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Home My WebLink AboutMISCA-1 ROOF TRUSSES A FLORIDA CORPORATION Lumber design values are in accordance with ANSIrl-PI 1-2007 section 6.3 These truss designs rely on lumber values established by others. RE: Job 74489 BY A-1 Roof Trusses 4451 St Lucie Blvd Site Information: St. Lucie County Fort Pierce, FL 34946 Customer Info: PAUL JACQUIN & SONS Project Name: NEW HORIZONS STORAGE ADDITION Lot/Block: Model: NEW HORIZONS STOR Address: 4500 W. Midway Rd., Fort Pierce, FIL 349813ubdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC 2017 RES / TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 45.0 psf Floor Load: 0.0 psf This package includes 6 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I herebycertify that I am the Truss Design Engineerand this index sheet conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. tsw—� No. Seq # Truss Name Date No. Seq # Truss Name Date 1 2497 A01 12/6/18 13 STDI-07 STD. DETAIL 1216118 2 2475 A02 1216/18 14 STDI-08 STD. DETAIL 1216/18 3 2487 BN 1216/18 15 STDI-09 STD. DETAIL 1216/18 4 2472 CA 12/6/18 16 STDL10 STD. DETAIL 1216118 5 2484 HJ1 12/6/18 17 STDLI I STD. DETAIL 1216/18 6 2481 J3 1216118 18 STDL12 STD. DETAIL 1216118 7 STDI-01 STD. DETAIL 1216118 19 STDL13 STD. DETAIL 1216118 8 STDL02 STD. DETAIL 1216118 20 STDL14 STD. DETAIL 1216/18 9 STDL03 STD. DETAIL 1216/18 21 STDL15 STD. DETAIL 1216118 10 STOL04 STD. DETAIL 1216/18 22 TDL16 STD. DETAIL 12/6118 11 STDL05 STD. DETAIL 12/6/18 12 STDL06 I STD. DETAIL 11216/18 c U 2 C z L [30 L 3 L rhe truss drawing(s) reluenced have been prepared byAllpine Engineered Products, Inc. under mycirect supervision based on the parameters provided byA,1 RootTnusses, Ltd. Truss Design Engineer's Name: Anthony Tombo III My license renewal date for the state of Florida is February 28,2019. NCTrE:The seal on these dm%,ings indicate acaeptanceof professional engineering responsibility sole"rthe truss components shown. The suitability and use of components forany particular building is the responsibility of the building deslgner,perANSVrPI-1 Sec.2. The Truss Design Drav,ing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as'Structural Engineering Documente) provided by the Building Desig nerindicafing the nature and character of the work. F The desig n criteria therein have been transferred to Anthony Tombo III PE by [Ad Roof Trusses orspe� location]. These TODs (also retained to at times asStructuml Delegated I Engineering Documental am specialty structural component designs and rnay be part of the projeWr deferred orphased submittals. As a Truss Design Engineer(le, specialty Engineer), the seal here and on the Too represents an acceptance of professional engineering I respons113My forthe design of the single Truss depicted on the TOD only. The Building Designer is Ible forand shall coordinate and review the TDDs for responst compatibTifty with theirwdftn eTLWnmdng requiremenm Please review all TDDs and all related notes. Anthony'romboill, # 3B BCA2210000 00004CI237 DF L3 S L) 47 0 w Page I of I FIL E CO Fy -74489 A01 I Iubb type GABL wly Fly 2 121UbrzUi8 2497 4."1 12 �-- Z-1 i 3- Loading Criteria Maq WindCritedia Code I Misc Criteria TCLL: 30.00 WindStd: ASCE7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld BCDL: 5.00 ---- -- Rlisk Category: 11 FT/RT:10(0)/10(10) EXP, B'-Kzt:,NA---, Plate Type(s): Des Ld:' 45.00 Mean Height: 23.00 it WAVE NCBCLL: 10.00 TCDL: 5.0 psf Load D6rgdJon: 1.25' BCDL: 3.0 psi Spacing: 24.0 MWFRS Parallel Dist: 0 t6 �J 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 Bot chord 2x4 SP #2 Webs;2x4 SP #3 - Plating Notes All plateslarb 2�4(Al')excepilas noted. PurH6 In liet, of structural panali or right cefing use Pullin' to laterally bracts charl:16 is follows: - Chbrd Spacin (in oc)'-* �,Start ' : Er6d �29 . ; - Tft) I- Loading Design Dead Loads based on material weight adjusted for slope: BC: 8.00 PSF Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 8.00 PSF one facts and 24.0" span opposite face. Top chord must not be Cut or notched, unless specified otherwise. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for gable wind bracing t requirements. 