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HomeMy WebLinkAboutTruss Engineering4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946... PH: 772-409-1010 FX: 772-409-1015 Juno uu,,ad www.AlTruss.com OZOZ 1 j0 TRUSS ENGINEERING BUILDER: PROJECT: COUNTY: LOT/BLK/MODEL: JOBM M A S T E R M HABITAT SLC . 8403 COQUINAAVE ST LUCI E 8403 COQUINAAVE CHHS10328 OPTIONS: NO OPTIONS Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. RE: Job 88836 , JOB #88836 A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: HABITAT ST. LUCIE COUNTY Project Name: 8403 COQUINA AVE Lot/Block: Model: Address: 8403 COQUINA AVE, FORT PIERCE, FL. 34951vision: City: County: EXEMPT State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC 7th Ed. 2020 Res. / TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-16 Wind Speed: 160 Roof Load: 40.0 psf Floor Load: 0.0 psf This package includes 23 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seq # Truss Name Date No. Seq # Truss Name Date No. Seq # Truss Name Date 1 2660 A01 9/27/21 13 2685 CO 9/27/21 25 STDL02 STD. DETAIL 9/27/21 2 2666 A02 9/27/21 14 2655 HJ7 9/27/21 26 STDL03 STD. DETAIL 9/27/21 3 2671 A03 9/27/21 15 2705 HJ7P 9127/21 27 STDL04 STD. DETAIL 9/27121 4 2676 A04 9/27121 16 2650 A 9127/21 28 STDL05 STD. DETAIL 9/27/21 5 2638 A05 9127121 17 2702 J1P 9/27/21 29 STDL06 STD. DETAIL 9/27/21 6 2649 A06 9/27/21 18 2647 J3 9/27/21 30 STDL07 STD. DETAIL 9/27121 7 2728 A07 9/27/21 19 2699 J3P 9/27/21 31 STDL08 STD. DETAIL 9/27/21 8 12723 A08 9/27/21 20 12644 J5 9/27/21 32 STDL09 STD. DETAIL 9127/21 9 2711 B01 6/27121 21 2696 J5P 9/27/21 33 STDL10 STD. DETAIL 9/27/21 10 2718 B02 9/27/21 22 2641 J7 9/27/21 34 STDL11 ' STD. DETAIL 9/27/21 11 2708 1 C01 9/27/21 23 2693 1 J7P 9/27/21 35 STDL12 STD. DETAIL 9/27/21 12 2690 1 CO2 9/27/21 24 STDL01 I STD.. DETAIL 9127/21 36 STDL13 I STD. DETAIL 9/27/21 I he truss drawing(s) reterenced nave been prepared byPJpine Engineered Products, Inc. under my direct supervision based on the parameters provided byA 1 RoofTrusses, Ltd. Truss Design Engineers Name: Ryan Bays My license renewal date for the state of Florida is February 28,2023. NOTE -The seal on these drawings indicate acceptance of professional engineering responsibility soleyforthe truss components shown. The suitability and use of components forany particularbuilding is the responsibility of the building designer, perANSVrPl-1 Sec.2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction / documents (also referred to at times as'Structural Engineering Documents) provided bythe BulrJfig Designer indicating the nature and characterofthe work !! The design criteria therein have been transferred to Ryan Bays PE by [Al Roof Trusses orspecitiic location]. These TDDs (also referred to attunes as'Structural Delegated' Engineering Documents) are specialty structural component designs and may be part of the pro 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 forthedesign of the single Truss depicted on the TDD only. The Building Designer is responsible forand shall coordinate and review the TDDs for ................. compatibility with theirwritten engineering requirements. Please review all TDDs and all related notes. 13 Ryan Bays, P.E. 4451 St Lucie Blvd. Suite 201 Fort Pierce, FL 34946 Byars M Bays 15:55:59."00' Page 1 of 2 Job: Truss CHHS10328 A01 io =3; N � a-1Tc i T Truss type HIPS 258# 189# g1 189# i 189#i i 18 Cary my uU1Zf1LU141 2 Seal #: 2660 189# 189# 258# i i 1 -- TO-318" =j III1.5X3 =3X10 =H0308 1111.5X3 T SEAT PLATE REQ. SEAT PLATE REQ. 28' H H �- 7'0-3/8" ZO-3/8" 2 2 V10-1/2" 2, 2, 2'0-318" 125E F 1� 149 492# 125# 125# 125# Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld. 40.00 Mean Height: 15.00 ft NCBCLL: 0.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; T2 2x4 SP M-30; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25) TC: From 61 plf at -1.00 to 61 plf at 7.00 TC: From 31 plf at 7.00 to 31 plf at 21.00 TC: From 61 plf at 21.00 to 61 plf at 29.00 BC: From 20 plf at 0.00 to 20 plf at 7.03 BC: From 10 plf at 7.03 to 10 plf at 20.97 BC: From 20 plf at 20.97 to 20 plf at 28.00 TC: 258 lb Conc. Load at 7.03,20.97 TC: 189 lb Conc. Load at 9.06,11.06,13.06,14.94 16.94,18.94 BC: 492 lb Conc. Load at 7.03,20.97 BC: 125 lb Conc. Load at 9.06,11.06,13.06,14.94 16.94,18.94 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 21.00 BC 112 0.15 27.85 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.304 D 999 360 Loc R+ / R- / Rh / Rw / U / RL B 2605 /- /- /- /1089 /- Lu: NA Cs: NA VERT(CL): 0.607 D 548 240 Snow Duration: NA HORZ(LL): 0.061 F - - F 2605 A /- /- /1089 /- HORZ(TL): 0.122 F - - Creep Factor: 2.0 Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.682 F Brg Width = 7.6 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.976 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Rep Fac: No Max Web CST: 0.450 FT/RT:10(0)/10(10) Weight: 238.0 Ibs Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): VIEW Ver: 21.01.01A.0521.20 A- B 10 -7 D - E 1839 -4448 B: C 1451 -3517 E - F 1451 -3518 WAVE HS Wind C - D 1839 -4448 F - G 10 -7 Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 3307 -1358 1- H 3329 -1359 K - J 3329 -1359 H - F 3308 -1358 J -1 3329 -1359 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 354 -21 J - E 1180 -506 C - J 1181 -506 H - E 354 -21 D - J 354 -481 -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 Ryan Bays, 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 # 91231 use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. Ali 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 d.ht Q 2016 A-1 Rnnf Tni. sav - R"nrMnNinn of this dnntmant. in anv in=. Lc nmhihitad withrnR the written nennicdnn of A-1 Rnnf Tn,-. Job: Truss Truss Type Qty Ply 09/27/2021 _= CHHS10328 A02 I HIPS I 1 I 1 Seal #: 2666 AA_ fl A c) =4: 1 -,m, SEAT PLATE REQ. H 9' 10, =3X4 =3X6 =3X4 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Fig: NA Ct: NA CAT: NA TCDL: 10.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fee: Yes Loc. from endwall: not in 9.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 1A tA,rC Lumber Top chord: 2x4 SP M-30; T2 2x4 SP #2; Bot chord: 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) TC 24 9.00 19.00 BC 89 0.15 27.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 28' 9' SEAT PLATE REQ. H Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.148 D 999 360 Loc R+ / R- / Rh / Rw / L1 / RL VERT(CL): 0.295 D 999 240 B 1196 /- /- /737 /496 /124 HORZ(LL): 0.043 F - - F 1196 /- /- /737 /496 /- HORZ(TL): 0.086 F - - Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 7.6 Min Req = 1.5 Max TC CSI: 0.685 F Brg Width = 7.6 Min Req = 1.5 Max BC CSI: 0.971 Bearings B & F are a rigid surface. Max Web CSI: 0.160 Bearings B & F require a seat plate. Weight: 112.0 Ibs Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 21.01.01A.0521.20 A - B 19 0 D - E 2126 -2384 B - C 2129 -2555 E - F 2129 -2555 C- D 2126 -2384 F- G 19 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 2353 -1872 1 - H 2544 -2181 J -1 2544 - 2181 H - F 2353 -1876 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - J 420 -177 D - H 501 -193 J - D 501 -193 H - E 420 -177 **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 (.a. