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Revisions; Original Signed & Sealed Truss package
OFFICE USE ONLY: ,,--�11 V� DATE FILED: PERMIT # 2©01-V 0 REVISION FEE: - 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: j 3226 Trinity Cir Creekside Plat # 4, Lot 53— Permit # 2002-0089 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: FL PHONE (DAYTIM[E); 321-953-3162 OWNER/BUILDER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME: STATE: ARCHITECT/ENGINEER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME): SLCCC: 9123109 Revised 06130/17 STATE: ST. LUCIE CO CERT. #: FAX: FAX: ZIP: 32907 ZIP: ZIP: � `ycslo� Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce,FIL U982 REVIEW COMMENTS PROPERTY INFORMATION Address: 3226 Trinity Cir Owner(s): D R Horton Inc City / State / Zip: Fort Pierce, FI 34945 Parcel #: 2327-502-0061-000/6 Jurisdiction: SAINT LUCIE COUNTY Zoning: Lot#: 53 Block: APPLICATION INFORMATION Permit Number: 2002-0089 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 Type 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: PE REVIEW COMMENTS (2) COMPLETE William Durden Comment: PE REVIEW COMMENTS (3) COMPLETE William Durden Comment: Page 1 Automatic Sprinkler System? No Fax Number: Email: Melbournepermitting@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 12114/2020 2/11/2020 2/12/2020 2/1212020 2/4/2020 2/412020 2/4/2020 11 /19/2020 11 /19/2020 11 /19/2020 5/12/2020 5/21/2020 5/21/2020 5121 /2020 11 /19/2020 11 /19/2020 ALE COPY Planning& Development Servicas REVIEW COMMENTS Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL 34082 Page 2 PLANS EXAMINER REVIEW COMPLETE William Durden 2/28/2020 5/12/2020 5/12/2020 Comment: REVISIONS INCOMPLETE William Durden 2/24/2021 2/24/2021 Comment: MANUFACTURERS TRUSS DRAWINGS DESIGN CRITERIA IS INCORRECT. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE. 2/24/2021 Comment: MANUFACTURERS TRUSS DRAWINGS DESIGNER DATE NEEDS TO BE UPDATED. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE. 2/24/2021 Comment: ENGINEERING PACKAGE DATED SEALS ARE NOT CURRENT. PLEASE SUBMIT CURRENT DATED DOCUMENTS. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE. 2/24/2021 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 2/24/2021 SUMMITTED IN ITS ORIGINAL FORM WITH ORIGINAL SIGNATURES. SEE SECTION 107 OF THE 2020 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 William Durden 3/8/2021 3/8/2021 Comment: CLOUDED AREA ON THE PLANS CALLS OUT PAGE S3.1A, ONLY PAGE S3 WAS SUBMITTED. PLEASE SUBMIT THE CORRECTED PAGES. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE. ZONING REVIEW COMPLETE Lydia Galbraith 2118/2020 2/18/2020 2/18/2020 Comment: Southwest Florida Truss Manufacturers Association P.O. Box 60435 Ft. Myers, FL 33k6-6435 To: All Florida Building Departments, Contractors, Engineers, and Architects Southwest Florida Truss Manufacturers 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 711 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 11t. 2020. If we may be of further service feel free to contact us. Sincerely, .fee , &d6aCA Lee Hadsock Chapter President. FILE COPY 39'-V (SEE STRONGBACK LETTER IN ENG. PACK) FOR women. ets>:cnwoss asruL staatmaoa teats 9a G is •PPtID To oars$ vroaucts PlotID Net Oty Product Length Plies 11 9 16' BC104500s-1.8 18' 0' 1 J2 3 16' BCI04500s-1.8 16' 0" 1 J3 10 16' BCI04500s-1.8 16' 0" 1 J4 1 16" BCIO 4500s-1.8 16' 0" 1 J5 1 16' BCI045ODS-1.8 1610. 1 J6 3 16' BC10 45ODS-1.8 4' 0" 1 J7 10 16" BCIO 6000s-1.8 21' 0" 1 J8 1 16' BCIO 6000s-1.8 20' 0" 1 J9 4 16" BC10 6DOOs-1.8 20' 0" 1 BM1 2 1-314" x 16' VERSA-IAM(D 2.0 3100 SP 21' 0" 2 Bk1 18 16" BCI8 4500s-1.8 2' 0" 1 Bk2 4 16' BCIO 4500s-1.8 1' 0= 1 0101how"Aw1s �rrF 21 r.ar_-� '1_m��1 Isis Mi■OREi���■_i_I�_I�I�_�_iNilNi�_i�_' gj 'I �mill INN: Islas ol '�ii�lir,r'i���u■�it111rI PLU REFER TO Et PACK FOR CONNECTION. CJ5 o �A - I CJ3 2 U CJ n U 2'-0" TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING DESCRIPTION s � HANGER CHART At- HUS 26 (SIMPSOfU - HUS26-2 (SIMPSDN) Lmdaa eaa Nark Connector Summary PloHullD my SManufimpson Product Skew Slope �� Hut 24 Simpson ITS1.81/16 - - � ea End cadre Hu2 15 Simpson ITS2.37/16 - - Hu3 16 Simpson IUS1.81/16 - - ATTENTI01 NOTE: mimeo— "+ DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE. BACK CHARGES "0 WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA, INC. 877-293-9487 HANGER CHART Total Truss Quantity = 107 AN= HUS26 (SIMPSON) .t.Y I ► = HHUS26-2 (SIMPSON) I REFER TO BCSI - IM 5 A TRUSS PI/IGFIQR PlAIL HS MENDED TO AD N THE 16fN1A10111 OF TRUSSES. 911GRI HIED TRUSS DRAMM AND AROKIECIURAIS SUPERCEDE INS DOQAElIf. r s o emon. w Ar �� mr General Notes 1) All paralld egad to l s. flat teases and fiat girders Iota the top d-d paddy pambd green to he installed green sae aµ All hangers to be Sson f9162 mp6 .Ness aftWw 2 All tries syodng is 24' O.G tad- oUio iere 3) noted. Per Toss Nate hmbbde BLS-B7 resmmedation 4) permanent X-hmdng saint be p6xd at a madman spacing 15' O.C. across the epan, to be X-brvee�thrwghouthout the dootme. at a maximum of 2W hetreen each Please refer to BM-Bt for dry additional bmdM ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCDL = 10 PSF TOTAL = 9.2 PSF DURATION = 1.25 % WIND SPD/TYPE 160 ENCLOSED BLDG EXPOSURE = C USAGE = RESIDENTIAL. CAT H WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2017 TPI 2014 Toss member design & connector plates delignel fen ASCE 7-10 and maximrm forces from both components, and claddiags sad main wind force resisting systems. • These tosses have bem,vi-.d to tarty an additional ION psfnonmsom chor -coneent bod live load FLOOR LOADING SCHEDUL TCLL = 40 PSF TCDL = 10 PSF BCDL = 5 PSF TOTAL = 55 PSF ROOF DESIGNED FOR SHINGLE - - ALL REACTIONS OVER 5000# AND UPUFrS OVER t0 ARE SHOWN ON ENGIN00$ ING. WALL KEY ®18'-1"14 LO DESCRIPnON INIT. DATE a® .a rao rwr z�ra ® ®rent,, a w¢ a w rod» arx canna ram twx Loeo erwm ram tw¢ Low ten mnza ® BLY Into use e/LL19 em Y wa LID Pool YSE lWa OV aVpI20 LOAD# DESCRIPTION INIT. DATE w osr m sx, u¢ r.rr tic vaue tvtsne ou ernno 0o re me¢toa aoo LVL Lm ee -1 ¢vsv .e¢ ra.rr e.nas Len ens w a� CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G N. W. WINTER HAVEN FLORIDA 33880 PHDNE,(800) 959-8806 FAX, (863) 294-2488 BUILDER DR HORTON-BREVARD PROJECTCREEKSIDE MODEL 4EHB/ HAYDEN/ H CCA PROJ/MODEL/ALT 7A5/320/4EHBH/O1 ALT DESC 10' X 8' COV. LAN. OTC LOT 53 BLOCK DESIGNER RAA PAGE I 1 DATE 10# 24 17 ii_�NN362326R 3A 6"=1' Revision Date: ENGINEERING PACKAGE 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 ---------------- ALPINE Mardi f3,2019 AN rTW6WA4f Me. Bob. Michaelis 3909 Avenue G. Northwest VftterfiaVen, FL 33880-6201 Re: NtpmatiV6 InsUlations-for a single pik carried tuffs with a width less th- an the hanger width, arld' Wood. blockingto-achieve, . to -a ve, fLAI design toadvalue fdr fafcp,:m o0nt(�d . 'hg hger-fiftachinent on a - one ply ' supporting girder (Reference d6611 WASZ-02.). Dear -Bob, For a single ply carried trusswith- a.mfidth le§:s than th6 hangef Width you can install a prefabricated jack.. stab .,truss, ()JorW000 filler blockft. The chord sizes, chpr.d.grades, and Arrimi,c6nnector *plate(s) to tie. th6. siiffie as tKe single• ply carded truss: The prefibiddated jack scab -truss (*)' Will haVe a, rnir�lhjum and vvill have a minimum .pitch.of 5112,-The. single. ply carved truss shall laved -.reaction, of 0-0, per•r6if-j-sta§&-r6d I" (See,FIgUr6 I beilow). P16;ks&-r6feirtothe Simpson -81tmngTie Catalog C—& 2616j.page 216i rIgprIei:$ for -!p6re information: F.ora sfRgib- plY'.0ifflLhr.thk requiriis Wood bl6cki6j W; dhi&e-ful deifign loaid.Value forf4c;e�-rpounfed hangers -attach qnewpod block (k) to !he back. face of the iingie:ply girder with . h the same size and rn Or. emob t 6such thafth&W6od grade:.d� the botto . chbrd:'Pf the sbdli lify gkd'�'Th d- block 16ftP 0 b " blodidnq extends to each-adjad&nt panel points: (webs ;and bb#om ch6rd interspqlfions), Atach wood block 6.. I& xa.,W- dun Wdils at e O.d. per -.row, staggered 3.0'applied to the f750 Fqpm Dri(P $L . Ate 105, Orlando, ! L- 32821 - (009)-521-9796- -.0W.) 422:-8685 mmalpineftwoom - --------- addition .ANWMM*M sin-glie. ply -girder face, with'arr al (2q) 01-n'!x3,0� GunNaUs. atsqc�* Oan4ppint* applied'tothe wood block face We Figure 1Wb.Wj.Please refer'toffi6S1mO.sbfh Strohg-Ti&-C-btWOg C-C,2019, -page 216, Figure1 for 'more.- information. F40urel- Thp -appljcMon of-pr6f6bricated jack'scab truss for wood filler blocking or wood blocking to. achieve f-d-Il. ' actu ' Oesigr)load value for face -mounted hangers must be -approved by the- hardware man z.. reT.. Ali 6d& and end distances, arid tpai;ihp for all nail connedoris must be suftYient to pi-event-,§plittirg of 'Wood,.. If. I can .bq. of any further assistance or if you have any questionsi please give me a call. .04 A; STATE (IF Willija6i K Kri*:P.E.. Ghief Enginper Alpine -an ITW Company Engineering 6 ngjrje'ering.D pafte6t- Odando,'FL 6750-FofUftTDrive. 86fte:'306;Oifarido,.FL 32821 -'(8ODY".5Z-1--P79D -(BM) 422-8685 WV6N. alp in C.O. m addition .ANWMM*M sin-glie. ply -girder face, with'arr al (2q) 01-n'!x3,0� GunNaUs. atsqc�* Oan4ppint* applied'tothe wood block face We Figure 1Wb.Wj.Please refer'toffi6S1mO.sbfh Strohg-Ti&-C-btWOg C-C,2019, -page 216, Figure1 for 'more.- information. F40urel- Thp -appljcMon of-pr6f6bricated jack'scab truss for wood filler blocking or wood blocking to. achieve f-d-Il. ' actu ' Oesigr)load value for face -mounted hangers must be -approved by the- hardware man z.. reT.. Ali 6d& and end distances, arid tpai;ihp for all nail connedoris must be suftYient to pi-event-,§plittirg of 'Wood,.. If. I can .bq. of any further assistance or if you have any questionsi please give me a call. .04 A; STATE (IF Willija6i K Kri*:P.E.. Ghief Enginper Alpine -an ITW Company Engineering 6 ngjrje'ering.D pafte6t- Odando,'FL 6750-FofUftTDrive. 86fte:'306;Oifarido,.FL 32821 -'(8ODY".5Z-1--P79D -(BM) 422-8685 WV6N. alp in C.O. m — --------- ------- --- ------------- ---- ...... . ....... & N, I. ALPINE April 26; 201 b Mr. Bop Michaeli's Carpenter ContradtOrs. af-America, Inc.' 30.60 Avenue N.Orftw* -Winter Hbvian, FL 33880-6201 Dew Bob, Re';-Strongback bdd.gihg 00 rbdttnJ§se-t. I -understand there it some co6b&n over bOr *r I bc6mi.:nend6itj6hs f6t.str6rigbai6k bridging on" roof trusses.. 91 back-bridg ingforr9pf-trusses -is not.a requirement- of ANS1-TP.l2014nor is it a requirement of bw Budding661jYMW � _Z�_-Thf6frnafibn:.: (BbS(),- But- ',.StMhgbsck- bridging onroof -Mdid- tw .rowmip6nde4 - by -Carpenter G6htrAadlir d —A in-eiicEL -Stit6hgbi�dk bfldjMg .serves the ng - .0 functidn.s.' if.0 One, bridging aligns t4e bottom -chords after they an-. set -sp-t.hq -qre u.n rmalong tide ceiling fine and helps -Witt t 1lng'sprvj60abi4,y Two; bridging reduces relative deflibctio'n' .6f adjacebt ftsses: WqpgbaL*. bfidairV.does. riot. prevent. jDt r6dW-;!ovetal1 incrMdual deflection; especially any iooftrusses- 'Oqf a!# m e a .9 inch. 102 nr AhT 114..— Strpngback- brI491.rig in roof trusses does ript'terviB as terhp6rary..br p&Tnah6rif bracing -and is not, -inteirided'io dfsG&kk of shard design 1Dgds'.-be1Meeh trusses. Contequently, no design �igrl loads 6V*L' been accounted -for with this defiiii and cbntirPjbtis- &oh§back'.bMdgihg should not be.iittachbd betwden-* - bofnnjon and.girder 'trusses. The use -of strongback. bridging' shall not 'interfere with other design considerations as specified byjhie Engrlh*r'pf Fkerc)td or ither Building. Deslg'iie r.. The: outer ends of lhei kroogback bridging shall beq"rhed(:to a wall •or anotherpepore, end restraint or as Apedffed!py-thd Engina6r of RecoMlor.th: Building.D e$igiier. Strorigback bridging shall. be -a- rliinimfirn -bf 295 nominal lUmbor oriented -with the depth -Vortical. Attach" Wi% 0 1gd-,-c*i:hop Deolp (0.162"x3S.")' nails at. each intersiL-drig Thdrnbeif. When extending the stmngback bridging overlap. 6y '.a OP -at -mini". of two'frusses. 1'*he lbcatl* -.6f. the, strong6ack 6dddin rnaybe• specked byl.he-Truss Manuftctfireir,. agifibbt o-FiRedord, or Builditig Designer: Please refiir.to G's-tromb4cloog. - . . 