3' C—_4X4 91 �-- Z-1 DeffICS] Criteria A Maximum Reactions (lbs), or �-PLF PIP Deflection in loc Umil L/# Gravity Non -Gravity VERT(LL): 0.005 F 999 360 Loc R+ R- I Rh /Rw 11.1 / RL IFOERT(CL): 0.006 F 999 240 B 686 A /353 /797 /141 HORZ(LL): 0.004 F - - D* 197 A /86 /184 HORZ(TL): 0.004 F - - Wind reactions based on MWFRS ' Creep Factor. 2.0 B Big Width = 8.0 Min Req = 1 �5 Max TIC CSI: 0.686 D Brg Width = 64.0 Min Req = - MaxBCCSI: 0.261 Bearings B & B are a rigid surface. Max Web CSI: 0.086 Bearings B & B require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 26.6 lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 18.02.00A.1126.20 A-B 124 0 G-D 182 -128 cl_� 182 -82 D-E 124 0 '%VARNING- Please thoroughly reviou the 'A�l ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER (-8U`YEFr) ACKNOV Verify denign parameters and read nutes an this Truss Design DmWng (TDD) and Me Monday T. Tounno III, P.E. Reference Sheet before use. Unless offiemis6 stated conneetorplates shall be usedIortheTDDtoW Valid. As a Truss Design Engineering (i.e. S,00dalty Fal the seal an any Too represents an acce'tance of Me , res,sonsibility, for the design of the Slagle Truss depicted on the Too only, under TPI-1. The design assumptions, loading corditlons, augoloility and use of this Truss for a BuIldi.g I. Me res,tonalibility ofthe Own, the Oanees authorized agent or the Buildinn Designer, in Me don4ed of the IRC. the IBC. local buldina code and TPI-1. Th Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-F 467 -117 F-D 467 -117 Maximum Gable Forms Per Ply (Ilds) Gables Tens.Comp. C-F 315 -388 by a C road agreed viand in urtog by all Parties Inwhaid. The Truss Design Engineer is in TPH. guorrdll�� trul 4coumnt I" � fr�n, 1� nmrrb�eri uVi- 4 thA w�n nnonmMon or A-1 RoofT - Alrhory T �mtn 11 hand. -4 IN Alpin — MA-11 darn "I ROOF ,d104TRU!!k5E5 ield nal Anthony T. Tombo 111, P.E. rrus. # 80083 o Build 4451 St. Lucie Blvd. T. Fort Pierce. FL 34946 Job Truss Truss Type Cry 1210412018 74486 A02 COMN � 4 2475 31 i 3' 12 C-_3X4 T5 F7- r T F_ -2X4(Al)B D=2X4(Al) E SEAT PLATE REQ. SEAT PLATE REC. i 6' i �--- 2' ----1 �-- 2'----� Loading Criteria grai Wind Criteria Code/ Misc Criteria DefiICSI Criteria TCLL: X00 Wiri ASCE7-10 Code: FBC 2017 RES PPIDeflectionin lol LN TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.006 999 360 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CQ: 0.006 999 240 BCDL: 5.00 Risk Category: 11 FT?RT:10(0)I10(10) HORZ(LL): -0.003 - - EXP: B Kzt: NA Plate Type(s): HCRZ(TL): 0.003 - - Des Ld: 45.00 Mean Height: 23.00 it WAVE Creep Factor: 2.0 NCBCLL: 10.00 TCDL: 5.0 psf Max TIC CSI: 0.695 Load Duration: 1.25 BCDL: 3.0 psf Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0 199 C&C Dist a: 3.00 it Max Web CSI: 0.000 Loc. from endwall: Any WgI: 25.2 Iths GCpi: 0.18 VIEW Ver. 18.02.00A.11 126.20 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purists In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) Enl BC 68 0.15 5.85 Apply purins to any chords above or below filers at 24" OC unless shown otherwise above. Loading Design Dead Loads based on material weight adjusted for slope: BC: 8.00 PSF Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ R Rh IRw /U IRL B 444 P (295 /174 170 D 444 1- 1215 1136 Wind reactions based on MWFRS B Big Width = 8.0 Min Req = 1.5 D Big Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 60 0 C-D 168 -224 B-C 204 -224 D-E 60 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 169 -51 iVARINING" Please Moroughly mmot the 'AA ROOF TRUSSES C-SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT' forn. Varly design pararroure and mad notes on this Truss Design Draving CTDD).pd the Anthony T Tontine 111, P.E. Refumpoo Sheet before use. Unless offienvise stated on Me Too - onlyAlg nornester plates shall be used for Me Too to be valid. Ae a Trues, Design Engineering (i.e. SInecaly, Engineer), Me wet an any Too represents an towabow of the professional engineed —roxi,ilhilih, for the doeir. of do sincile Truss Mounted on Me Too onIv. under TPI-I, The desiQn assumptions. loadinit ouldoons, suitability and use of this Truss forany Building is the Me responsibility a declare, Me Chniver's authorized agent or the Building Designer, In Me wrote of the IRC. the ll lowl building now and I Pl.l. I no to, 14 of the Omear, the Comer's authorized agent or Me Building Designer in