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HomeMy WebLinkAboutTruss4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 �. PH: 772-409-1010 FX: 772-409-1015 ,= www.AlTruss.com Ajool� I TRUSS -ENGINEERING BUILDER: RONIN DEVELOPMENT LLC PROJECT WITTE RESIDENCE COUNTY: ST LUCIE LOT/BLK/MODEL: WITTE RESIDENCE JOB#: 85919 MASTER#: B54807 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 85919 Site Information: Customer Info: RONIN DEVELOPMENT LLC Project Name: WITTE RESIDENCE Lot/Block: Model: Address: FORT PIERCE, FL Subdivision: City: County: St Lucie A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 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: 45.0 psf Floor Load: 60.0 psf This package includes 51 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 2682 FG01 7/23/21 13 2469 A07 7/23/21 25 2745 C07 7/23121 2 2683 FG01A 7/23/21 14 2773 B01G 7/23/21 26 2746 C08 7/23/21 3 2681 FG02 7/23/21 15 2736 B02 7/23/21 27 2747 C09 7/23/21 4 2679 FL01 7/23/21 16 2737 B03 7/23/21 28 2748 C10 7/23/21 5 2680 FL02 7/23/21 17 2738 B04 7/23/21 29 2749 C11 7/23/21 6 2771 A01 G 7/23/21 18 2739 B05 7/23/21 30 2775 D01 G 7/23121 7 2772 A02G 7/23/21 19 2774 C01 G 7/23/21 31 2750 D02 7/23/21 8 2730 A03 7/23/21 1 20 12740 CO2' 7/23/21 32 12751 D03 7/23/21 9 2731 A04 7/23/21 21 2741 CO3 7/23/21 33 2768 HJ07 7/23/21 10 2732 A05 7/23/21 22 2742 C04 7/23121 34 2769 HJ07A 7/23/21 11 2733 A05C 7/23/21 23 2743 C05 7/23/21 35 2752 11 7/23/21 12 12472 1 A06 7/23/21 24 2744 C06 7/23/21 36 2753 7 J1A 7123121 the truss drawing(s) referenced have been prepared byAlpine Engineered Products, Inc. under my direct supervision based on the parameters provided byA 1 RoofTrusses, Ltd. Truss Design Engineer's Name: Manuel Martinez My license renewal date for the state of Florida is February 28,2023. NOTE:The seal on these drawings indicate acceptance of professional engineering responsbilitysolelyforthe truss components shown. The suitability and use of components forany particular building is the responsibility of the building designer, perANSIr PI-1 See. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also refened to at times as'Structural Engineering Documents) provided bythe Building Manuel Design'ra rindicating the nature and chacterofthework The design criteriatherein have been transferred to Manuel Martinez PE by [AlRoof Trusses orspecific location]. These TDDs (also referred to attimes as'Structural Delegated' M a rt i nE Engineering Documents) are specialty structural component designs and may be part of the projects defened or phased submittals. As a Truss Design Engineer(i e, Specialty Engineel, the seal here and on the TDD represents an acceptance of professional engineering responsbilityforthe design of the single Truss depicted on the TDD only. The Building Designeris responsible forand shall coordinate and review the TDDs for compatbilitywith theirwritten engineering requirements. Please review all TDDs and all related notes. Manuel Martinez, P.E. 4620 ParkView Dr. St Cloud, FL 34771 1 Rrr U=S703D4N4EAC6M Page 1 of 2 RE: Job 85919 No. Seq # Truss Name Date 37 2754 J3 7/23/21 38 2755 J3A 7/23/21 39 2756 J3B 7/23/21 40 2757 J5 7/23/21 41 2758 J5A 7/23/21 42 2759 J5B 7/23/21 43 2760 J7 7/23/21 44 12761 J7A 7/23/21 45 2762 J7B 7/23121 46 2770 RG 7/23/21 47 2763 V02 7/23/21 48 2764 VO4 7/23/21 49 2765 V06 7/23/21 50 2766 VM2 7/23/21 51 2767 VM4 7/23/21 52 STDL01 STD. DETAIL 7/23/21 53 STDL02 STD. DETAIL 7/23/21 54 STDL03 STD. DETAIL 7/23/21 55 STDL04 STD. DETAIL 7/23/21 56 STDL05 STD. DETAIL 7/23/21 57 STDL06 STD. DETAIL 7/23/21 58 STDL07 STD. DETAIL 7/23121 59 STDL08 STD. DETAIL 7/23/21 60 STDL09 STD. DETAIL 7/23/21 61 STDL10 STD. DETAIL 7/23/21 62 STDL11 STD. DETAIL 7/23/21 63 STDL12 STD. DETAIL 7/23/21 64 STDL13 STD. DETAIL 7/23/21 65 STDL14 STD. DETAIL 7/23/21 66 STDL15 STD. DETAIL 7/23/21 67 STDL16 STD. DETAIL 7/23/21 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. Manuel Martinez, P.E. 4047182 4620 ParkVew Dr St Cloud, FL 34771 t Page 2 of 2 Job: Truss Truss Type City Ply 07/23/2021 85919 A01 G HIPS 1 2 Seal #: 2771 �- 225# 150# 150# 150# 150# + 1501 + 150+ +150# + 150# + 225# F 7' 17'4" 7' -� 12 N A B = =-3X4T=4X61111.5X3 T T 4 p E F G = =6(C6H 13X4=3X6(C6) T J(C3X4=3X4(C6) P O N M L 1111.5X3 =4X4 =5X6 =4X8 1111.5X3 SEgr PLATE REQ. SEAT PLATE REQ. 28'8" 14,�{ 1'5"2 1'5"2 {� 31'4" -� 1'2"8 �- 7'0"6 2,0„6 ­;�- 2' 2, -t- 2' -t -t- 2' --{-- 2' --�-- 2' -� 2'0"6 j 218# 76# 76# 76# 76# 76# 76# 76# 76# 21 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 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 15.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): -0.367 G 918 360 Lot- R+ / R- / Rh / Rw / U / RL B 2492 A /- P /1965 /- BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.485 G 695 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.061 I Q 2492 /- /- /- /1965 /- Des Ld: 45.00 EXP: C Kzt: NA HORZ(TL): 0.081 I - - Wind reactions based on MWFRS Building g Code: NCBCLL: 0.00 Mean Height: 25.00 ft Creep Factor: 2.0 B Br Width = 8.0 Min Re 1.5 9 q = Soffit: 0.00 TCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.524 Q Big Width = 8.0 Min Re = 1.5 9 q Load Duration: 1.25 BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.977 Bearings B Q are rigid surface. Spacing: 24.0 " C&C Dist a: 5.00 ft Rep Fac: No Max Web CSI: 0.576 Bearings B & Q require a seat plate. & i Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) Weight: 324.8 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 B - C 1129 -1428 E - F 2977 -3556 Wind Duration: 1.60 IWAVE Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; T2, T3 2x4 SP M-30; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; Lt Slider: 2x4 SP #3; block length = 1.750' Rt Slider: 2x4 SP #3; block length = 1.750' 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. (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads --(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 72 plf at -1.43 to 72 plf at 7.00 TC: From 36 plf at 7.00 to 36 plf at 24.33 TC: From 72 plf at 24.33 to 72 plf at 32.76 BC: From 20 plf at 0.00 to 20 plf at 7.03 BC: From 10 plf at 7.03 to 10 plf at 24.30 BC: From 20 plf at 24.30 to 20 plf at 31.33 TC: 225 lb Conc. Load at 7.03,24.30 JQ 150 lb Conc. Load at 9.06,11.06,13.06,15.06 1 B.27,18.27,20.27,22.27 BC: 218 lb Conc. Load at 7.03,24.30 BC: 76 lb Conc. Load at 9.06,11.06,13.06,15.06 16.27,18.27,20.27,22.27 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types 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 24.33 BC 100 0.00 31.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. J - K 18 -15 F - G 2977 - 3556 A - B 18 -15 G - H 2978 - 3556 C - D 1907 -2331 H -1 1913 -2337 D - E 2965 - 3543 I - J 1129 -1429 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - P 2174 -1778 N - M 3587 - 3006 P - O 2171 -1773 M - L 2177 -1778 O - N 3587 - 3006 L - J 2180 -1782 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - C 837 -1007 ' G - M 322 - 351 D - P 83 -77 M - H 1511 -1288 D - O 1509 -1285 L - H 69 - 60 O - E 325 - 357 I - J 843 -1014 E-M 31 -40 **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 Manuel Martinez, P.E. responsibility for the design of the single Truss depicted an the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182 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 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 4620 ParkVew Or 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 St Cloud, FL 34771 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. Cnnvrtaht 0 201E A-1 R-f Tnicsrs - Ranmdudion of this dnarmant. in anv torn. is nmhihifed without tha written nennissinn of A-1 Rnnf Tnr, sea. Job: Truss Truss Type Qty Ply 07/23/2021 85919 I A02G I SPEC 11 2 Seal #: 2772 225# 1501 150+ 1- 7' 161#+ I- 18'3"4 14' '1' 18• -1- 818" -� 12 =5X10 II11.5X3 C' 1114X6(R) T 4 D T2 F E 2 X e:3X4 C H o3X6(C6) iv ^ =V6(C6) 3X4 N 3X4(C6 13 I =3X4(C6) "� l A 1 4X4 N III1.5X3 M L ��CC =4X10 =5X6 (q2>o tS 4AT PLATE REQ. f 1 26'8" SEAT 9"2 31'4" 15"21 �7V6j'2-0"6-, .-2'-t-2'-j-2'-1 218# 76# 76# 87# 861# Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 15.00 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: 45.00 Mean Height: 25.00 ft NCBCLL: 0.00 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: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 5.00 ft Rep Fee: No Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAX/P Lumber Top chord: 2x4 SP #2; T2 2x4 SP M-30; Bot chord: 2x6 SP 2400f-2.OE; B2 2x6 SP #2; Webs: 2x4 SP #3; Lt Slider: 2x4 SP #3; block length = 1.750' Rt Slider: 2x4 SP #3; block length = 1.750' Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" D.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. (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 72 plf at -1.43 to 72 plf at 7.00 TC: From 36 plf at 7.00 to 36 plf at 15.06 TC: From 72 plf at 15.06 to 72 plf at 32.76 BC: From 20 pif at 0.00 to 20 plf at 7.03 BC: From 10 plf at 7.03 to 10 plf at 16.00 BC: From 20 plf at 16.00 to 20 plf at 31.33 TC: 225 lb Conc. Load at 7.03 TC: 150 lb Conc. Load at 9.06,11.06 TC: 161 lb Conc. Load at 13.06 BC: 218 lb Conc. Load at 7.03 BC: 76 lb Conc. Load at 9.06,11.06 BC: 87 lb Conc. Load at 13.06 BC: 861 lb Conc. Load at 15.06 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 16'3"4 Defl/CSI Criteria PP Deflection in loc Udefi U# VERT(LL): -0.301 E 999 360 VERT(CL): 0.592 E 569 240 HORZ(LL): -0.050 H - - HORZ(TL): 0.108 H - - Creep Factor. 2.0 Max TC CSI: 0.961 Max BC CSI: 0.984 Max Web CSI: 0.695 Weight: 319.2 Ibs VIEW Ver: 21.01.01A.0521.20 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 97 0.00 31.33 Apply purins to any chords above or below fillers at 24" OC unless shown otherwise above. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 2561 /- /- /- /1662 /- O 2147 /- /- /- /1261 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 O Brg Width = 8.0 Min Req = 1.5 Bearings B & O are a rigid surface. Bearings B & O require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 965 -1600 E - F 2328 - 3972 1-1 18 -15 F - G 1142 - 2043 A-B 18 -15 G-H 1125 -1994 C - D 1568 -2424 H - I 432 -1028 D - E 2328 -3972 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - N 2269 -1465 L - K 2737 -1566 N - M 2263 -1462 K -1 1848 -1034 M - L 2737 -1566 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp B - C 654 - 920 E - M 289 - 344 D - N 50 -101 F - K 899 -1497 D - M 1823 - 909 K - G 1226 - 648 M - F 1323 - 803 H -1 749 -1078 **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 engineed responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C nvdaht A 2016 A-1 Ronf Tnu-- Re-d-linn of this dnarment. in anv form. is nmhihhnd vAhout the written nermission of A-1. RaniTmcses. Manuel Martinez, P.E. # 047182 4620 ParkView Or St Cloud, FL 34771 I IJob: Truss Truss Type g591'9 A03 I HIPS Qty Ply 0712312021 2 1 Seal #: 2730 ' 9' 13'4" =5X8 12 D T 4 p 4X6 cM) 1113X6("') W C� a) 3 '4(A1)B 3 t5 N 1114X6(R) tSEAT PLATE REQ. ling Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) L: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA L: 15.00 Speed: 160 mph Pf: NA Ce: NA L: 0.00 Enclosure: Closed Lu: NA Cs: NA ,L: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Ld: 45.00 Mean Height: 25.00 ft ,CLL: 10.00 TCDL: 5.0 psf Building Code: t: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. I Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 :ing: 24.0 " C&C Dist a: 5.00 ft Rep Fee: Yes Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 tote%= Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (•') 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in DO) Start(ft) End(ft) TC 24 9.00 22.33 BC 66 0.00 31.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C f member design. Wind loading based on both gable and hip roof types. 1. =3X4 E ML =3X4 9' �{ Sa5X6 F T �,G1114X6(") H=V4(A1) M K ICY ii 1117X6(R) SEAT PLATE REQ. 28'8" I'4 I 0rM Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl L/# Gravity Non -Gravity VERT(LL): 0.159 E 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.359 E 936 240 O 1541 /- /- /968 /683 1105 HORZ(LL): 0.030 J - - J 1541 /- P /968 /683 /- HORZ(TL): 0.071 J - - Wind reactions based on MWFRS Creep Factor: 2.0 O Brg Width = 6.0 Min Req = 1.8 Max TC CSI: 0.733 J Brg Width = 8.0 Min Req = 1.8 Max BC CSI: 0.960 Bearings O & J are a rigid surface. Max Web CSI: 0.976 Bearings O & J require a seat plate. Weight: 156.8 Ibs Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 21.01.01A.0521.20 A - B 33 0 E - F 2180 -2332 B - C 325 - 731 F - G 2192 - 2527 C-D 2191 -2526 G-H 316 -719 D - E 2778 - 2946 H -1 33 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - O 766 - 327 L - K 2963 - 2524 O - N 666 -404 K - J 678 -390 N-M 2318 -1851 J-H 753 -319 M - L 2963 - 2524 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. O - C 1528 -1436 E - K 918 - 733 C - N 1860 -1929 K - F 394 -154 D - N 278 - 37 K - G 1847 -1914 D - M 728 - 882 G - J 1530 -1434 M-E 431 -179 -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 Manuel Martinez, P.E. 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 # (147182 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 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 4620 ParkView Or 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 St Cloud, FL 34771 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 Mht 0 201fi A-1 Roof To,--- Renrod-11- of this dmtment. in anv fnrm. is nmhihftr d wlthmd the written nennlc lnn of A-1 Roof Tri—, Job: Truss Truss Type Qty Ply 07/23/2021 85919 I A04 HIPS 2 1 Seal #: 2731 r �04 11� (SEAT PLAN TE REQ. 11' 9'4" 11' =5X6 =3X4 =5X6 E F G SEAT PLAT fPEQ. 28'8" 1 L- P"2 314" 1 5:�, ling Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) _. 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA L: 15.00 Speed: 160 mph Pf: NA Ce: NA _. 0.00 Enclosure: Closed Lu: NA Cs: NA L: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Ld. 45.00 Mean Height: 25.00 ft CLL: 10.00 TCDL: 5.0 psf Building Code: t: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. I Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 :ing: 24.0 " C&C Dist a: 5.00 It Rep Fac: Yes Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) GCp1: 0.18 Plate Type(s): Wind Duration: 1.60 %AfAtrC Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.00 20.33 BC 75 0.00 31.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. g1CSI Criteria ,Deflection in loc L/defl L/# RT(LL): 0.120 F 999 360 RT(CL): 0.271 F 999 240 RZ(LL): 0.044 1 - - RZ(TL): 0.100 1 - - :ep Factor. 2.0 x TC CSI: 0.462 x BC CSI: 0.915 x Web CSI: 0.740 iaht: 161.0 Ibs Ver: 21.01.01 A.0521.20 11 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / LI / RL Q 1542 /- /- /962 /642 /122 L 1542 /- /- /962 /642 /- Wind reactions based on MWFRS Q Brg Width = 8.0 Min Req = 1.8 L Brg Width = 8.0 Min Req = 1.8 Bearings Q & L are a rigid surface. Bearings Q & L require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 33 0 F- G 1825 - 2069 B - C 317 -782 G - H 1859 -2212 C - D 355 - 818 H -1 356 - 818 D - E 1859 -2211 I - J 317 -782 E- F 1825 - 2069 J- K 33 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - P 813 -319 N - M 2276 -1750 P - O 2133 -1594 M - L 2133 -1630 O - N 2276 -1750 L - J 813 -319 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - P 444 -370 F - M 500 -293 P - D 2488 -2427 M - G 415 -216 D - O 177 -168 M - H 177 -168 E - O 414 - 216 H - L 2488 - 2427 O - F 501 -293 L - I 444 -370 "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 engineed responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the 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 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 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 M MIR A-1 Roof Tma— — Remod-dion of thle domrment. In am form. is nmhihited without the written nennianion of A-1 Ronf Tri—as. Manuel Martinez, P.E. # 047.182 4620 ParkView Dr St Cloud, FL 34771 Job: ,F. 85919 Truss A05 Truss Type COMN City Ply 1 1 07/23/2021 Seal #: 2732 13' 5'4" 113' 1115X6(R) =3X4 =3X6 =3X8 1115X6(R) LS,4T PLATE REQ. I` 28W 31'4" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Fig: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 15.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.087 M 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.196 M 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.021 K - - Des Ld: 45.00 C Kzt: HORZ(TL): 0.050 K - Mean Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Building Code: Creep Factor. 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.390 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.267 Spacing: 24.0 " C&C Dist a: 5.00 ft Rep Fac: Yes Max Web CSI: 0.861 Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) Weight: 168.0 Ibs GCpi: 0.18 Plate Type(s): VIEW Ver: 21.01.01A.0521.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; T2 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (••) 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.00 18.33 BC 75 0.00 31.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. W}nd loading based on both gable and hip roof types. SEAT RJQ. 5"2d ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / Ll / RL Q 1541 /- /- /948 /572 /138 K 1541 /- /- /948 /572 /- Wind reactions based on MWFRS Q Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 1.5 Bearings Q & K are a rigid surface. Bearings Q & K require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 33 0 F- G 1680 - 2134 B - C 372 -761 G - H 1773 -2500 C - D 1773 -2499 H -1 364 -758 D- E 1685 -2141 I- J 33 0 E - F 1673 -1973 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - Q 805 - 357 N - M 1971 -1253 Q - P 520 -195 M - L 2321 -1548 P - O 2321 -1513 L - K 532 - 326 O - N 1971 -1253 K -1 803 - 349 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Q - C 1333 -1437 M - F 338 - 68 C - P 1983 -1665 M - G 289 - 391 P - D 293 -152 G - L 293 -150 D - O 285 - 385 L - H 1985 -1664 E - O 336 - 72 H - K 1333 -1438 E - M 121 -116 "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 engineers responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the 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 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 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 n MIR A-1 Rnnf Tnrssas - RsnrnduNinn of this dominant. in anv fnnn. is nmhihend without tha vmMan nsrmissinn of A-1 Rnnf Tmssm. Manuel Martinez, P.E. # 047182 4620 ParkView Or St Cloud, FL 34771 Job: Truss Truss Type Qty Ply 07/23/2021 85919 A05C COMN 1 1 Seal #: 2733 r 13' i5'4" i 13' =6X10 =5X6 (� G H T4 � E10X10 F T N 1115X12(R ill 5X14 D 3B43X4 T W U J 1114X6(..) 