'OP - *0. r .information... Besi Proyir?ioPeoJrto;Apinp,$TR �5ki.04d for More Tha graphlic .dho%�6 -(Fidure, 1) is for 9pfii§rid fllu&dWep.drpose only. 6750 Forum Drive.gtitte-905; Od5ndo, FL32821- (800) 521-9790-(863) 422-8685 m"-.WpineitWxom- Figure -A. If I:Cah bd of any fijdhex,asejqtaribe Dr-K ypu have any questions, 1plPRsq give me a. call. 'Sinly., 'Y wortam:-Fi. xdck qtljqfEngjhpipr Alpine an ftW oqmp;any Eng.lpseinnj'Depaftefit -Orlshd&,. FL 32821 -VtO Forum Drive Sub.3.0t, Vdi6do,Fl_ 1282:1,(800) 524-9790 - (863).422-8685 I'm jI STRdN63ACK. ;BRIDGING 'R.ECOMMENDATIONS MT .STREINGIIAQK •BRIDGING TOGET}IER 01 . ATTACH!SCAB WITH' SHd -BDX/GUN 41 U• 2k6. <0,18D!x3.01I NAILtS IN-'-P, ROVs AY IN .SCAB :6•OWN LAFESTROVGDACK BRID6INQ NEHHERSGWN., F R-AT L AST ONE TRUSS -SPACING STRGINGBACK BRI➢GING 'SPLICE ➢ETAIL• STRUNGBACK .BRIDGING' ATTAEHMk91 AU. LKNK,LYt•,1.. P-AIL scdbron blocks shall .be• a minimum Ex4 'stress gr.•gded tumber'` ►, All • stnongback bridging and. br.Pcing shall• 'be• a minIhwq Exfi 'stress graClgd •luri1odP.' I►T.he purpose, of !jtronoback brldging Is to• developp • load sharing betNeeii Indivl6164t trusses,: resiAlting In nn overall IncMearlip In the stiffness- of the floor syyst2 em'. -x6 sltr•onobagk br'Idging; .p6kk1 shed• ds: Showh In detalls, -Is recommended 'at 10' mod'• o.c. • Cmax.) I`Thp -.t tims 'b'rlidClrlg' 'o:6d' ''prdcing' are. sometimes mistakenly used•'Interchangeably.' ''Brai~ing` Is •Gin Important -structural requlreKen. t• of dny 1=lbor ar roof' -system. Refe1 AD—— the Truss. D'eslgh Drgwing (TDD). fOr' 'the: bradng N. •'eqult*'ements •fbr- each• Indlvlciupl truss component. Brldging',,' particularly •'Strongboa k= bridging As n• recom'menda'tlgn• fpr" a -truss system *q help control vibratlolh. I'n: addlitldrr• to alding•. In the. dis`trlbutlor% bf point' lbad!� -bd-t*e'eri iidjacent 'iruss, •strongback bridging, serves - to reduce 'bounce' or residyal vib'ra GlibLh. 'r•.esplting from Moving polrl't wpols, sUch as fo4.4steps. The performance. 6f • -all floor •xystems 'are enhanced by. the IristallailbY1 6f. -strMgback bridglho Paid %heY`efore'Is' strongly, recommended by: Alpine. Far addi-bimM lnfdwmatlbri r4eggarding strphgbapk brldging, refer to BDS1 KBwilding Component SafetV Information). i 0901]•-h*'.,or. orro4an'.er:Wa ,pb4 w....sl.nca .nd \hne .N{.N.a Ksno ...alc►,✓;�e.�, TPI+un3p4u.xa SUM in+�,:�+rraa Ito..4..1v' •r•'ay 'r PSF' REF No. 7O861 • TGg DL• ;PSF DATE, ! Iib PO RWG C LL PSF . &,TAT F- xff.A-D. Ov- . I ' • i •�'�'�ff'M•�' A t;�r�'�� at� • ��'i��i�' �i[, 19K?•]fl?�t•I�IVt�• �idd tlRir .. ... _ hi ' S00f ;AAR. -0' QLA;q R E.' ark • srhu !•OX MAILOP ` ?A �� �!?� Via.• �. TM•. s, Wt�t4pax4�acu,�::�.F�c.r_�ra AND. - -T-ar: 1rCddt a :s'kiei�tt•"4YIf :• :Nor. M. rrhL Attt � � • _ ���' la•. aN 'a A4j.Y c!x �' :Y-'���I��►Jp�31`aR: � i��f. �?�C1��:�-►..=�'�='�:���tzi!• C��o':��v.: _ � _..... '�*''n' ;.. .•:���Q�ri.����z['�St!'''�B.�Sfil��t'ii;��.gr;: ���;-T ;�}!,; � •° I' w ' NUR- ' ,•ww.�-n•���%•,, 'mN aYv.Y.iFeO'_.:.��4.6 •4 • 1 — , �.,IJ � t,... 1• i.i • •.��:�'V•�"fpp':/�•�.�•.1y��y�M�ea''!��!yy'•��Gii"•��+.l�`�'jj:i%4y�!�y�,+E'i;�•'��'�r�lyj,1yJ�..L1.4'Y'.IJ:L::�' 'F I•�Y•�S.4ll tinv/.I.:e'�LJa'�'�I�,�. ��.1-._l'f+•�r���. �11W , J ' C�A1 . '{ f d ' 1,G1- i 5 •. .. .Jq' 1 'aAw .P1tt�4+'��Qrdt._. or R big r - Cracked or Broken Member -.Repair Detail Load Duratlon = 0% This drawing specifies repnlrs for a truss with broken chord1 . Member farces may be Increased for Duratlon of Loaid at- web Member, f This deslgn Is valld andyy for single ply trusses with 2x4 or f 2xfi broken megers. No more than one break per chord paned and no mo a than two breaks per truss are allowed, I s contact tie truss manufacturer for any repnlrs that do not.'•; comply with 'this detail, I (B) ao Damaged area, 1a, max length of damaged section (L) = Minimum palling distance on each side of damaged area (b)' ! (S) spices as damaged member, Apply one scab per face. Minimum side member lengths) = C2)(L) + (B) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' o,c„ rows staggered, Nall Into 2x6 members using three (3) rows at 4 o.c„ rows staggered, Nall using 10d box or gun nalls (0,12810', m1n) Into each aide memb&r. The maximum permitted lumber grade• for -Use with thls detail Is Umlted to Visual grade 01 and MSR grade 1650f. This repair detall may be used for broken connector plate atj mld-panel Splices,.i sectlonsaloccurring within the eonnecotordpintQe damagedchordor web `. Broken chord may not support any tie-in loads. s• , L L I 74Typ4 lcal M -0 i - 0 + _ Stagger Back Face 1M0d bBox (0.pp128'b x 3', min) Nails, o = Front Face 2x6 Member - fru lee Row Staae eyed hIn II .Grin r-Inn T)e-bcl 4 Maximum Member Axial Force . Member' Size L SPF-C HF DF-L SYP Web ❑nly 2x4 12' 620# 635# 730# B00# Web Clnly ' 2x4 18, 975# 10554 1295# 14150 Web or Chhord 2x4 24' 975# 1055# 1495# 1745# Web or Chord 2x6 1465# 1585# 2245# 2620# Web or Chord 2x4 30' i910# 19600 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or C�iord 2x4 36, 24700 2530# 2930# 3210# Web or Chord 2x6 3535# 36350 4295# 4745# Web or Chord 2x4 42 2975# 3045# 3505# 31335# Web or Chord 2x6 43950 450041 5225# 5725# Web or. Chord 2x4 8, 3460# 3540# 1 407o# 4445# Web or Chord 2x6 5165# 5280# 1 6095# 6660# nV/y,�1I��11Ngq11a• pEA➢ AM ►UL N L N➢ 10l TNIt ➢I�AVINN i nnNPpgTANiaa Pl/➢➢SN TiDS ➢f1AV➢R Tti u•L DONTRA0111➢i MUD nK INSTAIM. 77ruasta 1a 9ulrt aN�raha Garr In I}brleailn0. haMN'+o. ahlP tnatollya and hroalno. Rater is and rollor ih► iaaA •.H an at lcu Outdtq GmT+w.�nt aooarty �n �rnoibn, hr 7P! and sD0�1 Por � iy pra�etksa prior o parlornln0 iht • ►unctlaes. ns4llars aM pr•vkl. i parry br►e pq Unlna nvtad otMrslaa.�iop rJ�or toll Mva pragrlY attocMd attucturat ahrawlno ohtl bo{to�i chord I slrll havr a properly a 1iadfa HH a• LoeOtlons s�ievn Poi Oarne ant�LL�j{MAl rlalro R a va r ' atoll hew bradnq Instal ad par - n )O. 1 on lad os'ali �iiibrnet rf.'t ,rl°•t�" to sash Paca , N iru • and poa tlan o araxn ov •n m {�a ,1)oini ➢.tCls, G SArt I o tlrarinus laaM� Im atondord nn+i4lw f Ipin, dNlalon o 17V luAdd�Ino conPonrnis Oro Inc, shall n{{ yy agmlhl• h •rry d�ibn Iran . AN TNY OaMP/1H'f th hQ..Ay ny h� is bull,( -the iruaa In con�orroeca phis IMAPi 1, w to �ionta►.9, •IdPpha, l Ins al orlon 4•oracM irusus. WthY iNs drarF+p. lndcairs ' ccaptal'Kt q�•proPawknal A aaal'on iMa dti x oVar q 7n dr P'"�u1y r' a Ira t�ta'rd�Yp ►' +"14W4 wMslol`uurPpF H�irr"`ri i irc� aara 1i99a LakaOonl Ddyy� ►or pan Infor'Maikn as iE�ls Jah4 yn.na Hr r.h sn►s. asaNy, MO B80is ALPIND xro►1 tx eonl TPU vw. 4wkoro slu,l notts t 1Ad ih vwehc�n�us Aral 1OG xvdcesa►a ore s L L ➢Iatonca y �� Hlnlnun L L F MEMBER REPAIR TE 10/01/14 WG REPCHR111014 24,0' MAX 11�s f VIk:LI.Et"Fk►1TIG..E3il:QTA,. Lumber. Silas and tbrade,Mtnumum Reyulromgnis A�aitdh qaJd-. (mf�'� spw-g 14.01 !d'�, ;. 8 cwN % ••------ it 1JNDER VALLEYf-RAMING rtdTI, iTeFH' Af.FAB. git:fEF ( "i uP�rx'°rpagar C�" elfeendpm A.L1, Y RAFrERAR RLOfsB �2Y63VNi1!R'tL>J .91'Nt+r¢.ttir• Y Purnn_.%Lod! ql bf+ttn¢,. 'HNi H! iarroFY!=prgeit i ,3 f (TL)Fl. L - ' •sYn.pars,.ii:�w�ddtdlYahBd.klksvtJ•9R6N3f'drl:a4tar ��rlPjstela�4�-Ol'Yor9U psfy(TL) and•2U Rgr(TOj Mex. Z pa(alldlk6'SPPiff• '' 9pa 4rtjtg crl�tli$¢:r91' � rl-.*.,61 to ffpPtdho "tole brons arra CFfPflr,:an8<ijwkru-+s�PF'MJ•drG[{tm inpWrorkld�lnt4a}dio' dbo•LY atd6°thet°r1PPA o°ttlopaero V4.2'14�d,..•Skddylih'�S°utggm•PlnyMiiarl°I s�ggar "Ite�lwaenro . r ;AF_ ONCVtF;Ali LLELT01%ALLHYRAF.T[iR m (Jt1:INl't�P?�+ ft HtuS: `,Tsh T t BOARP AODLLARSEAM.-WRY iW RD _ PA(R•DF RAM" R0. ��rrn�ttarx ISQQI�I.I:Q'LTIBnf•F'f!?.. e$ (IN ALLE 3 C'! ' " ' •f, •Z,t07tiF(2faYailil�C 4 feil'Yd�-YfdIC4• i 2 CilpjilAYti1(d�e. 4k6d'tod Hills ti . AtWoHtrierit•�aij 6¢.6fade,TltredtlY 4Y6dton.natlt . .. • Eg•CRIpPIE; BR..g' N r 1 #, Cilp{iletcif�ffer wStoGlaNa NttrE `!'roe orthrduff1jh4bNd $fleatUlria t»t) 8t16d fate Halls RIPpLt_5 .hyctltting-jM sw8"-ndtbh In sheathing Y/:kl$l�flt : a; ,. AL. 4 RafiBFtd.3leeptlfisF'Blbbklhk, B16dtoe-Haifa of Va�tQy + °".taAXSP/jDlRrt j r IVPICA� 4-A TYPICAL Aandr'taswofx6steapers• 4i6dtaarialrs a (") 5. 3leepei tti:tixlsi' A'T8d tdd tall! rv:1S:7 Hsldpldt3tiit7gtD sacotd'd.nsgs;nechslaepar.&•truss B1d#'a=lsohrdlvrpofbldck 416d1oo-IMS • • 'p . - - • a• 'i " a , . ,,t . aVL.ftIIFT,ER�QUT•AS'RSGCD'.F.0 P(PCH .7, -t(ldg°;hovid (ntrb!w 43fjd.tQ�,yi�l! • Q: .� n 9t• - 8. +Pudlldta(rYlt'�• 3;16.dtda-nR1Il. 'Trusst3'6tlofl((l�B 4'16{ttoort1511f n 14 4ddor'rrmlls .. y I 10. ' FrWrtd�tirl�P(p'. ;1x. 'Trlts!-to2t7h$b 4'14toe:hdllk brA:P dri- a"d. .'tr/'LSUF,A'�FQFL ,(d.slOngd hytithere} AWNSlo Na ss. GIpRLfifo•p{�tlin.. 3161}•tastinpll's •r(fPlDgl;GOtAMOt13- DL tlq ,11Nfausn3ah'�athldp•gPPO+?1 Itlpit}Et'iQ D•i,'SLEEP�Aft£USEDI .13_ :rjWr.deatntWm'fkdt 418d'toe-Rel4v. sphQEO yy"•o: N07Er_16t1:(A•t,621'(f9:�'lptOMMON NAIL# L�1gt1VC3ti Tt_d.lti•f�c 1] S. urlins'w u re P c xbaeAtw W.- l&[ hd.Ahaathing. ;g*w&dntMul. falorg •rest�glh'h:./G Rp,' tl:lgretl$It�''ib rl 91 fL9=G' �010'- .".to y+l m.@h4qlkllPSePPlleef,mustanevat}!a{gd,�Feord1p81y, nand ((o�t�"ka f:natlbr; aai4"T'orafra relt}� e ieitL:nkp�cd.tRa n ty �llver(dp'andhthinp6rw Y1d galin> tng•fiiln(tnarn. A dfl p19:w*b'%'&k jo:16B, 3.0) riril(s.etN' o_a •" o .6' a', us4?@ U/1, fad P)g I . sE A'uHI oul i� �i U' Q .18�1�•r6qure e�Jo'.vL:Wu..Ge 4a�t_i facet' uvl, rD'.16g lfoh,. u . ess I IRo� k%j iva},isk!']lnt�la(IILcd:overjAp:phealhtn�'a.mhc)mum pro d°lu{ �r�8jtloXordo' h(gn;nafin oil"�d8nilll}�UpYraWls•Ih q OkbdesrhlFksl'lito'Pudini9iUtda��arrljieLa:(!.t('ydceildye'11Ytatteq. � p1nInlY,lp.of -$d (oitSi'x ¢�:) GOT403 wUo {,�h1i01 vy,tar,a.%s t];r♦ r4. v qu(a8°rcr•Rpils are e so too praV. �ngshgh(ftln9-t ° $• I1dy nSr+ltadjdl'8•tdhebatu , r A; -0 �n$Fau .k6 Lih v,�(der after Ifsloap°rsare.nojpggl,. i 'I — 11(�s.C{A 1n�apPlles toYallnysWltll the fClldMfltJg eohdltlons:-Inifall.b(u wnq underef O-Aiol�orlp�wool(11�t�t°en• U''4q*,(81sMnr:&bP �'he°rsf?oIO!urlgys l4vlof-tkud�`dp h4Y(la.andldtBtFLti QI(lg7w.*li6 sod, -tKAt►tfium Yallep haigliU i4'-b• pp ly ;tlf'Aa[i�tt �� I[T aBdbTtWfto44�'tn•8urrent d ` r� lrentert : [iAaxllnurp d(�}(q tajbi he)gMr so.feat jig ja%#. A pbtml p yism long uhl$sb tibtad aU,bi.W` Isa. ' y{r¢,TAOmphr•PRalosed.Cat 11,Eif¢{t'f 0► A ndlaiYy1Al.Kxi+1.0 ,i t um erAS.CE•71g. k8Q mph. Ife'dr=xP of 1(sta1.0 _ :: ' •t� , � , M(rrr`('a`las"'np+"vin°yru�i+icc�a�r�ia(e•usT ' (.O+OQ'� !� 1' LG:d 'tl ?'Li0 4tS 0 4 ltli VAL$Y .F1YRi#�tTtF t 1+1�.•hw •y,y�a� ►.0 t,t..srs Rev' +° �• • TC t7L l0 7 1 DATZ 10 jt}ljk4 ituss.s 4'•►ti: � ,� y. "' ty'16y,'trk'4aad.syey+or�m tww rii..,i.da.ar•: o "l,0, of i°sllura:aa. I • .� *� Prrf r•f � -; � 1q �m4d . � �� 13'L p •o 0 0 oRtA(� v,�erayseo�a�. /t� d MY C t terdl' rvh de6a• Y .9 f!. oP"•q»' . • , ,c glppq.t� , u(ti�a. t ;�sT:/P�oTlt: C� ;M . 19L• •LL 0 0 U, 0 °b°'.§"ayd•1en� .bi',a�ias� s.Fwtfd !4*• +. `��y t ¢'A 'a iEttida d �+ ire �+u rw} p. n d. /y � ' f+j'+ir yL t Q�+'f ! c' 'f �iT. t,D,� Q 6p 41, ©i ,utrrvro?+HiN+I+'°i°r�A6 §,;*MM,_ Wei , vY r i jet yi �p�qd Fa tin+ F i i pb a rryetr.t en _ .:. o 4,i . nt• ! 9R14E1�1 -0 "F� AE.OVE • F%V''Wi`il{OGNiiB . .. +J-F•Ra<i-ur! R •.'°rfFn,,,..:twvr•:etl.. :a•ekDm.i.} i i Simpson Strong-Tiee Wood Construction Connectors $IMP$ON - .r- 9 These products are ahle with ada nal Corrosion protection. For more information, see P. Codes: See p.12 for Code Reference Key Chart. a��to . •. . - rdoist •: ' - S'�' '. � - :... 'Model ::.... " . No: • •• :- -- . Canted � Marnhar .. :Is'Oimen pinse sons .:: , C1) : 6ggJ F a'(m = Alluwab(e Loads Code . � �_ ;web': RK Aegd. • :. • ;1N. `. : •:. ''.:' � H.. _ - ' •Ma[ a- '-: - - .; Face : _ _ : Jam '. '- - ' ;�[Sp`eiaes3Keader`-:'._ SPF141F_ Species Header. • :Het UpOfi (1sOj: F)nor jD➢).(]'13j::(�?.Sj now ;Hoof'• Roor (1oD) Snow' (a15) Hoot .(1z5) IUS2.56/16 - 25% 16 2 Mln. (14) 0.148 x 3 - 70 1.660 1.805 1.905 1,425 1,555 1.555 Max (16) 0.148 x 3 - 70 1,805 1,805 1,805 1 �55 1.555 l 55= 2%x 16 IvIIU2.56/15 I • - 2§is 15% 2% - (24) 0.162 x 3'h (2) 0.148 x 1 Yi 230 3.455 3,920 4,045 2,970 3,370 13,480 U314 HU3161 HUC316 • ✓ • 12%,l 2% 1 101A 14Ye 2 Z'h - - (16) 0.162 x 3'h° (20) 0.162 x 31h (6) 0.148 x 1',z" (B) 0.148 x 1'h 970 1.515 1,945 2,975 2,205 3,360 2,375 3,610 1,675 2.565 1,895 1 2,895 Z.045 3,110 16C, �- ..17?(,c: 2T4"=; .