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerinc 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 Ryan Bays, 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 # 91231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvdnht Q 2f11fi A-1 Rnnf Tnreses - RPnrMnnlim of this Annrment, in anv form. Ls nmhihired withrnrt tha written nenNssinn of A-1 Rnnf lrn—s. Job: Truss CHHS10328 A03 t russ I ype uty 1 rty HIPS 1 1 Utf/L IF rLUL 1 Seal #: 2671 T m 1 atTs• SEAT PLATE REQ. H 11' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 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) TC 24 11.00 17.00 BC 84 0.15 27.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 6' 111' =5X6 =3X4=4X6=3X8 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA ding Code: : 7th Ed. 2020 Res. Std: 2014 Fac: Yes 2T:10(0)/10(10) 9 Type(s): 28' Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.149 1 999 360 VERT(CL): 0.298 1 999 240 HORZ(LL): 0.045 G - - HORZ(TL): 0.089 G - Creep Factor. 2.0 Max TC CSI: 0.445 Max BC CSI: 0.959 Max Web CSI: 0.406 Weiaht: 124.6 Ibs Ver: 21.01.01 A.052120 T A 1 SEAT PLATE REQ. H ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1196 /- /- 1742 /495 /146 G 1196 /- /- /742 /495 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 G Brg Width = 7.6 Min Req = 1.5 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 19 0 E-F 1753 -2221 B - C 2119 -2748 F - G 2120 -2746 C- D 1758 -2232 G- H 19 0 D - E 1737 -2070 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2572 -1903 J -1 2067 -1452 K - J 2067 -1452 I - G 2571 -1908 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 475 -532 I - E 415 -79 D - K 413 -69 1- F 479 -540 D -1 164 -158 "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 Ryan Bays, 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 # 91231 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. Luele 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. Cn-Mlit Q 2016 A-1 Rnnf Tnhecrs — Ran dadinn of this dnmmant. in am fnrm, is nmhibited without the writtan nehmissinn of A-1 Rnof Tnhxsac. Job: Truss Truss Type Qty Ply 09/27/2021 = CHHS10328 I A04 I HIPS 1 1 I Seal #: 2676 ,%'_ k. , li SEAT PLATE REQ. H 13' i2' -1- 13' =5X6 =5X6 D E 1111.5X3 =3X4=3X4=4X6 III1.5X3 28' SEAT PLATE REQ. H Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Fig: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.161 K 999 360 Lac R+ / R- / Rh / Rw / Ll / RL B 1196 /- /- [742 /494 /168 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.320 K 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.054 G - - G 1196 /- /- /742 /494 /- EXP: C Kzt: NA Des Ld. 40.00 Mean Height: 15.00 ft HORZ(TL): 0.108 G - - Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 psf Building Code: Creep Factor. 2.0 B Brg Width = 7.6 Min Req = 1.5 Soffit: 0.00 BCDL: &0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.676 G Brg Width = 7.6 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.970 Bearings B & G area rigid surface. Spacing: 24.0 " C&C Dist a: 3.00 ft Re Fac: Yes P Max Web CSI: 0.631 Bearings B & G require a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:10(0)/10(10) Weight: 126.0 Ibs Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver• 21.01 01A 052120 A - B 19 0 E - F 1383 -1945 Wind Duration: 1.60 WAVE Lumber B - C 1742 -2696 F - G 1742 -2696 Top chord: 2x4 SP #2; C- D 1383 -1945 G- H 19 0 Bot chord: 2x4 SP #2; D - E 1357 -1786 Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Purlins Chords Tens.Comp. Chords Tens. Comp. In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: B - M 2501 -1529 K - J 2495 -1535 Chord Spacing(in oc) Start(ft) End(ft) M - L 2501 2495 -1-153531 J - I 2495 -1535 TC 24 13.00 15.00 L - K I - G 2501 -1533 BC 70 0.15 27.85 Apply purlins to any chords above or below fillers Maximum Web Forces Per Ply (Ibs) at 24" OC unless shown otherwise above. Webs Tens.Comp. Webs Tens. Comp. Wind M- C 273 0 E- K 393 -201 Wind loads based on MWFRS with additional C&C C - L 556 -840 K - F 556 -839 member design. D - L 393 -201 F - I 273 0 Wind loading based on both gable and hip roof types. -WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, 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 # 91231 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. Cnnvdnht A 2016 A-1 Rnnf Tniccr_c — R.—d-Im of thic dnn—M, in env form. is nmhWOM without thn wdnrn nr rtni. Unn of A-1 Rnnf Tnr. cea. Job: CHHS10328 Truss A05 Truss Type COMN Qty I Ply 09/27/2021 13 1 Seal #: 2638 A v =4: 1 375176' � SEAT PLATE REQ. N ling Criteria (psf) Wind Criteria L: 20.00 Wind Std: ASCE 7-16 L: 10.00 Speed: 160 mph L: 0.00 Enclosure: Closed iL: 10.00 Risk Category: II EXP: C Kzt: NA Ld: 40.00 Mean Height: 15.00 ft �CLL: 10.00 TCDL: 5.0 psf t: 0.00 BCDL: 5.0 psf i Duration: 1.25 MWFRS Parallel Dist: h to 2h :ing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft 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 100 0.15 27.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 14' 14' D=4X4 =3X4 =3X6 =3X4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): 28' 11 m A rn A2' 1 SEAT PLATE RED. PL1 Deft/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.157 D 999 360 Loc R+ / R- / Rh / Rw / Ll / RL B 1196 /- /- /739 /254 /179 VERT(CL): 0.314 D 999 240 HORZ(LL): 0.049 F - - F 1196 /- /- [739 /254 /- HORZ(TL): 0.097 F - - Wind reactions based on MWFRS Creep Factor. 2.0 B Brg Width = 7.6 Min Req = 1.5 Max TC CSI: 0.655 F Brg Width = 7.6 Min Req = 1.5 Max BC CSI: 0.987 Bearings B & F are a rigid surface. Max Web CSI: 0.298 Bearings B & F require a seat plate. Weight: 114.8 Ibs Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 21.01.01A.0521.20 A: B 19 0 D - E 1473 -2358 13- C 1641 -2669 E - F 1641 -2669 C- D 1473 -2357 F- G 19 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 2480 -1436 1- H 1676 - 871 J -1 1676 - 871 H - F 2480 -1440 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - J 475 -458 D - H 728 - 366 J - D 727 -366 H - E 475 -458 "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 Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field 491231 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 Lurie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvrinht Q 2016 A-1 Rnnf Tnrsses - Renmdurlinn of this dnai t. in anw fnrm. is nrohihitrd Wthn t thn wretnn nenniccinn of A-1 Rnof Tn­ Job: CHHS10328 Truss A06 Truss Type COMN Qlly I Ply 09/27/2021 3 1 I Seal #: 2649 li =2 14' D=4X4 =3X4=3X6=3X8 SEAT PLATE REQ. k 16'11-13/16" Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA NCBCLL: mob TCDL: 5.0 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 It Rep Fac: Yes Loc. from endwall: not in 9.00 It FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 IWAVE 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 0.15 27.85 Apply purlins to any chords above or below fillers at 24" CIC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. SEAT PLATE REQ. 28' Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.040 G 999 360 VERT(CL): 0.091 G 999 240 HCRZ(LL): 0.012 B - - HCRZ(TL): 0.028 G - Creep Factor. 