1-3A(A1)B 1 W4 �K=(A1) 1 315 3X6 1113X4 IS =5X6 62 S 1115X6(R) B3=3X8---G3X6 IN5X6(R) SEPLATE REQ. SEAT PLATE REQ. Igr~1I 28'8" 117,21 8'3"5 1 2-6"1 1 20'6"11 31'4" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# TCDL: 15.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0.463 T 725 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 1.048 T 320 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.191 M - - Des Ld: 45.00 EXP: C Kzt: NA HORZ L : 0.440 M ) Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft Creep Factor: 2.0 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.733 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.970 Spacing: 24.0 " C&C Dist a: 5.00 ft Rep Fac: Yes Max Web CSI: 0.811 Loc. from endwall: not in 13.00 It FT/RT:10(0)/10(10) Weight: 184.8 Ibs GCpi: 0.18 Plate Type(s): VIEW Ver: 21.01.01A.0521.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Bot chord: 2x4 SP M-30; B2 2x8 SP 2400f-1.8E; B3 2x4 SP #2; B4 2x4 SP 2400f-2.OE + SP M-31; Webs: 2x4 SP #3; W1 2x6 SP #2; W3, W8 2x4 SP M-30; W4,W6,W7 2x4 SP #2; Plating Notes All plates are 1.5X3 except as noted. (•') 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.00 18.33 BC 75 0.00 8.28 BC 58 6.04 10.89 BC 75 10.92 31.33 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. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL W 1541 /- /- /948 /572 /138 M 1541 /- /- /948 /572 /- Wind reactions based on MWFRS W Brg Width = 8.0 Min Req = 1.8 M Brg Width = 8.0 Min Req = 1.5 Bearings W & M are a rigid surface. Bearings W & M require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 33 0 G- H 1688 -1992 B - C 1295 -1955 H -1 1681 - 2167 C - D 1475 -2133 I - J 1726 -2469 D - E 4689 - 6639 J - K 428 - 824 E- F 4288 - 6149 K- L 33 0 F - G 4226 - 5972 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - W 1970 -1264 Q - P 1954 -1240 W - V 1905 -1173 P - O 2324 -1543 D - U 4439 - 3030 O - N 2324 -1543 V-T 8 -6 N-M 613 -327 U - R 6376 - 4255 M - K 876 - 412 S - Q 78 - 54 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - W 851 - 910 R - Q 2820 -1781 D - V 1623 -2391 G - Q 1369 -2029 V - U 2806 -1725 G - P 122 -124 U-T 184 -147 P-H 311 -4 E - R 528 - 568 P -1 253 - 355 F - R 107 -95 I - N 371 -236 R-S 20 0 N-J 2129 -1748 R - G 5138 -3326 J - M 1298 -1458 7. -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineers responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the 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 US e of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. C nvdnht @ 2016 A-1 Rnnf T.,-- Ranrnd,,dion of thir; dm-nt. in env form. is nmhihitod vdthout the written nrrmic inn of A-1 Rmf Tni- Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 Job: §59 19 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BOLL: 0.00 BCDL: \ 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Truss Truss Type Qty Ply A06 I HIPS 12 11 13W =5X6=5X6 F G 1114X6(R) =3X6=3X4=3X4 1114X8(R) SFr$T PLATE REQ. 284" 29W Wind Criteria Snow Criteria (Pg,Pf in PSF) Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA Speed: 160 mph Pf: NA Ce: NA Enclosure: Closed Lu: NA Cs: NA Risk Category: II Snow Duration: NA EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf Building Code: BCDL: 5.0 psf FBC 7th Ed. 2020 Res. MWFRS Parallel Dist: h/2 to h TPI Std: 2014 C&C Dist a: 5.00 ft Rep Fac: Yes Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 %AtevG Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (++) - This plate works for both joints covered. (")1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 15.00 16.33 BC 75 0.00 29.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Detl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.115 M 999 360 VERT(CL): 0.263 M 999 240 HORZ(LL): 0.029 1 - - HORZ(TL): 0.068 1 - Creep Factor: 2.0 Max TC CSI: 0.912 Max BC CSI: 0.829 Max Web CSI: 0.859 Weight: 157.5 Ibs VIEW Ver: 21.01.01A.0521.20 07/23/2021 Seal #: 2472 SEAT PLATE REQ. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL' P 1547 /- /- /926 /572 /146 J 1276 /- /- /741 /442 P Wind reactions based on MWFRS P Brg Width = 8.0 Min Req = 1.8 J Brg Width = 4.0 Min Req = 1.5 Bearings P & J are a rigid surface. ' Bearings P & J require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 33 0 E- F 1450 -1947 B - C 364 -767 F - G 1458 -1803 C - D 1700 - 2567 G - H 1476 -1983 D - E 1433 -1980 H -1 1788 - 2614 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - P 805 -350 M - L 1803 -1086 P - O 583 - 241 L - K 2422 -1606 O - N 2369 -1526 K - J 170 -157 N - M 2369 -1526 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. P - C 1311 -1449 G - L 360 -253 C - O 1973 -1560 L - H 570 - 760 O - D 259 - 79 H - K 224 - 62 D - M 482 - 662 K - 1 2256 -1437 F - M 349 -165 I - J 944 -1214 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineenn Manuel Martinez, P.E. 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 # M47182 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 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 4620 ParkVew Dr 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 St Cloud, FL 34771 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by 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 0 2016 A-1 R-f Tn— — R.—dudinn of rhN dmirnAnt. in anv fnnn. is nmhihhed without the writtnn nnrmiecinn of A-1 Rnnf Tnrzcr..c. Job: 85919 Truss A07 i 15'8" Truss Type SPEC Qty Ply 07/23/2021 10 1 Seal #: 2469 14' c gFkT PLATE REQ. SEAT PLATE REQ. 28'4" ling Criteria (ps0 Wind Criteria - Snow Criteria (Pg,Pf in PSF) _. 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA L: 15.00 Speed: 160 mph Pf: NA . Ce: NA _. 0.00 Enclosure: Closed Lu: NA Cs: NA L: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Ld: 45.00 Mean Height: 25.60 ft CLL: 10.00 TCDL: 5.0 psf Building Code: t: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. I Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 :ing: 24.0 " C&C Dist a: 5.00 ft Rep Fee: Yes Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAX/F Lumber Top chord: 2x4 SP #2; T1 2x4 SP 2400f-2.OE + SP M-31; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; B2 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (++) - This plate works for both joints covered. (")1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 29.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. 29'8" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.108 K 999 360 VERT(CL): 0.245 K 999 240 HORZ(LL): 0.027 H - - HORZ(TL): 0.063 H - Creep Factor. 2.0 Max TC CSI: 0.681 Max BC CSI: 0.829 Max Web CSI: 0.881 Weight: 149.1 Ibs VIEW Ver: 21.01.01A.0521.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /L1 /RL N 1547 /- /- /920 /567 /152 1 1276 /- /- /742 /366 P Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 1.5 1 Brg Width = 4.0 Min Req = 1.5 Bearings N & I are a rigid surface. Bearings N & I require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 33 0 E-F 1355 -1914 B - C 375 - 777 F - G 1377 -1959 C - D 1644 -2587 G - H 1743 -2631 D - E 1336 -1959 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - N 821 - 361 L - K 2400 -1491 N - M 535 -234 K - J 2447 -1575 M - L 2400 -1491 J -1 138 -129 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. N-C 1255 -1439 K-G 611 -713 C - M 2044 -1562 G - J 224 - 83 M - D 272 -107 J - H 2312 -1432 D - K 522 - 661 H -1 917 -1220 F - K 677 - 311 **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 engineed responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the 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 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 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. CnvrinhtM2mi6 A-1RaafTn,---R.—dudl-of this dnnrment. in env farm. is nmhihitri Wthnut the written nennicsinn of A-1 RnofT—s. Manuel Martlnez, P.E. # 047182 4620 Parffew Dr St Cloud, FL 34771 rs Job: r 8591,9 Truss Truss Type Qty Ply 07/23/2021 B01 G I HIPS 11 12 I Seal #: 2773 �EEM 3 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 225# 150+ 225# t TO"6 7' 3'4" 7' z5X6 12 D=5X6 T2 E T T L[;� N �2N4 ( F 1111.5X3=2X4(A1) ' B G sus A H 1 M L K J I II1.5X3 101.5X3 =3X4 =3X4 01.5X3 SEAT PLATE REQ. SEAT PLATE REQ. f- 1'4" 14'8" 1'4" -{ L 1-5"2 r �{ 1T4" 1-5"2 I^- 7'0"6 1710 1 17"10 764 218# 218# Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 5.00 ft Loc. from endwail: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; T2 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; 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 72 plf at -1.43 to 72 pIf at 7.00 TC: From 36 pIf at 7.00 to 36 plf at 10.33 TC: From 72 plf at 10.33 to 72 plf at 18.76 BC: From 20 plf at 0.00 to 20 pIf at 7.03 BC: From 10 plf at 7.03 to 10 plf at 10.30 BC: From 20 plf at 10.30 to 20 plf at 17.33 TC: 225lb Conc. Load at 7.03,10.30 TC: 150 lb Conc. Load at 8.67 BC: 218 lb Conc. Load at 7.03,10.30 BC: 76 lb Conc. Load at 8.67 Purlins In lieu of structural panels or rigid ceiling use purlins telaterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 7.00 10.33 BC 120 0.00 17.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): -0.155 J 999 360 Lu: NA Cs: NA VERT(CL): 0.211 J 794 240 Snow Duration: NA HORZ(LL): -0.050 F - - HORZ(TL): 0.070 F - Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.632 TPI Std: 2014 Max BC CSI: 0.654 Rep Fac: No Max Web CSI: 0.044 FT/RT:10(0)/10(10) Weight: 148.4 lbs Plate Type(s): VIEW Ver: 21.01.01A.0521.20 WnvF Wind Wind loads and reactions based on MWFRS. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL M 1386 /- /- /- /1036 /- 1 1386 P P P 11036 P Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 1 Brg Width = 8.0 Min Req = 1.5 Bearings M & I are a rigid surface. Bearings M & I require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 16 -14 E - F 778 - 983 B-C 713 -906 F-G 715 -907 C-D 775 -981 G-H 16 -14 D - E 702 - 894 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 911 -718 K - J 888 -695 M - L 883 - 692 J -1 884 - 694 L - K 888 - 695 I - G 912 - 720 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - M 334 - 398 J - E 115 - 60 D - L 99 -52 I - F 337 -400 D-J 59 -40 "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 engineeringManuel Martinez, P.E. responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 047182 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 4620 ParkView Dr 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 St Cloud, FL 34771 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 0 211116 A-1 Rnnf Tninnns - RenrMmrJion of thin dnmrmant. in anv form. is nmhihand vhlhrnd tha wriffnn i-roi-inn of A-1 Roof Tmcca_c. Job: Truss Truss Type Qty Ply 07/23/2021 a 85919 I B02 COMN 1 1 Seal #: 2736 SEAT PLATE REQ. �- 1'4" i 8r8n . 1 8r8n D=4X4 14'8" 1'5 "2 17'4n 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: 15.00 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: 45.00 Mean Height: 25.00 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: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 5.00 it Rep Fac: Yes Loc. from endwall: not in 6.50 It FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 tnfnvF Lumber Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x6 SP #2; W2 2x4 SP #3; Plating Notes (") 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in cc) Start(ft) End(ft) BC 120 0.00 17.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Deft/CSI Criteria PP Deflection in loc Udefi L/# VERT(LL): -0.081 J 247 360 VERT(CL): 0.164 1 999 240 HORZ(LL): 0.029 C - - HORZ(TL): 0.061 E - - Creep Factor: 2.0 Max TC CSI: 0.505 Max BC CSI: 0.948 Max Web CSI: 0.137 Weight: 70.0 Ibs EW Ver: 21.01.01A.0521.20 SEAT PLATE REQ. 1 r4n -. 1'5"2 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL J 906 /- /- /820 1618 /101 H 906 /- /- /513 /445 P Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings J & H are a rigid surface. Bearings J & H require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 33 0 D- E 1355 - 845 B-C 1216 -741 E-F 1206 -741 C- D 1400 - 845 F- G 33 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-J 760 -1134 I-H 712 -1126 J-1 712 -1126 H-F 760 -1168 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - J 845 - 602 H - E 744 - 602 D - I 461 - 565 **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 engineed responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the responsibility of the Owner, the 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 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 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 2016 A-1 Ronf Inn -c — RanrnAnd inn of thN domiment. In anv form. is nmhihitad without the wriman nannlacinn of A-1 Roof T—s. Manuel Martinez P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 R Job: s 8591,9 II 1'5"2 Truss B03 8'8" Truss Type COMN 07/23/2021 Seal #: 2737 8'8"1 SEAT PLATE REQ. SEAT PLATE, IF?. f" 1'4" i 14'8" 4- `4+ -I1 - Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45A0 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 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: 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: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 5.00 ft Rep Fac: Yes Loc. from ,endwall: not in 6.50 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 IWAVE Lumber Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; T2 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; B2 2x4 SP #2; Webs: 2x6 SP #2; W2,W3 2x4 SP #3; Plating Notes (") 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 96 0.00 17.34 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. 17'4" lip Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.081 1 999 360 VERT(CL): 0.162 D 999 240 HORZ(LL): 0.027 F - - HORZ(TL): 0.047 F - Creep Factor: 2.0 Max TC CSI: 0.759 Max BC CSI: 0.989 Max Web CSI: 0.127 Weiqht: 72.8 Ibs EW Ver: 21.01.01A.0521.20 �c ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / L1 / RL J 913 /- /- /820 /623 /87 H 791 A /- /496 /379 !- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings J & H are a rigid surface. Bearings J & H require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 33 0 D- E 1480 - 826 B - C 1045 - 819 E - F 1441 - 894 C - D 1282 -924 F - G 1299 -798 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 836 - 992 1- H 764 -1237 J -1 795 - 985 H - G 809 -1275 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - J 975 -628 I - E 428 -476 D - I 311 - 346 H - F 746 - 567 -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 Martinez, P.E. 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 Manuel 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 (j 047162 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 4620 ParkView Dr 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 St Cloud, FL 34771 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. Cnnvriaht Q 201E A-1 Rmf TnLSi — RenmdurJinn of thi.sdmimant. in anv fnrm. is nrohihited vrithnut the written n it %im of A-1 Rmf Tni ¢. Job: Truss 85919 1 B04 Truss Type City Ply 07/23/2021 COMN 1 1 Seal #: 2738 8,8" 12 4 p 0 1.5X3 D (A1 1I W1g�(41 3y5 A I 114X4 SEAT PLATE REQ. �— 1'4" T4" E//i4X4(R1) T2 F � 3X4=3X4(E3) G 1113X8(E3) 1 H J =3X4 �- 1'6-2 1 16' ling Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) L: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA L: 15.00 Speed: 160 mph Pf: NA Ce: NA L: 0.00 Enclosure: Closed Lu: NA Cs: NA L: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Ld: 45.00 Mean Height: 25.00 ft CLL: 10.00 TCDL: 5.0 psf BuildingCode: t: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. I Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 ,Ing: 24.0 " C&C Dist a: 5.00 ft Rep Fee: Yes Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 1AIAIM Lumber Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; T2 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.OE + SP M-31:; Webs: 2x4 SP #3; W1 2x6 SP #2; Rt Slider: 2x4 SP #3; block length = 1.500' Plating Notes (**)1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 16.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. SEAT PLATE REQ. 14'8" Deft/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): -0.079 1 251 360 Loc R+ / R- ! Rh / Rw / LI / RL I 933 !- /- /833 /632 /93 VERT(CL): 0.162 F 999 240 HORZ(LL): 0.035 F - - J 644 /- /- /456 /355 /- HORZ(TL): 0.063 F - - Wind reactions based on MWFRS Creep Factor: 2.0 1 Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.847 J Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.819 Bearings I & J are a rigid surface. Max Web CSI: 0.872 Bearings I & J require a seat plate. Weight: 65.1 Ibs Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 21.01.01A.0521.20 A - B 33 0 D - E 1636 -942 B - C 1109 - 860 E - F 1596 - 991 C - D 1368 - 977 F - G 1785 -1556 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - I 884 -1065 H - G 886 -1421 1- H 839 -1088 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C -1 1071 - 672 H - E 454 -490 D-H 281 -415 "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 engineeri responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building.is the responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for genera; guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvdnht 0 2016 A-1 Ronf Tnicses — Renmduniinn of this dnnrment. in anv in=. is nmhihhed withnut the written nermisslon of A-1 Roof Tnisses. Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 ot Job: 8591,E Truss Truss Type Qty Ply B05 I COMN 2 11 8'8" -}- 7'6"8 SEAT PLATE REQ. �- 1'4" 1410"8 �— 1-5"2 —f 16'2"8 07/23/2021 Seal #: 2739 A01 y� 1113X6(E5) 0 87 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 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 15.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.093 F 999 360 Loc R+ / R- / Rh / Rw / Ll / RL 1 942 /- /- /600 /398 /92 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.209 F 834 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.035 F - - G 654 /- /- /379 1221 /- Des Ld: 45.00 EXP: C Kzt: NA HORZ(TL): 0.073 F - - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft Creep Factor: 2.0 1 Br Width = 8.0 Min Re 1. 9 q = 5 Soffit: 0.00 TCDL: 5.0 psf BCDL: 5.0 psf FBC 7th'Ed. 2020 Res. Max TC CSI: 0.889 G Brg Width = - Min Req = - Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.715 Bearing I is a rigid surface. Bearing I requires a seat plate. Spacing: 24.0 " C&C Dist a: 5.00 ft Rep Fac:,Yes Max Web CSI: 0.933 Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) Weight: 70.7 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 33 0 D - E 910 -981 B - C 712 - 876 E - F 914 -1033 Wind Duration: 1.60 WAVE Lumber C - D 887 - 997 F - G 1582 -1764 Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; T2 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Maximum Bot Chord Forces Per Ply (Ibs) B2 2x4 SP 42; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; W1 2x6 SP #2; Rt Slider: 2x4 SP #3; block length = 1.500' B - I 901 -702 H - G 927 -719 I- H 855 -718 Purlins In lieu of structural panels or rigid ceiling use purlins Maximum Web Forces Per Ply (Ibs) to laterally brace chords as follows: Webs Tens.Comp. Webs Tens. Comp. Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 16.21 C -1 897 -689 H - E 224 0 Apply purlins to any chords above or below fillers D - H 259 -297 at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes an 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 engineed responsibility for the design of the single Truss depicted on the TDD only, under TPIA. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the 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 TRA. The approval of the TDD and any field use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. 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 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. C.nnvrinht 0) 2m16 A-1 Roof Tn.--- Rnnmdudi- of thL% doaimant. in anv form. is nmhihited vdthnut thn written narmi.Wnn of A-1 Rnof Tru—. Manuel Martinez, P.E. # 047182 4620 ParkView Or St Cloud, FL 34771 Job: Truss Truss Type Qty I Ply 07/23/2021 99 85919 C01 G HIPS 1 3 Seal #: 2774 1 , 15 =Z15 ' 225# 150#b 150# 150# 150# 150# 150!{ 150#+ 150 150t( 150## 150# 15� 150# 150f{ 150#� 15CI 150# 2254 + 4 7 0"6 =7X6 =4X4 1111.5X4 =3X4 =H0510 =4X4 =7X6 12 3X4 =H0510 =3X4 4 -`3X4 =4X6( n F F r. H I I K 1 =3X6(C6) =3X10 =3X4 =5X6 III1.5X4 =5X6 =4X8 =H0510 =4X4 =3X10 III1.5X4 SE,I,PLATE REQ. 44 SEAT PLATE,REQ. 1144'� ffL� 48' 5018" 1 5 2 '1 7,0"6 "6 2 2 2 2 2 2 2, 2 „ 2, 2 2 2 2 2' 2' 2' 2,0'6 76# 76# 76# 76# 7%# 7' 76# 76# 76# 21 218# 76# 76# 76# 76# 76# 76# 76# 76# Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 15.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 45.00 Mean Height: 25.00 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: 5.07 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x6 SP 2400f-2.0E; T1 2x4 SP 2400f-2.0E + SP M-31; Bot chord: 2x6 SP 2400f-2.OE; Webs: 2x4 SP #3; W2 2x4 SP #2; Lt Slider: 2x4 SP #3; block length = 1.750' Rt Slider: 2x4 SP #3; block length = 1.750' 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. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 72 plf at -1.43 to 72 plf at 7.00 TC: From 36 plf at 7.00 to 36 plf at 43.67 TC: From 72 plf at 43.67 to 72 plf at 52.09 BC: From 20 plf at 0.00 to 20 plf at 7.03 BC: From 10 plf at 7.03 to 10 plf at 43.64 BC: From 20 plf at 43.64 to 20 plf at 50.67 TC: 225 lb Conc. Load at 7.03,43.64 TC: 150lb Conc. Load at 9.06,11.06,13.06,15.06 17.06,19.06,21.06,23.06,25.06,25.60,27.60,29.60 31.60,33.60,35.60,37.60,39.60,41.60 BC: 218 lb Conc. Load at 7.03,43.64 BC: 76 lb Conc. Load at 9.06,11.06,13.06,15.06 17.06,19.06,21.06,23.06,25.06,25.60,27.60,29.60 31.60,33.60,35.60,37.60,39.60,41.60 T )Cl) 1 )w Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity NA Ce: NA VERT(LL): -1.037 H 548 360 Loc R+ / R- / Rh / Rw / U / RL B 4063 /- /- /- /3079 /- NA Cs: NA VERT(CL): 1.415 H 401 284 1w Duration: NA HORZ(LL): -0.119 D - - Z 4063 /- /- !- /3079 /- HORZ(TL): 0.164 D - - Creep Factor: 2.0 Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 Iding Code: 7th Ed. 2020 Res. Max TC CSI: 0.438 Z Brg Width = 11.5 Min Req = 1.5 Std: 2014 Max BC CSI: 0.972 Bearings B & Z are a rigid surface. Bearings B & Z require a seat plate. t Fac: Yes Max Web CSI: 0.612 RT:10(0)/10(10) Weight: 896.7 Ibs Maximum Top Chord Forces Per Ply (Ibs) le Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 21.01.01A.0521.20 B - C 1372 -1733 G - H 5279 -6545 VE HS Puriins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 7.00 43.67 BC 110 0.00 50.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. N-O 12 -8 H-1 5712 -7063 A - B 12 - 8 I - J 5712 - 7063 C - D 2189 -2771 J - K 5253 -6513 D-E 4116 -5121 K-L 4114 -5119 E - F 5279 -6545 L - M 2189 -2771 F - G 5279 -6545 M - N 1372 -1736 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - Y 2590 -2047 T - S 6566 -5298 Y - X 2602 -2057 S - R 5222 -4200 X - W 2602 -2057 R - Q 2602 -2057 W - V 5224 - 4202 Q - P 2602 -2057 V - U 7072 - 5720 P - N 2590 - 2047 U - T 7072 - 5720 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp B - C 862 -1122 T - J 538 -441 Y-D 145 -171 J-S 347 -412 D - W 2710 - 2203 S - K 1384 -1124 W - E 660 - 797 K - R 660 - 798 E - V 1412 -1147 R - L 2708 - 2201 F - V 179 - 208 L - P 144 -171 V - H 470 - 569 M - N 862 -1122 H-T 67 -68 A **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 Manuel Martinez, P.E. 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 # 047182 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 4620 ParkView Or use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss St Cloud, FL 34771 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C.nnvrinht n 2m16 AA Roof Tnrace.¢ - R-roduntion of this donrment. in - fnrm. is nmhihhnd without the written nermisdnn of A-1 Roof Tni-R. Job: Truss Truss Type Qty Ply 07/23/2021 8591P CO2 HIPS 1 1 Seal #: 2740 �- 9' -i 32W Z6X8(R) ==4X4 =5X6 1111.5X4 =3X4 =5X6 =4X4 N6X8(R) 1=5 A D E F G H I J K 9' f rn ih N W r U n=4X6(C6) =H0710 1111.5X4 =HO510 =4X8 =4X8 =4X4 =4X8 =HO510 1111.5X4 SElj PLATE REQ. SEAT PLATEE EQ. r k 48' 1'4-{ 1'S' � $ 50'8" 15 2 12 4 p 4X6(C6) 4X6(C6) B Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 15.00 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: 45.00 Mean Height: 25.00 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: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 5.07 ft Rep Fac: Yes Loc.'from endwall: not in 6.50 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 MAN/M uc Lumber Top chord: 2x6 SP 2400f-2.0E; T1 2x4 SP 2400f-2.0E + SP M-31; Bot chord: 2x6 SP 2400f-2.OE; Webs: 2x4 :SP 2400f-2.OE + SP M-31:; Lt Slider: 2x4 SP #3; block length = 1.750' Rt Slider: 2x4 SP #3; block length = 1.750' Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 9.00 41.67 BC 65 0.00 50.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes V*RNING: Fumish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. 5X6 =3X6(C6) L 8 ZZiw M Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.670 H 849 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 1.516 H 375 284 B 2424 /- /- /1609 /1036 /149 HORZ(LL): 0.117 L - - X 2424 /- /- /1609 /1036 /- HORZ(TL): 0.266 L Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 Max TC CSI: 0.877 X Brg Width = 11.5 Min Req = 2.0 Max BC CSI: 0.948 Bearings B & X are a rigid surface. Max Web CSI: 0.874 Bearings B & X require a seat plate. Weight: 294.0 Ibs Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 21.01.01A.0521.20 B - C 2072 -2682 G - H 7511 -8725 M - N 35 -3 H -1 7480 -8693 A - B 35 -3 I - J 7480 -8693 C - D 3901 -4677 J - K 6351 -7362 D - E 6350 -7362 K - L 3901 -4676 E - F 7511 -8725 L - M 2072 -2690 F - G 7511 -8725 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - W 4355 - 3478 S - R 8738 - 7247 W - V 4368 - 3499 R - Q 7474 - 6175 V - U 4368 - 3499 Q - P 4367 - 3501 U - T 7474 - 6172 P - O 4367 - 3501 T - S 8738 -7247 O - M 4355 -3481 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - C 2120 -2207 H - R 586 -457 W - D 432 -265 R - J 1351 -1190 D - U 3338 - 3003 J - Q 1212 -1139 U - E 1212 -1138 Q - K 3338 - 3005 E - T 1382 -1223 K - O 432 - 264 G - T 563 -445 L - M 2121 -2207 T - H 249 - 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 Manuel Martinez, P.E. responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading cond@iu ons, suitability and use of this Truss for any Building is the g47162 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 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 4620 ParkView Or 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 St Cloud, FL 34771 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C nvdnht Q 2016 A-1 Ronf Tn,.cews - R.-d. Aon of this dnntment. in anv form. Is nmhihited withnut thn wnttnn nenniminn of A-1 Rnnf Tnrecxc. Job: Truss Truss Type Qty Ply 07/23/2021 85919 I CO3 I HIPS 11 1 Seal #: 2741 =4 co 1 ::im5 A/ -I 28'8" =6X10 =3X4 Ill1.5X4 =3X4 =4X6 12 iz1.5X4 4 p E F G H I =6X10 o 1.5X4 JZZ114X6 K6(C6j(C6) 3X D C B (a) (a =3X6(C6)(t K =d4X6 L M V U T S R Q P O =H0510 =3X8 =3X4 3X4 =4X6 =H0510 =4X6 =H0510 k r :6) T to 'v �N S gT,PLATE REQ. SEAT PLAJ IT REQ. f-4 48' PA 115'1 50'8" -oading Criteria (psf) Wind Criteria FCLL: 20.00 Wind Std: ASCE 7-16 FCDL: 15.00 Speed: 160 mph 3CLL: 0.00 Enclosure: Closed 3CDL: 10.00 Risk Category: II EXP: C Kzt: NA des Ld: 45.00 Mean Height: 25.00 ft VCBCLL: 10.00 TCDL: 5.0 psf 30frit: 0.00 BCDL: 5.0 psf -oad Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 5.07 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Bot chord: 2x6 SP 2400f-2.OE; Webs: 2x4 SP #3; Lt Slider: 2x4 SP #2; block length = 1.750' Rt Slider: 2x4 SP #2; block length = 1.750' Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.00 39.67 BC 76 0.00 50.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. )w Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity NA Ce: NA VERT(LL): 0.611 G 930 360 Loc R+ / R- / Rh / Rw / U / RL B 2424 /- P /1631 /1036 /174 NA Cs: NA VERT(CL): 1.384 G 411 284 1w Duration: NA HORZ(LL): 0.090 E - - W 2424 /- /- /1631 /1036 /- HORZ(TL): 0.206 E - - Creep Factor. 2.0 Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 Iding Code: 7th Ed. 2020 Res. Max TC CSI: 0.999 W Brg Width = 11.5 Min Req = 2.0 Sid: 2014 Max BC CSI: 0.954 Bearings B & W are a rigid surface. Bearings B & W require a seat plate. Fac: Yes Max Web CSI: 0.920 RT:10(0)/10(10) Weight: 285.6 Ibs Maximum Top Chord Forces Per Ply (Ibs) to Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 21.01.01A.0521.20 B - C 1283 -1851 G - H 6039 -7083 M - N 35 -3 H - I 6039 -7083 VE HS A - B 35 - 3 I - J 5542 - 6461 C - D 3767 -4553 J - K 3904 -4739 D - E 3904 -4739 K - L 3767 -4553 E - F 5542 - 6461 L - M 1283 -1858 F - G 6039 -7083 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - V 4188 - 3334 R - Q 6526 - 5273 V - U 4468 - 3471 Q - P 4468 - 3474 U - T 4468 -3471 P - 0 4468 -3474 T - S 6526 - 5270 0 - M 4188 - 3337 S - R 6526 - 5270 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - C 2740 -3004 R - I 643 -594 D - V 367 -454 I - Q 942 -809 E - V 380 -134 Q - J 2261 -2062 E - T 2261 -2062 J - 0 380 -134 T - F 942 -808 O - K 367 -454 F - R 643 - 594 L - M 2740 - 3004 G - R 607 -488 "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 CMD) 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 Manuel Martinez, P.E. responsibility for the design of the single Truss depicted an the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047162 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 4620 ParkUew Dr use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss St Cloud, FL 34771 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. Cnnvrlaht9) 2016 A-1 Roof To-- RenrndnrAlnn of thin dnournont. in anv form. is nmhihhed withnut the written nrnnincinn of A-1 RonfTnr. snc. tl Job: Truss Truss Type Qty Ply 07/23/2021 85919 C04 HIPS 1 1 _ Seal #: 2742 Ao�_ rL 13' 24'8" 13' �{ =7X10 =3X4 =5X6 1112X4 =7X10 12 %3X4 E T2 F G H T3 :3X4 I q p T �4X4 =4X6(C6) D r" J =3X6(C6) =4X6(C6) (a) (a) (a 2066 C6) v B C A K L rn s _4X4 V U T S R Q P O N M l =3X4 =5X6 1II1.5X4 =5X6 =-4X4 =H0510 =4X10 =3X4 1111.5X4 SELgT11 LPLATE REQ. r4j 48' SEAT PLATEJjREQ. 11447 t 50'8" 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 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 15.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.474 H 999 360 Loc R+ / R- / Rh / Rw / U / RL B 2424 /- /- /1649 /1034 /199 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 1.073 H 530 284 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.096 K - - W 2424 P P /1649 /1034 P Des Ld: 45.00 EXP: C Kzt: NA HORZ(TL): 0.218 K - - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft Creep Factor: 2.0 B Br Width = 8.0 9 Min Re q = 2.0 Soffit: 0.00 TCDL: 5.0 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.843 W Brg Width = 11.5 Min Req = 2.0 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.993 Bearings B & W are a rigid surface. Spacing: 24.0 " C&C Dist a: 5.07 ft Rep Fac: Yes Max Web CSI: 0.836 Bearings B & W require a seat plate. Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) Weight: 303.8 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 B - C 1842 -2672 L - M 35 -3 F - G 5049 -5961 G - H 5049 -5961 Wind Duration: 1.60 WAVE HS Lumber Top chord: 2x4 SP M-30; T2,T3 2x6 SP #2; A - B 35 -3 H -1 5051 -5963 Bot chord: 2x6 SP 2400f-2.OE; C - D 3456 -4439 I - J 3912 -4775 Webs: 2x4 SP #3; D - E 3910 -4773 J - K 3456 -4437 Lt Slider: 2x4 SP #3; block length = 1.750' E - F 5029 -5942 K - L 1842 -2680 Rt Slider: 2x4 SP #3; block length = 1.750' Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) Continuous lateral restraint equally spaced on member. B - V 4134 -3085 R - Q 5983 -4687 V - U 4153 - 3107 Q - P 4501 - 3426 Purlins U - T 4153 -3107 P - O 4152 -3109 In lieu of structural panels or rigid ceiling use purlins T - S 4499 -3423 O - N 4152 -3109 to laterally brace chords as follows: S - R 5983 -4687 N - L 4132 -3087 Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.00 37.67 Maximum Web Forces Per Ply (Ibs) BC 81 0.00 50.67 Apply purlins to any chords above or below fillers Webs Tens.Comp. Webs Tens. Comp. B - C 1726 -1967 H - Q 775 -608 at 24" OC unless shown otherwise above. V - D 522 -462 Q - 1 1654 -1561 Wind D - T 436 -606 1- P 306 0 Wind loads based on MWFRS with additional C&C E - T 299 0 P - J 439 -607 member design. E - S 1639 -1539 J - N 524 -465 Wind loading based on both gable and hip roof types. S - F 817 -619 K - L 1725 -1966 F-Q 185 -163 Additional Notes WARNING: Furnish a copy of this DWG to the it .tallation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. -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 Martinez, P.E. 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 Manuel #M47162 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 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 4620 ParkView Dr 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 St Cloud, FL 34771 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 M 21116 A-1 Rnnf TN.SCes - Re Muntinn of this dnntment. In anv fnrm. is nmhihited without the written nemissinn of A-1 Rnnf Tni..-As. Job: Truss Truss Type Qty Ply 07/23/2021 85919 I C05 I HIPS Seal #: 2743 /"916 15' 20'8" 15' 9 =6X8 =3X4 =4X6 =6X8 1111.5X4 12 %3X4 F G H I J :3X4 TtO :4X4 K T =4X6( (a L =3X6= 6) 5;:f< C6( ) B :---4X6 M N O l A X W V B2 U T S 83 R Q P Y = H0510 1111.5X4 =H0510 =3X4 =3X4 =3X10 =3X4 =H0510 III1.5X4 SEg4,PLATE REQ. SEAT PLATE,jREQ. 1144� �- 48' P i 50W a 115'1 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 Pg: NA, Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 15.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.478 1 999 360 Loc R+ / R- / Rh / Rw / U / RL B 2424 /- /- /1664 /1034 /224 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 1.081 1 526 284 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.121 M - - Y 2424 /- P /1664 /1034 P Des Ld: 45.00 EXP: C Kzt: NA HORZ(T ) L : 0.275 M - - Wind reactions based on MWFRS BuildingCode: NCBCLL: 10.00 Mean Height: 25.00 ft Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 2.0 Soffit: 0.00 TCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 Y Br Width = 11.5 g Min Re 2.0 q = Load Duration: 1.25 BCDL: 5.0 psf P MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.991 Bearings B & Y are a rigid surface. Bearings B & Y require a seat plate. Spacing: 24.0 " C&C Dist a: 5.07 ft Rep Fac: Yes Max Web CSI: 0.705 Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) Weight: 284.2 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 B - C 1823 -2797 N - O 35 -3 G - H 4250 -5090 H - I 4250 -5090 Wind Duration: 1.60 IWAVE, HS Lumber A - B 35 -3 I - J 4250 -5090 Top chord: 2x4 SP M-30; C - D 3458 -4590 J - K 3656 -4526 Bot chord: 2x6 SP 2400f-2.0E; B2,133 2x6 SP #2; D - E 3640 -4561 K - L 3640 -4561 Webs: 2x4 SP #3; Lt Slider: 2x4 SP #3; block length = 1,750' E - F 3656 -4526 L - M 3458 -4589 Rt Slider: 2x4 SP #3; block length = 1.750' F - G 4234 -5073 M - N 1824 -2806 Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) Continuous lateral restraint equally spaced on Chords Tens.Comp. Chords Tens. Comp. member. B - X 4277 - 3081 T - S 5101 - 3826 Purlins X - W 4289 -3098 S - R 4268 -3131 In lieu of structural panels or rigid ceiling use purlins W - V 4289 -3098 R - Q 4289 -3101 to laterally brace chords as follows: V - U 4268 -3129 Q - P 4289 -3101 Chord Spacing(in oc) Start(ft) End(ft) U - T 5101 -3826 P - N 4276 -3084 TC 24 15.00 35.67 BC 63 0.00 50.67 Maximum Web Forces Per Ply (Ibs) Apply purlins to any chords above or below fillers Webs Tens.Comp. Webs Tens. Comp. at 24" OC unless shown otherwise above. B - C 1755 -1992 I - S 622 -476 Wind X-D 456 -347 S-J 1019 -1002 Wind loads based on MWFRS with additional C&C D - V 212 -414 J - R 396 -50 member design. F - V 391 -47 R - L 213 -413 Wind loading based on both gable and hip roof types. F - U 1006 -983 L - P 457 -349 U - G 667 -483 M - N 1754 -1990 Additional Notes G - S 123 -119 WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken ti during handling, shipping and installation of trusses. See "WARNING" note below. -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 Manuel Martinez, P.E. 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 # 047182 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 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 4620 ParkView Or 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 St Cloud, FL 34771 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 nvdnht A 2016 A-1 Rnnf Tmasas— Ranmd,,dinn of this dmanant. in am form. Is nmhihited without tha wriffan narmsslan of A-1 Roof Tnincxc. Job: Truss Truss Type Qty Ply 07/23/2021 _ „ 8.5919 C06 HIPS 1 1 Seal #: 2744 r 17' 16'8" 17' =6X8 1111.5X4 =6X8 =4X6 F T3 G H T4 I 12 o3X4 T 4� Z3X4 �4X4 = _ 4X6(C6) D E ` (a) (a J z4X6 K -4X4 =-3X6(C6) T 6 CX6(C6) =4X6(C6) fn a to B C oo4X6 ) LEM A ( a io L M N V U T S R Q P O = 3X8 1111.5X4 =H0510 =3X4 =6X6 =3X4 =HO510 1111.5X4 LATE REQ. S qT,P II�L 44 481 SEAT PLAJ, �EQ. J '1 P5 i 50'8" 1 5 $ 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 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 15.