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Home My WebLink AboutTruss4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 a O PH:772-409-1010 (3 FX:772-409-1015 Lu www.AlTruss.com I TRUSS ENGINEERING I BUILDER: PROJECT: COUNTY: LOT/BLK/MODEL: JOB#: MASTER#: OPTIONS: JODY MODINE MAURO ADDITION ST LUCIE MAURO ADDITION 79359 B53467 NO OPTIONS A-1 ROOF TRUSSES_ A FLORIDA CORPORATION RE: Job 79359 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. Site Information: Customer Info: JODY MODINE Project Name: MAURO ADDITION Lot/Block: Model: Address: 3101 MATHEWS ROAD, FORT PIERCE, FUubdivision: 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 OnclMdual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC 2017 RES / TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 40.0 psf Floor Load: 0.0 psf This package includes 8 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 61G15-31.003,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 2554 A01 1124/20 13 STDL05 STD. DETAIL 1/24/20 2 2543 A02 1/24120 14 STDL06 STD. DETAIL 1/24/20 3 2540 A03G 1/24120 15 STDL07 STD. DETAIL 1/24/20 4 2463 V05 1/24/20 16 STDL08 STD. DETAIL 1124/20 5 2466 V10 1/24120 17 STDL09 STD. DETAIL 1/24/20 6 2469 V15 1/24/20 18 STDL10 STD. DETAIL 1/24120 7 2476 V20 1124/20 19 STDL11 STD. DETAIL 1/24/20 8 2483 V25 1124/20 20 STDL12 STD. DETAIL 1/24120 9 STDL01 STD. DETAIL 1/24/20 21 STDL13 STD. DETAIL 1/24120 10 STDL02 STD. DETAIL 1/24/20 22 STDL14 STD. DETAIL 1/24/20 11 STDL03 STD. DETAIL 1/24/20 23 STDL15 STD. DETAIL 1/24/20 12 STDL04 STD. DETAIL 1/24/201 24 STDL16 STD. DETAIL 1124/20 z uuaa wewnyl�)ieiaart:arrb.LxnpuparWbyiVpine Ergineemd YroDne6, iw.maermycieisupeMsimD film Piepmmemmpwow Dy/ i Koor Inlsses,m. Truss Design Engineer's Name: Manuel Martinez My license renewal date for the stale of Florida is February 28,2021. NOTE -.The seal on these drawings indicate acceptance of professionalengincering responsibiMywklyforthetruw componentsshown. The suhabTdyand use of cemponentsforany particularbuilding lathe respons0rtrdy, of the building deeignerperANSIrrPI-1 Sect. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to attbnes as'Structural Engineering Documentsl provided bythe Bullding Designerindicating the nature and charicterof the work The design citeriathemin have been transferred to Manuel Martinez PE by [A1 Roof Trusses orspectric location]. TheseTDDs (also referred to attbres as'Stmctuml Delegated' Engineering Documentsl are spedahystruchrral component designs and maybe part of the projects deferred orphaned submittals. As aTnrss Design Engineer(Le, SpecWy Engineer), the seal here and on the TDD represents an acceptance of professional engineering responsibRdyforthe design of the single Tmss depicted on the TDD only. The Building Designer Is responsible forand shall coordinate and review the TDDs for compatibJdywdh thebwritten engineering requirements. Please review an TDDs and an related notes. Manuel Digitally signed by Manuel Martinez Date:2020.0124 M a rt i p ekt;;{g47 i05'00' a ySTAT OF ;�Wc :dx.1,.c4 DR10P: �e�: b_tR,�NR6A"a - 6E.A Manuel Martinez, P.E. 4620 ParkView De SL Cloud, FL 34T71 Page 1 of 1 Job Truss Truss Type Qty Ply 01/2412020 79359 A01 I GABL 11 11 I 2554 II F2stt 1 15 F is� Loading Criteria (pap Wind Criteria Code I Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) EXP: C Kzt: NA Plate Type(s): Des Ld: 40.00 Mean Height: 25.00 it WAVE NCSCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 ° 'MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Plating Notes All plates are 1.5X3 except as noted. Wind Wind loads based on MWFRS with additional C&C member design Additional Notes See STD DETAILS for gable wind bracing requirements. ''WARNING- Please thoroughly review the "A-1 ROOF TRUSSE Vedly design Parameters and read rates on We Truss Design Drawing (TOE I F2d•11 � DeflICSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.007 AF 999 3E VERT(CL): 0.010 AF 999 24 HORZ(LL):-0.003 AF - HORZ(TL): 0.003 AF - Creep Factor: 2.0 Max TC CSI: 0.942 Max BC CSI: 0.276 Max Web CSI: 0.057 Wgt: 152.6lbs VIEW Ver. 19.01.00A.0618.15 GENERAL TERMS and CONDITIONS CUSTOMER ally Engineer reference sheet before use. Unless othem. 