the cormid Ofthe IRC, Me IBC, local building wild and TPIA. neoppanoldlioTD1 Truse, including handling storage. puteladon and onions shall be the responsibility of do, Building Designer and Cortmolou, All notes out net in Me Too and Me of Me Boeing Component Safety Insoureation BSCI) poloshed by TPI and SBCA am referenced! for ground positive. TPIA defines Me responsibilities and do Traw Desion Indoor and Truss Mantowlam. unless offiervise defined by a Contract agreed upon in virgins by all parties Involved. The Truss Design Engineer buflow. At explained! ours 'dJOLMA-11 ROOF Anthony T. Tombo III, P.E. # 80083 4451 St. -Lucie Blvd. — — ---- - nAnAin 74489 --- Plubb FYP- uly I VlY 121(XV20113 B01 HIPS 2487 100# 66# 664 66# 66# 100# 310`6 2'0"6 --t Z --t- 1-10-8 -t-- X ---t-- 2-0-6 t '0'6 �-- 3' 1 v 1 -3 - - ----- J 12 T 5 M3X4(Al) SEAT Pl.ATE REQ. �-- T-1 Loading Criteria (xirI Wind Criteria TCLL: 30.00 WindStd: ASCE7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 5.00 Risk Category: 11 EXP: B Kzt: NA Des Ld: 45.00 Mean Height: 23.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 SCDL: 3.0 psf Spacing: 24.0 MWFRS Parallel Dist, 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: not In 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Special Loads -(Lumber Dur.Fac.=1.25 I Plate Dur.Fac.=1.25) TC: From 80 plf at -2.00 to 80 pff at 3.00 TC: From 40 plf at 3.00 to 40 plf at 13.00 TC: From 80 pif at 13.00 to 80 plf at 18.00 BC: From 16 pit at 0.00 to 16 plf at 3.03 BC: From 8 plf at 3.03 to 8 pff at 12.97 BC: From 16 plf at 12.97 to 16 pit at 16.00 TC: 100 lb Cone. Load at 3.03,12.97 TC: 66 lb Conc. Load at 5.06, 7.06. 8.94,10.94 BC: 99 fig Cone. Load at 3.03,12.97 BC: 42 fig Conc. Load at 5.06, 7.06, 8.94,10.94 Purims In lieu of stinictural panels or rigid ct�iling use putting to laterally brace chords as follows: Chord Spacing(In oc) Start(ft) End(ft) TC 24 3.00 13.00 BC 82 0.15 15.85 Apply purling to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Design Dead Loads based on material weight adjusted for slope: BC: 8.00 PSF Wind Wind loads and reactions based on MWFRS. Left bottom chord exposed to wind. -WARNING- Please 9ionsughly reVase the -A-1 ROOF Vaefy design parannetem and read noses on this Tress Design Di oserector plates shell le, used for the Too to the Valid. As a Tre! responsibilit, for Me design of the sill. Tress dericted on the T and J M1.5X4 111.5X4 D I M4X8 99# 4, 412� 42# + 42# 4 Code / Mile, Criteria Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE T FaiixA, m3X4(Al) Z, c H G 11.5X4 U x4 SEAT PtATE REQ. 2- 4 99� 42# DefilCSI Criteria PP Defection in loc Udell L/# VERT(LQ: 0.165 0 999 36 I%T:RT(CL): 0.250 D 753 24 HORZ(LL): 0.028 C - - HORZ(TL): 0.043 C - - Cradep Factor: 2.0 Max TC CSI: 0.666 Max BC CSI: 0.996 Max Web CSI: 0.409 Wgt: 75.6 Igs VIEW Ver. 18.02.00A.1126.20 A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ R- Rh /Rw /U / RL B 1099 1- P 1462 b F 1099 P /462 Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp., Chords Tens. Comp. A-B 60 -29 D-E �1132 -2708 B-C 769 -1843 E-F 769 -1843 C-D 1132 -2708 F-G 60 -29 Maximum Bot Chord Forces B-J 1653 -686 I-H 1667 -689 J-1 1667 -689 H-F 1653 -686 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-i 132 -25 I-E 1075 -467 C-1 1075 -457 H-E 132 -25 D-I 180 -391 1 'SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER ("BWEW) ACKNOMEDGMENr roarn. and the Anthony T. Torolas 111, P.E. Refenince Sheet anise use, Unless o9neralse stated on the Too, only All F-T por'Tn�re�T. T-1,n 111. RE, Tress QA-1 ROOF e!1TRUSSES A F� ` Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. - Fort Pierce, FL 34946 Job 74489 Truss Cil Tmss Type City JACK 14 y 1 12106/2018 2472 Loading Criteria (Ing TCLL: 30.00 TCDL: 10.00 BCU-: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Puffins -T- 4"l 1 0 12 5 C --2X4(Al) B SEAT PLATE REQ. i , 21 In ligil -ad Wind Criteria WindStd: ASCE7-10 Speed: 160 mph Enclosure: Closed Risk Category: 11 EXP: B Kzt: NA Mean Height: 23.00 If TCDL: 5.0 psf BCDL: 3.