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.413 G 999 360 Loc R+ / R- / Rh / Rw , / U / RL B 2424 /- /- /1674 /1033 /249 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.931 G 611 284 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.109 L - - W 2424 /- /- /1674 /1033 /- Des Ld: 45.00 EXP: C Kzt: NA HORZ(TL): 0.248 L - - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft Creep Factor: 2.0 B Br Width = 8.0 9 Min Re q = 2.0 Soffit: 0.00 TCDL: 5.0 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.968 W Brg Width = 11.5 Min Req = 2.0 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to ItTPI Std: 2014 Max BC CSI: 0.982 Bearings B & W are a rigid surface. Spacing: 24.0 " C&C Dist a: 5.07 ft Rep Fac: Yes Max Web CSI: 0.859 Bearings B & W require a seat plate. Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) Weight: 284.2 Ibs Maximum Top Chord Forces Per Ply (Ibs) GCp1: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 21.01.01A.0521.20 B - C 1861 -2924 G - H 3764 -4590 Wind Duration: 1.60 WAVE HS M - N 35 -3 H -1 3764 -4590 Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; T3, A - B 35 -3 I - J 3428 -4384 - T4 2x4 SP M-30; C - D 3373 -4655 J - K 3404 -4422 Bot chord: 2x6 SP 2400f-2.0E; D - E 3405 -4422 K - L 3373 -4655 Webs: 2x4 SP #3; E - F 3428 -4384 L - M 1861 -2932 Lt Slider: 2x4 SP #3; block length = 1.750' F - G 3764 -4590 Rt Slider: 2x4 SP #3; block length = 1.750' ` Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) Continuous lateral restraint equally spaced on member. B - V 4346 -3010 R - Q 4112 -2889 V - U 4357 -3026 Q - P 4357 -3029 Purlins U - T 4357 -3026 P - O 4357 -3029 In lieu of structural panels or rigid ceiling use purlins T - S 4112 -2887 O - M 4346 -3013 to laterally brace chords as follows: S - R 4112 -2887 Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.00 33.67 Maximum Web Forces Per Ply (Ibs) BC 87 0.00 50.67 Apply purlins to any chords above or below fillers Webs Tens.Comp. Webs Tens. Comp. B - C 1644 -1931 R - 1 588 -682 at 24" OC unless shown otherwise above. V - D 438 -299 I - Q 515 -66 Wind D-T 281 -373 Q-K 281 -373 Wind loads based on MWFRS with additional C&C F - T 515 -66 K - O 438 -299 member design. F - R 588 -682 L - M 1644 -1931 Wind loading based on both gable and hip roof types. G - R 780 -573 Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. -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 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 an any TDD represents an acceptance of the professional engineedn Manuel Martinez, P.E. 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 # 047182 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 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 4620 ParkView Dr 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 St Cloud, FL 34771 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. Convdaht 0 201 a A-1 Roof Tnrscnc - Rnnrndurlion of this d-ment. in env form. is nrnhihhnd without the written nertni. too of A-1 Roof Tnrccrs. Job: Truss Truss Type Qty Ply 07/23/2021 85919 I C07 I HIPS 11 11 I Seal #: 2745 T ,5X6 =4X6(C6 i- =3X6)(C6) io iMM5 AC/ i� V U T S R Q P W =H0510 =3X4 =3X4 =3X8 =6X6 =3X8 =H0510 SEgT,PLATE REQ. SEAT PLAT 44E,PEQ. �' 4 48' 50'8" �I 19' 12'6" 19' =5X6 =3X4 =5X6 03X4 G H T3 I Z3X4 4 � T2 T2 i 1.5X4 1.5X4 64XI3 D E F (a (a) ZZZ��'Nz4X6 L 5X6 =3X6(C6) dX6(C6) ZZi-, N Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 15.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.382 H 999 360 Loc R+ / R- / Rh / Rw / U / RL B 2424 /- /- /1682 /1032 /274 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.862 H 660 284 BCDL: 1b.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.102 M - - W 2424 /- /- /1682 /1032 /- Des Ld: 45.00 EXP: C Kzt: NA () HORZ TL : 0.231 M - - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft Creep Factor. 2.0 B Br Width = 8.0 Min Re 2.0 Soffit: 0.00 TCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.980 W Brg9 Width = 11.5 Min Reqq = 2.0 Load Duration: 1.25 BCDL: 5.0 sf P MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.966 Bearings B & W are a rigid surface. Bearings B & W require a seat plate. Spacing: 24.0 " C&C Dist a: 5.07 ft Rep Fac: Yes Max Web CSI: 0.923 Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) Weight: 291.2 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 B - C 1242 -2312 G - H 3084 -3866 Wind Duration: 1.60 IWAVE, HS N - O 35 -3 H - I 3084 -3866 Lumber A - B 35 -3 I - J 3125 -4156 Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; C - D 3266 -4647 J - K 3345 -4604 T2 2x4 SP M-30; T3 2x4 SP #2; D - E 3343 -4671 K - L 3343 -4671 Bot chord: 2x6 SP 2400f-2.OE; Webs: 2x4 SP #3; E - F 3345 -4604 L - M 3266 -4647 Lt Slider: 2x4 SP #3; block length = 1.750' F - G 3125 -4156 M - N 1242 -2320 Rt Slider: 2x4 SP #3; block length = 1.750' Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) Continuous lateral restraint equally spaced on member. B - V 4301 -2880 S - R 4067 -2768 V - U 4472 -2996 R - Q 4472 -2999 Purlins U - T 14472 -2996 Q - P 4472 -2999 In lieu of structural panels or rigid ceiling use purlins T - S 4067 -2768 P - N 4300 -2883 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) TC 24 19.00 31.67 Webs Tens.Comp. Webs Tens. Comp. BC 89 0.00 50.67 B - C 2179 -2596 H - R 500 -324 Apply purins to any chords above or below fillers at 24" OC unless shown otherwise above. D - V 228 -142 R - I 776 -403 V - F 364 -232 R - J 498 -673 Wind F - T 498 -673 J - P 364 -231 Wind loads based on MWFRS with additional C&C G - T 776 -403 P - L 228 -142 member design. T - H 500 -324 M - N 2179 -2596 Wind loading based on both gable and hip roof types. Additional Notes WARNING: Furnish a copy of this DWG to the >s installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. "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 Manuel Martinez, P.E. 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 g 047182 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 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 4620 ParkView Dr 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 St Cloud, FL 34771 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 fd 2016 A-1 Rnnf Tmxcaa - Ranrnduntinn of thK dmimant. In am fnnn. is omhihBad Wthnut tha writtan nrrmiacinn of A-1 Rnnf Tnrecr_c. Job: 85919 Truss C08 Truss Type HIPS Qty 1 Ply 07/23/2021 1 #: 2746 _ Ado j- 21' 8'8" 21' =5X8 =5X8 o3X4 G T3 H 3X4 T 12 4 l74 o4F 3X4 T E IJ�4X6 04X4 (a �4X4 4X6(C6) D (a) K ( =3X64X6)(C6) i� =4X6(C6) (a 4 F_ C L 1=15 B M A N 1 W V U 82 T S R B3 Q P O X =3X4 =H0510 1111.5X4 =H0510 =3X8 =5X6 =3X4 =3X4 1111.5X4 S q ,PLATE REQ. 1 SEAT PIA $REQ. I- 48 � PA1'5" ' 50'8" �I Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std:, ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 15.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.370 R 999 360 Loc R+ ! R- / Rh / Rw / U / RL B 2420 /- /- /1686 /1031 /299 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.836 R 680 284 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.111 L - - X 2420 /- /- 11686 /1031 /- Des Ld: 45.00 EXP: C Kzt: NA HORZ(TL): 0.252 L - - Wind reactions based on MWFRS BuildingB Code: NCBCCL: 10.00 Mean Height: 25.00 ft Creep Factor: 2.0 Br Width = 8.0 Min Re 2.0 9 q = Soffit: 0.00 TCDL: 5.0 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.936 X Brg Width =11.5 Min Req = 2.0 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.985 Bearings B & X are a rigid surface. Bearings B & X require a seat plate. Spacing: 24.0 " C&C Dist a: 5.07 ft Rep Fac: Yes Max Web CSI: 0.610 Loc. from endwall: not in 13.00 it FT/RT:10(0)/10(10) Weight: 296.8 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 B - C 1544 -2794 G - H 2831 -3602 Wind Duration: 1.60 WAVE HS Lumber Top chord: 2x4 SP M-30; T3 2x4 SP 2400f-2.OE + SP M-31; Bot chord: 2x6 SP 2400f-2.OE; 132,133 2x6 SP #2; Webs: 2x4 SP #3; Lit Slider: 2x4 SP #3; block length = 1.750' Rt Slider: 2x4 SP #3; block length = 1.750' Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 21.00 29.67 BC 69 0.00 50.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes WARNING: Fumish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. M - N 35 - 3 H - I 2884 - 3868 A- B 35 - 3 I- J 3232 -4479 C - D 2979 -4495 J - K 3230 -4621 D - E 3230 -4621 K - L 2979 -4494 E - F 3231 -4478 L - M 1544 -2801 F - G 2877 -3857 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - W 4194 -2641 S - R 3599 -2246 W - V 4210 -2659 R - Q 4312 -2760 V - U 4210 - 2659 Q - P 4210 - 2661 U - T 4311 - 2758 P - O 4210 - 2661 T - S 3599 - 2246 O - M 4193 - 2643 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - C 1525 -1898 H - R 695 - 276 W - D 456 -405 R -1 632 -875 D - U 209 -239 I - Q 328 -1 U- F 329 0 Q- K 210 - 239 F - T 636 -881 K - O 457 -405 G - T 696 -282 L - M 1525 -1898 T - H 268 -262 -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 Manuel Martinez, P.E. 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 # 047182 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 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 4620 Parktlew Or 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 St Cloud, FL 34771 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 daht 0 2016 A-1 Roof Tmssea- Renmdudion of this dwimant. in anv farm. is nmhihited without tha written nenniacion of A-1 Roof Tmsses. Job: Truss Truss Type Qty I Ply 07/23/2021 85919 I C09 I HIPS 11 1 Seal #: 2747 e T 12 4 p 3X4D o 4X4 4Xr�(C6) C 4X6(C6) ors A 23' _ f ^6 13X4 Jii4X6 KZ 3X4 m =3X6(C6) L �4X =4X6- (C6) Q P O X N =3X4 =1-10510 1111.5X4 SE4q ,.PLATE REQ. SEAT PLA1Ts, REQ. 48' � 50'8" 23' 4'8" --)� =5X8 5X8 G T3 H F W V U B2 T S R 1111.5X4 =H0510 =3X4 =3X4=5X6 =3X8 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 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: g 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: 5.07 It Rep Fac: Yes Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 IWAVE. HS Lumber Top chord: 2x4 SP M-30; T3 2x4 SP #2; Bot chord: 2x6 SP 2400f-2.OE; B2,B3 2x6 SP #2; Webs: 2x4 SP #3; Lt Slider: 2x4 SP #3; block length = 1.750' Rt Slider: 2x4 SP #3; block length = 1.750' Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 23.00 27.67 BC 67 0.00 50.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. I/CSI Criteria I ♦ Maximum Reactions (Ibs) Deflection in loc L/defl L/# Gravity Non -Gravity IT(LL): 0.392 T 999 360 Loc R+ / R- / Rh / Rw / U / RL B 2420 /- /- /1686 11029 /324 RT(CL): 0.884 T 643 284 RZ(LL): 0.120 L - - X 2420 /- /- /1686 11029 /- RZ(TL): 0.273 L Wind reactions based on MWFRS ep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 (TC CSI: 0.926 X Brg Width = 11.5 Min Req = 2.0 (BC CSI: 0.961 Bearings B & X are a rigid surface. Bearings B & X require a seat plate. ( Web CSI: 0.680 ight: 301.0 Ibs Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. W Ver: 21.01.01A.0521.20 B - C 1355 -2775 G - H 2546 -3343 M - N 35 - 3 H -1 2575 - 3605 A - B 35 -3 I - J 3047 -4423 C - D 2925 -4592 J - K 3041 -4540 D - E 3042 -4541 K - L 2925 -4592 E - F 3047 -4424 L - M 1356 -2784 F - G 2582 - 3615 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - W 4277 -2575 S - R 3339 -1907 W - V 4289 -2588 R - Q 4237 -2561 V - U 4289 -25M Q - P 4289 -2590 U - T 4238 -2559 P - O 4289 -2590 T - S 3339 -1907 O - M 4277 -2577 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp B - C 1667 -2016 R - H 696 -386 W - D 391 - 330 R - I 786 -1084 D-U 179 -165 I-Q 416 -23 U-F 417 -24 Q-K 180 -164 F - T 783 -1079 K - O 390 -329 G - T 699 -363 L - M 1668 -2016 G - R 259 -251 **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 engineers responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in wrifing 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. Cnov6n1it9) 20111 A-1 RnnfTnicsr_a -Re vndudinn of this dnntment. in env fnon. is nmhihbnd without the written nennission of A-1 Roof To - Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 1 1Job: Truss Truss Type 85919 I C10 I HIPS Qty I Ply 1 07/23/2021 Seal #: 2748 25' r" 25' i 1 u J R v r v Iv v 1111.5X4 =H6510 =3X4=5X6=3X8 =3X4 =H0510 III1.5X4 SEAT PLATE REQ. SEAT PLAT$ REQ. f I'4 48' 4 7 50'8" 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 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 15.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.359 Q 999 360 Loc R+ / R- / Rh / Rw / U / RL B 2420 P P 11683 /582 /350 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.810 Q 702 284 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.105 K - - V 2420 P P /1683 /582 /- Des Ld: 45.00 EXP: C Kzt: NA HORZ(TL): 0.240 K - - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft Creep Factor: 2.0 B Br Width = 8.0 Min Re 2.0 9 q = Soffit: 0.00 TCDL: 5.0 psf FBC 7th Ede 2020 Res. Max TC CSI: 0.968 V Brg Width = 11.5 Min Req = 2.0 Load Duration: 1.25 BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI`. 0.852 Bearings B & V are a rigid surface. Spacing: 24.0 " C&C Dist a: 5.07 ft Rep Fac: Yes Max Web CSI: 0.671 Bearings B & V require a seat plate. Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) Weight: 294.0 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.0521.20 B - C 1396 -2930 F - G 2209 -3352 L - M 35 -3 G - H 2209 -3352 Wind Duration: 1.60 WAVE HS Lumber A - B 35 -3 H -1 2739 -4324 Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; C - D 2726 -4617 I - J 2729 -4457 T2 2x4 SP M-30; Bot chord: 2x6 SP 2400f-2.OE; D - E 2729 -4457 J - K 2726 -4616 Webs: 2x4 SP #3; E - F 2739 -4324 K - L 1396 -2938 Lt Slider: 2x4 SP #3; block length = 1.750' Rt Slider: 2x4 SP #3; block length = 1.750' Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing (a) Continuous lateral restraint equally spaced on B - U 4313 -2405 Q - P 4131 -2255 member. U - T 4326 -2420 P - O 4326 -2422 T - S 4326 -2420 O - N 4326 -2422 Purlins S - R 4131 -2253 N - L 4313 -2407 In lieu of structural panels or rigid ceiling use purlins R - Q 4131 -2253 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) BC 120 0.00 50.67 Webs Tens.Comp. Webs Tens. Comp. Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. B - C 1423 -1886 Q - H 913 -1251 U - D 401 -322 H - P 483 -27 Wind D - S 231 -207 P - J 232 -208 Wind loads based on MWFRS with additional C&C S - F 483 -27 J - N 401 -322 member design. F - Q 913 -1251 K - L 1423 -1886 Wind loading based on both gable and hip roof types. G - Q 1486 -840 Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. **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 engineers responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the 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 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Trvss 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 201a A-1 Roof Tnrscac — Ranroduotion of thin door-nnt. In anv form. is nmhihitad without tha vMffen narmicsion of A-1 Roof To—sn. Manuel Martinez, P.E. 4047182 4620 ParkView Dr St Cloud, FL 34771 Job: Truss Truss Type uty ply U//23/2U21 85919 C11 COMN 14 1 Seal #: 2749 v ct cc =5 254" 25'4" i III 1.5X4=H0510 =3X4 =5X6=3X8 =3X4 =H0510 1111.5X4 S g4,PLATE REQ. SEAT PLATJ,REQ. I- 48' 1 �{ 50W -� 5 Loading 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 L/defl L/# Gravity Non -Gravity rCDL: 15.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0.349 Q 999 360 Loc R+ / R- / Rh / Rw / U / RL V 2424 /- /- /1682 /588 /353 3CLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.786 Q 723 284 3CDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.118 K - - W 2424 /- P /1682 /588 /- Des Ld: 45.00 EXP: C Kzt: NA HORZ L 0.268 K - - Cr )• Wind reactions based on MWFRS BuildingCode: Voffit: 1 00 Mean Height: 25.00 ft Creep Factor. 2.0 p V Brg Width = 8.0 Min Req = 2.0 Soffit: 0.00 TCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.882 W Br Width = 11.5 9 Min Re 2.0 q = . _oad Duration: 1.25 BCDL: 5.0 sf p MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.740 Bearings V & W are rigid surface. Bearings V & W require a seat plate. Spacing: 24.0 " C&C Dist a: 5.07 ft Re Fac: Yes p Max Web CSI: 0.617 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) Weight: 301.0 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): VIEW Ver: 21.01.01A.0521.20 A - C 939 -2432 C - D 2867 -4725 G - H 2278 -3322 H -1 2713 -4184 Wind Duration: 1.60 WAVE HS Lumber D - E 2698 -4282 I - J 2698 -4282 Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; E - F 2713 -4184 J - K 2867 -4725 Bot chord: 2x6 SP 2400f-2.0E; F - G 2278 -3322 K - M 939 -2442 Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 2.750, Rt Slider: 2x6 SP #2; block length = 2.750, Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing (a) Continuous lateral restraint equally spaced on A - B 2327 -823 R - Q 3962 -2183 member. B - U 4412 -2508 Q - P 3962 -2185 U-T 4417 -2517 P-0 4417 -2519 Purlins T - S 4417 -2517 O - N 4417 -2519 In lieu of structural panels or rigid ceiling use purlins S - R 3962 -2183 N - L 4412 -2510 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) BC 120 0.00 50.67 Webs Tens.Comp. Webs Tens. Comp. Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. B - C 2038 -2513 Q - H 857 -1181 U - D 302 -158 H - P 524 - 99 Loading D - S 351 -466 P - J 351 -466 Truss passed check for 20 psf additional bottom S - F 524 -99 J - N 302 -158 chord live load in areas with 42"-high x 24"-wide F - Q 857 -1181 K - L 2038 -2513 clearance. G - Q 1619 - 973 Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineer responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvrinht 0 MIR A-1 Roof Tnrc ¢ - RxnmAnrtinn of thk dnnrm"nt in anv fnnn. N nmhihitrtl without the written narmWgien of A-1 Ronf Tnrcuas. Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 Job: Truss Truss Type Qty Ply 07/23/2021 185919 I D01 G I HIPS 11 12 I Seal #: 2775 _ I^- T 12 4 p T 4X6 W C 1 mi; A P '2 I.-L4 PLATE REQ. 269# 150#4 150 i 1501 150 i 150 + 150# 150 150 i 269# t- 7'0"6 frl-id =3X4 =4X6 1111.5X3 D=r T2 E F G T3-­H 1114X6(R) = X4 =H0308 = X8 29' 31'8" 7' T 1 Z4X6 J=3XK(A1) D1 4 L 1114X6(R) SEAT PLAT, EIQ. 7,0„6 2 0„6 2� 2 i 2 „6„ 2� 2 1-2 -4 174# 76# 76# 76# 76# 76# 76# 76# 76# 174 ling Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) L: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA L: 15.00 Speed: 160 mph Pf: NA Ce: NA L: 0.00 Enclosure: Closed Lu: NA Cs: NA iL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Ld: 45.00 Mean Height: 25.00 ft �CLL: 0.00 TCDL: 5.0 psf Building Code: t: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. I Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 ;ing: 24.0 " C&C Dist a: 5.00 ft Rep Fac: No Loc. from endwall: not in 6.50 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 MIMIC uc Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; T2, T3 2x4 SP M-30; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; W1 2x6 SP #2; 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 72 plf at -1.43 to 72 plf at 7.00 TC: From 36 plf at 7.00 to 36 plf at 24.67 TC: From 72 plf at 24.67 to 72 pif at 33.09 BC: From 20 plf at 0.00 to 20 plf at 7.03 BC: From 10 plf at 7.03 to 10 plf at 24.64 BC: From 20 plf at 24.64 to 20 plf at 31.67 TC: 269 lb Conc. Load at 7.03,24.64 TC: 150 lb Conc. Load at 9.06,11.06,13.06,15.06 16.60,18.60,20.60,22.60 BC: 174 lb Conc. Load at 7.03,24.64 BC: 76 lb Conc. Load at 9.06,11.06,13.06,15.06 16.60,18.60,20.60,22.60 Plating Notes (••) 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): -0.304 G 999 360 Loc R+ ! R- / Rh / Rw / U / RL VERT(CL): 0.405 G 840 240 R 2499 /- !