 -1145 K -H 291 -210 E - M 7027 -2537 ..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 engineer' n 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 # 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.-Hnht 0 2nia A-1 Ronf Tnicsr_c - Rnnrodnrtinn nt this dnraimnnf in anv fnnn. in nmhihit,.d,"hnnt thn wriftnn nrnnissinn of A.I Rnnf Tn-es Job Truss Truss Type Qty I Ply 0111312020 ARMSCM1560B1L A04 HIPS I 1 1 3334 go T M 3X r 12,8„ 12'8" ^i 12'8" _ I =5X6 =5X8 1111.5X3 =5X10 D E F G 1111.5X3 =3X6=3X4 =7X8 1111.5X3 SEAT PLATE REQ. SEAT PLATE REQ. 38' 5„9 21'5"3 -}� 16'6"13 _li 5� Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: 11 Rep Factors Used: Yes EXP: B 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 B Brg Width = 8.0 Min Req = 1.8 C&C Dist a: 3.80 ft Max TC CSI: 0.641 Loc. from endwall: not in 9.00 -438 GCpi: 0.18 Bearings B & I are a rigid surface. Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 :T1 2x4 SP #2: Bot chord 2x4 SP #2:B3 2x4 SP M-30: :64 2x4 SP 240017-2.011: Webs 2x4 SP #3:W5, W6, W7 2x4 SP #2 Code / Misc Criteria Defl/CSI Criteria A Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.572 F 791 360 Loc R+ / R- / Rh / Rw /U / RL B 1540 !- /- /872 /416 /223 Rep Factors Used: Yes VERT(CL): 1.080 F 419 240 FT/RT:10(0)/10(10) HORZ(LL): 0.333 K - - 1 1544 I- 1- /867 /419 /- Plate Type(s): HORZ(TL): 0.629 K Wind reactions based on MWFRS WAVE, HS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 893 -2340 Max TC CSI: 0.641 1 Brg Width = 8.0 Min Req = 1.5 -438 Max BC CSI: 0.995 Bearings B & I are a rigid surface. H - K 119 Bearings B & I require a seat plate. E - N Max Web CSI: 0.988 Maximum Top Chord Forces Per Ply (Ibs) Wgt:215.6lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 19.01.00A.0618.16 A - B 39 0 F - G 2401 -6060 B - C 1134 -2704 G - H 1676 -4145 C - D 1033 -2219 H - 1 1871 -4674 D- E 1067 -2109 I- J 39 0 E -F 2389 -6027 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 12.67 25.33 BC 94 0.15 21.29 BC 91 21.29 37.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - S 2341 -861 N - M 3795 -1278 S - R 2339 -863 M - L 4223 -1596 R - Q 2339 -863 L - K 4209 -1600 Q - P 1906 -614 K - I 4188 -1583 P -O 23 -8 217 -41 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp S -C 209 0 F -N 146 -154 C- Q 285 -497 N-0 59 0 D - Q 363 -101 N - G 2747 -967 D -P 359 -179 M -G 217 -41 P - E 893 -2340 M - H 320 -438 P - N 3001 -1006 H - K 119 -52 E - N 4375 -1479 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedri responsibility for the design of the single Truss depicted on the TDD only, under TPI -1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav 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 terns are as defined in TPI -1. f:nnvdnht 0 201(1 A -i Rnnf Tri ...s - Ronrodnntion of this doo-ont. in anv food is nmhihilod tviihnnt tha. wntton normissinn of A-1 Rnnf T.i se.¢ uOD I russ I russ I ype Uty I illy Un1 s/Zuzu ARMSCM1560BlL A05 HIPS 1 1 14,8„ 8'8" i 14,8" 3431 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 " =5X6 1111.5X4 SEAT PLATE REQ. 1r5"9 F- -+ 11'10"12 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T3 2x4 SP 2400f-2.011: :T4, T5 2x4 SP M-30: Bot chord 2x4 SP #2:133 2x4 SP M-30: :B4 2x4 SP 2400f-2.OE: Webs 2x4 SP #3:W3 2x4 SP #2: Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Plating Notes (1) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees Rotational Tolerance, and/or zero Positioning Tolerance. 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 14.67 23.33 BC 95 0.15 11.72 BC 89 11.72 19.00 BC 93 19.00 37.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. SEAT PLATE REQ. 38' 7'1"4�}- 19' 11591 Defl/CSI Criteria ♦ Maximum Reactions (lbs) PP Deflection in loc L/deft L/# Gravity Non -Gravity VERT(LL): 0.513 O 881 360 Loc R+ / R- / Rh / Rw /U / RL VERT(CL): 0.971 O 466 240 B 1542 /- / /879 /412 /252 HORZ(LL): 0.346 L - - J 1545 /- /- /873 /415 1- HORZ(TL): 0.654 L Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Max TC CSI: 0.976 J Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 1.000 Bearings B & J are a rigid surface. Max Web CSI: 0.713 Bearings B & J require a seat plate. -702 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 193.2 lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 19.01.00A.0618.16 A - B 39 0 F - G 1793 -4765 P - F B - C 1100-2725 G - H 1539 -3866 C - D 1751 -4560 H -1 1513 -3913 D - E 1763 -4475 I - J 1809 -4690 E- F 1868 -4517 J- K 39 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - R 2363 - 833 N - M 4228 -1519 R - Q 26 -11 M - L 4225 -1532 P-0 3582 -1073 L - J 4204 -1518 O - N 3536 -1105 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C-R 521 -1241 F-0 1516 -412 C - P 1664 -468 O - G 1592 -420 R - P 2656 -933 N - G 366 -97 E - P 195 -193 N - 1 407 -702 P -Q 78 0 1-L 185 0 P - F 952 -452 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI -1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kdstam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI -1. The approval of the TDD and any field # 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. r:nnvdnht (�) 2016 A-1 in anv form. is nrnhihitod without tho written nr+rmie<inn of A-1 Rnnf Tncv Job I russ I russ I ype ARMSCM1560BIL A06 HIPS 16'8" QLY I rly u//Io/Lulu 1 1 - 4'8" 168" - -5X6 1111.5X3 =5X6 F G H 3421 SEAT PLATE REQ. P"1 1110"12 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II HORZ(TL): 0.584 M EXP: B 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 Max Web CSI: 0.772 C&C Dist a: 3.80 ft M- J Loc. from endwall: not in 9.00 Wgt:200.2lbs GCpi: 0.18 VIEW Ver: 19.01.00A.0618.16 A- B 39 0 G - H 1381 -3592 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T4 2x4 SP 240017-2.0E: :T5 2x4 SP M-30: Bot chord 2x4 SP M-30 :B1 2x4 SP #2: :B4 2x4 SP 2400f-2.OE: Webs 2x4 SP #3:W3 2x4 SP #2: Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Bracing (a) Continuous lateral restraint equally spaced on member. 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 16.67 21.33 BC 95 0.15 11.72 BC 90 11.72 19.00 BC 104 19.00 37.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. 38' 7-1 "4 . i- 19' ;F1) SEAT PLATE REQ. '5"9I Defl/CSI Criteria A Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.459 O 986 360 Loc R+ / R- / Rh / Rw /U / RL VERT(CL): 0.867 O 521 240 B 1542 1- 1- /880 /409 1280 HORZ(LL): 0.309 M - - K 1545 P /- /874 /413 /- HORZ(TL): 0.584 M Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Max TC CSI: 0.843 K Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.996 Bearings B & K are a rigid surface. 1269 Bearings B & K require a seat plate. Max Web CSI: 0.772 78 0 M- J Maximum Top Chord Forces Per Pty (Ibs) Wgt:200.2lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 19.01.00A.0618.16 A- B 39 0 G - H 1381 -3592 B - C 1065 -2721 H -1 1925 -4620 C - D 1685 -4510 I - J 1889 -4643 D - E 1696 -4425 J - K 1753 -4714 E- F 1847 -4523 K- L 39 0 F - G 1381 -3591 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - R 2359 -801 O - N 3225 -905 R - Q 29 -10 N - M 3206 -915 P-0 3219 -844 M - K 4228 -1461 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C-R 495 -1217 F-0 901 -215 C - P 1630 -447 G-0 95 -54 R - P 2639 -894 0-H 960 -181 E - P 277 -328 H - M 1269 -639 P- Q 78 0 M- J 379 -456 P - F 1262 -645 *`WARNING** Please thoroughly review the "A -I 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 seat 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 Krislam, 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:nnvdnhf n 2016 A-1 Rnnf T -s-- Reoroduclinn of this d-ument In anv form. is nrnhIMPA wiihnut the wriHnn -mi«inn of A-1 Roof T-- - Job Truss Truss Type Qty Ply 07/13/2020 3414 ARMSCM1560BlL A07 HIPS 1 1 18'81.i 8„ 18'8" 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 " SEAT PLATE REQ. 1'5"9 �}� 11'10"12 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2:T3, T4 2x4 SP M-30: Bot chord 2x4 SP M-30:131 2x4 SP #2: :B4 2x4 SP 2400f -2.0E: Webs 2x4 SP #3:W3 2x4 SP #2: 38' 7'1"4 Code / Misc Criteria Defl/CSI Criteria Code: FBC 2017 RES PP Deflection in loc L/defl L/# TPI Std: 2014 VERT(LL): 0.467 N 969 36 Rep Factors Used: Yes VERT(CL): 0.883 N 512 24 FT/RT:10(0)/10(10) HORZ(LL): 0.325 L - - Piate Type(s): HORZ(TL): 0.615 L WAVE, HS Creep Factor: 2.0 Tens. Comp. Max TC CSI: 0.923 1057 -3228 Max BC CSI: 0.985 1466 -4269 Max Web CSI: 0.909 1449 -4346 Wgt: 191.8 Ibs 1650 -4760 VIEW Ver: 19.01.00A.0618.16 Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 96 0.15 11.75 BC 89 11.79 19.00 BC 101 19.00 37.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. SEAT PLATE REQ. 19' i 1 5i� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- ! Rh / Rw /U / RL B 1542 /- /- /869 /400 /310 J 1545 /- /- /864 /403 /- Wind reactions based on MWFRS 1649 -380 B Brg Width = 8.0 Min Req = 1.8 J Brg Width = 8.0 Min Req = 1.5 Bearings B & J are a rigid surface. Q-0 Bearings B & J require a seat plate. F - N Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 39 0 F- G 1057 -3228 B - C 980 -2716 G - H 1466 -4269 C - D 1516 -4517 H - 1 1449 -4346 D - E 1529 -4432 I - J 1650 -4760 E- F 1072 -3241 J- K 39 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - Q 2353 -717 N - M 3723 -1036 Q- P 29 -9 M- L 3704 -1044 O - N 4105 -1120 L - J 4280 -1383 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - Q 448 -1201 E - N 624 -1203 C-0 1649 -380 N - G 496 -814 Q-0 2626 -798 F - N 2385 -671 O -P 80 0 G -L 517 -95 O - E 432 -90 L - I 316 -341 -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. Convnnht 0 2016 AA Rnnf Tms, t - Runrodnntinn of this doo-nt. in anv fnon is nmhihitod with -t tho vmnPn nP.r Ni ion of A-1 Rnnf Tnresec. Job Truss Truss Type QtyPly 07/13/2020 ARMSCM1560BlL A08 COMN 2 I 1 3365 6.=5X6 Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (1) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees Rotational Tolerance, and/or zero Positioning Tolerance. 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 95 0.15 11.75 BC 89 11.79 19.00 BC 100 19.00 37.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp, Chords Tens. Comp. B - Q 2353 -734 N - M 3724 -1069 Q- P 29 -9 M- L 3695 -1071 O - N 4105-1155 L - J 4283 -1411 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp C -Q SEAT PLATE REQ. 1'5"9 �- --�^-- 11'10"12 7'1"4 38' SEAT PLATE REQ. 11'5"9 Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.469 N 963 360 Loc R+ / R- / Rh / Rw /U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.888 N 509 240 B 1542 /- !- /876 1407 /314 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.328 L - - J 1545 /- /- 1870 /410 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.620 L Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 25.00 ft WAVE, HS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 NCBCLL: 10.00 TCDL: 5.0 sf p Max TC CSI: 0.923 J Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 " BCDL: 4.2 psf Max BC CSI: 0.993 Bearings B & J are a rigid surface. Spacing: 24.0 MWFRS Parallel Dist: h/2 to h Bearings B & J require a seat plate. C&C Dist a: 3.80 ft Max Web CSI: 0.909 Maximum Top Chord Forces Per Ply (lbs) Loc. from endwall: not in 9.00 Wgt: 193.2 lbs Chords Tens.Comp, Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver: 19.01,00A.0618.16 A -B 39 0 F -G 1093 -3227 Lumber B - C 998 -2717 G - H 1497 -4276 C - D 1554 -4518 H-1 1479 -4349 Top chord 2x4 SP #2 :T3, T4 2x4 SP M-30: D - E 1567 -4436 l - J 1680 -4764 Bot chord 2x4 SP M-30 :B1 2x4 SP #2: E - F 1110 -3240 J - K 39 0 :B4 2x4 SP 2400f -2.0E: Webs 2x4 SP #3:W3 2x4 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (1) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees Rotational Tolerance, and/or zero Positioning Tolerance. 