(267ii.162z'h ' (2j 0.14B`r 73i '230:; ..795'.4;045.4)445 3,22D 3 480 3 4B0 Lq 2'h_x.18 :• 2'h x 20 HU316/ HUC316-. MIU2.56/20 - 2sg; 2% I ;• 14Ye •- 19N 2'h..-i 21h - '(20p0.162.X3iffi° •::(B)11148x1Yz (28) 0.162 x 3'% '; (2) 0.148 x 1'h 515c,2,97$.3;360.3;610' 230 4,030 I4,06D 4,060 2,565 3,465 13,495 2;895 3,11D 3,495 x : to 26 ' 71U2 56/20 .. !' `� 2350 . 19'/rs • 2k ;` (28)IL162 +". 4.060: 4;060. 3,485 3,495 3,495, 2% x 91/4 to 26 2W wide joists use the sarrie hangers as 2W wide joists and have the same loads. IJIIU3l?J9 '"..,: - - s• - 3F/3; ; 9IAa:_ 2 - `(16j'07S2k 935 '' (2)b l?167Q1_ ',230:'.' ;SU52$75, 2,820. 1,380 2 245 :^� �125' WU23D2/HUC211)-2:;- : - <-%:. , :2'/z Max.::(1B)0.162;x3Yz.. ,j1D)0?4Ax,3 i�flp 3OZD 325D 2,305 2,603.28DD 18C, MW3.12/31. 31 Ya Z'h - .(20) 0.162 0%. -(Z):Q.1.48.x 1?h- -2 ,880 3,135 3,135 2,475 2,69 2,695 . L LA 3 x 11 �% , HU212-2/HUC212-2 • ✓ 3Y4 109ie Z'h Max. (22)0.1o"2x3'h 00)0.148x3 1,795 3,275 3,695 3,970 2,B2D 3,180 3,425 ZH325n2iU3UC ; : ' :. 3(4 v • 11 g , 2h:.:. - , i24)D162X3ti == 1 0148 x 3:.• (.Z) trE `31; ,3.35 9;Oi5 -3,47 3,735 H113.25196`l; ..i' : :' 'HUC3:25/16 :.. • ; • ::.. _ • ,. 3?la: ^ 1334s : '2 fz: Mia. (20):0.162z3?h {B);014B.r,3. - 1;515,2975'�3;36D.3;fi10, 2,560 2,89➢ MaX: (36):0362 x.3'% ` (12):O,148 x:3 ' ;. l,'• °5' 'dtA74; :$365 ?1695; 3 330 3,755 4JM. HGUS3Z5/10 `•r.. " 3Yi . - 8% ._: `4: ` r 2W. :(46) 0:162z 31,4 ' ()a2SDS 06) ORx334_ r3s WAS N1?JSi5; .9,]D0: 9 TD0 9 t110: 3,6DD 7,6Z5 3,710 7,B25. 3770 7,825 FL(12)'h"x IBC, MGQ53:25/12=.'=: -'' • : - 3Yi •.:10 G''. -0 . - ' (56)0:762•X3�/e .(20)'0362x3 '3i�0' 9--400 9,4D •9;4*-8;08� $UB5 B,D85 R. I GU3:25-SDS': : �, :: ,' �:' 3Ya.:'8.tu 3D ;; 4Yz ..-: {167'/a°x.2?fi" SDS D2)Yi 7(21z",.§D5. To 5s' .r72-0 .�;3(0;; 51D. 4.84t1 5,265 5,265 HHUS46 - 3% 5Yz 3 - (14)0.16ZX3'h_ (6)0.162x3Yz 1,320 2.785 3.155 3,405 2.395 2,715 Z,930 3'hx5Y4 HGUS46 • • I - 3% 0. 4 - (20)0.162x3',z (a)0,162x3Yz Z155 4,36014,BB5 5.230 3,750I4,200 4,500 iUS4B--- ' :'d`••' -•.34is:::6'is"' 2: :-:._.d67DI62.%$?h:.`.:.'(6)11:162x3Yf _. •1320 1595; 815:79601;365 7,555,'7fiBD .:. HHU548:" :'.. =::. •c.T =. 96%..`_"Nw..: T'3. - (22)'.Ol6Zx3Yi:'(B)'0.162X3?§ :178T1.4;2]9.4:770;514➢?3,615 4,D95. 4,$15 HGU548::. .: ;-•. , ,.. 3J4..:` 7i s, .; 4-.: _; `t36i: ➢162X3�k n?) 01fi2ON : 3735 T46Q I '7;46D, 6,415 6.415. £,•415' IUS3.56/9.5 - 3Y4 9'h 2 - (10) 0.148 x 3 - 70 1,185 1,345 1.455 1,020 1,160 1,250 Iv11U3.56/9 • • • - 3�40 8Ims 2'h - 06) 0.162r, 3'h (2) 0.148 x 1'h 210 2,305 R 2,615 2,820 1,9B0 2,245 2,425 U410 • • • ✓ 3% BY. 2 - (14) 0.162 x 3'h (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,955 2,120 HUS410 - 3%, 81%6 2 - (8) 0.162 x 3'/z (8) 0.162 x 3Yz 2,990 2,125 2,420 2,615 1,820 2,070 2,240 p HHUS410 - 3§b 9 3 - (30) 0.162 x 31h 00) 0.162 x 31h 3.565 5,635 fi,380 ti,445 4,845 5,486 5:545 3'hx 91h HU4101HUC410 • • ✓ 3% 8% 2'h - (36) 0.162x 3Yz (12) D,162r.3h 3.235 7,460 7,460 7ACD 6,415 6,415 5,415 HUGG410-SDS - 3%. 9 3 - (12) Y4` x 2'h" SDS (6) Y4` x 21a SDS 2,2C5 4,50014,500 A.500 3,240 3,240 3,240 HGUS410 - 33b 9Yw 4 - (46)0.162x3'h 06)0.162x3'h 4,095 9,100 9500 9,100 7,825 7,825 7,825 IBA LGU3.63-SDS • - 3% 8 tD 3D 4'h - (16) Ya° x 2W SDS (12) Yi x 2W' SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 LA MGU3.63-SDS - 3Y4 9Y4 to 30 4'h - (24) Y4° x 2'h" SDS (16)'/4"x 2W' SDS 7.260 9.450 9,450 9.450 6.805 6,805 6.805 - : ;IUS3�s611SB"C '•.:- •;•. •':'= `3x/z ' 71ie:_ `2' -•t (12�Yit(4BX$`'., . .DFl;6a5:'h745':1,220 1,39D,t,Q65 MIU3 5671t : • . ' ;' : -r 34ie ,': �d'/p•.'; . W. - . (2D� O:i£2x 3Yi ` ; (210.148X1'h =2i0 2;68� 313 3 }35; 2 475 2695 _ 95 - • `. U414= •'1 •'::.;:; .._ 't •: •: +. ` 33S • ,: 10.:'(15j D162z 3?h '_ :(6)•0;145.x3 - 9%b' 20;2,615 2,$2©:1980 2;245.2 d25+ • 'HFIU547D :_: ' `' =',;: -. •: •::. -}..-%' ';, 3 •- _3 ' -., (3D)V 1f,2x3'h (i0j 0962a(3'h - 565: 34,85 5 46fi 5,�45 - ', HUS412`•'- ". :`.: - 39Ss •'.10'%: '2 ..'-;: j1Dj>0.162k3'fz :(ID)'0.162x3Yz- ?13 ,2Tfi0 3U25 3: 6� 2Zr 2,5917 2,795' 3inX19�/e) HU4127-INC412- 1':; •, •:':�:--•33is .•10%.:-,23ti• Mtn : 0.162,x 9'fi �6) 04480 3 = : ' 1 35 3T1 2 685' �9➢ zA50 2,315 2;49D . NIaX (22)%1i62x3'h- : "(1b} 014Bx3. :J,;275�3,i95 3 971h 2 620. 3 1851.3,v(P5. }IUDQ432=BD5.', t !' •: ''' - . 33Ss -11' :' '•;''::=. ;Et41 ,a' tR SDS: {B) Ya x214" 5DS 2; 85; 5Yi : 3 ?45 5;{ , 3,fi30 3,¢30. 3 E30. - -` HGDS412' _ • • `-' =1Q'!+s` ,' 4'•: j- :(5gLl t 'z3h (0);O.i62z'9h_ 3A90'_9{}OD ?34DO, J;401]'.B4OB5 B;DBS $,OBS. :: LGU3fi3=Sf]S.: •,_ :;..• .. ,.pDS (12)?(4°ic21s SDS3,555 8720�5;72U 67P0-4;$40.4840 4:84D MGU9 63rSD5=" ` ' :' �` �• =:.33i 911ati30 :414. =. (24) 3/d zT/z -SD.S 06)'/a xZlz� 8DS ;260`;.9 950 9;456: 9,45©: 6 SD5. 6,BD5 u05. _ HGU363=SD5 .•` ;:c ! ! :T.=:: 3 Y7: -3➢:. `4fi = '(36}Y4-x2W�SOS (Z4)''/a X2'h".SDS A6f ,T69131fi %,i(G'a,475 9.475 9,475 z 0 U 0 0 N 0 a 0 rn N 6 146 See footnotes on p.150. Simpson Strong-Tiec, Wood Construction Connectors $IMPSON gym:: _ •f;'_.,r Adjustable Truss wffThis product is preferable to similar I onnectors because of (a) easier installaBon, (b) higher loads, (a) lower installed cost or a combination of these feahues. The THA series have extra long straps that can be field -formed to give height adjustability 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 easytop-flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX8 coating. oSee Corrosion Information, pp.13-15. f Installation: f CUse an specified fasteners; see General Notes. o The following installation methods may be used: U ' W • Top -Flange Installation — The straps must be field formed - :3 overitie header =see table for minimum top-flange-requaa-,..ertts: �• --1 _—iristaiffop.arid face nails a6dbFung to the t ie olrnaiis anal'i _ ® ,;— notbe within Ile from the edge of the top flange members: Foc--.- - I 41 the THA29, nails used for joist attachment must be driven at an Ca angle so that they penetrate through the comer of the joist and 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 naffs 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 fined. Nails must have a minimum'h' 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 according to the table. Not all nail holes in the straps will be fined except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, 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 tided. Naib 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: • Ti-IA hangers available with the header flanges turned in for 3si's' (except THA413) and larger with no load reduction — order THAC hanger. codes See p.12 for Code Reference Key Chart Double - Shear NaiTng Top View i Double -Shear Wng 91de View, Do not l bend tab THAC422 'THL'2 � THA422-2 T%HA425-2 THAC422 Face Trails 1 pertable a-i HAW tyr 2Wfor bTM zvr THA422-2 r and THA426-2 dip �=p _ - a}•_ C I. THA29 THA418 Double 412- Use trdl table value Single 4x2-' See nmleriable -= ' Straighten the double rear nailing tabs and install nags straightinto the )oist 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 header. Dome Double -Shear NaTng Side Vow ' (Avaiable on some models) 2 face nails (tom) 4 top nails - (W double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation Typical THA29 Top Flange Installation er to tnote 5 p_ 187 6 186 Simpson Sirorg-Tie' tnJood Construction Connectors SIMPSON Adjustable Truss Hangers (cont.) In These products are available with additional corrosion protection For more information, see p.15. -- 22 il Model= Na " g Mm Top Flange (inj .NBa' Fasteners --.: fin) . .- ; :: DF- Alfowableloatfs SPFIHF'.. NlouvabfeLoads :. Code Haad' Depth jmj' `.' .:Cturyin9iNeinber ',.: Carried Member" UpGff (16D}' >F1oor (100J Snow: (�151.(3251i6a) Roof 1 end . Upiiit (ism•(100) floor Snow. (r5) Roan ' Wind. (125/1b9} '8ef. t. ToP.. .. r _ �Top ElarfgeinstaUahair _ r -... _ _ s - THAN 18 1b/e °TYe 5Ya 1'h I - (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.14B x 3 525 1.io0 1.T 5D 1,750 450 1.330 1,330 1,330 . 27fb � - I (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2,'61D 12,810 2,510 45G 11.9°,.5 1,S85 t,985 -THA213 '.'18. 15/e -•(4).0.14Bx:3' -.(2)01148at3.(4)0148x111 THA218 18 1 1 % 17% 5% 2 - I (4) 0.14B.x-3 (2) 0.148 x 3 (4) 0.148 x 11h - 1,460 1,4W 1.460 - 1,11D ;d W 1.114 IBC, IT lA2.18-2: i6 ::3Ya 17135c ;$ _ 2 - I[4)0.162x 3ih (2) �162 X3Ya j61-0148 x 3' y-,= ? °6D '1 G95LA ',1,945 .. 1,d90 wi,515 "1;515: THA222-2 16 3% 223As 8 2 - (4) 0.162 x 3Y< (2) 0.162 x 31/1 (6) 0.148 x 3 - 1960 1 995 1.995 - 1,490 1,515 1515 18. 13-%s Ph :.'2.' .- . (4)-0346x3_;•-(2)D.1d8x3' -(4)0.14Bz'3:'_--;:7;53ii•1.,53J': 77�I1#A413.- 11165 1a65 1.165 ' T-HA418 16 3% 171h 77h 2 - (4) 0.162 x 31h (2) 0.162 x 3Y. (6) 0.148 x3 - ' 1,960 1.995 1,995 - 1.490 1,515 15,15 FHn1i'--+u >335:.22 7777 7/e' : 2:::'.- :{mDifl2r8?/x:(0.162x3vz::(fi);111983._ =.-,;: 5 :a;,99sa`r`.-�- j3°90 i,5i5 ry1,515 - -fHl{426 14 '3s/e 26 77h 2 -' (4)'0.162x31h-(4)OIBSZ" )Yf't i.182K31/z '- 2,435 2,435 • 2,435 :- 2,095 5,)._2095 -_ t$Z2-�.. 14 31fz',330 .._ 3}330_ :• - ' 2;865 -FL THA426-2 1 14 ,71k 1 7Y< 2635s 934 1 2 - (4)0.16201h (4) 0.182 x % (6) 0.162 x 3Y2 - 3,330 3,330 I 3,330 - 2.865 2,865 2,865 r - dace-N%ent{Maxa�nstaHahen .F �_ h . ` THAP9 18 I 1 % 9% 515 - 915is - (116)0.1480 (4) 0.14B x 3 525 2,265 2.765 2.265 450 1950 1950 1950 :.• IF]A213 '.,J('1$.t a i✓e: 1S§is 5Yz:: -: ;134's :: • ' .- : :. -(14) 0.1:4Bz3::(4) 1�`8x 3.. *fir 45 '20 .. '+4G � ,, : . �6 . _ -... :..:' � 30 1 176D : 9Q10• . . :21D5.• THA218 'f�f{i21.82` 18 I 16(:9?/e ..... 1 % 17M. 17?Y'-_8:..=.`: 51h - 117% 141Ss - .. .:.-_ . : (18) 0.14E x 3 ( )`0:182x3iTZ(6)0.]62X3h (4) 0.148 x 3 855 2,450 2.4501 2,450 735 2105 2105 _,841i'.Z845: 2105 IBC, FL THA222-2 16 1 3'A 22%- B - 14Ya - (22) 0.162 x 3% (5) 0.162 x 31h 1,855 3,310 3.310 3.310 1,595 2.845 2,845 2,345 LA TiIA413 .71i0148z3: (4)!)�48.X3 `95a _'}�?d�:; 34G••,��'t?0: 1:. '•7Pa. 1.760:2010 TM418 16 3% 17% 71h - 10. - (22) 0.162 x 31/2 (6) 0.162 r. 3Yz 1,855 3,310 3.310 3,310 1595 2,845 2,645 2.3345 31jA : 18: 3% `22:: -N; - . 1i}1ie; _. '- ( O F2x�1h( t mzic:3.1h 7, _ .. ? - ;�3= _ .. _ ?? : . 1595 Z 45 '2.84Tx ' 2 845 THA426 14 1 3% 26 7 A - 1615e - (30) 0.162 x 31h (6) 0.162 x 3 1,855 4,415 1,595 3,795 3.855 3,B55 ktft422':. �4 , 7Ye; ?Yte 93/a. -: ; ' 16'Yre ••- ; : •. (a(g0162 %3 _ (67 0162k 31h;855 '5,1703 44,48D4,480 52i#:: 1;595 4,445 4745 -•4,745R::THA426-2 14 71K 26Yw 9Y, - 18 - (36) 0.162 x 3Y2 (6) 0AB2 x 31h 1,6555,52D5,520 1,595 4,745 4,745 4.745 1. Uplift loads have been Increased Tor earmquaKe or wino roaang wrm no nsmer ulureese -weu, nvuu- w„ao •_: •�� e�•�• ••• 2. Wind (160) is a download rating. 3. Min, top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated loads for the TK429 with 1 W min. top flange are based on a single 2x carrying member, all other top -flange installation loads are based an a minimum 2-ply 2x carrying member. For 44 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 canymg member minimum. For single 2x carrying members, use 0.148' x 11h° mails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 16 gauge, and 0.68 rr the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nulling requ rements and the other strap wrapped over the truss chord according to the top -flange nailing regrmements (see drawing on p. 1 B6) and achieve full tabulated top-fange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Goist) member. Based on the installaton condition, naffs wM be installed elther straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nall dimensions in the table are listed diameter by length. See pp. 21 22 for fastener information. 197 Simpson Strong -Ties 1Nood Construction Connector SIMPSON ''11r Face -Mount Joist Hangers G�EE�O This product is preferable to similar connectors because W of a) easier installation, b) higher loads, c) iower 7 installed cost, or a combination of these features. �b The double -shear hangar series, ranging frorn the light -capacity LUS hangers to the hig astt-capacity HGUS hangers, feature innovative double -sheer nailing that distributes the load through two points on each joist nail for greater strength. This allows for fewer nails, faster installation and the use of ell common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost aflemative and easier installation than the HUS or THA hangers, while providing greater load capacity -and bearing than the WS. Material: See tables on pp.194-195 Finish: Galvanized. Some products available in stainless steel or ZMAXO coating. See Corrosion Information, pp.13-15. Installation: - - - - . •-o- Usv z�Fsp�iFrd ��':ane.