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 In lieu of structural panels or rigid Calling use purns to laterally brace chords as follows: Chord Spai cc) Start(ft) Eri BC 10 0.15 0.97 Apply puffins to any chords above or below filers at 24" OC unless shown othernise above. Loading Design Dead Loads based on material weight adjusted for slope: BC: 8.00 PSF Wind Wind loads based on MWFRS with additional G&C member design. Left bottom chord exposed to wind. -WARNING" Please thoroughly nevlear the -A-1 ROOF of the i.gle Thae depinted! on of the Oahe, the Own.re or Me 01 tudi tuount, Code I Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:iO(0)/10(10) Plate Type(s): WAVE DOI T co Defli Criteria PP Deflection in loc Udefl L/# VERT(LL): NA' VERT(CL): NA HORZ(LL):-0.001 D - HORZ(TL): 0.001 D - Creep Factor: 2.0 Max TC CSI: 0.667 Max BC CSI: 0.076 Max Web CSI: 0.000 Wgt: 7.0 lbs VIEW Ver. 18.02.00A.1 126.20 A Maximum Reactions (Ibi Gravity Non -Gravity Loc R+ R- Rh IRw I U i RL B 420 /273 /197 /53 D - /-50 127 127 /- C - 1-122 /77 191 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req — - C Brg Width = 1.5 Min Req Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 60 0 B-C 117 -58 Maximum Sot Chord Forces Per Ply (Iba) Chords Tens.Comp. B-D 0 (1 LER-), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYEW) ACKNOWLEDGMENr fear. he Anthony T. Tongoo 111, P.E. Refenonne Sheet before Mo. Unless otherrovise stated an the Too - onlyAll ring (i.e. SMi Engineer). Me seal on any Too repre�erfia an acosplance, of Me Perfinesional engineer 1-1. The resign assumption% leading conditions, suitability and use of this Truss for any Building is the firg D.aigri in Me modern of the IRC, the IBC, real butdro, reede and TPI-1. neappro�a?nfth. in Me conted of the IRC. 0. IBC, ]i building core and Tioli TheapproevolofthaTODandanyliod s,fionsibility of the Building Designer and contractor. Aflnotessetoutin Mi and the Pmences and uISBCAtearefiesereadforgeneral,oldiance. TPI-I defines the resionosibilties and duthasof0atTrues I by a Contract agreed upon in orffing by all pages unihaul. no Truss Design Engineer Is NOT Me Both J in TPI-I. A 1'al MA-11 ROOF Anthony T. Tombo III, P.E. I # 80083 . 4451 St. Lucie Blvd. 1. 1--- . 11.�. u I was i ype Lity 1 1`1 74489 HJ 5 1 1 HIP- r2ly -55# IMI-8 i 2710 12 C 3.54 T =-2 (Al)B A, D SEAT PLATE RED. i 2'9"15 _5# 473 2484 Loading Criteria (Fan Wind Criteria Code I Misc, Criteria Dei Criteria A Maximum Reactions (Ibi TCLL: 30.00 WindStd: ASCE7-10 Code: FBC 2017 RES Pip Defection in loc Udell L/# Gravity Non -Gravity TCOL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ R- Rh lRw / U /RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Lid C gF.A-=RT(CL): NA B 198 /226 BCDL: 5.00 Risk Category: 11 FTIRTAO(Ofi HOF?Z(LL): -0.005 D - D 57 /-18 1- /21 Des Ld: 45.00 EXP: 8 Kzt: NA Plate Typi HORZ(TL): 0.006 D - C 34 1-23 A 1- /29 Mean Height: 23.00 It NCBCU_: 10.00 TCDL: 5.0 psf WAVE Creep Factor: 2.0 Wind reactions based on MWFRS Load Duration: 1.25 BCDL: 3.0 psf Max TC CSI: 0.307 B Brg Width = 10.6 Min Req = 1.5 Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0 ' 155 0 Brg Width = 1.5 Min Req = - C Brig Width = 1.5 Min Req = - C&C Dist a: 3.00 It Max Web CSI: 0.000 Bearing B is a rigid surface. Loc. from endwall: not in 9.00 Wi 18.2 lbs Bearing B requires a seat plate. GCpI: 0.18 Wind Duration: 1.60 VIEW Ver. 18 02.00A.112 Maximum Top Chord Forces Per Ply (Ibs) . Chords Tens.Comp. Chords Tens. Comp. Lumber Top chord 2x4 SP #2 A-B 32 -16 B-C 42 -9 Bot chord 2x4 SP #2 Maximum Bot Chord Forces Per Ply (Ibs) Special Loads Chords Tens.Comp. -(Lumber Dur.Fac.=1.25 I Plate Duffai B-0 0 0 TC: From 0 pit at -2.83 to 80 pff at 0.00 TC: From 2 pit at 0.00 to 2 pif at 4.18 BC: From 2 pit at 0.00 to 2 pit at 4.18 TC: -55 lb Cone. Load at 1.38 BC: -5 lb Cone. Load at 1.38 Purling In lieu of structural panels or rigid calling use puffins to laterally brace chords as follows: Chord Spacini oc) Start(ft) Eri BIC 48 0.15 4.18 Apply purins to any chords above or below fillers at 24" CC unless shown otherwise above. Loading Design Dead Loads based on material weight adjusted for slope: BIC: 8.00 PSF Wind Wind loads and reactions based on MWFRS. Left bottom chord exposed to wind. VfIARNING- Planar, thoroughly review the -A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('131.11 ACKNOWLEDGMENr four, only design forwousters and read notes an this Truss, Design Drasaing (Too) and Me Arthani Torritho Ill. P.E. Reference Sheet before use, Union otherwiss, stated! on