2.0 Max TC CSI: 0.645 Max BC CSI: 0.830 Max Web CSI: 0.862 Weight: 120.4 lbs VIEW Ver: 21.01.01A.0521.20 14' SEAT PLATE REQ. 11'0-3/16" H ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /L1 /RL B 666 /- /- /469 /146 /179 1 1402 /- /- [726 1275 /- G 407 A A /322 /117 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 1 Brg Width = 7.6 Min Req = 1.7 G Brg Width = 7.6 Min Req = 1.5 Bearings B, I, & G are a rigid surface. Bearings B, I, & G require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 19 0 E- F 484 - 264 B - C 593 -1092 F - G 204 - 277 C-D 739 -1077 G-H 19 0 D - E 486 -182 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. B - K 985 -442 J -1 174 -76 K - J 174 -76 I - G 224 -162 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 511 -481 1 - E 253 -188 K - D 1089 -728 1 - F 483 -547 D -1 598 -866 "WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise staled on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, 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 # 91231 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. Cnnvdoht Q 201a A-1 Roof Tnrcae.¢ — Renrndurlinn of thk dnn —f. in —form. is ..NNW without the written nermi.,<Ion of A-1 Ronf Tnrcaec. Job: Truss Truss Type Qty Ply 09/27/2021 CHHS10328 I A07 COMN 11 I 1 I Seal #: 2728 a v la-1T• -3, 12'4" 1.3'4" 112'4" =5X13 =5X6 D E SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. 16'11-13/16" 11'0-3116" 1 28' 1' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 40.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; B2 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 12.33 15.67 BC 94 0.15 27.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. )w Criteria (Pg,Pf in PSF) Defl/CSI Criteria NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# NA Ce: NA VERT(LL): 0.190 M 999 360 NA Cs: NA VERT(CL): 0.367 M 555 240 tw Duration: NA HORZ(LL): 0.048 D - - HORZ(TL): 0.095 D - - Iding Code: Creep Factor. 2.0 7th Ed. 2020 Res. Max TC CSI: 0.5" Std: 2014 Max BC CSI: 0.982 Fac: Yes Max Web CSI: 0.711 RT:10(0)/10(10) Weight: 128.8 lbs to Type(s): VIEW Ver: 21.01.01A.0521.20 vF ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 953 /- /- /669 /392 /161 J 689 /- P /472 /264 P G 795 P P /453 /332 P Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 J Brg Width = 7.6 Min Req = 1.5 G Brg Width = 7.6 Min Req = 1.5 Bearings B, J, & G are a rigid surface. Bearings B, J, & G require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 19 0 E- F 782 - 924 B - C 1423 -2071 F - G 1096 -1557 C-D .941 -1172 G-H 19 0 D - E 948 -1046 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-N 1917 -1238 K-J 1026 -617 N - M 1908 -1237 J -1 1425 - 913 M - L 1046 - 630 I - G 1431 - 912 L - K 1026 - 617 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. N-C 317 -4 E-J 479 -610 C - M 653 -937 J - F 542 -734 D-M 215 0 F-I 243 0 L - E 598 - 390 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes an this Truss Design Drawing (TDD) and the Speclalty 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 Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the content of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 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 Lucle 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. Cnmvrinht iA 2016 A-1 Rnnf Tnrc"e-" - Rxnrndnrlinn of thin dnnrmnnt, to env In- is nmhihRed Wthmd tha "mdxn nnnniw- of A-1 Ranf Tnrcaac: Job: CHHS10328 v of in 1 .155 66• -2 Truss A08 d7 Truss Type COMN SEAT PLATE REQ. 16'11-13/16" =5X6 D -.3X8 =3X6 014X4=3X4 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft Snow Criteria (Pg,Pf in.PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 IWAVE Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Pull In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 10.33 17.67 BC 75 0.15 27.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Qty Ply 09/27/2021 1 1 Seal #: 2723 7'4" + 10'4" =3X4 =5X6 E F v A1) SEAT PLATE REQ. SEAT PLATE REQ. 11'0-3/16" 28' i1 Defl/CSI Criteria PP Deflection in loc Udefi L/# VERT(LL): 0.036 C 999 360 VERT(CL): 0.076 H 999 240 HORZ(LL): 0.011 B - - HORZ(TL): 0.028 B - Creep Factor. 2.0 Max TC CSI: 0.642 Max BC CSI: 0.868 Max Web CSI: 0.849 Weight: 130.2 Ibs VIEW Ver: 21.01.01A.0521.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /Ll /RL B 693 /- /- /497 /263 /139 K 1285 /- /- /627 /593 /- H 490 /- /- /381 /135 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 K Brg Width = 7.6 Min Req = 1.5 H Brg Width = 7.6 Min Req = 1.5 Bearings B, K, & H are a rigid surface. Bearings B, K, & H require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 19 0 E- F 226 . -265 B - C 810 -1205 F - G 242 - 323 C - D 502 - 739 G - H 187 - 604 D - E 524 - 654 H -1 19 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 1109 -662 K - J 528 -224 M - L 482 -180 J - H 546 -120 L - K 482 -180 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - M 433 -499 E - K 1092 -1124 D - M 343. - 84 F - J 389 - 67 M - E 949 - 835 J - G 510 - 589 -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 Q.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-I. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Ryan Bays, 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 # 91231 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 Fart 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 2016 A-1 Roof Tnreses - Reomdadinn of this domiment. in anv form, is omhibited without the watlten nermicsion of A-1 Roof T -ec. Job: CHHS10328 Truss Truss Type Qty Ply B01 HIPM 1 11 09/27/2021 Seal #: 2711 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacinq: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; 258# gg# 189# i 1 + 311 f 7,i 4 4' SEAT PLATE REQ. SEAT PLATE REQ. 11'4" �- TO-3/8" 2'0-3/8' 2' 492# 125 125# Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 _ C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 It GCpi: 0.18 Wind Duration: 1.60 Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac. 1.25) TC: From 61 plf at -1.00 to 61 plf at 7.00 TC: From 31 plf at 7.00 to 31 pif at 11.33 BC: From 20 plf at 0.00 to 20 plf at 7.03 BC: From 10 plf at 7.03 to 10 plf at 11.33 TC: 258 lb Conc. Load at 7.03 TC: 189 lb Conc. Load at 9.06,11.06 BC: 492 lb Conc. Load at 7.03 BC: 125 lb 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 11.33 BC 83 0.15 11.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Fig: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.034 F 999 360 VERT(CL): 0.068 F 999 240 HORZ(LL): 0.013 E - - HORZ(TL): 0.026 E - - Creep Factor: 2.0 Max TC CSI: 0.888 Max BC CSI: 0.970 Max Web CSI: 0.729 Weight: 53.2 Ibs VIEW Ver: 21.01.01A.052120 TT N 1l ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /LI /RL B 856 P P P /368 /- G 1327 /- A A /545 A Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 G Brg Width = 7.6 Min Req = 1.6 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 19 -14 C-D 11 -22 B - C 660 -1628 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 1482 -581 F - E 1527 -586 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - F 718 -86 D - E 252 -344 C - E 655 -1715 '*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 Ryan Bays, P.E. responsibility of the Owner, the Owners 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 # 91231 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. rnnvdaht W 21116 A-1 Rnnf Tninnes - Renroduntion of thin damunnnt. in arm fnon. is nrohihitad withnut the written -Minn of A-1 Roof Trimes. Job: Truss Truss Type Qty Ply 09/27/2021 CHHS10328 B02 HIPM 11 1 �._ Seal #: 2718 9' 2'4" -.I 3-15116' 1115X6(R) SEAT PLATE REQ. SEAT PLATE REQ. 11'4" F— 