3oadaln Encinser). me seal on env Too mixesen s an ♦ Maximum Reactions (Ibs), or •=PLF Gravity Non -Gravity Loc R+ / R- r Rh / Rw / U r RL B' 91 r- /- /45 r62 /6 Wind reactions based on MWFRS B Erg Width =360 Min Req=- Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 47 0 J-K 290 -5 B-C 39 -74 K-L 234 -4 C-D 57 -49 L-M 183 -5 D-E 79 -27 M-N 131 -5 E-F 82 -20 N-O 82 -20 F-G 131 -5 O-P 79 -27 G-H 183 -5 P-Q 57 -49 H-1 234 -4 Q-R 39 -74 1-1 290 -5 R-S 47 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-AF 214 -68 Z-Y 228-67 AF-AE 215 -fib Y-X 227 -67 AE-AD 220 -67 X-W 225 -67 AD -AC 223 -67 W-V 223 -67 AC -AB 225 -67 V-U 220 -67 AB -AA 227 -67 U-T 215 -66 AA-Z 228 -67 T-R 214 -68 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp C-AF Ill -95 Y-K 276 -137 D-AE 186 -129 X-L 151 -119 F-AD 145 -120 W-M 148 -122 G-AC 148 -122 V-N 145 -120 H-AS 151 -119 U-P 186 -12J 1-AA 276 -137 T - Q 111 -95 J-Z 0 -114 Manuel Marta P.E. # 047182 4620 PadMew Dr St Cloud, FL 34771 sso%eWSedentedbya Conti aagreedupon In"fingbyallpar All rapAsTioad tonne are as defined In TPI.1. Iin—form. ammM1INtMw ffe i mmua a0.1 RniTuaw Job Truss Truss Type Qty Ply Ot/2412020 79359 A02 COMN 6 I1 2543 II SEAT PLATE REQ. �— ZS"11 —� Loading Criteria Dun Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 - Mean Height: 25.00 it NCBCLL: 10.00 TCDL: 5.0 psi Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0" MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 :T2 2x4 SP 42 Bot chord 2x4 SP M-30 Webs 2x4 SP #3 is i 1s =Jnv =rno =JAr 30' SEAT PLATE REQ. �- 2711 —� 1 Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc Udell LHf Gravity Non -Gravity TPI Std: 2014 VERT(LL): -0.166 L 999 360 Loc R+ / R. / Rh / Rw / U / RL B 1365 1- /- 1721 /927 /176 Rep Factors Used: Yes VERT(CL): 0.315 L 999 240 FT/RT:10(0)/10(10) HORZ(LL): 0.046 J - - H 1365 /- I- 1721 /927 !- Plate Type(s): HORZ(TL): 0.091 J - - Wind reactions based on MWFRS WAVE Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.6 Max TC CSI: 0.638 H Brg Width = 8.0 Min Req = 1.6 Max BC CSI: 0.702 Bearings B & H are a rigid surface. Max Web CSI: 0.588 Bearings B & H require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) WgL' 128.81bs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 19.01.00A.0618.15 A - B 47 0 E - F 2290 -2468 B - C 2507 -2808 F - G 2268 -2479 C - D 226B -2479 G - H 2507 -2808 D - E 2290 -2468 H -1 47 0 Loading Truss passed check for 20 psi additional bottom chord live load in areas with 42"-high x 24%Wde clearance. Wind Wind loads based on MWFRS with additional C&C member design. -WARNING- Verify design pan connector elates to V:61 Maximum got Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-L 2604-2175 K-J 1768 -1370 L - K 1768 -1370 J - H 2604 -2201 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-L 596 -474 E-J 754 -629 L - E 754 -629 J - G 596 -474 en9ineedng lo the SBCA upon in tI Th1 4 Manuel MaNnoz RE W 047182 4620 PadMew or St Cloud, FL 34771 Job 79359 Truss A03G Truss Type COMN Oty Ply 1 3 01/24/2020 2540 . SEAT PLATE REQ. 15, 15, 1113X10 a6X8 —H1324 K13Xt0 SEAT PLATE REQ. �1'T3 ?792�17✓✓gr 2 �27gr 2 1793# 17939 1793# 1793# 111018 .,,yL�_ �,Iy 1'T3 2�17ar 2 �?793# 2�?79317 1793# 1793# 1793# Loading Criteria (paq Wind Criteria Code I Misc Criteria DeRICS1 Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code:FBC 2017 RES PP Deflection in loc Udell L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.348 K 994 380 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.674 K 513 240 M 13582 1- /- /- 17246 1- BCDL: 10.00 Risk Category: ll FT/RT:10(0)110(10) HORZ(LL):-0.101 H - - N 135821- /- l- 17246 /- EXP: C Kzl: NA Plate Type(s): Des Ld: 40.00 Mean Height: 25.00 ft WAVE, HS HORZ(fL): 0.196 H - - Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 psf Creep Factor: 2.0 M Brg Width = 8.0 Min Req = - Duration: 1.25 5.0 psf Max TC CSI: 0.523 N Brg Width = 8.0 Min Req = - Bearings M & N are a rigid surface. Spad MWFBCDRS Spacing: 24.0' MWFRS Parallel Dist: 0 to hl2 Max BC CSI: 0.723 Bearings M & N require a seat plate. C&C a: ft Max Web CSI: 0.628 froDistm Loc. from dwall: not in 6.50 Wgi: 659A lbs Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chards Tens. Comp. pl: 0.18 GCpi: 0.18 Wind Duration: 1.60 VIEW Ver. 19.01.00A.0618.15 A - B 6260-11750 D - E 4072 -7635 Lumber B-C 5299-9939 E-F 5299 -9940 Top chord 2x6 SP 2400f-2.OE C - D 4072 -7635 F - G 6261 -11751 Bot chord 2x8 SP 2400f-1.8E Webs 2x4 SP #3:W5 2x4 SP M-30: Maximum Bot Chord Forces Per Ply (Ibs) It 2' Long Wedge 2x8 SP 24001-1.8E: Chords Tens.Comp. Chords Tens. Comp. :Rt 2' Long Wedge 2x8 SP 2400f-1.8E: A- L 11198 -5963 J -1 9281 -4945 Nallnote L - K 11154 -5941 1 - H 11154 -5941 Nail Schedule:0.131"x3", min. nails K-J 9280-4944 H-G 11199 -5964 Top Chord: 1 Row @12.00" o.c. Bot Chord:2 Rows @ 4.00" o.c. (Each Row) Maximum Web Forces Per Ply (Ibs) Webs : 1 Row @ 4"o.c. Webs Tens.Comp. Webs Tens. Comp. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row L - B 1080 -543 J - E 1349 -2525 to avoid splitting. B-K 999-1871 E-1 2174 -1110 (1)112" bolts may be used for K-C 2174-1110 I-F 998 -1870 (2) 0.131"x3', min. nails on C -J 1349 -2524 F- H 1079-542 Either The Top or Bottom Chords. D - J 4607 -2409 Special Loads —(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 61 pif at 0.00 to 61 plf at 30.00 BC: From 10 plf at 0.46 to 10 plf at 29.54 BC: 1793 lb Conc. Load at 2.06, 4.06, 6.06, 8.06 10.06,12.06,14.06,15.94,17.94,19.94,21.94,23.94 25.94,27.94 Wind Wind loads and reactions based on MWFRS. Bearing Block(s) Brg blocks:0.131"x3', min. nails brg x-loc #blocks lengthfblk #nails/bik wall plate 1 0.000, 1 22" 37 Rigid Surface 2 29.333' 1 22" 37 Rigid Surface Brg block to be same size and species as chord. Refer to drawing CNNAILSPIC14 for more information Manuel Martine; P.E. #B471 B2 4620 ParkVimOr St Couq FL 34771 Job 79359 Truss V05 Truss Type VAL Cry I Ply 10124/2020 2463 Loading Criteria (prep TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0" Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins 00 C) =0"4 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 it TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 GCph 0.18 Wind Duration: 1.60 In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Be 56 0.00 4.64 Apply pudins to any chords above or below fillers at 24' OC unless shaven otherwise above. 10- 1'5"6 1'5"6 1 i I 107 12 4 F-� R—nv,r 4'7"10 0 Code I Misc Criteria DeDICSI Criteria ♦ Maximum Reactions (Ibs), or •=PLF Code:FBC 2017 RES PP Deflection in loc Udell L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.008 999 360 Loc R+ / R- / Rh / Rw / U / RL D• 81 /- /- /30 /12 /2 Rep Factors Used: Yes VERT(CL): 0.017 999 240 FT/RT:10(0)/10(10) HORZ(LL):-0.003 - - Wind reactions based on MWFRS Plate Type(s): HORZ(TL): 0.005 - - D Brg Width = 55.7 Min Req = - WAVE Creep Factor. 2.0 Bearing A is a rigid surface. Max TC CSI: 0.092 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.158 Chords Tens.Comp. Chords Tens. Comp. A-B 352 -329 B-C 352 -329 Max Web CSI: 0.000 Wgt• 12.6 lbs Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver. 19.01.00A.0618.15 Chords Tens.ns.Comp. A-C 334 -318 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. "WARNING- Please thoroughly revlev the'A-1 ROOF TRUSSES(-SEL 'with deslan oeaaeteis antl reed rates on thh Truss Design Davim MD) and the be GENERAL are referenced for general guidance. TPI-1 defines the nl agreed upon In wrl0ng