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Revisions; Original Signed & Sealed Truss package
4 -'. OFFICE USE ONLY: DATE FILED: `5 REVISION FEE: PERMIT # RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772) 462-1553 APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION LOCATION/SITE ADDRESS: 3227 Trinity Cir Creekside Plat # 4, Lot 72-- Permit # 20'02-0094 DETAILED DESCRIPTION OF PROJECT REVISIONS: Original signed and sealed Truss package for change of Truss company. Permits were from 2017 building code, attached documents reflect 2017 building code CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: CRC1327068 BUSINESS NAME: D R Horton Inc QUALIFIERS NAME: Brian w Davidson ADDRESS: 1430 Culver Dr NE, CITY: Palm Bay STATE: I'L PHONE (DAYTIME): 321-953-3162 OWNER/BUILDER INFORMATION: ST. LUCIE CO CERT. #: FAX: NAME: ADDRESS: CITY: STATE: PHONE (DAYTIME: FAX: ARCHITECT/ENGINEER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME): SLCCC: 9123109 Revised 06130/17 STATE: ram: ZIP: 32907 ZIP: ZIP: FI�,E COPS VXgTISION Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL. 34982 REVIEW COMMENTS PROPERTY INFORMATION Address: 3227 Trinity Cir Owner(s): D R Horton Inc City / State / Zip: Fort Pierce, FI 34945 Parcel #: 2327-502-0080-000/5 Jurisdiction: SAINT LUCIE COUNTY Zoning: Lot#: 72 Block: APPLICATION INFORMATION Permit Number: 2002-0094 Stories: Permit Type: BUILDING RESIDENTIAL (SFR UP TO 2 FLOORS) CONTRACTOR INFORMATION Contractor Name: Brian W Davidson Business Name: D R Horton Inc Business Addr: 1430 Culver Dr Ne City / State / Zip: Palm Bay, FI 32907 REVIEWS AND COMMENTS Review Tvue Status Reviewed By ADDRESSING ASSIGNMENT COMPLETE Lori Bender Comment: DOCUMENTS MISSING COMPLETE Karen Nielsen Comment: ENVIRONMENTAL REVIEW COMPLETE Lynn Swartzel Comment: FRONT COUNTER REVIEW COMPLETE Karen Nielsen Comment: NOTIFIED FOR PICK UP COMPLETE Ellen Vaughn Comment: NOTIFIED FOR PICKUP - PENDING REVISIONS Comment: I PE REVIEW COMMENTS (2) COMPLETE William Durden Comment: PLANS EXAMINER REVIEW COMPLETE William Durden Comment: Page 1 Automatic Sprinkler System? No Fax Number: Email: Mel bournepermitting@Drhor ton.Com; Bssmith@Drhorton.Com Date Started Date Completed Date Released 2/19/2020 2/20/2020 2/20/2020 2/4/2020 12/14/2020 12/14/2020 2/11/2020 2/12/2020 2/12/2020 2/4/2020 2/4/2020 2/4/2020 11 /20/2020 11 /20/2020 11 /20/2020 5/21/2020 2020 11/19/2020 2/27/202 0 11 /20/2020 11 /20/2020 Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce: FL 34992 REVIEW COMMENTS REVISIONS INCOMPLETE William Durden 2/24/2021 2/24/2021 Comment: MANUFACTURERS TRUSS DRAWINGS DESIGN CRITERIA IS INCORRECT. SEE SECTION 107 OF THE 2017 FLORIDA BUILDING CODE. 2/24/2021 Comment: MANUFACTURERS TRUSS DRAWINGS DESIGNER DATE NEEDS TO BE UPDATED. SEE SECTION 107 OF THE 2017 FLORIDA BUILDING CODE. 2/24/2021 Comment: ENGINEERING PACKAGE DATED SEALS ARE NOT CURRENT. PLEASE SUBMIT CURRENT DATED DOCUMENTS. SEE SECTION 107 OF THE 2017 FLORIDA BUILDING CODE. 2/24/2021 Comment: ENGINEERING PACKAGE CODE / MISC CRITERIA IS INCORRECT. SEE SECTION 107 OF THE 2017 FLORIDA BUILDING CODE. Comment: SUBMITTED DOCUMENTS ARE COPIES. DOCUMENTS THAT REQUIRE A SEAL AND SIGNATURE MUST BE 2/24/2021 SUMMITTED IN ITS ORIGINAL FORM WITH ORIGINAL SIGNATURES. SEE SECTION 107 OF THE 2017 FLORIDA BUILDING CODE. 2/24/2021 Comment: PLEASE CLARIFY: SUBMITTED DOCUMENTS FOR THE FLOOR JOIST DO NOT SHOW ENGINEERED OPENINGS FOR ROUTING OF THE MECHANICAL, ELECTRICAL, OR PLUMBING. REVISIONS PENDING 3/8/2021 Comment: MANUFACTURERS TRUSS DRAWINGS DESIGNER DATE NEEDS TO BE UPDATED. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE. 3/8/2021 Comment: ENGINEERING PACKAGE DATED SEALS ARE NOT CURRENT. PLEASE SUBMIT CURRENT DATED DOCUMENTS. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE. 3/8/2021 Comment: ENGINEERING PACKAGE CODE / MISC CRITERIA IS INCORRECT. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE. Comment: SUBMITTED DOCUMENTS ARE COPIES. DOCUMENTS THAT REQUIRE A SEAL AND SIGNATURE MUST BE 3/8/2021,, SUMMITTED IN ITS ORIGINAL FORM WITH ORIGINAL SIGNATURES. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE. ZONING REVIEW COMPLETE Lydia Galbraith 2/19/2020 2/19/2020 2/19/2020 Comment: FILE COPY if Southwest Florida Truss Manufacturers Association P.O. Box 60435 Ft. Myers, FL 33906-6435 To: All Florida Building Departments, Contractors, Engineers, and Architects Southwest— Florida Truss Manufacturer Association \ Date: 10/29/20 Reference: 2020 Florida Building Code update for wood Trusses. The purpose of this letter is to update you that with the change of the Florida Bldg. code to the 2020\ Edition 71h edition that engineered trusses have not had a change in their uplifts and reactions In their design. Engineered trusses fall under ASCE ( American Society of Civil Engineers ). The change To ASCE 7-16 has not changed the load values of wood trusses. Therefore please accept this letter blanket letter from the truss industry to accept new code 2020 Truss drawings prior to the Florida Building code change on January 15t. 2020. If we may be of further service feel free to contact us. Sincerely, .t?ee Nadaack Lee Hadsock Chapter President. a d9'-B' 18'-0• � 21'-B' (SEE STR13NGBACK LETTER IN ENE PACK) lam tuauatr tafsm oas. visrA smokmAoa MFOM S,aE'ING 6 A To ,eaSSS Products PIODD Net City Product Length Plies J1 9 16" BCIO4500s-1.8 18' 0" 1 J2 3 16" BCI® 4500s-1.8 16' 0" 1 J3 1D 16'BCI045OOs-1.8 16'0" 1 J4 1 16" BCI04500s-1.8 16' 0" 1 J5 1 16" BCIO4500s-1.8 16'0' 1 J6 3 16" BCI® 4500s-1.8 4' 0" 1 J7 10 16' BCIO60ODs-1.8 21' 0" 1 J8 1 16" BCI® 6000s-1.8 20' 0" 1 19 4 16" BCI® 6000s-1.8 20' 0" 1 BM1 2 1-314" x 16' VERSA -LAM® 2.0 3100 SP 21' 0" 2 Bk1 18 16• BCI® 4500s-1.8 2' 0" 1 Bk2 4 16" BCI® 45OOs-1.8 110. 1 .o b �1fEi \� \ Connector Summary PlotlD Qty Manuf Product Skew Slope Hut 24 Simpson ITS1.81/16 - - Hu2 15 Simpson ITS2-37/16 - Hu3 16 Simpson IUS1.81/16 - NOTE: DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE. BACK CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE PLU Labeled End Yvrk 0 DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA, INC. 877-293-9487 HANGER CHART Total dL = HUS26 (SIMPSON) Truss Quantity = 107 I►= HHUS26-2 (SIMPSON) 7M 6 A TRUSS PIACF1E1l1f PLAN. US IRQOED TOM N THE 16M ATIDM OF TRUSSES.17 WRED TRIbS WANIGS AD ARMMrRR4S SUPEMMDE THISDOMKW REFER TO ET PACK FOR CONNECTION. 2'-0" TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING 111111111111111111 IIIIIIIIIIIIII■ I- llllllllllllll■ HANGER CHART /A= HUS 26 (SIMPSON) I ►= HUS26-2 lams SO VF 10 tabelea Etta nark General Notes 1) All pardld chord tosses, flat btet— and Oat giNm have the top lord p.&Dy poided green to be btelded green Ede P. NI hangers to be Smpson HUS26 udm WwVm 2) nded. AO ttusa spocing is 24' O.G ur e= othm've 3) paled Per Truss Plata ImstlhAe BCS-61 teconmadatidt etmo 4) pnerd x-bmdng should be placed at a maximum spodrg 15' O.C. oeroas the span. to be repealed at a maximum of 20' betireen each x-bmw throughout the tincture Rinse refer to BCS-BI for -7 odff--d bmdrg detail ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL ee 7 PSF BCLL = e PSF BCDL ee 10 PSF TOTAL = 9.2 PSF DURATION = 1.25 WIND SPD/TYPE= 160 ENCLOSED BLDG EXPOSURE ee C USAGE = RESDDENTL41. CAT H WIND IMPORTANCE FACTOR= I UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2017 TPI 2014 Truss member desitm & connector plates desi ed for ASC'E 7-10 and maximum forces �m both components and claddings and main rind fame res sung systems. • These trusses have been reviewed to rally an additional I09 psf non-conmme-bottom chord live load. FLOOR LOADING SCHEDUL TCLL = 40 PSF TCDL ee 10 PSF BCDL = 5 PSF TOTAL = 55 PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS OVER 5000f AND OPUFFS OVER 10DOJ ARE SHOWN ON ENGINEERING. WALL KEY o S'-B" ®18'-1 "1 rLOAD# DESCRIPOON MIT. DATE tam ter eravm tam o rsvnaL eL ax e w s �t tars nine ® m ensue asm e..x Laxa .eat vm ar: tna rm mnzne ® MY Lb1a Lag Bnan9 ON ers LMO 9/nn9 eex taro w olrorm aim sin LOAD) DESCRIPTION MIT. DATE ov osr >n win ta¢ twr zrsnne oa o®a an ensue ou ¢v. ¢s .et ttnana Ote ISVSa me¢rm arta LVL Lm I9nin9 tee 16ID£p N Vn�msr lID enalr9 ale ¢VS➢ i112 IOMr OKIS L® 9/IV19 o¢ rev® ttema w mnym av r�tt>,9s> tea unvm 0f' rW �IlID1IRa�e� Rll D6aam 11 01 CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N. V. MINTER HAVEN FLORIDA 33880 PHONEt(1300) 959-8806 FAX. (863) 294-2488 BUILDER DR HORTON-BREVARD PROJECTCREEIME MODEL 4EHB/ HAYDEN/ H CCA PROJ/MODEL/ALT 7A5/320/4EHBH/O1 ALT DESC 10' X 8' COV. IAN. OTC LOT 72 BLOCK DESIGNER PAGE RAA q 1 DATE 10 24 17 LAN N362326R SCALE 3 16 "=1' . 1% Revision Date: New Load #: RJ01 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 March 1:3,201 9 ALPINE Mawci&mif Mir. Bob. Michaelfis Carpenter -Contractors of ArMrft, -Ific. o.* 360Avenue G, N.Ofthwest. Whiter.Haven, FL 33960-6201. Re: Ntpma&6JnstAlMons.for a single ply carried ftis with a width Jess than the• hanggrwidth, :and wood. blocking cking O-pqhleva full design load Vgfu 67fif r6Aanger-Iatta6Wnent6n woiid . ply ,§Uppqrft girder (Reference Mail WA37;-02.). 'Q�eqr-Bdb, Fot h single ply carried truss'iuith- awidth less than th6 hangef width yod can:install a prefabricated jack scab truss. ()Jor Wood filler blockihg, The chprdsJrzes, chwd.grades, and Alpine-.-cbnnector-pla'L-(s) to .be -thd. same as We single. ply caned truss. The pr6f6bit6tit6d jack i§ddb-trU.-s (*)'will We a, minimum jepgth nminimum-pitch-of 511?.. Thp,-!�ingj"jy e,�tm ss s4ll - baye -a reaction of,pf 4P?A d Mll,,h�yi Ja (2) rows of 0:928°x3.0"'Gtrr 0-0.• per r6l&�, staggered I" (See FlgiW6 I beillow). Mow): the Sirhpsqn -StrongTip Catalog -*G-� page 216,- rjgqre:$ for more information: 4gae.-I Fora sling* ply'.41fdertheit requimp wood blbokiff§ to tichlo.va full degign load Value for. face -mounded -. hangers --qtfikc# onewood block ('') to the back- face of the 6!ng.'Ie:ply girder with the same size and qjmdeLds the bottom. chbrd*o the girder. The. Wood block s f g p lily rdO. f6hp to. b6 such that'the wood blocking extends to each. adjacent panel paints: (webs and b6#6m ch6rd intersecfions). Attach wood block (,-V� r�-O, b:-I-te xasr. 6un, f4dils at e O.C. per row, staggered 3.0'applied to the www.arpineltmoom ALPINE MAWS singleply•girderfare. wish an additional (20) 0,128°x3.Q" Gun.NaUs• ateach•paneFppinf applied to�the wood block face (See Figure 2 below)*. Please refer to t#ie Slmosbh Strohg-Tie Catalog C-C* 2019; -page 216, Fgure -1 for rriore inforfnation. F;gurelZ The appficaiion of -prefabricated jack'scab t bsss for wood fillei blocking or wood blocking to. achieve full. design -load value for face=mounted hangers must be -approved by fhe hardware manufaciursr. All edge and end distances, and spacing:for all nail conneciions must be sufficient to prevent,§plittirig of 'wood., If. I can be -of any further assistance or if you -have any questions; please give me a call. A}o70861 r STATE A Wil am H. Krick:P.E. Chief Engineer 4 ••'s� �,F - '' ' Alpine an ITItV Company�S�ONAI ��• Engu3eering Department Orlando, -FL 675076.iurs Drive. Sdiie'306; t9th ido,. FL $2821-'(800y*.521 9790 - (BM) 422-B685 vruvW.alpin'eitw:com — ---------- - r VA ALPINE April 26; 2016 Mr. Bob Michaelis Car penter penter ContraidtOrt. of-Amedca,, Inc. 39.6o Avenue. Gi l4prfhwp9 "Winter Haven, FL 33880-6201 -Dear Bob, Rd! Stromoback bridging 00 tb6f tru'§ses. I -understand there is some corib&n over bUr'rbcdmMend;ki6hS f6t.str6rigb2i& bridging on- roof trusses.. bodging -for roof trusses is n-.requ;,remenl-:q.f�ANSI-TPI 2Q14 nor is -it are . quire mwt-QMe--- ...1*** 1 1ota.. . .:I . i§WBiV7C�YffiY6h'eff--g-afdty-'-T46tmafiorT:' ($GSl),*. :ffut",strongbeck bridging on roof, --.rOdYnffi6nde4- by -CkiJeh-tef GbhtvNMdrbf�m-eflm -Stt6hgbatk bridging.serves the funcfionp,.' One, bridging aligns the ng! c0bottom -chords after they are set -sp. they -4re uniform a[ppg the -ceiling fine and helps-4h' teiii semii 'blity Two; bridging reduces fetafive deflection.of adjacent ftsses. Strqpgb4ck bridging` hoes riot: prevent -Df r6ducyjove alI individual deflection, especially any. i oof trusses dSc k.. .jha 114 inch, jstrpngbAck- bd4gj.ng in roof trusses does not serve as teMp6rmy-..br permanent' bracing -and is not, ,intended to distribute, or share` design imidi. bL-Wee4 fWss.e�s. Consequently, vp de 1. ,sign loads havb -been accounted:forWrth thid detM and cbntirrUbUs- strohoback'bfidgirid bhovid not be.attached betwden- tofnMon " and girder trusses. The use -of stmn.gf),ack bridging shall not interfere with' other design considerations as specified Vyjfie" Engineer of Record or the Builifing. Desfig'n'e r. T116 OULar ends of ttrorfgback- bddgInR.shaIl be.-attoghedlo a wall -or another -secure end. restraint -or as is pe ciged: Oy -th 6. E fi g i f i ee'r of R el co i'd b r.thoe B U! I d i ng. Dew 9 n1i -e- r. Strojigbackbddgingshal[bL--a-m'im'mUmpf2;kBnoffirraflUmbOroflente.d withthe depth vertical. Aftch- 1Od-t6mihon nails (0.162"xW)' nails At. each intersecting 'rheimbeF. When extending the over' 6y- asnini". :of two'frusses * J* " ' I ngback. .strongback bridigiiig lap. trusses. The -loemfiop.of. fh6,stro . '. ... .. - - ...'_* bridging maybe. specified by Ifie-Truss Mahufacturer,' Engifeb?dT,Record, or Building De§ijner.Please rel6rto BGSi aStr6agbacKiOg'PrDAions* or to:ApinP-8TRI9kIdI4 detail for more information. The graphic dhoWhMidure.1) is -f6r Opfibrid illustrative purpose only. 576.0 Forum Drive.gulte'905-1 OrHindc, FL 3282-1- (800) 521-9790- (863) 422-8685 ma&.41pirie1w.00m, --- - -- ------------sI - Figqml -if I _,can: be of any furiWBrasetqtaribe or if ypu have. -any questions, Olps(sq give me a -call. 'Sinc Wy-, 'Y Wgriam:lq. Krick P.**F_ qhWF_.n9jhe@T A!pine an ftWlCqrnpany Engjnee*nn* gD*!qp'a*'ftrTie*'n'it .Oflahc(o-,. FL $2821 6760 Forum Drive Sulite.3.0ti, Oflan'do, FL 3.282.1,- (800) 521-9790 - (853).422-958.5 , - 0 06. , Details I and P 'ar'P ST Mffwcomw iST23 RlAip" ". L.11.11M Halobt..-Mo 67e13. S-TRbN6-BM-k**:'Bk1DG1NG: 'RECOMMENDATIONS IM-Alt SCa10-Oh blocks shalt be- a mirilmum 2x4 tUTT STRONGBAQK -BRIDGING T13GETHER stress gr.qoed Aumber? w-,M1 strongback- bridging and bracing shall 'be. a minimum a'X.6 stress graded :wpibeir.,' to -The purpose, of *trOhobaak brid6ft Is -to. ATTACH SCAB-,WrTH'10d BDK/CiUN NAILSIN".It ROVS. Al' develop load, shdrIng betweeyi indNldu'6t ttrusses,;- 'an lnc�--eaiw In the (o.lpB!x3 q11). PLICING AS SHOWN,° 'G'NgMEMBERSStf.%ongbark rVsQttIng In •:overall Sti-PPness. of the floor S stem. :2 6 bixiogi.no", po'ki. lbhgd. ds !gKqw'h. In RU. SPACING, i'SPLICE DETAIL - d alls., 'is recommended at 10' �:g 1�t 1;1 o,C. v&-OoC dttaghmeht MeithQds. a`ref L jim-7he totims '13HbIbio '66d ")ae qre- sompilmes .: 10MIDA& mistakenly used- 'In-terchangvably.* pLn Sod .CGHHGN O Al' 'OR Important structural. rlequlrqkn'qnt. of Any f floor 9;�#e� ihis TrVesIgh Ica x aUN gr �oof' s.�stem. uss. Fx3. N LS -I)rq%yln() (TDD). -f w-1 *the: braLCIng •Y..4oquir each- lildIVIdUPL( -truss component, "BridgIng'Al p -tIcularLy, 'stronoI:nxc*--' bridging' h ar o,.,s * a recoKmehdatldh- f or h trusp !pys-tem to help We control ylbr�nItloih._ rh: to: miclInp. In distr1lbUtIon of poltit' tboide. ip4twieh' iidjarzent '+bridging.,' russ, -irtrongback serves. to reduce I. STRnNG9 ACK BRIDGING �'Ibounae' or �-eslOpal v11614-�-tlon.respttjng from REQUIRE S. movind poly lqqft, !FU6 as fo�4steps. X "Aa Non re u d - The piirf ormqncR. of oil floor -sy stems are 1*a- , i 0,• In D&M enhanted by. the 6f.'-sirorigibar-k IM)TARCONG AC� IEDTEH END tish VM brIdgino and --bhqYefqrR 'is' 'strongly. recommended by -ALpIne. For a-61dRionbA Infdfmailbri r e q.rdirig strWlqbapk to bridging, refir SCSI Bulloling -.1; . Componen Safety Information). IERNATIVE.$ MA., F r a AS DL. RSF wr No. 70864 �F D M.LL PSF gat"t-," h ` �TW�S A �T' D. -4 / rkp ;7 c An. TQ 1 Sit 41 in Oak,& 11 j. 1. P, XD 7v, F! STV—ie 1. . Cracked or Broken ME Mloer Repair Detall t Load Duration = 0% broken chord: i Member forces May be Increased for Duration of Load This drawing specifies repairs for a truss with or web member. This design Is valld onlyy for single ply trusses with 2x4 or 2x6 broken members. No more 'than one break per chord panel! and no more than two breaks per truss are allowed. _ Contact the truss manufacturer for any repairs that do not'; comply with this detail. i (B) = Damaged area, 12' max length of damaged section t (L) = Minimum nailing distance on each stele of damaged area C) r (S) = Two ex4 or two 2x6 side laembert, tame size, grade, and �. s ectes as damaged member. Apply one scab par face.g MPnlmum side member lengths) = (IJ(L) + (B) Scab member length CS) must be within the broken panel. r Nail Into 2x4 members using two (2) rows at 4' o,c„ rows staggered. Nall Into 2x6 members using three (3) rows at -41 o.c., rows s aggereol. Noll using 10d box or gun nails (0,1281x3', min) Into each aide member. The maximum permitted lumber grade• for•use with this detail Is limited to Visual grade 01 and MSR grade 1650f. Thi s rrepp repair detail may be used for broken connector plate at;:.* mid- setosadetailMY or web cinocrrngwtinthe nerpa0, Src ken chord may not support any tie-in loads. t L L I �Typaal ~ j • r. e + O +O -t O -I- O - O i O + — -O + O -- — =- Stagger l Back Face j0d or Co.1128'b x 3', min) No.IW :. o = Front Face 2x6 Member - .. ru lee Raw Stag. ered : Nall Spacing Detall pprroctki� prior _k peWo{ HMO the a ru=- - Ilnlr.a noted otMrrhr, t� ahI.or hall Mv, property .�yll heve a Properly n� nc►fed r ae111���ppp... Lon®Ilene �� r� AyU hnvf bench Mslnllyd per l ucipm F 1� o i'`•`,^— o� fru�s end po+9hWn,1 n atarn ov. anp m the nln Rehr o drar nr eoA- ►or .tender" p uk. poek.M AlPtn, dNlalon oI lTV 7WtlMp CORPrnrntr Oro In AN nW MMpANY 1Ns drd-U. 5gnr dine ;e bolt" ilx irusr h. con�xn MrrAiiiiRul�oo tHnedr Nr� ,�darly P1nw. t i1�,eai� inendi� fn y s ~ • Is Ut�t. rrapwLMXN .r iFx sullaw tiilhaNY Mo08�(5 orikn ►or non nnsrr 1F�Ir John q.ne ALPINa err 14�trIeonl TPa rw. Pwt.ora 91i Maximum Member Axial Force. Member' Size L SPF-C HF DF-L SYP Web Only , 2x4 12' 620# 635# 730# 8000 Web Only ' 2x4 18' 97541 1055# 1295# 14150 Web or Chard 2x4 24' 97544 1055# 1495# 1745# Web or Chord 2x6 1465# 1565# 2245# 2620# Web or Chord 2x4 30' 1910# 196011 2315# 2555# Web or Chord 2x6 2230# 1 23650 3125# 3575# Web or Chord 2x4 36' P2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42 ?97541 3045# 3505# 393541 Web or Chord 2x6 43950 450041 5225# 5725# Web 2x4 8. 3460# 1 3540# 1 4070# 44450 Web or Chat -ell 2x6 5165# 1 5280# 1 6095# 6660# WTALURS, dXn'Anil/TYl ,. x roe nyw.d�onr. �..r. Mdcnirs ' ccrPlehn+ q�„ r.ulonrl 1P PPw ANfuri 1 ec.A rporW §er CCCYye aAd iM+r reh r,rhelnductr•yarPl ICG wrrleesalnrrp • 1MInVX L nktnne. a L s L _ P �L r WnlnuA y � L nlrtnnce i i I SPACINI L REF MEMBER REPAIR DATE !0/01/14 DRWG REPCHRD1014 24A' MAX Nlfdg WARP OXII v/. Rib l of vr. A Mdtddgl U! rem En Es d ki-ar t?s.* . !�"'ply "u l' ek . ZITA are =T'RUS UNDER VALLEY fRAMING RAF.T9P..QRP-(nGM 1pole"l-MIldr36 pfif (TL) �4td '26 p9f (.TD) Mak. th "iays btaleepam crippto ocidlopm Bra 4l6ald-l-fidifi- mftdrllt&.tW*-Z9G floopeM. 4 1 Od tdeqfillrs S. "ilaejseFtti:lrtlsl' 4'1:6d U660olls a swo WiNal"uh slaefoc-NMAJAS L bldrk Aledtoo-Twus 4 UKO"'Ols .32. •Crjpjtw.f6-4klln'. USEDI 13. rAjWA,tRtatn'tOWft6t 4 l6d'wo-rialls. -- .43. 4 MAILA - Mdtddgl U! rem En Es d ki-ar t?s.* . !�"'ply "u l' ek . ZITA are =T'RUS UNDER VALLEY fRAMING RAF.T9P..QRP-(nGM 1pole"l-MIldr36 pfif (TL) �4td '26 p9f (.TD) Mak. th "iays btaleepam crippto ocidlopm Bra 4l6ald-l-fidifi- mftdrllt&.tW*-Z9G floopeM. 4 1 Od tdeqfillrs S. "ilaejseFtti:lrtlsl' 4'1:6d U660olls a swo WiNal"uh slaefoc-NMAJAS L bldrk Aledtoo-Twus 4 UKO"'Ols .32. •Crjpjtw.f6-4klln'. USEDI 13. rAjWA,tRtatn'tOWft6t 4 l6d'wo-rialls. -- .43. 4 MAILA - '.1"T"t, 'LG 11.6 4 Elb 4 64 R * F REF Itj Zo, 7 ? 7 , DATE -OT fla..LL 0 0 0 0 :0 Q 0 0 DRI TdT. LDiQ- Tel'Q 4-7 61 ir lbt, 1,28/1-161 AB.OvE i Simpson Strong -Tien Wood Construction Connectors SIMPSON I 19 I ® These products are alatiable, with additional corrosion Protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. :Carried- ..;.::1imensions 8asteners Ailuwa6le Loads `.':.':.-..,,;:.' =1Nemher _��}:_ - _ ;.gym.}:: _ .Iletval Joist •: " � Model - MmJ - = _ '.. -' - . - _ --�hF1SP ;:^ " ;:-: -=YSpeelesffeaderc .-:` • SPFAIF_•;-. -Code Speclestieader • :8ei. Size 8.... Mat Faca ; .. Joist `•: UpGFi Floor Snnuv ,Roof.: Floor Snow Roof (115) .(12v`} (10' 5) {125) Min. (14) 0.148 x 3 - 70 1,660 1,805 1.805 1,425 1,555 1.555 IUS2.56/16 • I - 26/" 16 2 Max. (16) GAB x 3 - 70 1,805 1,805 1,805 1,555 1.555 15-5 2'h x 16 MIU2.56/16 • - 2% 15N 21h - (24) 0.152 x 31h (2) 0.14B x 1 % 230 3.455 3,920 4,045 2,970 3,370 3,480 U314 ✓ 2% 101h 2 - (16) 0.162 x 31h" (6) 0.148 x 1'h' 970 1,945 2,205 2,375 1.675 1,B95 2.045 HU316 / HUC316 ✓ 2%s 141h 2'h -,. po) 0.162 x 31/e (8) 0,148 x 1'h 1,515 U75 3,360 3.610 12,565 2,895 3,110 IBC, FL it111i2 61T&-i.t -' 2 is `.17?h6: 2Th"=:..