�-ees-General Notes. - • Nails miisf tie drtven—afari erigli through the joist'or truss !Mf fho hpnr'ipr tn_Rr_ Pva thexabit loads— - - . U Z ZYZ Qa 0 U F Z z z r°n e b c5 • 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 Double -Shear �I Naiing I Top View it V _ Double -Shear NaTing Side View 1 Do not bend tab Dome Double -Shear Nailing Side View (4vaflable on j some models) i 1'iDr2 1Yis for 4Xs� B LUS28 HHUS210-2 VV '. �c MUS28 rn 0 4 t� _ y p Y - k;;, :. 0. Y HUS210 (HUS26, HUS28, and HHUS similar) V HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 193 Simpson Sfrong-Tleo Wood Construction Connectors Face -Mount Joist Hangers (cont.) y O v � Qn C C . O U N d IL "• M del, :.'' Nu. -: :..Height - , ..••-W.:.. • . iljmerisinns pn):.:- <--.:::.:.Fasteners.- ...: •, .' -• H - _ ' ::B �..-''•Carrying".: , : '.r'Nle-mbar->,; : •> Cameo' . .. '. Mai Single 2x Sizes a]1S24'= :'�'-Esh'.' ';':. '?.79'ie 18 -- '--3Ye�• �:1�%. =-j4}~Ti.�tf#Bx�• .P(44 JAM 4Y4,.- 1§Sc;:4%... 12/4 (4) 0.1'45 x.3 x3.MUSH 4% 18 j 1its 541. 2 (6) 0148x3x3HUS26 445s 16 1 1% 5:Y. 3 � 04) 0.162 x 31Ax 3/z1-9%: '.x3Z -W52B.§ :'- 434s: '. ;16 1§tie :'i X3: MUS28 6%s 18 1 %s (B) 0,14E x 3 (6) 0.148 x 3 HUS28 6Yz 16 1% (22) 0162 x 31h (8) 0.162 x n HGUS2B SlAs 12 1%5 (36)0.162x31/. (12)0.162x31A •LUSt ::4Yr'' 18 " 1§Se3i: • j�0:14BX3•' (4).0148X9. ' 6U521D` ' '8�e..•:'•'16 14e:'3-:.(3 'D.1620Vi '(1D)0.162x3?A- ams _ 12 .:13s' 5.:. -(4fiJ0.162x31A '(16)l)1fi2z31h' SS 5 1. See table below for allowable loads. SIMPSON ISThese products are available with additional corrosion protection. For more information, see p.15. ® For stainless -steel fasteners, see p.21. Many of these products are approved for installation with Strong-DrW SD Connector screws. See pp. SS5 ,',37 for more information. aiF7iffouvauieivads`:.`"- - SPARuwablelvaGs.�e- -":;== - - SPItiFNlrmablelpads. - - Code :.filodel- ='; rye lfpllft] Floor Ruoff= Wmd :. Upliftl 'Floor.. . -. - Roof ' INitid . Updt];` , i]eor- Snow Roo(W)nd Ref ' .Snow j1z5j. (18oj: _ '_116ti) •' •':(100)- . •Snow {315).' r (725y. ; (160)... (760j • (10 -(a151."�(1 . - {360)-•• '. .. Single 2x Sizes ;-725 ;:825-,, 495.•..:;365': `605 LUS26 1,165 8s5 990 1.070 1,355 -'43!; 1,165 -935 1,070 1,150 1,475 865 635 725 785 1 1,000 IBC, FL, t!o6;- '93D'' • 1,550 ] 56ff .;'ui4 '' . B55 ' ,'aU90 .a:9$0 ' . ;,35D' LA HUS26 1,320 2,735 3,095 3,235 3,235 1,320 1 2,960 3,280 3,280 3,280 1,150 2,350 2.660 2780 ! 2,780 :5,390. 'S 390.' .:•7 3�25 .3.£]0 3,87D '. 3:9B5 W. FL LUS28 1.165 1,100 1,260 1 1,350 1,725 1,165 1,195 1,360 1.465 1.730 865 810 925 1.000 1.270 IBC, FL, .1:32U: 3;B75-.. 2,135 •.2,255-' 255;'.1150=•_J:27U' 1,d55 ,:1.0 LA HUS28 1,700 4,095 4,095 4.095 4,U95 1,760 4,095 4,095 4.095 4.091i i.4B0 3,520 3,520 3,520 3.520 =HGliS28? 7_ 1`.= 11.6501:. Z127r 7 { " `7,275' T.,275: ,: 3 5 .: S,arO ), 3,820" 3:915 ].4,25D '. IBC, FL LUS210 1,165 1,335 1,530 1.640 2,090 1,165 1,450 1,655 1,775 Z270 865 1 985 1,120 1,215 1,5D0 IBC, F1, 'Nf]S2aD: ' ` F3 '_` ; 45Q': 5 954• ^:3 8°D' = E3Q:' . = fi35 ' S;395 . '5g"m ' '5,830' :5.83b : '2, 0 ' 2's D`' Z,'55 ' ' 2.535 '2,823 ' LA HGUS210 2,090 9,100 0,100 9.100 9,100 2.090 9100 9,100 9.100 9,100 i,545 6.340 6.730 6.750 b,730 W. FL 1. For dimensions and fastener Information, see table above. see table tDOtr10IP.S on p. i so. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum 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 0.85 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 035 of table load 0.41 of table load ACtde 'side bpecity angle Top View HHUS Hanger Skewed Right goist must be bevel cut) AD joist nails installed on the outside angle (non -acute side). r5 194 - ---_-- ------ - - ...... LUS/MUS/HUS/H These products are available with IV additional corrosion protection, For more information, see p.15. S/HGUS For stainless Many of these products are approved for installation steel fasteners, with Strong-Dri✓eg SD Connector screws. see p.21. See pp. 335-337 for more infomu+tion. o SIMPSON }' iJlodel: tdo�: _• ` �. : Heal'. flelgbt .; :Gil._ •• fllmenslons SPF7HF:Ailawahfe Ref. ; .. . yLr y g Car?3n9 . :M inber. `Gamed-: Member. 31pTdt1-Hoof (160) "(100) Snow 1715); ilobf {12� ?Nina. 1(plift �160) (16tfj. Floor. (10D) Snow. ' -(115) (loot (125) (Mind (160) Double 2x sizes l)1S242 2;at:, 7B 3'% 31/a.:2. (4)0:)i2ir31h r(2}OS62x3rh; 4zu::=:6D5,.'9f)5''-'9PzU;:T243, 355• `fi9D: ;7$D, 'B45': 1,D7A (431h :�1:DeU. ;bib, ,I17D d-12B5+:.1,59 ;' 910 ' 885 1;OD9 1:b90. 1,315 HHUS26-2 4%. 14 345s 5% 3 (14) 0.162 x 314 (6) 0.162 x 31h 1.320 12,830 3,190 31415 4,250 1,135 2,435 2,745 2,935 3.655 HGUS26-2 4%6 12 34'is 53/e 4 (20) 0.162 x 31h (8) 0.152 x 31h 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4.170 4.445 4,795 ;{d15Y8 2`-_ •'. 4�.Ss° .'18: '"3xk' . 7-, ' :2: : (6).0.162X31h. .I4) OlB2X31h ' h;06,_ "1,315 •T49D:,160'' .L03.' .91f1" 1,13D :1,26G �1,3B5. 1,745. IBC, FL, . yH1152s 691. ' -14. 3%. 716 '-. 3 :(22) 0,162 x31h. (8) 0352.x31h 1 aG0 4 265 4 810; 5 ]55 S,9BD 1,515 3,679 4,135. 4,435 5145, LA }iGUS28 file' 12 ails. 7 .:;;:4: :(36161fi2X31h (1�0.162x31fi+3235:�7;4fi0,,•7,460'746Q•7;960:• 2780 b,415,:`fi,415 fi,41$ 6,415, LUS210-2 M 18 3% 9 2 (B) 0.162 x 31h (0 0.162 x 31h 1,445 1,930 2,D75E24 2,830 1.245 1.575 1.785 1,930 2,435 HHUS210-2 B16 14 3% 8T/a 3 (30) 0.162 x 31h (10) 0.162 x 31h 3,550 5,705 16,435 6,485 3.335 4.9D5 5340 5.060 5.196 HGUS21l]-2 8% 12 3% 9% 4 (46) 0.162 x 31h (16) 0.162 x 31h 4,095 9,10D 9,10D 9,lOb 3,520 7,460 7625 7,825 7,825 Triple 2x Sizes HGl]526=3: 4T3is:' ; 414(s' S3§.,:'4;, .(20);0362x31h i8)pn23i3lh' 2155s 434D:'A;65U 5;170 5Sia'� 1;855: 3;530 .4,1'ir0 �.445. 4795 IBC, FL, •.`: HGU528 3 _ fi1i5s,.:;.12_ .12 4 (36); ._62z974 J7_2) D 162x3Z 3 235 7460 74BD 34fi0: 346f)aa 2780 6;415 'fi;415 6,415. 6415 LA HHUS210-3 B% 14 I4'% 875- - 3 ..(3D) 0 52•x31h (10) 0.162 x 31h -3,405 5,63 6,375. 6,485. 5 q85 2,931) ( 4,840 505 .5,575 15,575 . FL HGU5210-3_ 3-`:'"1DX:: . 81YLs 12 12..'41�ic1D?a:'..:.(56):f1.162X'Sh 411i6 9?/4 4 .(46)..0562x.31h (1QA162X31h_ (2f1)-03fi2x31h �,091.9,1.D0I.9,100 `;645:�9:{(41t--045'T;1!41d.-9�_c�]4.900.7,73➢'-t,-7811Li;7811 9,100 9,100 3,520 7,825 7,825. 7,825_ r2` ,li�th IBC, FL LA �HGUS�1 HGU5214 3 12s6': '.12 . 4 c ]2'/a `' 4 : (66} 0162x3'7i? (22) 0:162x31h a fig '7➢;125 10;125 14125' 301;?$ 4;9D0 8-190 'i319A :B190. -H1.90 _. Quadruple 2x Sizes HG 528=4:- 3Jz.: Z,T35 4',730..4,17U 4:4Q5: 4,795 IBC, FL, HGUS28-4 7%s 4 (36)0.162x31h (12)0.162x3% 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415HHUS210-4 R 11461/a B'h 3 (30) 0.162 x 31h 09) 0.162 x 31h 3,405 5,630 6,375 6,485 6,4B5 2,93014,B40 5,485 5,575 5,575JG�� 124' '•}3GWS2344: •12 12, 634s 105e':4 12k.'.4 "'4:., '(46)0'�62z31/z, (56).0782z3^li ;(66jD.1S2x3?/z 1.1 '-162x31/"HGli (2-0)I1.162x33nZ'• (22j0.162x31h,,.fi95_ i'.:.' �i"c93.118C[15" 25:1U. 2ajQ, 4,9DB ap125,4,90D18.710 7,780'.7,7B0 8,710 7,7$d .7,780 9,710 8,710 4x Sizes '3?is' :4B!a' '2•. (4) p]62X31h ,14)'0.162k31%tij 1I;flT: 1-03D .7.170" 1;26$:51593 YJ1U ,885:,. 1,00S- U. A 9.B7D. IBC, FL HGUS46'." :::;4%r`:'•12: 35AI43/rs_'_`4:: (20)0.]6Px334':(8)D:iii2X3Tft �155a4�.4tl}i85f1..5,I�A 5.575'1,855�3,73D =4.170.4,445 +},795 •`45tc LU548 431. 18 '3Ie` 3e'is $tic 6i'a • 3. 2 r(h}J.OJ62x3Ys 1 (6) 0.162 x 31h .(6)0762X31/z; (4) 0.162 x 31h l3^4. 1000 4;BOb"`3 1,315 90, 11,490 a415` 1,610 4S25f}# 2,030 1,1.5 910 2.435 ( 1,130 �745"2,935 1,280 1,385 3,655 1.745 IBC, FL, HUS48 6% 14 3% 7 2 (6)0.162x31h (6)0.162x31h 1,320 11.5BO 11.790 1.930 2,415 1,13511,360 1.540 1,660 2,075 LA HHUS48 61h 14 3% 736 1 3 (22) 0.162 x 31h (8) 0.162 x 31h 1,760 4,255 14,810 5,155 5,9B0 .1,515 13,670 41135 4,435 5,145 HGU548 63r 12 3% 719e 4 (35) 0.162 X 31h (12) 0.162 x 31h 3,235 7,450' 7,460 7,460 7,460 2,780 6,415 6.415 6,415 6,415 :r111Srk1Sfi `: ` 0 .'_3;-8tya1'2'•: (9}.0J62x_3Yz> :fgi:O L62X31h i1; 3F121I175'-224 2:B3fJ, 1;.� 1,575' ?a35' 1,930 2;535 n 'HHU$410f; HGUS41[[-;- B3i5: 8r/ao-• _l4 12 3sls 3s6 9 915s -3 a4= : (30);03B2x3yz (46)•➢.i62x'3X (1D)0182XS1h -:(lq O 162X:31fi 355 4:p95 r9�0D %4- 9lbf} a�� 9lIID i�;4 �J�Ab� �3,265, 3,52D 4,905: i 7,625. v 35 7,825 lid<n 7;625: 5575: 7,625t IBCLA HGUS412 10'As 12 3% 10% 4 (56) 0.162 x 31/z (20) 0.162 x 31h 5,695 9.045 19.045 9.045 9.P5 -,,90U 7,780 7,780 7.780 7,780 HGUS414 113is 12 3% 12'/rs '4 (66) 0.162 x 31/1 (22) 0.162 x 31h 5.695 10,125 10,125 10,125 10,125 4,900 18.190 8.190 8.190 8,190 Double 4x Sizes HGUS79L7O.: '8'he-.-c 12:..T'/ap Skis- 4'- (46}0i62it31Jri "6J.0.1627(31fz''8?130 ,'BD95.'9D95':90�951F1952950; 78PD: 78Oi7820' 7820. •7,985 -NGU57 Q7f12 1t)T/n 12 ::7''e .1095a 4 �56j:9162X 33!x (2D) D �2 x3TFz 3 B" _ 5 290� 9r29'� 9 295 ?129b 3;300' 7,995 T,995. 095, FL xHGt1573711d; •T�ns';:72•:T��e: 12iie'`::I66)D162x�1'`.(22)D:162z`31/e; 3,DBE1 03U1110,30010:3D910,5tID�437D .9,D3b '9,f)30 9D3D 9,030. 1. Uplift bads have been increased for earthquake or wind loading wan no runner ncrease auuwau. nouucn wi=v uu-1 - y,.- 2. llrrnd (160) is a download rating. 3. Nfin'r; rum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHER at st ongtie.com. 4. Tnss chord cross -grain tension may limit allowable loads in accordance with ANSMI 1-2014. Simpson StronpTie° Connector SBlector* software Includes the evaluation of cross-graln tension in its hanger allowable loads For additional information, contact Simpson Strang -lie. 5. Loads shown are based on a two-pty, 2x carrying member rmintmum for nailed hangers. With 3x carrying members, use 0.162' x 2W nails in the header and 0.152' x 31h' in the joist, with no load reduction. %Vi h single 2x carrying members, use 0.148' x 11h' nails in the header and 0.14B' x 3' In the jost, and reduce the load to 0.64 of the table value, 6. Fasteners Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. fJ M 95 E r • r Simpson Strong-Tiee Wood Construction Connectors Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so:that full allowable loads (with minimum nalliing) apply to i heel heights as low as 37/a°. Minimum and maximum i nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the miss and the carrying member up to 1k, max- to allow for greater construction tolerances (maximum gap for standard allowable loads is Ys° per ASTM D1761 and D7147), See technical bulletin T-C4- ANGERGAP at strongtie com for i more information. Material:16 gauge N Finish Galvanized nInstallation: i m • Use all specified fasteners; see General Notes • Can be Installed filling round holes only, or filing 0 round and triangle holes for maximum values See alternate installation for applications --- -ua- - - �- -� using the HY(128 on a 2ic4 carrying member or F. H7J28'cfr'MTU210 on a 2x6 carrying-membW for additional uplift capacity Options: IL - HTU may be skewed up to 671h°. bee Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongde.com l for installation with Strong-D&P SD fasteners. Codes: See p.12 for Code Reference Key Chart Typical HTU26 Minimum Naifing Installation HTU26 -'-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.) Many of these products are approved for installation with Strong -Drive° SD Connector screws. See pp. 335-3.37 for more information. 04- . -,rl Alln A101-Jo I nark (U." MaXiml im Nannpr (1,qn) SIMPSON Alternate Installation - HTU28Installed on 2x6 Carrying Member a-f T.1270 similar) - in Dimens)ons(d� - ; ::_ F,asteners;[n�'`.'...'.: - A _ = :DFJSPAIIowatileLoads `-;~_:, o e'l Dads .. • ' 3P.FINFAII wabl Gods lt7odel:•.. WeeGs ; .,W.:.'.-y': :.. _.B. :. '. ire '`.: '.Mlemtier .. CPS- 1 (7D0)-:_(???1.::{>25):: n �...10�..1115) '.(ll2� (W60): Ref. Single 2x Sizes q: 57/s: . 1 � ;_'7�'., "c 1:14 ifi30 §.680` ,57hs'{_31-'e ; • j20} ➢:162x El%; (14)'D 148'K 1 uz = i 9?Fit { P OtS- 2,D15 2 D15 i81 (Max) . • . 'S�h: `I% :57A 31h '(20).d162x3h. {29) md4 - h 1555_;. ¢© )> 3?85:, 4 1D;. 