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 95 0.15 11.75 BC 89 11.79 19.00 BC 100 19.00 37.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp, Chords Tens. Comp. B - Q 2353 -734 N - M 3724 -1069 Q- P 29 -9 M- L 3695 -1071 O - N 4105-1155 L - J 4283 -1411 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp C -Q 458 -1201 E -N 619 -1205 0-0 1649 -393 F - N 2386 -684 Q-0 2627 -817 N - G 489 -817 O -P 80 0 G -L 519 -94 O - E 432 -90 L-1 314 -341 **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 engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI -f. 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 terns are as defined in TPI -1. Cn o.ht 02016 A-1 Rnnf TnI.,Aa-s– Ro—rindion of this Anrmmont. in anv formin nnof ihind. iftnt thn. wHfle normiRslon of A-1 Roof To—, Job Iruss Iruss type t ARMSCM1560B1L A09 COMN M O �T l_73 s3: 19' c.tty my U111312U2U 4 (1 19' F=5X6 3398 SEAT PLATE REQ. SEAT PLATE REQ. I Ai 38' P" 9 19' Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/deft L/# TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.512 N 883 36 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.970 N 466 24, BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.365 L - - C - D 1471 -4346 H - 1 EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.692 L Des Ld: 37.00 Mean Height: 25.00 ft WAVE, HS NCBCLL: 10.00 TCDL: 5.0 psf Creep Factor: 2.0 Load Duration: 1.25 BCDL: 4.2 psf Max TC CSI: 0.673 Spacing: 24.0 " MWFRS Parallel Dist: h to 2h Max BC CSI: 0.743 C&C Dist a: 3.80 ft Max Web CSI: 0.928 Loc. from endwall: not in 9.00 Wgt: 175.0 Ibs GCpi: 0.18 VIEW Ver: 19.01.00A.0618.16 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP 2400f-2.OE :B2 2x4 SP M-30: Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.15 37.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw /U / RL B 1546 /- /- /870 /199 /314 J 1546 /- /- /870 /199 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.5 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 39 0 F- G 1089 -3229 B - C 1677 -4758 G - H 1494 -4269 C - D 1471 -4346 H - 1 1476 -4346 D - E 1488 -4269 I - J 1675 -4758 E- F 1114 -3229 J- K 39 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - P 4277 -1372 N - M 3732 -1064 P-0 3713 -1026 M - L 3713 -1072 O - N 3732 -1018 L - J 4277 -1406 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - P 309 -337 N - G 497 -828 P - E 509 -85 G - L 509 -88 E - N 498 -828 L - I 311 -337 F - N 2437 -710 —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 Too, 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 ti 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 201E A-1 Rnnf Tm.¢.atw – Renrndnntinn of this dnoumantin anv fnnnis nrnhihitad Whnnt tha wditan -miacinn of A-1 Rnnf T, ­ Job Truss Truss Type Qty I Ply 07/13/2020 ARMSCM1560B1L A10 COMN 1 3 1 19' 19' F=fixR 3326 SEAT PLATE REQ. SEAT PLATE REQ. 38' P"21, 19' + 8'1"6 10'10"10 - — 5� Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defi/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/deft L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.467 O 969 360 Loc R+ / R- / Rh / Rw /U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.883 O 512 240 B 1546 /- /- /870 /199 /314 BCDL: 7.00Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.325 L - - J 1542 /- /- /875 /195 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.614 L Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 25.00 it WAVE, HS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 NCBCLL: 10.00 TCDL: 5.0 psf Max TC GSI: 0.686 J Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.749 Bearings B & J are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: h to 2h Bearings B & J require a seat plate. C&C Dist a: 3.80 ft Max Web CSI: 0.898 Maximum Top Chord Forces Per Ply (lbs) Loc. from endwall: not in 9.00 Wgt: 193.2 lbs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEWVer:19.01.00A.0618.16 A -B 39 0 F -G 1082 -3269 Lumber B - C 1684 -4765 G - H 1659 -4613 C - D 1473 -4347 H - 1 1651 -4708 Top chord 2x4 SP M-30 :T3 2x4 SP #2: D - E 1491 -4274 I - J 996 -2723 Bot chord 2x4 SP M-30 :B1 2x4 SP 2400f -2.0E: E - F 1125 -3238 J - K 39 0 :B4 2x4 SP #2: Webs 2x4 SP #3:W7 2x4 SP #2: Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) Continuous lateral restraint equally spaced on member. B - Q 4285 -1379 0-M 4303 -1306 Plating Notes Q - P 3693 -1020 N - L 33 -12 P-0 3722 -1018 L - J 2361 -758 (1) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Maximum Web Forces Per Ply (lbs) Purlins Webs Tens.Comp. Webs Tens. Comp. In lieu of structural panels or rigid ceiling use purlins C - Q 315 -345 G - M 421 -65 to laterally brace chords as follows: Q - E 513 -95 M - N 74 0 Chord Spacing(in oc) Start(ft) End(ft) E-0 480 -800 M - L 2640 844 BC 120 0.15 19.00 BC 101 19.00 27.22 F-0 2357 -651 M -1 1829 -516 BC 120 27.26 37.85 O - G 703 -1368 L - I 468 -1239 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI -1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav 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'o Haht 02n1fi A-1 Rnof Tnissr_¢ – Renrndnrtinn of this dno .nt. in anv fnrm. is nmhihit,,d Qhnnt IM u,ft- n—iasinn of A-1 Roof Tnicsos Job I russ I russ I ype Laty rty U//1j/2U2u I ARMSCM1560B1L ( A11 HIPS ( 1 1 3315 j- 17,8"1 i 2714 5X6 c r_ 17'8"1 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 " =3X10 1111.5X4 1111.5X4 =5X6 =3X6=3X4 SEAT PLATE REQ. SEAT PLATE REQ. 38' F-5""91 11'11"2 0 2 772 i 18'10"10 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP M-30: Webs 2x4 SP #3:W3 2x4 SP #2: Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (1) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees Rotational Tolerance, and/or zero Positioning Tolerance. 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 17.67 20.33 BC 120 0.15 11.78 BC 104 11.82 20.18 BC 75 20.18 37.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Deft/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.381 P 999 361 VERT(CL): 0.719 P 629 24( HORZ(LL): 0.251 M - - HORZ(TL): 0.474 M - Creep Factor: 2.0 Max TC CSI: 0.618 Max BC CSI: 0.768 Max Web CSI: 0.978 Wgt: 238.0 lbs VIEW Ver: 19.01.00A.0618.16 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1540 /- !- 1877 /199 /295 K 1540 /- /- /876 /199 /- Wind reactions based on MWFRS W -V B Brg Width = 8.0 Min Req = 1.8 K Brg Width = 8.0 Min Req = 1.8 Bearings B & K are a rigid surface. -3 Bearings B & K require a seat plate. 4070 -1229 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 39 0 G- H 1408 -3982 B - C 1039 -2715 H - I 1027 -2394 C - D 1629 -4497 1 - J 1007 -2442 D - E 1646 -4438 J - K 1064 -2692 E- F 1250 -3364 K- L 39 0 F - G 1341 -3514 550 -1082 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - W 2352 -776 R - P 3076 -737 W -V 29 -9 Q -O 7 -3 U - T 4070 -1229 O - N 1976 -624 T - R 3057 -728 N - M 1976 -624 S- Q 1 -2 M- K 2336 -825 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - W 480 -1203 S - R 65 -36 C - U 1627 -427 P - Q 109 -31 W - U 2628 -866 P - G 1511 -465 U- V 80 0 P-0 2568 -808 U - E 452-111 P - H 1581 -258 E - T 550 -1082 0-H 550 -1624 F - T 358 -169 H - M 352 -105 F - P 1035 -309 M - J 234 -323 **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 Thus Design Engineering (i.e. Specialty Engineer), the seat on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI -1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav 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. C:n-nnht 0�) 2016 A-1 Roof Tn..ccnc - Ronmdnolion of this dom-nni in anv fnrm in nrnhihitnd wilhnuf the wniton nnnnin.m of AA Roof T..-.. Job Truss Truss Type Qty Ply 07/13/2020 ARMSCM1560BlL (Al2 HIPS I I 1 j 15'8"1 6'7"14 1111.5X3 =6X10 3322 =5X6 1111.5X4 1111.5X3 1117X8(R) =3X6 SEAT PLATE REQ. V'q1- 11'11"2 .i - 77°4 Loading Criteria (psf) Wind Criteria TCLL 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II Bearings B & K require a seat plate. EXP: B 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: IT to 2h 900 -1998 C&C Dist a: 3.80 ft 1074 -2657 Loc. from endwall: not in 9.00 39 0 GCpi: 0.18 J- M Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2:B2 2x4 SP M-30: Webs 2x4 SP #3:W3, W8, W9 2x4 SP #2: Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE 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 15.67 22.33 BC 120 0.15 11.75 BC 93 11,75 19.26 BC 120 19.26 37.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. P1.1 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.448 G 999 36 VERT(CL): 0.845 G 535 24 HORZ(LL): 0.298 M - HORZ(TL): 0.562 M - Creep Factor: 2.0 Max TC CSI: 0.896 Max BC CSI: 0.988 Max Web CSI: 0.897 Wgt: 222.6 Ibs VIEW Ver: 19.01.00A.0618.16 SEAT PLATE REQ. 18'101,10 -11 5� A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1540 /- /- /878 1216 /266 K 1539 /- /- /877 /216 /- Wind reactions based on MWFRS 1674 -470 B Brg Width = 8.0 Min Req = 1.8 K Brg Width = 8.0 Min Req = 1.8 Bearings B & K are a rigid surface. 2649 -915 Bearings B & K require a seat plate. 3180 -933 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 39 0 G- H 1721 -4493 B - C 1084 -2718 H -1 930 -1962 C - D 1724 -4559 I - J 900 -1998 D - E 1745 -4525 J - K 1074 -2657 E- F 1882 -4559 K- L 39 0 F- G 1725 -4516 J- M Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - T 2356 -818 O - N 2284 -819 T -S 26 -11 N -M 2284 -819 R - P 3497 -994 M - K 2286 -818 Q -O 12 -5 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C -T 511 -1237 G -P 83 -104 C-R 1674 -470 P- Q 6 0 T - R 2649 -915 P-0 3180 -933 E - R 258 -291 P - H 3974 -1131 R- S 78 0 0-H 679 -2313 R - F 1025 -530 O - J 368 -690 F- P 1474 -443 J- M 278 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 Prenav 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. Convnnhfn 2f)1a A.1 Rod Tn,s -- Renroduolinn of this d--ent io anw fmm, ie nmhibitn f without the written neon. -ion of A-1 Roof Tniceee. Job Truss ARMSCM1560BlL A13 r r T russ Type SPEC GMy 1 Ply 0//13/2020 1 3361 15'6" TCDL: 10.00 1,10. 1 611"15 TPI Std: 2014 13'8"l Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 F=7X FT/RT:10(0)/10(10) /874 EXP: B Kzt: NA Plate Type(s): Des Lid: 37.00 G 8X H(S ) T4 8X14 I NCBCLL: 10.00 TCDL: 5.0 psf 1111.5X3 E W Creep Factor: 2.0 Spacing: 24.0 " MWFRS Parallel Dist: h to 2h 12 6 = 1.8 C&C Dist a: 3.80 ft 3X6 Loc. from endwall: not in 9.00 D !T Max BC CSI: 0.937 =H1014 Bearings B & L are a rigid J K�3X4 ch 4X4C - --- S Q B2 %8X10(R) (a) Top chord 2x4 SP #2 :T4 iv m i� oo W T 7X8 W9 Webs 2x4 SP #3:W3, W6, W9 2x4 SP #2: Chords Tens.Comp. d r - Tens. Comp. a 3 Bracing G - H tt ZN =3XA6(Al)8 l restraint equally spaced on member. 12 H - 1 2554 -6623 3X6(Al) L to laterally brace chords as follows: 1008 -2112 Chord Spacing(in oc) Start(ft) End(ft) J - K TC 24 17.33 24.33 E - F 1956 -4593 BC 120 0.15 11.75 3X10 1111.5X4 1111 5X3 _=5X10 =33X6 1111.5X3 SEAT PLATE REQ. Chords Tens. Comp. B - V 2357 -837 SEAT PLATE REQ. 27 -9 38' P-0 2320 -876 11'11"2 O - N 7'2"4 i 18'10"10 VFA i Loading Criteria (psf) Wind Criteria Code / Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: 11 FT/RT:10(0)/10(10) /874 EXP: B Kzt: NA Plate Type(s): Des Lid: 37.00 Mean Height: 25.00 ft WAVE, HS NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Creep Factor: 2.0 Spacing: 24.0 " MWFRS Parallel Dist: h to 2h Min Req = 1.8 C&C Dist a: 3.80 ft L Brg Width = 8.0 Loc. from endwall: not in 9.00 = 1.8 Max BC CSI: 0.937 GCpi: 0.18 Bearings B & L are a rigid surface. Wind Duration: 1.60 Max Web CSI: 0.943 Lumber Bearings B & L require a seat plate. Top chord 2x4 SP #2 :T4 2x4 SP M-30: Bot chord 2x4 SP #2 :132 2x6 SP 2400f-2.OE: Per Ply (Ibs) Webs 2x4 SP #3:W3, W6, W9 2x4 SP #2: Chords Tens.Comp. :W11 2x4 SP M-30: Tens. Comp. VIEW Ver: 19.01.00A.0618.16 Bracing G - H 2028 -5174 (a) Continuous lateral restraint equally spaced on member. Purlins H - 1 2554 -6623 In lieu of structural panels or rigid ceiling use purlins C - D 1804 -4614 to laterally brace chords as follows: 1008 -2112 Chord Spacing(in oc) Start(ft) End(ft) J - K TC 24 17.33 24.33 E - F 1956 -4593 BC 120 0.15 11.75 BC 91 11.75 19.16 39 0 BC 120 19.26 37.