(26)ii.162k:9Yz (2jUl+iB`x7.1z - '230:; 3745'.1r04S:4;QA3 3,220 3,AD 3A8D LA 2'hx•18 ;• HU316IHUCSIQ_ '✓ 2�5i 14Ye::- 2?h.--i '(20)'t).162x3�/i° •-':(B)f1148x1'h 'r230 5$ P,975.3360 3;610' 2565 2;895 3,110 21h x 20 MIU2,56/20 • - 2%1 1931- 2'k - (28) 0.162 x 31h (2) 0.14B x 11h 4,930 4.060 4,060 3,465,3,495 3,495 (2)0146x1Yz:to 26' - 2 e 26 i /4 21'ia' wide joists use the same hangers as 2'r4' wide joists and have the same loads. " idik}3�219 ., T _--:<; .., •: ;=,: 3*/6: ' . 9'f�: . 2 . ;- '(1F;111�t S S `111?iB'i€?'Tz •,230' 2:3U5.2,815'. 2,820. 1,fl60 '2 245 .2 425' ~� WU2]D2/HU=l)-2':;:-; :•a.i<.. �_ oya.. 2'h°Max. 18' D.162;x�'ho.. ( )' 1D D148x3 ..( ) 1 9 _ 3020 $25D.2305 :: 2,61'15.IND IBC, ' MW3.12/11 .. _ . _._ - .-11 Y. 2'h - (20) 0.162 x'31h . -{2j,0.1.48 x 1'h -2 ,880 3,135 3.135 2,475 2,695. 2.695 . FL, L 3 x 11 /e HU212-2/ HUC212-2 • ✓ 3Yn l 10%6 2'fi Max. (22j 0.162 x 3'h 0 D) 0.148 x 3 1 T95 3,275 3,695 3,970 2,820 3,180 3,425 1 U3 25/12%HUC3 25112.q ::. ' .:' :; .3'/i < 110a;_ 2" [24) 0:162;z 3h' : =`::(12) 0148 x 3::_9?=1,170 .AA O '4,335 3 Di5 8,470 3.i35 HU3.25/J61:1'..:: . Min. (20)0.'1E2x3?h {B):0.146.r.3. 7515 2M9 3360.3,fiI(I;2560 2,89D 3905 - _ -' `HUC325/16' :. . • 3J< 13"lifi; '2'k. .Maxi. .• (?6t0362x.31h (121.0148x3• : 7,..95.�x8�0, +L365 �;695,$33D 3,755 4A40. 3'h0lulam" HUCG210-2 5DS. .. 9Ya ; : �J .•:.::8: - �12)Ya"x23z"S05'(0:Ytx2'h'SDS': 33E 7 : ;, 1 ' 4,515; 3.6DD �710 3:7]0 FL HGUS3:25110 `.-.. :. •: 3yi�. •: 86/4._: `4' ` :(46) 0.1 6ZY 811 (16)OJ62x'334_ D95.9,1Db. f01 91�0: 7BZ5 7,825. 7.825 IBC, MGU53:25(12 : '=: - •' • 3Ya' .(20) 0162x3'� 040'.9;°(OQ. 94D , 9;400: BD86 8UB5 6,065 R :; I GU3:25SDS': 3Y4. -`Stn30.; 4 _-: (10 iM- rSDS 112)Yi x2k"SDS.' `5 .72'. •;3:oJ;!t33D:4,841] 5,265 5,265 HHUS46 - 3% 5% 3 - (14)0.162x3% (6)0.162x3% 1,32G 2,785 3.155 3,405 2.395 2,715 2,930 3'h x 51/4 HGUS46 • - 3%] 47ri6 4 - (20) 0.162 x 31� (8) 0.162 x 3Ya 2,155 4,360 14,BB5 5,230 3,750 4,200 14,5001 AUS48; . '. `t `.. 3§Sc.: .61i5e". 2: '.-:.'::(6j 0762:X•31x:-'„'(6) 0:162tr3]4' 320 '1595' ;1i15 7,960 '1;365 ],555. ] 68D 3Yx x T/a .: 'HHUS48: ?' ,'..' ::, •, • : .-• 7Ye:.`•: ''&.: = CL2J.Q162x3Yi - " (8)'0.162ji3?�S : 1 of _4;2711 A;T7D ;5146- 3,615 4,D95 4,¢15' . :.:HGUS48:.. ;.' :.- :,.•. •: •' ��,-..361i_.:` 73i6- .! 4..; =: (36):fl162X.8tk ',; (I?� 016Pz3?k.: 3735'.`.7:4$Qi 7:46D: T480; 6,415' 6.415. IUS3.5619.5 - 39 91h 2 - (10) 0.14E x 3 - 70 1,185 1,345 1,455 1,020 1,160 1,250 MIU3.56/9 • • • - Wa 6'Yu 23h - 06) 0.162r.3'h (2) 0.148 x11h 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 • • • ✓ 35 6 8% 2 - (14) 0.162 x 31h (6) 0.14B x 3 970 2,015 2,285 2,465 1,735 1,955 2,120 HUS410 • - 34±6 B% 2 - (B) 0.162 x 31h (B) 0.162 x 314 2,990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 • - 3i• 9 3 - (30)0.162x3% (10)0.162x31h 3.565 5,635 6,3B0 6.445 4,845 5,486 U45 31hx 9%z HU410/HUC410 • • • ✓ 3%s BY4 21h _ (36) 0.162 x 31h (12) 0.162r.314 3.235 7,460 7,46D 7.460 6,415 6,?15 6,415 HUCD4ID-SDS - 3§'ie 9 3 - (12) Y4° x 219 SDS (6)1/a x 21Y SDS 2,265 4,500 4,500 1500 3,240 3,240 3.240 HGUS410 • • - 3% 9Y. 4 - (46) 0.162 x 31h (16)0.162x3'h 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IBC, LGU3.63-SDS • - 3% B tD 30 41h - (16)'/4' x 2'h' SDS (12) Yi x 2'h" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,640 LA MGU3.63-SDS - 3% 9Y4 to 30 41h - (24)1/a x 2'h" SDS (16)1/4' x 2'h° SDS 7.260 9.450 9.450 9.450 6.805 6,805 6.805 ,Ius3S6'18&':::;.' • 2" -'. '0'1/3sX9._.; _- ' ':; '] 4?G _asa5r'745. ,22D 139D:T,465 MIlf3;56/11 _• 3°5'6 ;': li. _'r 1ff.'- . (20) G:962x Blh `. '(2) 0.146k13i 76.' 2r88(1 3 35z r35 2,475' Z695 .7,695 •' 3Yi. `90_- 2; -: - (1.6jDJ62X3fz ''_ (6)•0148.x32„30a'2i615 2820 1;9B0 2:245: 4i425 - .; .. '' : = 346'y:•...� . ': ? _'.' (3fi)V7fi24�3'h i (1.D) 0�62t(31Fz y;5E :3 E35� 836 ' _€ 4,845 5:4B6 5,345 HU5412.`•': ':.-'.: `:. :•`.:` - 3 is '-AO'h : -2 , = • {1Dj�JE2'X31/z .OD)'0.162x31h. sr._.`46fi0 3[125 3`? 5 2275 Z,590 2,795` ' y {15jD.162x3_'fi ! 0.148z3=: J-135� 2685'.?--',B.b'2,05D 2,3i5 ZA8D 3' 11 1rt;z. th HU427-NUC412 1 , '; •:'•.'::.- _ ...3356_ .=10 i6::° ,i'?Jz' =: 1�7ax; 1 .: (22)Il 62x 3 h . ,(1b)t1.148•X3 , ' :J,i '3;275j3;i 9 3;976 2 620 3,1BU. S,425. }IUCG412=5D8 .:' ' • -� . 33u :1i,' ::;` .'=. ,(14j ?J,4" YZ'h° SDS; ;j6) Ya x21�e" SDS ?'E5;'a"£ram 5{145< 3,630 3.D30. 3 E30. HGOS412': :;:' '_• • '•- :.' '=: 34a• '=XR�fw` :.';4_' z 411k (24j:G162z'Sh. 4[t _94fi0 i14DD, 9;400 .8.085 B,'* $,DBS. • -: 8-to3D- -.'/i..=..(.16}Yt°� l?-$DS (1Yj!/4"XZ SD 3.555 6�20�6}72U 6720 484D. 48� 4:840 �'• 34a 9t1atd3D' 4'h. =. (24 Me xTls°BD.S 1 (16)'J4:-x2'ri 5DS 9260`,.8450 :9;45D 9450: BBD5, 6,BD,5 6;805; _ HGU363=5D5 .• '::: '•t • =• 3 YY10.3D. 4h.'(36)Y4°•x2hb5DS .(24)'1/a°x'23z°SDS AEG, ,l$ .13 f5. (�,1Fd'9.475 9,475 9,475 z 8 F 0 0 m z o a W N e rn N 6 146 See footnotes on p.150. Simpson Strong -Tie' Wood Construction Connectors' Adjustable Truss his product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustabil'Ity and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMW coating. i See Corrosion Information, pp.13-16. O v installation: C• Use all specified fasteners; see General Notes. i O The following installation methods may be used: U H • Top -Flange Installation — The straps must be field formed O over the header — see'table'for'minlinumttrp-flange•requnemerts. .. - 2.-,-..,-,- " 1:- fristal(Top grid face nails adcording to th8"taCsig-i'op'rafls- 'o .--notbe within 1/a" from the edge of the top-fiaags;members..-For— - - the THA29, nails used forjoist attachment must be driven at an angle so that they penetrate through the comer of the joist and IL _ into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into - the joist • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be tilled. Nails must have a minimum r/2' edge distance. Straighten the double -shear nailing tabs and Install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails ac oord'ing to the table. Not all nail holes in the straps will be filed except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than requred, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filed. Nails used for the joist attachment must be driven at an angle so that they penetrate through the comer of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3s/s" (except THA413) and larger, with no load reduction — order THAC hanger, - Codes See p.12 for Code Reference Key Chart - r a 1 Double -Shear Na(rng Shear j Side Via* NmTng ! Do not Top View f bend tab i 1%lrfor THAWK: ' for 422-2 426.2 6THAC422 tVr tvaIcal 2W for THA422 2 andTHA426-2 tF e®3 6�e '-a �.A 0 0 G: 6, THA418 Double 42- Use tull table value Single 4 2-� See nails nailer la Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of heads ^: Dome Double -Shear - = Wng Side View (Available on some models) SIMPSON 21 nails 4 top nails _W Straighten the doubieshaarnalling taps ad install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation rYp-w - Top Flange installation er to tnote 5 p.187 186 6 Simpson Strong -Tie' Wood Construction Connectors SIMPSON Adjustable Truss Hangers (cont.) ID These products are available with additional corrosion protection. For more Information, see p.15. ":., :. •.... • Min . SPFIHF'"' Allowable Leads bode ` _ .gym). ;. _Min Haade .. .,Carrgingll nber "..: '..'Carried :__. , 11pGit : _ ;:: =Floor: ..:r, •_.Roof1:. Snuw. WJod. Upl'dt Floor Snow. Roof/ ' Wind "Hef. Mnde( _'..:'•. Top Flange,Upth . .. _ H:.. ,.G (inj, •(inj face Member' �160) (100) 1�15) .(125/760) (160) (1D0) Ct151 (125l16D} Top lop Flange4nsiallahua — (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.14E x 3 525 1.150 1.750 1.750 450 1,330 f,330 1,330 THA29 18 15/5 91Ye SY5 . 2% I — I (4) 0.146 x 3 (6) 0:146 x 3 (4) 0.148 x 3 525 2;8}D 12,810 2,610 450 1.985 1,585 1,965 ,(4).014.B x:3? :(2) 0,1,48 x 3 .14j 0148 r "1 Y ' -` :1i .. 68, `_i 46D : •— ') a,1111 3,110" i,110 THA218 lB 1 (41014BiY (2) 0148 x 3 (4) 0.148 x 1 Yz — 1,4fi` 1,460 1.460 — 1,11D 1,110 1 •t10 IBC, dPZ18-2Y6 ::31h :7115s::$' : 2 — I[4)'0162X31h{2)'016Zz3Ya:(6jA.146x3='.:1°60'1595 _!3 ' 1,995" .--'3,515: "9515•"' LA THA222-2 16 3% 22*5 8 2 — (4) 0.162 x 31fi (2) 0.162 x 314 (6) 0.148 x 3 — 1966 1995 i.995 — 1,490 1,515 }.515 THA413-.- 18. 3�e.13k 4-16 :,..2 — . I4)A:],4ix3:: -(2)0.148x3 ' -{4)p.148z'3: `_-- :.'1"3Ci:753B ".<',a;�U r _= 1,165 1a65 -.1,165 ' THA418 16 35A 171h 7% 2 — (4) 0.162 x 31h (2) 0.162 x 314 (6) 0.14B X-3 —' },960 1895 1,995 — 1,490 1,5t5 1 515 35/5;."22 ,.77h` �2". ir, t.0.162s9 0,162x3Y.•.(67➢.14 -9 ,:-•; 1490 1,515 ..1.515 `fFfi26 14 '35/5 26 7*h' 2 —' (4)"0.162x31h (4j0.1Y3 1.182X'3Yz — '2,435 2,435I. 2,435 - 7_;095 �095)._,2,095_ -. TTf11+fZ2=2, 1}f 7'! 1 + 9Aa. : 2., 1111ki'125 1261A.1 9% 1 2 1 - (4)0.162x31h (4) 16201h (6)0.162x3Yz — 3,330 3,33D 3,330 — 2,865 2.... 2,865 ' - x 1 - dace-Nfountr{lvlaxj�nstallahon - - - - THA29j I "1B 114fi 9% 51i — 9% — 06) 0:148 x 3 (4) 0.146 x 3 525 2 265 G 65 � Goo 45U 1950 IooU 1050 ':2 Tt]Ft2}3 .15e" 13%'51h.: =, lab's _— : `174)DA4Bis3: .(4)D:.448 :'20 3 0,"•: �50=` •73a'• 176D 44}0• D5.. TW18 181 1 % 171A. 51h I 177s I (18) 0.14B x 3 (4) 0.146 x 3 855 2,45D 2,450 2 a50 735 2105 21U5 21D5 THA162 i6:(:3?/e 17?Y;=_3:; •-,'': 74Yw<.. — : (22f 0:162X31i: (�., 0�62X3Yz ". 5,�}t '3i�4 a310 iri95 2,84�. 5� . r,845: IBC, FL THA222 2 1fi 314 2234e 6 — 14Yw — (22 0.162 x 314 (6) 0.162 x 31h 1,655 3,310 3.310 3.310 1,595 2.845 2,8-15 2,845 LA TfiFi4�3:;: ;1fi '96/e'13§4s-`4'ji':-r—`'' .:• '(14i0.t11Br3: (4)0y4Bti3 '. 5 as ;s c' 24 ¢"."•735: 1,760:2,010 '..2;iD5' . THA418 16 35/e 171h 7 h — 14y- — (22) 0.152 x 3Yz (6) 0.162 x 3% 1,855 3,310 13.310 3,310 1595 2,845 2,845 2 v45 h 8{jF1Z2 :.1G' 35/5 `22: F - . 141rs;0,1:62x.3. 1, ; a s?i? ' 3'-'�' y78:.1595. 2 r3A5 2,8455 ' THA426 }4 3% 26 77/a — 16% — (30)0.162x31h(5)0.162x3Yz 1,855 4,415 4,480 4,480 1,595 3,795 3.855 3,855 THra4222':.l'4 :7Ye` ?Yi 991a. "'-':'16iSe: '• .- .:: `:' (3Di0162x3Yz(6jD162z314 ;855 5,t76 3;52b '' 2t# 1;595' 4,445 t745 `045 FL 1 THA426-2 14 7Y< 26Ysa 9% — 1B — (38) 0.162 x 3*V2 (6) 0.162 x 31h 1,655 5,520 5,520 5,520 1,995 4,745 4,745 4,745 1. Uplift loads have been trrcreased for eanmquaKe or wma maouig wpm nu rw u- u.�,ego 2- Wind (160) is a dovmload rating. 3. Mri top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated loads for the THA29 wdh 1 W min. top flange are based on a single 2x carrying member, all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation loads are based on a two-ply 2x carryiig member minimum. For single 2x carrying members, use 0.148' x 1 W nabs in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 1 B gauge, and 0.88 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be, installed vertically a=rding to the face -mount nailing requirements and the other strap wrapped over the tr= chord according to the top -Range nailing nerfulmmants (see drawing on p. 186) and achieve full tabulated top-fiange Installation loads. 6. Refer to installation instructions regarding fastener Installation into carried [foist) member. Based on the installation condition, nags Will be installed either strafaht with stralghted doubly -shear nailing tabs or started. 7. Fasteners: Nall dimensions In the table are listed diameter by length. See pp. 21-22 for fastener Information. CL 197 - _ _ .. _ .. -- --------- - -- r �. Simpson Strong -Ties iNood construction Connector SIMPSON Face -Mount Joist Hangers This product is preferable to similar connectors because W of a) easier installation, b) higher, load-% c) lower installed cost or a combination of these features. 7>b' •... The double -shear hanger series, ranghg from the light-C-3pactty LUS hangers to the highast capacity HGUS hangers, feature innova&E dcuble-shear nailing that distributes the lord through two points on each joist nail for greater strength. This allbws for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost altemative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX° coating. See Corrosion Information, pp.13-15. Installation: - - Use -au -specified fasteners; see General Notes, - • •Nails musf'Ss drNen-a'f an angle ilirougft tFie joistortniss __..... into the -header toachieveAhe_tableJoads.!•- • Not designed for welded or nailer applications. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart e N U d DoubleSh6w Nailing Top Yew Double-Shaar NaTng `? Side View Do not bend tab Dome Double -Shear T :vim Naling Side flew o . (4viefable on some models) 1'fora(s 1YSa°for4Xs� i o _ =u �H,--/ B 0 LUS28 10 HHUS210-2 MUS28 rn 0 +- v _ d n - C 0 S. i.. N ._. _ . t IL HUS210 r (HUS26, HU328, and HHUS similar) 6 HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 193 ---------- ..-.. _---------------- I ! IC/M1 !-/HURMH Face -Mount Joist H SS 01, N L 0 O dl .... "• Model; " ` •• - ...` Heel. ":Dimensians.(ma.: �..; Gli . - ers;- ... .. :-:Carrying 'Member - CameQ.' Single 2z Sizes �11524'= .';`3-r,rys-.'i�'rr'.. 'i.1?Yic'=3Ye'-�`1�%a; 18 `�j�k)lii14BX3• .` (2j`D.i4P,�(.37• iUS2A 9.Ya,_ .1§,s' :4?/+..."1'/aj (4p0.1'41x3 (4)0148x9,= MUS26 4% 18 1 1 %, 5y. 211 (6) 0148 x 3 (67 0.148 x 3 HUS26 4%s 16 1 % 5Y. 3 (14) 0.162 x 314 (6)0.16201h 61GIIsm, ' 4§f c...: :12 ..::•.l a.,' . 53'e ' S `, ' '.(2U) 81fi2si 31zz .j8}If 1 z s14 Li1S2B.S '-434a:" :18 �':115e': 'file 1�a{'.. (6)0.948X3 i(14)0146X3:' MUS28 6 18 19/. 613A, 2 j (8) 0,14B x 3 (B) 0.148 x 3 HUS28 6'/z 16 146 7 3 1 (22) 0.162x 314 (8) 0.162 x A HGUS2B 64,s 12 1sh 7Yc 5 ` (36)0.162x3'h (12)0.162x3rh iU524A :..4VV ' 18=''= '13ie TSst'.'1a/ak:. 19)'GNU3. "HU521D`;-'••'8�• •."16- 15'e: '.9:. -.3-;:�.(30)10.162x3'h_''(10)0.�62x3'/e` BOOM. asis � I V1. See table below for allowable loads. N a) 4. SIMPSON These products are available with additional corrosbn protection. For more information, see p.15. ® For stainless -steel fasteners, see p.21. Many of arse products are approved for installation with Stmng-Driv& SD Connector screws. See pp. 33r5-337 for more information. FAD owable Loads ABoilV`Mbi6 roads ::SO4HF,t 1awable-Low : • . -- Code :,Model No Uphftl Floor - Snow Roaf = Wrnd :. Uplitit .I 'FlomBtE of' Wind .1Jplaftl }7bot - `.Snow Rcof : Wand fief ' _ .. .(a60), ;. {100) (175} {a2rj` jliillJ : _(16(f)•• "-Cie 0}5} (160) • • (1s0)_ (f00}-(115). =(125j ..0)" Single 2x Sizes 435; ;:,725 t ::, 825 -, . ;890 : , ,i�i�A . : 38(i ':: ` 495,:..: -565 ' : &05 ; '• 770:. LUS26 1,1"05 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 "1,000 IN, FL, :.MQg 'i _[, ,7 295:; .1;48(t:` I;560 `S[ ' 930' ' 14A5' :11:56R.' .1,56D .!is9ft ' . '955" i. afl90 .a.980 ' . a 35D: LA HUS26 a 3�D 2735 3,095 .'- 3,295 3,2335 1,320 2,950 3,280 3,280 5.390. 3,280 5 396 1.150 =.TAD :325 2,350 �'.3 2.660 &10 : 2.780 3.137D . � 2JSD 8:985 IBC. FL 1,155 11100 1,260 1,350 1,725 1.165 1,195 1,360 1,465 1.730 865 810 i 925 1,000 1,270 IBC, FL 6�=0 tHUS28 3 173U_ `192.4:320 "1s875... 2,135 �.2,255...•,.,.:'1.a r9�S�S`LA 1,760 4, 4,095 4.095 4,095 1,760 4,095 4,095 4,095 4.095 1.480 3,520 1 3,520 3,520 3.520 `HSU52&;•'.Ti3tc:5,670.3.620" 3:815 j.425D IBC, FL LU5210 1,165 1,335 1,53D 1,64D 2,090 1.165 1,450 1,655 1,775 2,270 865 985 1 1,120 1,215 1,5D0 IBC, F:, LA 5:395 .'S, 0' '5 30- 5.830 24'Q "23 0" 2:55''2.535 2.823 I HOU52iD 2,09D 9,1U0 9.1QD 9,1D0 9 100 2.060 9.iD0 5,10U 9?00 9.10D 1,545 6.540 1 6.730 5.730 1 5,730 1 IBC.. FL jD 1. For dimensions and fastener information, see table above. See table footnotes on P. 195. HHUS/HGUS See Hanger Options information on pp.9B-99. HHUS - Sloped and/or Skewed Seat I • HHUS hangers can be skewed to a maxim of 45' and/or sloped to a maximum of-45' • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45'. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2' Square cut 0.62 of table load 0.46 of table load W < 2' Bevel cut 0.72 of table load 0.46 of table load 2' < W < 6' Bevel cut 0.35 of table load 0,41 of table load 2' < W < 6' Square cut 0.46 of table load 0,41 of table load W > 6' Bevel cut 0.65 of table load 0.41 of table load Aclfte 'side bpeclry angle Top View HHUS Hanger Skewed Right hoist must be bevel cut) AN joist nails installed on the outside angle (non -acute side). d c5 194 Simpson Strong -Tie" Wood Construction Connectors SIMPSON ss` 9 These products are available with FOr stainless Marry of these products are approved for installation addi0or>al corrosion protection, 5 neat fasteners, E with Strong -Drive SD Connector screws. .. 1 a sea n_ 21. See pp. 335-337 for more inforrnation. flimtinsiat¢(in:) _:" '.:Tasteders(fn) DFISPA➢hwabletoads S. .,;' SPFIRF�AiluwahleLoa''ds''.'• .Lhode iJlodel Nd BTin.: He el. -Ga.' Carrytttg Carried 31pTrft Floor Snmrr Aoof Wmd +Ap]rft Floor. "Snow Roof wind Ref. HetgM W. H , B .....Mertiber. Member 4100) (]i (1251.16t1)=(16➢j.1 (10D) •(115)' Double 2x Sizes 2:tac.. :]6� 3'/e 31/a. '.2 (4)0=rii2�it31h .(2).O.i6ZX31h: 'tEi Bb➢ 9D5 YJ$0 1,2g5..' .+ :780::i345':'1.(9h L{15242' '�. W 4h e' --18.. 3 (' ' ' 4 /s' -2--, .(4) mn 311h (4)'D.162 x Yh 11 000 f;030 . i77D J 2fi5 159 : 910 ' 885 1;005 1S09D, 1 37D -L•Ug26-2r..'. 4%s 4 14 12 13 31is She 5% 3 4 (14) 0.162 x 3Yz (20) 0.16E x 31h (6) 0.162 X 31h 1.320 (B) 0.152 x 31h 2,155 2,830 4,340 3,19D 4,850 3 415 5,170 4 250 5,575 1,135 1,B55 2,435 3,730 2,745 4,17D 2,935 4,445 3,655 4,795 HHUS26-2 HGUS26-2 • 4 5e; , 16. '31�5' : 7-, ' 2 �: A 0.1621c'31h. .(4) O.1.62X31fz i 00 :. 1ti3T5 . 7A9D:.1610 030 .910" 1130 3,570 1,28D '1,3B5 4,135 4,435 j 1,745. IBC, FL 5,145 LA �1$PB . ' 'Hlitj52$ 2 B',Se 14 94Ss. T/a• 3. I:(22) D.162 X31�Z, (8) 0.162.xmi 7 d�G q 265 4 81D : S 155: 5 980 1,515 '' •6�s' l2 Sias. 7�.:4', .. :(36)0.162X31hI(12]0162X31h,.3;235a_7;460.:7;460:':7?i6D-7,46➢}.2,760 E,415,: 6,415 .6,415 6,-015, }iG17S26=2 IWS210-2 Os' 18 31% 9 2, (8)0.1o2x3'k (6)0.162x31h 1,445I1,630 2,075 2245 2,B30 i.245 1.575 1.785 1,930 2,435 HHUS210-2 B% 14 39is B7h 3, (30)0.162x31h (10)0.162x3'/z 3,550 5,705 6,435 6,485 6,485 3,335 4.905 5.340 5.060 5.130 HGUS210-2 895s . 12 33 s 915s 4 (46) 0.162 x 3111 (16) 0.1 B2 x 3'h 4,095 9,10D 9,100 9,1D0 9,1D0 3,520 7,46D 7625 7,B25 7,825 Triple 2x Sizes HGl)5263;..`: 494s;`:.12:413is' S1h.,.'4;; :(20):D162'x31fi {B){jafi2:X3'h -2155:d,940:}4856`3:17(y;5S7a` 1;655`J3:73D A4.170 vt:443. A;795 IBC, FL. ' ' HGUS�B, i G?4k . J:,:43�s 1 7?k ..4 (36).D.162x3�i A.76^�X9h j12)-.---'_ D) 0,162 x 31h .3235�..,460 , t-� 3,405 5,630 T4fiD } 6,375 4n _ 6 485. 3,460. b,4Q5 2;. 80 '6;415 2 93014,840 'fi;+i15 5,485 6,415. a5 .5.575 5,575 FL j- HHUS210-3 8'� . BiSs 14 . 12 41Ks 413is Soh 9Y4 -3- 4' •:"30) 0?52•,.31h .(46).0,162x.31h (1 (I%J1162x31h AQ. 902 9,100 o{sa 9,lOD c�45' 9,100 8 r45 "9,1D0 9 15 3,52017,6 5 4,9D0 3➢':F78L 7,825, 7,825_ .25 F78r�Tr'ts0 IBC FL LA HGUS21p-3_ HGUS212=3.:"'1615: 72.:.419 303/a'=4;. (56)s.162X31h (20)11.162-01h 12510125 10J .7, 4;9DD 8,19D '8198 .819D. •8 1.90 1iGU$21A-3.• 124G': '.12 • 47 is• ]23/a :' A' (66) O162X31/i' (� 0:162'x•31h a 69�.1➢125J]A Quadruple 2x Sizes fi35"s' :5 : - 4 (2DjA.a62x31h 8)'0; 6.2x3°1z.., .755 4,3�1 ;85�_'S17SJ::.3:5iS 7:g55 .373D .4,I�0 P:445; 4,T IBC, IH HGUS28-4 11/4 12 I6As 7% 4, (36)O.i62x31h (12)0,162x31h 3,235 7.460 7,460 7,460 7,46012,78016.415 6,415 6,415 6,415 LA HHUS210-4 63A 14 3' (30) 0.162 x 31h 00) 0.162 x 3:z 3,405 5.630 6,375 6,485 6.485 2,93014,B4D 5,485 5,575 5,575 FL ilCii35'�.1I1-•, '. 9ila ..''12:. ¢9'is.�,9�is -.4,. (46j0:ifi2rx3''h. (3S}D:162•x3;z �},095 ,100T910D 97tiEL-.�i1Q0. 3;520 7,625:,�'825.3,82 ' 7825 IBC, FL, "HGiiS 12 4 ::1ijrla S2 fi9Fie"lbss'' 4 (56).0.762z3^li (20)i1.162x31h °p0{� 4v� ` 45 ,li5 JF55-'z�00 77B0 .7,i60 •77$0 .7,7rsD LA HGUS?34 4: • 12s/e 12', :635s 12Je. `.4 :(66) 1)362XSY2. (22) 0.162 x•31h, :_x695; d25 It]�25 10,.125 aU l25} 4,900 6,710 8,7]D 9.71g g,710 4x Sizes 4'.'.'2•. (4)p.762x'31h d4)0.162X3Yz:- Liiim:,iD3D:1.17.0"1;265:7;593. :910 .:8B5;. 1,005109D 9.'�7D .IBC, F IL f .HGI1S46 `::4%r :12: 3s% a'/rs '_4 :(20)0.16Px3'!z ':(8)0:1fi2X3-rh Z165193413�};850 517A {.575 1,g55'3,73D '4.170 4,A45i (395 (1'4).g162x h .(6) 6162X31/z : 13=L: 2130. `.3990. _3 415' 4250 1,135 2435745 "2,935 3,655 j► W548 43% 18 3-. 6Y4 2 I (5)0.162x31h 1 (4)0.162X3% 1,060 1,315 1,490 1.610 2,0301 910 11,130 1,280 1,385 1,745 IBC,R^ HU548 61% 14 3sris 7 2 (6)0.162x81h (6)0.162x31h 1,320 1,580 1.790 1,930 2,415 1.13511,350 1,540 1,650 2,075 LA ¢ HHUS48 61h- 14 13% 7% 3 (22) 0.162 x 31h (a) 0.162 x 31/z 1 r6D 4,265 4,810 5,155 5,980 1.1.515 13,670 4,135 4,435 5,145 HGUS48 6% 12 3s/s T15s 4 (36) 0.162 x 31h (12) 0.152 x 31h 3,235 7.460 7,46D 7,460 7,460 Z780 16,415 6.415 6,415 6,415 111S41 fi 61/4 " I B , `3�s; 83/4'2 (8) 0 762x 31h % f 6) 0162 X31fe 91 "1 B3D � 2,U75 2 E4� 2:83D � 1 ;v.� 1,�ra' 7?$e" 1930 2:935 HHU5410 k 83e: .l4 t :isle :9 .-3 . (30)i}162x31ji (10101B2X31fz 2Q '5D56435 u fl5 1'i;483 3 65. 