1' -- II m - io A 1� 1 _oading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) rCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity rCDL: 10.00 Speed: 160 mph Pf- NA Ce: NA VERT(LL): 0.041 B 999 360 Loc R+ / R- / Rh / Rw / LI / RL B 530 /- /- /387 /201 /175 3CLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.082 B 999 240 3CDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 B - - G 450 /- /- /290 /206 P )es Ld: 40.00 C Kzt. NA HORZ(TL): 0.033 B - Wind reactions based on MWFRS Building Code: VCBCLL: 10.00 Mea Mean Height: 15.00 ft Creep Factor: 2.0 B Br Width = 7.6 Min Re 9 q = 1.5 - Soffit: 0.00 TCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.397 G Br Width = 7.6 Min Re 1.5 9 q = -oad Duration: 1.25 BCDL: 5.0 psf p MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.367 Bearings B & G are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.280 Bearings B & G require a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:10(0)/10(10) Weight: 51.8 Ibs Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 21.01.01A:0521.20 A - B 19 0 C - D 426 -409 B - C 382 -536 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Maximum Bot Chord Forces Per Ply (Ibs) Webs: 2x4 SP #3; Chords Tens.Comp. Chards Tens. Comp. B- F 442 -484 F- E 1 -2 Purlins 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 cc) Start(ft) End(ft) Webs Tens.Comp. Webs Tens. Comp. TC 24 .11.33 75 0 15 BC 75 .15 11.33 C - F 608 - 351 D - E 607 - 539 Apply purlins to any chords above or below fillers F - D 736 -764 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. Wind loading based on both gable and hip roof types. -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, 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 # 91231 use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. NI notes set out in the TDD and the practices and 4451 St. Lurie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. 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. Cnn,ni.M Q 201e A-1 Rmf T.,--- R—duntinn of this dnnrment. in env fern. is nmhihitxd withmd the written nenni-inn of A-1 Rnnf Tnresec. Job: Truss Truss Type CHHS10328 I C01 I HIPM 3-IR6' T Qty Ply 1 1 259# gq + 18 i-71 - -f"- 2'7-5/8" I-�{ m1.riX4 SEAT PLATE REQ. SEAT PLATE REQ. Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac. 1.25) TC: From 61 plf at -1.00 to 61 plf at 7.00 TC: From 31 plf at 7.00 to 31 plf at 9.64 BC: From 20 plf at 0.00 to 20 plf at 7.03 BC: From 10 plf at 7.03 to 10 plf at 9.64 TC: 259 lb Conc. Load at 7.03 TC: 189 lb Conc. Load at 9.06 BC: 491 lb Conc. Load at 7.03 BC: 125 lb Conc. Load at 9.06 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 9.64 BC 82 0.15 9.64 Apply puriins 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. Wind loading based on both gable and hip roof types. 7'03/8" 2'0-3/8° 491# 12 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.032 B 999 360 VERT(CL): 0.063 B 999 240 HORZ(LL): 0.012 B - - HORZ(TL): 0.024 B - Creep Factor: 2.0 Max TC CSI: 0.836 Max BC CSI: 0.966 Max Web CSI: 0.337 Weight: 44.8 Ibs Ver: 21.01.01 A.0521.20 09/27/2021 Seal #: 2708 T T N f` fflV 1 N 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 672 /- P P /372 P G 1128 P P P /761 P Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 G Brg Width = 7.6 Min Req = 1.5 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 19 -14 C-D 5 -6 B - C 674 -1065 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 949 -594 F - E 992 -619 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - F 693 -400 D - E 139 -195 C - E 825 -1326 "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 Ryan Bays, 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 # 91231 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. Cnnvriaht Q 201e A-1 Ronf Tnt. caa - RanrnAj 11nn M this dmunent. in am fnnn. is nrohihit"d "rith-1 thx written i-nksinn of A-1 Rnnf Tnissas. Job: Truss Truss Type Qty Ply 09/27/2021 CHHS10328 CO2 I HIPM 11 11 I Seal #: 2690 �- ling Criteria (psf) _. 20.00 L: 10.00 _. 0.00 L: 10.00 Ld: 40.00 CLL: 10.00 t: 0.00 Duration: 1.25 :inq: 24.0 " N CQ Cl) 1 3-15 - SEAT PLATE REQ. '— 1' -- Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; Bot chord: 2x6 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 108 0.15 9.64 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): C t94X4 )F SEAT PLATE REQ. 9'7-5/8" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / Ll / RL E 462 /- /- /483 /245 /175 HORZ(LL): 0.027 B - F 380 /- 1- /369 /180 /- HORZ(TL): 0.046 B - Wind reactions based on MWFRS Creep Factor: 2.0 E Brg Width = 7.6 Min Req = 1.5 Max TC CSI: 0.656 F Brg Width = 7.6 Min Req = 1.5 Max BC CSI: 0.995 Bearings E & F are a rigid surface. Max Web CSI: 0.539 Bearings E & F require a seat plate. Weight: 42.0 Ibs Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 21.01.01A.0521.20 A-B 19 0 B-C 19 -139 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 53 -78 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - D 345 - 233 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, 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 # 91231 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 Foil 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 Q 2016 A-1 Roof Tni¢crtc - Ronrod-lion of thL% doniment. in anv form. Lc nmhibited without tha written n—nicdon of A-1 Roof Tni—n. Job: Truss Truss Type CHHS10328 I CO3 I MONO Qty Ply 09/27/2021 3 I 1 Seal #: 2685 3-15/16" r SEAT PLATE REQ. SEAT PLATE REQ. 9'7-5/8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: .00 40 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load -Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; Bot chord: 2x6 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 103 0.15 9.64 Apply purins 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. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.027 B - HORZ(TL): 0.048 B - Creep Factor: 2.0 Max TC CSI: 0.685 Max BC CSI: 0.997 Max Web CSI: 0.581 Weight: 42.0 Ibs Ver: 21.01.01 A.0521.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /Ll /RL E 462 P P /483 /244 /186 F 380 P P /393 /196 P Wind reactions based on MWFRS E Brg Width = 7.6 Min Req = 1.5 F Brg Width = 7.6 Min Req = 1.5 Bearings E & F are a rigid surface. Bearings E & F require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 19 0 B-C 33 -128 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 41 -62 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - D 374 -228 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Ryan Bays, 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 # 91231 use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lurie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. 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. Cnnvriaht t) 2n16 A-1 Ronf Tniesas — Renrodnntinn of thk dmirnent. in anv fnnn. is nmhibbed vrithmd tha wri tnn narmisv'nn of A-1 Ranf Tnrssx. Job: Truss Truss Type CHHS10328 HJ7 HIP_ Qty Ply 09/27/2021 _< 3 1 Seal #: 2655 -2# f 138#a 2.83 v :3X4C =2X4(A1)B 3-1T6• A 1111.SX3 SEAT PLATE REQ. �--- 1'5" 9'10-1/16" 257# �__ 2'8-11/16" 1'S-1 /�- 2'9-15/16" 2'9-15l16" 20# 101 179# Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft 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 -1.41 to 61 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 9.84 BC: From 2 plf at 0.00 to 2 plf at 9.84 TC: -2 lb Conc. Load at 1.46 TC: 138 lb Conc. Load at 4.29 TC: 257 lb Conc. Load at 7.12 BC: 20 lb Conc. Load at 1.46 BC: 101 lb Conc. Load at 4.29 BC: 179 lb Conc. Load at 7.12 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 116 0.15 9.84 Apply purins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.029 G 999 360 VERT(CL): 0.059 G 999 240 HORZ(LL): 0.006 F - - HORZ(TL): 0.013 F - Creep Factor. 