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/deft L/# Gravity Non -Gravity VERT(LL): 0.621 Q 729 360 Loc R+ / R- / Rh / Rw /U / RL VERT(CL): 1.170 Q 386 240 B 1540 /- /- /874 /211 /264 HORZ(LL): 0.366 N - - L 1539 /- /- /872 /222 /- HORZ(TL): 0.690 N Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Max TC CSI: 0.737 L Brg Width = 8.0 Min Req = 1.8 Max BC CSI: 0.937 Bearings B & L are a rigid surface. Max Web CSI: 0.943 Bearings B & L require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt:229.6lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 19.01.00A.0618.16 A - B 39 0 G - H 2028 -5174 B - C 1123 -2718 H - 1 2554 -6623 C - D 1804 -4614 I - J 1008 -2112 D - E 1825 -4581 J - K 982 -2145 E - F 1956 -4593 K - L 1124 -2688 F- G 2369 -5977 L- M 39 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - V 2357 -837 R - P 27 -9 V - U 34 -12 P-0 2320 -876 T - S 3427 -992 O - N 2320 -876 S - Q 6972 -2298 N - L 2322 -874 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - V 528 -1251 S - H 992 -2725 C - T 1721 -508 H - Q 2122 -690 V- T 2649 -939 Q- R 63 0 E - T 247 -266 Q - P 2476 -814 T- U 78 0 Q - 1 5170 -1695 T - F 1160 -593 P-1 468 -1360 F - S 4035 -1535 P - K 311 -564 G- S 1077 -2636 K- N 231 0 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verily 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 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 # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -1. Cnnvdnht n 2016 A-1 Rnnr Tma,et - Renrnd-Ainn of thi, do,.-nnl in nnv form ie n Inhited wfhnut the wrihnn nermittinn of A-1 Rnnf innate, ARMSCM1560Bl L B01 COMN'YP" 1•Y 1 y I u„ v,cvcv 2544 8¢ 1864 7'0'•6 - 2'0"6 70, 8'i"2„a x 2�6,�6 7�0��6 I� 7- 5'4' •�- 7'i --i SEAT PLATE REQ. 1' - Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II BC: From 14 pif at 0.00 to EXP: B 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 TC: 186 Ib Cone. Load at 9.06,10.27 Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2:T2 2x4 SP M-30 Bot chord 2x4 SP #2 Webs 2x4 SP #3 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 12.33 TC: From 62 plf at 12.33 to 62 pif at 19.33 BC: From 14 pif at 0.00 to 14 plf at 7.03 BC: From 7 pif at 7.03 to 7 pif at 12.30 BC: From 14 plf at 12.30 to 14 plf at 19.33 TC: 254 Ib Cone. Load at 7.03 TC: 186 Ib Cone. Load at 9.06,10.27 TC: 255 Ib Cone. Load at 12.30 BC: 442 Ib Cone. Load at 7.03 BC: 111 Ib Cone. Load at 9.06,10.27 BC: 448 Ib Cone. Load at 12.30 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 12.33 BC 59 0.15 19.19 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. 4424 111# 1114 448# Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.102 H 999 36 'i RT(CL): 0.190 H 999 24 HORZ(LL): 0.044 F - - HORZ(TL): 0.082 F Creep Factor: 2.0 Max TC CSI: 0.665 Max BC CSI: 0.992 Max Web CSI: 0.233 Wgt: 81.2 Ibs VIEW Ver: 19.01.00A.0618.16 SEAT PLATE REQ. i 1 3466 A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw /U / RL B 1723 ! /- 1- /834 /- E 1630 /- /- /- /772 /- Wind reactions based on MWFRS B Erg Width = 8.0 Min Req = 2.0 E Brg Width = 8.0 Min Req = 1.9 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 39 -26 C - D 1303 -2743 B - C 1496 -3090 D - E 1507 -3099 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 2681 -1284 G - F 2705 -1287 H - G 2705 -1287 F - E 2693 -1296 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 594 -74 F - D 612 -80 C -F 46 -19 *"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 [Be, 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 nvdnht 02016 AA Rnnf Tn .s ., - Rrnmdunlion of thio dor--tin anv fnrrn. is nrnhihit"d without tho.nan- nnrmh-mr, nt A-1 Rnnf Tm ert Job Truss Truss Type QtyPly 07/13/2020 (ARMSCM1560BlL I B02 I HIPS 1 11 I 3470 Y 1'4" %5X6(R) T2 X66(R) 87'12 -I 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 " SEAT PLATE REQ. Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B 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 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 :T2 2x4 SP #2: Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 9.00 10.33 BC 83 0.15 18.89 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. =DAU III I.DAJ =3X4(81) I t SEAT PLATE REO. 18'11"12 Defl/CSI Criteria PP Deflection in loc L/deft L/# VERT(LL): 0.028 G 999 36 VERT(CL): 0.072 G 999 24, HORZ(LL): 0.016 G - - HORZ(TL): 0.040 G Creep Factor: 2.0 Max TC CSI: 0.723 Max BC CSI: 0.968 Max Web CSI: 0.090 Wgt: 75.6 Ibs VIEW Ver: 19.01.00A.0618.16 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- ! Rh / Rw /U / RL B 818 /- /- /470 /358 /142 E 719 /- /- /379 /303 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 3.8 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 39 0 C- D 494 -824 B - C 436 -1030 D - E 455 -1033 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - G 821 -270 F - E 821 -269 G - F 824 -269 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - G 237 -90 F - D 237 -82 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' forrn. 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. (:onvdaht a) M1 A-1 Ronf TmeFe_C – Renrndnrlinn of this rinmeeAnt in env I— is nrnhihited withnnt the whiten nanniseinn of A -i Rnnf T—e<. Jot)uss truss lypn Wry My V//I014UGV ARMSCM1560BIL B03 trI SPEC 2 1 ( 2530 g,8„ 12 6 N 1111.5X3 C fn 3X4(A1) B y°a A I H =3X4 =3X4 SEAT PLATE REQ. Lumber Top chord 2x4 SP 42 Bot chord 2x4 SP 42 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 110 0.15 18.89 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. 4199H D=4X4 E 1111.5X3 G =3X4 18'11"12 I3X4(B1) SEAT PLATE REQ. Defi/CSI Criteria A Maximum Reactions (Ibs) PP Deflection in loc L/deft L/# Gravity Non -Gravity VERT(LL): 0.047 G 999 360 Loc R+ / R- / Rh / Rw /U / RL Loading Criteria (psf) Wind Criteria Code / Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) EXP: B Kzt: NA Plate Type(s): Des Ld: 37.00 Mean Height: 25.00 ft WAVE NCBCLL: 10.00 TCDL 5.0 psf B -C 515 -1301 E -F 499 -1251 Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Chords Tens.Comp. Chords Tens. Comp. C&C Dist a: 3.00 ft I - H 693 -209 G - F 1062 -392 Loc. from endwall: not in 9.00 Maximum Web Forces Per Ply (Ibs) GCpi: 0.18 C-1 245 -253 D - G 483 -217 Wind Duration: 1.60 I- D 547 -238 G - E 240 -235 Lumber Top chord 2x4 SP 42 Bot chord 2x4 SP 42 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 110 0.15 18.89 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. 4199H D=4X4 E 1111.5X3 G =3X4 18'11"12 I3X4(B1) SEAT PLATE REQ. Defi/CSI Criteria A Maximum Reactions (Ibs) PP Deflection in loc L/deft L/# Gravity Non -Gravity VERT(LL): 0.047 G 999 360 Loc R+ / R- / Rh / Rw /U / RL VERT(CL): 0.088 G 999 240 B 818 /_ /_ /468 /357 1151 HORZ(LL): 0.019 G - F 719 /- /- /377 /302 /- HORZ(TL): 0.036 G Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.362 F Brg Width = 3.8 Min Req = 1.5 Max BC CSI: 0.975 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Max Web CSI: 0.231 Maximum Top Chord Forces Per Ply (Ibs) Wgt:85.4lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 19.01.00A.0618.16 A - B 39 0 D - E 612 -1230 B -C 515 -1301 E -F 499 -1251 C - D 630 -1287 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - I 1114 -407 H - G 693 -209 I - H 693 -209 G - F 1062 -392 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-1 245 -253 D - G 483 -217 I- D 547 -238 G - E 240 -235 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI -1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI -1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -1. C—driht n 201A A-1 Rnnf Tn1.SSaC– Renrntinrtinn of this in anv fnnn. is nrohihMA wAlhnuf the written narmicainn of A-1 Rnnf T.i .,. Job Truss Truss Type Qty I Ply 07/13/2020 ARMSCM1560BlL C01 HIPM 1 1 2572 409#186# 186# F-- 7'0"6 +. 2,0"6 T 2, t 11" I-- 7' 4'11'12 +I SEAT PLATE REQ. SEAT PLATE REQ. i. 11'11"12 i h- 1'5"9 -"I "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 It 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. C.-noht 0 2016 A-1 Ronf Tnic - Ronmdnnfinn of this dncement in env fernis ornhihited withnuf the wnttnn nonnission of A-1 Roof Tmeses. b 111# 4 582# 111# Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TOLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.029 F 999 360 Loc R+ 1 R- / Rh / Rw /U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C I6tRT(CL): 0.053 F 999 240 B 1027 /- !- /- /509 /- BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.009 E - - E 1370 /- /- /- /675 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.017 E Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2.0 g q B Br Width = 8.0 Min Re 1.5 NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.769 E BrWidth = 3.8 Min Re1.6 9 q = Load Duration: 1.25 BCDL: 4.2 sf p Bearings B & E are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.977 Bearings B & E require a seat plate. C&C Dist a: 3.00 ft Max Web CSI: 0.385 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 4.50 Wgt: 65.8 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.16 A - B 39 -26 C - D 12 -18 Lumber B - C 774 -1573 Top chord 2x4 SP #2 :T2 2x4 SP M-30: Bot chord 2x6 SP #2 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 Chords Tens.Comp. Chords Tens. Comp. Bracing B - F 1317 -631 F - E 1351 -637 (a) Continuous lateral restraint equally spaced on member. Maximum Web Forces Per Ply (lbs) Special Loads Webs Tens.Comp. Webs Tens. Comp. ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) C - F 806 -145 D - E 252 -318 TC: From 62 plf at -1.46 to 62 pit at 7.00 C - E 762 -1625 TC: From 31 plf at 7.00 to 31 pif at 11.98 BC: From 14 pif at 0.00 to 14 pif at 7.03 BC: From 7 plf at 7.03 to 7 plf at 11.98 TC: 409 Ib Conc. Load at 7.03 TC: 186 Ib Conc. Load at 9.06,11.06 BC: 582 Ib Conc. Load at 7.03 BC: 111 Ib Conc. Load at 9.06,11.06 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 11.98 BC 101 0.15 11.98 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. "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 It 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. C.-noht 0 2016 A-1 Ronf Tnic - Ronmdnnfinn of this dncement in env fernis ornhihited withnuf the wnttnn nonnission of A-1 Roof Tmeses. ARMSCM1560BlL ( CO2 ,T3 HIPM 9' — 2'11"12 —�{ SEAT PLATE REQ. SEAT PLATE REQ. i 1'11"12 t!) 3407 1- 1'5"9 --{ Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria A Maximum Reactions (lbs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.036 F 999 360 Loc R+ / R- / Rh / Rw /U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.067 F 999 240 B 556 /- /- /366 /203 /265 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.023 F - - E 446 /- /- /256 /236 !- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.042 F - - Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2A B Br Width = 8.0 Min Re 1.5 9 q NCBCLL: 10.00 TCDL: 5.0 sf p Max TC CSI: 0.594 E Brg Width = 3.8 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.982 Bearings B & E are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Bearings B & E require a seat plate. C&C Dist a: 3.00 ft Max Web CSI: 0.252 Maximum Tap Chord Forces Per Ply (Ibs) Loc. from endwall: not in 9.00 Wgt:58.8lbs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.16 A - B 39 0 C - D 0 0 Lumber B - C 73 -413 Top chord 2x4 SP 2400f-2.OE :T2 2x4 SP #2: Bot chord 2x4 SP #2 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 Chords Tens.Comp. Chords Tens. Comp. Purlins B - F 254 -167 F - E 260 -167 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Maximum Web Forces Per Ply (lbs) Chord Spacing(in oc) Start(ft) End(ft) Webs Tens.Comp. Webs Tens. Comp. TC 24 9.00 11.98 C - F 309 0 D - E 89 -92 BC 111 0.15 11.98 Apply purlins to any chords above or below fillers C - E 304 -474 at 24" OC unless shown otherwise above, Wind Wind loads based on MWFRS with additional C&C member design Right end vertical not exposed to wind pressure. -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedri responsibility for the design of the single Truss depicted on the TDD only, under TPI -1, The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav 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. 0,n,n,ht a 2016 A-1 Roof Tm<ta_s – Renfodnfdfon of this docnment. in env formi,¢ orohihitad v,ithont the WHften nonni.-ion of A-1 Rnnf Trux on Job Truss Truss Type QtyPly 07/13/2020 ARMSCM1560Bl L CO3 MONO 12 I 1 I 3401 4'3 rel SEAT PLATE REQ. SEAT PLATE REQ. 11'11"12 1,5,9 Loading Criteria (pst) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.011 F 999 360 Loc R+ / R- / Rh / Rw /U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.020 F 999 240 B 556 /- /- /363 /168 /343 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.005 E - - E 446 /- /- /299 /267 /- EXP: B Kzt: NA Des 37.00 Plate Type(s): HORZ(TL): 0.009 E Wind reactions based on MWFRS Mean Height: 25.00 ft WAVE Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.568 E Br Width = 3.8 Min Re 1.5 9 q = Load Duration: 1.25 BCDL: 4.2 psf Bearings B & E are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.974 Bearings B & E require a seat plate. C&C Dist a: 3.00 ft Max Web CSI: 0.443 Loc. from endwall: not in 9.00 Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Wgt: 61.6 lbs Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.16 A - B 39 0 C - D 60 -102 Lumber B - C 90 -625 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 Chords Tens.Comp. Chords Tens. Comp. Purlins B - F 495 -299 F - E 493 -300 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Maximum Web Forces Per Ply (Ibs) Chord Spacing(in oc) Start(ft) End(ft) Webs Tens.Comp. Webs Tens. Comp. BC 119 0.15 11.98 Apply purlins to any chords above or below fillers F - C 238 0 D - E 166 -135 at 24" OC unless shown otherwise above. C - E 346 -567 Wind Wind loads based on MWFRS with additional C&C member design Right end vertical not exposed to wind pressure. *'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 seat on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI -1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav 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. CnnvHnht 0 2W A-1 Roof Tnicse-s – Ronrodnofinn of thia dnrm—nf, in anv forn. m nmhihilod WthmR the wditsn nanniaaion of A-1 Roof Tru— Job Truss ARMSCM1560BlL I E01 Truss Type GABL j- 4'6" Qty Ply 07/13/2020 1 1 {- 4'6" —i F///4X8(R1) r1,Q„8 6'11” 7=— 2514 1,5, 9 g' t 1'5"9 Loading Criteria (psi) Wind Criteria Code / Misc Criteria Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.062 B 255 360 Loc R+ / R- / Rh / Rw /U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C %eERT(CL): 0.058 J 275 240 R 938 /- /- /556 /600 /274 BCDL: 7.00 Risk Category: 11 FT/RT:10(0)/10(10) HORZ(LL):-0.034 B - - N 938 /- /- /463 /610 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.036 B Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2 R Br Width = 3.5 9 Min Req = 1.5 NCBCLL: 10.00 TCDL: 5.0 sf p 0. Max TC CSI: 0.631 N Brg Width = 3.5 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.551 Bearings R & N are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: > 2h Max Web CSI: 0.353 Maximum Top Chord Forces Per Ply (Ibs) C&C Dist a: 3.00 ft Tens.Comp. Chords Tens. Comp. Loc. from endwall: not in 9.00Chords Wgt: 91.0 Ibs GCpi: 0.18 A- B 82 0 F- G 346 -73 Wind Duration: 1.60 VIEW Ver: 19.01.00X0618.16 B - C 121 -53 G - H 296 -83 C - D 137 -33 H -1 115 0 Lumber D - E 265 -126 I - J 102 -18 Top chord 2x4 SP #2 E - F 368 -109 J - K 82 0 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (lbs) Plating Notes Chords Tens.Comp. Chords Tens. Comp. All plates are 1.5X3 except as noted. T - S 78 -67 P-0 165 -119 S -R 78-66 O -N 165 -119 Purlins R -Q 165 -119 N -M 56 -30 In lieu of structural panels or rigid ceiling use purlins Q - P 165 -119 M - L 58 -31 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.00 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. B - T 267 -158 F - W 127 -245 Loading D - R 527 -406 X - N 160 -260 Truss designed to support 2-0-0 top chord outlookers and cladding load not to R - U 113 -244 V - F 104 -252 N - H J - L 530 -406 276 -156 exceed 8.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. Maximum Gable Forces Per Ply (Ibs) Wind Gables Tens.Comp. Gables Tens. Comp. Wind loads based on MWFRS with additional C&C member design. C -S 57 -63 W -G 167 -160 Left end vertical exposed to wind pressure. Deflection meets L/360. U - Q 175 -165 O - X 147 -165 Right end vertical not exposed to wind pressure. E - V 188 -160 M -1 59 -71 Left and right cantilevers are exposed to wind P - F 112 -123 Left bottom chord exposed to wind. Additional Notes See STD DETAILS for gable wind bracing 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 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 Sl, Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -1. C:nnvrinht n 2016 AA Ronf TnICSP_S - Renrotlnrtinn of thix dmument, in anv formis nrohihite.d withmit the Written narmisxinn of AA Roof T.—a, Job Truss IARMSCM1560BlL E02 1 Truss Type COMM Qty I Ply 07/13/2020 4 1 i- 4,6„1 4,6„ —� D= -4X4 N 1 0 8 6'11" i 1'0116 �-- 1'5"9 1 9'1 1'5"9 --- 2587 Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.027 F 592 360 Loc R+ / R- / Rh / Rw /U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.038 F 419 240 J 454 !- /- /362 /199 /172 BCDL: 7.00 Risk Category: 11 FT/RT:10(0)/10(10) HORZ(LL): 0.014 F - - 1 454 /- /- /262 /96 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.019 F Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2.0 J Brg Width = 3.5 Min Req = 1.5 NCBCLL: 10.00 TCDL: 5.0 sf p Max TC CSI: 0.434 1 Brg Width = 3.5 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf Bearings J & I are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: > 2h Max BC CSI: 0.464 Max Web CSI: 0.195 Maximum Top Chord Forces Per Ply (Ibs) C&C Dist a: 3.00 ft Chords Tens.Comp. Chords Tens. Comp. Loc. from endwall: not in 9.00Wgt: 65.8 Ibs GCpi: 0.18 A -B 39 0 D - E 161 -44 Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.16 B - C 60 -54 E - F 60 -23 Lumber C- D 193 -89 F- G 39 0 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 Chords Tens.Comp. Chords Tens. Comp. Purlins K -J 75 -48 1-H 38 -17 J - 1 78 -61 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (lbs) BC 75 0.00 9.00 Webs Tens.Comp. Webs Tens. Comp. Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. B - K 167 -113 D - 1 75 -125 C - J 314 -234 1- E 342 -234 Wind J -D 82 -125 F -H 87 -66 Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Left and right cantilevers are exposed to wind Left bottom chord exposed to wind. **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (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 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 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 areas defined in TPI -1. (;—n.ht n 2016 A-1 Rnnf Tnicsr_s - Renrodudinn of this doonnent in anv fnnn. is nmhihitnd mthnut thn written of AA Rnnf Tni— Jou,11 VJJ I ruJ. I YP- ARMSCM1560B1L E03 I COMN 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 4'0"8 1 o C= -4X4 4'0"8 —{ Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL• 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 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 97 0.00 8.08 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. F15 6'11" I 1 y 8'0"15 V l 11J 111 X3 1111.5X3 K3 2511 Code ! Misc Criteria Defl/CSI Criteria A Maximum Reactions (lbs) Code:FBC 2017 RES PP Deflection in loc L/deft L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): -0.011 F 933 360 Loc R+ / R- / Rh / Rw /U / RL H 304 !- /0 /225 /130 /133 Rep Factors Used: Yes VERT(CL): -0.015 F 999 240 FT/RT:10(0)/10(10) HORZ(LL): -0.007 A - - G 317 /- /- /222 /86 /- Plate Type(s): HORZ(TL): 0.011 A Wind reactions based on MWFRS WAVE Creep Factor: 2.0 H Erg Width = 3.5 Min Req = 1.5 Max TC CSI: 0.260 G Erg Width = 3.5 Min Req = 1.5 Max BC CSI: 0.379 Bearings H & G are a rigid surface. Max Web CSI: 0.199 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 60.2 Ibs A - B 49 -91 C - D 109 -47 VIEW Ver: 19.01.00A.0618.16 B - C 162 -83 D - E 75 -67 Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Left and right cantilevers are exposed to wind Left bottom chord exposed to wind. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. I - H 166 -157 G -F 9 -17 H - G 80 -43 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-1 129 -136 C -G 99 -132 B - H 246 -109 G - D 275 -132 H -C 128 -126 E - F 127 -133 -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. (', n nnht n 2016 A-1 in anv formRnnf Tn1.c¢ns Job ARMSCM1560Bl L Truss Truss Type QtyPly E04 GAEL 11 11 f'_ 3,9„4 3,9„4 12 6 F:71- C/A4X10(R1) J =3X3 I H G =3X3 SEAT PLATE REQ. 7'6"8 07/13/2020 3456 Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (lbs), or "=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Code:FBC 2017 RES PP Deflection in loc L/deft L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.001 B 999 360 Loc R+ / R- / Rh / Rw /U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.002 B 999 240 J* 72 /_ /_ /39 /12 /7 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.001 D - - O 78 /- /- /73 /35 /- Des Ld: 37.00 EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.002 D Wind reactions based on MWFRS Mean Height: 25.00 ft WAVE Creep Factor: 2.0 J Br Width = 83.3 Min Re - 9 q - NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.068 O Erg Width = 7.2 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf Bearings J & O are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: h to 2h Max BC CSI: 0.027 Bearing O requires a seat plate. C&C Dist a: 3.00 ft Max Web CSI: 0.059 Loc. from endwall: not in 9.00 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 100.8 lbs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.16 A- B 33 -18 C - D 126 -30 Lumber B - C 126 -30 D - E 33 -18 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 Chords Tens.Comp. Chords Tens. Comp. Bracing J - 1 29 -22 H - G 29 -22 (a) Continuous lateral restraint equally spaced on member. I - H 29 -22 G - F 29 -99 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 90 0.00 7.54 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. End verticals not exposed to wind pressure. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - J 54 -40 C - M 50 -66 J - K 54 -69 N - F 50 -66 L - C 53 -70 E - F 54 -40 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp K -I 201 -145 M -D 195 -140 B -L 195 -140 G -N 201 -145 H -C 0 -45 '*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 Kristem, 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 d 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, 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. Cnnvdaht n 2016 A-1 Rnnf Tnicve.G – Renmdnntion of thi[ i--nt in anv formi. nrohihited tvlthout the written narmi-ion of A.1 Rmf Tn ns Job Truss ARMSCM1560BlL I GE01 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: 11 EXP: B Kzt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL 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: 3.00 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Plating Notes All plates are 2X4(D8R) 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 32 0.00 2.