- /- 11966 !- HORZ(LL): -0.053 D - - L 2499 /- /- /- /1966 /- HORZ(TL): 0.072 D - - Wind reactions based on MWFRS Creep Factor. 2.0 R Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.463 L Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.968 Bearings R & L are a rigid surface. Max Web CSI: 0.732 Bearings R & L require a seat plate. Weight: 322.0 Ibs Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 21.01.01A.0521.20 A - B 16 -14 F - G 2895 -3467 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 24.67 BC 79 0.00 31.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. B - C 96 -111 G - H 2895 - 3467 C - D 1970 -2403 H -1 1971 -2404 D - E 2868 - 3437 I - J 97 -116 E - F 2895 -3467 J - K 16 -14 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - R 121 -77 O - N 3478 -2906 R - Q 433 -251 N - M 2252 -1845 Q - P 2251 -1845 M - L 433 -251 P - O 3478 -2906 L - J 120 -78 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. R - C 1003 -1204 G - N 306 - 333 C - Q 1922 -1607 N - H 1328 -1130 D - Q 98 - 93 H - M 95 - 90 D - P 1301 -1105 M - 1 1922 -1607 P - E 313 - 344 1- L 1005 -1206 E-N 13 -20 **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 TOO, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TOO, represents an acceptance of the professional engineerin Manuel Martinez, P.E. responsibility for the design of the single Truss depicted on the TOO, only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182 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 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 4620 ParkView Or 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 St Cloud, FL 34771 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 Q 2016 A-1 R-f Tmssas - RenrrMllrtlnn of this dnaiment. in anv fnnn. Is nmhihited vAhmd the written nartnission of A-1 Rnnf Tn- Job: Truss Truss Type City I Ply Of/23/2U21 85919 D02 HIPS 1 1 Seal #: 2750 ih co 1 VU i 9' 13V 'i 9' [I] 1.5X4 =5X8 =6X6 =5X8 =6X6 EAT tSPLATE REQ. r 1.4., 29' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 15.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 45.00 Mean Height: 25.00 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: 5.00 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (++) - This plate works for both joints covered. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 9.00 22.67 BC 50 0.00 31.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind 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): 31'8" Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): -0.233 E 999 360 VERT(CL): 0.379 E 897 240 HORZ(LL): -0.038 D - - HORZ(TL): 0.069 D Creep Factor: 2.0 Max TC CSI: 0.742 Max BC CSI: 0.969 Max Web CSI: 0.995 Weiqht: 156.8 Ibs Ver: 21.01.01 A.0521.20 SEAf4R ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL N 1556 /- P /1436 /1145 /106 J 1556 /- P /1075 /926 P Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 1.8 J Brg Width = 8.0 Min Req = 1.8 Bearings N & J are a rigid surface. Bearings N & J require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 33 0 E- F 5464 - 3046 B - C 238 -289 F - G 4386 -2566 C - D 4228 -2566 G - H 684 -699 D- E 5464 -3046 H- I 33 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - N 308 -195 L - K 2356 -4020 N - M 671 -488 K - J 671 -1139 M - L 2356 - 3849 J - H 732 - 638 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. N - C 2212 -1454 L - F 790 -1338 C - M 1892 -3390 F - K 399 -381 D - M 372 - 322 K - G 1892 - 2911 D - L 790 -1510 G - J 2020 -1454 E - L 746 -493 "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 engineers responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and guidelines of the Building Component Safety information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnvdnht@2m1e A-1RnnfTmccac—Rnnrnd,,dinn M this donumant, in anv fnrm. N nmhihhad without the written narmMno of A-1 RnofTnj.a . Manuel Martinez, P.E. # 047182 4620 ParkViiew Dr St Cloud, FL 34771 1Job: Truss Truss Type Qty Ply 07/23/2021 _ 85919 D03 I HIPS 11 I 1 I Seal #: 2751 Alik 11' . 1 9'8" 1 11' .5X6 =3X4 =5X6 12 E F G T4� ,nio5X6 D H 5X6 Cl) 1111.5X3(** C a) 3XA4(A1)B in a 11111.5X3('*) () J-3X4 Al) 1 P O N M L=5X6 5X6 =3X8 =H0308 =3X8 Sf4AT PLATE REQ. 29' SEAT PLATE REQ. 14" 31'8" 1 5 2i 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 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 15.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): -0.142 F 999 360 Loc R+ / R- / Rh / Rw / U / RL Q 1557 /- /- /1431 /1104 /122 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.253 F 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.045 L - - L - 1557 /- /- /1048 /894 /- Des Ld: 45.00 EXP: C Kzt: NA HORZ(TL): 0.086 1 - - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft TCDL: 5.0 psf Creep Factor. 2.0 Q Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.476 L Br Width = 8.0 Min Re 1.8 9 q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.999 Bearings Q & L are a rigid surface. Spacing: 24.0 " C&C Dist a: 5.00 ft Rep Fac: Yes Max Web CSI: 0.659 Bearings Q & L require a seat plate. Loc. from endwall: not in 6.50 ft FT/RT:10(0)/10(10) Weight: 161.0 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.0521.20 A - B 33 0 F - G 3801 -2110 B - C 214 -280 G - H 3924 -2254 Wind Duration: 1.60 WAVE HS Lumber Top chord: 2x4 SP #2; C - D 294 -278 H -1 762 -815 Bot chord: 2x4 SP M-30; D - E 3812 -2254 I - J 775 -788 Webs: 2x4 SP #3; W1 2x6 SP #2; W2 2x4 SP #2; E - F 3684 -2110 J - K 33 0 Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) Continuous lateral restraint equally spaced on Chords Tens.Comp. Chords Tens. Comp. member. B - P 291 -176 N - M 2334 -3754 Plating Notes P - O 2170 -3176 M - L 2170 -3417 (**) 2 plate(s) require special positioning. Refer to O - N 2334 -3754 L - J 816 -711 scaled plate plot details for special positioning requirements. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Purlins In lieu of structural panels or rigid ceiling use purlins C - P 436 -367 F - M 526 -312 to laterally brace chords follows: P - D 3737 - 2466 M - G 604 - 940 Chord Spacing(in oc)) End(ft) D - O 216 -349 M - H 305 -196 TC 24 11.00 20.67 11.00 E - O 584 -940 H - L 3358 -2466 BC 65 0.00 31.67 O - F 521 - 312 L - I 437 - 367 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn Manuel Martinez, P.E. 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 # 047162 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 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 4620 ParkVew Dr 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 St Cloud, FL 34771 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-rinht 0 2016 A-1 Roof Tnc - Renrnduntinn of thin Aontment. in env form. is nrohihited withomt the written oarmic ino of A-1 Roof Tni -c. Job: Truss Truss Type 85919 I FG01 I FLAT Qty Ply 07/23/2021 1 I 3 I Seal #: 2682 Ar 27'4" =3X6 =6X8 =4X8 =3X4 1111.5X3 =4X6 III1.5X3 =3X8 =4X6 =3X10 =5X6 A B C D E F GH I J K L, V V 87'1 U T S R Q P =5X8 =H0714 1111.5X3 =3X8 =4X6 4652# Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 15.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Kzt: NA Des Ld: 60.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Soffit: 0.00 BCDL: NA psf Load Duration: 1.00 MWFRS Parallel Dist: NA Spacing: 24.0 " C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Bot chord: 2x6 SP 2400f-2.OE; Webs: 2x4 :SP 2400f-2.OE + SP M-31:; W1 2x8 SP 2400f-1.8E; Nailnote Nail Schedule:0.131"xW, min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 7.25" o.c. Webs : 1 Row @ 4" o.c. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1)1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads —(Lumber Dur.Fac.=1.00 / Plate Dur.Fac =1.00) TC: From 110 plf at 0.00 to 110 plf at 27.33 BC: From 10 plf at 0.00 to 10 plf at 27.33 BC: 4652 lb Conc. Load at 8.59 Plating Notes All plates are 4X10 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 27.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. 27'4" 18'8"15 O N M =3X10 =3X10 1113X4 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Fig: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.790 F 415 360 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 1.184 F 276 240 W 4830 /- /- /- P P Snow Duration: NA HORZ(LL): 0.110 A - - M 3102 P P P P P HORZ(TL): 0.165 A - - W Brg Width = - Min Req = - Building Code: Creep Factor: 2.0 M Brg Width = - Min Req = - FBC 7th Ed. 2020 Res. Max TC CSI: 0.884 Maximum Top Chord Forces Per Ply (Ibs) TPI Std: 2014 Max BC CSI: 0.915 Chords Tens.Comp. Chords Tens. Comp. Rep Fac: Yes Max Web CSI: 0.448 A - B 0 -3588 G - H 0 -7689 FT/RT:10(0)/10(10) Weight: 457.8 Ibs B - C 0 -6697 H - 1 0 -7689 Plate Type(s): C- D 0 -9440 I- J 0 -5813 WAVE HS VIEW Ver: 21.01.01A.0521.20 D - E 0 -8896 J - K 0 -4259 Additional Notes E- F 0- 8896 K- L 0 -2333 F - G 0 - 7720 Truss must be installed as shown with top chord up. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. W-V 106 0 R-Q 7720 0 V- U 3940 0 Q- P 6014 0 U- T 7016 0 P- O 4444 0 T- S 9399 0 O- N 2553 0 S- R 7795 0 N- M 76 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-W 0 -1512 F-R 0 -644 A- V 3763 0 G- Q 0 -266 V-B 0 -1537 Q-1 1864 0 B- U 3096 0 I- P 0 - 878 U-C 0 -1391 P-J 1524 0 C- T 2722 0 J- O 0 - 807 T-D 179 0 O-K 1899 0 D-S 0 -558 K-N 0 -961 E- S 0 -167 N- L 2426 0 S- F 1338 0 L- M 0 - 969 **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 Manuel Martinez, P.E. 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 q 047162 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 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 4620 ParkVlew Dr 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 St Cloud, FL 34771 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. (:n Mht 0 21116 A-1 Rohr Tnucsevs — Rn dudm of this Annumnnt. in env form. Is nmhihend without the written nPnMxsion of A-1 Rnnf Tmcsas. Job: Truss Truss Type Qty Ply 07/23/2021 - 85919 FG01 A FLAT 1 3 �- Seal #: 2683 fL 27'4" =3X6 =7X8 =4X8 =3X4 1111.5X3 =4X4 III1.5X3 =4X10 A B C D E F GH I J K m W1 i� U T S R Q P O N M L 1113X6 =4X10 =4X8 =5X6 =H0714 1111.5X3 1113X4 27'4" 87"1 18'8"15 3928# Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 15.00 Speed: NA mph Pf: NA Ce: NA VERT(LL): 0.773 F 424 360 Loc R+ / R- / Rh / Rw / U / RL U 5808 P/- BCLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(CL): 1.160 F 282 240 BCDL: 5.00 Category: NA Snow Duration: NA HORZ(LL): 0.108 A - - L 2975 1- P P P P Des Ld: 60.00 EXP: NA Kzt: NA HORZ(TL): 0.163 A - - U Brg Width = - Min Req = - BuildingL Code: NCBCLL: 0.00 MeD Height: NA ft Creep Factor: 2.0 Br Width = - Min Re - 9 q - - TCDL: NA psi Soffit: 0.00 BCDL: NA psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.789 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.00 MWFRS Parallel Dist: NA TPI Std: 2014 Max BC CSI: 0.849 Chords Tens.Comp. Chords Tens. Comp. A - B 0 -3815 F - G 0 -7260 Spacing: 24.0 " C&C Dist a: NA ft Rep Fac: Yes Max Web CSI: 0.468 Loc. from endwall: NA FT/RT:10(0)/10(10) Weight: 453.6 Ibs B - C 0 -6519 G - H 0 -7230 I: NA GCpi: NA Plate Type(s): C - D 0 -8852 H -1 0 -7230 VIEW Ver: 21.01.01A.0521.20 Wind Duration: NA IWAVE, HS D - E 0 -8367 I -J 0 -5057 E- F 0 -8367 J- K 0 -2864 Lumber Additional Notes Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Truss must be installed as shown with top chord up. Bot chord: 2x6 SP 2400f-2.0E; Maximum Bot Chord Forces Per Ply (Ibs) Webs: 2x4 :SP 2400f-2.OE + SP M-31:; Chords Tens.Comp. Chords Tens. Comp. W1 2x8 SP 2400f-1.8E; U- T 176 0 P- O 7260 0 Nailnote T- S 4189 0 O- N 5247 0 Nail Schedule:0.131"x3", min. nails S - R 6784 0 N - M 3065 0 Top Chord: 1 Row @ 3.50" o.c. R - Q 8820 0 M - L 110 0 Bot Chord: 1 Row @ 8.50" o.c. Q - P 7330 0 Webs : 1 Row @ 4" o.c. Repeat nailing as each layer is applied. Use equal Maximum Web Forces Per Ply (Ibs) spacing between rows and stagger nails in each row Webs Tens.Comp. Webs Tens. Comp. to avoid splitting. (1) 1 /2" bolts may be used for A - U 0 -1825 Q - F 1261 - 28 (2) 0.131"x3", min. nails on A - T 3932 0 F - P 0 -607 The Bottom Chord Only. T - B 0 -1633 G - O 0 -252 B- S 2616 0 0-1 2106 0 Special Loads S-C 0 -1156 I-N 0 -828 --(Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) C - R 2322 0 N - J 2114 0 TC: From 560 plf at 0.00 to 560 plf at 3.50 R - D 139 - 73 J - M 0 - 880 TC: From 110 plf at 3.50 to 110 plf at 27.33 D - Q 97 -502 M - K 2877 0 BC: From 10 plf at 0.00 to 10 plf at 27.33 E - Q 0 -164 K - L 0 - 929 BC: 3928 lb Conc. Load at 8.59 Plating Notes All plates are 3X10 except as noted. r Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 27.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. •'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 Martinene z, P.E. Manuefl ar 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 047182 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 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 4620 ParkMew Dr 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 St Cloud, FL 34771 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 Q 2016 A•1 Rod Tmsses — Ranrndurlinn of this dwiment. in anv form. is nmhihited withnut the written nenniscinn of A-1 Rmf Tnrsses. Job: Truss Truss Type Qty Ply 07/23/2021 85919 I FG02 I FLAT 1 2 Seal #: 2681 SO 5X12 =3X4 III 1.5X3 A B C 5X12 D H G F E 1113X6 = 6X10 = H 1319 III 3X6 13'9"8 1'9"8 2' 2' 2' 1r4rr15 2' 21 1 1 1107# 1107# 1107# 1107# 1107# 1107# 1107# Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 15.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Kzt: NA Des Ld: 60.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Soffit: 0.00 BCDL: NA psf Load Duration: 1.00 MWFRS Parallel Dist: NA Spacing: 24.0 " C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; Bot chord: 2x6 SP 2400f-2.OE; Webs: 2x4 SP #3; W1 2x6 SP #2; W2 2x4 SP 2400f-2.0E + SP M-31; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 2 Rows @ 4.50" o.c. (Each Row) Webs : 1 Row @ 4"o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1)1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads --(Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) TC: From 55 plf at 0.00 to 55 plf at 13.79 BC: From 5 plf at 0.00 to 5 plf at 13.79 BC: 1107 lb Conc. Load at 1.79, 3.79, 5.79, 7.79 9.20,11.20,13.20 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 13.79 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Hangers / Ties (J) Hanger Support Required, by others 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: No FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defi U# VERT(LL): 0.232 C 711 360 VERT(CL): 0.349 C 474 240 HORZ(LL): 0.037 A - - HORZ(TL): 0.055 A - Creep Factor: 2.0 Max TC CSI: 0.610 Max BC CSI: 0.751 Max Web CSI: 0.680 Weight: 154.0 Ibs Ver: 21.01.01 A.0521.20 Additional Notes Truss must be installed as shown with top chord up. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL H 3928 /- /- /- /- /- E 4652 /- /- /- /- /- H Brg Width = - Min Req = - E Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 0- 55N C- D 0- 5686 B - C 0 - 5686 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. H-G 137 0 F-E 161 0 G - F 5538 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A- H 0 -1548 C- F 0 -77 A- G 5559 0 F- D 5714 0 G-B 0 -162 D-E 0 -1557 B-F 155 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 engineers responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvrinht Q 201E A-1 Rnof Tmcsas — Ranrndudion of this domiment. in anv form. is nmhihffad without thn writtnn nnnnisnion of A-1 Rnnf Tnisses. Manuel Martinez P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 1Job: Truss Truss Type Qty Ply 07/23/2021 a 85919 I FL01 SY42 115 I 1 I Seal #: 2679 �= 1'6"8 2'6" --I (TYP) 17'8" 268" 13'3"8 15'5" 268" 27'4" —I 4X4 15X8(R) 015X8(R) =6X10 =5X6 =4X4 W=3X6 W=3X66 =6X10=4X4 AB C D E F G H I J KL M N O PQ I r 1„8 AB AA Z Y X W V U T S R 1111.5X3 =5X12 W=H0308('"") =5X6 =5X6 =5X12 =6X12 =6X12 W=1­10308 U11.5X3 . 24' 3"8 2' 3"8 27'4" -oading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) FCLL: 40.00 Wind Std: NA Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Gravity Non -Gravity rCDL: 15.00 Speed: NA mph Pf: NA Ce: NA VERT(LL): 0.534 H 606 480 Loc R+ / R- / Rh / Rw / U / RL A 1630 /- P P P /- 3CLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(CL): 0.800 H 405 360 3CDL: 5.00 Category: NA Snow Duration: NA HORZ(LL): -0.061 AB - - P 1630 P P P P P Des Ld: 60.00 EXP: NA KZt: NA HORZ(TL): 0.092 AB A Brg Width = 2.2 Min Req = 1.5 BuildingCode: Voffit: 0. 0 Mean Height: NA ft Creep Factor: 2.0 p P Brig Width = 2.2 Min Req = 1.5 Soffit: 0.00 TCDL: NA psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.379 Bearings A& P are a rigid g surface. -oad Duration: 1.00 BCDL: NA psf MWFRS Parallel Dist: NA TPI Std: 2014 Max BC CSI: 0.548 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 " C&C Dist a: NA ft Rep Fac: Yes Max Web CSI: 0.355 Chords Tens.Comp. Chords Tens. Comp. A - B 0 0 I - J 0 -7755 Loc. from endwall: NA FT/RT:10(0)/10(10) Weight: 218.4 Ibs 1: NA GCpi: NA Plate Type(s): B - C 0 -1497 J - K 0 -7755 iVIEW Ver: 21.01.01A.0521.20 Wind Duration: NA WAVE HS C - D 0 -1509 D- E 0 -5806 K - L L- M 0 -7755 0 -5803 Lumber E - F 0 - M - N 0 - Top chord: 4x2 :SP 2400f-2.0E + SP M-31:; F - G 0 - 7718 718 N - O 0 -1510 510 Bot chord: 4x2 :SP 2400f-2.0E + SP M-31:; G - H 0 -7718 O - P 0 -1498 Webs: 4x2 :SP 2400f-2.OE + SP M-31:; H -1 0- 7769 P- Q 0 0 Plating Notes All plates are 3X6 except as noted. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Purlins AB -AA 0 0 W- V 7772 0 In lieu of structural panels or rigid ceiling use purlins AA- Z 3898 0 V - U 7769 0 to laterally brace chords as follows: Z - Y 7035 0 U - T 7033 0 Chord Spacing(in oc) Start(ft) End(ft) Y - X 7035 0 T - S 3896 0 BC 120 0.00 26.75 Apply purlins to any chords above or below fillers X - W 7035 0 S - R 0 0 at 24" OC unless shown otherwise above. Maximum Web Forces Per Ply (Ibs) Deflection Webs Tens.Comp. Webs Tens. Comp. Max JT VERT DEFL: LL: 0.53" DL: 0.31". AB- e 0 -4 H - V 166 -253 Additional Notes B -AA 2291 0 I- U 0 -391 ('••) 20 gage metal shim required between chord ends C -AA 0 -369 U - L 1202 0 to distribute axial forces at joint. See DRWG AA- D 0 -2753 L - T 0 -1400 RIGINSRT1014 for more information. D - Z 2173 0 M - T 0 -279 + 2x6 continuous strongback. See standard details for E-Z 0 -274 T-N '2173 0Z bracing and bridging recommendations. - F 0 -1400 N - S 0 -2749 F- W 827 0 O- S 0 -369 Truss must be installed as shown with top chord up. G - W 72 -366 S - P 2292 0 " W-H 512 -733 P-R 0 -7 "WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. - Verify design parameters and read notes on this Truss Design Drawing (Too) 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 engineering Manuel Martinez, P.E. 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 g 047182 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 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 4620 ParkView Or 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 St Cloud, FL 34771 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvdnht 0 2016 A-1 Rmf Tn,.-- R.nroduoli- of this dormant. in anv form. N nmhihitad without tha wdttan nrnnlc inn of A-1 Rmf Trncc Job: Truss Truss Type 85919 IFL02 I SY42 Qty Ply 07/23/2021 7 1 Seal #: 2680 - d f 2,6" ---� (TYP) �-- 1'6"8 11'9"8 =3X3 1115X6(R) =3X6 1111.5X3 =3X4=4X4 AB C D E F G N 13-11" 1 187"6 1113X6 1113X6 =5X8 1113X6 H I J K ign Q P. O N M L 1111.5X3 =5X8 =4X6 =3X4 =4X6 =3X6 3"8 2' 187'6 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 15.00 Speed: NA mph Pf: NA Ce: NA VERT(LL): 0.410 N 540 480 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(CL): 0.610 N 363 360 A 1116 /- /- P P P BCDL: 5.00 Category: NA Snow Duration: NA HORZ(LL): -0.057 P - - L 1107 /- P /- P P Des Ld: 60.00 EXa Kzt: NA HORZ TL 0.086 P - i ( )� A Br Width = 2.2 Min Re 1.5 g q NCBCLL: 0.00 He Mean Height: NA ft 9 Building Code: Creep Factor: 2.0 L Brg Width = - Min Req = - Soffit: 0.00 TCDL: NA psf � FBC 7th Ed. 2020 Res. Max TC CSI: 0.699 Bearing A is a rigid surface. Load Duration: 1.00 BCDL: NA psf MWFRS Parallel Dist: NA TPI Std: 2014 Max BC CSI: .0.874 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 " CSrC Dist a: NA ft Re Fac: Yes p Max Web CSI: 0.741 Chords Tens.Comp. Chords Tens. Comp. Loc. from endwall: NA FT/RT:10(0)/10(10) Weight: 120A Ibs A - B 0 0 F - G 0 -3122 I: NA GCpi: NA Plate Type(s): B - C 0 -1016 G - H 0 -2992 Wind Duration: NA IWAVE VIEW Ver: 21.01.01A.0521.20 C - D 0 -1007 H -1 0 -2983 Lumber D- E 0 -3114 1- J 0 -2950 E-F 0 -3114 J-K 0 0 Top chord: 4x2 SP M-30; T2 4x2 SP #2; Bot chord: 42 SP M-30; Webs: 4x2 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Purlins Q - P 0 0 N - M 0 In lieu of structural panels or rigid ceiling use purlins P - O 0 M - L 1720 720 0 to laterally brace chords as follows: O - N 3510 510 0 Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 18.32 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. Hangers / Ties Q - B 3 -4 G - N 45 -740 (J) Hanger Support Required, by others B - P 1556 0 N - H 275 -22 C-P 0 -362 I-M 0 -771 Deflection P- D 0 -1530 M- J 1553 0 Max JT VERT DEFL: LL: 0.41" DL: 0.24". D - O 919 0 J - L 0 -1968 E-O 0 -158 K-L 0 -153 Additional Notes O - G 0 -456 + 2x6 continuous strongback. See standard details for bracing and bridging recommendations. Truss must be installed as shown with top chord up. t a "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 fJpine 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 Manuel Martinez, P.E. 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 q 047182 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 4620 ParkView Dr use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss St Cloud, FL 34771 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 9;) 2016 A-1 Rnnf Tnmm — RenrM"ntinn of this dnnrrment. in env fnrm. is nrohihited without the written nenni-inn of A-1 Rnnf Tni m. Job: Truss Truss Type Qty Ply 07/23/2021 _ 85919 I HJ07 I HIP_ 7 11 I Seal #: 2768 }c 5 344 + -106#f 140# I'- 2 8"11 SEAT PLATE REQ. 1'9„14 -� 1'11"7 1 9110"1 ling Criteria (psf) Wind Criteria L: 20.00 Wind Std: ASCE 7-16 L: 15.00 Speed: 160 mph L: 0.00 Enclosure: Closed iL: 10.00 Risk Category: II EXP: C Kzt: NA Ld: 45.00 Mean Height: 25.00 ft iCLL: 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: 5.00 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 0 plf at -1.95 to 71 plf at -0.07 TC: From 2 plf at -0.07 to 2 pif at 9.84 BC: From 2 plf at 0.00 to 2 plf at 9.84 TC: 344 lb Conc. Load at 1.46 TC: -106 lb Conc. Load at 4.29 TC: 140 lb Conc. Load at 7.12 BC: 48 lb Conc. Load at 1.46 BC: -167 lb Conc. Load at 4.29 BC: 47 lb Conc. Load at 7.12 Plating Notes (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.84 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. 1-5"8 -"t- 2-9.15��� 2715 ---j 48# 167# 47# 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 Udefl L/# VERT(LL): -0.152 1 181 360 VERT(CL): 0.150 1 182 240 HORZ(LL): 0.045 E - - HORZ(TL): 0.045 E - Creep Factor. 2.0 Max TC CSI: 0.806 Max BC CSI: 0.949 Max Web CSI: 0.133 Weight: 44.1 Ibs EW Ver: 21.01.01A.0521.20 E TT N n ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL 1 539 /- /- /- /950 /- F 142 /-72 /0 /- /168 /0 E 75 /- /- A /38 A Wind reactions based on MWFRS 1 Brg Width = 11.3 Min Req = 1.5 F Brg Width = 1.5 Min Req = - E Brg Width = 1.5 Min Req = - Bearing I is a rigid surface. Bearing I requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 16 -14 C-D 486 -173 B - C 459 -147 D - E 20 - 20 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-I 152 -451 H-G 134 -412 I-H 138 -419 G-F 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C -1 567 - 307 D - G 441 -143 H-D 58 -164 **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 Manuel Martinez, P.E. 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 # 047182 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 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 4620 ParkView Or 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 St Cloud, FL 34771 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. f:nnvrioht 0 2016 A-1 Rnnf Tntcw_c - R-d.,ntinn of thie d-nient, in anv form. N mnhihited vrithout thn written ne micainn of A-1 Rnnf Tn..rc. Job: Truss Truss Type Qty Ply 07/23/2021 85919 I HJ07A I HIP_ 12 I 1 Seal #: 2769 344#-106 140# + 2'8"11 --{ E 12 012X4 D T 2.83 p N HB 1'1"7 r �3X6(•• O N o 6 2X4(A, rA 11112X4 3X4G F H d SEAT PLATE REQ. F^ 1-9.14 __ { f^ 1-11-7 1 8'8"10 1'1"7 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 15.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 45.00 Mean Height: 25.00 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: 5.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 0 plf at -1.95 to 71 plf at -0.07 TC: From 2 plf at -0.07 to 2 plf at 9.84 BC: From 2 plf at 0.00 to 2 plf at 9.84 TC: 344 lb Conc. Load at 1.46 TC: -106 lb Conc. Load at 4.29 TC: 140 lb Conc. Load at 7.12 BC: 48 lb Conc. Load at 1.46 BC: -167 lb Conc. Load at 4.29 BC: 47 lb Conc. Load at 7.12 Plating Notes (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 65 0.00 9.84 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. 9'10"1 2-9"15 - j 48# 167 47# 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 Fee: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): Deft/CSI Criteria PP Deflection in loc Udell U# VERT(LL): -0.132 D 683 360 VERT(CL): 0.088 G 999 240 HORZ(LL): -0.049 D - - HORZ(TL): 0.050 D - - Creep Factor: 2.0 Max TC CSI: 0.771 Max BC CSI: 0.975 Max Web CSI: 0.289 Weight: 46.9 Ibs VIEW Ver: 21.01.01A.0521.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL H 539 P /- P /949 P F 98 P P P /126 P E 119 /40 P P /81 P Wind reactions based on MWFRS H Brg Width = 11.3 Min Req = 1.5 F Brg Width = 1.5 Min Req = - E 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 16 -14 C-D 133 -66 B-C 983 0 D-E 27 -19 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-H 0 -911 G-F 0 0 H - G 0 - 760 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. H - C 568 - 498 D - G 34 -117 C - G 757 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 engineers responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the 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 use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. 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 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C. right 02o16 A-1 RoofTnissr-s-RnnmdurJinn of this dontmnnt. in am forth. is nmhihftnd withro0 thn wrinnn mrm sinn of A-1 RmfTmcses. Manuel Martinez, P.E. # 047182 4620 Parkview Dr St Cloud, FL 34771 Job: Truss 85919 111 Truss Type JACK Qty Ply 14 1 1 07/23/2021 Seal #: 2752 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 15.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 45.00 Mean Height: 25.00 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: 5.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 12 0.00 1.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes The maximum horizontal reaction is 588# BEARING ANALOG MODIFIEDI 12 4 C B X4(A1 T A D �--- 1' --{ 115'r2 --� 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)110(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.000 - 360 VERT(CL): 0.000 - 240 HORZ(LL): 0.000 - - HORZ(TL): 0.000 - - Creep Factor: 2.0 Max TC CSI: 0.405 Max BC CSI: 0.098 Max Web CSI: 0.000 Weiaht: 5.6 Ibs Ver: 21.01.01 A.0521.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- ! Rh / Rw / U / RL D 24 /- /588 /11 /3 /601 C 172 P /588 /109 1152 /537 Wind reactions based on MWFRS D Brg Width = 1.5 C Brg Width = 1.5 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 33 -2 B - C 612 -2036 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - D 2155 - 588 **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 Manuel Martlnez, P.E. 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 # g47182 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 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 4620 ParkView Dr 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 St Cloud, FL 34771 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. Cnnwinht A 2016 A-1 Ronf Tnr. cac — RnnmAurAinn of this dnwmnnt, in anv form. is nmhihilad withotit tha writtan nrmticcion of A-1 Rmf Tnicces. Job: Truss Truss Type Qty Ply 07/23/2021 85919 I AA JACK 14 I 1 Seal #: 2753 a %' 12 4 C B X4(A1 T A - D f - — VY2 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) DefI/CSI Criteria ♦ Maximum Reactions (Ibs) rCLL: 20.00 Wind Std: ASCE 7-16 Fig: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Gravity Non -Gravity rCDL: 15.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.000 - - 360 Loc R+ / R- / Rh / Rw / LI / RL SCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.000 - - 240 D 24 /- /588 /11 /3 /601 SCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.000 - - - C 172 /- /588 /109 /152 /537 EXP: C Kzt: NA HORZ TL : 0.000 - - - Wind reactions based on MWFRS des Ld: 45.00 Mean Height: 25.00 ft ( ) 9 Buildin Code: CreepFactor: 20 D Brg Width = 1.5 VCBCLL: 10.00 9 TCDL: 5.0 psf C B.r Width = 1.5 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TIC CSI: 0.405 g -oad Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.098 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 " C&C Dist a: 5.00 ft Rep Fac: Yes Max Web CSI: 0.000 Chords Tens.Comp. Chords Tens. Comp. Loc. from endwall: Any FT/RT:10(0)/10(10) Weight: 5.6 Ibs A - B 33 -2 B - C 612 -2036 GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE IVIEW Ver: 21.01.01A.0521.20 Maximum Bot Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Top chord: 2x4 SP #2; B - D 2155 -588 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 12 0.00 1.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes The maximum horizontal reaction is 588# '•"' BEARING ANALOG MODIFIEDI'•"' "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 TOO, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineers responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. 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 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C nvdnht 0 2n1R A-1 Rnnf TnL: a—Ranr dadjon of thk dwiment. in anv fnnn. Is omhibited without tho written nnrmizainn of A-1 RoMTmcses. Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 t Job: Truss Truss Type Qty Ply 07/23/2021 _ 18591 I J3 I JACK 113 I 1 I Seal #: 2754 12 D 4 p C 1114X6(++ LO 2X4(A1 B HB 1'1"4 A F E SEAT PLATE REQ. 1'4" �-- 1'5"2 --I— 1'10"12 --I� 1'1 "4 --- Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 15.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 45.00 Mean Height: 25.00 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: 5.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Plating Notes (++) - This plate works for both joints covered. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 36 0.00 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Additional Notes Negative reaction(s) of -181# MAX. from a non -wind load case requires uplift connection. See Maximum Reactions. i � — 3' Snow Criteria (Pg,Pfin 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 L/# VERT(LL): -0.066 F 342 360 VERT(CL): 0.095 F 239 240 HORZ(LL): 0.023 D - - HORZ(TL): 0.033 D - - Creep Factor. 2.0 Max TC CSI: 0.875 Max BC CSI: 0.900 Max Web CSI: 0.237 Weight: 13.3 Ibs Ver: 21.01.01 A.0521.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / LI / RL G 704 /- /- /675 /557 /103 E - /-181 /- /147 /160 /- D - /-170 /- /138 1164 /- Wind reactions based on MWFRS G Brg Width = 8.0 Min Req = 1.5 E Brg Width =1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing G is a rigid surface. Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 33 -2 C-D 135 -72 B - C 181 - 595 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-F 711 -150 F-E 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 1122 - 396 -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (Le. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineer: responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. C nvrinht 02mta A-1 RonfTn, vex— RanmAudinn of this inmiment. to anv form. is nmhihited Wthmrt the written nnrm1.1-ofA-1 Roof Tn.-... Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 Job: Truss Truss Type Qty Ply 07/23/2021 85919 I J3A I JACK 14 1 Seal #: 2755 s 12 D 4 p C T 1114X6(++ LO a — 2X4(A1 r' B HB 1'1"4 3 I A F E SEAT PLATE REQ. I{� I 1r4r 1'5"2 — 1- 1'10"12 11 "4 �{ 3' �{ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) DeFl/CSI Criteria ♦ Maximum Reactions (Ibs) rCLL: 20.00 Wind Std: ASCE 7-16 Fig: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity rCDL: 15.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): -0.066 F 342 360 Loc R+ / R- / Rh / Rw / LI / RL G 704 /- /- /675 /557 /103 3CLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.095 F 239 240 3CDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.023 D - - E - /-181 /- /147 /160 /- des Ld: 45.00 EXP: C Kzt: NA HORZ(TL): 0.033 D - - D - /-170 /- /138 /164 /- BuildingCode: Voffit: 1 00 Mean Height: 25.00 ft Creep Factor. 2.0 P Wind reactions based on MWFRS Soffit: 0.00 . TCDL: 5.0 psf BCDL: 5.0 psf P FBC 7th Ed. 2020 Res. Max TC CSI: 0.875 G Br Width = 8.0 Min Re 1.5 g q = -oad Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.900 E Brg Width = 1.5 Min Req = - D Brg Width ri 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 5.00 ft Re Fac: Yes P Max Web CSI: 0.237 Bearing G is a rigid surface. Loc. from endwall: Any FT/RT:10(0)/10(10) Weight: 13.3 Ibs Bearing G requires a seat plate. GCpi: 0.18 Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 IWAVE VIEW Ver: 21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A - B 33 -2 C - D 135 -72 Top chord: 2x4 SP #2; B - C 181 -595 Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Maximum Bot Chord Forces Per Ply (Ibs) Plating Notes Chords Tens.Comp. Chords Tens. Comp. B - F 711 -150 F - E 0 0 (++) - This plate works for both joints covered. Purlins In lieu of structural panels or rigid ceiling use purlins Maximum Web Forces Per Ply (Ibs) to laterally brace chords as follows: Webs Tens.Comp. Chord Spacing(in oc) Start(ft) End(ft) C - F 1122 -396 BC 36 0.00 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Additional Notes Negative reaction(s) of -181# MAX. from a non -wind load case requires uplift connection. See Maximum Reactions. "WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT forth. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineers responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TOO and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1. C doht 0 2n1 6 A-1 Roof To-- RaornduHinn of thlc does-ent. In env In— i.e nmhihned without the w6ftnn narminion of A-1 Roof Ttnacee. Manuel Martinez P.E. # 047182 4620 ParkView Or St Cloud, FL 34771 Job: Truss Truss Type 85919 J3B JACK 12 D 4 p C 1114X6(++ 2X4(A1 B HB 11"8 3 A E F SEAT PLATE REQ. I--- 1'4" —� Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 15.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 45.00 Mean Height: 25.00 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: 5.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Sot chord: 2x4 SP M-30; Webs: 2x6 SP #2; Plating Notes (++) - This plate works for both joints covered. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 36 0.00 3.00 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. Wind loading based on both gable and hip roof types. Additional Notes Negative reaction(s) of -253# MAX. from a non -wind load case requires uplift connection. See Maximum Reactions. 1 r5n2 ol� 2r0np _1' 11 "8 I - 3' 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): Qty Ply 1 1 1 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.066 F 370 360 VERT(CL): 0.101 F 240 240 HORZ(LL): 0.022 D - - HORZ(TL): 0.035 D - - Creep Factor: 2.0 Max TC CSI: 0.910 Max BC CSI: 0.593 Max Web CSI: 0.260 Weight: 13.3 Ibs Ver: 21.01.01 A.0521.20 07/23/2021 Seal #: 2756 AA 11 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /LI /RL G 811 /- /- /720 /584 /103 E - /-253 /- /222 /249 /- D - /-202 /- /157 /187 /- Wind reactions based on MWFRS G Brg Width = 11.5 Min Req = 1.5 E Brg Width =1.5 Min Req = - D Brg Width =1.5 Min Req = - Bearing G is a rigid surface. Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 33 -2 C-D 172 -80 B - C 179 - 599 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-F 720 -148 F-E 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 1206 -421 -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 engineeiinc Manuel Martinez, P.E. 