1.335::2.59D :2,855 3,bBO.j 3,k5i7 IBC, MU28 (Min.) 37h 1 % � 7Yrs 311 (26) 0.162 x 3 h (14) OW 11h 1,235 3,820 3,895 3,B95 3,895 1,060 2 865 2,920 2,920 2,920 FL, LA HTU28 (Max) 71li f% 71is n (26) 0.162 x 31h (26) 0.146 x 11z 2,D20 3,620 ; 215 4.655 5,435 1,735 i 3,285 3,710 4,005 4,675 N]i32f[1�Miu " 5%;; l u_'93Sc. 3'h:-0:162x3afz �14)'0:198'x'17z:: ;33[i:, ; fD=. �r l[j;i -�Go;j ;9Bi1', 11 3.?25 .3$26 3P25 3,225 i#T11 (Max)'--':.9Jr 1k:- 9K6i 31i' `(32)0162ic31rz (32)0146.X9�h. 31 ; _47115 ;3IC_ 5%3A:::5995 '2,B50 4,045 505 493D' S155- Double 2x Saes 1tTti26;R c6u(t} 3?h;'.3tic: Salts.:�lh:j: p)'0,]62x-311 -{141'0:746x�., .75:18-. ..4U:?i�;2(1 ;��Bf} _ 9,91U; 1,3©r: 3854'2990 .r�55 .2;4ii5 tTfCl7T ax)''. '5TJi ? 3§ie .57hs :31k ''(2(!):0162 3Yi' ':'(20)Di148X3 - .21Zra. 2;9htk# a'(' 3 fC' `.4d60:, 1,Q70 9D 2,855 ama0 , ,855 IBC, HTUZB-2 (Mln,) 3Th 3, 715s 31k (26) 0.162 x 31 (14) 0.14B x 3 1,530 3,820 4,310 4.310 4,310 1,315 2 865 3,235 3,235 3.235 FL, HTU28-2 (May.,) 7Y4 3%s 7M5 314 (26) 0.162 x 3Yz (26) 0.14B x 3 3,485 3,62D 4,315 4,655 825 2 995 { 3,285 3?1fi ' 4rD05 -10 tt. ` LA tiT27Q:2.(N(fi}.-3?h'•'.:35Ss:.934sJ"3Ya '(32311fi2x3:rZ'r'(14}0.1i18z3:.5;3fl:::Bi_5.:?I;815`.'675=..1510r53D 661d .3,67D 3,61D F{Ti329Tt3`(Ivley�::.911t' `..35i6 .9Yis. 31�_ (32)'0362z3Vi', {32)0148-%9•: %4;�!D: -q.535.1 4,g45 -4:665 .4:930 •5,605 1. The maximum hanger gap is measured between the joist (or bass) end and Ina carrying memoer. 2. Minimum heel heights required for full table loads are based on a mhimum P-12 pooh. S. Upllft loads have been Increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern, 4. Wind (160) is a download rating. 5. For hanger gaps between Wand W, use the Alternate, Allowable Ip. B. Truss chord cross -grain tension may lirnit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie" Connector Selector* software includes the evaluation of cross -grain tension in is hanger allowable bads. For additional Information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.146' x I W nails in the header and reduce the allowable download to 0.70 of tha table value. The allowable uplift's 100% of the table load, 8. Fasteners: Nell dimensions in the table are fisted diameter by larip. See pp. 21-22 for fastener information. U 2 0 a F 0 0 s m 0 e N d 196 = - - - - i 16 ' lir HTU J d Face -Mount Truss Hanger (cont.) Marry of these products are approved for installation with Strong -Drive' SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member '• • •. '..Min.,r - .. • •- ` Fasteners(ina..- - DHSPA)IowebleLoads � `.' - Miniratim . Mddel;. °Heel:'.Carrymgry;ogCarried Uplift Floor Snow `Boot Wind:: No: :'Height..Member Member'.' `;. Member-'. ' {1'A. :.i(ioo); :(1i�7 T�ZoI ;( fio} HTU26 (Min) 3% (2) 2x4 (10) 0.162 X 3% (14) 0.148 x 11h 925 11,470 1,660 11,790 11,875 M26 (Max) 51h (2) 2x4 00) 0.162x 31h (20) 014B x 11h 1 1,240 1.470 1 1,66D 1,790 2,220 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the altemative installation is W. S. Wind (160) is a download rating. 21 22 for tasterrer Information. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. ljprdt . floor*;90 Wind - Bef. 795 1,265 1,6151065 1,265 ',910 IBC. .1,695.� %2530'.:9 36B FL LA 2;375 ' 2,530 . V80 ' y Alternatfv�Allowable Loads (�/z'.Nlaxifrium H?i ger : ap r DEISP Agowable Loads ..Dtmensions.(inj;' ....... ers(n): ii Model'-- Heel, :... -- .: _Carried;'r-'ij Bft .floor., ,Snavu:. Bnof, Wind:. Hel9 ..-➢V.,; H : :&�..:_M .;.. ',Member.: •:id6� I7D0)"i]15) Single 2x Sizes HTU2B (Min.) HTU2B (low O vL) (D C • C O U §FF}HFlLHntuableLoads 'C ' Code m ]Plift- Floor .Snow • . Roof Wmd gef, tC (1 60 ) .000j (1a5) •(i25) '.(so) . a .? ..�4...-• _:... •. �.: o_: •.�z�_ .151b :7.5 D 1,510 3 3to+ 31'i 15/a 5Tno-,:31'?':iI20j0.1fi2X3h�.(11j'D148X71yz • - 955 ' 1 955 11355 1,955 HTU2B-2 (Min.) RMB-2 Pax.) 3 •1D 15/c :5�lls. -31h '(20)'-0.162ic3h: (2D)0162ic3'f?':(20);0.148x1'h ;(14).q.146x 1'!i::175' 1;2d5 ?�340: 9i1: SAD• 3120 :�3b13b3i�.; 1;045 1850 2.090 2285 2,285 IBC, 5+h Ish 5?5s .'3Y? (26) 0.162 X 31h (14) 0.148 x 11h 1,110 3,770 3,770 3,770 3,770 955 2.825 2-825 2,625 2,825 ark 16k 7156 31h (26)0.162x31h (26)0.14Bx11h 1,920 3,820 4.315 4,655 5,015 1,695 2,865 3,235 3.490 3,765 TYa 16k 7Ye 31h 1j075•�270D: 2;70D:2700 :27D0 '•31/s;�j32f.`0162X3.{1A)Ol4Ex1?h:251j-.3;60D';3,60�'..3;6A�'�;60D'' 91/a ls/•'. 9Y76 3h:(32)D.162x31fz {32)'0146x11k4705_' SO�sD SXJ20 5D20 2$00' •3,53D 3,7fi5 •3;Z65` 8,765 Double 2x Sixes -'13D5 3./16:i•354s.':5Y76:.31iq-(2D�511z ;:22D5 °.:. 3sSs"'/+6 ; .3h- ]20) 031a0A$DD7 645 ' 1,2 2,206 12ark 34w 7Ks 31h (26)4) 0.148 x 3 1,490 3,B2D 3,980 3,980 3,980 1,280 *X3142 2,9B5 2 9B5 IBC. FL, 7A 35 ill 7156 31h (26)6) 0.148 x 3 3,035 3,820 4.315 4.655 5.520 2,610 3,490 4,140 LA (�4)g1413X.. `t;1755:; 4;255 ;§:255 :4 55 4,255`' 1;610 :319D :3:{9©. 3190 3. 190•. - - - - �a�0 Fi,4tt1;: 3315 8530 3,9B0' 4�DD :4,853: }7tjjMax): _?3Ya.•34e_;:9Y76', .3 �;-(32j(1T62X31h. .(82),0146:r.3.• ;3,B55 :?1,705,-�.e..: ._-_- •.• 1. The maximum hanger gap is measured between the joist (or buss) end and the carrym9 member. 2, Maimum heel heights required for full table loads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further Increase allowed. Reduce where other loads govern. 4. Wind (160) is a download rating, 5. For hanger gaps between Y•' and W, use the Alternate Allowable Loads. 6. Truss chord cross -gram tension may limit allowable loads in accordance with ANSUTPI 1-2014. Simpson Strong -Ties Connector Selector& software Includes the evaluation of cross -grain tension in its hanger allowable loads. For, additional information, contact Simpson Strong-Tia. 7. Loads shown are based on a reduce the allowable download to10.70 of the table value. The all wablerupliftle 2x Is t OD%of the table load. g members, use 0,148' x 11h' nails in the header and B. Fasteners: Nall dimensions In the table are fisted diameter by length. See pp. 21-72 iorfestener information. i �I tit 197 U Z 0 0 F 0 Z 0 155 a s m N N C� Simpson Strong -Tie' lNood Construction Connectors SIMPSON HUMUCIHSUR/L. - ;_ Medium—DutyQP 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 HUG products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel • The HUG is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 2!',s' or greater, at 100% of the table load. Specify HUG. • HU is available with one flange concealed when the W dimension is less than 25/ie' at 100% of the table load. Specify as an'9 version and specify flange to conceal. • For any HU or HUG shown in this catalog, the user may substitute all face nails with'1a' x 1 Ya TWO 2 screws (Model TTN2-25134H) for concrete and V4' x 2'.'e Tit 2 screws. [Ivlodel TlN2-2ii234H) for GFCMU. Follow all installation instructions and use the loads from the sawn Finish: Galvanized; ZtdW and stainless steel available installation: . • Attach the hangers to concrete or GFCMU walls using hex -head Tien 2 screws. Titan screws. for GFCMU ('/a x 2W — Model TTN2-252344 and for concrete (ya' x 1'/a' — Model T M2-25134H) are not provided with the hangers. • Drill the -Yie -dameter hole to the specified embedment depth plus W. • Altemativey, drill the 3/is -diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titert Installation Tool flits are available. They include a I/is drill bit and hex -head driver bit (Model 7fM01-AC); a:'is' x 41R dull bibs also available (Model MDB18412). • A minimum edge distance of 1 W and minimum end distance of 3W is required as sio vn.in Figure 1 for full uplift: bad. • Where no uplift load is required, a minimum end distance of 1T is permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUG410 i • rmn •'. i dies . HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall 1 -Er �. Figure 2 — HUC410 Installed on Masonry Block Ford Wall aa 237 Simpson Strong -Ties Wood Construction Connectors SIMPSON Medium -Duty Face -Mount Hangers (cont.) D These products are available with additional corrosion protection. For more information, see p.15. ID P ---------- . - Model: - "Nnr . , ::- =Fasteners77 {Jri)• ... 'Eode. = ' HFCMU . =: <.<_,. ,° :Dongrptte-::•'-,'::; Standard. Standard..: .; ....: '.:Concealed : _ 6FCMU ® Fiten_2, .Concrete < rrbanm2..r "Joist.`.. . Upfift (16D} Down . (1D0l125► f Upl(R bowri : ? (1D�1.126)•.' nu . Hef HU26 HU26X (4)114 x 23/4 (4) Ya x 1 Y4 (2) 0148 x 11/z 335 1,090 335 1.545 HU28:' HU28X =' '' :;' (6)Yai234;••;: 46)i8X1Y4'i' (4)'D.14B%17k HU24-2 HUC24-2 (4) Y4 x 2'/4 (4) Y4 x 1 Y4 (2) 0.148 x 3 3B0 I 1,000 380 1,545 :'HU26-2(FJfnt)'_.HUC2fi2,_..:::=:..:(BJY�:x2a/a.:•:.(B)atXIVW ,:(4)D.148x3..r 7fiD'- .-`:';`'2AA0,_r_ s;760'.'c:,'c:a3;20©1; "HU26=2(Max)_:' ,.HUG2fi2 : (42)Y4X2Yi ..(12)3!ax13a I (6J014Bx'3' 1135 ;:.:i:3;000 7.135 3;95D1 HU26-3 (Min j HUG26-3 (Min.) (8) Y4 x 2Y4 (8)1/4 x 1 Y4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUG26-3 (Max.) (12) 1/4 x 2Y4 (12) Y4 x 1 Yi (6) 0.148 x 3 1,135 3,000 1.135 3,950 :.HW28-2M(ir: HUC28-2(A9in:).,Y..- ;.{10)*4iZ�4'.:- (10)i/x14'4 ,`.;(4).0.148.x3 :.2,30R LZfiD'. ';_ 3,725': H1128-2:(Mez7'. ;'I{UC282(tJfaic);'. .:.{14}y/4X2"a :: =•(141�/ax:l?a': 14Bx3:'. 1135 -3500i. .1;13�r92D HU210 HU210X - _." (oj'YiX2Y+ '- '(8)-1/4x13/4 (4)0.148x111r- - -.Sq5.--I--•2AW.-__ .__760 2,415 HU210-2(Nlillj:;_�Ii1C210�(Mfn) ,':,-.(14j:'1ax7?/g: (14)�/i>zlya .. •; 6)01483' == 1:435-=;; -igDG.`:-. 1.735 <. ?4;920:'. -11t1210.2(Max) •{i6)'�1aX23'a _,j1B)'Jax1Ya;','.:.�:{1D):t!_748X3: :�`1,B40 ;� 4,50Q: HU210-$ (Min.) _.HUC210-2(Mai:) HUG210-3 (Min.) n4) Y4 X 23/4 (14)1/4X 1% (6) 0.148 X 3 1,135 3.500 HU210-3 (Max.) HUC210-3 (Max.) n6) Y4x23/4 (1B) Y4x13/4 (10) 0148 x3 1,B00 4,500 q�i iO)�(az13i. .RP.148XhkHU212-2 (Min.) HUC212-2 (Min.) (16) Y4 x 23/4 06)1/4 x 1'/4 (6) 0.14E x 3 1,135 4,000 1,15 4,920 HU212-2 (Max) HUC212-2 (Max) (22)1/4 x 23/4 (22)1/4 x 12K (10) 0.14B x 3 1,350 5.085 I 1,350 5,085 hIU212-3(Min.),'I ;H11C212=3'.(Mmj .:..::(16)'/4x23a -n6f?iaXl'la:i. 4_B.:x;3:%'`:'_4;fl00y=-'1,185_•;4920;.'. �:' HU212 3 (Maxj = HU 2=3(19)D148 _ x3_` . 1 BOD :. S D85 1800 SOB�r — HU214 HU214X (12)1/4 x 2-Y4(12)1/a x 134 (6) 0.148 x 11/e 1,135 I 2,565 1,135 2,665 �• l7C2y 2'Miri..' Bi X23'a: ;-:, 8}yJ4x1�<. (�0.141 '-` _-7.5�5:`r .`.r '4,SbD�-:_ .-1,615: �7.`U�5'�8�'f:'. _HU2142(Max):•:•'HUC214`2(MaX)'•. •:(2tj:Ya�(YJa-' ::(24}Ya7(1�a_.1 (12)-0:148X.3. 2Oi5 .� 5085- 2075 5mD85?; HU214-3(Min) HUG214-3(Miin.) .0B)Y4x2Y4 0B)VAx1Ya (8)0.14Bx3 1,515 1 41500 1.515 5,085 HU214-3 (Max) HUG214-3 (Max) (24) Y4 x 2Ya (24) Y4 x 1 Ya (12) 0.148 x 3 2,015 5,085 2,015 5,DB5 , - fi?2;-,=:,: �:::NU27 -- -:7 Y4ir. 8'a±r ' Y<x•��i�.�;.j�10:1461t.•1.?fi_ '-��;,�r15''`�, _ems-2;82�.:�: _`,=1:�515._',�.:_'2, _ HU216-2 (Min.) HUC216-2 (Min) (20)1/4 X 2% (20) Y4 x 13/4 (8) 0.14B x 3 11515 4,920 1.515 4.920 HU216-2 (Max) HUC216-2 (Max) (26)1/4 x 23/4 (26) Y4 x 13'4 (12) 0.148 x 3 2,015 5,085 I 2,015 5,085 apft ;' ' ` HU7 (Min,) (Not available) 02) Y4 x 23/4 (12) 1/4 X 1?'4 I (4) 0.148 x 1 Ya 545 2,9B0 760 2,980 HU7 (Max) Obt available) 06) Y4 x 23/4 (16)'14 x 1 % (8) 0148 x 1 Yi 1,095 3,4115 1,085 3,485 avalahle):=;: �. (j8)3!4x_2'1.:: 1PBl'ax 3a .:`{s)a�48x11k':, -;;_ 135~ a. 323Q. _.: v. otsvaileble 4'14x2Y4 ` i -.(24) 114 '1-74 , HU11 (Mint (Not available) (22)1/4 x 23/4 (22)1/4 x 1'/4 (6) 0.148 x 11/z 1,135 3,23D 1,135 3,230 HU71 (Ma)L) t1U14•(M(n):: (Not available) (Not`avelia6le))%aic2Y4•.: (30) Y4 x 2Y4 (30) Ya x 1 % (2B)YaxlYa J (10) 0.14B x 1' i ` (81iz14R`x1Yr• 1,445 ;^'1515 _ 3,735 1,445 3,735 exi - dtevailable : CJYa'X.2'La: < : (36}Yax7i:, :' (14);0148x1'!e:`,2x17 ;.,4245t'.' = 2,Q(5.`-t; 3k245 . 