by all parties Involved. The Spa I In 1 1-1. w ftm mmicW MA-1 RMTnwvan Manuel Marine; P.E. 111047182 4620 PareVlew or St Cloud, FL 34771 Job 79359 Truss Truss Type V10 IVAL Dry Ply 1 1 01/24/2020 2466 , 10"7 I--- ---{3'11 "6 12 4 p R=4X4 i 9'7"10 I 4,6"1 3'11"6 10, L { 4'6"l ^{ Loading Criteria (psfl Wind Criteria Code I Misc Criteria Deg/CSI Criteria ♦ Maximum Reactions (Ibs), or "=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.016 D 999 360 Loc R+ / R- / Rh / Rw / U / RL E° 81 /- /- /37 124 /3 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.033 D 999 240 BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL):-0.005 D - - Wind reactions based on MWFRS Des Ld: 40.00 EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.010 D - - E Brg Width = 115 Min Req = - Mean Height: 25.00 ft WAVE Creep . 2 Bearing A is a rigid surface. NCBCLL: 10.00 TCDL: 5.0 pad Load Duration: 1.25 BCDL: 5.0 psf Max TC CSI:CSI: 0. 0.274 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 ° MWFRS Parallel Dist: h/2 to h Max BC CSI: 0.311 Chords Tens.Comp. Chords Tens. Comp. A-B 311 -265 B-C 311 -266 C&C Dist a: 3.00It Max Web CSI: 0.129 Loc. from endwall: not in 9.00 Wgt: 30.8 lbs GCpi: 0.18 Maximum Bat Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber A-D 319 -264 D-C 319 -264 Top chord 2x4 SP #2 Bat chord 2x4 SP #2 Webs 2x4 SP #3 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Purlins B D 435 3B4 In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.64 Apply pur ins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Please thoroughly review the"A-1 lens and read notes an V is Truss De .T-. _'.__lull_. _ "lulu IS T l fora T O and is the Manuel Mednez, P.E. ip9-r1X)of Via TODe=esand my field $04Wm the TDD and and ihutesof sand St Cloud, Pad L34T7 _ lulu mEneinNessNOTOea efVw Truzs Si poud, FL 31771 `— EnglneerisNOTNe Job Truss Truss Type 79359 V15 VAL City I Ply 101/2412020 2469 10"7 �{6'S°6 12 T 4� III1.5X3 6 P tV 1 A 4'3"4 Loading Criteria (psq Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category. II EXP: C Kzl: NA Des Ld: 40.00 Mean Height: 25.00 it NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 ° MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 It Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 H 1111.5X3 Code I Misc Criteria Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Lumber Top chord 2x4 SP #2 got chord 2x4 SP #2 Webs 2x4 SP #3 Purllns In lieu of structural panels or rigid ceiling use puffins to laterally brace chords as follows: Chord Spacing(in cc) Start(ft) End(ft) BC 75 0.00 14.64 Apply pudins to any chords above or below fillers at 24" CC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. lorsughly rey. the-A-1 ead was on This Tense Do. ten the TDD to be valid. As C=4X4 6'5"6 — i 10 D 1111.5X3 �2X4(Dlgz) G III1.5X3 F 1111.5X3 14'7"10 6'1"2 4,3"4 Dell Criteria ♦ Maximum Reactions (Ibs), or °=PLF PP Deflection in loc Udell L/# Gravity Non -Gravity VERT(LL): 0.011 F 999 360 Loc R+ / R- ! Rh / Rw / U / RL VERT(CL): 0.022 F 999 240 I' 81 P P /39 /27 13 HORZ(LL):.0.003 F - - Wind reactions based on MWFRS HORZ(TL): 0.006 F - - I Erg Width = 175 Min Req = - Creep Factor. 2.0 Bearing A is a rigid surface. Max TC CSI: 0.239 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.154 Chords Tens.Comp. Chords Tens. Comp. Max Web CSI: 0.084 A-B 153 -8.5 C-D 142 0 Will 46.2 lbs B-C 142 0 D-E 153 -86 VIEW Ver. 19.01.00A.0618.15 Maximum got Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-H 110 -106 G-F 121 -116 • H-G 121 -116 F-E 110 -106 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-H 280 -245 F-D 281 -245 C-G 140 -201 TERMS and CONDITIONS CUSTOMER ('BUYER') r reference shoat before use. Unless oNeneise stated on 1I-1. TIMo assumptions, m,Mitiong and use of Nis Truss for any Buildingndart the Manuel Al P.E. ISO,1Madl., condeign letbe°"nteM Ne ISO, codeultabRity code antl