4,905: b35%o 7,825' 7,825: 5�l 7,BZ5: 'IBC, FL HG(13 1D-2__ BThe_ :12' 3SJa 91is.' 4. {46)➢.�62K3^h :(967;0.162X,3'fz A09Er:9700j510D' 91DD: 91Db�3,520 7,625•. LA HGU 4 (56) 0.162 x 31h (20) 0.162 x 31/z 5:695 9.045 9,045 9.045 9.1;45 =,90017,780 7,7BD 7.78E 7.780 HGU5414 11 ns 12 3% 12r/rs -4 (66) 0.162 x 31h (22) 0.162 x 31h 5,695 1D,125 10,125 10,125 10,125 4,900 8.190 8, 990 8,190 18,190 Double 4x Sizes HGUS787r70;:' 8°As•-=;12 ::73/s 8W, .4 (4fi)0162-X3�J(16)A'.}62%31Jz 5A3Q;9095 5,D95 &Q95 9A95 2950y�$20: 7,620;7,820' �820. FiGU5Z37LPL'• 1Uvh,.'•12 7?l410°�s.4'.(56):0162x3?fi (2➢)0j�2x.3 -3B__ 529a�9,295 9295?!'293 3,30D'7,945 7,985.7995 t,995, R HGU573711d, llTiis';.'12 _73/s'.12sfa ?} .:(E6)D.162'x3fi.(22)h162z3% 3[iBO: ;5004b;3D0903D210,5UD�437D' 993� ?J,U30 9030 9,D30, 1. Uplift loads have been increased for earthquaxe or wmo ioaeng wan nu iwu,e n �1w� ����� ••• -•- __._..__ _ _.... 2. Wind (160) is a download rating. 3. Minimum heel height shown is requ'ved to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-RIDHER at strongde.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie" Connector Selectore software includes the evaluation of cross graln tension In Its hanger allowable loads For additional information, contact Simpson Strong-lle. 5. Loads shown are based on a two-ply 2x icarrying member minimum for nailed hangers. With 3x carrying members, use 0.162' x 2W nails in the header and 0.162' x 31h' in the joist, with no load reduction.:N'nh single 2x carrying members, use 0.148' x 1 W nails in the header and 0.148' x 3' in the joist, and reduce the load to 0.64 of the table udu% E. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 195 -......-----•.... ..... _ _ ... • k ' R Simpson Strong-TieO Wood Construction Connectors Face -Mount Truss Hang The HTU face -mount truss hanger has hall patterns designed specifically for shallow had heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 3Th'. Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Aftemate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1h° max. to allow for greater construction tolerances (ma)imum gap for standard allowable loads is'/fi per ASTM D1781 and D7147). See technical bulletin T-0-H4NG01GAP at strongtie.com for more information. Material:16 gauge i Finish: Galvanized 4. Installation: m • Use all specified fasteners; see General Notes C• Can be Installed filling round holes only, or filling V round and triangle holes for maximum values m • See ah-emate installation for applications _..� using the HTU26 bit A2)Wcarryiffg inemberor - T` HliIi28-(5rWM21,D on a2x6 carrying -member --- for additional uplift capacity Options: EL . HT J may be skewed up to 67'h•. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie:com for installation with Strong -Drives SD fasteners. Codes: See p.12 for Code Reference Key Chart heel r__131e . HTU26 Typical HTU28 Minimum Nailing Installation _'�-1/e max gap between end of truss and carrying member HTU Installation for Standard Allowable Loads (for 1h' maximum gap, use Alternate Allowable Loads.) .0 Many of these products are approved for Instaliatbn with Strong-Drive°i SD Connector screws. See pp. 335-337 for more information. 0+.,.,.J-4 Allrveimklo I nark IU,a 'Mayiml im HnnnPr ('wqn) SIMPSON Alternate Installation - HTU28 Installed on 2x6 Carrying Member Q-1TU210 similar) . . :f)fmanslons(it1' . ' F-asieners;[nj' ':; :; : ; -'t; ; ::�F.ISP ADmvatife`l dads'` _':; ; _; :SP.FIHF Allowable _ Lode - :...lea :. ypTift' E7oor 1,45now Aoof Wibd . Uplift : 6 6.. ,Snow Roof ; Wind Ref. _::.Na:Height;: '. H. _.'8 .' Membef`;' ._.=.Member'...::n6�(1D0): _(1�5). {]Z?L: .-_J 0) .(�80). (10D) j1151''.O (160J: .. single 2x Sizes :'H7tt26'•`.':.: =' �;3_�q: 7�6:: 5.TIis; • h .162X3'�Z; �11)'014Bx1=-.;-,�pj:-:,.:; .� _�' ,2n't1G.`����•-.5�0 r`1,6t,D ifi80'r:690 9,6.,D' HIU26(flAin):' `:3Tle= '14U .5'hs 3bz •j20�0162x3Yz 4)•0148'K]14 =1254::2;9?1I�;-Sx0:'920H}�_3. D0.' l,Di5.. 1852' Z01.5. 2,0t5 fD15 }iktf2G' (Max) . • ' 'S fz . 'I �` -T.9?A 3'/z '(20)$L162'z 3h;' (20) ti 148 x Th' 5 555 `_ 2 4© ); . _;3,385: U7D'; 1,335 : 2 53D 2.855 3 060 1'3.450 IBC, HTU28 (Min.) 3Th 1 �a ( 7Yie 31ii (26) 0.162 x 3'vi (14) 0.148 x 11/z 1,235 3,820 3,895 3,895 3,895 1,060 LB65 2,920 2,920 2,920 FL, HTU28 (Max) 71/4 1 % 7% 31h (26) 0.152 x 31h (26) 0.148 x 11h 2,020 3,82D 4 ?15 4.555 5,435 1,735 3,285 3,71 D 4 Dos 4,675 HTt2tDfMm `` 318:;'154 '9146. 31h•; 132)fl:162x3h $f4)'0.148'z1Yz;.:133D ?Isit r30i ,°: 3GGi ; ,Ofl' 1145. 3?25 .°� 3225 ;HT112j0(Max):', 9✓i .is�;, 9K's` 3.14` -rg',G?62k31h (3210.148.X9r/z'. 331 .:4;71f5:" ;31C_'= 650 4,045 •a 5' 4;93D' 5.155. Double 2x Sizes '.,37le'. 3Ec. 5T/+s-J:M-'J:j20)'G.162X31h :(14J 0:148X3..i 3 Slri 2'9.�{Q' 'a:2(y. .3 g9r7 `8,91U'; 1.31ar• 3,'E5D' V390 lu.55 2�485 . iiTl)261 ax)'. 'S?Ji ? ThB .5T/ae-:31i '(20):0.162x31fi `.'(20)D;148X3' 21(5. 211#t) -.3 xD 3 D"44E0:; 1.,870`. 2 90 "Z855• :5fl80 8.855 IBC, HTU2B-2 (Min.) 3Th 3%s 7Ymc 31h (26) 0.162 x 314 (14) 0.148 x 3 1,590 3,820 4,310 4,310 4,310 1,315 ZB65 3,235 3,235 3,235 HTU28-2 (Max.) 7V4 3iis 7Y,e 3Yz (2G)0.162x31h (26)0,148x3 3,485 3.62D 4,315 4,655 5.825 2,995 3,285 '3,11D '40051 1Q.� LA tll(72iQ8(N(inj. - :3§rs_ 9 Ss `31h�'•(32jD]fi2x3Tfi' `(14).0.118z3:;ai5r+d3{+s;; 1T„riD 3,53D' 96IA".'3,670 S,61D tjT121D3'((Mara:°:.911t`•:.34is .915e. 31,1- 132)'G362z31fi': {32)0]4B.f3 ;4a1fl:;. [13`';S;�ICr 90` iy5 3.585 4,045 •4,565 J.4:930 1 -5.805 1. The maximum hanger gap is measured between the joist (or truss) end and me carrying memoec 2. Minimum heal heights required for full table loads are based on a minimum 212 phch. 3. Uplift loads have been increased for earthcruake or wind loading with no further increase allowed. Reduce where other loads govern. 4. Wind (160) Is a download rating. S. For hanger gaps between W and W, use the Alternate Allowable'I cads. 6. Truss chord cross -grain tension may limit allowable loads in accordance with ANSViPI 1-2014. Simpson Strong -Tie® Connector Selector" software includes the evaluation of crass -grain tension in its hanger allowable loads. For additional information, contact Simpson Soong Tie. 7. Loads shown are based on a minimum two-ply 2x carry ng member. For single 2x carrying members, use 0.146' x 11h' naffs in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 1 OD% of the table load. S. Fasteners: Nail d'rrnensions in the table are listed diameter by length. See pp. 21 22 for fastener information. Z z 0 U w F Z fz f N e 0 T 196 SIMPSON Simpson Strong -Tie" d Construction connectors Face -Mount Truss Hanger (cont.) Many of these products are approved for instaliation with Strong-DrIve" SD Connector screws. See pp. 335337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member. Model;. -'Heel -Member in 'C arri m a j..Me* r).'- Mbm in, HTU26 (Min.) 3Th (2) 2x4 (10)0.162011A (14)0.1 HTU26 (Max.) 516 (2) 2A oop.it;W% (20)0.14 O(Ma?.) 2Y..B.- -.(20) 0. 2).0.14 ijpr& our ....K , i , of r X 925 1.470 1,660 1,790 1,875 8X1ih 1,240 1,470 1.660 1,790 2,220 Code 11prdt Floor SUDW Rout W"d Ref- 1.160) 1115) (125) 4160) 795 1,265 1,430 1,540 1,615 1065 1,265 1,430 1,540 ^ 910 Igo - 2,656,' FL U 2i37.5 2,530'. 2855 i, 3,'0BO '%80 1. See table above for dimensions ano aaamonal Tuuulurea. 2. Maximum hanger gap for the alternative installation is W. 3. Wind (160) is a download rating. length See pp. 21-22 for fastener information. 4. Fasteners: Nail dimensions in the table are listed diameter by ...... ..... _'. .Maximum _ _.an.gQr_.GiaP., . .,--:..,,-AJternaLlve-Adlowab.le-Lo . ads :( . 14? - '6ti,30111i; Lo rids 7� Ng.. I' nsla. (in.); ... .... ..... 00 Wind 'Sni�v ROM n. qlog). '(115) (j2 Carrying Till :ODM .5 No Mai M %-'.'Member. Single 2X Sizes 5" I -W �k� '955 -.tnn.- 1 nin 95M5 1.955 1,955. -3 ;JZUj4J.IbZX Y.04jp 48xj1#: 76 . . . . . . . . . . . . . . . . . . . .... t2 .17U26 (MIrL) . -045 "090 2 Va5 -'a(l)�0148 1Yr J'JI 11, 4;8 �2i 3 . '. i 2285 IBC, KMePai.) . . . . . . . . . .8Z5 . t n (26) 0.162 X 31hi (Cli 4) o.1 48 x 1 1h 1,110 3,77 3,770 770 1 3,770 955 2,825 21,8125 HTU2B [Min.) 2,1325 FL. LA 1 SA 31h (26) 0.1620 1h (26) 0148 x 1 % 1,920 3,8 4,315 4,655 5.015 1,695 2,855 S 235 3.490 3,765 M?B p 7 - 6 . :11 .2.j7OO.. Z7O (3 ii 2 X M Jig 0,1,413 X 1 7 ii�g - �r, U - 0 Z7-QG'. _.w -2,700 . - Bil' 7.3,25 �"Yo M1121 ",.I 3,530 -0 -9114 32) JO.15i.X'.N 432)-0.14 Double 2x Sizes 44,6t 205, Z205 0 ..W 120) o.162 X3..W Y1 9,2R5 0 LU . - .Z40:' o 6-2 4uj-0.is. iZlh rRnl U .146' Z 3,980 3,980 1.2110 865 2,985 2,985 0 HTU28-2 (M 7%. 31h (26) 0.152 X 31h (14) 0.148 X 3 1,490 13,820 3,980 2.9B5 IBC, Fl� ' HTU28-2 31h (26)U-15ZX31h (26)0 .14B x 3 303 3,8 11.315 4,655 5.520 3.235 3.4, 0 4,140 LA Z .73is - .......... 0 ISO_ 04 .?J' 14B .. rl. 7 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. F, 2. Minimum heel heights required for tun table loads are based on a rrilnimurn 2:12 Pon. . Increased for earthquake or wind loading with no further increase allowedReduce where other loads govem. a. uplift loads have been 4. Wind (160) is a download rating. 5. For hanger gaps between Y.' and W, use thWAftBMEdB Allowable Load*- SVTpl 1-2014. Simpson StrOng-TILP Connector Selectors software loads in accordance with AN 6. Truss chord cross -grain tension may lint allowable includes the evaluation of cross -grain tension in Its hanger aill0wabis loads- For, additional information, contact Simpson Strong -Tie. 1 'A' nails in the header and 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use o.1 48, x the table vatus. The anowable uplift is 1 Do of the table load. reduce the allowable download to 0.70 of for a. Fasteners Nall dimensions In the table are listed diameter by langh See pp. 21-22 for fastener Information. 197 Simpson S rong-Tie' Wood Consfruction Connectors SIMPSON Medium -Duty , Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty iace-mount joist hangers made from 14-gauge galvanized steel • The HUC is a concealed flange (face flanges timed in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 2 EW or greater, at 1 OD% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/W at 100% of the table load Specify as an'R version and specify flange to conceal. • For any HU or HUC shown In this catalog, the user may substitute 9 face nails with VV x 1 Y4 Tite& 2 screws (Model TTN2-25134H) for concrete and :z r. 2V Tim: 2 screw, plodel TT N2-25234H) for GFCMU, Follow all Installation instructions and use the loads from fhe sown EJb'c �xtions Material: gauge Finish: Gaivantzad, Ztv1W and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU 0/4' x 2a/4' — Model TTN2-252344 and for concrete ('/4° x 13/4' — Model TTN2-25134" are not provided with -the hangers. • DOB the-,s-dameter hole to the specified embedment depth plus 1/z'. • Aftematively, drli the 3/is-dameter hole to ;the specified embedment depth and blow it clean using compressed air. • Caution: Oversized-dameter holes in the base material will reduce or efuminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Triton. Installation Tool K•rts are available. They include a YW drill bit and hex -head driver bit (Mode! TTNT01-RC)-. a 3'1s° x 41h7 dull bibs also available (Model MD318412). • A minimum edge distance of 1 W and minimum end distance of 3W is required as shl um in Figure 1 for full Upi'g load. • %Aftre no uplift load is required, a minimum end distance of 11 is permitted. Codes: See p.12 for Code Reference KeyChart Concealed flanges HUC410 =;r a HU214 Figure 1 — HU0410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 237 _ _ = -- ----------- Simpson Strong -Tie`'' Wood Construction Connectors Medium -Duty Face -Mount Hangers (cant.) D These products are avabWe wtth adcHonal corrosion pnote,^tlon. For more information, see p.15. Fl N ,a 0 CD C C t13 V C m to= 2U f:- �SIIMPS„ON ^iNodel:�:•� �•' - _ `s. ` Nor - Fastgners•�•" - - _{fin)" ... _ • - MowahlelaadsjOHSPj Eode. - 6FCMU . ='Corlorete - - Siandard.. _: - •:Conceafad- t .: 6FCNfU '.-: Tien®2 ; ' :,Concrate " titan° 2 .:: " .Joist, , ,. 0 OFt. p . ; (160) =,`" Down,: _(1DO117 Uplift (16 ,--_ :Down_. (1001.9?5 _z Rut HU26 HU26X (4)1/4 x 21/4 (4) Y4 X 1 Y'4 (2) 0.148 x 1 ?/z 335 1,000 335 1,545 HU2B: HU28X,.=•: .....:". "_ ab7°/<.z23c;-;' '(6J3ixy3a':' : 't4}A146xhft-':':, 5r:=`_ 1500'.;.60 20➢`";- HU24-2 HUC24-2 (4) Y4 x 2% (4) Y4 x 1 Y4 (2) 0.14E x 3 3B0 .. I 11000 360 1,545 HU26-2(tJfiti[?' :"" HUC2.;..:::" ;..(6)'/aix2Ya IB)hX1'. (4)D.148x3_ .."-76➢'-_. " 2AA0._ 760 HU26=2(MaX).:' HU26-3 (Minj HUC26-3 (Min.) (8) Ya x;2% (8) Y4 x 1 Ya (4) 0.14B.x 3 760 2.000 760 3,200 HU26-Z (Max.) HUC26-3 (Max.) (12)1/4 X 2Y4 (12)1/4 x VA (6) 0.148 x 3 1,135 3,000 1,135 3,950 (..,...2 .(10)�/4X2?i`.:- j10j�/a x9Y'4. : ' : (4).0.148x H1128;2:ItJezj=:=; :FI17C28-2(tRaX}1/6X.1'/4.:.(6}1i198x3:'. 1135 ' 1 .: 350ni 1,i3r 4920 HU210" " HU2l DX " ' ` (8) Y4 x, 2YS (B)1/4 x 13/4 (4) 0.148 x III& - - - .545 ,- 2,000 760 HU2]0-2#Nlinj';r,._HUC2102{Min)-(14i.41x2a/q'•:7(14)?�attlYa HtJ270,-2(Maxa HUC210-2(Max),:,;',(1B}yl<x23'i'� .(18)Yax1a',' 1D}A_]48x3 :r�BDb.� 4500: rt800'".',i,:';5;065 HU210-3 (Min.) HUC210-3 (Min.) 04) Y4x 21/4 (14) Y4 x 13/4 (6) 0.14E x 3 1,135 i 3,5D0 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) 08)1/4x 23/4 08) Ya x 13/4 (10) 0148 x 3 1,800 ' 4,500 1,800 5,085 '�HU2j2c:':�`-' �":HU212X"-•`:'-- ., •;{7(1)1/Cx'2'Ja;•'�':�10)�(cx13'i• .:."(6)U.148x1'ii��"�'��:1135:``_�;_2;500:':,,.;1;135`_�:a::';2,665__ - HU212-2 (Min.) " HUC212-2 (Min.) (15)1/ x 2Y4 (16)1/4 x 1 Y'4 (6) 0.14E x 3 1,135 4,000 1,135 4,920 HU212-2 (Max) HUC212-2 (Max.) (22) Y4 x 23/4 (22)1/4 x l Y4 (10) 0.14E x 3 1,350 5,085 1,350 5,085 fiU212-3(NTm.).:r:HliC212=3_(NBn":::;:(16i'Va7(23/4'" t HU212 3 (Max7::= HUC212=8 (Max j ; (22) 1cx 23I4 . -" ; (22) kx7 Y4 11➢} 014B x 3 1 B00 ._ a D85 7 800 285 - HU214 HU214X (12)'k X 23/a (12)'/4 x 1 % (6) 0.14E x l R 1,135 2,665 1.135 2,665 C27 2 " I1)U2142(Max) B'lr1(2Y'a':=.`.":MOB5U HUG214 Z(btax)'- - _(24);YaxZla :: (24)3<z1Ya_DBHU214-3 (Min.) HUC214-3(Min.) (1 B) Ye x 21/4 (18)1/4 x 1 Y4 (8) 0.148 x 3 1,515 4,500 1,515HU214-3 (Max.) HUC214-3 (Max) (24) Y4 x 2Y4 (24) Y4 x 1 Y'a (12) 0.148 x 3 2,015 5,085 ZD15 r`HU21Fi"`._1U216X' _':':-r_`.-;:(16)lak?3Ya::,::jIE)''/ax14i' ; j8)0146x1'fi, '315' 29P0 f 1515 _•_2,9Z0: ` HU216-2 (Min.) HUCZ16-2 (Min.) (20)1/a X 23/4 (20) Y4 x 1 % (8) 0.148 x 3 1.515 4,920 1.515 4,920 HU216-2 (Max) HUD216-2 (Max.) (26)1/4X 23/4 (26) Y4 x 13/4 (12) 0.14B x 3 2.015 5,035 Z015 5,085 ::HUC2163 {RSrt1 j': (7D)�J4i 231: ' ": {20}Ya icl'Ic :..^-(BJ D:)4&7r$" -• -r'a _. 15 "":. = = 4 92A =`: Y;315 .'-' `_ 4;920 _ ' " ='HUCR4, .± .'.Yax 23/4:. ; 2j26)'a/4x 1.3/4 :+' � 1,.12):Ot48.x 31:- -`..-±.2;015Y; T ;5.DB5; �? y2,615 :•:: '5;D85 HU7 (Min,) (Not avaBable) 02)'7/4x 23/4 (12) Y4 x 1314 (4) 0.148 x 1'h 545 9B0 P3,05 760 2,9B0 Hll7 (Max) (Not available) (16) Yr x 23/4 (16) Y4 x VA (8) 0148 x 11/z 1,085 1,085 3,4B5 11ti9'Mih : OY9vflilehlej;';: '1.(IB)�Jnx'23a. ' '(10)'.4.x_13a :'II:' 6Jda4Bx11k': ;- ;}35~ _ = �3D '`;.' 135-:=-_ _?• _3;23I7= L :HU9'Marc.""'`• otEYallnhlu}.'� `-.(24),'la7(23k` `1:.,(24}':7r•x13a•-' .�(TO)O.l46Xi3'r-. 4:�_ii4�J5=;._-3;735'..-`, �� �`�,�4� `��-=3,7��x"�-•, HU11 (Min.) (Not avaiable) (22)1%4 x 2Y4 (22)1/4 11 3/4 (6) 0.148 x 1'A 1,135 3,23D 1,135 3,230 HUll (Max) (Not available) (30) Y4 x 23/4 (3 0) Y4 x 1 Y4 (10) 014E x 1''A 1,445 3,735 1,445 3,735 HU14 Min.;. _ (AlofavBllahlej {2B)^/4X23/4•,",:; (28)Yax'l'i4 HU14`M�x o�avaifable `. (36j1�ix.�'La: : (36)?/sxiYi:, (14)IL148x11/z"`. 6 238 STAGGER JOINTS - w� UPLIFT/SHEAR ANCHOR EACH TRUSS - SEE PLAN NOTEi ADD'L FRAMING NOT 6140M FOR CLARITY �� RAISED HEEL TRU85 GEARING/ q eoaFme SKI ED HEEL ROOF TRUSSES PLAN RIBBON BOARD- SEE SCHEDULE FOR SPACING ( FASTENING TO TRUSSES �-MA60NRY WALL - SEE PLAN FH�7�ISH4C� ram; ROOF SHEATHING- SEEPLS',_1N RAISED HEEL ROOF TRUSSES -SEE PLAN SOFFIT/FASCIA- SEE ARCH. i O RIBBON BOARDI U SEE SCHEDULE FOR SPACING .7 U FASTENING Tc3 ` TRU55E'�+ 4 O WALL SHEATHING -SEE PLAN MIN. 15/37' COX PLYWOOD OR U T/I6' 05B WITH 8d GUN NAILS i TRU65- SEE PLAN SCHEDULE EN(0.131' X 7 112.) a 6' ,OL, TO ; UPLIFT/SHEAR GYP. CEILING - RIBBON BOARDS ANCHOR EACH SEE PLAN 1 DO NOT EN FASTEN RIBBON BOARD MASONRY WALL- E INTO D GRAIN OF ROOK'TRUSS � ''?'"��� BOTTOM �NORD SEE PLAN ; Rf418ED HEEL. TRUSS BEARING/6 ecnFc me SKI RIBBON SCHEDULE ` DESIGN CRITERIA RIBBON MAT5RIALl RIBBON SPACING RIBBON AT'•ACWENT WII.I65 MPH (1)17d GUN (0.131' X 3') fvaed.118 MPH) 1X4 6F'F4 74' TO EACH TRUSS, (4) EXI'. B, _ NAILS AT JOINTS ENCLOSED 14 (2112d &N (0.131' X 3') lVasdla 9 M 7X4 6PP7 I6' TO EACH TF3188, <4J EXP C NAILS AT J0NT8 ENCLOSED 5 o a SHF SK.1 m Piggyback Deto.11 - ASCE 7-10i 180 i ripth, 30' Mean Hgt, Partlally Enclosed, Exp, C, Kzt=1,00 160 mph Wind, 30.00 ft Mean Hgt, ASCE 7-10, Part, Enclosed Bldg. located anywhere In roof, Exp C, 'Wind OL= 5.0 psf (min), Kzt=LO. Or 160 mph wind, 30.00 ft Mean Hgt, ASCE 7-10, Part. Enclosed Bldg' located anywhere In rcaF, Exp D, wind DL= 5,0 psf (min), Kzt=1.0. Note, Top chords of trusses supporting piggyback cap trusses must' be adequately braced by sheathing or purlins. The building Engineer of Record shall provide diagonal bracing or any other suitable anchorage to permanently restrain purlins, and lateral bracing for out of plane loads over gable ends. Maximum truss spacing Is 24' c.c. detail Is not applicable If cap suppo is additional loads such as cupola, steeple, chimney or drag strut loads. wN Refer to En Ineer's sealed truss design drQwlng for I back and base truss specifications. Piggyback cap truss slant nailed to all top .chord purlln ++ Flat top chord purUns required at both ends and at a maximum bracing with (2) I&d box nails W.135'x3,5') and *cure tap of 24, Intervals unless otherwise noted on base truss design chord with 2x4 03 grade scab a side only at each end) drawing, Attach purlln bracing to the flat top chord using a attached with 2 rows of 10d box nails <0,128!x3',) at 4' o,c. minimum of (a) 16d box nails (0,135'x3.5'), 12 I Flat Top' Chord <= 36' I Up to 12 I Top Chord Scab (Typical Each End) d & F9 AN IiW0DMMMY 13$69 Lakafranl Odvs Earth Oily, MO 63046 Depth is I' x In addition, provide connection with one of the Following methods, Trulox z I28PB Use 3X8 Trulox plates for &4:chord member, and Wave Plonvback Plate ' One 28PO wave plggyback plate to each Face twl� 3X10 Trulox pla4es for 2x6':and larger chord members. Attach to each face ,2 8' o.c, with (4) QQ o. Att hh Eeeth to I back at of fal rlcacitan. lunch to sup�a g truss w h -0,120'x1.375•-nalls- Into cadpp, Leottom-chard and (4) top. s may be pc. (4)_0,120'xh375' malls par Face per ply. {lopgyQ QCB6es may be staggered 4 o.c, front fcho rulllacx£pca-t staggered 4s APA'Rate'd Gusset i 2x4 Vertical Scabs 8'x8'x7/l6' (min) APA rated,sheathng gussets Mc f2oce), Attach a 6' ox. fFv1lth 8) 6cj cc mon In . full chord depth scabs (each face). 2x4 SPF op, Attach e.8' c.c. with (6) 10d box nails (0,128'x3') bottom (3) In <0.181 ) Hall per usset. C4) cap uo{ m chord and (4) �n bas� truss top 4ha Gussets be staggered 4' o.c. front t back faces, Ear scab, (3) In cap chord and bass truss top chard. Scabs may be staggered 4' o.c. Front to back faces. may nWANNWUo lEJ MI11 FOLLOV x*WMTANTsa FIANISH THIS ERA IIM m ALL ,ba, a dWslon of ITW Nation &Adlnwenents GeppaIo eaeh Wdp drowhV any Folue to b'the truss h braehq of truswes� . gaol on this tlrvelne or eavar paps WtY,e -*do A"a rsrYw �sraspms6Alty sdslY Far •Yy ds,b, bA� 0.d any eir�c Is the r+�pandMftY deft For non InF—A1.n sae thls Job's con—t n ALPINE rww.dpbNts.conl TPh w,utpinstar9l SECA' . i MS (11 TWS ONr1WVU MCjTfp 111MILIU THE INSTLLR& . f1' mw6Tdr antv P1nSECA)) fos ondble For any devluilan F , ar for hondlna, ehlppinp. ,tonca of P-Fassbal use of this drowba IPI I Seca. these rah site. ru, 1co oslccs.Fanrn 24.0' REF PIGGYBACK DATE 10/01/14 DRWG PBIBOIOI014 This document has been elettronically signed using a Digital Signature. Printed copies without an original signature must be >erifted using the original electronic Version. l "104 f ,(� COA #0 278: ..........�'1 08/2612020 /NIP btu.708.61 �qq R STATE y*Z11:+/ONAl� ALPINE AN RW COMPANY Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando FL 32821 Phone:(800)755-6001 www.alpineitw,com Site Is�fo�rtlairc►n "',.. ; `.'_� � ,; �. "c f'a a 1:.: C stomer. Car enter Contractors of America Job Number: N362326 '.;bb_Des rjptron._,7A5/320 ;4EHBH ,01 F ,RJ01 / 4EHB / 2601 [HAYDEN EXPRESS Address: lfsb_En inepri� Crte�ia 3esign Code: FBC 6th Edition (2017) IntelliVIEW Version: 17.02,02A through 17.02.02C JRef'ff: 1 WY589750045 41ind Standard:, ASCE 7-10 Wind Speed (mphf: 160 Roof Load'(pso 20.00- 7.00- 0.00-10.00 30din Type: Closed Floor Load s : None This package contains general notes pages, 34 truss drawing(s) and 4 detail(s). Item Dtawittg,Nttm6er.' Tits' 1 239.20,1113,50269 Al 3 239.20.1113.49474 A3 5 239.20.1113.50052 A5 7 239.20.1113.49710 A7 9 239.20.1113.53592 A9G' 11 239.20,1113.50831 132G 13 239,20.1113.51112 L1 15 239.20.1113.51845 EGE 17 239.20.1113.50956 EJ3L, 19 239.20.1113.51611 CJ5E 21 239,20.1113.51954, CAE E 23 239.20.1113,49708 EJ7 25 239,20,1113.53374 CJ5A 27 239.20.1113.50519 CJ52 29 239.20.1113.49709 CJ3A 31 239.20.1113.50425 CJ 1 33 239.20.1113.51283 HJ3L 35 A14030EN_C101014 37 A14015ENC101014 f#eC41 °' Rrawing Nuttibe- , , Truss ... 