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 # 047182 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 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 4620 ParkView Dr 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 St Cloud, FL 34771 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. (:nnvdaht Q 2016 A-1 Roof Tmxu-c - RenrMurlinn of this dnr tment. in anv fnnn. is nrnhihhed without the written nnnniceinn of A-1 Roof Tnrc -c. Job: 85919 Truss J5 Truss Type JACK Qty I Ply 13 1 07/23/2021 Seal #: 2757 ling Criteria (psf) L: 20.00 L: 15.00 L: 0.00 1L: 10.00 Ld: 45.00 iCLL: 10.00 t: 0.00 I Duration: 1.25 :ing: 24.0 " Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Ty SEAT PLATE REQ. 1'4" L �— 1'5"2 --1-- 1'10"12 ---! .311114 —� i Criteria I Std: ASCE 7-16 A: 160 mph sure: Closed Category: 11 C Kzt: NA 1 Height: 25.00 ft L: 5.0 psf L: 5.0 psf =RS Parallel Dist: 0 to h/2 Dist a: 5.00 ft from endwall: Any GCpi: 0.18 1 Duration: 1.60 Plating Notes (•') 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. r 5' . I 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) e Type(s): Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): -0.079 F 287 360 VERT(CL): 0.124 F 182 240 HORZ(LL): 0.027 D - - HORZ(TL): 0.043 D Creep Factor. 2.0 Max TC CSI: 0.611 Max BC CSI: 0.695 Max Web CSI: 0.222 Weight: 18.9 Ibs VIEW Ver: 21.01.01A.0521.20 T L CV T ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL G 550 /- P /529 /406 /152 E 24 /-31 P /51 /13 P D 70 /-24 P /25 /65 P Wind reactions based on MWFRS G Brg Width = 8.0 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing G is a rigid surface. Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 33 - 2 C - D 22 - 79 B-C 175 -681 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-F 780 -143 F-E 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C-F 1010 -371 **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 engineers responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. 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 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cn-daht f)c 2016 A-1 Roof Trim-- RA—da Jion of this domrment. in am form. in nmhihited with"ut the written nanni inn of A-1 Rnnf Tntevs. Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 Job: _. 8591.9 Truss J5A Truss Type JACK Qty Ply 4 1 07/23/2021 Seal #: 2758 SEAT PLATE REQ. f----1'5"2� 1 1'10"12---1- .3'1"4 Loading Criteria (psf) Wind Criteria TOLL: 20.00 Wind Std: ASCE 7-16 TCDL: 15.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 45.00 Mean Height: 25.00 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: 5.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Plating Notes (•') 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. IC 5'� I 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) Type(s): Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): -0.079 F 287 360 VERT(CL): 0.124 F 182 240 HORZ(LL): 0.027 D - - HORZ(TL): 0.043 D - - Creep Factor. 2.0 Max TC CSI: 0.611 Max BC CSI: 0.695 Max Web CSI: 0.222 Weight: 18.9 Ibs VIEW Ver: 21.01.01A.0521.20 r to CV 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL G 550 /- /- /529 /406 /152 E 24 /-31 /- /51 /13 /- D 70 /-24 /- /25 /65 /- Wind reactions based on MWFRS G Brg Width = 8.0 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing G is a rigid surface. Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 33 -2 C-D 22 -79 B - C 175 - 681 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B -F 780 -143 F-E 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C-F 1010 -371 **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 engineed responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the 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 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. 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 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C nvriaht Q 2016 A-1 Rant To— — Rnorodnrtion of this do Jrment. In env torn. is nrohihitnd withnut the written nrrtnissino of A-1 Rmf Tn� snc. Manuel Martinez, P.E. # 047182 4620 ParkView Or St Cloud, FL 34771 Job: Truss Truss Type Qty Ply 07/23/2021 85919 I J5B I JACK 11 I 1 I Seal #: 2759 4�1 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 1114X4 SEAT PLATE REQ. 1'4" __{ 1'5"2 1 2'0"8 2'11"8 -{ 5' —i Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Wind Std: ASCE 7-16 Fig: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Speed: 160 mph Pf: NA Ce: NA VERT(LL): -0.083 F 293 360 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.135 F 180 240 Risk Category: II Snow Duration: NA HORZ(LL): 0.029 D - - EXP: C Kzt: NA HORZ(TL): 0.047 D Building Code: Mean Height: 25.00 ft Creep Factor. 2.0 TCDL: 5.0 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.637 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.464 C&C Dist a: 5.00 It Rep Fac: Yes Max Web CSI: 0.234 Loc. from endwall: Any FT/RT:10(0)/10(10) Weight: 18.9 Ibs GCpi: 0.18 Plate Type(s): VIEW Ver: 21.01.01A.0521.20 Wind Duration: 1.60 1AfavG Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP M-30; Webs: 2x6 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 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. T T a (V ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL G 577 /- /- /473 1344 /152 E 11 /-48 !- /74 /50 P D 62 /-31 /- /34 /60 P Wind reactions based on MWFRS G Brg Width = 11.5 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing G is a rigid surface. Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 33 -2 C-D 20 -71 B - C 175 - 693 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-F 796 -142 F-E 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 1036 - 370 "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 (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineer: responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss. Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C nvdnht 0) 2016 A-1 Roof Tmssss — Ranmdnntion of this d—ment. In anv form. K nmhihlled Wthnut the written nannission of A-1 Roof Tmssss. Manuel Martinez, P.E. # 047182 4620 ParkView Or St Cloud, FL 34771 Job: 85919 Truss R Truss Type EJAC Qty I Ply 36 1 07/23/2021 Seal #: 2760 ' 5 �-- 1'5"2 --- Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 15.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 45.00 Mean Height: 25.00 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: 5.00 It Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP M-30; Webs: 2x6 SP #2; Plating Notes (••) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. 1113X4(") SEAT PLATE REQ. 1,4„ __.� 0 �— 1'10.12 1 5'1"4 —{ 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 L/# VERT(LL): -0.061 F 373 360 VERT(CL): 0.123 F 184 240 HORZ(LL): 0.021 C - - HORZ(TL): 0.043 D - - Creep Factor. 2.0 Max TC CSI: 0.523 Max BC CSI: 0.388 Max Web CSI: 0.182 Weight: 24.5 Ibs VIEW Ver: 21.01.01A.0521.20 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / LI / RL G 589 A /- /568 /418 1201 E 76 /- /- /132 174 /- D 150 /- /- /65 /144 P Wind reactions based on MWFRS G Brg Width = 8.0 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing G is a rigid surface. Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 33 0 C- D 47 -150 B-C 171 -581 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-F 646 -137 F-E 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 863 -429 **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 engineer: responsibility for the design of the single Truss depicted on the TDD only, under TPIA. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the 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 TOO and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Cnnvriaht A 2016 A-1 Roof Tnisses — Reproduction of thk dnarment. in anv farm. is nmhihitad uhthnut thn vnitten nermissinn of A-1 Roof Tnresos. Manuel Martinez, P.E. # 047182 4620 ParkView Or St Cloud, FL 34771 Job: 85919 Truss Truss Type Qty Ply 07/23/2021 RAI EJAC 10 1 Seal #: 2761 Al Ping Criteria (psf) _. 20.00 L: 15.00 L: 0.00 L: 10.00 Ld: 45.00 CLL: 10.00 t: 0.00 I Duration: 1.25 :ing: 24.0 " G 1113X4(") SEAT PLATE REQ. f — 1'4" __{ �— 1'10"l2 1 5-1"4 1 �— 1'5"2 --{ Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 5.00 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP M-30; Webs: 2x6 SP #2; Plating Notes (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 7.00 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. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. 7' 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): -0.061 F 373 360 VERT(CL): 0.123 F 184 240 HORZ(LL): 0.021 C - - HORZ(TL): 0.043 D - - Creep Factor: 2.0 Max TC CSI: 0.523 Max BC CSI: 0.388 Max Web CSI: 0.182 Weight: 24.5 Ibs VIEW Ver: 21.01.01A.0521.20 T T .1 (V 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /LI /RL G 589 /- /- /568 /418 /201 E 76 /- P /132 174 P D 150 P P /65 /144 P Wind reactions based on MWFRS G Brg Width = 8.0 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing G is a rigid surface. Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 33 0 C-D 47 =150 B-C 171 -581 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-F 646 -137 F-E 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 863 -429 **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. SpecialtylEngineer), the seal on any TDD represents an: acceptance of the professional engine.nn Manuel Martinez, P.E. 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, # 047182 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 use of the Truss, including handling, storage. Installation and bracing shall be the responsibility of the'Suilding Designer and Contractor. All notes set out in the TDD and the practices and 4620 Parkview Or 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 St Cloud, FL 34771 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—riaht 0 2016 A-1 Roof Tntacac - R—chi Lion of thin dormant. in anv fnnn. Is nmhihitnd without tha writtan nanniccian of A-1 Roof TnLGaay. Job: 85919 Truss Truss Type Qty Ply 07/23/2021 J76 I EJAC 11 1 Seal #: 2762 Ad" Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; C 1113X4 SEAT PLATE REQ. �-- 1-4"1 —{ 1W 1-10"12 + 5r1"4 al I 7,0"1 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 5.00 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Plating Notes (•')1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 7.01 Apply puffins 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 ding Code: ; 7th Ed. 2020 Res. Std: 2014 Fac: Yes 2T:10(0)/l0(10) s Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.049 E 468 360 VERT(CL): -0.069 E 999 240 HORZ(LL): -0.018 C - - HORZ(TL): 0.024 B - - Creep Factor: 2.0 Max TC CSI: 0.855 Max BC CSI: 0.400 Max Web CSI: 0.134 Weight: 24.5 Ibs Ver: 21.01.01 A.0521.20 T CV ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL F 441 /- /- /314 /155 /122 D 87 /- /- /47 /- /- C 161 /- /- 174 /111 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width =,1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 85 -352 B-C 51 -161 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- E 345 -45 E- D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - E 751 - 360 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineer responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the 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 use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 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 2) 2ntfi A-1 Rnnf Tn— — R"nmdurJinn of this dnnrm"nt. in anv form. is nmhihNnd vi thnut thn vmtten rw=Wjnn of A-1 Ronf Tnrccr_c. Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 Job: 85919 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SDacina: 24.0 " Truss RG Truss Type MONO 5X6(E1) SEAT PLATE REQ. 5'8'r f -- 1'812 --j- 2' 654 654# Wind Criteria Snow Criteria (Pg,Pf in PSF) Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA Speed: 160 mph Pf: NA Ce: NA Enclosure: Closed Lu: NA Cs: NA Risk Category: II Snow Duration: NA EXP: C Kzt: NA Mean Height: 25.00 ft Building Code: TCDL: 5.0 psf FBC 7th Ed. 2020 Res. BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 C&C Dist a: 5.00 ft Rep Fac: Varies by Ld Case Loc. from endwall: not in 13.00 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: 2x6 SP 2400f-2.OE; Webs: 2x4 SP #3; Lt Slider: 2x4 SP #3; block length = 1.730' Special Loads`, -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 72 pif at 0.00 to 72 plf at 5.67 BC: From 10 pif at 0.00 to 10 pif at 5.67 BC: 654 lb Conc. Load at 1.73, 3.73 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 68 0.00 5.67 Apply purins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others 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. Qty Ply 07/23/2021 1 1 Seal #: 2770 r 4' Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): NA VERT(CL): NA ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 909 /- /- /- /392 /- HORZ(LL): -0.039 B - - D 861 /- /- /- /376 /- HORZ(TL): 0.063 B - - Wind reactions based on MWFRS Creep Factor. 2.0 A Brig Width = 8.0 Min Req = 1.5 Max TC CSI: 0.763 D Brg Width = - Min Req = - Max BC CSI: 0.592 Bearing A is a rigid surface. Max Web CSI: 0.283 Bearing A requires a seat plate. Weight: 28.0 Ibs Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 21.01.01A.0521.20 I A - B 698 -672 B - C 52 -70 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-D 69 -31 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - D 158 -196 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. Asa Truss Design Englneering�(i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineer responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. 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 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. ('.mvrinht 0 2016 A-1 Rmf Tnrcc"_s - Renrndnnnm of this dnntmsnt. in anv torn. is nrnhihifed vrithnut the wdtlen-issinn of A-1 Rmf Tri-s. Manuel Martinez, P.E. # 047182 4620 Parkview Dr St Cloud, FL 34771 Job: Truss Truss Type Qty Ply 07/23/2021 _ 185919 V02 I VAL 11 11 I Seal #: 2763 ling Criteria (psf) L: 20.00 L: 15.00 L: 0.00 IL: 10.00 Ld: 45.00 ;CLL: 10.00 t: 0.00 I Duration: 1.25 :ino: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins LA! F 10"7 T 1' 11 "6 �{� 1' 11 "6 10"7 12 4 F_� Ae 2X4(D8R Wind Criteria Snow Criteria (Pg,Pf in PSF) Wind Std: ASCE 7-16 Fig: NA Ct: NA CAT: NA Speed: 160 mph Pf: NA Ce: NA Enclosure: Closed Lu: NA Cs: NA Risk Category: II Snow Duration: NA EXP: C Kzt: NA Mean Height: 25.00 ft Building Code: TCDL: 5.0 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. MWFRS Parallel Dist: h to 2h TPI Std: 2014 C&C Dist a: 5.00 ft Rep Fee: Yes Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 %AfetrC 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 68 0.00 5.64 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. Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail for valley details. B= 3X4 I�2X4(MRd 5'7" 12 11 Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or.=PLF PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.014 999 360 Loc R+ / R- / Rh / Rw / Ll / RL D` 91 /- /- /43 /13 /3 VERT(CL): 0.033 999 240 HORZ(LL): -0.004 - - Wind reactions based on MWFRS HORZ(TL): 0.010 - - D Brg Width = 67.7 Min Req = - Creep Factor. 2.0 Bearing A is a rigid surface. Max TC CSI: 0.185 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.235 Chords Tens.Comp. Chords Tens. Comp. A - B 713 -468 B - C 708 -468 Max Web CSI: 0.000 Weight: 16.8 Ibs Maximum Bot Chord Forces Per Ply (Ibs) I Chords Tens.Comp. VIEW Ver: 21.01.01A.0521.20 A - C 466 - 657 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONSCUSTOMER ('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 engineerins Manuel Martinez, P.E. 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 # 047162 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 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 4620 ParkView Dr 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 St Cloud, FL 34771 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPIA. Cnnvrinht 0 2016 A-1 Ronf Tni-- Renrnd-Ainn of thic dnnrment. in anv fnnn. is nmhihtle.A vothn"t the wri0en neml-'on of AA Ronf Tm.¢cac. Job: 85919 Truss Truss Type Qty Ply 07/23/2021 VO4 VAL 1 1 Seal #: 2764 AA110.M ling Criteria (psf) _. 20.00 L: 15.00 _. 0.00 L: 10.00 Ld: 45.00 CLL: 10.00 t: 0.00 I Duration: 1.25 :inq: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; fl �107+ 3'11"6 3'11"6 10"L; 12 4 p B=4X4 4'8"2 Wind Criteria Snow Criteria (Pg,Pf in PSF) Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA Speed: 160 mph Pf., NA Ce: NA Enclosure: Closed Lu: NA Cs: NA Risk Category: II Snow Duration: NA EXP: C Kzt: NA Mean Height: 25.00 ft Building Code: TCDL: 5.0 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. MWFRS Parallel Dist: h to 2h TPI Std: 2014 C&C Dist a: 5.00 ft Rep Fac: Yes Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVP Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.64 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. Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail for valley details. 9'712 4'8"2 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.016 D 999 360 VERT(CL): 0.038 D 999 240 HORZ(LL): -0.005 D - - HORZ(TL): 0.011 D Creep Factor. 2.0 Max TC CSI: 0.362 Max BC CSI: 0.363 Max Web CSI: 0.196 Weiqht: 30.8 Ibs ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / LI / RL E' 91 /- /- /47 /18 /3 Wind reactions based on MWFRS E Brg Width = 115 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. A - B 355 - 388 B - C 355 - 394 Maximum Bot Chord Forces Per Ply (Ibs) Ver:21.01.01A.0521.20 I Chords Tens.Comp. Chords Tens. Comp. A - D 474 - 300 D - C 474 - 300 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - D 658 -442 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parametersand 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 engineed responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. 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 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. C.nnvdnht(!211116 A-1 RnnfTn,.-- Rnnmdudinn of IN. do .ffl.in—fnnn.iunmhihhed wdhnul the written nnrnic"Inn of A-1 Rmf T. cxc. Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 Job: Truss 85919 V06 Truss Type Qty Ply 07/23/2021 VAL 11 1 I Seal #: 2765 n 611 "6 I- 611 "6 10"Z] 4 � B=4X4 I- 13'7"12 6'8"2 ling Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) L: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA L: 15.00 Speed: 160 mph Pf.- NA Ce: NA L: 0.00 Enclosure: Closed Lu: NA Cs: NA 1L: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Ld: 45.00 Mean Height: 25.00 ft iCLL: 10.00 TCDL: 5.0 psf Building Code: t: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. I Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 :ing: 24.0 " C&C Dist a: 5.00 ft Rep Fac: Yes Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 1AfA11M 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 74 0.00 13.64 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. Wind loading based on both gable and hip roof types. Additional Notes See Al Sid Detail for valley details. Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.051 D 999 360 VERT(CL): 0.116 D 999 240 HORZ(LL): -0.014 D - - HORZ(TL): 0.033 D - - Creep Factor. 2.0 Max TC CSI: 0.742 Max BC CSI: 0.988 Max Web CSI: 0.306 Weight: 42.0 Ibs VIEW Ver: 21.01.01A.0521.20 6'8"2 -I ♦ Maximum Reactions (Ibs), or .=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /LI /RL E' 91 A /- /49 /20 /3 Wind reactions based on MWFRS E Brg Width = 163 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 754 - 811 B - C 754 - 808 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - D 898 - 660 D - C 898 - 660 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - D 1027 -805 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TOO, only Alpine connector plates shall be used for the TOO to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineers responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the responsibility of the Owner, the 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 TOO and any field use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TOO and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 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 Tn­ - Renrndorlinn of this d—ment. in anv fnrm. is nrohihited vrith-t the written nermiecinn of A-1 Roof To - Manuel Martinez, P.E. ft047182 4620 ParkView Or St Cloud, FL 34771 Job: 85919 Truss Truss Type Qty Ply VM2 VAL 1 1 07/23/2021 Seal #: 2766 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 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: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 5.00 ft Loc. from endwali: not in 13.00 It 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 0.00 2.82 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail for valley details. �- 107 mlm 1111 "6 I 12 4 F_� LV 2'9"14 ni 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 ZT:10(0)/10(10) e Type(s): ii Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.021 B 999 360 VERT(CL): 0.047 B 685 240 HORZ(LL): 0.006 B - - HORZ(TL): 0.013 B - - Creep Factor: 2.0 Max TC CSI: 0.204 Max BC CSI: 0.386 Max Web CSI: 0.000 Weiaht: 8.4 Ibs rn ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / LI / RL D* 91 /- /- /44 /17 111 Wind reactions based on MWFRS D Brig Width = 33.9 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 0 -26 Maximum Bot Chord Forces Per Ply (Ibs) Ver:21.01.01A.0521.20 Chords Tens.Comp. A-C 124 -2 **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 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 Q.e. Specialty Engineer), the seal on any TDD represents an acceptance of theprofessionalengineen. responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved.- The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. r—rinht a) 2016 A-1 Ranf Tmecec — RanmdrirlIm of this dnann—t. in anv fnrm. is nrnhihited withnut the wrimnn narmiscinn of A-1 Rnnf Tnr. lac. Manuel Martinez P.E. # 047182 4620 ParkMew Or St Cloud, FL 34771 Job: Truss Truss Type Qty Ply 07/23/2021 _ 185919 VM4 I VAL 11 I 1 I Seal #: 2767 A490 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins -04 L 107 r 1 3'11 "6 �{ 12 4 p a C 4'9"14 DF I- 4'2"6 1 Wind Criteria Snow Criteria (Pg,Pf in PSF) Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA Speed: 160 mph Pf: NA Ce: NA Enclosure: Closed Lu: NA Cs: NA Risk Category: II Snow Duration: NA EXP: C Kzt: NA Mean Height: 25.00 ft Building Code: TCDL: 5.0 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. MWFRS Parallel Dist: h/2 to h TPI Std: 2014 C&C Dist a: 5.00 ft Rep Fac: Yes Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAM: 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 0.00 4.82 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail for valley details. A T rn i� 1 Defi/CSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): NA Loc R+ / R- / Rh / Rw / LI / RL F' 91 /- /- /49 123 /14 VERT(CL): NA HORZ(LL): 0.005 E Wind reactions based on MWFRS HORZ(TL): 0.012 E - F Brg Width = 57.9 Min Req = - Creep Factor. 2.0 Bearing A is a rigid surface. Max TC CSI: 0.439 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.417 Chords Tens.Comp. Chords Tens. Comp. A-B 21 -101 B-C 0 -8 Max Web CSI: 0.213 Weight: 15.4 Ibs Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 21.01.01A.0521.20 �A-E 20 -41 E-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - E 408 -151 -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 engineeri responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. 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 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C n.ht 0 2016 A-1 Roof Tn cc a - R.—dudion of this drx anent. in anv form. is nmhihited without the written nermission of A-1 Roof Tn­ Manuel Martinez, P.E. # 047182 4620 ParkView Or St Cloud, FL 34771 10/28/2020 HIP/ KING JACK (TYPICAL)•' STDLT 01.0' A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772)409-1010 ATTACH END JACKS USING (4) 0.131" 0 TOE NAILS AT TOP CHORD & (3) 0.131" O TOE NAILS AT BOTTOM CHORD. ATTACH KING JACK USING (3) 0.131" O TOE NAILS AT TOP CHORD & BOTTOM CHORD. ATTACH CORNER JACKS USING (2) 0.131" 0 TOE NAILS AT TOP & BOTTOM CHORDS (TYP). CORNERSET GENERAL SPECIFICATIONS: MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-10, EXP. B & C, UP TO 60' MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT. ' Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Claud, FL 34771 5/28/2020 HIP/ KING JACK (HVHZ) STDL 02.2 I = i A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772)409-1010 ATTACH KING & END JACK WITH (1) THJA26 HANGER OR EQUIVALENT AT BOTTOM CHORD ATTACH KING & END JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD WITH (10) 1Od NAILS PER STRAP (MIN.) & (3) 0.131" O TOE NAILS. ATTACH CORNER JACKS & STD. JACKS WITH (1) LSTA 12 TWIST STRAP AT TOP CHORD & BOTTOM CHORD WITH (10) 1 Od NAILS PER STRAP MINIMUM (TYP). HIGH VELOCITY HURRICANE ZONE CORNERSET SPECIFICATIONS: MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-10, EXP. B & C, UP TO 60, MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT. NOTE: IN ADDITION TO STRAPPING TOE- NAIL BOTH CHORDS OF CORNER JACKS TO CARRYING MEMBER PER THE FOLLOWING SCHEDULE: • 2X4: (2) 0.131" O TOENAILS • 2X6: (3) 0.131" 0 TOE NAILS LSTA12 TWIST STRAP WITH 1 OD NAILS, MIN. (10). SEE MFR'S RECOMMENDED CONNECTION. HIP, OR KING JACK (TYP.) JACK, OR CORNER JACK (TYP.) IMPORTANT NOTE: CONNECTION DESIGNED IN ACCORDANCE WITH FBC 2321.6- 2321.7 PROVIDING METAL STRAPPING (FLORIDA APPROVED PRODUCT) TO RESIST MIN. 700LB UPLIFT AT ALL CONNECTIONS IN HIGH VELOCITY HURRICANE ZONE. Manuel Martinez, P.E. # 047182 4620 ParkVew Dr St Cloud, FL 34771 FEBRUARY 17, 2017 I ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 A# .� . X1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 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 @ 24' O.C. 2X6 DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIND. ' PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE \ BRACE AND THE TWO TRUSSES ON \EITHER SIDE AS NOTED. TOENAIL \ BLOCKING TO TRUSSES WITH (2) - \ 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' X 3') NAILS SPACED 6. O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (A31'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). STRUCTURAL I I / GABLE ABLE TRUSS MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE / TRUSS URAL TRUSS AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. Manuel Mar6naz, P.E. 4047182 4620 ParkUew Or St Cloud, FL 34771 S 12/23/19 PIGGY -BACK TRUSS STDTL04.1 AA ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34M 772-409-1010 PIGGY -BACK DETAIL (TYPICAL) 180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. OR... ` 160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. IMPORTANT NOTE: ! TOP CHORDS OF TRUSSES SUPPORTING PIGGY -BACK CAP TRUSSES MUST BE ADEQUATELY BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS. MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C. DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA, STEEPLE, CHIMNEY OR DRAG STRUT LOADS. **REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY -BACK AND BASE TRUSS SPECIFICATIONS.** PIGGY -BACK TRUSS. (REFER TO ACTUAL TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) 2'-0" MAX OPTION NO. 1 - TEE-LOK 3" x 8" TEE-LOK MULTI -USE CONNECTION PLATES SPACED AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO PIGGY -BACK TRUSS AT 4'-0" O.C. STAGGERED FROM EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8" TEE-LOK MULTI -USE CONNECTION PLATE (MINIMUM OF 2 PLATES). OPTION NO.2 - APA RATED GUSSET: 8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d COMMON (0.1 13" x 2") NAILS PER GUSSET: 4 (EACH) AT CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION NO.3 - 2X4 VERTICAL WOOD SCAB: 2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0" O.C. w/6 (EACH) 1 Old BOX NAILS (0.128" x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND 3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE STAGGERED 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT. EACH TRUSS. OPTION #1: TEE-LOK MULTI -USE CONNECTION PLATE. OPTION #2: APA RATED GUSSET. OPTION #3: 2X4 VERT. SCAB. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN 8, 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. 8, 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. Manuel Martinez, P.E. # 047182 4620 ParkView Dr St cloud, FL 34771 JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 i �s A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS DETAIL A GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 4.5" SDS25412 SIMPSON OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL "A". 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES _E END, COMMON 3S, OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24" O.C. (BASE AND VALLEY) SYP TO THE ROOF W/ TWO MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. SIMPSON SDS25412 (1/4" X 4.5") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. Manuel Martinez, P.E. # 047182 4620 Parkvew Dr St Cloud, FL 34771 ©� FEBRUARY 5, 2018 I TRUSSED VALLEY SET DETAIL I STDTL06 GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" =10d 2. WOOD SCREW = 3" SDS25300 SIMPSON OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT A-1 ROOF TRUSSES TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 4451 ST. LUCIE BLVD. 6. NAILING DONE PER NDS - 01. GABLE END, COMMON FORT PIERCE, FL 34946 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. TRUSS, OR GIRDER 772-409-1010 TRUSS SECURE W/( VALLEY TRUSS —v II I II II II BASE TRUSSES SSES (TYPICAL) �� I I v" i rv" r (NO SHEATHING) N.T.S. GABLE END, COMMON TRUSS, OR GIRDER P F 12 VALLEY TRUSS TRUSS �\ (TYPICAL) SEE DETAIL "A" BELOW (TYP.) WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF W/ TWO MAX SPACING = 24" O.C. (BASE AND VALLEY) SIMPSON SDS25300 (1/4" X 3") MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. Manuel Martinez, P.E. # D47182 4620 ParkVew Dr St Cloud, FL 34771 JULY 17, 2017 I 1 " (HIGH WIND VELOCITY) ^�L I STDTL07 ,. 1 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7 WIND DESIGN PER ASCE 7-10: 170 MPI MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD = 50 PSI MAX SPACING = 24" O.C. (BASE AND VA SUPPORTING TRUSSES DIRECTLY UNDtK VALLtr I KUJJtJ MUb 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 MAYBE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH XBEVELED B i CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) Aanue rtinez, P.E. # 047 4620 ParkUew St Cloud, FL 347711 FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 STANDARD GABLE END DETAIL TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/lOd NAILS, 6' O.C. VERT STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. * DIAGONAL BRACING ** L - BRACING REFER v 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 G' D.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 STDTL08 VERTICAL 2X6 SP OR SPF STUDPBRACE #2 DIAGONAL BRACE (4) - 16d NAILS16d'NAILS SPACED 6' O.C. (2) lOd NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO RTICALS SECTION A -A W/(4) - 10d NAILS PROVIDE 2X4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - IDd NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) Bd NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STD SPF BLOCK 12' MAX. B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 15d NAILS ARE 0131'X3.0' AND 0131'X3S' 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 1 (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP #31 STUD 12" O.C. 3.8-10 5-6-11 6-6-11 11.1.13 2X4 SP #31 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 2X4SP#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 2X4SP#2 24'O.C. 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 6. O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER 90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. ROOF SHEATHING TRUSSES @ 24' O.C. 2X6 DIAGONAL BRACE SPACED 48' O.C. ATTACHED \ VERTICAL WITH - 16 16 d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL Manuel Martinez, P.E. # 047182 4620 ParkVew Dr St Cloud, FL 34771 MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 7.10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS. T-BRACE / I -BRACE DETAIL FEBRUARY 17, 2017 WITH 2X BRACE ONLY STDTL09 VOTES: r-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACINI :S IMPRACTICAL. T-BRACE / I -BRACE MUST COVER SOX OF WEB LENGTH. PHIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TE :ONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6' O.C. NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) NAILS SPACING BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 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 NAILS WEB 1( NAILS WEB I -BRACE T-BRACE Manuel a nez, P.E. # 047182 4620 ParkVi. Dr SECTION DETAILS St Cloud, FL34771 6 FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTL10 - A 1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34M 772-409-1010 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 '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 (DO NOT ATTACH TO VERTICAL ATTACH TD VERTICAL USE DRYWALL TYPE SCREWS) WEB WITH (3) - 10d SCAB WITH (3) - 10d NAILS (0.131' X 3') NAILS (0.131' X 7). r ATTACH TO VERTICAL NAILS (0 313)X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0.131' X 3') IN EACH CHORD ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' DIA.) USE METAL FRAMING - ATTACH TO VERTICAL L ATTACH TO VERTICAL L INSERT SCREW THROUGH ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d OUTSIDE FACE OF CHORD INTO TO BOTTOM CHORD NAILS (0131' X 3') NAILS (0.131' X 3') EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) TRUSS 2X6 4' - STRONGBACK (TYPICAL 0' WALL SPLICE) (BY OTHERS) 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: Manuel Marfinez, P.E. OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - #047182 10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY 4620ParkVewDr WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). St Cloud, FL 34771 FEBRUARY 17, 2017 1 LATERAL TOE -NAIL DETAIL I STDTL11 A-1 ROOF TRUSSES 4451 ST_ LUCIE BLVD. FORT PIERCE. FL 34946 7724094010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 o .135 93.5 85.6 74.2 72.6 63.4 J .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 0 .131 75.9 69.5 60.3 59.0 51.1 Z 0 J .148 81.4 74.5 64.6 63.2 52.5 in N M 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 BOTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 COOL) = 2915 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30° TO 60" 45.00' ANGLE MAY VARY FROM 30° TO 60° THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. SIDE VIEW (2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00° SIDE VIEW (2X6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60° 45.00° lanuel Martinez, P.E. # 047182 0 ParkView Dr St Owd. FL 34771 �1'! is * FEBRUARY 17, 2017 UPLIFT TOE -NAIL DETAIL STDTL12 I� i A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD, FORT PIERCE, FL 34946 772-409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. NOTES: 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 TWD MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE —NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S .131 59 46 32 30 20 ZO J .135 60 48 33 30 20 LQ ('7 72 58 39 i.162 37 25 J HO .128 54 42 28 27 19 0 Z Z JO .131 55 43 29 28 19 W .148 62 48 34 31 21 J J_ tV Q M Z .120 51 39 27 26 17 0 Z .128 49 38 26 25 17 O .131 51, 39 27 26 17 J O 148 57 44 1 31 28 20 M EXAMPLE: (3) — 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 IDOL FOR WIND) = 14B LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF LED: 3 (NAILS) X 37 (LB/NAIL) X LED (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. r�+ USE (3) TOE —NAILS ON 2X4 BEARING WALL +r*+e 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 I W&z, P.E. I047182 4620 ParkYew Dr St Cloud, FL 34771 SIDE VIEW END VIEW FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT I STDTL13 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 1.0x4 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. Manuel Martinez, P.E. # 047182 4620 ParkVlew Dr St Claud, FL 34771 April 11, 2016 I TYPICAL ALTERNATE BRACING DETAIL I STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. 12 FORT PIERCE, FL 34946 772-409-1010 VARIES (4) 12d TRUSS 24" O.C. --\ �,� (4) 12d UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER MAX 3011(2'-611) 2x6 #2 SP (Both Faces) 24" O.C. SIMPSON H5 Manuel Marhinez, P.E. 4620 ParkView Dr St Cloud, FL 34771 I FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409.1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK X (INCHES) MAXIMUM FORCE (LBS) 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 +t DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2. O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C L yQl y BREAK yQl •10d NAILS NEAR SIDE +10d NAILS FAR SIDE DQ X' MIN 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. Manuel Martinez, P.E. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID #047182 UNUSUAL SPLITTING OF THE WOOD. 4620ParkYewDr 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID St Cloud, FL34771 LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTL16 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772 4D9-1010 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. O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771