TPI-.. the TODandany geld 4e47182 nbClolns An tessetnnNthelib a ldewoirssand Me Ballarat, ass tas In MeT O anISBCiliyofdweuiMirg Deeigmrendance. pzdMewa and SnMdageedun lorgeneralgulda TPI-ldermeslheresponsibllidassNOTMsof the Truss PI-ide Stgcud, FL 31771 St Claud, ra ConneC agreed upon In writing by ell paNes InvoNad. The Spetlely Engineeris NOT me a as defined M TP41. wAhnW rhnwnOcn m,miasLm 0A-1 flrcATn,xvnx. Job Truss 79359 V20 Truss Type Dry Ply VAL 1 1 01/24/2020 2476 , �I Loading Criteria fpsp TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Pudins W! 8'11"6 10 C=4X4 19'7"10 8'11"6 _110"71 i 4'3"4 i 11'1 "2 -{ 474 Wind Criteria Wind Sid: ASCE 7-10 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: 3.00 it Loc. from endwall: not In 9.00 GCpi: 0.18 Wind Duration: 1.60 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spadng(in oc) Starr(ft) End(ft) BC 75 0.00 19.64 Apply purlins to any chords above or below fillers at 24" CC unless shown otherwise above. Code I Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional CS,C member design. Additional Notes See STD DETAILS for valley details. to be valid. As tss decided on Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or "-PLF PP Deflection in loc Udell L#F Gravity Non -Gravity VERT(LL): 0.006 H 999 360 Loc R+ / R- / Rh / Rw I U / RL 1" 81 /- /- /40 128 /4 VERT(CL): 0.012 H 999 240 HORZ(LL): 0.002 H - - Wind reactions based on MWFRS HORZ(rL): 0.003 H - - I Brg Width = 235 Min Req = - Creep Factor: 2.0 Bearing A is a rigid surface. Max TC CSI: OA60 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.230 Chords Tens.Comp. Chords Tens. Comp. A-B 82 -42 C-D 105 -19 Max Web CSI: 0.110 Wgt 63.0 lbs B-C 105 .19 D-E 82 -43 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 19.01.00A.0618.15 A-H 65 -44 G-F 70 -49 H-G 70 -49 F-E 55 -44 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - H 368 -360 F - D 368 -360 C-G 219 -296 _ -__. _.. __- .__._1 atlie cmgibons. suitabiln and use of Nis Trumfor any Building u.Na Manuel Martinez, P.E. C. local bu6dhg code and TPI-1. The appnv3l of the MD and any 6eid #047la2 gner and Conuselar. Aff rotes set out in Me MD and Me practices and 4620 PaWew Dr ieralguidance. TPI-ldefims NerespansiblliliesaMda"ofMTruss St Cloud, Fi. 34771 igbyellpadiesinvdved. TheSpedalry Engineerls NOTihe In Me Job Truss Truss Type Qty I Ply 01/2412020 7935$ 1 V25 VAL 1 1 zaes i 4'1"9 Loading Criteria (psp Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzh NA Des Ld: 40.00 Mean Height: 25.00 it NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0" MWFRS Parallel Dist: h/2 to C&C Dist a: 3.00 It Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 Bot chord 2x4 SP 42 Webs 2x4 SP #3 Purilns In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 24.64 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. 11'5"6 Code I Misc Criteria Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS forvalley details. D=4X4 24T10 16'4'9 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.012 H 999 361 VERT(CL): 0.023 H 999 241 HORZ(LL):-0.003 H - - HORZ(TL): 0.006 H - - Creep Factor. 2.0 Max TC CSI: 0.353 Max BC CSI: 0.149 Max Web CSI: 0.099 Wgt: 85.4 Ibs VIEW Ver. 19.01.00A.0618.15 TERMS and CONDITIONS CUSTOMER ("BUYER") r relerenm sheet before use. Unless ahenise stated on o^� N ♦ Maximum Reactions (Ibs), or •=PLF Gravity Non -Gravity Loc R+ / R- / Rh .l Rw l U I RL N" 81 P I- /40 /29 /4 Wind reactions based on MWFRS N Srg Width = 295 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 92 -69 D-E 118 0 B-C 100 -27 E-F 100 -25 C-D 117 0 F-G 92 -70 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A-M 98 -59 J-1 111 -66 M-L 105 -62 I-H 105 -59 L-K Ill -66 H-G 99 -55 K-J 111 -fib Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - M 194 -182 I - E 333 -297 C - L 333 -298 H - F 194 -183 D-J 196 -293 shall he used for Me TDD to be valld. —mmn MA.1 RmrTru—, _..