2 239.20.1113.50098 A2 4 23920.1113.49754 A4 6 239.20.1113.49770 A6 8 23920.1113.50144 A8G' 10 239.20 j 113.50800 B1 12 239.20.1113.52172 MEG 14 239.20A 113.51455 L2G 16 239.20.1113.52250 EJ6E 18 239.20.1113,51470 L CAL 20 239.20:1113.51876 CJ3E 22 239.20.1113-53515 MG1 24 239.20.1113.50659 EJ72 26 239.20.1113.49848 CJ5 28 239.20.1113.49598 CJ3 30 239 20.1113.50581 CJ32 32 239.20.,1113.51751 HAE 34 239.20.1.113,50363 HR 36 GBLLETIN101'4 38 GBLLETIN011`8 Florida Certificate of Product,Approval #FL1999 Printed 812612020 1`47:44 PM Gpnpral Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the 'provisions of BCSI chapters 131, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or 1310, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel 'with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.brq. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. U# = user specified divisor for limiting span/deflection ratio for evaluation of actual Udefl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords, for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.ora. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 Job Number: N362326 Ply: 1 SEQN: 50381 / T6 HIPS Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.50269 Truss Label: Al KID / YK 08/26/2020 6"4 18"34 I + 2 631 T 3691'846'05116'1111 34 18 " _5X5 =5X5 E F rn bo 6'3 �, 9.10„ 910" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 22.84 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 it Loc. from endwall: not in 9.00 it GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. N V Eo —s.18'8"12 39'8" 10, 19110" 29'10" 39'8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.259 L 999 360 B 1546 / 786 / 861 / - / 303 / 8.0 Lu: NA Cs: NA VERT(TL): 0.703 L 983 240 N 1546 / 786 / 861 ! - / - / 8.0 Snow Duration: NA HORZ(LL): 0.097 K - - Wind reactions based on MWFRS HORZ(TL): 0.179 K B Min Brg Width Req = 1.8 Code / Misc Criteria Creep Factor: 2.0 N Min Brg Width Req = 1.8 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.865 Bearings B & I are a rigid surface. TPI Std: 2014 Max BC CSI: 0.991 Bearings B & I require a seat plate. Rep Factors Used: Yes Max Web CSI: 0.441 Members not listed have forces less than 375# FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. WAVE VIEW Ver: 17.02.02A.1213i21 B - C 1907 - 3037 F - G 1422 - 2011 C - D 1785 - 2773 G - H 1786 - 2773 D - E 1421 - 2011 H - 1 1908 - 3037 E - F 1431 -1892 ,t �p� a Y ,�qy'yi,• �yaaoao. ®4ng.rj��,ira ••o.7.08 9 i a m s a vo V J"" •4i ffi i COA �?*(+�%°•0@®p�jgi m�rrpt,a1®�•sQ �q�$, I 08/26/2020 R V Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2726 -1618 L - K 2369 -1378 M - L 2369 -1351 K - 1 2726 -1636 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 453 -161 L - F 521 - 363 D - L 528 - 703 L - G 528 - 703 E - L 521 - 363 G - K 453 -162 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted o) herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq Installed per BCSI sections B3, B7 or t310. as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildinqq Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the pNmvcoMVANr truss in conformance with ANSI1TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr. listing this drawing indicates acceptance of ppro essiona, engineeringq responsibility solely for the design shown. The suitability Suite 150 and use of this gnawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2: For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .cam; ICC: —imsafe.org Orlando FL, 32837 Job Number: N362326 Ply: 1 SEQN: 50382 / T12 / HIPS Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS City: 2 FROM: RAA DrwNo: 239.20.1113.50098 Truss Label: A2 KM / WHK 08/26/2020 6'1 "4 6'1 "4 �1-I 910" 9'10" 12'2"9 6'1 "5 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 22.58 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T1, T5 2x4 SP #1: Bot chord 2x4 SP 2400f-2.0E Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N: Lumber value set 1313" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. 17' i 22'8" 27'S"7 4'9"7 5'8" N' 7 ;5X5 =5X5 E F 39'8" 33'6"12 39'8" 6-1"5 61"4 10' I 10, + 910" +1 19'10" 29'10" 39'8" Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.265 L 999 360 B 1646 / 786 / 868 / - / 284 / 8.0 Lu: NA Cs: NA VERT(TL): 0.669 L 999 240 N 1646 / 786 / 868 / - / - / 8.0 Snow Duration: NA HORZ(LL): 0.091 K - - Wind reactions based on MWFRS HORZ(TL): 0.160 K B Min Brg Width Req = 1.5 Code / Misc Criteria Creep Factor: 2.0 N Min Brg Width Req = 1.5 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.680 Bearings B & I are a rigid surface. TPI Std: 2014 Max BC CSI: 0.620 Bearings B & I require a seat plate. Rep Factors Used: Yes Max Web CSI: 0.378 FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. WAVE VIEW Ver: 17.02.02A.1213.21 B - C 1932 - 3293 F - G 1460 - 2207 C - D 1814 - 3026 G - H 1813 - 3027 D - E 1459 - 2207 H - 1 1933 - 3293 E - F 1506 - 2199 �y •�Jyj-" �,�Ii t$'" � amdOA• ayy - l o ( s Rio. '08 1 o • a p� 0y'y °a• �� 11 • 08/26/2020 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2959 -1648 L - K 2570 -1400 M - L 2569 -1374 K - 1 2960 -1673 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 456 -167 L - F 590 - 328 D - L 489 - 709 L - G 488 - 709 E - L 590 - 328 G - K 456 -168 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) r satety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq ins, alled per BCSI sections B3, B7 or 1310, as applicable. Apply plates to each face of truss and position as shown above and on the JOI IPDetalls, unless no otherwise. (Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the AN -- truss in conformance with ANSI/TPI PI 1, or for handlM shipping, installation and bracing of trussesA seal on this drawing or cover page 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability Suite 150 and use of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2: For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.mm; TPI: www.tpinst.org; SBCA: www.s1bd6duslry.com; ]CC: wwwJccsafe.org Orlando FL, 32837 Job Number: N362326 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Truss Label: A3 7'8"6 7'8"6 15' 7'3"10 Ply: 1 City: 2 19'10" i 24'8" 4'10" :5X5 1112X4 =5X5 D E T3 F 39'8" 1' 9'10" 10' 10, -� 9'10" + 19'10" + 29'10" SEQN: 50383 / T11 / HIPS Cust: R8975 JRef: 1WY589750045 ' FROM: RAA DrwNo: 239.20.1113.49474 KM / WHK 08/26/2020 31'11"10 7710 39'8" T8"6 9'10" +1 39'8" I ro 1 *18'8"12 Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PsF) DefI1CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.279 E 999,360 g 1693 / 789 / 874 / - / 255 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.683 E 984 - 240 M 1693 / 789 1874 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.092 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.159 J - - B Min Brg Width Reg = 1.5 Noffit: 1 00 Mean Height: 22.16 ft Code / Misc Criteria CreepFactor: 2.0 M Min Brg Width Reg = 1.5 Soffit: 0.00 TCDL: 4.2 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.758 Bearings B & H are a rigid surface. . Load Duration: 1.25 BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.958 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.470 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B - C 1957 -3392 E - F 1699 -2705 C-D 1918-3173 F-G 1918 -3175 Value Set: 13B (Effective 6/1/2013) D - E 1699 -2705 G - H 1956 -3394 Top chord 2x4 SP #1 :T3 2x4 SP #2 N: Bot chord 2x4 SP 2400f-2.0E :B2, B3 2x6 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #2 N :W1, W4, W7 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "13B" uses design values approved 1/30/2013 by ALSC B - L 3045 -1664 K - J 2458 -1264 Loading L - K 2457 -1237 J- H 3047 -1690 Truss passed check for 20 psf additional bottom Maximum Web Forces Per Ply (Ibs) chord live load in areas with 42"-high x 24"-wide Webs Tens.Comp. Webs Tens. Comp. clearance. L - D 639 - 367 K - F 412 -181 Wind D-K 413 -181 F-J 640 -366 Wind loads based on MWFRS with additional C&C dltatatttfsaattereri member design. H, rtPra �s•000A9npe}" 4,f PJ®/dam% r4T ® e a o. (08 q�{y,� ° 1 e COA N10 AIL ,4z,81 esewi t1 ''1'1 08/26/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS' Trusses require extreme care in fabricating, handlin shipping, installing. and bracing., Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or �10, _ as applicable. Apply places to each face, of truss and position as shown above and on the JoinfDetails, unless noted otherwise. kefer to ALPINE� drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the a m.,Ca,,,,u truss in conformance with ANSI/I PI 1, or for handlin shippiniq, installation and bracing of trussesA seal on this drawing or cover patge.. 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability Suite 150 and use of this drawing, for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2: For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .corn; ICC: "-imsafe.org Orlando FL, 32837 Job Number: N362326 Ply: 1 SEQN: 50384 / T10 / HIPS Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 2 FROM: RAA DrwNo: 239.20.1113.49754 Truss Label: A4 KM / WHK 08/26/2020 T in T -3 7'4"_ 13' 26'8" _ 23"11 +39'8" 3 T4"5 6'10"�7'4"6I I �1 910" 9'10" .5X5 1112X4 =5X5 D E T2 F 39'8" 10, 10, 19110" 29'10" T 1 --,�.18'8"12 9'10" 1' 39'8" T Loading Criteria lost) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl- U# Loc R / U / Rw / Rh / RL / W B 1659 / 790 / 876 / - / 226 / 8.0 TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.292 E 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.733 E 923 240 M 1660 / 790 / 876 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.089 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.157 J - - B Min Brg Width Req = 1.5 Code / Misc Criteria NCBCLL: 10.00 Mean Height: 21.75 ft Creep Factor: 2.0 M Min Brg Width Req = 1.5 Sod 0.n: TCDL: 4.2 psf BldgCode: FBC 6th.ed 201 Max TC CSI: 0.690 Bearings B & H are a rigid surface. Load Duration: 1.25 BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.838 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.484 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0) Top Chord ForcesPer Ply (Ibs) GCpi: 0.18 Plate T e s () Chordsm Tens.Comp. Tens. Comp. VIEW Ver: 17.02.02A.1213.21 Wind Duration: 1.60 WAVE Lumber B - C 1982 -3305 E - F 1928 -2999 C - D 1917 - 3077 F - G 1917 - 3079 Value Set: 13B (Effective 6/1/2013) D - E 1928 -2999 G - H 1982 -3306 Top chord 2x4 SP #1 :T2 2x4 SP #2 N: Bot chord 2x4 SP 2400f-2.0E :B2, B3 2x6 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC B - L 2964 -1688 K - J 2541 -1390 L - K 2541 -1364 J - H 2965 -1714 Loading Truss passed check for 20 psf additional bottom Maximum Web Forces Per Ply (Ibs) chord live load in areas with 42"-high x 24"-wide Webs Tens.Comp. Webs Tens. Comp. clearance. L - D 504 - 263 K - F 591 - 331 Wind D-K 592 -331 F-J 505 -262 Wind loads based on MWFRS with additional C&CyCltttsit:ttlHd6tt�fstt E - K 348 -388 member design. sad 1 p9e,p°saaeeag��°,irP 0 5 AT Q CON :k:', N AL �enmeatsat1t1s1� 08/26/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) f0, sa ety practices prior to performing these functions. Installers shall provide temporary _ bracing per BCSI. Unless noted oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown forpermanent lateral restraint of webs shall have bracinq Ins ailed per BCSI sections 63, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join['Details, unless noted otherwise. f�efer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the * m C�,,,,,n truss in conformance with ANSIl1 PI 1, or for handiin� shipping, installation and bracing of trussesA seal on this drawing or cover page _ , 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability Suite 150 and use of this gnawing for any structure is the responsibility of the Building Designer per ANSIrfPI 1 Sec.2: For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com: TPI: www.tpinst.org; SBCA_ www.sbcindustry.com; [CC: www.imsafe.org Orlando FL, 32837 Job Number: N362326 Ply: 1 SEQN: 50385 / T9 / HIPS Cust: R8975 JRef: 1WY5897506 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 2 FROM: RAA DrwNo: 239.20.1113.50052 Truss Label: A5 KM / WHK 08/26/2020 �1'+ 9'10" 9'10" 16'11"4 222 28'8" 32'3"12 39'8" 3'7"12+ 511"4 �r 1"8 5,11„4 -f+ 3'7"12-r 7,4"4 .5X5 =5X5 =4X4 =5X5 D E F G 39'8" 10' 10, 19'10" + 29'10" 9'10" +1 39'8" T to 1 —,s.18'8"12 Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pi in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefll U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.307 L 999 360 B 1546 / 791 / 872 / - / 196 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.831 L 831 240 N 1546 / 791 / 872 / - /- / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.094 K - - Wind reactions based on MWFRS Des Ld: 37.00 FRCP: C Mean Height: 21.33 ft HORZ(TL): 0.173 K - - B Min Brg Width Req = 1.8 NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria CreepFactor: 2.0 N Min Brg Width Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.890 Bearings B & I are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.880 Bearings B & I require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.314 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B - C 1998 - 3016 F - G 1714 - 2353 C - D 1934 -2800 G - H 1933 -2800 Value Set: 13B (Effective 6/1/2013) D - E 1715 -2354 H - 1 1997 -3016 Top chord 2x4 SP #2 N E - F 2155 - 3107 Bot chord 2x4 SP #1 :132, B3 2x6 SP #2 N: Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Lumber value set "13B" uses design values Chords Tens.Comp. Chords Tens. Comp. approved 1/30/2013 by ALSC B - M 2698 -1700 L - K 3032 -1862 Bracing M - L 3030 -1857 K - 1 2698 -1726 (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun Maximum Web Forces Per Ply (Ibs) nails(0.113"x2.5",min.). Restraint material to be Webs Tens.Comp. Webs Tens. Comp. supplied and attached at both ends to a suitable support by erection contractor. M - D 823 - 508 F - K 584 - 817 (a) or scab reinforcement may be used in lieu of CLR M - E 581 -814 G - K 825 -510 restraint. substitute (1) scab for (1) CLR and (2) aYAtzjfrtn1ui+Ul01t, scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and • 80% length of web member. Attach with 0.128x3" +llr gun nails @ 6" oc. ®. oa•�`""°®o, Wind Wind loads based on MWFRS with additional C&C member design. Q, 7Q8 , e 0 s � C COASU/10NA+IL s! 08/26/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r sa ety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propey attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCsections B3, B7 or 910, _ as applicable. Apply tales to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE� Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in with ANSI1 PI 1, for handling, installation bracing trussesA on this drawing or cover „m w,,,,,„,. conformance or shipping, and of seal page , , listing this drawing indicates acceptance of pro ess ona engineering responsibility solely for the design shown. The suiCability and use of this drawing, for any structure is the responsibility of the Building Designer ANSIITPI 1 Sec.Z150 2400 Lake Orange Dr. Suite Lake per For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.wm; TPI: www.l insl.or ; SBCA: www.sbcindust .wm; ICC:—miccsafe,org Orlando FL, 32837 Job Number: N362326 Ply: 1 SEQN: 50386 / T20 / SPEC Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.4977, Truss Label: A6 KM / WHK 08/26/2020 r- 7'11 + 1010" 7'1"1 3'8"15 =5X5 12 D =6X6 T5 No2C4 E O rn B s-3 A =4X6(B2) N =6X8 19"011 2j81 0'8" 32'3"5 39'8" 7'2" 4'10" 6' 1'7" 7'4"11 1112X4 T3 =5X5 =5X5 F G Hai2X4 I N O � J �1K �18'8'12 =5X8 =-5X8 =4X6(82) 39'8" �'+ 9110" i 10' i 9110" 10 91101, 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Def11CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udeill U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.384 F 999 360 B 1546 / 789 / 856 / - / 194 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 1.041 F 664 240 O 1546 / 791 / 859 / - /- / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.104 L - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.193 L - - B Min Brg Width Req = 1.8 NCBCLL: 10.00 Mean Height: 21.30 It TCDL: 4.2 psf Code I Misc Criteria Creep Factor: 2.0 P O Min Brg Width Re 1.8 q = Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.896 Bearings B & J are a rigid surface. g 9 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.954 Bearings B & J require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.849 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B - C 2048 - 3005 F - G 2615 - 3760 C - D 1969 -2780 G - H 1964 -2776 Value Set: 13B (Effective 6/1/2013) D - E 1716 -2352 H - 1 1955 -2789 Top chord 2x4 SP #2 N :T3 2x4 SP #1: E - F 2615 -3761 I - J 2028 -2992 Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W4 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Lumber value set "13B" uses design values Chords Tens.Comp. Chords Tens. Comp. approved 1/30/2013 by ALSC B - N 2688 -1731 M - L 3452 - 2198 Wind N - M 3197 -2037 L - J 2675 -1750 Wind loads based on MWFRS with additional C&C member design. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. N - D 1865 -1317 M - G 400 - 227 N - E 1375 -1815 G - L 651 -864 gttar»ttttatt ttbtrrjr E - M 645 - 397 L - H 867 - 596 H. ®* s a o.708 _s 1 4 ti 08/26/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) y sa shipping, practices prior to performing these functions. Installers shall provide temporary _ bracing per BCSI. Unless noted alherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply lates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for s�andard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ."- truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover pa�e , , 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The su! ability and use of this Q�awing for any structure is phe responsibility of the Building Designer per ANSIITPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.wm; TPI: www.l insl.or ; SBCA: www.sbcindust xom; ICC:—Jccsafe.org Orlando FL, 32837 Job Number: N362326 Ply: 1 SEQN: 50387 / T8 / HIPS Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: W DrwNo: 239.20.1113.49710 Truss Label: A7 SN / BAF 08/26/2020 ' 17" i 2'3'" i 3'8" + 32T1"2 8671"2 1 9I 40' 1'1 12 5D5 —4E4 T2 —5F5 T3 _5G 9va _qxa 9'10" 9'10" =5X8 =6X6-5X8 10, 19,10" 39'8" 10, 29"0" 39'8" 7'1 "2 9'10" 1' 39'8" i Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl: U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.367 L 999 360 B 1546 / 827 / 864 ! - / 167 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.995 L 694 240 N 1546 1827 / 864 / - /- / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.110 K - - Wind reactions based on MWFRS Des Ld:EXP: C HORZ TL : 0.203 K ( ) B Min Br Width Re 1.8 CL 10.00 NCBCLL: 10.00 Mean Height: 20.91 ft TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 N Min Brg Width Req 1.8 9 Q = Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.898 Bearings B & I are a rigid surface. 9 9 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h!2 TPI Std: 2014 Max BC CSI: 0.931 Bearings B & I require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.320 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213:21 Lumber B - C 2005 -2998 F - G 1927 -2758 C - D 1938 - 2811 G - H 1938 - 2812 Value Set: 13B (Effective 6/1/2013) D - E 1927 -2757 H - 1 2003 -2998 Top chord 2x4 SP #2 N :T2, T3 2x4 SP #1: E - F 2510 -3700 Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Lumber value set "13B" uses design values Chords Tens.Comp. Chords Tens. Comp. approved 1/30/2013 by ALSC B - M 2681 -1705 L - K 3612 - 2259 Bracing M - L 3615 -2259 K - 1 2681 -1731 (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun Maximum Web Forces Per Ply (Ibs) nails(0.113"x2.5",min.). Restraint material to be Webs Tens.Comp. Webs Tens. Comp. supplied and attached at both ends to a suitable support by erection contractor. D - M 776 -498 F - K 706 -989 (a) or scab reinforcement may be used in lieu of CLRttat5tt0t3$$afalmtt M - E 709 -992 K - G 773 -495 restraint. substitute (1) scab for (1) CLR and (2)` scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and°.°ea*+•..,� 80% length of web member. Attach with 0.128x3" gunre,� ®rr "•> j +y nails @ 6" oc.� •�°°�` •• e Wind o.7,08 1 Wind loads based on MWFRS with additional C&C member design. �s S 0 i a s° '°'�°$q a••w,.