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Truss Type Qty Ply 07/13/2020 EJAC 1 1 1 7"2 } 2-0-14 —� 12 6 1111.5X38 M d' A CE 1111.5X4 D SEAT Pl1c9T&TRHaTE5RBQPLATE REQ. —^J-- 1'8" ----i i 2-4"8 —__— 2,8° - Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Defl/C51 Criteria PP Deflection in loc L/deft L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 C HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.105 Max BC CSI: 0.029 Max Web CSI: 0.051 Wgt: 9.8 lbs VIEW Ver: 19.01.00A.0618.16 2533 A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- ! Rh / Rw / U / RL A 106 /- /- /37 /10 136 D 47 /- 1- /18 /- /- E 84 /- /- /54 132 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 E Brg Width = 16.0 Min Req = 1.5 Bearings A, D, & D are a rigid surface. Bearings A, D, & D require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-13 25 -58 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A -C 9 -13 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B -C 110 -74 -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 areas defined in TPI -1. ('n vrinht n 201 E A -i In anv form. is nmhihited wilhntit thn wdHnn nnrtnis[inn of A•1 Rnnf T,,cc Job Truss ARMSCM1560BlL HR Truss Type City Ply HIP_ 12 1 -25# 255# 129# �-- 1,5.8 4__ 2'9"15 --t-- 2'9"15 - - 2'8"11 ------ D D 07/13/2020 SEAT PLATE REQ. 9110"1 -I 2590 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI -1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kdstam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI -1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI. 1. (;nnvrioht n 2016 A-1 Ronf Tn, ce - Renrodnntinn of thio dnrnment in nnv form is nrnhihlled withnnl the wditen nnrmis<inn of A-1 Ronf Tmecea + 10# 86# d 4 155# Loading Criteria (pst) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.021 F 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C ktRT(CL): 0.053 F 999 240 B 321 /- /- /- /258 /- BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.009 F - - E 331 /- /- /- /133 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.022 F D 68 /- /- /- /55 /- Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.520 B Brg Width = 1 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf " Max BC CSI: 0.619 E Brg Width = 1.5 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: 39.2 lbs Bearing B requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.16 Chords Tens.Comp. Chords Tens. Comp. Lumber A-13 19 -13 C - D 50 -66 Top chord 2x4 SP #2 B - C 400 -494 Bot chord 2x4 SP M-30 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Special Loads Chords Tens.Comp. Chords Tens. Comp. -----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) B - F 487 -352 F - E 0 0 TC: From 0 plf at -1.98 to 61 plf at -0.10 TC: From 2 plf at -0.10 to 2 pif at 9.84 BC: From 2 plf at 0.00 to 2 plf at 9.84 Maximum Web Forces Per Ply (Ibs) TC: -25 Ib Cone. Load at 1.46 Webs Tens.Comp. TC: 129 Ib Cone. Load at 4.29 TC: 255 Ib Cone. Load at 7.12 C - F 382 -529 BC: 10 Ib Cone. Load at 1.46 BC: 86 Ib Cone. Load at 4.29 BC: 155 Ib Cone. 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 116 0.15 9.84 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI -1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kdstam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI -1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI. 1. (;nnvrioht n 2016 A-1 Ronf Tn, ce - Renrodnntinn of thio dnrnment in nnv form is nrnhihlled withnnl the wditen nnrmis<inn of A-1 Ronf Tmecea JouUJJ ARMSCM1560BlL H" J'7' ,.Aty I rry 1 1 U 11 1 a/GULU -25# 101# 146# 1299 7# 1,5„8 -�_ 2,9„15 - - 1,7„ 1'2' 16 10"8 '4-1'10"2 I SEAT PLATE REQ. 1^-1'11"13 -^1 9110"1 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II 129 Ib Cone. Load at 4.29 EXP: B 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 WAVE C&C Dist a: 3.00 ft 10 Ib Cone. Load at 1.46 Loc. from endwall: not in 4.50 BC: GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 Bot chord 2x6 SP #2 Webs 2x4 SP #3 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 61 plf at -1.98 to 61 plf at 1.46 TC: From 31 plf at 1.46 to 31 plf at 9.84 BC: From 7 plf at 0.00 to 7 pif at 9.84 TC: -25 Ib Cone. Load at 1.46 TPI Std: 2014 TC: 129 Ib Cone. Load at 4.29 G 640 /- /- A /465 /- TC: 101 Ib Cone. Load at 5.87 FT/RT:10(0)/10(10) TC: 127 Ib Cone. Load at 7.12 Plate Type(s): TC: 146 Ib Cone. Load at 7.99 WAVE BC: 10 Ib Cone. Load at 1.46 BC: 86 Ib Cone. Load at 4.29 BC: 62 Ib Cone. Load at 5.87 BC: 77 ib Cone. Load at 7.12 BC: 88 ib Cone. Load at 7.99 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 99 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. 2569 8 b 86# 77# 10# 624 884 Code / Misc Criteria Defl/CSI Criteria A Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc L/deft L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.032 C 999 360 Loc R+ / R- / Rh / Rw / U / RL G 640 /- /- A /465 /- Rep Factors Used: Varies by Ld C kq--RT(CL): 0.057 C 999 240 FT/RT:10(0)/10(10) HORZ(LL): 0.008 C - - E 471 /- /0 /- /173 /- Plate Type(s): HORZ(TL): 0.014 C D 223 /- /- A /181 !- WAVE Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.554 G Brg Width = 10.6 Min Req = 1.5 Max BC CSI: 0.993 E Brg Width = 1.5 Min Req = - Max Web CSI: 0.680 D Erg Width = 1.5 Min Req = - Bearing G is a rigid surface. Wgt: 49.0 Ibs Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver: 19.01.00A.0618.16 Chords Tens.Comp. Chords Tens. Comp. A -B 39 -27 C -D 121 -150 B - C 822 -1065 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B- F 1044 -756 F- E 0 0 Maximum Web Forces Per Pty (Ibs) Webs Tens.Comp. C - F 784 -1082 **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. Convrinht 0 2016 A-1 Rnnf Tru.-- Renrnrinotion of thin rinnnmenl in nnv form. is nrohihi A without thn w6"t no h-lon of A•1 Rnnf Tnjce Job Truss ARMSCM156OBlL HJ7B T Truss Type Qty Ply HIP_ 1 1 07/13/2020 -25# 260# } 140# I-- 1,5"8.4__ 2'9"15 - t 2'9"15 - -- 2'8"11 --� 17 �- 1'11"13 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II TC: 260 Ib Conc. Load at 7.12 EXP: B 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 WAVE C&C Dist a: 3.00 ft Wind reactions based on MWFRS Loc. from endwall: not in 9.00 Max TC CSI: 0.533 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 pif at -0.10 to 2 pif at 9.84 BC: From 2 pif at 0.00 to 2 pif at 9.84 TC: -25 Ib Conic. Load at 1.46 Gravity Non -Gravity TC: 140 Ib Conc. Load at 4.29 VERT(LL): 0.021 F 999 360 TC: 260 Ib Conc. Load at 7.12 B 321 /- /- /- /264 /- BC: 10 Ib Conc. Load at 1.46 kPERT(CL): 0.053 F 999 240 BC: 86 Ib Conc. Load at 4.29 HORZ(LL): 0.009 F - - BC: 153 Ib Conc. Load at 7.12 Plate Type(s): Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 116 0.15 9.84 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. SEAT PLATE REQ. 9'10"1 3463 i 86# 4 10# 153# Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.021 F 999 360 Loc R+ / R- / Rh / Rw / U / RL B 321 /- /- /- /264 /- Rep Factors Used: Varies by Ld C kPERT(CL): 0.053 F 999 240 FT/RT:10(0)/10(10) HORZ(LL): 0.009 F - - E 337 /- /- /- /139 !- Plate Type(s): HORZ(TL): 0.022 F D 69 /- /- /- /57 /- WAVE Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.533 B Brg Width = 10.6 Min Req = 1.5 Max BC CSI: 0.618 E Brg Width = 1.5 Min Req = - Max Web CSI: 0.274 D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Wgt: 39.2 lbs Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver: 19.01.00A.0618.16 Chords Tens.Comp. Chords Tens. Comp. A -B 19-13 C -D 52 -67 B - C 419 - 513 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B- F 505 ,-369 F- E 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 401 -548 **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, RE, 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. (:nnvnoht n 2016 A-1 Roof TnissP_s - Renrndnolm of lhi.,Anrnmf!nt. in anv to- i< prohibited without the wnften nenniceinn of A-1 Roof Tne,& . . Jon rU55 ARMSCM1560BlL HJ76P T 4'3 trues type HIP_ Wfy I My 1 1 -25# 255# 129# �-- 1'5"8 -�-- 2'9"15 -- - 2'91,15 -- ^- 2'8"11 ------ 710 7 f--- 1'11"13 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II TC: 255 Ib Cone. Load at 7.12 EXP: B 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 WAVE C&C Dist a: 3.00 ft Wind reactions based on MWFRS Loc. from endwall: not in 4.50 Max TC CSI: 0.520 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: -25 Ib Cone. Load at 1.46 Gravity Non -Gravity TC: 129 Ib Cone. Load at 4.29 VERT(LL): -0.035 F 999 360 TC: 255 Ib Cone. Load at 7.12 B 321 I- 1- /- /320 /- BC: 10 Ib Cone. Load at 1.46 %q-=RT(CL): 0.053 F 999 240 BC: 86 Ib Cone. Load at 4.29 HORZ(LL): -0.014 F - - BC: 155 Ib Cone. Load at 7.12 Plate Type(s): Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 116 0.15 9.84 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left bottom chord exposed to wind. SEAT PLATE REQ. 9'10"1 2499 8 b 4 10# 86# 155# Code / Misc Criteria Defl/CSI Criteria A Maximum Reactions (lbs) Code: FBC 2017 RES PP Deflection in loc L/deft L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): -0.035 F 999 360 Loc R+ / R- / Rh / Rw ! U / RL B 321 I- 1- /- /320 /- Rep Factors Used: Varies by Ld C %q-=RT(CL): 0.053 F 999 240 FT/RT:10(0)/10(10) HORZ(LL): -0.014 F - - E 331 !- / /- /257 /- Plate Type(s): HORZ(TL): 0.022 F D 68 /- /- /- /45 /- WAVE Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.520 B Brg Width = 10.6 Min Req = 1.5 Max BC CSI: 0.967 E Brg Width = 1.5 Min Req = - Max Web CSI: 0.264 D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Wgt: 39.2 lbs Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver: 19.01.00A.0618.16 Chords Tens.Comp. Chords Tens. Comp. A -B 19-13 C -D 52 -66 B - C 452 -494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 487 -412 F -E 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 447 -529 "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. C-H.ht 0 2016 A -t Ronf Tnisse.¢- Renrndnrdinn of thi[ dnnn-tin anv fnrm. is nrnhihited Wlhnut tha wnHen nenni-inn of A-1 Rnnf Tni.¢ees Job ARMSCM1560Bl L 1 Truss Truss Type J 1 I JACK 12 C 6 I 4"3 1 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: it EXP: B Kzt: NA Des Ld: 37.00 Mean Height: 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) Eri BC 10 0.15 1.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Qty I Ply 07/13/2020 8 1 SEAT PLATE REQ. 1,5°9_ 1, Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Defl/CSI Criteria PP Deflection in loc L/deft L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.346 Max BC CSI: 0.046 Max Web CSI: 0.000 Wgt: 5.6 lbs VIEW Ver: 19.01.00A.0618.16 2593 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 218 /- /- /196 /115 /57 D 5 /-14 /- /19 /17 /- C - /40 /- /44 /50 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A- B 39 0 B- C 68 -33 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B -D 0 0 '"WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI -1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the 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. Convrinht n 2nM A-1 m —form Rnof Tmeses popurs ARMSCM1560BlL J1P 4"3 Loading Criteria (psf) Wind Criteria TOLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: B Kzt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 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) Startift) End(ft) BC 10 0.15 1.