the Top, only Al, is he O�nei authorized agent or Me Building signer, In Me contestafflue IRC, the SO, fowl building reduani Tho.wroyad.fth.TDID.nd.i I ,. ..N so.ny,., surammi an. waung wail as the rownsinnit, awe Buifeng uesigner and Contructiou, Allootessatieutinwe'rD[land ofthei d Ing Couriferend Safety Insournadon (BSCI) whishad by TPI and SECA are referanced! for general guidance. TPI-Idennestheresponshilifesanx Truss Das�gu Engineer and Truss Manufacturei, unless owenshis, defini by a Contract agreed ubon in �dfinq by all earlies invi TheTrussDestanEri Arwrov T, Tri Ill RE -4 A-11 ROOF Anthony T. Tombo Ill, P.E. # 80083 t 4451 St. Luce Blvd. _ Fort Pilerce, FL 34946 Job 74486 Truss Truss Type City J3 I EJAC 1 6 - y 12/06/2018 2481 Loading Criteria (pq TCLL: 30.00 TCDi 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 got chord 2x4 SP #2 T, SEAT PLATE REQ. 1 2' 1 3' Wind Criteria WindStd: ASCE7-10 Speed: 160 mph Enclosure: Closed Risk Category: 11 EXP: B Kzt: NA Mean Height: 23.00 ft TCDL: 5.0 psf BCDL: 3.0 psf MWFRS Parallel Dist: h/2 to IT C&C Dist a: 3.00 fit Loc. from endwall; not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Purlins In lieu of structural panels or rigid ceiling use putting, to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 34 0.15 3.00 Apply purins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Design Dead Loads based on material weight adjusted for slope: BC: 8.00 PSF Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. Code I Misc Criteria Code: F13C 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0y10(10) Plate Typi WAVE DeflICSI Criteria PP Deflection in loc Lidefl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D - HORZ(TL): 0.001 D - Creep Factor: 2.0 MaxTCCSI: 0.376 Max BC CSI: 0 ' 099 Max Web CSI: 0.000 WgI: 12.6 lbs VIEW Ver. 18.02.00l 126.20 T I A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ I R- I Rh /Rw IU IRL B 368 1- (240 1145 1`71 D 42 1- (50 124 1- C 66 (22 /28 Wind reactions based on MWFRS B Brg Width = 8.0 Min Req 1.5 D Brg Width = 1.5 Min Req - C Brg Width = 1.5 Min Req Bearing B is a dgid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A-13 60 0 B-C 25 -51 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 '11VARINING" Pleame thoroughly .1. the -A-1 ROOF TRUSSES ("SEU-ER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BWEIV) ACKNO)AA-EDGMENT- form. only design prometers and mad notes on this Truss Design DmvAng (Too) and line Anthony T. Tondoo III, P.E. Refiamno, Sheet bel use. Unless othi shated a. the Too only Air �rneebir Plates shall be used for the Too 0 be valid, As . Truss Design Er,ireei (I... S,i Er,iro�t the seal on any Too reasserts an accordance of the professional �,Priuui the Ovemes authomed agent or the Building Cei I. the contl .1 the IRC. the IBC. ]l buildru, oad. ad Tull The approval of the Too and any field andling, storage, installation and bracing shall be the mspnsibility olthe Building Designer and Contractor, AinotessetoutinffiaTDDandthepmw�sand )mpnent Safety Infornatice (BSCI) p1blished by Trill and SBCA am referenoal for goriest guldares. TPI-1 defines the resronsibilities and duties ofth. Truss bear and Truss Marshal unless othervidso defined by a Carl agreed u,on In varting by all Partles involved. The Truss Design Engineer is NOT the Bull gireerofanybuilang. Alcupitafinsommuseresedenedli .AA-1 HO TRUSS"Es' Anthony T. Tombo 111, P.E. 480083 4451 St. Ldt;16 Blvd. JANUARY 17, 2017 1 1 �ICAL HIP / KING JACK CONNECTIC STDTLO1 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 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. Attach End Jack's wl (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC Attach King Jack w/ (3) 16d Toe ,Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC C:) - I rl- ttach Corner Jack's 1/ (2) 16d Toe Nails @ TC & BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) Ardhq�y I: fmbo 111, RE X 80083 4451 St Lwle Blvd, Fat Norce, FL 34946 FEBRUARY 17,2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ALTERNATE GABLE END BRACING DETAIL ALTERNATE DIAGONAL BRACING TD THE BOTTOM CHORD I' - 3' MAX. DIAS. 