•,,.a••° tit COA �t33i tl n�� 08/26/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing. and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, bV TPI an SBCA) for sa ety practices prior to performing these functions. Installers shall provide temporary _ bracing per BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinqq installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oftrussand position as shown above and on the JoinCDetails, unless noted otherwise. kefer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building�Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the pNmvco AVAN truss in conformance with ANSIfI PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr. I isting this drawing indicates acceptance of ro_fesslonar engineering responsibility solely for the design shown. The sui ability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.' Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.l inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N362326 Ply: 2 SEQN: 50409 / T14 / HIPS Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.50144 Truss Label: A8G KM / WHK 08/26/2020 2 Complete Trusses Required 7' 13'S"14 19'10° + + 26'2"2 32'8" 39'8" 7' 6'S"14 6'4"2 6'4"2 f 6'5"14 7' 12 =6X6 5 (/ C —4p4 T2 =8E8 =4F4 T3 =6G6 1112X4 =8X8 =3X8 =8X8 1112X4 ., 39'8" 6'10"4 } 6'S"14 + 6'5"14 6'5"146'10"4 V' 6'10"4 13'4"2 19'10" 26'3"14 32'9"12 39'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Mean Height: 20.50 ft NCBCLL: 0.00 TCDL: 4.2 psi Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T2, T3 2x6 SP #2 N: Bot chord 2x6 SP SS Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Nailnote Nail Schedule:0.128"x3" 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. Loading #1 hip supports 7-0-0 jacks with no webs. Wind Wind loads and reactions based on MWFRS. a Snow Criteria (Pg,PI in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg• NA Ct NA CAT' NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.434 E 999,360 B 3115 / 1614- Lu: NA Cs: NA VERT(TL): 1.192 E 581 240 O 3115 / 1614- Snow Duration: NA HORZ(LL): 0.071 C - - Wind reactions based on MWFRS HORZ(TL): 0.133 C B Min Brg Width Reg = 1.8 Code / Mist: Criteria Creep Factor: 2.0 O Min Brg Width Req = 1.8 Bldg Code: FBC 6th.ed 2017 Max TC CSI: 0.558 Bearings B & H are a rigid surface. TPI Std: 2014 Max BC CSI: 0.434 Bearings B & H require a seat plate. Rep Factors Used: No Max Web CSI: 0 743 / 8.0 / 8.0 Members not listed have forces less than 375# FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. WAVE VIEW Ver: 17.02.02A.121121 B - C 1762 - 3442 E - F 2781 - 5458 C - D 2492 -4892 F - G 2493 -4893 D - E 2781 - 5458 G - H 1763 - 3443 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - N 3147 -1600 L - K 4957 - 2539 N-M 3136-1600 K-J 3137 -1601 M - L 4956 - 2539 J - H 3148 -1601 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - M 1951 - 991 L - F 553 - 267 4$ttli6ltOttdOPt3lfyJtlf� M - D 488 -672 F - K 488 -672 } i , D - L 554 - 267 K - G 1951 - 991 0 4.7,08 1 ++ COA ti Q�iAL � 08/26/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! •'IMPORTANT'• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, installing.and bracing. _ Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly qq'Id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, 11e. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to 60A-Z for sandard plate positions. ivision of ITW Buildino Components Grout) Inc. shall not be responsible for anv deviation from this drawinq,anv failure to build the rl PI 1, or for r acceptance any structure TPI: www.tpinst.org; SBCA: 1 or cover pa e n. The sui ability ALPINE u+mvc— 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N362326 Ply: 2 SEQN; 21795 / T38 / SPEC Cust: R8975 JRef; 1WY689750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: HMT DrwNo: 239.20.1113.53592 Truss Label: A9G KD / FV 08/26/2020 2 Complete Trusses Required 7'1"4 10'10" f 1 1!'V " 19'10"4 24'8" 32'8," -� _ 39'8" T1 .4 3'8"12 3'10" 52"4 �- 4'9"12 + 8, 7' =5X5 D 12 5 �2X4 C :8X8 1112X4 -8X8 E F T3 G T4 =6X6 T H (a) -4X68A1) T =4X8(B1) (o rn " e a A II J l l N M B3 L *18'8"12 K O =8X10 =H1014 =10X10 1112X4 39'8" 10, 7'8" 5'112 6'104 1' 10' 20' 278" 32'9"12 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): -0.446 F 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.777 F 608 240 B 2725 /- /- /- /1752 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.096 D - - O 3745 /- /- /- /2183 /- XP: C Kzt: NA E Des Ld: 37.00 HORZ(TL): 0.167 D - - Wind reactions based on MWFRS Mean Height: 21.30 ft NCBCLL: 0.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.6 Soffit: 0.00 BCDL: 5.0 psf p Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.775 O Br Width = 8.0 Min Re 2.2 9 q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h!2 TPI Std: 2014 Max BC CSI: 0.538 I Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ItRep Factors Used: No Max Web CSI: 0.779 Members not listed have forces less than 375# Loc. from endwall: An y FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCp1: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE, HS VIEW Ver: 17.02.02C.0211.16 Lumber Special Loads B - C 1930 -2945 F - G 4332 -6455 C - D 1828 - 2837 G - H 3501 - 5606 Value Set: 13B (Effective 6/1/2013) ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac. 1.25) D - E 1597 -2471 H -1 2430 -4178 Top chord 2x4 SP #2 N :T3, T4 2x6 SP SS: TC: From 55 plf at -1.00 to 55 plf at 21.14 E - F 4338 -6462 Bot chord 2x6 SP SS :B3 2x8 SP 2400f-2.0E: TC: From 28 plf at 21.14 to 28 plf at 32.67 Webs 2x4 SP #3 :W8 2x4 SP #2 N: TC: From 55 plf at 32.67 to 55 plf at 40.67 BC: From 20 plf at 0.00 to 20 plf at 20.00 Maximum Bot Chord Forces Per Ply (Ibs) Lumber value set "1313" uses design values BC: From 10 plf at 20.00 to 10 plf at 32.64 Chords Tens.Comp. Chords Tens. Comp. approved 1/30/2013 by ALSC BC: From 20 pif at 32.64 to 20 plf at 39.67 TC: 175 lb Conc. Load at 22.60,24.60,26.60 B - N 2678 -1746 L - K 3821 -2223 Bracing TC: 167 lb Conc. Load at 28.60,30.60 N - M 5075 -3379 K - 1 3826 -2216 (a) 1X4 #3SRB or better continuous lateral restraint TC: 378 lb Conc. Load at 32.60 M - L 6225 -4091 to be equally spaced. Attach with (2) 8d Box or Gun BC: 1445 lb Conc. Load at 21.14 nails 0.113"" x2.5,min.. Restraint material to be ( ) BC: 130 lb Conc. Load at 22.60,24.60,26.60 Maximum Web Forces Per Ply (Ibs) supplied and attached atboth ends to a suitable BC: 129 lb Conc. Load at .60,30.60 Webs Tens.Comp. Webs Tens. Comp. I support by erection contrtr. actor. BC: 492 lb Conc. Load at 32.64 32 N - D 1947 -1225 G - L 828 - 869 NailnotetgitHP110d;tf, N - E 2290 -3350 L - H 2076 -1487 Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c.� t ` �• �'�>, E - M 1588 -1098 Bot Chord: 1 Row @12.00" o.C. Webs Row :1 @ 4"o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. a ' 0. 708 1 ' Wind s Wind loads and reactions based on MWFRS. o s -' It is the responsibility of the Building Designer and Truss Fabricator to review this drawing prior to s t t lumber to that data, including :m cutting verify all dimensions and loads, conform to the architectural ' °y�� plans/specifications and fabricators truss layout. ` ®� ,, `.a.�■ar COA ba&NA L e>> 08/26/2020 -WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) r saTety practices prior to performing these functions. Installers shall provide tempora bracing per BCSI. Unless noted oherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperr attached riclid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicable. Apply lates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. E�efer to � drawings 160A-Z for s�andard plate positions. ALPINE Alpine, a division of ITW BuildingqComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN—COMGANY truss in ANSI/TPI 1, for handling, bracing of trussesA seal on this drawing or cover conformance with or shipping, Installation and listing this drawing indicates acceptance of pro essiona engineerin responsibility solely for the design shown. and use of this drawing for any structure is the responsibility of the Building Designer ANSI/TPl 1 Sec.2:305 page, , 6750 Forum Drive The suit_abllrty Suite For per For more information see this job's general notes page and these web sites: ALPINE: www.al ineit-mm; TPI: www.l inst.or ; SBCA: www.sbcindust .com; ICC: kcsafe.org Orlando FL, 32821 Job Number: N362326 Ply: 1 SEQN: 50388 / T2 / HIPS I Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 26011 HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.50800 Truss Label: B1 KD / DF 08/26/2020 9 9' 12'8" 3,8„ C8 T2 =5XD5 21' 9'1"12 3'4"8 8'2"4 1 + 9'1"12 6"4 20'8"8 ,�3 12' '2'. Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl, L/# Loc R / U / Rw / Rh / RL / W B 850 / 536 / 475 / - / 134 / 8.0 TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.036 G 999, 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.096 G 999 240 F 778 / 483 / 393 / - / - / - BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.014E - - Wind reactions based on MWFRS Des Ld:EXP' C HORZ TL : 0.026 E ( ) B Min Br Width Re 1.5 9 q Code / Misc Criteria CL 10.00 NCBCLL: 10.00 Mean Height: 20.91 ft TCDL: 4.2 psf Creep Factor: 2.0 F Min Brg Width Req = - Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.822 Bearing B is rigid surface. 9 a 9 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.760 Bearing B requires a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 It Rep Factors Used: Yes Max Web CSI: 0.635 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 17.02.02A.1213.21 B - C 842 -1274 D - E 820 -1241 Wind Duration: 1.60 WAVE Lumber C - D 845 -1073 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #1 :T2 2x4 SP #2 N: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :W4 2x4 SP #2 N: Lumber value set "136" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. M ��i'h♦y �G ^ tI i Y ♦ ®otl I a MI s7 $'I/�lWO--' V Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1088 - 679 H - G 1093 - 680 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. G - E 825 -480 E - F 543 - 706 08/26/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! ""IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS isses require extreme care in fabricatin, handlin shiI' ing, installingand bracing. Refer to and follow the latest edition of BCSI (Building mponent Safety Information, by TPI an SBCA) at for sa practices prior to performing these functions. Installers shall provide tempore icing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro pperryly ached rj id ceilin Locaanent lateral restraint of webs shall have braalled per BCSI sections B3, 67 or B10, applicable. Apply plates to each face otPtions shown for ermtruss and position as shown above and on the Joinf9cin instDetails, unless noted otherwiseefer to •wings 160A-Z for standard plate positions. line, a division of ITW BuildinctComponents Group Inc. shall not be responsible for any deviation from this drawing;any failure to build the ss in conformance with ANSI/TPI 1, or for handlin, shippintq, installation and bracing of trussesA seal on this drawing or cover pafga , Ling this drawing indicates acceptance of ro essiona engineering responsibility solely for the design shown. The su! ability d use of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. more information see this job's general notes page and these web sites: ALPINE: www.alpineitwxom; TPI: www.lpinst.org; SBCA: www.sbcindustry.mm; ICC: www.imsaf INE ALPINE 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N362326 Ply: 1 SEQN: 50410 / T5 / HIPS Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.50831 Truss Label: B2G KD / DF 08/26/2020 7' 7' 14'8" + 21' 7,8" 6'4' 6X6 = 6X6 C T2 D 6'10"4 21' 7' 11 "8 5' 10"12 1 6'10"4 14'9"12 20'8"8 2, Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl! U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.136 H 999 i 360 B 1605 1997 / - ! - / - / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.371 H 9891 240 F 1559 / 953- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.043 E - i - Wind reactions based on MWFRS EXP: C Des HORZ TL : 0.081 E ( ) B Min Br Width Re 1.5 g q g CLLd: 0.000 Mean Height: 20.50 ft NCBCLL: 0.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 P F Min Erg Width Req = - Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.786 B is Bearing a rigid surface. g Bearing B requires a seat plate. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.945 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: No Max Web CSI: 0.696 j Members not listed have forces less than 375# Loc. from endwall: NA FTlRT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A. 1 2131.21 B - C 1967 -3258 D - E 1904 -3157 Lumber C - D 1711 - 2847 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #1 :T2 2x6 SP SS: Maximum Bot Chord Forces Per Ply (Ibs) Bot chord 2x4 SP 2400f-2.OE :B2 2x4 SP #1: Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 SP #3 :W2, W4 2x4 SP #2 N: Lumber value set "1313" uses design values B - H 2932 -1748 H - G 2901 -1743 approved 1/30/2013 by ALSC Maximum Web Forces Per Ply (Ibs) Bracing Webs Tens.Comp. Webs Tens. Comp. inuous tobelly equally paced. AttachB or better lateral restraint with (2)8d Box oor Gun H - C 650 -106 G - E 2741 -1621 nails(0.113"x2.5",min.). Restraint material to be D - G 518 -37 E - F 968 -1535 supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR q$fttlitf9isNfftarrJ restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, anda 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. �+a°"°""'d•,j+°= �. aeee�� d �:" d '° ®+ y 0 � Loading a �0$ ° #1 hip supports 7-0-0 jacks at left end and 6-4-0 jacks °m at right end. Jacks have no webs. Wind loads and reactions based on MWFRS. 0Wind mi� COA �iAL 08/26/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing. and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary _ bracing per BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a properly attached rl id ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10. as applicable. Apply plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. kefer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildinq Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the--Ca— truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , , 2400 Lake orange Dr. listing this drawing indicates acceptance of ro-fessional engineering responsibility solely for the design shown. The sui ability Suite Lake and use of this gnawing for any structure is tphe responsibility of the Building Designer per ANSIITPI 1 Sec.2:150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineimxom; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: —iccsafe.org Orlando FL, 32837 Job Number: N362326 ,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Truss Label: MEG �I 5'9"8 5'9"8 12 4 f] 1, 5'11"4 5'11 "4 =5X8 C Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BOLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x6 SP #2 N Webs 2x4 SP #3 :W4 2x4 SP #2 N: :Rt Bearing Leg 2x4 SP #3: Lumber value set 1313" uses design values approved 1/30/2013 by ALSC Special Loads --(Lumber Dur.Fac =1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 5.79 TC: From 27 plf at 5.79 to 27 plf at 17.99 BC: From 20 plf at 0.00 to 20 plf at 5.82 BC: From 10 pit at 5.82 to 10 plf at 17.70 TC: 141 lb Conc. Load at 5.85, 7.85, 9.85,11.85 13.85,15.85 TC: 247 lb Conc. Load at 17.71 BC: 221 lb Conc. Load at 5.82 BC: 106lb Conc. Load at 7.85, 9.85,11.85,13.85 15.85 Wind Wind loads and reactions based on MWFRS. Ply: 1 Qty: 1 11'8"15 5'11"7 III2X4 D SEQN: 80723 / T39 / HIPM Cust: R8975 JRef: 1WY589750045 FROM: RAA DrwNo: 239.20.1113.52172 / BAF 08/26/2020 17'8"6 j7i11"14 611"7 3' 8 =4X12 E F 1112X4 =5X14 =3X6 III3X6 17'11"14 5711 11'8"15 5'11"7 17 '817'8 �3"8 1711"14 Snow Criteria (Pg,Pf In PSF) Deff/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.142 D 999 360 J 1248 / 534 /- / - / - / 8.0 Lu: NA Cs: NA VERT(TL): 0.382 D 813 240 F 1537 / 670 / - / - / - / 1.6 Snow Duration: NA HORZ(LL): 0.024 C - Wind reactions based on MWFRS HORZ(TL): 0.044 C J Min Brg Width Req = 1.7 Code / Misc Criteria Creep Factor: 2.0 F Min Brg Width Req = 1.6 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.877 Bearings J & F are a rigid surface. TPI Std: 2014 Max BC CSI: 0.824 Bearing J requires a seat plate. Rep Factors Used: Yes Max Web CSI: 0.813 Members not listed have forces less than 375# FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. WAVE VIEW Ver. 17.02.02C.0211,16 B - C 1162 - 2876 D - E 1254 - 2958 C - D 1254 - 2958 ,v5 • �P a Q. 7.08 I Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - I 2687 -1069 1 - H 2711 -1064 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D - H 462 - 622 E - F 1262 - 2178 H - E 2848 -1179 �� e� .7 IiY� 1 coa NAL 08/26/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS' quire extreme care in fabricating, handlin shipping, installing,and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathingp and bottom chord shall have a propperly aid ceilingq. Locations shown for permanent lateral restraint of webs shall have bracing insTalled per BCSI sections B3, 67 or 810, le. ADA Dlates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the conformance with ANSI/TPI 1, or for handling{ shipping, installation and bracing of trussesA seal on this drawing or cover page , this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The su! abrldy >e of this drawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2. ALPINE 6750 Forum Drive Suite 305 Orlando FL, 32821 Job Number: N362326 Ply: 1 SEQN: 50403 / T24 / COMN Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 2 FROM: MRS DrwNo: 239.20.1113.51112 Truss Label: L1 SN / DF 08/26/2020 5' 10, 5' 5' 12 = 4C4 T 4 B D N s A Li 8,8„ F 2X4(A1) 1112X4=2X4(A1) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 10, 5' 5' �` 1 5' 10, Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W B 429 / 205 / 272 / - / 79 / 8.0 Pf: NA Ce: NA VERT(LL): 0.016 F 999 360 Lu: NA Cs: NA VERT(TL): 0.040 F 999 240 D 429 / 205 / 272 / - /- / 8.0 Snow Duration: NA HORZ(LL): 0.005 F - - Wind reactions based on MWFRS HORZ(TL): 0.009 F Creep Factor: 2.0 B Min Erg Width Req = 1.5 D Min Erg Width Req = 1.5 Code / Misc Criteria Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.337 Bearings B & D are a rigid surface. TPI Sid: 2014 Max BC CSI: 0.321 Bearings B & D require a seat plate. Rep Factors Used: Yes Max Web CSI: 0.079 Members not listed have forces less than 375# FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 17.02.02A.1213'.21 WAVE B - C 809 - 641 C - D 810 - 641 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 578 - 620 F - D 578 - 620 H. �40Ni#4t� ® L 0.708 1"s a' z ■ • w v a COA �r894t141i�n 08/26/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, byy TPI an SBCA) fo'r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathingg and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have braclnq inslalled per BCSI sections B3, B7 or B10. as applicable. Apply to each face of truss and as shown above and on the JoinPDetails, unless noted otherwise. f7efer to _ plates position drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW BuildingComponents Group Inc., shall not be responsible for any deviation from this drawing;any failure to build the truss in ANSIl1 PI 1, for handling, installation and bracing of trussesA seal on this drawing or cover �■ w<ora�x conformance with or shipping, page , , Iisting this drawing indicates acceptance of ro) essionaf engineering responsibility solely for the design shown. The suitability and use of this drawing, for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.21. 2400 Lake Orange Dr. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.mm; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: —.iccsafe.org Orlando FL, 32837 Job Number: N362326 Ply: 1 SEQN: 50412 / T36 / HIPS Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: MRS Dnallo: 239.20.1113.51455 Truss Label: L2G SN / DF 08/26/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 3' 3' 7' 10, 4' 3' 12 4 =4X4 =4X4 C D B E 2X4(A1) 1112X4 1112X4=2X4(A1) 3'1"12 1 f 3'1"12 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Special Loads ---(Lumber Dur.Fac =1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 3.00 TC: From 27 plf at 3.00 to 27 plf at 7.00 TC: From 55 plf at 7.00 to 55 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 98 lb Conc. Load at 3.03, 6.97 TC: 63 lb Conc. Load at 5.00 BC: 119 lb Conc. Load at 3.03, 6.97 BC: 50 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. 