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. I Cuss I ype Qty _1yU// I3/4 ULU JACK 1 2 1 1 12 C 6 � -F 2X4(A1) B co CD r A D SEAT PLATE REQ. 1'5"9 Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. 2487 Defi/CSI Criteria A Maximum Reactions (Ibs) PP Deflection in loc L/deft L/# Gravity Non -Gravity VERT(LL)- NA Loc R+ / R- / Rh / Rw /U / RL VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.346 Max BC CSI: 0.043 Max Web CSI: 0.000 Wgt: 5.6 lbs VIEW Ver: 19.01.00A.0618.16 B 218 /- /- /206 /116 /57 D 5 /-14 /- /16 /9 /- C - /40 /- /41 /54 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens, Comp. A -B 39 0 B -C 67 -33 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B -D 0 0 -WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI -1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and 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. Convdnht 0 2W A-1 Roof T --o., — Ronraduotion of IhN daa,mnt. In nnv farm. is nrohibited without the wninon nenniWon of A-1 Roof TmSGP Job Truss Truss Type Qty Ply 07/13/2020 ARMSCM1560B1L J3 I JACK 17 1 2596 T C T SEAT PLATE REQ. 3' Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in Ioc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ / R- / Rh 1 Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA B 233 /- /- /179 /93 /109 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.001 D D 43 !- /- /20 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.001 D C 64 /- /- /34 /56 /- Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 sf p Max TC CSI: 0.389 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf D Brg Width = 1.5 Min Req = - Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.064 C Brg Width = 1.5 Min Req = - C&C Dist a: 3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc. from endwall: Any Wgt: 11.2 lbs Bearing B requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.16 Chords Tens.Comp. Chords Tens. Comp. Lumber A - B 39 0 B - C 29 s 87 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Maximum Bot Chord Forces Per Ply (Ibs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use purlins B - D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 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 **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. C.nnvrinht nc MIR A-1 in anv fnnn. i[ nrohihirnd t0thnnl fhe wdflt..n nnnnisxian of A-1 Rnnf Tnicses. Job ARMSCM1560B1 L Truss Truss Type J3A JACK T 6"5 I 3X4(B1) Qty IPly 107/13/2020 Q 12 B c r� i SEAT PLATE REQ. 3434 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design **WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI -1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav 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. 1--11 n lol.e 1 -f Tnic - of fh Anr„ t in—form i, nrnhihilod wilhnnt tha.wniton nonniasion of AA Roof Token, -2'7"12- °1 Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBG 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL A 105 /- /- 161 120 /67 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): -0.001 B - C 43 /- /- /20 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.001 C B 76 /- /- /46 /67 /- Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.196 A Erg Width = 3.8 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.064 C Brg Width = 1.5 Min Req = - Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 B Brg Width = 1.5 Min Req = - C&C Dist a: 3.00 ft Max Web CSI: 0 000 . Bearing A is a rigid surface. Loc. from endwall: Any Wgt: 9.8 Ibs Bearing A requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.16 Chords Tens.Comp. Lumber A - B 34 -96 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Maximum Bot Chord Forces Per Ply (lbs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use purlins A - C 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 30 0.09 2.65 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design **WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI -1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav 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. 1--11 n lol.e 1 -f Tnic - of fh Anr„ t in—form i, nrnhihilod wilhnnt tha.wniton nonniasion of AA Roof Token, Job Truss Truss Type Qty Ply 0711312020 2490 ARMSCM1560B1L J31P ( JACK 2 I 1 I C T SEAT PLATE REQ. �-- 1'5119 ole 3' --1 Loading Criteria (psf) Wind Criteria Code / Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) EXP: B Kzt: NA Plate Type(s): Des Ld: 37.00 Mean Height: 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 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. Left bottom chord exposed to wind. Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/deft L/# Gravity Non -Gravity VERT(LL): NA I Loc R+ / R- / Rh / Rw /U / RL VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.346 Max BC CSI: 0.065 Max Web CSI: 0.000 Wgt: 11.2 Ibs VIEW Ver: 19.01.00A.0618.16 B 233 /- !- /215 /98 /109 D 43 /- !- /58 !30 /- C 64 /- /- /37 /55 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -B 39 0 B -C 29 -93 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B -D 0 0 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI -1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI -1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. 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 02n1e A-1 Roof Tniasx_v — Rpnrntinrtion of this dornmont in nnv torr,is nrohihilod withmit thr. Wdttnn omnia[ion of A-1 Roof Trncc Job Truss Truss Type Qty I Ply 07/13/2020 ARMSCM1560BIL I J5 JACK 6 1 2599 T SEAT PLATE REQ. VY9 5' C Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ / R- ! Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA B 299 /- /- /213 /106 /161 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.004 D D 77 /- /- /36 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.008 D C 127 /- /- /75 /107 /- Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 sf p Max TG CSI: 0.339 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf D Brg Width = 1.5 Min Req = - Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.218 C Brg Width = 1.5 Min Req = - C&C Dist a: 3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc. from endwall: not in 4.50 Wgt: 18.2 lbs Bearing B requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.16 Chords Tens.Comp. Chords Tens. Comp. Lumber A - B 39 0 B - C 57 -107 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Maximum Bat Chord Forces Per Ply (Ibs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use purlins B - D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 58 0.15 5.00 Apply purlihs to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design *"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI -1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the content of the IRC, the IBC, local building code and TPI -1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 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. Cnovdnht n 217116 AA Rnnf Tntxs — Renmdnnlinn of thm do .t m ,nf in anv form. ix nmhihited withnnt fhP wdttan n"rmictinn of A-1 Ronf Tntt¢ec JUL, _1 ri ARMSCM1560BlL J5A (JACKyMc 1y 11y I C �— 1'5"9 SEAT PLATE REQ. 4'1 "7 2536 Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code:FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ / R- / Rh ! Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA B 269 /- /- /197 /99 /138 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.002 D D 62 /- /- /29 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.004 D C 101 /- /- /58 /85 /- Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.228 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2sf P Max BC CSI: 0.142 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C Brg Width = 1.5 Min Req = - C&C Dist a: 3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc. from endwall: not in 4.50 Wgt: 16.8 lbs Bearing B requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.16 Chords Tens.Comp. Chords Tens. Comp. Lumber A - B 39 0 B - C 45 89 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Maximum Bot Chord Forces Per Ply (Ibs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use purlins B - D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 48 0.15 4.12 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI -1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav 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 Feld # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -I. Convnnht n 201E A.1 Roof Tni-es – Ranrodnrtino of This docmm,nt in onv fnnn. 1 nrohihit.d Wth-1 tha wnttnn nnnni-i- of A-1 Roof To—, Job Truss Truss Type QtyPly 07/13/2020 ARMSCM1560BIL J5B JACK 1 11 3437 T 6"5 1 3X4(B1) n. SEAT PLATE REQ. F 4r7"12 _ 1 0 r N Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA A 181 /- /- /106 /40 /119 BCDL: 7.00 Risk Category: 11 FT/RT:10(0)/10(10) HORZ(LL): -0.005 B C 76 /- /- /37 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.007 C B 133 /- /- /81 /114 /- Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 sf p Max TC CSI: 0.372 A Brg Width = 3.8 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf C Brg Width = 1.5 Min Req = - Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.210 B Brg Width = 1.5 Min Req = - C&C Dist a: 3.00 it Max Web CSI: 0.000 Bearing A is a rigid surface. Loc. from endwall: not in 4.50 Wgt: 15.4 lbs Bearing A requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.16 Chords Tens.Comp. Lumber A - B 59 -111 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Maximum Bot Chord Forces Per Ply (Ibs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use puriins A - C 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 54 0.09 4.65 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI -1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pfanav 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. (:nnvdnht [) 2016 A-1 Ronf Tni- e – Re—nduntinn of (hit domino—t. in anv form it nrnhihilnd vAihrnd 1ha vfit(nn nermissinn of A-1 Rnof Tmcsat ARMSCM1560Bl L J5P T SEAT PLATE REQ. �- - VY9 { 5' JACK 2493 Loading Criteria (psi) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/deft L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA B 299 /_ /_ /276 /114 /161 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.004 D D 77 !- /- /110 /58 A EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.008 D C 127 /- A /81 /105 A Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 psi Max TC CSI: 0.331 B Br Width = 8.0 Min Re 1.5 Load Duration: 1.25 BCDL: 4.2 psf " Max BC CSI: 0.279 9 q _ - D Brg Width = 1.5 Min Req Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2 g C Brg Width = 1.5 Min Req = - C&C Dist a: 3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc. from endwall: not in 4.50 Wgt: 18.2 lbs Bearing B requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.16 I Chords Tens.Comp. Chords Tens. Comp. Lumber A - B 39 0 B - C 57 -118 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Maximum Bot Chord Forces Per Ply (lbs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use purlins B - D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 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. Left bottom chord exposed to wind. "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. verify design parameters and read notes on this Truss Design Drawing (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 Ierms are as defined in TPI -i. r; n.ht n 2016 A-1 Rnnf T.,..,-- Rnnrnnnnlinn of thiq nn—entin anv fnnn. is nn fiffi nn jithn t tht. wnHen nnnnicsinn of A-1 Rnnf Tnictac Job Truss Truss Type Qty I Ply 07/13/2020 ARMSCM1560B1L J6 JACK 1 1 2539 9 � ri C i- 1-5"9 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: B Kzt: NA Des Ld: 37.00 Mean Height: 25.00 It 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 it 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 66 0.15 5.62 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. SEAT PLATE REQ. Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. 57"7 _ I Defl/CSI Criteria PP Deflection in loc L/deft L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.007 D HORZ(TL): 0.012 D Creep Factor: 2.0 Max TC CSI: 0.417 Max BC CSI: 0.281 Max Web CSI: 0.000 Wgt: 19.6 Ibs VIEW Ver: 19.01.00A.0618.16 011 r Q M A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw /U / RL B 321 /- /- /226 /111 /177 D 88 /- / Al I- C 146 /- /- /87 /122 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -B 39 0 B -C 65 -118 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 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 -I. Cnnvdnht 02otfi A-1 Roof T.i .PG– Re r dimtion of this dmurnnnt in anv form, is ornhinirnd vAthnut ihe. viritinn nvnniss on of A-1 Roof T—nn Job Truss IARMSCM1560BlL J7 f Truss Type EJAC Qty Ply 07/13/2020 9 1 C SEAT PLATE REQ. 1'5"9 1 7t 2602 Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/deft L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA B 371 /- /- /254 /122 /213 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.014 D D 111 /- /- /54 /- /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.027 D C 186 /- /- /112 /155 /- Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 sf p Max TC CSI: 0704 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf . Max BC CSI: 0.449 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C Brg Width = 1.5 Min Req = - C&C Dist a: 3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc. from endwall: not in 4.50 Wgt: 23.8 lbs Bearing B requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.16 Chords Tens.Comp. Chords Tens. Comp. Lumber A - B 39 0 B - C 83 -138 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Maximum Bot Chord Forces Per Ply (Ibs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use purlins B - D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 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 **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. Cnn mht n 2n1 A-1 Rnnf Tnitcec - Rnnrndndinn of thia H.-mnnf in nnv fnnn. ix nrnhihit,d wifhnnf thn wdffnn -mi-inn of A-1 Rnnf Tru— JobI russ ARMSCM1560BlL J7C 4 L Iruss lype EJAC Qry I rly 6 1 .7 SEAT PLATE REQ. �--- 1'5"9 --- — 27"10 i 4'4"6 —=j 7' U I/ 113/ZULU 3368 Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.120 F 684 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.222 F 370 240 B 371 /- /- /254 1122 /213 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.050 G - - E 107 /- /- /54 /1 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.092 G D 184 /- /- /112 /150 /- Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.669 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf E Erg Width = 1.5 Min Req = - Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.418 D Erg Width = 1.5 Min Req = - C&C Dist a: 3.00 ft Max Web CSI: 0.206 Bearing B is a rigid surface. Loc. from endwall: not in 9.00 f Wgt: 28.0 lbs Bearing B requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.16 Chords Tens.Comp. Chords Tens. Comp. Lumber A -B 39 0 C -D 82 -130 Top chord 2x4 SP #2 B - C 0 -213 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Plating Notes Chords Tens.Comp. Chords Tens, Comp. All plates are 1.5X3 except as noted. B - F 98 -107 G - E 0 0 C - G 106 -89 Purlins In lieu of structural panels or rigid ceiling use purlins Maximum Web Farces Per Ply {Ibs) to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Webs Tens.Comp. BC 30 0.15 2.49 G - F 51 21 BC 66 2.49 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design -WARNING"' Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional 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 Sl. 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 etherise 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 nvnnht 0 2016 A.1 Rnnf Tni- -e - Rnnmrinntien nr thix rfnnimnntin anv form. is omhihited without the wnttnn n..—i.-ien of A-1 Rnnf T.,-...., Job Truss ARMSCM1560B1L RP Truss Type EJAC Qty Ply 07/13/2020 5 1 C SEAT PLATE REQ. E-- 1'5"9 1 7' 2496 Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/deft L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA B 371 /- /- /343 /135 /213 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.014 D D 111 /- /- /161 /86 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.027 D C 186 /- /- /121 1152 /- Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 sf p Max TC CSI: 0704 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf . Max BC CSI: 0.594 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C Brg Width = 1.5 Min Req = - C&C Dist a: 3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc. from endwall: not in 4.50 Wgt: 23.8 lbs Bearing B requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.16 Chords Tens.Comp. Chords Tens. Comp. Lumber A - B 39 0 B - C 83 154 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Maximum Bot Chord Forces Per Ply (Ibs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use purlins B - D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.15 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' fonn. 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, C—rinht n 2016 A-1 Rnnf Tnta – R.nrnd—Aran of thic dnr rn-1. in anv fnrm. i[ nrnhihifed withnid the wdden nermi-inn of A-1 Rnnf Tn,c Job I russ I I rubs I We ARMSCM1560BlL VM01 VAL ,,Qky I rly 1 1 1 5°i 313"9 + 2'0"1 _� 610"9 57"l X111 )E u// I.]/Lulu 2584 Loading Criteria (psr) Wind Criteria Code / Mise Criteria Defl/CSI Criteria A Maximum Reactions (lbs), or *=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/deft L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.070 B 987 360 Loc R+ / R- ! Rh / Rw /U / RL E* 76 /- !- /40 /16 /10 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.133 B 519 240 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.027 B - - Wind reactions based on MWFRS EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.052 B E Big Width = 70.6 Min Req = - Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2.0 Bearing A is id surface. 9 a rigid NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.379 Maximum Top Chord Forces Per Ply (lbs) Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.357 Chords Tens.Comp. Chords Tens. Comp. Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Max Web CSI: 0.278 A - B 35 -109 B - C 54 -47 Loc. from endwall: not in 9.00 Wgt: 21.0 lbs GCpi: 0.18 1 Maximum Bot Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.16 Chords Tens.Comp. Lumber A - D 83 -2 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Maximum Web Forces Per Ply (Ibs) Webs 2x4 SP #3 Webs Tens.Comp. Purlins C -D 195 -149 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 3.88 5.88 BC 71 0.00 5.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. —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 Pierre, 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 t7 201R A.1 Roof To--- Renrndiiolion of Ihm doon—t in anv In— is nrohibitod,01,nut 1he written nanni-lon of A-1 Roof Tnlsses Job ARMSCM1560BlL Truss Truss Type VM02 VAL F 15 7'3"10 Qty Ply 07/13/2020 1 1 C i 7'10"9 1 E- —510"4 Fi1V'13—� 117A 1 1 2581 Loading Criteria (psf) Wind Criteria Code / Misc Criteria DefI/CSI Criteria ♦ Maximum Reactions (lbs), or *=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/deft L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.032 C 999 360 Loc R+ / R- / Rh / Rw /U / RL F* 76 /- /- /46 /15 /17 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): -0.062 C 999 240 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): -0.023 C - - Wind reactions based on MWFRS EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.043 C F Brg Width = 94.6 Min Req = - Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor: 2.0 Bearin A is a rigid surface. 9 9 NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.365 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.25 BCDL: 4.2 psf Max BC GSI: 0.304 Chords Tens.Comp. Chords Tens. Comp. Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h A - B 71 -187 B - C 0 -48 C&C Dist a: 3.00 ft Max Web CSI: 0.140 Loc. from endwall: not in 9.00 Wgt: 28.0 Ibs GCpi: 0.18 Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver: 19.01.00A.0618.16 Wind Duration: 1.60 Chords Tens.Comp. Chords Tens. Comp. Lumber A - E 224 -40 E - D 226 -44 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Purlins B - E 348 -285 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 7.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI -1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kdstam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI -1. The approval of the TDD and any field # 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 0 2016 A-1 Rnnf Tni..,-- Rnnrndnntinn of thi., dnraimnnt in nnv fnnn. m nrnhihitnd withnni thn wntlnn nnnnisninn of A-1 Rnnf T ­nn Job ARMSCM1560B1 L Truss Truss Type QtyPly 07/13/2020 VM03 VAL 1 11 9'3"10 - =j r• —era 9,10„9 1 �- &10"4 `t- 4'0"5 --� Loading Criteria (pst) Wind Criteria Code / Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: it FT/RT:10(0)/10(10) EXP: B Kzt: NA Plate Type(s): Des Ld: 37.00 Mean Height: 25.00 ft WAVE NCBCLL: 10.00 TCDL: 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: 3.00 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.025 E 999 36( VERT(CL): 0.048 E 999 24( HORZ(LL): 0.007 E - - HORZ(TL): 0.013 E Creep Factor: 2.0 Max TC CSI: 0.409 Max BC CSI: 0.281 Max Web CSI: 0.092 2578 A Maximum Reactions (lbs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw /U / RL F` 76 P /- /46 /16 /17 Wind reactions based on MWFRS F Brg Width = 118 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 76 -233 B - C 36 -77 Wgt: 40.6 Ibs Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver: 19.01.00A.0618.16 Chords Tens.Comp. Chords Tens. Comp. A - E 258 -52 E - D 265 -56 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - E 310 -353 C - D 128 -80 **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. (:nnvnnhf n 2f116 A-1 Rnnf Tnissr_s — RPnrndunlinn of this dnemm�nf in anv form. is nrnhihiled without fha wrihnn nnrtnixsinn nt A-1 Rnnf T........ Job Truss Truss Type ARMSCM1560B1L VM04 VAL -ea Qty I Ply 07/13/2020 11'3"10 r i 5'10"4 6'0"5 �{ Loading Criteria (psf) Wind Criteria Code / Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) EXP: B Kzt: NA Plate Type(s): Des Ld: 37.00 Mean Height: 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: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 11.