0 w F O 0 0 g 0 a 6 6 238 STAGGER JOINTS - TTP. RAISED HEEL ROOF TRUBBES B/`• BEE PLAN y Y W� RIBBON BOARD- SEE N SCHEDULE FOR SPACING t FASTENING TO TR16SE6 UPLIFT/SHEAR ANCHOR MASONRY WALL - EACH TR155 - SEE B/SKI SEE PLAN PLAN NOTE, ADD L FRAMING NOT SHOW14 FOR CLARITY RA18ED HEEL TRUSS BEARING/ A SCALE.NT SKI ROOF SHEATHING- SEE' PLAN RAISED HEEL ROOF TWSSES i -SEE PLAN SOFFIT/FA5CIA- SEE ARCk4. d l�' RIBBON BOAI�I, SEE BCHEDULb'•: FOR SPACING d FASTENING Td TRU55E� WALL 6HEATHING-SEE PLAN ; MIN.15/32' COX PLYWOOD OR ; S 1/16' 055 WITH 8d GM NAILS ; GYP. CEILING- (0.I31' X 7 1/71) 6 6' O.G. TO ! UPLIFT/SHEAR SEE PLAN t . RIBBON BOARDS ANCHOR EACH SCHEDULE DO NOT FASTEN RIBBON 60AFV TRI155- SEE PLAN MASONRY WALL - INTO END GRAIN OF ROOF TRUSS SEE PLAN BOTTOM CHORD RA15ED HEEL TRUSS BEARING/ 5 ecxr, Nre SKI RIBBON 5CHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON 6PACUK, RIBBON ATTACHMENT Vult-165 MPH (2J 12d GUN �0.131' X 39 fvaed•118 MPH) 2X4 6PF02 24' TO EACH TRUSS, (4) EXP. B, NAILS A1'JOINTS ENCLOSED Vull=I80 MPH (1) Ild C}JN (0.131' X 31) WssclzUS MPW 7X4 6PF'7 16, To EACH i_FUSS, (4) EXP. C, NAILS AT; JOINTS ENCLOSED INEEr loA N OflM�011 4Et0 NIREOOi1�YlH1 SNFEt INTOWWON: unu ourutr. , iirEwom w SU i� Piggyback Detail —ASCE ASCE 7-10i 180 rip`h, 30' Mean Hgt, PartlaRy Enclosed, Exp, C, Kzt=1.00 100 mph Wlnd, 30.0(1 ft Mean Hgt, ASCE 7-10, Part. Enclosed Bldg. located anywhere In roof, Exp C, Wind DL= 5.0 psF <rlin), Kzt-1.0. Or 160 mph wind, 30.00 ft Mean Hot, ASCE 7-10, Part, Enclosed Bldg, located anywhere In roof, Exp D, wind DL- 5.0 psf (min), Kzt=1.0, Notei Top chords of trusses supporting piggyback cap trusses must be adequately braced by sheathing or purllns. The building Engineer of Record shall i provide diagonal bracing or any other sultable anchorage to perTneptly restrain purllns, and lateral bracing for out of plane loads over gable ends. . , Maximum truss spacing Is 24' o.c. detalt Is not applicable If cap su�-po�ts additional loads such as cupola, steeple, chimney or drag strut loads. Piggyback cap truss slant nailed to all top bracing.wlth (2) 16d box nails (0,135'x3,5') ar chord with 2x4 03 grade scab (1 side only r attached with 2 rows of LOd box nails COME 12 Up to 12N) '->4, �� - L—Top Chord Scab (Typical Each End) d loll—" V AN 111WO01VIIwNY 13339 Lak.fronl Drive E.dh Cily, MO 6304E i purlln :ure top :h end) at 4' c.c. ++ Flat top chord purlins required at both ends and at a maximum of 24' Intervals unless otherwise noted on base truss design drawing, Attach purlln bracing to the flat top chord using a minimum of (2) 16d box nails (0.135'x3,5'). Flat Top' Chord <= 36' w In addition, provlle connection with one of the following methods) Trulox 2BP13 Wave Plnnvback Plate Use 3X8 Trulox plates for 2x4: chord member, and 3X10 Trulox plates for 2x6 and larger chard One g 28PR wave piggyback plate to each face to to t Jae' o.c At t&€ i teeth toppII ggackruss eith f members, Attach to each face,2 0' o,c, with (4) 0.120'x1.375' nails Into cap bottom chord and (4) f b Ica�lon. ach su fP (4) 0.120'x1,375' Halls per ace per ply. In base truss top chord_. Trulox plates may be PIO�Yback plates may be staggered 4 a,c. front staggered 4' o.c. front to bdgk-faces, to- ack-faces, - APA'Rated Gusset I 81x81x7/l6' (min) APA rated'sheath!ngg GBussets 2x4 Vertical Scabe 2x4 OF 02, full chord depth scabs (each face). ((eppchh Face), Attach @ 8' o.c. It 8) fi canmom �4) Attach N.8' o.c. with (6) 10d box Halls (O,128'x3') 43) In <0.[13'x2') nails per gusset, In cap botroom chord and (4) In base truss top d}iord. Gussets back faces, per scab, (3) In cap bottom chord and base truss top chord. Scabs may 6a staggered may be staggered 4' o.c front t 4' o.c. front to back faces. MWARNDGira REMAND FOleV ALL DYES R THIS DRAW110 NNWMTANTse FIRHOSH INIS DRAYM m ALL CMTR,1C)DFT B1 Iffi THE INSTALLER& r so aro..psa ,ova-. rar swnaar. y,o.. W .-- Ane, o dvision oP ITV Dukdlnp0 Cunpenenis Groupp Inc shoo not be respmWMv for anyy devinibn f droehV any P.1w. to bulld•!h. truss h eonParnance slth MSI/TPI 1. ar iar hondllna. ohadm, AM$- b,.Wrq oP tru...s. ssol on this t ra" or wv.r paps iithV Ire. dra.Yg, Ed -tee, onc.pt— of praf.ssbnol any y�p �y sdely for '1F,n d,-r whoa The aiAteMity and ,a. eP ihis dro.Y,a si vchr•e Y,e r•.q,onssyuty ath. D RAM Grde wr W AN,SUM 1 S--& SPACING 24.0' REF PIGGYBACK DATE 10/01/14 DRWG PD180101014 This documenthasbeen electronir3ily #k signed using a Digital Signature. Printed i t r / copies without an original signature must ( t �I j'` he verified using the original electronic I version. ` ALPINE 111SIi"tearye ANITWCOMPANY H CCA #0 278 a... . ,,��yy - 08/26/2020 No. 708 1 l ► E STATE- •J ""'�"�7l8Rtt4 Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone: (800)755-6001 www:alpineitw,com iSfte Infioritxadon k Pa qe 1. Customer: • Carpenter Contractors of America Job Number. N362326 Job Description: 7A51320 ,4EHBH ,01 F ,RJ01 14EHB 12601 l HAYDEN EXPRESS lAddress: Job En ineQrin ,Criteria -_. Design Code: FBC 6th Edition (2017) IntelliVlEW Version: 17.02.02A through 17.02.02C JRef #: 1 WY589750045 Nind Standard: ASCE 7-10 Wind Speed (mph) 160 Roof Load (pso? 20:00- 7.00- 0.00-10.00 3uildin Type: Closed F/oor Load s None This package contains general notes pages, 34 truss drawing(s) and 4 detail(s). item,;, Drawing Number-, 7rus5 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 B2G 13 239.20,1113.51112 L1 15 239.20:1113.51845 EGE 17 239.20.1113.50956 EJR 19 239.20.1113.51611 CJ5E 21 239.20,1.113.51954 CJ1E 23 239:20.1113 49708 ER 25 239.20.1113.53374 CJ5A 27 23920.1113'.50519 CJ52 29 239.20.1113.49709 CJ3A 31 239.20.111350425 CJ1 33 239.20.1113.51283 HJ31- 35 A14030ENC101014 37 A14015ENC101014 diem Drailuir j Number ,; , " 2 239.20.1,113.50098 A2 4 23920.1113.49754 A4 6 239.20.1113,49770 A6 8 239_-20.1113.50.144 A8G 10 239.20.1113.50800 131 12 239.20.1113.52172 MEG 14 239,20.1113.51455 L2G 16 239.20.1113.52250 EJ6E 18 239.20.1113.5`1470 CJ1L 20 239.20.1113.51876 CJ3E 22 239.20.1113.53515 MG1 24 239.20.111.3.50659 EJ72 26 239.20.1113.49848 CJ5 28 239.20.1113.49598 CJ3 30 239.20.1113.50581 CJ32 32 239.20.1113,51751 HJ6E 34 239.20.1113.50363 HJ7 36 GBLLETIN1014 3$ GBLLETIN0118. Florida Certificate of Product Approval #FL1999 Printed 8/26/2020 1:47:44 PM v" a General 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 B1, 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 B10, 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.org. 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 i 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. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual Udefl value. Udefl = 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.orq. 2. [CC: 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.orq. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com. Page 3 of 3 Job Number: N362326 Ply: 1 SEQN: 50381 / T6 HIPS Gust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB 12601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.50261 Truss Label: Al KD / YK 08/26/2020 6'1 "4 6'1"4 12'29 18'"4 + 21'"1 6'1"5 6'0"3 4 11 3.1"8 9'10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 WindStd: ASCE7-10 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 ft 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 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N: Lumber value set 13B" 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. =5X5 =5X5 E F 39'8" 19'10" 27'57 i 33'612 + 39'8" 6'0"l1 6'1"5 6'1"4 10, 29'10" 39'8" 39'8" 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 Pf: NA Ce: NA VERT(LL): 0.259 L 999 360 B 1546 / 786 1861 / - / 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.1213.21 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 ti�� It H. a}ffiArsao.,°� �`y - e° a 0 �. i 4J8 3 qp�q� q ° s AWO.-� e ) . �4 COA f�rArf39I1{►iEtt{�tW 08/26/2020 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 quire extreme care in fabricating, handlin shipping, installing.and bracing. , Refer to and follow the latest edition of BCSI (Building t Safety Information, bV TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted ojherwise,top chord shall have properly attached structural sheathing and bottom chord) shall have a properly �id ceiling. Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, e. Appgv plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to line, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ss in conformance with ANSIl1 PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , ling this drawing indicates acceptance of pro esslona engmeerinq responsibility solely for the design shown. The sui abtidy d use of this drawing for any structure is ?to) responsibility of the Building Designer per ANSI1TPI 1 Sec.2. more information see this job's general notes page and these web sites: ALPINE: www.alpineilwxom; TPI: www.lpinst.org; SBCA: www.sbcindustry.com: ICC: www.iccsaf ALPINE --COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 r 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 12'2"9 1T 22-E 6'1"4 61"5 4'9"7 5'8" =5X5 =5X5 E F 27'5"7 33'6"12 39'8" 4'9"7 � 6'1"4 39'8" 10, i 10, + 910" +1 9'10" 19,10" 29" 0" 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 EXP: C Des Ld: 37.00 Mean Height: 22.58 ft 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.OE Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N: Lumber value set "13B" 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. Snow Criteria (Pg,Pt in PSF) DeflICSI 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 / - / - 18.0 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 Sid: 2014 Max BC CSI: 0.620 Bearings B & I require a seat plate. Rep Factors Used: Yes Max Web CSI: 0.378 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.1213.21 B - C 1932 - 3293 F - G 1460 - 2207 C - D 1814 - 3026 G - H 1813 - 3027 D - E 1459 -2207 H - I 1933 -3293 E - F 1506 - 2199 s®eamna as �.r�� r��mkrmt� eE'yaa ? a 0,708 1 a p oa p1� � egg a°e ., •es �{it . COA Q ONAL uVj° ��fr�rse�arald�wis 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, 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 oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properyy attached rigQid ceiling Locations shown forpermanentlateral restraint of webs shall have bracing ins alied per BCSI sections 83, 87 or B10, as applicable. Apply lates to each face, o truss and position as shown above and on the JoinfDetails, unless noted otherwise. f�efer to ALPINE drawings 160A-Z for sandard 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 w wco� truss in conformance with ANSIfI PI 1, or for handling, 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) essionaT engineering responsibility solely for the design shown. The sul ability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIrfPI 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: w—.t inst.or ; SBCA: www.sbcindust .corn; ICC: www.lccsafe.org Orlando FL, 32837 f W Job Number: N362326 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Truss Label: A3 T8"6 7'8"6 1' 9'10" 9'10" 15' 7710 Loading Criteria (psi) 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: 22.16 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 #1 :T3 2x4 SP #2 N: Bot chord 2x4 SP 2400f-2.OE :B2, B3 2x6 SP #2 N: Webs 2x4 SP #2 N :W 1, W4, W7 2x4 SP #3: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC 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. Ply: 1 Qty: 2 19'10" 24'8" e5X5 1112X4 =5X5 D E T3 F 39'8" SEQN: 50383 / T11 / HIPS Cust: R8975 JRef: 1WY589750045 FROM: RAA DrwNo: 239.20.1113.49474 KM / WHK 08/26/2020 31'11"10 + 39'8" 7'3"10 7'8"6 10, 10 _ i _ 1,1011+1. 19,10" 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 L1# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.279 E 999 360 B 1693 / 789 / 874 / - / 255 / 8.0 Lu: NA Cs: NA VERT(TL): 0.683 E 984 240 M 1693 / 789 / 874 / - / - / 8.0 Snow Duration: NA HORZ(LL): 0.092 J - - Wind reactions based on MWFRS HORZ(TL): 0.159 J B Min Brg Width Req = 1.5 Code / Misc Criteria Creep Factor: 2.0 M Min Brg Width Req = 1.5 Bldg Code: FBC 6th.ed 2017 Max TC CSI: 0.758 Bearings B & H are a rigid surface. TPI Std: 2014 Max BC CSI: 0.958 Bearings B & H require a seat plate. Rep Factors Used: Yes Max Web CSI: 0.470 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.1213.21 B - C 1957 - 3392 E - F 1699 - 2705 C-D 1918 -3173 F-G 1918 -3175 D - E 1699 - 2705 G - H 1956 - 3394 f am m e ° °® 4. 