10, 3'8"8 6' 10"4 3'1"12 10, 1' Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL RE NA Ce: NA VERT(LL): 0.037 G 999 360 B 628 / 270- Lu: NA Cs: NA VERT(TL): 0.110 G 999 240 E 628 / 270- Snow Duration: NA HORZ(LL): 0.011 G - - Wind reactions based on MWFRS HORZ(TL): 0.020 G B Min Brg Width Req = 1.5 Code / Misc Criteria Creep Factor: 2.0 E Min Brg Width Req = 1.5 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.337 Bearings B & E are a rigid surface. TPI Std: 2014 Max BC CSI: 0.519 Bearings B & E require a seat plate. Rep Factors Used: Yes Max Web CSI. 0 070 /W / 8.0 / 8.0 FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. WAVE VIEW Ver: 17.02.02A.1213.21 B-C 490-1313 D-E 490 -1313 C - D 447 -1249 r• ..ittt q,�'S �apoema�ec••I t �"rtr°fr 0 a r a 4 O. %0$ 9 ' 0 �s p•p�q +ai !i 1 lJ tr+ m COA 08/26/2020 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1226 -450 G - E 1226 -450 H - G 1249 -447 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, byy TPI and SBCA) fo'r sa shipping, practices prior to performing these functions. Installers shall provide tempora bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperr y attached ri id ceilin Locations shown for enr anent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply lates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. f7efer to ALPINE, drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the A"nwcomPAur truss in conformance with ANSIri PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pa�e , , 2g00 Lake Orange Dr. listing this drawingg indicates acceptance of ppro essiona engineering responsibility solely for the design shown. The sui ability Suite Lake and use of this drawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2.150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.wm; TPI: www.t inst.or : SBCA: www.sbdndust xom: ICC: "w.iccsafe.org Orlando FL, 32837 Job Number: N362326 Ply: 1 SEON: 80710 / T17 / EJAC Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Oty: 1 FROM: RAA DrwNo: 239.20.1113.51845 Truss Label: EGE / BAF 08/26/2020 1'8"12 1' 11 "8 1'8"12 —112 12 4 1112X4C D B s1 A EF G 4X4(B1) 1112X4 8"12 , -- 1'2"12 1 I 1'8"12 2 1'812 1"11 "8 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TOLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: N/ TCDL: 7.00 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 Des Ld: 37.00 Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 It Rep Factors Used: Yes Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "138" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. TT co 8'8" Defl/CSI Criteria ♦ Maximum Reactions (lbs) PP Deflection in loc Udefl- L/# I Loc R / U / Rw / Rh / RL / W VERT(LL): NA VERT(TL): NA HORZ(LL): 0.000 F HORZ(TL): 0.000 F Creep Factor: 2.0 Max TC CSI: 0.177 Max BC CSI: 0.012 Max Web CSI: 0.041 VIEW Ver: 17.02.02C.0211.16 tom' i,yx�m®mo. C ° pal 1iLV . it ,�'',p`1 �� oner. •.•••s••�+ CO 3 rx fl l A V� 08/26/2020 B 131 /85 /112 /- /42 /1.5 B 42 /11 /40 /- /- /14.5 G 49 /29 /26 /- /- /7.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 B Min Brg Width Req = 1.5 G Min Brg Width Req = 1.5 Bearings B, B, & F are a rigid surface. Bearings B, B, & F require a seat plate. Members not listed have forces less than 375# "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI anc7 SBCA) fo'r sapety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinc1 Ins ailed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joinl9Details, unless noted otherwise. f�efer to t� , drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing;any failure to build the --Co... truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , , 6750 Forum Drive listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability Suite 305 and use of this gnawing for any structure is pro responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.wm: TPI: www.l insl.or ; SBCA: www.sbcindust xom; ICC: -iccsafe.org Orlando FL, 32821 Job Number: N362326 Ply: 1 SEQN: 80708 / T7 / EJAC Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 7 FROM: RAA DrwNo: 239.20.1113.52251 Truss Label: EJ6E / BAF 08/26/2020 6"l t Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 4X4(B1) Wind Criteria Wind Sid: ASCE 7-10 Speed:160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "136" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min, toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Ci Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.007 D HORZ(TL): 0.012 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 2017 Max TC CSI: 0.507 TPI Std: 2014 Max BC CSI: 0.365 Rep Factors Used: Yes Max Web CSI: 0.000 FTlRT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.02C.0211.16 �'.�9i`vaxxEj PaPaesaa 1+�'�°®r�� 4 o• 0 m % t{• 4* d COA #� Vt l t� A � tioa` 08/26/2020 10,91,11 co `1_ Cn N � N 8'8" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 283 / 123 / 214 / - / 98 / 8.0 D 106 111 /81 /- /- /1.5 C 141 /99 /58 /- !- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) fo'r sa ety practices prior to performing these functions. Installers shall provide temporarryy _ bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a proE�erly attachetl rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or 610, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f7efer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildinhcTComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANrtwca �ANr truss in conformance with ANSI PI 1, or for handlin4, shipping, installation and bracing of trussesA seal on this drawing or cover patge , , 6750 Forum Drive listing this drawing, indicates acceptance of ro esslona. engineering responsibility solely for the design shown. The sul ability Suite For and use of this drawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2',305 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.wm: TPI: www.tpinsl.org; SBCA: www.sbci'ndustry.com; ICC: w Jccsafe.org Orlando FL, 32821 Job Number: N362326 Ply: 1 SEQN: 50404 / T42 / EJAC Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Oty: 3 FROM: MRS DrwNo: 239.20.1113.50956 Truss Label: EJ3L SN / DF 08/26/2020 12 4 F::�- C &91817 to B M ti a 8rOpu D r 31 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl' U# Loc R / U / Rw / Rh / RL / W B 185 / 87 / 151 / - / 57 / 8.0 TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA D 50 / 7 / 38 / - / - / 1.5 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.001 D C 63 / 43 / 25 / - / - / 1.5 Des Ld: 37.00 EXP: CHORZ(TL): 0.002 D - - Wind reactions based on MWFRS Code / Misc Criteria NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 B Min Brg Width Req = 1.5 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.185 D Min Br Width Re Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.110 C Min Brg Width Req g q = - Bearing B is a rigid surface. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.000 Bearing B requires seat plate. Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# VIEW Ver: 17.02.02A.121121 Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. HA qfr ® ✓rr e �- ®+ ;r o e r + o a COA #�l'i°e3 111�r+4 ao SAlp94"r��,u 08/26/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fog safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810, as applicable. Apply lates to each face oftrussand position as shown above and on the Joinf9Det t, unless noted otherwise. (tefer to ALPINE drawings 16OA-Z for s�andard plate positions. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,'any failure to build the ANRWCOMYANr truss in conformance with ANSI/TPI PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro esstonar engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is phe responsibility of the Building Designer per ANSIITPI 1 Sec.2! Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.corn; TPI: www.t insl,or ; SBCA: www.sbci'ndust .corn: ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N362326 Ply: 1 SEQN: 50405 / T40 / JACK Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS City: 4 FROM: Ml DrwNo: 239.20.1113.51471 Truss Label: CAL SN / DF 08/26/2020 12 4 C B T 9t0°3 T Jm— D 2X4(A1) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc, from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. n ®T� 11 tr4 0 Snow Criteria (Pg,Pf in PSF) Dlefl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W Pf: NA Ce: NA VERT(LL): NA S 141 / 103 / 135 / - / 28 / 8.0 Lu: NA Cs: NA VERT(TL): NA D 10 / 12 /20 /- /- / 1.5 Snow Duration: NA HORZ(LL): 0.000 D C -15 / 27 / 28 / - / - / 1.5 HORZ(TL): 0.000 D Creep Factor: 2.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 Code / Misc Criteria Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.183 D Min Brg Width Req = - TPI Std: 2014 Max BC CSI: 0.023 C Min Brg Width Req = - Rep Factors Used: Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Bearing B requires a seat plate. FT/RT.20(0)/10(0) Plate Type(s): Members not listed have forces less than 375# WAVE VIEW Ver: 17.02.02A.121321 f D n a 4. 708 I o e 0 8 0 _ COA #� L4 2a9 Y Y+ 00 08/26/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling shiiping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building rt Safety Information, by TPI an SBCA) fo'r sa ety practices prior to performing these functions. Installers shall provide temporarryy BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a property Ilid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, e. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to 60A-Z for standard plate positions. a division of f I HI 1 , or Tor nanoilnp, snlppinq, Inst; acceptance of pro esstona en g any structure is the responsibility !ral notes page and these web sites: ALPINE: TPI: his drawing;any failure to build the on this drawing or cover page Le design shown. The suitability ALPINE ANfRYC-p- 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N362326 Ply: 1 SEQN: 80712 / T37 / JACK Gust: R8975 JRef: 1 WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 2 FROM: RAA DrwNo: 239.20.1113.51611 Truss Label: CJ5E / BAF 08/26/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 C 4 10'6"5 co B N N A 818" D 1, 4'11"4 4' 11 "4 Wind Criteria Wind Std: ASCE 7-10 Speed:160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.004 D HORZ(TL): 0.007 D Creep Factor: 2.0 Max TC CSI: 0.393 Max BC CSI: 0.263 Max Web CSI: 0.000 VIEW Ver: 17.02.02C.02111.16 � �,9 gyama eaa a®e�P9�rr+S. t 4 o b m° COA 9 ON AA. 9' ' sw"em v, 08/26/2020 ♦ Maximum Reactions (lbs) Loc R / U / Rw / Rh / RL / W B 252 /111 1194 /- /85 /8.0 D 90 /9 /68 /- /- /1.5 C 119 /84 /48 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing, and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a properly attached rigid ceiling Locations shown forpermanent lateral restraint otwebs shall have bracing installed per BCSI sections B3, B7 or 810' _ as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. fiefer to ALPINE� drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawinglany failure to build the a„my CpM,A„y truss in conformance with ANSIII P! 1, or for handlin4, shipping, installation and bracing of,trussesA seal on this drawing or cover page , , 6750 Forum Drive listing this drawing indicates acceptance of ro essiona engineering responsibility solely for the design shown. The suitability Suite 305 and use of this drawing for any structure is the responsibility of the Building Designer perANSIITPI 1 Sec.2. For more information see this iob's General notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.om Orlando FL, 32821 Job Number: N362326 Ply: 1 SEQN: 80714 / T32 / JACK Cusl: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 2 FROM: RAA DrwNo: 239.20.1113.5187, Truss Label: CJ3E / BAF 08/26/2020 12 4 C T i Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "0.0% min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. CM Lfi 1 2' 11 "4 2' 11 "4 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): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.205 TPI Std: 2014 Max BC CSI: 0.085 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.02C.0211.16 S 6\W....AOiap . g+it ' � 4 i 0.708 1 S COAL �! Al. •,'r nanteu+�' 08/26/2020 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 183 / 84 / 149 / - / 56 / 8.0 D 52 /3 /40 /- /- /1.5 C 64 /47 /21 /- /- /1.5 Wind reactions based on MWFRS B Min Big Width Reg = 1.5 D Min Brg Width Reg = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporarrvy _ bracing per BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached riccl1id ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildinc Components Group Inc. shall not be responsible for any deviation from this drawing;any failure to build the ANnwcOrwvANr truss in conformance with ANSIPI1, or for handlin shipping, installation and bracing of,trussesA seal on this drawing or cover pafge , , 6750 Forum Drive listing this drawing indicates acceptance of ro essional engineering responsibility solely for the design shown. The su! ability Suite 305 and use of this gnawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE_ www.al ineitw.00m; TPI: www.t insl.or ; SBCA: www.sbcindusl .com; ICC: wwwJccsafe.org Orlando FL, 32821 Job Number: N362326 Ply: 1 SEON: 80716 / T33 / JACK Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Oty: 2 FROM: RAA DrwNo: 239.20.1113.51954 Truss Label: CAE / BAF 08/26/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 6"l Wind Criteria Wind Sid: ASCE 7-10 Speed:160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "l36" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min, toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 12 4 r Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE A5 � T r �_912119 o 81811 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.177 Max BC CSI: 0.024 Max Web CSI: 0.000 VIEW Ver: 17.02.02C.0211.16 s} 1 H rJf 017,08 1 z n COA ftt B Q�lAtL" 08/26/2020 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 139 /97 /131 /- /29 /8.0 D 14 /7 /18 /- /- /1.5 C -11 /27 /24 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing. and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r sa�ety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a progeny attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin insalled per BCSI sections B3, B7 or 610, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. (tefer to ALPINE� drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing(any failure to build the a"m+coM— truss in conformance with ANSI/l PI 1, or for handling, shipping, Installation and bracing of trussesA seal on this drawing or cover page , , 6750 Forum Drive I isting this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability Suite For and use of this gnawing for any structure is phe responsibility of the Building Designer per ANSI/TPI 1 Sec.2.305 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32821 Job Number: N362326 Ply: 2 SEQN: 21792 / T23 / MONO Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHI3/ 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA Dnallo: 239.20.1113.53515 Truss Label: MG1 KID / FV 08/26/2020 2 Complete Trusses Required M"8 7' 32"8 3'9"8 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T T3 _L 1112X4C 12 5 p g4 M rI) M 4X4A(A1) 18'8"12 E D 1114X6 1114X8 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.70 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x6 SP #2 N Webs 2x4 SP #3 Lumber value set "l313" uses design values approved 1/30/2013 by ALSC Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 4.25" 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 55 pif at 0.00 to 55 plf at 7.00 BC: From 10 plf at 0.00 to 10 plf at 7.00 BC: 161 lb Conc. Load at 1.09 BC: 1559 lb Conc. Load at 3.00 BC: 778 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Additional Notes WIND LOAD CASE MODIFIED! 7' 3'0"12 3'11"4 3'0.12 T 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): -0.033 E 999' 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.038 E 9991 240 A 1508 /- /- P /1510 P HORZ(LL): -0.008 D - - D 1445 /- /- /- /1352 /- HORZ(TL): 0.009 D - - Wind reactions based on MWFRS Code / Misc Criteria Creep Factor: 2.0 A Brg Width = 8.0 Min Req = 1.5 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.414 D Brg Width = - Min Req = - TPI Std: 2014 Max BC CSI: 0.720 Bearing A is a rigid surface. Rep Factors Used: No Max Web CSI: 0.439 Bearing A requires a seat plate. FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. WAVE VIEW Ver: 17.02.02C.0211.16 A - B 1487 -1442 It is the responsibility of the Building Designer and Truss Fabricator to review this drawing prior to cutting lumber to verify that all data, including dimensions and loads, conform to the architectural plans/specifications and fabricators truss layout. 0 0 I,iI�V a o 'fit COA iW 08/26/2020 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-E 1311 -1351 E-D 1252 -1291 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. E - B 948 - 980 B - D 1372 -1330 *`WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT•' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide temporaryry _ bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a propperly attached riqid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. f7efer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawingtany failure to build the AN -PAW truss in conformance with ANSIII PI 1, or for handlin shipping, installation and bracing of trussesA seal on this drawing or cover page , , 6750 Forum Drive I isting this drawing, indicates acceptance of pro essionaT engineering responsibility solely for the design shown. The suitability Suite 305 and use of this drawing for any structure is the responsibility of the Building Designer perANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitwxom; TPI: www.l inst.or ; SBCA: www.sbdndust .corn; ICC: -imsafe.org Orlando FL, 32821 Job Number: N362326 Ply: 1 SEQN: 56389 / T18 / SPEC Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 26011 HAYDEN EXPRESS City: 22 FROM: RAA DrwNo: 239.20.1113.49708 Truss Label: EJ7 AK / YK 08/26/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " L 21'10"3 12 5 D co t!� M r C) B A 18'8"12 D 4X4(B1) Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 20.50 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 If Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0% min. toe -nails at bottom chord. 7' 7' 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): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): -0.016 D HORZ(TL): 0.023 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 7Max TC CSI: 0.778 TPI Std: 2014 Max BC CSI: 0.549 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.02A.121321 WAVE ((V'V�•� is +e o. 7,08 1 d e � 17"11 V s fir nose en•°. •o®•°*° ("'� COA `SB�QIYA s� 08/26/2020 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 327 / 172 / 232 / - / 179 / 8.0 D 130 /21 /101 /- /- /1.5 C 175 / 169 160 /- / - / 1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for saTery practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or k310, as applicable. Apply lates to each face, oftrussand position as shown above and on the Joint Details, unless noted otherwise. f�efer to ALPINE� drawings 160A-Z for s�andard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ,,mnYCo, A truss in conformance with ANSI/1 PI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover pa�e , , 2400 Lake Orange Dr. listing this drawing, indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sut ablitty Suite 150 and use of this drawing for any structure is the responstbility of the building Designer per ANSIFrPI 1 Sec.2, For more information see this job's general notes page and these web sites: ALPINE: — al ineitm om; TPI: w .t insl.or ; SBCA: w .sbcindust .com: ICC:—iccsaie.org Orlando FL, 32837 • Job Number: N362326 Ply: 1 SEQN: 5b390 / T22 / SPEC Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qly: 3 FROM: RAA DrwNo: 239.20.1113.50659 Truss Label: EJ72 KM / YK 08/26/2020 C 21'10"3 12 5 M Zr) co M O B 18'8"12 A D 4X4(B1) Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 2'I_ 7' — T` 7' Wind Criteria Snow Criteria (Pg,Pf in PSF) Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NP Speed: 160 mph Pf: NA Ce: NA Enclosure: Closed Lu: NA Cs: NA Risk Category: II Snow Duration: NA EXP: C Mean Height: 20.29 it Code / Misc Criteria BCDL: .2 psf BCDL:.0 psi 5 Bldg Code: FBC 6th.ed 201' MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 C&C Dist a: 3.00 ft Rep Factors Used: Yes Loc. from endwall: not in 4.50 It FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Defl/CSI Criteria ♦ Maximum Reactions (lbs) PP Deflection in loc Udefl, U# I Loc R / U / Rw / Rh / RL / W VERT(LL): NA VERT(TL): NA HORZ(LL): -0.012 D HORZ(TL): 0.018 D Creep Factor: 2.0 Max TIC CSI: 0.736 Max BC CSI: 0.538 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 140 pi,�,/®•NWpy.Or,W• 4•tr• f�yr,�/,'�i'+ o. 708 I 4 �o4 ,� :• T 011 CO A 4 08/26/2020 B 395 / 226 / 305 / - / 200 / 8.0 D 129 /16 /99 /- /- /1.5 C 167 / 160 / 52 ! - / - / 1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a progeryy attached rigid ceiling Locations shown 0 ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, as applicable. Apply plates to each face of truss and position as shown above and on the Joint -Details, unless noted otherwise. kefer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the a„nwCo„,,,,„ truss in conformance with ANSI[TPI 1, or for handling, shlppinq, installation and bracing of,trussesA seal on this drawing or cover, page , , 2400 Lake Orange Dr. listing this drawing indicates acceptance of ro essiona engineering responsibility solely for the design shown. The uiCability Suite Lake and use of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2:150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com: TPI: www.tpinsterg: SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N362326 Ply: 1 SEQN: 21788 / T4 / JACK Cust R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: HMT DrvNo: 239.20.1113.53374 Truss Label: CJ5A / WHK 08/26/2020 12 C 21'0"2 v io (V 18'8"12 1113X8(E3) D 4X4(E3) f5T Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.41 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/l/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N :Lt Slider 2x4 SP #3: BLOCK LENGTH = 2.000' Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 3'10"4 4'3"4 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): NA Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): -0.028 B HORZ(TL): 0.035 B Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 2017 Max TC CSI: 0.448 TPI Std: 2014 Max BC CSI: 0.195 Rep Factors Used: Yes Max Web CSI: 0.171 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.02C.0211.16 SPE 0 q ®. i08 1 s 6 9 4 0 @® aq COA���NAL .