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 711 RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENOS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL TRUSSSES @ 24' D.C. STDTL03 2X6 DIAGONAL BRACE SPACED % OZ. ATTACHED TO VERTICAL,WIT (4) - 16d NAILS. AND ATTACHED TO BLOCKING WITH (5) - Old COMMON& NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MINJ. PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH-(2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A HATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. I 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 CASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131- X 3') NAILS SPACED 6' D.C. - FOR WIND SPEEDS GREATER 120 MPH CASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (131'X3') NAILS SPACED 6' D.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE I 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 It STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE I TRUSS URAL. TUD AN ADEDUATE DIAPHRAGM DR 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. ANDARD PIGGYBACK TRIU�" JULY 17, 2017 CONNECTION DETAIL STDTL04 THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24- O.C. OR LESS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' B.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2- X 8- TEE-LOCK MULTI.USE CONNECTION PLATES SPACED 48"O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' D.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5' X 0.099-) NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 UBS. AT EACH 2"X 8� TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. Ath�-y T, Tvrbo III, pz # $0083, 4451 St. Lucie Blvd, Fort Pim, R. 34W6 -JULY-17,2017 I TRLISS�-- --i VALLEY SET DETAIL - SH I-HED I STDTI-05 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 VALLEY TRUSS ITYPICAL) SECURE VALLEY TRUSS W1 ONE ROW OF 1W NAILS 15"O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS45 (114- X 4.5') WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A GENERAL SPECIFICATIONS: 1. NAIL SIZE - 3"X 0.131"= 10d 2. WOOD SCREW = 4.5"WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL W. 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NOS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48* O.C. BASE TRUSSES -"' E END COMMON ;S, 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 11 BUILDING EXPOSUREC 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- &'th.4y 7. Imtv, 111, P.I. , 80083 4451 St Dixie Blvd. Fat Pfv�, FL 30,46 FEBRUARY 5, 2018 TRUSSED VALLEY SET DETAIL STDTL06 GENERAL SPECIFICATIONS: 1. NAIL SIZE= 3"X 0.131"= 10d 2. WOOD SCREW = 3"WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE PER DETAIL 'A". 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. A-1 ROOF T SE & NAILING DONE PER INDS - 01. B V GABLE END COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48"O.C. �US 4451 ST. LUCIE LVD FORT PIERCE TR:USS, 6R GIRDER 772409- TRUSS VALLEYiRUSS BASE TRUSSES (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER P F-12 VALLEYTRUSS TRUSS 9YPICAL) SEE DETAIL"A* BELOW (TYP.) SECURE VALLEY TRUSS W/ONEROWOF10d WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05:146 MPH NAILS 6"O.C. WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY 11 BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF X SYP TO TH E ROOF W1 TWO USP MAX SPACING = 24- O.C. (BASE AND VALLEY) WS3 (114- X 3-) WOOD SCREWS M INIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. DETAIL A (NO SHEATHING) N.T.S. Anthony T.Tombo Ill, P.E. & 80083 "51 St. tde VIA, Fott Pieice�fl- 34946 JULY 17, 201-7 vr%L_L_� I %.?� I "[- 1 r STDTL07 I ',�_ (HIGH WIND VELOCITY) A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772-409-1010 ATTA( W NO DESIGN PER ASCE 7-98. ASCE 7� W= DESIGN PER ASCE 7-10: 170 MP MAX MEAN ROOF HEIGHT m 30 FEET CATERGORY 11 BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD = 50 PS MAX SPACING = 24- D.C. (BASE AND Vi SUPPORTING TRUSSES DIRECTLY UNUkK VALLhY I KU5bL5 MLlb I Ut 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 6112 PITCH F_NON BEVELED I BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) AW,how T. Tmbo 111, P.E. v 80083 4451 St tude Blvd� Fort Pifte, R. 34946, FEBRUARY 17,2017 1 STANDARD GABLE END DETAIL I STDTL08 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD, FORT PIERCE, FL 349,46 772-4019-1010 P.m 1 it TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS V/10d NAILS S' D.0 VERI STUD SECTION B-B 1,,TORWUNSSARGEEIIFMOERTRYLANIII CONDITIONS .I LUSTRATION ONLY, BRACE 4' - D`-O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 '-� VARIES TO COMMON TRUSS 3X4 = DIAGONAL GRACING L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 24' MAX. NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT EN61NEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLOS. 