708 i Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. B - L 3045 -1664 K - J 2458 -1264 L - K 2457 -1237 J- H 3047 -1690 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L-D 639 -367 K-F 412 -181 D-K 413 -181 F-J 640 -366 7 6Fi t V t ° e m° COA AL •a° i yes 's0 NPtr�ap3�ttq���v�1, i 08/26/,' **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 temporary bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathinqq and bottom chord shall have a propperly attached rigid ceiling Locations shown forpermanent 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 Joint Details, unless noted otherwise. kefer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildingg Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the n" wcnm,*u truss in conformance with ANSI1TPI 1, or for handl% shipping, installation and bracing of trussesA seal on this drawing or cover page, , 2400 Lake Orange Dr. listing this drawing, indicates acceptance of pro esstonali engineering responsibility solely for the design shown. The suitability Suite Lake and use of this drawing for any structure is go) 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.tpinst.org; SBCA: www.sbcindusrry.com; ICC: www.iccsafe.org Orlando FL, 32837 f Job Number: N362326 Ply: 1 SEQN: 50384 / T10 / HIPS Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS City: 2 FROM: RAA DrwNo: 239.20.1113.49754 Truss Label: A4 KM / WHK 08/26/2020 7'4"5 13' 1910" 26'8" 323"11 39'8" 7,4"5 0 T 6'10" 6'10" 5.7"11 -i-- 7,4"6 Ea5DX5 1112E4 T2 =5F5 T ,2 5 �o2X4 oi2X4 C Z G n n W3 s� A B H I 1 =4X6(B2) III6X8 62 =8x8 63 1116X8 =_4X6rB2M 1 39'8" fir+ s'1o" i 10 + 10 + s10 +1� 9'10" 19,10" 29'10" 39'8" Loading Criteria (psf) Wind Criteria TOLL: 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: 21.76 ft 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 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #1 :T2 2x4 SP #2 N: Bot chord 2x4 SP 2400f-2.0E :B2, B3 2x6 SP #2 N: Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC 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. T m rn t--o18'8"12 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 Pf: NA Ce: NA VERT(LL): 0.292 E 999 360 B 1659 1790 / 876 / - / 226 / 8.0 Lu: NA Cs: NA VERT(TL): 0.733 E 923 240 M 1660 / 790 / 876 / - / - / 8.0 Snow Duration: NA HORZ(LL): 0.089 J - - Wind reactions based on MWFRS HORZ(TL): 0.157 J B Min Brg Width Req = 1.5 Code / Mist; Criteria Creep Factor: 2.0 M Min Brg Width Req = 1.5 Bldg Code: FBC 6th.ed 201 7Max TC CSI: 0.690 Bearings B & H are a rigid surface. TPI Sid: 2014 Max BC CSI: 0.838 Bearings B & H require a seat plate. Rep Factors Used: Yes Max Web CSI: 0.484 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.1213.21 B - C 1982 - 3305 E - F 1928 - 2999 C - D 1917 - 3077 F - G 1917 - 3079 D - E 1928 - 2999 G - H 1982 - 3306 a >9 P 0 a a�V . 6-4 fummit"+1410` 08/26/2020 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2964 -1688 K - J 2541 -1390 L - K 2541 -1364 J - H 2965 -1714 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 504 - 263 K - F 591 - 331 D - K 592 - 331 F - J 505 - 262 E - K 348 - 388 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlingshipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, bV TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a progeny �id ceiling Locations shown for permanent lateral restraint of webs shall have bracinq insgalled per BCSI sections B3, B7 or 810, e. App'' 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. Alpine, a division of truss in conformanc listing this drawinc and use of this 2 1 For more information see if-i i,orTor r acceptance any structure his drawing,any failure to build the on this drawing or cover pa e ie design shown. The suit"ability ALPINE -COMpAM! 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 1 Job Number: N362326 Ply: 1 SEQN: 50385 / T9 / HIPS Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB 12601 / HAYDEN EXPRESS Qly: 2 FROM: RAA DrwNo: 239.20.1113.50052 Truss Label: A5 KM / WHK 08/26/2020 T4"4 _1 _ 11' _ _ 16'11"4 _ 22'8"12 28'8" + 32'3"121 39'8" 7'44 3'7"12 5'11"4 5'9"8 5'11"4 3F 7'4"4 5X5 =5X5 =4X4 =5X5 D E F G ,2 T 5 i7 2X4 is 2X4 C H (a) W (a) W6 in 4AB I JT —is18'8'12 4X6(B2) sRX n B2 =AXR 63 =AX n =dXRIRNI �1' I 9'10" 9' 10" 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: 21.33 ft 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 :132, B3 2x6 SP #2 N: Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N: Lumber value set "13B" 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 0.1280" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. 39'8" 10, 19'10" 10, 29.10" 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): 0.307 L 999 360 Lu: NA Cs: NA VERT(TL): 0.831 L 831 240 Snow Duration: NA HORZ(LL): 0.094 K - - HORZ(TL): 0.173 K Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.890 TPI Slid: 2014 Max BC CSI: 0.880 Rep Factors Used: Yes Max Web CSI: 0.314 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.02A.1213.21 +a f D COA �% � AL 911 � 39'8" ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 1546 / 791 / 872 / - / 196 / 8.0 N 1546 / 791 / 872 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 N Min Brg Width Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1998 - 3016 F - G 1714 - 2353 C - D 1934 - 2800 G - H 1933 - 2800 D - E 1715 - 2354 H - 1 1997 - 3016 E - F 2155 - 3107 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2698 -1700 L - K 3032 -1862 M - L 3030 -1857 K - 1 2698 -1726 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 823 - 508 F - K 584 - 817 M-E 581 -814 G-K 825 -510 08/26/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS s require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building anent Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporarryY er BCSI. Unless noted oytherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly d n id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910, licabgle. Apply plates to each face oftrussand position as shown above and on theJoin Details, unless noted otherwise. (tefer to 3s 160A-Z for standard plate positions. a division of ITW Building Components 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 pa e . this drawing indicates acceptance of professlonar engineering responsibility solely for the design shown. The suffability ae of this drawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2. ALPINE umvco.N.- 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 l Job Number: N362326 Ply: 1 SEQN: 50386 / T20 / SPEC Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 14EHB / 26011 HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.49770 Truss Label: A6 KM / WHK 08/26/2020 7'1"1 10,10" 1'101 19,10" 7'1"1 3'8"15 r 7'2" 24'8" 30'8" 32' "5 39'8" 4'10" 6' 1'7" 7'411 5X5 12 D =6X6 1112X4 =5X5 =5X5 5 p o 2X4 E F T3 G H p/2X4 T C T I n W4 T v :Q rn B s� A J K 11 4X6(B2) __ 6X8 =5X8 �18'8"12 = 5X8 = 4X6(B22) 39'8" 1' 9'10" _ 10, + 9'10" 10, 1' 9'10" 19,10" 29'8" 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 EXP: C Des Ld: 37.00 Mean Height: 21.30 ft 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 :T3 2x4 SP #1: Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W4 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. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.384 F 999 360 B 1546 / 789 / 856 / - / 194 / 8.0 Lu: NA Cs: NA VERT(TL): 1.041 F 664 240 O 1546 / 791 / 859 / - / - / 8.0 Snow Duration: NA HORZ(LL): 0.104 L - - Wind reactions based on MWFRS HORZ(TL): 0.193 L B Min Brg Width Reg = 1.8 Code / Misc Criteria Creep Factor: 2.0 O Min Brg Width Reg = 1.8 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.896 Bearings B & J are a rigid surface. TPI Std: 2014 Max BC CSI: 0.954 Bearings B & J require a seat plate. Rep Factors Used: Yes Max Web CSI: 0.849 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.1213.21 B - C 2048 - 3005 F - G 2615 - 3760 C - D 1969 - 2780 G - H 1964 - 2776 D - E 1716 - 2352 H - 1 1955 - 2789 E - F 2615 - 3761 1-1 2028 - 2992 o.70$ I 6 sn I fvins"i4]ilti tit 08/26/2020 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - N 2688 -1731 M - L 3452 - 2198 N - M 3197 - 2037 L - J 2675 -1750 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 E - M 645 - 397 L - H 867 - 596 **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 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 propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83, B7 or B10, as applicable. Apply plates to each faceoftrussand 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 *nnwca.+nwr 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 esslonaT engineering responsibility solely for the design shown. The sui ability Suite Lake and use of this drawing for any structure is the 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.alpineitw.wm; TPI: www.lpinsterg; SBCA: www.sbcindustry.com; ]CC: www.iccsafe.org Orlando FL, 32837 Job Number: N362326 Ply: 1 SEQN: 50387 / T8 / HIPS Cust: R8975 JRef: 1WY589760045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.49711 Truss Label: A7 SN / BAF 08/26/2020 II T1"2 Al ' 23' 7'1"2 T 1'10'14 7'8" 6'4 30'8" 7,8„ 4 39'8" 4 T1"2 12 5X5 —4E T2 —5F5 T3 _5G D 9xe -9xd 39'8" 9'10 10, 10, 9'10" +1� 9'10" 19,10" 29'10" 39'81, T Loading Criteria (psq 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 Udell L/# Loc R / U / Rw / Rh / RL / W B 1546 1827 / 864 / - / 167 / 8.0 TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.367 L 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.995 L 694 240 N 1546 / 827 / 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 9 q Code / Misc Criteria CL 10.00 NCBCLL: 00 Mean Height: 20.91 ft 9 CreepFactor: 2.0 N Min Brg Width Req = 1.8 0, Soffit: 0.00 TCDL: 4.2 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.898 Bearings B & I are a rigid surface. Load Duration: 1.25 BCDL: 5.0 sf p MW FRS 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 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. VIEW Ver: 17.02.02A.1213.21 Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T2, T3 2x4 SP #1: Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N: Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Bracing (a) 1 X4 #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. "eft{ •®fp -A l4eaafe�f 0 r e iiIL RA AT fl oa ." COA�I Y Q�h11-S*99�*R3 mine."„+ p 08/26/2020 B - C 2005 - 2998 F - G 1927 - 2758 C - D 1938 - 2811 G - H 1938 - 2812 D - E 1927 - 2757 H -1 2003 - 2998 E - F 2510 - 3700 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2681 -1705 L - K 3612 - 2259 M - L 3615 - 2259 K - 1 2681 -1731 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D - M 776 - 498 F - K 706 - 989 M - E 709 - 992 K - G 773 - 495 "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 oTherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have brac'In insalled per BCSI sections B3, B7 or B10, _ as applicable. Apply Oates to each face of truss and position as shown above and on the Joinf9Details, 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 py wCON- truss in conformance with ANSIPI1, 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 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 ANSIrTPI 1 Sec.2.150 For more information see this lob's general notes page and these web sites: ALPINE: www.alpineitw.mm; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N362326 Ply: 2 SEQN: 50409 / T14 / HIPS Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,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 3414 6.2 + 2 + 3T!"' + 39'8" 65177' VI "4Z'2 4 7' 12 =6X6 =4X4 T2 =8E8 =4F4 T3 —6G6 5 � C D T C) r!t M 1 6� T M I� f7 —,s.18'8"12 1112X4 =8X8 =3X8 =68 1112X4 �1'+ 6'10"4 I 6'S"14 6'10"4 13'4"2 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Stoll: 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: 20.50 ft NCBCLL: 0.00 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: 3.97 It 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. 39'8" 6'5"14 6'5"14 09 'S"14 6'10"4 1� S'1' 0" 26'3"14 32'9"12 3g'S" 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 Pf: NA Ce: NA VERT(LL): 0.434 E 999 360 B 3115 / 1614 /- /- /- /8.0 Lu: NA Cs: NA VERT(TL): 1.192 E 581 240 O 3115 11614 / - / - / - / 8.0 Snow Duration: NA HORZ(LL): 0.071 C - - Wind reactions based on MWFRS HORZ(TL): 0.133 C B Min Brg Width Req = 1.8 Code / Misc Criteria Creep Factor: 2.0 O Min Brg Width Req = 1.8 Bldg Code: FBC 6th.ed 201 7Max TC CSI: 0.558 Bearings B & H are a rigid surface. TPI Sid: 2014 Max BC CSI: 0.434 Bearings B & H require a seat plate. Rep Factors Used: No Max Web CSI: 0.743 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.1 213.2 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 M - D 488 - 672 F - K 488 - 672 D - L 554 - 267 K - G 1951 - 991 COA V(`SQ! A 09/26/2020 **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 temporarryy _ bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathinqq and bottom chord shall have a propperly attached ri id 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 Joinf-Deta!Is, 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 �nmvC r A. 