� c""I 08/26/2020 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 161 /- /- /101 /66 194 D 80 /- /- /63 /11 /- C 113 /- /- 140 /114 A Wind reactions based on MWFRS A Brg Width = - Min Req = - D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS It extreme care in fabricating, handlin shipping, installing,and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, byv TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly id ceilinq Locations shown forpermanent lateral restraint of webs shall have bracin ins�alled per BCSI sections B3, B7 or 610, e. ADDyV plates to each face of truss and position as shown above and on the Joint9Details. unless noted otherwise. kefer to a division of Im 1, or Torn acceptance any structure his drawing,any failure to build the on this drawing or cover pa e , ie design shown. The suit9ablltty ALPINE 6750 Forum Drive Suite 305 Orlando FL, 32821 Job Number: N362326 Ply: 1 SEQN: 50393 / T26 JACK I Gust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS City: 8 FROM: RAA DrwNo: 239.20.1113.49848 Truss Label: CJ5 KID / WHK 08/26/2020 C 12 20'11"14 5 v 00 CV (V B A 18'8"12 D 4X4(B1) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 20.07 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 4' 11 "4 411 "4 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L!# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): NA B 252 / 134 / 185 / - / 130 / 8.0 Lu: NA Cs: NA VERT(TL): NA C 121 / 116 140 / - / - / 1.5 Snow Duration: NA HORZ(LL): -0.005 D D 91 / 13 / 70 / - ! - / 1.5 HORZ(TL): 0.007 D Wind reactions based on MWFRS Code / Misc Criteria Creep Factor: 2.0 B Min Brg Width Req = 1.5 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.462 C Min Brg Width Req = - TPI Std: 2014 Max BC CSI: 0.271 D Min Brg Width Req = - Rep Factors Used: Yes Max Web CSI: 0.000 Bearing B is a rigid surface. FT/RT:20(0)I10(0) Bearing B requires a seat plate. Plate Type(s): Members not listed have forces less than 375# WAVE VIEW Ver: 17.02.02A.1213.21 0 �••- H rfi • "rf � /glyq+y��rr .710841 o%AT WOr,,; 1� 'i AL COA rUn$nlwlill1 08/26/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, byy TPI and SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted o) herwise,top chord shall have properly attached structural sheathinqq and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracinc1 installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the JoinCDetails, unless noted otherwise. Meter to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawinglany failure to build the •xrtwco— truss in conformance with ANSIfTPI 1, or for handlin shippinl, installation and bracing of trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr. listing this drawing indicates acceptance of ro essiona engineering responsibility solely for the design shown. The suitability Suite Lake and use of this gnawing for any structure is the responsibility of the Building Designer per ANSIIfPI 1 Sec.Z150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.mm; TPI: www.l insl.or ; SBCA: www.sbcindust .com; !CC: wwiccsafe.org Orlando FL, 32837 Job Number: N362326 Ply: 1 SEQN: 50395 / T30 / JACK Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHI3/ 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.50519 Truss Label: CJ52 KM / WHK 08/26/2020 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 20'11"14 (V CV B M 18'8"12 A D 4X4(B1) i- 2' Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 19.86 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 It GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 4' 11 "4 4' 11 "4 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.004 D HORZ(TL): 0.005 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 2017 Max TC CSI: 0.568 TPI Std: 2014 Max BC CSI: 0.260 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE 08/26/2020 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 325 / 192 / 265 / - / 151 / 8.0 C 109 / 104 127 / - 1- 11.5 D 90 /8 /74 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 C Min Brg Width Req = - D Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a properly attached rictid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, _ as applicable. Apply plates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to ALPINE� drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawingjany failure to build the .- CO -truss in conformance with ANSI1 PI 1, or for handlin4, shipping, installation and bracing of trussesA seal on this drawing or cover page ?ability 2400 Lake Orange Dr. listing this drawing indicates acceptance of ro esstona engineering responsibility solely for the design shown. The suitabtltty Suite 150 and use of this drawing for any structure is tphe responsibility of the Building Designer per ANSI/TPI 1 Sec.2l For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t insl.or ; SBCA: www.sbcindusl .com; ICC: -icesafe.org Orlando FL, 32837 Job Number: N362326 Ply: 1 SEQN: 50396 / T27 / JACK Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 8 FROM: RAA DrwNo: 239.20.1113.49598 Truss Label: CJ3 KM / WHK 08/26/2020 63 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 19.65 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 12 C 2' 11 "4 i 2' 11 "4 Snow Criteria (Pg,Pf In PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# 20'1 "14 tb T r� 18'8"12 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W Pf: NA Ce: NA VERT(LL): NA B 182 / 100 / 143 / - / 85 / 8.0 Lu: NA Cs: NA VERT(TL): NA C 66 164 / 18 / - / - / 1.5 Snow Duration: NA HORZ(LL): -0.001 D D 53 / 5 / 42 / - / - / 1.5 HORZ(TL): 0.001 D Wind reactions based on MWFRS Code / Misc Criteria Creep Factor: 2.0 B Min Brg Width Req = 1.5 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.252 C Min Brg Width Req = - TPI Sid: 2014 Max BC CSI: 0.090 D Min Brg Width Req = - Rep Factors Used: Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Bearing B requires a seat plate. FT/RT.20(0)/10(0) Plate Type(s): Members not listed have forces less than 375# WAVE VIEW Ver: 17.02.02A.1213.21 �,,,. H. 1C E S, 0.708 1 a i • • 1 ` •4 O �j 0�f •O a, �I{'� COAL 0 AL � twllmu l 08/26/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS; Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety. Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proper y attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or B10, _ as applicable. Apply plates to each face of truss and position as shown above and on the Join[ Details, unless noted otherwise. kefer to ALPINE� drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the •amreoeevun truss in conformance with ANSI 1, or for handlin shipping, installation and bracing of trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability Suite Lake and use of this gnawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2.150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.wrn; TPI: www.l inst.or ; SBCA: www.sbcindust .corn; !CC: -imsafe.org Orlando FL, 32837 Job Number: N362326 Ply: 1 SEON: 50398 1 T13 / JACK Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Oty: 1 FROM: RAA DrwNo: 239.20.1113.4970, Truss Label: CJ3A KM / YK 08/26/2020 T 6"3 i 12 5 7,77- B 20'1 "14 A CO r- 18'8"12 C 4M(B1) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 19.86 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 2'11 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in Icc L/defl L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): -0.002 C HORZ(TL): 0.002 C Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.285 TPI Sid: 2014 Max BC CSI: 0.119 j Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.02A.1213.21 q ay�3 r i 0.708 1 ` 4 ° a o ° :. 1A 0 r ® 4A COA AWL, lrrs,r9gyau"10 08/26/2020 ♦ Maximum Reactions (Ibs) Loc R /U /Rw !Rh /RL /W A 115 /47 /72 /- /63 /8.0 B 74 /72 /26 /- /- /1.5 C 54 /8 143 !- !- /1.5 Wind reactions based on MWFRS A Min Brg Width Req = 1.5 B Min Brg Width Req = - C Min Brg Width Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Trusses require extreme care in fabricating, handlin shipping, installingand bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, byy TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proLpefly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810, as applicable. AppTy tales to each face of truss and position as shown above and on the Join Details, unless noted otherwise. F�efer to � drawings 160A-Z for s�andard plate positions. ALPINE Alpine, a division of ITW Buildinq_Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the .°nweo—W truss in conformance with ANSIffPI 1, or for handlin shipping, installation and bracing of trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr. listing this drawing,indicates acceptance of ro essiona engmeering responsibility solely for the design shown. The suitability Suite Lake and use of this awing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2:150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t insl.or ; SBCA: www.sbcindusl .com; ICC: —imsafe.org Orlando FL, 32837 T Job Number: N362326 Ply: 1 SEQN: 50400 / T31 / JACK Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.50581 Truss Label: CJ32 KM / YK 08/26/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " li 12 20'1 "14 5 � B 00 oD N 18'8"12 A pl 4X4(B1) 2' Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 19.44It TCDL: 4.2 psf BCDL: 5.0 psf 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 2' 11 "4 PAW,! Snow Criteria (Pg,Pf in PSF) DeflICSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.003 D HORZ(TL): 0.003 D Code I Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.952 TPI Sid: 2014 Max BC CSI: 0.189 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 268 / 169 / 237 / - / 106 / 8.0 C 44 /44 /17 /- /- /1.5 D 51 /12 /51 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 C Min Brg Width Req = - D Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# COA' A010 rAs1,181100 08/26/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a progeny attached riclid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. F�efer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN COMYANV truss in conformance with ANSI rfPI 1, or for handlin, shippinlq, installation and bracing of trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr. listing this drawing, indicates acceptance of ro esslonar engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 SecZ Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineihv.com; TPI: www.t inst.or ; SBCA: www.sbcindust .corn; ICC: "w.iccsafe.org Orlando FL, 32837 ti Job Number: N362326 Ply: 1 SEQN: 50401 / T28 / JACK Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS City: 10 FROM: RAA DrwNo: 239.20.1113.50425 Truss Label: CA KM / WHK 08/26/2020 T 6"3 / Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 19.23 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. N mot• 19'3"14 r- o �- 18'8"12 �- 11 "4 1I 11"4 I r 11 "4 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in Icc Udefl U# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): NA B 135 / 93 / 126 / - / 41 / 8.0 Lu: NA Cs: NA VERT(TL): NA C -11 / 28 / 25 / - / - / 1.5 Snow Duration: NA HORZ(LL): 0.000 C D 14 / 7 / 17 / - / - / 1.5 HORZ(TL): 0.000 C Wind reactions based on MWFRS Code / Misc Criteria Creep Factor: 2.0 B Min Brg Width Req = 1.5 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.195 C Min Brg Width Req = - TPI Std: 2014 Max BC CSI: 0.023 D Min Brg Width Req = - Rep Factors Used: Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Bearing B requires a seat plate. FT/RT:20(0)/10(0) Plate Type(s): Members not listed have forces less than 375# WAVE VIEW Ver: 17.02.02A.1213.21 �� �(yayr..y�.rrr�a a;.�rgre" ►.s� (r�jryr. V 4r f 4� � y 708 1 0 ® r t SIAT 0 a° VONAL ° `�twhem aaav 08/26/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an SBCA) fr safety practices prior to performing these functions. Installers shall provide temporaryBCSI. Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a progeny )1id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, e. Appyy plates to each face, oftrussand position as shown above and on the Jo!nt9Deta!Is, unless noted otherwise. (2efer to 60A-Z for standard plate positions. a division of ,I Hi 1, or forr acceptance any structure any deviation from this drawing,any failure to build the 1g of.trussesA seal on this drawing or cover pa e , sibillty solely for the design shown. The suitability )esigner per ANSIfTPI 1 Sec.2. TPI: www.tpinst.org; SBCA: www.sbcindustryxarn; ICC: www.iccsafi ALPINE AN"WCOM W 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N362326 Ply: 1 SEQN: 80720 / T1 / HIP_ Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.51751 Truss Label: HJ6E KD / YK 08/26/2020 12 C 2.83 10'97 CV Zo B iV A 8'8" D 2X4(A1) 1r5" + 82'5 mi 8'2"5 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed:160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #1 Bot chord 2x4 SP #2 N Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 5-9-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Provide (3) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl' L/# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.017 D HORZ(TL): 0.031 D Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.594 Max Web CSI: 0.000 VIEW Ver: 17.02.02C.02111.16 ` ", EN�y' 4a _9r $amq aA9eaar" s'r� �,<yl� o• V. i Q8 i .rt 04 S /iR 01 0 j �p 0 Qa R o s �168E6318'V�t' 08/26/2020 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 250 /127 /- /- /- /11.3 D 115 /- /32 /- /- /1.5 C 273 /211 /- /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 87 or 610, as applicable. Apply places to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to ALPINE� drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the .,,m„Co,,,, truss in conformance with ANSUI PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , , 6750 Forum Drive listing this drawing indicates acceptance of protesslonaf engineering responsibility solely for the design shown. The suitability Suite 305 and use of this gnawing for any structure is p e responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inster ; SBCA: www.sbcindusl .com; !CC: "iccsafe.or9 Orlando FL, 32821 Job Number: N362326 Ply: 1 SEQN: 50408 / T43 / HIP_ Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 2 FROM: MRS DrwNo: 239.20.1113.51283 Truss Label: HJ3L KD / YK 08/26/2020 3� �- 1'5" o 2.83 C Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads and reactions based on MWFRS. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 4'2113 4'2"3 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# T918114 N co 81811 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W Pf: NA Ce: NA VERT(LL): NA E 142 / 83 / - / - / - / 10.6 Lu: NA Cs: NA VERT(TL): NA D 69 / 5 / - / - / - 11.5 Snow Duration: NA HORZ(LL): 0.001 D C 36 / 6 /- /- /- / 1.5 HORZ(TL): 0.004 D Wind reactions based on MWFRS Code / Misc Criteria Creep Factor. 2.0 E Min Brg Width Req = 1.5 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.120 D Min Brg Width Req = - TPI Std: 2014 Max BC CSI: 0.156 C Min Brg Width Req = - Rep Factors Used: Yes Max Web CSI: 0.000 Bearing E is a rigid surface. Bearing E requires a seat plate. FT/RT:20(0)/l 0(0) Plate Type(s): Members not listed have forces less than 375# WAVE VIEW Ver: 17.02.02A.1213.21 • o.708 1 8 0 COA ONA�. � 4� �arsearfou+�*�w 08/26/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted oherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached riclid ceiling Locations shown forpermanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, _ as applicable. Apply plates to each face of truss and position as shown above and on the JoinCDetails, unless noted otherwise. f�efer to ALPINE� drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing;any failure to build the .„mvCau truss in conformance with ANSIl1 PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page 2400 Lake Orange Dr. listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability Suite 150 and use of this drawing, for any structure is phe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.00m; TPI: www.l insl.or ; SBCA: www.sbcindusl .coin: ICC: —wJccsafe.org Orlando FL, 32837 Y Job Number: N362326 Ply: 1 SEON: 21790 / T19 / SPEC I Cusl: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS City: 5 FROM: RAA DrwNo: 239.20.1113.50363 Truss Label: HJ7 KM / WHK 08/26/2020 5'7"8 5'7"8 9'10"1 4'2"9 21'10"2 12 3.54 4X4 C in 90 ih CO B 6"3A 18'8"12 G F E 4X4(81) 1112X4 =5X5 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 20.49 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Provide (3) 0.162"x3.5", min toe -nails at top chord. Provide (3) 0.162"x3.5", min toe -nails at bottom chord. 5'5"12 3'6"3 10"2 5'5"12 8'11"15 9'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 61h.ed 201 TPI Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.044 G 999' 360 VERT(TL): 0.120 G 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.014 C Creep Factor: 2.0 Max TC CSI: 0.512 Max BC CSI: 0.699 Max Web CSI: 0.268 VIEW Ver: 17.02.02A.1213.21 08/26/2020 ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 324 /205 /- /- /- /10.6 E 363 /142 /- /- /- /1.5 D 211 /206 /- /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 E Min Brg Width Req = - D Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 439 - 713 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - G 664 -404 G - F 654 -406 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 458 - 737 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properr y attached riclid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildincL Components Group Inc., shall not be responsible for any deviation from this drawing;any failure to build the truss in conformance with ANSI TPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , 2400 Lake Orange Dr. listing this drawing indicates acceptance of ro essiona engineering responsibility solely for the design shown. The suitability Suite Lake and use of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2,.150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.wm; TPI: www.t insLor ; SBCA: www.sbcindust .corn; ICC: -iccsafe.org Orlando FL, 32837 >r� . 4 Gable Stud Reinforcement Detail ASCE 7-101 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Orr 120 mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 ❑r, 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Orr 100 moh wind snepd. 