2.0 Max TC CSI: 0.481 Max BC CSI: 0.578 Max Web CSI: 0.425 Weight: 40.6 Ibs VIEW Ver: 21.01.01A.0521.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / Ll / RL H 341 /- /- P /191 P E 367 /- P P /130 /- D 68 /- P P /42 P Wind reactions based on MWFRS H Brg Width = 10.0 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing H is a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. A-B 10 -7 C-D 33 -45 B - C 438 -1037 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-G 1004 -415 F-E 0 0 G - F 985 -416 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. G- C 237 0 C- F 438 -1036 "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 Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field # 91231 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. C nvrinht Q 2016 A-1 Rnnf Tn - - Reomdunlinn of thie d-ment. in anv form. K omhihffed without the written ne,nniccinn of A-1 Rmf Tnrcce-c. Job: Ifuss Iruss type CHHS10328 HJ7P HIP_ city I Ply 09/27/2021 1 1 Seal #: 2705 a1T6• -2# SEAT PLATE REQ. 138#+ 257# _ 2'8-11/16" �{ 1'5" 1 910-1/16" 1'5-1/�-- - --i 2'9-15/16" 2'9-15/16" -- j 20# 101 179# ling Criteria (psf) Wind Criteria L: 20.00 Wind Std: ASCE 7-16 L: 10.00 Speed: 160 mph L: 0.00 Enclosure: Closed ,L: 10.00 Risk Category: II EXP: C Kzt: NA Ld- 40.00 Mean Height: 15.00 ft CLL: 10.00 TCDL: 5.0 psf t: 0.00 BCDL: 5.0 psf I Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 ;ing: 24.0 " C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25) TC: From -0 plf at -1.41 to 61 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 9.84 BC: From 2 plf at 0.00 to 2 plf at 9.84 TC: -2 lb Conc. Load at 1.46 TC: 138 lb Conc. Load at 4.29 TC: 257 lb Conc. Load at 7.12 BC: 20 lb Conc. Load at 1.46 BC: 101 lb Conc. Load at 4.29 BC: 179 lb Conc. Load at 7.12 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 74 0.15 9.84 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defi L/# VERT(LL): -0.046 G 999 360 VERT(CL): 0.064 G 999 240 HORZ(LL): -0.011 F - - HORZ(TL): 0.015 F - - Creep Factor. 2.0 Max TC CSI: 0.487 Max BC CSI: 0.969 Max Web CSI: 0.425 Weiaht: 40.6 Ibs Ver: 21.01.01 A.0521.20 C TT M N ll ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / LI / RL H 341 /- P P /259 P E 366 P P /- /274 /- D 69 P P P /45 P Wind reactions based on MWFRS H Brg Width = 10.0 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing H is a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 10 -7 C-D 31 -45 B - C 780 -1038 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-G 1005.-748 F-E 0 0 G - F 985 -732 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. G - C 240 -195 C - F 770 -1037 -WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TOD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, 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 491231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lurie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Onnvriaht Q 2016 A-1 Rmf Tnrc _c - Ranmfurlinn of thin dmunent. in anv fnnn. is ninhiNded without thx wriltnn navnicdnn of A-1 Rmf Tn- Job: CHHS10328 Truss J1 Truss Type JACK Qty I Ply 6 1 09/27/2021 Seal #: 2650 �c ling Criteria (psf) L: 20.00 L: 10.00 L: 0.00 IL: 10.00 Ld: 40.00 iCLL: 10.00 t: 0.00 i Duration: 1.25 :ing: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; 3-15//116" A i Criteria I Std: ASCE 7-16 A: 160 mph sure: Closed Category: II C Kzt: NA 'I Height: 15.00 ft L: 5.0 psf L: 5.0 psf =RS Parallel Dist: 0 to h/2 Dist a: 3.00 ft from endwall: Any GCpi: 0.18 1 Duration: 1.60 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 10 0.15 1.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 12 4 � 2X4(A1) B SEAT PLATE REQ. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): I/CSI Criteria Deflection in loc Udefi U# 2T(LL): NA :ZT(CL): NA RZ(LL): 0.000 D - - RZ(TL): 0.000 C - - ep Factor. 2.0 (TC CSI: 0.189 ( BC CSI: 0.022 ( Web CSI: 0.000 ight: 5.6 Ibs Ve r: 21.01.01 A.0521.20 ♦ Maximum Reactions (Ibs) Gravity Loc R+ / R- / Rh Non -Gravity /Rw /U /RL B 155 /- /- /147 /95 /32 D 10 /0 /- /15 /10 /- C - /-12 /- /26 /25 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. A-B 19 0 B-C 21 -9 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 Engtneedng (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 Ryan Bays, 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 # 91231 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. CCnvrinht Q 2016 A-1 RonfTnre ¢—Re—ch,ntinn of this dnannent. in anv In— is nmhihitad vrilhnut the written—issinn of A-1 RnnfTnisses. Job: CHHS10328 1 russ J1P I russ I ype JACK city Pry 2 1 09/2 f/2021 Seal #: 2702 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 ' Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SDacina: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; 3-15 1/ 6" A nd Criteria nd Std: ASCE 7-16 eed: 160 mph closure: Closed ;k Category: II P: C Kzt: NA an Height: 15.00 ft DL: 5.0 psf :DL: 5.0 psf VFRS Parallel Dist: 0 to h/2 .0 Dist a: 3.00 ft ;. from endwall: Any GCpi: 0.18 nd Duration: 1.60 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc)- Start(ft) End(ft) BC 10 0.15 1.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. 12 4 � 2X4(A1) B C --m 7-15 . 11-11/16" D SEAT PLATE REQ. 3w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Iding Code: 7th Ed. 2020 Res. Std: 2014 t Fac: Yes RT:10(0)/10(10) e Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D - HORZ(TL): 0.000 C - Creep Factor. 2.0 Max TC CSI: 0.189 Max BC CSI: 0.023 Max Web CSI: 0.000 Weight: 5.6 Ibs VIEW Ver: 21.01.01A.0521.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /L1 !RL B 155 /- A /159 /107 /32 D 10 /0 A /8 !- /- C - /-12 /- /20 /21 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 19 0 B-C 19 -8 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 (rDD) 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 Ryan Bays, 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 # 91231 use of the Truss. Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St Lurie Blvd, Suite 201 guidelines of the Building Component Safety Information (BBC[) 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. Cnmvrinht Q 2016 A-1 Rnnf TnLG50.Q — R—nd. 1- of this dnarment. in anv fnrm. is nmhihited withmd thn writtm nn n c Inn of A-1 Rmf Tnresrs. Job: CHHS10328 Truss Truss Type Qty Ply 09/27/2021 _- J3 I JACK 16 I 1 I Seal #: 2647 A10- ling Criteria (psf) _. 20.00 L: 10.00 _. 0.00 L: 10.00 Ld: 40.00 CLL: 10.00 t: 0.00 I Duration: 1.25 :ina: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; 3-15 [16" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 34 0.15 3.00 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 12 4 SEAT PLATE REQ. 3' C Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL B 203 /- /- /167 /80 /67 Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): 0.001 B - D 51 !- /- /28 P /- HORZ(TL): 0.002 B - C 69 P /- /43 /52 P Building Code: Creep Factor. 