__._.._'_Is "_- adebJityeMuseolOiaTvalof eTooandan Na Manuel4Martina; P.E. rode and Al less The In Me TOO the TDD end an field M akV 47182 Igor.Idefines set dealInTOD end Me prectivs aril St Cloud, PahMev Dr TPI-1 defines iheresponsibiliearis Nduties ofthe Truss Stgrud,R 34777 Invdved. The apedalry Enginrer is NOT Ne JUNE 20, 2019 I TYPICAL HIP / KING JACK CONNECTION I STDTL01 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1910 Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC 0 Attach King Jack w/ (3) 16d Toe ,Nails @ TIC & BC ach Corner Jack's (2) 16d Toe Nails 9, TIC & BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TIC & BC (Typ) FEBRUARY 17, 2017 I ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34940 772-409-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD V-3'MAX. DIAL. BRACE AT 1/3 POINTS IF NEEDED IT 15 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 r 24' D.C. 2X6 DIAGONAL BRACE SPACED 48' D.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - IOd 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) - I6d NAILS (MIN.). ' PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE \BRACE AND THE TWO TRUSSES ON \ EITHER SIDE AS NOTED. TOENAIL \ BLOCKING TO TRUSSES WITH (2) - \ 10d NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - IDd COMMON WIRE NAILS. END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05% 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131' X 3') NAILS SPACED 6' O.C. - FOR WINO SPEEDS GREATER 120 MPH (ASCE 7-99, 02, 05% 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). STRUCTURAL GABLE TRUSS / MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. _ STANDARD GABLE TRUSS UKAL en In 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. 12/23/19 PIGGY -BACK TRUSS STDTLO4. k 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.) OPTION NO. 7 - TEEAOK 3" x 8" TEE-LOK MULTI -USE CONNECTION PLATES SPACED AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO PIGGY -BACK TRUSS AT 4'-0" O.C. STAGGERED FROM EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8" TEE-LOK MULTI -USE CONNECTION PLATE (MINIMUM OF 2 PLATES). OPTION NO.2 - APA RATED GUSSET: 8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d COMMON (0.113" x 2") NAILS PER GUSSET: 4 (EACH) AT CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION NO.3 - 2X4 VERTICAL WOOD 2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0" O.C. w/6 (EACH) 10d BOX NAILS (0.128" x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND 3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE STAGGERED 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION # 1: TEE-LOK MULTI -USE CONNECTION PLATE. OPTION #2: APA RATED GUSSET. OPTION #3: 2X4 VERT. SCAB. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN & CONNECTIONS BY OTHERS. BASE TRUSS. (REFER TO TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) PURLINS SPACED ACCORDING TO MAX. SPACING OF TOP CHORD OF BASE TRUSS. SPACING IS NOT TO EXCEED 24" O.C. & PURLINS TO BE LOCATED AT JOINT OF EACH BASE TRUSS. •. IMPORTANT NOTE •• THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES SPACED AT 24" O.C. OR LESS. JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 GABLE END; COMMON TRUSS, OR GIRDER TRUSS GENERAL SPECIFICATIONS: 1. NAIL SIZE =3'X0.131'=10d 2. WOOD SCREW= 4.5'SDS25412 SIMPSONOR 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 "P. 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. __ ___ __ __ � li iI VALLEYTRUSS I' i BASE TRUSSES (f1'PICAL) P 12 VALLEY TRUSS /dt�- (TYPICAL) SEE DETAIL'A' BELOW (TYP.) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6' O.C. ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO SIMPSON SDS25412 (lW X 4.5-) OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A TRUSS CRITERIA: GABLE END, COMMON TRUSS, OR GIRDER TRUSS 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 6112 CATERGORY II BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24' O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. FEBRUARY 5,'2018 1 TRUSSED VALLEY SET DETAIL 1 STDTL06 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 SECURI W/( GABLE END, COMMON /' TRUSS, OR GIRDER TRUSS GENERAL SPECIFICATIONS: 1. NAIL SIZE =3"X 0.131"=10d 2. WOOD SCREW = 3" SDS25300 SIMPSON OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL "A 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NOS- 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES VALLEY TRUSS � (NPICAL) VALLEY DETAIL A (NO SHEATHING) N.T.S. SEE DETAIL "A" BELOW (TYP.) ATTACH 2X4 CONTINUOUS#2 SYP TO THE ROOFW/ PNO SIMPSON SDS25300 (1/4" X 3') OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. TRUSS (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3112 MAXIMUM 6112 CATERGORY II BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED. DEAD LOAD OF 6 PEP ON THE TRUSSES. •JULY 17, 2017 1 ixu%j%7LL. vnL_L_L 1 JL- I LJL I lIIL (HIGH WIND VELOCITY) STDTL07 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7- WIND DESIGN PER ASCE 7-10: 170 MPI MAX MEAN ROOF HEIGHT= 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE:' MAX TOP CHORD TOTAL LOAD = 50 PSI MAX SPACING =24' O.C. (BASE AND VP SUPPORTING TRUSSES DIRECTLY UND.R vnLL.r i rtU..�. U. i .c 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 SPFS SPECIES LUMBER. FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6112 PITCH NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12112 PITCH) FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL 1 STDTL08 Al ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 7724M1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS V/IOd NAILS, 6' O.C. VERT STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' D.C. MAX. ie SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 Q VARIES TO COMMON TRUSS 3X4= V * DIAGONAL BRACING ** L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 24' MAX. NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO 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 1Dd NAILS SPACED 6' O.C. S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4'-0'OZ. S. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH 16d NAILS SPACED G' O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7 GABLE STUD DEFLECTION MEETS OR EXCEEE13S L/240. VERTICAL 2X6 SP OR SPF STUDVBRACE #2 DIAGONAL BRACE (4) - 16d NAILS16d NAILS SPACED G' D.C. (2I SOd NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO RTICALS SECTION A -A W/(4) - IOd NAILS PROVIDE 2X4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) Bd NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STO SPF BLOCK B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG. BRACE S. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. IOd AND I6d NAILS ARE 0131'X3.W AND 013l'X35' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 05-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP#31 STUD 3-8-10 5-&Il 6Fr11 11.1-13 2X4SP#31STUD 3-3-10 4-9-12 6Fr11 940-15 2X4SP#VSTUD 2-8-6 3.11-3 54-12 8-1-2 2X4SP#2 N24O.C. 3-1045 5Fr11 6&11 11-8-14 2X4 SP 42 3&11 4-9-12 6Fr11 10-H 2X4SP#2 3-14 3-11-3 6-2-9 9-3-13 '- DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER SOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. rom ROOF SHEATHING (2) - lOd NAILS TRUSSES 9 24' D.C. 2X6 DIAGONAL BRACE SPACED 48' D.