3D' Mann HPlnInt. Pnrtlnlly Fnrinaod_ Fvnno n, n ie0+ = i nn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) Ix4 'L' Brace X (1) 2x4 'L' Brace r (2) 2x4 'L' Brace lei (1) 2x6 'L' Brace N (2) 2x6 'L' Brace ■ Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 4' V 6' 11' 7' 2' 8' 2' 8' 6' 9' 9' 10, 2' 12' 10' 13' 4' 14' 0' 14' 0' 0) U S P F #3 3' 10' 6' 2' 6' 7' 8' 1' S' 5' 9' 8' 10, 0' 12' 8' 13' 2' 14' 0' 14' 0' P Stud 3' 10' 6' 2- 6' 6' 8' 1' B' 5' 9' B. 10, 0' 12, B' 13' 2' 14' 0' 14' 0' p Standard 3' 10' 5' 3' 5' 7' 7' 0' 7' 6' 9' G. 10' 0' II' 0' 11' 10' 14' 0' 14' 0' #1 4' 2' 7' 0' 7' 3' 6' 3' 8' 7' 9' 10' 10, 3' 13' 0' 13' 6' 14' 0' 14' 0' --J S P #2 4' V 6' 11' 7' 2' 8' 2' 8' 6' 9' 9' 10, 2' 12' 10' 13' 4- 14' 0' 14' 0- #3 4' 0' 5' 7' 5' 11' 7' 5' 7' 11' 9' B' 10, 1' 11' 7' 12' 5' 14' 0' 14' 0' d F Stud 4' 0' 5' 7' 5' 11' 7' 5' 7' 11' 9' 8' 10, 1' 11' 7' 12' 5' 14' 0' 14' 0' Standard 3' 9' 4' 11' 5' 13' 6' 6' 7' 0' e' 10' 9' 6' 10' 3' 11' 0' 13, 11' 14' 0' �-% _P #1 / #2 4' 8' 7' 11' 8' 3' 9' 4' 9' 9' 11' 2' 11' 7' 14' 0' 14' 0' 14' 0' 14' 0' _ S P F #3 4' 5' 7' 6' 8' 3' 9' 3' 9' 7' ill 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' U H F Stud 4' S' 7' 6' B' 0' 9' 3' 9' 7' I1' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' O Standard 4' 5' 6' 5' 6' 10' 8' 7' 9' 2' 11' 0' 11' 6' 13' 6' 14' 0' 14' 0' 14' 0' \ #1 4' 10' 8' 0' 8' 4' 9' 6' 9' 10' 11' 3' 11' 9' 14' 0' 14' 0' 14' 0' 14' 0' / S P #2 4' 8' 7' 11' 8' 3' 9' 4' 9' 9' 11' 2' 11' 7' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 7' 6' 10' 7' 3' 9' 1' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' Q.) I D F L Stud 4' 7' 6' 10' 7' 3' 9' 1' 9' S. 11' 1' I1' 6' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 5' 6' 0' 6' 5' B' 0' 8' 7' 10, 10' 11' 6' 12' 7' 13' 15' 14' 0' 14' 0' #1 / #2 5' 2' 8' 9' 9' 1' 10' 4' 10, 9' 11' 2' 12' 9' 14' 0' 14' 0' 14' 0' 14' 0' d S P F #3 4' 10' 8' 7' 8' ill 10, 2' 10' 7' 12' 2' 12, e' 14' 0' 14' 0' 14' 0' 14' 0' U u F Stud 4' 10' 8' 7' 8' 11' 10' 2' 10' 7' 12' 2' 12, 8' 14' 0' 14' 0' 14' 0' 14' 0' O I� Standard 4' 10' 7' 5' 7' 11' 9' 11' 10' 7' 12' 2' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' X 01 5' 4' 8' 10' 9' 2' 10' 5' 10, 10, 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' dk S P #2 5' 2' 8' 9' 9' 1' 10' 4' 10, 9' 12' 3' 12' 9' 14' 0' 14' 0' 14' 0' 14' 0' 0-1 #3 5' 0' 7' 10' 8' 4' 10' 3' 10' 8' 12' 2' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' I I D F L Stud 5' 0' 7' 10- 8' 4' 10' 3' 10' 8' 12' 2' 12, 8' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 10' 6' 11' 7' 4' 9' 3' 9' 10' 12' 2' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' Bracing Group Species and Grades) Group A: S ruce-Pine-Fir Hem-Flr #1 / #2 Standard #2 Stud #3 Stud #3 Standard Dou las Fir -Larch Southern Plne..w #3 #3 Stud Stud Standard Standard Group BI Hem -Fir #1 6 Btr #1 Dou los Flr-Larch Southern Plnerr- #1 #1 #2 #2 lx4 Braces shall be SRB (Stress -Rated Board). -.For ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with thesegrades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240, Provide uplift connections for 100 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. About,Y_ Attach 'L' braces with lOd (0.128'x3,0' min) nails. able Truss )K For (1) 'L' bracer space nails at 2' o,c. In 18' end zones and 4' o.c. between zones. Diagonal brace optloni )K)KFor (2) 'L' braces, space nails at 3' ox, vertical length may be T In 18' end zones and 6' o.c. between zones. doubled when diagonal 18' iR 'L' bracing must be a minimum of 80% of web brace Is used. Connect _ member length, diagonal brace for 525# •L• at each end. Max web Brace Gable Vertical Plate Sizes total length Is 14'. Vertical Length No Splice 2x6 DF-L #2 or I Less than 4' 0' 2x4 better diagonal T_ -FI Greater than 4' 01, but 3x4 In length shown I 45• br doul6lengle B' 1 . 1 turitl td3gt less than 11' 6' tablej Greater than 11' 6' 04 (as shown) at L 161 - , + Refer to common truss design for upper end, 'r- peak, splice, and heel plates, Connect dingonn at rI a# w o y^. Refer to the Building Designer for conditions midpoint of vertical web. Refer to chart h"bove+°for ax abl ve tl n leK th. not addressed by this detnR. --WARININGI READ AND FOLLOW ALL NOTES [IN THIS DRAWING! --IMPORTANT-. FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS REF ASCE7-10-GAB14030 Trusses require extreme care In fabricating, hamdling, shipping, Installing and bracing. Refert,.�s�pnj i foIto. the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) fo s, tya o DATE 10/01/14 practices prior to performing tem -these functions. Installers shall provide tporary bracing p¢ BCSI, - ."". Unless noted otherwise, top chord shall have properly attached structural sheathing and bo n chopo q'@° Y1 a� DRWG A14030ENC101014 shall have a properly attached rigid ceiling. Locations shorn for permanent lateral restraint f • so P:i 4J o shall hove bracing Installed per BCSI sections B3, B7 or BIC, as appllcable. Apply plates to eo a ALPINE of truss rraa position a shorn above plate a the iJoin'ons. Detallc, unless noted otherwlsv. i ar t� Refry to drawings f IT for standard plate positions. boo Alpine, a division of ITV Building Components Group Inc, shall not he responsible far any devlatla beer • rp•O this drawing, y failure to build the truss In conformance with ANSI/TPI 1, or for handUng, sWpping o..11r-a ('.� 6� AN ITW COMPANY Installation 6 bracing of trusses. MAX, TOT. LD, 60 PSF A sent on this drawing or cover page listing this drawing, indicates acceptance of professional } 1 514 Earth City Expressway ngineering responsibility solely for the design shown The suitability nd use of this drawing 4R 0 AL Suite 242 for any structure is the resporsIblity of the Building DxIgnwr per ANSI/TPI I Sect. 8/26/2020 Earth City, MO 63045 For more Information see this Job's general notes page and these web sites,MAX, SPACING 24,0' ALPINE) r w.alpineltr.comi TPI, rrw,tpinst.orgr SBCAl www,sbcindustry.orgi ICG www,lccsofearg . t ,T Relnfo Merck Go Tr Gable Detail For I at -in Var-hirnlc Gable Truss Plate Sizes opropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a to that covers the total area of ,apped plates to span the web, „ 2X4 2X4 2X8 erovicie connections for uplift specifled on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nollsr IOd Common (0,148'x 3.',min) Nails at 4' o,c. plus (4) nails In the top and bottom chords, Toenailed Nails, IOd Common (0148'x3',min) Toenails at 4' o.c, plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load, ASCE 7-05 Gable Detall Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 Gable Detail Drawings A11515ENC101014; A12015ENC101014; A14015ENC101014, A16015ENC101014; A18015ENC101014, A20015ENC101014, A20015END103014, A20015PED101014, A11530ENC101014, A12030ENC101014, A1403OENC101014, A1603CENC101014, A18030ENC101014, A20030ENC101014, A20030ENDIO1014, A2003OPED101014 S11515ENC100815, S12015ENC100815, S14015ENC100815, S16015ENC100815, S18015ENC100815, S20015ENC100815, S20015END1008 1'3MB*AgPj15, S11530ENC100815, S12030ENC100815, S1403CENC 03 C100 0. S18030ENC100815, S2003OENC100815, S20030 001 Q4�Q 1ClO wwa sea See appropriate Alpine gable detail for maxim d a�i'�.,O�f 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail), Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord, 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member, eb Length Increase w/ 'T' Brace Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP N3 'T' Reinforcing -Member Size 2x4 - 'T' Brace Increase (From Above) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf, Mbr. Size 'T' Increase 2x4 30 2x6 20 WWORTANT.. FURNISH THIS DRA READ WING TD ALL CWTRACTDRS INCLUDING THE INSTALLERS a D FOLL13W ALL NOTES ON THIS DRAVINGI �' ��'�' l REF LET -IN VERT Trusses require extreme core In fabricating, handling, shipping, Installing and bracing, Refea n r follow the latest edition of BCSI (Bukding Component Safety Information, by TPI and SBCAI fo s tys _ DATE 10�01/14 proctices prior to performing these functions. Installers shall provide tenparary brocln9 pe 1CSI, Unless ss noted otherwise, top chord shall have properly attached structural sheething am ba m chasm ; DRWG GBLLETIN1014 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrolnt f si Q �AN � shall have bracing Installed per abo sections th J or DB10,et ils unlessbno Apply plates to ead 6 f truss and posl{lon as shorn above and on the Joint De{oils, unless noted otherwise. Refer to drawings 16OA-2 for standard plate positions, o Alpine, division of ITV Building Components Group Inc, shall of be responsible for any deviot r saes AN RW COMPANY this drawing, any Fall- to build the truss In conformance with ANSI/TPI 1, or for handling, shippin osw•,wn°' `° Installation & bracing f trusses. L¢¢¢7►►p j MAX. TOT. LD, 60 PSF A seek on this drawing or cover page listing this drawing, Indicates acceptance of professional / ," #LSy\ 13723 Riverpon Drive engineering responsibility solely for the design shown The suitability and use of this drawing �-«� �da�, DUR, FAC, ANY Suite 200 for any structure Is the responsibllity of the Building Designer per ANSI/TPI 1 Sec2. 1,17`PP o p t 8�26/2020 Maryland Heights, M063043 For more Information see this Job's general notes page and these web sites MAX, SPACING 24,0' ALPINE, www,alpineitr,comi TPI, www.tpinst.org, SBCA, www,sbclndustry,orgl ICd wwrlccsofe,org Gable Stud Reinforcement Detail ASCE 7-10i 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Ore 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 ❑r, 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Ore 100 moh Wind Soeed. 15' Menn Heloht. Pnrtlally Fnrinced. Fwnxurf+ TI. 1(7t = inn 2x4 Bence Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Bence x (1) 2x4 'L' Bence we(2> 2x4 'L' Brace xx (1) 2x6 'L' Bence x (2) 2x6 'L' Bence ree Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 4' 3' 7' 3' 7' 7' 8' 7' 8' 11' 10, 3' 10, 8' 13' 6' 14' 0' 14' 0' 14' 0' a U S P F #3 4' V 6' 7' 7' 1' 8' 6' e' 10, 10, 1' 10, 6' 13' 4' 13' 10' 14' 0' 14' 0' I� Stud 4' 1' 6' 7' 7' 0' 8' 6' 8' 10, 10, 1' 10' 6' 13' 4' 13' 10' 14' 0' 14' 0' O fHl Standard 4' 1' 5' 8' 6' 0' 7' 7' 8' 1' 10, 1' 10' 6' 11' 10' 12' 8' 14' 0' 14' 0' #1 4' 6' 7' 4' 7' 8' e' 8' 9' 0' 10' 4' 10, 9' 13' 8' 14' 0' 14' 0' 14' 0' -J S P #2 4' 3' 7' 3' 7' 7' 8' 7' 8' 11' 10' 3' 10' B' 13' 6' 14' 0' 14' 0' 14' 0' #3 4' 2' 6' 0' 6' 4' 7' 11- 8' 6' 10' 2' 10' 7' 12' 5' 13' 4' 14' 0' 14' 0' F Stud 4' 2' 6' 0' 6' 4' 7' 11' 8' 6' 10, 2' 10' 7' 12' S' 13' 4' 14' 0' 14' 0' d Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 6' 10' 2' 11' 0' 11' 10, 14' 0' 14' 0' �% r #1 / #2 4' 11' 8' 4' B' 8' 9' 10' 10' 3' 11' 8' 12, 2' 14' 0' 14' 0' 14' 0' 14' 0' -�-) S P I� #3 4' 8' 8' 1' B' 8' 9' B' 10, 1' 11' 7' 12' I' 14' 0' 14' 0' 14' 0' 14' 0' Uu 4' 8' 8' 1' B' 6' 9' 8' 10, 1' 11' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' W O I� Standard 4' B' 6' 11' 7' 5' 9' 3' 9' 11' 11' 7' 12' V 14' 0' 14' 0' 14' V 14' 0' #1 5' 1' 8' 5' 8' 9' 9' 11' 10' 4' 11' 10, 12' 4' 14' 0' 14' 0' 14' 0' 14' 0' Zt S P #2 4' 11' 8' 4' B' e' 9' 10, 10131 ill 8' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' 0) D F L #3 4' 9' 7' 4' 7' 9' 9' 9' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' Stud 4' 9' 7' 4' 7' 9' 9' 9' 10, 2' 11' 8' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' B' 6' 5' 6' 10' B' 7' 9' 2' 1 11' 7' 12, 1' 13' 6' 14' 0' 14' 0' 14' 0' #1 / #2 5' 5' 9' 2' 9' 6' 10, 10, 11' 3' 11' 8' 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' d S P F #3 5' 1' 9' 0' 9' 4' 10, 8' 11' 1' 12, 9' 13' 3' 14' 0' 14' 0' 14' 0' 14' 0' U u F Stud 5' 1' 9' 0' 9' 4' 10, 8' 11' 1' 12' 9' 13' 3' 14' 0' 14' 0' 14' 0' 14' 0' - I l Standard 5' 1' 8' 0' 8' 6' 10, 8' 11' 1' 12, 9' 13' 3' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 8' 9' 3' 9' 8' 10111, 11' 4' 13' 0' 13' 6' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 5' 5' 9' 2' 9' 6' 10, 10, 11' 3' 12' 11' 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' 43 5' 3' 8' 5' 9' 0' 10' 9' 11' 2' 12' 10, 13' 4' 14' 0' 14' 0' 14' 0' 14' 0' r-I D F L Stud 5' 3' 1 8' 5' 9' 0' 10' 9' 11' 2' 12' 10' 13' 4' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 1' 1 7' 5' 7' 11' 9' 11' 10' 7' 1 12' 9' 13' 3' 14' 0' 14' 0' 14' 0' 14' 0' Bracing Group Species and Grades) Group AI S ruce-Pine-Fir Hem -Fir ql / #2 Standard #2 Stud #3 Stud 1 #3 IStandard Douillas Flr-Larch Southern Plnewxx #3 #3 Stud Stud Standard Standard Group Be Hem -Fir #1 6 Btr #1 Dou las Flr-Larch Southern Pinerrwr #1 #1 #2 02 Ix4 Braces shall be SRB (Stress -Rated Board). rrFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values maybe used with these rndes. Gable Truss Detail Notesi Wind Load deflection criterion Is L/240. Provide uplift connections for 55 plf over continuous bearing (5 psf TC Dead Load), Goble end supports toad from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. AboutL Attach 'L' braces with 10d (0.128'x3.0' min) nails. able Truss 31E For (1) 'L' brace- space nails at 2' o.c. In 18' end zones and 4' o.c, between zones. Diagonal brace option, )K )KFor (2) 'L' bracesi space nails at 3' o.c. vertical length may be T In 18' end zones and 6' o.c, between zones, doubled when diagonal 18' )K 'L' bracing must be n minimum of 807 of web brace Is used. Connect L member length. brace for diaat + each web at each end, Max'eb Brace a Gable Vertical Plate Sizes total length Is 14'. )K)K Vertical Lennth No S Iice 2x4 DF-L #2 or I Less than 4' 0' IX4 cr 2X3 better diagonal T I tl Greater than 4' 0' 3X4 Vertical length shown bracer single 8, $ UitCli i:Jfft In table above, 45• or double cut (as shown) at li L 1 / ��• + Referto commontruss for upper end, v o s Ice, nnd heel plates, P P P 4' a ,,, •a! Refer to the Building Designer for conditions Connect diagonal at midpoint of verticat web. Refer to A ' chart Aoveq°for ax abl ve tl a lee th, not addressed by this detall. AD TOAND FLOW ALL NOTES ON THIS DRA0 Ay 17 D4 rrI1WORTANTrr 0• S REF ASCE7-10-GAB14015 FURNISH TIIISEDRAVING ALL CONTRACTORS INCLUDINGG THE INSTALLERS4 q Trusses quire extreme care In fabricating, handling, shipping, bstalling and bracing. Ref e`° tt �g,pi w follow the latest edition of SCSI (Bulding Component Safety Information, by TPI and SBCA) fo s tyw C DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing pe BCSI. • U lrsz noted otherwise, top chord shall have properly attached structural shrathln0 and bo m aha shall have a property attached rigid celing. Locations shown for permanent lateral restraint f so �'� - e ti (.. DRWG A14015ENC101014 ,m shall have bracing Installed per BCSI sections H3, 87 or H10, as applicable. Apply plates to ea of trust and a lon as above and an the Joint Details, unless noted ather.Ise. as shownfor 4' 1, _ �• A LP I N E Refer to drawings s 16O for standard plate positions. boa® Alpine, division of 1TV Bulding Components Group Inc shall not be responsible for any devlatW •m•• e •®Oonr•nDa AN ITW COMPANY this drawing, any falure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping Installation & bracing f tru..es. �y $� 1,}+�j'� MAX, TOT. LD, 60 PSF 514 Earth City Expressway A seal an this drawing or cover page listing this drawing, Indicates acceptance of professional enter-ere,g responsibility solely for the desion The this drawing p� / f1.�P lN, �Z��zOZO � &`� Suite 242 shown suitablity and use of for any structwe is the msponsiblUty of the Building Designer per ANSI/TPI 1 Sec.2. pY1.,:V Y1`ffll 109Pi$$1;134 MAX. SPACING 24,0' Earth City, MO 63045 For more Information see this Job's general notes page and these web sitesi ALPINE- w w.alpineitw,comi TPI- www,tpinst.orgi SBCA, www.sbcindustry.orgi 1CCI -.1ccsafe,org i a 'T Relnfol Memb Go Tr Gable Detail Fnr I Pt -in VPrtirnlc, Gable Truss Plate Sizes ppropriate Alpine gable detall for e sizes for vertical studs, Engineered truss design for peak, -b, and heel plates. vertical plates overlap, use a .te that covers the total area of lapped plates to span the web, e, 2*2X4 2X8 rrovloe connectiions for uptirZ specirieci on the engineered truss design, Attach each 'T' reinforcing member with End Driven Nailsr 1001 Common (0.148'x 3',min) Nails at 4' o.c. plus (4) nails In the top and bottom chords. Toenalled Nallsr lOd Common (0,148'x3',m1n) Toenails at 4' o.c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051D14, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 4 ASCE 7-16 Gable Detail Drawings -A11515ENCIOD118,-A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END10011 ms1 tyl // S11530ENC100118, S12030ENC100118, S14030ENC 30 1001 ef,r+4 518030ENC100116, S20030ENC100118, S20030E 01 a•eQ��i D�0 See appropriate Alpine gable detall for maxlr c l egX_p� 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe -nail - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase w/ IT' Brace Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size =_ 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Goble Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf, Mbr. Size 'T' Increase 2x4 3D 2x6 20 ..IHPRTANT.. F RNISH TICS DRAVING EAD AND TO ALL CONTRACTORS INCLUDING THE INSTALLERS �' f U� ( REF LET -IN VERT Trusses require extreme core In fabricating, handling, shipping, Installing and br..Ing. Refe n , °s fallow the latest edition of BCS] (Bu4ding Component Safety Information, by TPI and SBCAI fo Wit„ a DATE 01/02/2018 practices prior to performing these functions. Installarc shall provide tenporary bracing pa BCS]. Unless noted otherwise, top chord shall have properly attached structural sheatNng and ba m cha'� ® = DRWG GBLLETIN0118 shall have a properly attached rigid ce4ing, Locations shown for permanent lateral restraint f n p. a shall have bracing Installed per BCSI sections 33, B7 or BIC, as applicable. Apply plates to en s / 4 ALPINE of truss and osit16O as shown above and on the Joint Details, unless noted otherwise, + (�Gl Refer to drawings 160A-2 for standard plate positions. • t s+ `%6/ Alpine division of ITV Building Components Group Inc. shall of be responsible for any devintb r ++ • asa 1 this drowing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping ess.rarw` t:.'Y6� MAX, TOT, LD, 60 PSF AN ITW COMPANY Installation a 6 bracing f trusses. /y., S � }6v,P' A seal an this drawing or cover page listing this drawing, Indicates acceptance of professbnal Fu i(+4i1 514 Earth City Expressway engineering responsibility solely for the design shown. The suitability and use of this drawing SL /26/2020 DUR, FAC. ANY Suite 242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. Earth City, MO 63045 For more Information see this Job's general notes page and these web sltasi MAX, SPACING 24,Oe ALPINE www.alpineitw.comi TPI, www.tpinst.org, SBCA, wwasbclndustry.org) ICC, . Iccsafe.org r � f I VALLEY FRAMING & BRACING DETAIL R ec Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing tielow, a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: W-0" -Maximum mean roof height: 30 feet -ASCE 7-05,140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10,180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. -e the Grippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gored between rows. ITYP) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 3 16d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails " —.... — n. ` —1 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min, is required for cripples V-0" to 10'-0" long nailed w/ 2 40d (0.148"4") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge of cripple with 10d f 0.128'W.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length. Cripples over 10'-0' long. require two CLR's or both faces w/'T' or scab. Use stress graded lumber & box or common nails. Narrow edge of cripple can face ridge or rafter, as long -as -the proper number of nails are Installed into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing Is not used. -Apply all nailing In accordance to current NDS requirements. Nails are common wire nails unless noted otherwise. • y (A) (B) �`*) avARNMGD- READ Arm FtLUrV ALL HATES ON TTos WAvari TC LL 20 30 40 54 REF VALLEY FRAMING a N0. 7U861 wam•'QtTANTo fMCM nW WAWM To ALL CMMACMRS DtaimDG DE DWALLM-- 1 • Trusses req,Me reme extcore In fnbricatkg, handling, shipping, Installing and br ek, • Ref.^to an� • follow the meet edition of HCSI (BAd V Capanent Safety Infolmtim, by TPI and sraaw feCos. etye 1 • ` TC DL 10 20 7 7 DATE 10/01/14 practices prior to perfaming these functions. Installers shall provide tenRarary bcing peC Dom,• 1• be 7� Wes. noted otherwise, top chord shall have property attached struetvol sheathing and tot�an cM�d • shalt have a property attached Hold eeUng, Locations shown for per.anent lateral restra►,tyf webs • BC DL 0 0 0 0 DRWG VACNV1801015 have bracing Installed per >t ,KtI� >l3, .7 r BIB, a= appllmr le, Apply plated to ea,, STATE OE : Q Il �l of truss = ppa nbn a..i. above and on the t Detail., unless noted otherwise. • � BC LL 0 0 0 0 Refer to drowYpc 160A-2 for stondard plate positions. i ' i .� i AIp4x, a division of ITV Burding Components Cray Dx shag not be responsible for �R' devla •e AN ilwaf)MPANY thhls aawlrg, any failure to build the truss In confornance with ANSI/TPIs1, r for harsawgI shippl •.�� OR►QP.•��� TOT. LD.30 50 47 61 installatlan C brodng of trusses. , ..:re,r..•••�(�.s� A." on this draw•p r cover page listing this drawing, badmtes acapbora-e of professtral 9y� weet,,a solely for the Brawn The sultabOty wed use of tf k dranHp �Q� w 13389 Lakehonl Drive fO'• `t;Ofy "cFo-'• hnfornatl t �d''g n.speH per ArtSi/iPi I sect *'^� N �. E`t` DUR. FAC. 1.25/1.15 Earth Ciry, M063005 AtPM wwwulpieltwcoN Vie www.tprawsera w�wwt.�rw�tryy.ore, �wrbwire 'rr afeorg SPACING SEE ABOVE