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 Uld NAILS SPACED 6' 02. S. DIArONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4' - 0' DiC. 6. CONSTRUCT HORIZONTAL GRACE CONNECTING A 2XG 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 VERTICAL 2XS SP OR SPF STUD #2 DIAGONAL BRACE (4) - l6d NAILS �K 16d NAILS SPACED G' D.C. (2) 10d NAILS INTO 2XS 2XS SP OR SPF #2 *FIBRACE 2X4 SP DR PF #2 S 0 TYPICAL HORIZONTAL NAILED TO 2X4 VERTICALS SECTION A -A ..X W/(4) - IDd NAILS PROVIDE 2X4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) Bd NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STO SPF BLOCK 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 16d NAILS ARE 0131'X3J]' AND 0.131'X3-9' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4SP#31STUD 12'0.C. 3-8-10 5-641 6-6-11 11-1-13 2X4SP#3ISTUD 16'0.C. 3-3-10 4412 6-6-11 9-10-15 2X4SP#31STUD 24'0.C. 2-8-6 3-11-3 54-12 8-1-2 2X4 SP 92 12'0.C. 3-10-15 5-6-11 6-6-11 11-8-14 '4 "2 16, D.C. 3-6-11 4-9-12 6-6-11 10-8-0 iX4 TP i2 24'0.C. 3-1-4 3-11-3 6-2-9 DIAGONAL BRACES OVER S' - 3' REDUIRE A 2X4 T-BRACE ATTACHED TO, ONE EDGE. 01AGONAL BRACES OVER 12' - G' REOUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I 13RACSS TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' D.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER 907 OF DIAGONAL LENGTH. T OR I 13RACES MUST BE 2X4 SPF #2 OR SP #2. ROOF SHEATHING (2) - 10d NAILS �'OTRUSSES @ 24' D.C. 2XS 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 8 OR C ASCE 7-10 190 MPH DURATION OF LOAD INCREASE: 1.60 FEBRUARY 17,2017 WITH 2X BRACE ONLY STDTL09 NOTES: I T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 907 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 �946 772-409-1010 NAILING PATTERN T-BRACE SIZEI NAIL SIZE I NAIL SPACING 2X4 OR 2XIS OR 2XIS lod I 6" D.C. I - NOTE. NAIL ALONG ENTIRE LENGTH OF T-BRACE / [-BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PUES) NAILS BRACE SIZE FOR ONE-PLY,TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2XIS T-BRACE 2X6 I -BRACE 2XIS 2X8 T-BRACE 2XB [-BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS. LATERAL BRACING OF WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2XIS T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER., NAILS WEB NAILS I -BRACE NAILS WEB T-BRACE SECTION DETAILS FEBRUARY 17,2017 LATE.-..-'L BRACING RECOMMENDP'-- �)NS STDTLI 0 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 13E POSITIONED DIRECTLY LINDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTYOM,CHDRD, SECURELY FASTENED TO THE TRUSS USING ANY A-IRCoFTRussEs OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE 13LVD. FORT PIERCE, FL 349461 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772-409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END. CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CDNNECTEDo BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO ERIICAL USE DRYWALL TYPE SCREWS) B WITH Lod ANCHOR TO ATTACH \�EB WITH (3) - Lod CA (X30 TO TOP CHORD NA Ls (0431, x 31) NAILS (0.131' X 3'). ATTACH TO VERTICAL WEB WITH (3) - lOd NAILS (0131' X X) BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING -J Z 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 VERTICAL SCAB WITH (3) - 10d NAILS (0131' X 3') TRUSS 2X6 r 4' - 0- — WALL STRONGBACK ITYPICAL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) #IR X 3' WOOD SCREWS (0.216' DIAJ INSERT SCREW THROUGH ' OUTSIDE FACE OF CHORD INTO EDGE OF STRONG13ACK (00 NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0- LONG SCA13 CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131- X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - D' AND FASTEN WITH (12) - 10d NAILS (0131' X X) STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRDNGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY 17,2017 1 LATERAL TOE -NAIL DETAIL I STDTL1 I