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Defl/CSI Criteria PP Deflection in loc L/deft L/# VERT(LL): 0.020 E 999 36( VERT(CL): 0.039 E 999 24( HORZ(LL): 0.005 E - - HORZ(TL): 0.010 E Creep Factor: 2.0 Max TC CSI: 0.614 Max BC CSI: 0.349 Max Web CSI: 0.105 1 2575 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL F* 76 /- /- /47 /16 /17 Wind reactions based on MWFRS F Brg Width = 142 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A - B 89 -284 B - C 64 -110 Wgt: 47.6 lbs Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver: 19.01.00A.0618.16 Chords Tens.Comp. Chords Tens. Comp. A - E 296 -63 E - D 305 -68 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - E 353 -430 C - D 180 -144 **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. (:onvnnht n 2016 AA Rnnf Tnt ev – Renrndnntinn of this room nt in aov fortem omhihnod without the written nenni-m of A-1 Roof Tojc ., -4 Amm Jwwmml� : ANWOMMM Omanw A-1 ROOF TRUSSES 4.451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TYPICAL HIP / KING JACK CONNECTION I STDTL01 MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. Attach King Jack w/ (3) 16d Toe ,Nails @ TC & BC Attach Corner Jack's Attach End Jack's I X w/ (2) 16d Toe Nails @ TC & w/ (4) 16d Toe Nails @ TC < BC (Typ) & (3) 16d Toe Nails @ BC CD -1 r1- cm ttach Corner Jack's (/ (2) 16d Toe Nails @ TC & BC (Typ) Rama Pranav Krislam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, Fl- 34946 I FEBRUARY 17, 2017 ALTERNATE GABLE END BRACING DETAIL STDTL03 In A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD, FORT PIERCE, FL 34946 7721409.10110 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 1'-3'MAX. DIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES 0 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 END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' X 3') NAILS SPACED 6' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). STRUCTURAL GABLE TRUSS 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 URAL TRUSS :Tttn 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 Kdstam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 i 12/23/19 PIGGY- BACK TRUSS STDTL04.1 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD, FORT PIERCE, FL 34946 772-409-9010 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 MOOD SCAB: 2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0" O.C. w/6 (EACH) l Old 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 Krislam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 JUILY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 4.5' SDS25412 SIMPSON OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL "A". 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. TRUSS, OR GIRDER TRUSS BASE TRUSSES -C CIVu, UUIvw UIV 3S, OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05:146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24" O.C. (BASE AND VALLEY) SYP TO THE ROOF W/ TWO MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. SIMPSON SDS25412 (1/4" X 4.5') OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 vwffllwllrl-1 : i• SECURE W/( VALLEY TRUSS (TYPICAL) —v I) 11'71, 11 1� II II II BASE Tii SSES II 11 1 V L 1 1"11 L M (NO SHEATHING) N.T.S. GABLE END, COMMON TRUSS, OR GIRDER VALLEY TRUSS TRUSS P 12 (TYPICAL) SEE DETAIL "A" BELOW (TYP.) WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05:146 MPH GENERAL SPECIFICATIONS: WIND DESIGN PER ASCE 7-10: 170 MPH 1. NAIL SIZE= 3" X 0.131" = 10d Mosm ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 2. WOOD SCREW = 3" SDS25300 SIMPSON OR EQUIVALENT. amom 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL WIND DURATION OF LOAD INCREASE: 1.60 „A„ MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF W/ TWO 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN SIMPSON SDS25300 (1/4" X 3") MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. DRAWINGS. A96#m"" SCREWS INTO EACH BASE 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TRUSS. 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 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. FORT PIERCE, FL 34946 TRUSS, OR GIRDER 772-409-1010 TRUSS SECURE W/( VALLEY TRUSS (TYPICAL) —v I) 11'71, 11 1� II II II BASE Tii SSES II 11 1 V L 1 1"11 L M (NO SHEATHING) N.T.S. GABLE END, COMMON TRUSS, OR GIRDER VALLEY TRUSS TRUSS P 12 (TYPICAL) SEE DETAIL "A" BELOW (TYP.) Rama Pranav Kristen P.E. # 88906 4451 St. Lucie Blvd. Suite 201 Fort Pierce, FL 34946 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 Kristen P.E. # 88906 4451 St. Lucie Blvd. Suite 201 Fort Pierce, FL 34946 JULY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD, FORT PIERCE, FL 34946 772-409-1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7-1 WIND DESIGN PER ASCE 7-10: 170 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 VA SUPPORTING TRUSSES DIRECTLY UNG— —1— � . —.... I—. I — DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'- 10" ON AFFECTED TOP CHORDS. (HIGH WIND VELOCITY) - I STDTL07 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. NON -BEVELED BOTTOM CHORD CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH CLIP MUST BE APPLIE THIS FACE WHEN I EXCEEDS 6/12 (MAX 12/12 P Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 17, 2017 ( 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/lOd NAILS, 6' O.C. VERI STUD SECTION B -B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' D.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 Q VARIES TO COMMON TRUSS 3X4 = v DIAGONAL BRACING L - BRACING REFER REFER TO SECTION A -A TO SECTION B -B 24' MAX. NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT SLOG. 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 10d NAILS SPACED 6' O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4'-0'D.C. S. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) GA LE STUD DEFLECTION MEETS OR EXCEEEDS L/240 VERTICAL 2X6 SP OR SPF STUD #2 DIAGONAL (2) DIAGONAL BRACES AT 1/3 POINTS BRACE (4) - 16d 3-8-10 NAILS 16d NAILS 11-1-13 SPACED G' O.C. (2) lOd NAILS 3.3.10 INTO 2X6 2X6 SP OR 9-10.15 SPF #2 2X4 SP OR 2.8-6 SPF #2 TYPICAL HORIZONTAL 8-1-2 BRACE NAILED TO 12" O.C. 2X4 VERTICALS SECTION A -A W/(4) - 10d NAILS PROVIDE 2X4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) Bd NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STD SPF BLOCK 12' MAX. T" 1. B DIAG. BRACE B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. AT 1/3 POINTS 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE IF NEEDED TRUSSES. 10. 10d AND 16d NAILS ARE 0.131'X3.0' AND 0.131'X3.5' COMMON WIRE NAILS RESPECTIVELY. 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 DIAGONAL L - BRACE BRACE MAXIMUM STUD LENGTH (2) DIAGONAL BRACES AT 1/3 POINTS 2X4SP#31STUD 12" O.C* 3-8-10 5-6-11 6.6-11 11-1-13 2X4 SP #3 /STUD 1 16" O.C. 3.3.10 4-9-12 6-6.11 9-10.15 2X4 SP 43 / STUD 24" O.C. 2.8-6 3.11-3 5.4-12 8-1-2 2X4 SP #2 12" O.C. 3.10-15 5.6-11 6.6-11 11.8-14 2X4 SP #2 16" O.C. 3.6.11 4.9-12 6-6-11 10-8-0 2X4 SP#2 24" O.C. 3.1-4 3.11-3 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. O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER 90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS. ROOF SHEATHING (2) - 10d NAILS TRUSSES @ 24' O.C. 2X6 DIAGONAL BRACE SPACED 48' D.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL Rama Pranav Krislam, P.E. # 88906 4451 St. Lucia Blvd, Suite 201 Fort Pierce, FL 34946 1 FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 a WITH 2X BRACE ONLY 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 2XB 1Od 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 2XB 2X8 T -BRACE 2X8 I -BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T -BRACE 2X4 I -BRACE 2X6 2X6 T -BRACE 2X6 I -BRACE 2X8 2X8 T -BRACE 2X8 I -BRACE T -BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS i .011 -Alm 1( NAILS WEB SECTION D E T A I L S_ma Pranav Kdstam, P.E. #t 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG "STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE _....... __...., TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34948 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772-409-1010 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. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d TO TOP CHORD NAILS (0.131' X 3') NAILS (0.131' X 3'). ATTACH TO VERTICAL WITH (N IBLS (0.1313)X 3') BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING -J L ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - 10d TO BOTTOM CHORD NAILS (0.131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TDP AND BOTTOM CHORD WITH (2) - lOd NAILS (0.131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0.131' X 3') TRUSS 2X6 r 4' -(TYPICAL SPLICE) WALL STRONGBACK (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' DIA.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) Rama Pranav Kristam, P.E. 488906 4451 St. Lucie Blvd, Suite 201 I FEBRUARY 17, 2017 LATERAL TOE -NAIL DETAIL NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45° WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL ...................... BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. A-1 ROOF TRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO 4451 ST. LUCIE BLVD. SPECIES FOR MEMBERS OF DIFFERENT SPECIES. FORT PIERCE, FL 34946 772A09-1010 TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF -S .131 88.0 80.6 69.9 68.4 59.7 o .135 93.5 85.6 74.2 72.6 63.4 J in .162 108.8 99.6 86.4 84.5 73.8 .128 74.2 67.9 58.9 57.6 50.3 .131 75.9 69.5 60.3 59.0 51.1 p J N .148 81.4 74.5 64.6 63.2 52.5 ri VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO 60° 45.00° ANGLE MAY VARY FROM 30° TO 60° STDTL11 THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS -i NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE --I NEAR SIDE NEAR SIDE 45.00° SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 3D° TO 60° 45.00° P.E. # 88906 4451 St, Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL 1 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 LD .131 59 46 32 30 20 z O J .135 60 48 33 30 20 a 162 72 58 39 37 25 J 7:: CD .128 54 42 28 27 19 F— z LD z O J .131 55 43 29 28 19 W .148 62 48 34 31 21 —I "L0 J N Q � Z .120 51 39 27 26 17 O z .128 49 38 26 25 17 O .131 51 39 27 26 17 J O .148 57 44 31 28 20 N} 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) = 14B LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. #00 USE (3) TOE—NAILS ON 2X4 BEARING WALL *00 USE (4) TOE—NAILS ON 2X6 BEARING WALL NEAR SIDE FAR 5'. ID TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY IL NAIL NAIL Rama Pranav Kristam, P.E. SIDE VIEW END VIEW #x8966 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 rE6ROARY 5, 2016 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TYP W NAILER ATTACHMENT I STDTL13 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. lffik � Rama Pranav Kristam, P.E. 488906 4451 St. Lucie Blvd, Suite 201 April 11, 2016TYPICAL ALTERNATE BRACING DETAIL STDTL14 I FO EXTERIOR FLAT GIRDER TRUSS I A-1 ROOF TRUSSES 4451 ST. LUCIE BLVO FORT PIERCE, FL 34946 772-409-1010 aml 12 VARIES MAX 3011(21-611) 2x6 #2 SP (Both Faces) 24" O.C. SIMPSON H5 Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd. Suite 201 Fort Pierce, FL 34946 �FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES A1 ROOF TRUSSES 4451 ST, LUCIE BLVD, FORT PIERCE, FL 34946 772-409.1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK * X (INCHES) MAXIMUM FORCE (LBS) 157 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 31B7 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 fib 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 2X41 THREE ROWS FOR 2X6) SPACED 4' D.C. AS SHOWN (.131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' 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 """ , I - � - I-' �;." �--' � �. • 10d NAILS NEARSIDE + 10d NAILS FAR SIDE V\1\4 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 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. Rama Pranav Kdstam, P.E. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2Xo ORIENTATION ONLY. #88906 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. 4451 St. Lucie Blvd, Suite 201 FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTL16 A-1 ROOF TRUSSES 4451 ST, LUCIE BLVD. FORT PIERCE, FL 94948 772-A09-1090 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. THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' D.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TDP 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 Krislam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201