2.0 Wind reactions based on MWFRS FBC 7th Ed. 2020 Res. Max TC CSI: 0.191 B Brg Width = 7.6 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.100' D Brg Width = 1.5 Min Req = - Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. FT/RT:10(0)/10(10) Weight: 11.2 Ibs Bearing B requires a seat plate. Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) WAVE VIEW Ver: 21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp. A-B 19 0 B-C 22 -72 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 Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field # 91231 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. Cn vnnht ,t) 2n1 a A-1 Ronf Tmsses — Renroduntinn of this dnniment. in anv fnnn. is nmhihited wilhout the written nannissinn of A-1 Ronf Tni eec Job: CHHS10328 Truss Truss Type Qty Ply 09/27/2021 J3P JACK 2 I 1 I Seal #: 2699 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 34 0.15 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. 12 4 F-,� SEAT PLATE REQ. 3' C T co LO I M r Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity. Non -Gravity Pf: NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh ! Rw / U / RL B 203 /- /- /209 /119 /67 Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): 0.001 B - - D 51 /- /- f79 /42 /- HORZ(TL): 0.002 B - - C 69 /- /- /49 /50 b Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS FBC 7th Ed. 2020 Res. Max TC CSI: 0.191 B Brg Width = 7.6 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.097 D Brg Width = 1.5 Min Req = - Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. FT/RT:10(0)/10(10) Weight: 11.2 Ibs Bearing B requires a seat plate. Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) WAVE VIEW Ver: 21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Camp. A -B 19 0 B-C 22 -74 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 **WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (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 Ryan Bays, 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 # 91231 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. Crnvdrht*201a A-1 Rmf Tmcses— Renmdudion of this darnrment. in anv from. is nmhibhed without the written nermissirn of A-1 Rrnf Tn, -c. Job: Truss Truss Type Qty Ply 09/27/2021 CHHS10328 J5 JACK 6 1 Seal #: 2644 �= 3-15 16" i Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld- 40. 00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SDacina: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; 11 C SEAT PLATE REQ. Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: 11 EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft 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 58 0.15 5.00 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): 51 Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.006 B - HORZ(TL): 0.011 B - Creep Factor. 2.0 Max TC CSI: 0.455 Max BC CSI: 0.275 Max Web CSI: 0.000 Weight: 16.8 Ibs Ver: 21.01.01 A.0521.20 fi Xo to T i1 T co ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- ! Rh / Rw / LI / RL B 278 /- /- /216 /104 /103 D 90 /- /- /52 /- /- C 129 /- /- /83 /96 /- Wind reactions based on MWFRS B Brig Width = 7.6 Min Req = 1.5 D Brg Width =1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 19 0 B-C 41 -94 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, 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 # 91231 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 nvrinht a 201E A-1 Roof Tnrecr_c — R—Mnotmn of this doormen. in anv form. is nmhibitM without the written nermisclnn of A-1 Roof Tnmes. Job: Truss Truss Type CHHS10328 I J5P JACK Uty I-ly UV/Z11ZUZ1 2 1 Seal #: 2696 J 3-15 16" i 17 SEAT PLATE REQ. Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: not in 4.50 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purins 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" CC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. C 51 J Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.006 B - - HORZ(TL): 0.011 B - - Creep Factor. 2.0 Max TC CSI: 0.476 Max BC CSI: 0.306 Max Web CSI: 0.000 Weiaht: 16.8 Ibs EW Ver: 21.01.01A.0521.20 T to LO 11 T i ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 278 /- /- /289 /155 /103 D 90 P /- /145 /79 /- C 129 /- /- /93 /92 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 19 0 B-C 41 -99 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 TOD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, 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 # 91231 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 ovrinht W 2016 A-1 Ronf Tn4 -- R.—cludian of this d—iment. in nnv fnnn. Ls nrohihited without the written nlWnn of A-1 Ronf Tri—, Job: Truss Truss Type Qty Ply 09/27/2021 CHHS10328 R I EJAC 111 I 1 x ', r I Seal #: 2641 A_ Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " SEAT PLATE REQ. Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18. Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.15 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): 71 Defl/CSI Criteria PP Deflection in loc Udefi U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 B - HORZ(TL): 0.029 B - Creep Factor. 2.0 Max TIC CSI: 0.561 Max BC CSI: 0.588 Max Web CSI: 0.000 Weight: 22.4 Ibs VIEW Ver: 21.01.01A.0521.20 C TT ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 357 /- /- /269 /130 /139 D 125 /- /- /73 /- /- C 189 /- /- /123 /140 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 19 0 B-C 60 -137 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 Ryan Bays, 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 491231 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—naht Q 2016 A-1 Roof Tnlsses — Renrndnrlinn of this dnarmont. in anv form. is—hihited Wthmd the written nennicsinn of A-1 Roof Tnisses. Job: Truss Truss Type Qty Ply CHHS10328 I RP I EJAC 12 1 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.11 " SEAT PLATE REQ. 1rmim 71 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 It GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.15 7.00 Apply purlins to any chords above or below fillers at 24" CC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.017 B - HORZ(TL): 0.029 B - Creep Factor. 2.0 Max TC CSI: 0.589 Max BC CSI: 0.669 Max Web CSI: 0.000 Weight: 22.4 Ibs VIEW Ver: 21.01.01A.0521.20 09/27/2021 Seal #: 2693 v C T CD ti 1 T co 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /Ll /RL B 357 /- /- /373 /193 /139 D 125 A /- /205 /113 /- C 189 /- A /138 /135 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 19 0 B-C 60 -145 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-I. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field # 91231 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 FortPierce, 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. Com iaht Q 2m1e A-1 Rmf Tnrcv_e — Ranmdiidinn of thie dwinnent. in am fnrm. k nmhihhpd mthm! the written nermWginn of A-1 Rmf Tniecac. 