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL 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: 1R CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 17, 2017 I WITH 2X BRACE ONLY I STDTL09 NOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 90% OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-4094010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2XB 10d 6' O.C. NOTE NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 20 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 1-BRACE 2X8 2X8 T-BRACE 2X8 1-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 2XB 2X8 T-BRACE 2X6 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS NAILS WEB NAILS WEB I -BRACE T-BRACE SECTION DETAILS FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTL10 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 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 STRDNGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT \RAILS TACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) (0131WITH 37X 3')d AS NAILS ((0.131'ITH 3X 3'). ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0131' X 3') USE METAL FRAMING -' ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - 10d TO BOTTOM CHORD NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0131' X 3') IN EACH CHORD ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' DIAJ ATTACH TO VERTICAL '-INSERT SCREW THROUGH SCAB WITH (3) - IOd OUTSIDE FACE OF CHORD INTO NAILS (0.131' X 3') EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) TRUSS 2%6 4' - 0' WALL STRONGBACK r (TYPICAL SPLICE) � (BY OTHERS) THE STRONGSACKS 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 (0131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (M131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY 17, 2017 1 LATERAL TOE -NAIL DETAIL I STDTL11 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 3494E 772-409-1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 o .135 93.5 85.6 74.2 72.6 63.4 J in .162 1OB.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 ce 2 .131 75.9 69.5 60.3 59.0 51.1 n .14B 81.4 74.5 64.6 63.2 52.5 ri VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X 84.5 (LB/NAIL) X LAS (DOL) = 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 (2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00°' SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60' 45.00° FEBRUARY17,2017 I UPLIFT TOE -NAIL DETAIL I STDTL12 A4 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772-4090010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S LD .131 59 48 32 30 20 z J .135 60 48 33 30 20 N !7 .162 72 58 39 37 25 J 2 U .128 54 42 28 27 19 LD LD Z Z 0 .131 55 43 29 28 19 LU .148 62 48 34 31 21 J in —1 N 4 M Z .120 51 39 27 26 17 CD Z .128 49 38 26 25 17 O .131 51 39 27 26 17 M .148 57 44 31 28 20 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED. 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 133: 3 (NAILS) X 37 (LB/NAIL) X 133 IDOL FOR WIND) = 149 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF 1.60: 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. +++ USE (3) TOE -NAILS ON 2X4 BEARING WALL +++ USE (4) TDE-NAILS ON 2XS BEARING WALL NEAR SIDE FAR 5: )E TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY VAIL TAIL SIDE VIEW END VIEW FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT I STD-IL13 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 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. April 11, 2016 I TYPICAL ALTERNATE BRACING DETAIL STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 (4) 12d TRUSS 2491 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES (4) 12d MAX 30" (2'-611) 2x6 #2 SP (Both Faces) 24" O.C. SIMPSON H5 FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES A' �i �! �I �I TOTAL NUMBER OF NAILS EACH X MAXIMUM FORCE (LBS) 15% LOAD DURATION FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STNU6 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 3494 772d094010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2XS PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X_SCAB (MINIMUM H2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (1413' DIA. X 39 SPACED S' O.C. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SMALL 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 409 SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.