A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 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 CDRNER 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 .135 93.5 85.6 74.2 72.6 63.4 .162 108.8 99.6 86.4 04.5 73.8 .128 74.2 67.9 58.9 57.6 50.3 z 131 75.9 69.5 60.3 59.0 51.1 .148 81.4 i 74.5 i 64.6 63.2 52.5 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3-9') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 843 (LB/NAIL) X LIS IDOL) = 291.5 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO 50* 45.000 ANGLE MAY VARY FROM 3D* TO 60* THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. SIDE VIEW (2X3D 2 NAILS I NEAR SIDE FVI� A� NEAR SIDE SIDE VIEW (RX4) 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* 45.000 FEBRUARY 17, 2017 ��___LIPLIFT TOE -NAIL DETAIL STDTL12 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: TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S L9 .131 59 46 32 30 20 z 0 .135 60 48 33 30 20 Lr) .162 72 58 39 37 25 Z: 0 .128 54 42 28 27 19 0 z z 0 .131 55 43 29 8 19 ILL] .1 4B 62 34 3 14 21 L0 c� z 120 51 39 27 26 17 z .128 49 38 26 25 17 0 . . 131 51 39 27 26 17 —i 2 0 57 44 31 28 20 F48 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 3-9') WITH SPIF SPECIES TOP PLATE FOR WIND DOL OF 133: 3 (NAILS) X 37 (LB/NAIL) X 1.33 IDDL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 ILE MAXIMUM ALLOWABLE UPLIFT REACTION DUE To WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LES (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. *a* USE (3) TOE -NAILS ON 2X4 BEARING WALL so* USE (4) TOE -NAILS ON 2XG BEARING WALL NEAR SIDE FAR S] IE TOP PLATE OF WALL IVIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY L. NAIL NAIL SIDE VIEW END VIEW FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT I STDTL13 A-1 ROOF TRUSSES 4451 ST. LUCIE SLVD. FORT PIERCE, FI 772-409A0 1.0 x 4 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 �-IICAL ALTERNATE BRACING DETA.��' FO EXTERIOR FLAT GIRDER TRUSS STDTL14 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD,, FORT PIERCE, FL 349 772-409-1010 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES (4) 12d MAX 30"(21-61F) 2x6 #2 SP (Both Fac,es) 2411 O.C. I SIMPSON H5 �:'T.b. III, PIE, Iyl TZ, Ft R 34946 FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 T724094010 STAN DA7m-'U-- -kEPAI R DETAIL FOR BROKEN CHORDS, WEBS, AND I DAMAGED OR MISSING CHORD SPLICE PLATES I STDTL15 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 2XIS 2X4 2XIS 20 30 24" 1706 2559 1561 2342 1320 198D 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 4022 2454 3681 20 4 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 Q. 3657 5485 3346 5019 1 2829 4243 2898 4347 DIVIDE EQUALLY FRONT AND BACK ATTACH 2X- SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS C CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACE13 4' D.C. AS SHOWN (.131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' D.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C - 10d NAILS NEAR SIDE + IOd NAILS FAR SIDE 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: I 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED ' 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 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, �017 j��AB APPLIED OVERHANG& STDTLI 6 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FIL 34946 772409-1010 TRUSS CRITERIA: LOADING: 4D-IG-D- DURATION FACTOR: 115 SPACING: 24' D.C. TOP CHORD: 2X4 OR PITCH: 4/12 - HEEL HEIGHT: STANDAF END BEARING CONDITION NOTES: 1. ATTACH 2X-SCAB (MINIMUM #2 1 WITH TWO ROWS OF 10d COMMOI 2. THE END DISTANCE, EDGE DIST, AS TO AVOID UNUSUAL SPLITTI] 3. WHEN NAILING THE SCABS, THE AVOID LOOSENING OF THE CONN 2X- SCAB 0 x 24' MAX NOTE: TRUSS BUILT WITHOUT AN WHEN OVERHANG HAS BEEN IMPORTANT THIS DETAIL TO BE USED ONLY WITH I D.C. MAXIMUM AND HAVING PITCHES SET LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT.fITTING THESE CRITERIA UP TO 12' ENERGY HEEL DE SPF, HF, SP, OF) TO ONE FACE OF TRUSS IRE NAILS (14B' DIA. X 3-) SPACED 6' OjC. E, AND SPACING OF NAILS SHALL 13E SUCH OF THE WOOD. E OF A BACKUP WEIGHT IS RECOMMENDED TO 'OR PLATES AT THE JOINTS OR SPLICES. 5. THIS DETAIL IS NOT TO BE USED OFF. S (SPANS LESS THAN 409 SPACED P4' 4/12 AND 12/12 AND TOTAL TOP CHORD BE EXAMINED INDIVIDUALLY.