10/2$/2020 HIP/ KING JACK (TYPICAL) STDL 01.0 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 (772)409-1010 ATTACH END JACKS USING (4) 0.131" O TOE NAILS'ATTOP CHORD & (3) 0.131" O TOE NAILS AT BOTTOM CHORD. ATTACH KING JACK USING (3) 0.131" 0 TOE NAILS AT TOP CHORD & BOTTOM CHORD. ATTACH CORNER JACKS USING (2) 0.131" 0 TOE NAILS AT TOP & BOTTOM CHORDS (TYP). CORNERSET GENERAL SPECIFICATIONS: MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-16, EXP. B & C, UP TO 60' MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT. Ryan Bays, P.E. # 91231 4451 St Lucie Blvd, Suite 201 Fort Pierce, FL 34946 5/28/2020 HIP/ KING JACK (HVHZ) STUL b2.2 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772)409-1010 ATTACH KING & END JACK WITH (1) THJA26 HANGER OR EQUIVALENT AT BOTTOM CHORD ATTACH KING & END JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD WITH (10) 1 Od NAILS PER STRAP (MIN.) & (3) 0.131" 0 TOE NAILS. ATTACH CORNER JACKS & STD. JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD & BOTTOM CHORD WITH (10) 1 Od NAILS PER STRAP MINIMUM (TYP). HIGH VELOCITY HURRICANE ZONE CORNERSET SPECIFICATIONS: MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-16, EXP. B & C, UP TO 60' MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT. NOTE: IN ADDITION TO STRAPPING TOE- NAIL BOTH CHORDS OF CORNER JACKS TO CARRYING MEMBER PER THE FOLLOWING SCHEDULE: • 2X4: (2) 0.131" 0 TOE NAILS • 2X6: (3) 0.131" O TOE NAILS LSTA12 TWIST STRAP WITH 1 OD NAILS, MIN. (10). SEE MFR'S RECOMMENDED CONNECTION. HIP, OR KING JACK (TYP.) JACK, OR CORNER JACK (TYP.) IMPORTANT NOTE: CONNECTION DESIGNED IN ACCORDANCE WITH FBC 2321.6- 2321.7 PROVIDING METAL STRAPPING (FLORIDA APPROVED PRODUCT) TO RESIST MIN. 700LB UPLIFT AT ALL CONNECTIONS IN HIGH VELOCITY HURRICANE ZONE. Ryan Bays, P.E. # 91231 4451 St Lucie Blvd, Suite 201 Fart Pierce, FL 34946 v iv v FEBRUARY 17, 2017 ALTERNATE GABLE END BRACING DETAIL STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 rrzsos-1o10 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 III 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 (MINJ. ' PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE \BRACE AND THE TWO TRUSSES ON \ EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES' STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' X 3') NAILS SPACED 6' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02' 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. UKAL TRUSS ZTI In STRUCTURAL / AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING GABLE TRUSS / MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD'TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE / TRUSS Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 12/23/19 PIGGY -BACK TRUSS STDTLb4 Al A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34945 772-409-1010 PIGGY -BACK DETAIL (TYPICAL) 180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-16 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. 7-16 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 (0.113" x 2") NAILS PER GUSSET: 4 (EACH) AT CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION NO.3 - 2X4 VERTICAL WOOD SCAB: 2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0" O.C. w/6 (EACH) 1 Od BOX NAILS (0.128" x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND 3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE STAGGERED 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION #1: TEE-LOK MULTI -USE CONNECTION PLATE. OPTION #2: APA RATED GUSSET. OPTION #3: 2X4 VERT. SCAB. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN & CONNECTIONS BY OTHERS. BASE TRUSS. (REFER TO TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) PURLINS SPACED ACCORDING TO MAX. SPACING OF TOP CHORD OF BASE TRUSS. SPACING IS NOT TO EXCEED 24" O.C. & PURLINS TO BE LOCATED AT JOINT OF EACH BASE TRUSS. ** IMPORTANT NOTE ** THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES SPACED AT 24" O.C. OR LESS. Ryan Bays, P.E. 4 91231 4451 St Lucie Blvd, Suite 201 Fort Pierce, FL 34946 `i 2%23719 PIGGY -BACK TRUSS (2-PLY BASE TRUSS) STDTL04.2 A-1 ROOF TRUSSES 4461 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 PIGGY -BACK DETAIL (TYPICAL) 180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-16 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. 7-16 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. ATTACH 2X4 #2 SYP SCAB TO ONE SIDE OF THE PIGGY -BACK W/ (0.131" X 3") NAILS @ 4" O.C. ALONG BOTTOM CHORD. OPTION #2: APA RATED GUSSET: 8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d COMMON (0.113" x 2") NAILS PER GUSSET: 4 (EACH) AT CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP CHORD. GUSSETS MAY BE STAGGERED AT 4-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION #3: 2X4 VERTICAL WOOD SCAB: 2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0" O.C. w/6 (EACH) 1 Od BOX NAILS (0.128" x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND 3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE STAGGERED 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION #1: TEE-LOK MULTI -USE CONNECTION PLATE. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN & CONNECTIONS BY OTHERS. 2-PLY 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. Ryan Bays, P.E. 1191231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 J U LY 17, 2017 TRUSSED VALLEY SET DETAIL - SHEATHED STDTL05 w A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. 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 W. 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NOS - 01. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. TRUSS, OR GIRDER TRUSS DETAIL A BASE TRUSSES _t CNU, UUMMUN 3S, OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-16: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112 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. Ryan Bays, P.E. # 91231 4451 St. Lude Blvd, Suite 201 Fort Pierce, FL 34946 i=EbROARY 5, 2018 1 TRUSSED VALLEY SET DETAIL STDTL06 GENERAL SPECIFICATIONS: s: 1. NAIL SIZE = 3" X 0.131" = 10d �. 2. WOOD SCREW = 3" SDS25300 SIMPSON OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL "A 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. A-1 ROOF TRUSSES 445�7772-409-11010 T. U1CIE BLVD. 6. NAILING DONE PER NDS - 01. FORERCE, FL BLVD. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. ERCEFILTRUSS, OR GIRDER TRUSS 7 SECURE W/( VALLEY TRUSS y II I '� II II II II ASE Tii SSES (TYPICAL) vL— r /-%rL— r% (NO SHEATHING) N.T.S. P 12 SEE DETAIL "A" BELOW (TYP.) GABLE END, COMMON TRUSS, OR GIRDER VALLEY TRUSS TRUSS (TYPICAL) WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-16, 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112 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. Ryan Bays, RE # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34M J U LY 17, 2017 1 1 \V VV1.._✓ V /—% ..LLL 1 <7L_ 1 ✓L I P-%IIL (HIGH WIND VELOCITY) STDTL07 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34945 772-449.1010 ATTAC WIND DESIGN PER ASCE 7-98, ASCE 7-1 WIND DESIGN PER ASCE 7-16: 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— ,, 11— . I DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' 10" ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. NON -BEVELED BOTTOM CHORD FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH NON -BEVELED BOTTOM CHORD 000 CLIP MUST BE APPLIED TO J THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) Rya , P.E. 4912 4451 St. Lucie Blvd, Sure Fort Pierce, FL 34946 FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL I STDTL08 i 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. VER7 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 = * 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 BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO. BE FULL LENGTH, SPF OR.SP #3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C. S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT4'-0'D.C. 6. 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) 7 GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240 VERTICAL 2X6 SP OR SPF STUDP2X4 #2 DIAGONAL BRACE (4) - 16d NAILS16d NAILS SPACED E' O.C. (2) 10d NAILSINTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2LHORIZONTAL NAILED TO RTICALS 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,OIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) Bd NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STD SPF BLOCK B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAL. BRACE S. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'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 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4SP,#31STUD 12"O.C. 3-8-10 5-6-11 6-6-11 11-1-13 2X4 SP 431 STUD 16" O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4 SP #31 STUD 24" O:C. 2-8-6 3-11-3 54-12 8-1-2 2X4 SP #2 12" O.C. 3-10-15 5-6-11 6-6-11 11-8-14 2X4 SP #2 16" O.C. 3-6-11 4-9-12 6-6-11 10-8.0 2X4 SP #2 24" O.C. 1 3-1-4 1 3-11-3 1 6-2-9 1 9-3.13 DIAGONAL BRACES OVER 6' - 3- REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS G' D.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER SOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. ROOF SHEATHING' NAILS lOd TRUSSES @ 24' O.C. 2X6 DIAGONAL BRACE SPACED 48. O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 7-16190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS. -BRAC DETA r I T WIITH 2XIBRACEEON Y IL FEBRUARY 17, 2017 STDTL09 � i A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 gOTES: r—BRACING / I —BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACIN[ IS IMPRACTICAL. T—BRACE / I —BRACE MUST COVER SOX OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T—BRACE / I —BRACE WEBS TC :ONTINUOUS LATERAL BRACED WEBS. NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6' O.C. NOTE: NAIL ALONG ENTIRE LENGTH OF T—BRACE / ]—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 1—BRACE 2X6 2X6 T—BRACE 2X6 I —BRACE 2X8 2X8 T—BRACE 2X8 I —BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T—BRACE 2X4 I —BRACE 2X6 2X6 T—BRACE 2X6 I —BRACE 2X8 2X8 T—BRACE 2X8 I —BRACE T—BRACE / I —BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS NAILS WEB I -BRACE T-BRACE Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 SECTION DETAILS Fort Pierce, FL34945 r FEBROARY 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTL10 i A44= A 1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE, BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) WEB WITH (3) — 10d SCAB WITH (3) IOd NAILS (0.131' X 3') NAILS (0.131' X 7). r ATTACH TO VERTICAL NAILS (01313WITH )X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) — 10d NAILS (0.131' X 3') IN EACH CHORD USE METAL FRAMING ATTACH TO VERTICAL L ATTACH TO VERTICAL L ANCHOR TO ATTACH WEB WITH (3) — 10d SCAB WITH (3) — 10d TO BOTTOM CHORD NAILS (0131' X 3') NAILS (0.131' X 3') TRUSS 2X6 4' — 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' " WOOD SCREWS (0.216' DIA.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 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. BLOCKING (BY OTHERS) ALTERNATE METHOD OF SPLICING: Ryan Bays, P.E. OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' — 0' AND FASTEN WITH (12) — #91231 10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY 4451 St Lucie Blvd, Suite 201 WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). Fort Pierce, FL 34946 FEBRUARY 17, 2017 LATERAL TOE -NAIL DETAIL STDTL11 a { �e A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772.409-1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45° WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP DF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 o0 .135 93.5 85.6 74.2 72.6 63.4 .162 108.8 99.6 86.4 84.5 73.8 ri 128 74.2 67.9 58.9 57.6 50.3 c> Z 0 .131 75.9 69.5 60.3 59.0 51.1 .14B 81.4 74.5 64.6 63.2 52.5 N ri VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X4) 3 NAILS EXAMPLE: NEAR SIDE (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD NEAR SIDE FOR LOAD DURATION INCREASE OF 1.15: NEAR SIDE 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° 45.00' SIDE VIEW (2XG) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60° 45.000 Ryan Bays, .E. 1e 91231P 4451 Lucie Blvd, Suite 201 Fort ' roe. FL 34946 FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S L7 .131 59 46 32 30 20 Z O J .135 60 48 33 30 20 U7 .162 72 58 39 37 25 J 2 O .128 54 42 28 27 19 F- Z Z OJ .131 55 43 29 28 19 LLI .148 62 48 34 31 21 --I Lo J_ N Q M Z .120 51 39 27 26 17 0 Z .128 49 38 26 25 17 O J .131 51 39 27 26 17 M .148 1 57 44 31 28 20 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND OOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. *+�+ USE (3) TOE -NAILS ON 2X4 BEARING WALL *+� USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S' )E TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY IL NAIL 3rsLP.E. # 91231 4451 St. Lucie Blvd, Suite 201 _ Fort Pierce, FL 34946 SIDE VIEW END VIEW FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT I STDTL13 'w ,= 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS A-1 ROOF TRUSSES FORT PIERCE,IFLB34946 MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 772-409-1010 7-10, 29'-0" Mean Height, Exp. B, C or D. lw-]:qw Ryan Bays, P.E. # 91231 4451 St Lucie Blvd, Suite 201 Fort Pierce, FL 34946 April 11, 2016 I TYPICAL ALTERNATE BRACING DETAIL I STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS - A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES (4) 12d MAX 3011 (21-611) 2x6 #2 SP (Both Faces) 24" O.C. SIMPSON H5 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDT05 DAMAGED OR MISSING CHORD SPLICE PLATES Art ROOF TRUSSES 4451 ST. LUGIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 s 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' O.C. AS SHOWN (131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' D.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C `! BREAK •10d NAILS NEAR SIDE +lOd NAILS FAR SIDE 6' MIN 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 Ryan Bays, P.E. UNUSUAL SPLITTING OF THE WOOD. #91231 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID 4451 St Lucie Blvd, Suite 201 LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. Fort Pierce, FL 34946 S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. G. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. I. FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS STDTL16 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34M 772-409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 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 (.14B' DIA. X 3') SPACED 6' D.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' D.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Ryan Bays, P.E. # 91231 4451 St Lucie Blvd, Suite 201 Fort Pierce, FL 34946 RE: Job CHHS10328 No. Seq # Truss Name Date 37 STDL14 STD. DETAIL 9/27/21 38 STDL15 STD. DETAIL 9/27/21 39 STDL16 STD. DETAIL 9/27/21 i M 1r Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. Page 2 of 2