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 engineering responsibility solely for the design shown. The suitability Suite 150 and use of this drawing for any structure is the responsibility of the Building Designer per ANSIfTPI 1 Sec.2. 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 .corn; ICC: —iccsafe.org Orlando FL, 32837 Job Number: N362326 Ply: 2 SEQN: 21795 / T38 / SPEC Gust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS City: 1 FROM: HMT DrwNo: 239.20.1113.53592 Truss Label: A9G KID / FV 08126/2020 2 Complete Trusses Required 4 1010' 1,'8 19'10"4 2T4 32'8" 39'8" 7'1"4 3'8"124'9"12 8' 7' =5X5 D T 12 5 Q2X4 C =8X8 1112X4 F T3 =8X8 G =6X6 T4 Fi E vo N (a) W 1 A4X6BA1) N M B3 L K =8X10 =H1014 =10X10 1112X4 39'8" F1' 10' 10, 7'8" 5'1"12 6'10"4 10' 20' 27'8" 32'9"12 39'8" 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 Kzt: NA D Des Ld: 37.00 Mean Height: 21.30 ft NCBCLL: 0.00 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: 3.97 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 :T3, T4 2x6 SP SS: Bot chord 2x6 SP SS :B3 2x8 SP 2400f-2.0E: Webs 2x4 SP #3 :W8 2x4 SP #2 N: Lumber value set "13B" 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. Nafinote 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, Wind Wind loads and reactions based on MWFRS. 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. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefi U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): -0.446 F 999 360 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.777 F 608 240 B 2725 /- P P /1752 /- Snow Duration: NA HORZ(LL): -0.096 D - - 0 3745 1- P /- 12183 P HORZ(TL): 0.167 D Wind reactions based on MWFRS Code / Misc Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.6 Bldg Code: FBC 6th.ed 2017 Max TC CSI: 0.775 0 Brg Width = 8.0 Min Reg = 2.2 TPI Std: 2014 Max BC CSI: 0.538 Bearings B & I are a rigid surface. Rep Factors Used: No Max Web CSI: 0.779 Bearings B & I require 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. Chords Tens. Comp. WAVE, HS VIEW Ver: 17.02.02C.0211.16 Special Loads B - C 1930 -2945 F - G 4332 -6455 C - D 1828 - 2837 G - H 3501 - 5606 -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25) D - E 1597 -2471 H - 1 2430 -4178 TC: From 55 plf at -1.00 to 55 plf at 21.14 E - F 4338 - 6462 TC: From 28 plf at 21.14 to 28 pif at 32.67 TC: From 55 pif at 32.67 to 55 pif at 40.67 BC: From 20 pif at 0.00 to 20 plf at 20.00 Maximum Bot Chord Forces Per Ply (Ibs) BC: From 10 plf at 20.00 to 10 plf at 32.64 Chords Tens.Comp. Chords Tens. Comp. 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 TC: 167 lb Conc. Load at 28.60,30.60 N - M 5075 -3379 K -1 3826 -2216 TC: 378 lb Conc. Load at 32.60 M - L 6225 -4091 BC: 1445 lb Conc. Load at 21.14 BC: 130 lb Conc. Load at 22.60,24.60,26.60 Maximum Web Forces Per Ply (Ibs) BC: 129 lb Conc. Load at 28.60,30.60 BC: 492 lb Conc. Load at 32.64 Webs Tens.Comp. Webs Tens. Comp. N - D 1947 -1225 G - L 828 - 869 ilititr+fruyjip�sfJ�lfrrri, 3350 L - H 2O76 -1487 E - M 1588 - �,,, ••mesa•,°Qa rrrrr e° ( o. 708 1 a a AST 000ANV' ONAL 'i>sux,si,fo'+a+tia�''0' I 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 olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly 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 plates to each face of truss and position as shown above and on the JoinrDetails, unless noted otherwise. kefer 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 drawing,any failure to build the .xnwco uuw truss in conformance with ANSIlI 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 roTesslonaT engineering responsibility solely for the design shown. The sui ability Suite 305 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.com; TPI. www.tpinst.org: SBCA: www.sbcindustry.com: ]CC: www.iccsafe.org Orlando FL, 32821 Job Number: N362326 Ply: 1 SEQN: 50388 / T2 / HIPS Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.50800 Truss Label: 131 KID / DF 08/26/2020 19' 12'8" _ I 21' r 9' 3,8" 8W �— v Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 SCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber 9'1"12 9'1"12 Wind Criteria Wind Std: ASCE 7-10 Speed:160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 20.91 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 9.00 ft GCpi: 0.18 Wind Duration: 1.60 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 "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. C8 T2 =5XD5 21' 3'4"8 8'2"4 12'6"4 20'8"8 3"8 '29' 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: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.036 G 999 360 VERT(TL): 0.096 G 999 240 HORZ(LL): 0.014 E - - HORZ(TL): 0.026 E Creep Factor: 2.0 Max TC CSI: 0.822 Max BC CSI: 0.760 Max Web CSI: 0.635 VIEW Ver: 17.02.02A.1213.21 tv.. H.-.,rfrfr d � a o. 708 1 a , �m e 9p ,Ai 0 $� e 08/26/2020 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 850 / 536 / 475 / - / 134 / 8.0 F 778 /483 /393 /- /- /- Wind reactions based on MWFRS B Min Brg Width Req = 1.5 F 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. Chords Tens. Comp. B - C 842 -1274 D - E 820 -1241 C - D 845 -1073 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 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS I Trusses require extreme care in fayabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component racing per�BCSI. Unless noted olherwise,top chord shall haver prtoperly atttached struclt structural sheathintl and bottom chordalahpalol have s p�orperly attached rlgld ceiling Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, 67 or 610, _ as applicable. Apply plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. f�efer to ALPINE , drawings 160A-Z for standard plate positions. �LPP�I NN Alpine, a division of ITW BuildingComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the .„nwroMW truss in conformance with ANSIlI PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , , 2g00 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 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.wm; TPI:—Jpinst.org; sack www.sbcindustry.com; IM www.imsafe.org Orlando FL, 32837 1 i� 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 KID / DF 08/26/2020 7' 14'8" 21' 7' 7,8" 6,4,. 1 _6C6 T2 =6XD6 21' 6' 10"4 7' 11 "8 5' 10"12 1 6'10"4 14'9"12 20'8"8 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,PI 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 1605 / 997 / - / - ! - / 8.0 TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.136 H 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.371 H 989 240 F 1559 / 953 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.043 E - - Wind reactions based on MWFRS Des Ld:EXP: C HORZ TL : 0.081 E ( ) B Min Br Width Re 1.5 g q Code / Misc Criteria CL 0.000 NCBCLL: 0.00 Mean Height: 20.50 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: 0.786 Bearing B is a rigid surface. 9 9 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.945 Bearing B requires a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: No Max Web CSI: 0.696 Members not listed have forces less than 375# Loc. from endwall: NA FT/RT:20(0)/10(0) Top Chord ForcesPer r GCpi: 0.18 Plate Typ e(s ) Tens.Comp. Chordsm Tlens. Comp. VIEW Ver: 17.02.02A.1213.21 B - C 1967 -3258 D - E 1904 -3157 Wind Duration: 1.60 WAVE Lumber C - D 1711 - 2847 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #1 :T2 2x6 SP SS: Bot chord 2x4 SP 2400f-2.OE :B2 2x4 SP #1 Webs 2x4 SP #3 :W2, W4 2x4 SP #2 N: Lumber value set "l3B" 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 #1 hip supports 7-0-0 jacks at left end and 6-4-0 jacks at right end. Jacks have no webs. Wind Wind loads and reactions based on MWFRS. ai r,.o e 111 e COA AL n$tat�ftn 08/26/2020 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 2932 -1748 H - G 2901 -1743 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. H - C 650 -106 G - E 2741 -1621 D - G 518 - 37 E - F 968 -1535 "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 proper y 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 Plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise, kefer to 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 truss in conformance with ANSI/TPI 1, or for handlin shipping, installation and bracing of trussesA seal on this drawing or cover page , listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability and use of this drawing, for any structure is p e responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALP NI E A.—COMVANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N362326 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Truss Label: MEG fi 5'9"8 5'9"8 12 4 =5X8 C Ply: 1 Qty: 1 11'8"15 5'11"7 III2DX4 SEQN: 80723 / T39 / HIPM Cust: R8975 JRef: 1WY589750045 FROM: RAA DnvNo: 239.20.1113.52172 / BAF 08/26/2020 17'8" 6 17'il l"14 5' 11 "7 3' 8 =4X1E F III ZX4 = bX14 = 3X6 1113X6 17'11"14 1 5'11 "4 5'9"11 5'11 "7 5'11"4 + 11,81,15 17'8"6 �3"8 17'11"14 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: 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 "l3B" 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 of at 5.79 TC: From 27 plf at 5.79 to 27 pif at 17.99 BC: From 20 plf at 0.00 to 20 plf at 5.82 BC: From 10 plf 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: 106 lb Conc. Load at 7.85, 9.85,11.85,13.85 15.85 Wind Wind loads and reactions based on MWFRS. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# 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 2017 Max TC CSI: 0.877 Bearings J & F are a rigid surface. TPI Sid: 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 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - I 2687 -1069 I - 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 , .911 „1�y4c **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS > require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and SBCA) fo'r sa shipping, practices prior to performing these functions. Installers shall provide temporary per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chordishall have a pro pperryly d rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 83, B7 or B10, cable. Apply lates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. (tefer to is 160A-Z for standard plate positions. a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the conformance with ANSI/1 PI 1, or for handlin shipping, installation and bracing of trussesA seal on this drawing or cover pa�e , this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability ;e of this drawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2. ALPINE A -COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 i Job Number: N362326 Ply: 1 SEQN: 60403 / T24 / COMN Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Oty: 2 FROM: MRS DrwNo: 239.20.1113.5111: Truss Label: L1 SN / DF 08/26/2020 T 3J15 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 " 5' 10' it 5' + 5' 12 = 4X4 4 C T_ B D M N Li E F 1-0- 2X4(A1) 1112X4 2X4(A1) Wind Criteria Wind Sid: ASCE 7-10 Speed:160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 It 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 GCp!: 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 "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 10' 5' 5' 5' 10, Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.016 F 999 360 Lu: NA Cs: NA VERT(TL): 0.040 F 999 240 Snow Duration: NA HORZ(LL): 0.005 F - - HORZ(TL): 0.009 F Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 2017 Max TC CSI: 0.337 TPI Std: 2014 Max BC CSI: 0.321 Rep Factors Used: Yes Max Web CSI: 0.079 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE �y� �•xpdt+�oa9 sCo1• °r°°'+IC s r • COA 08/26/2020 ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 429 1205 / 272 / - / 79 18.0 D 429 / 205 / 272 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. 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 "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 c7 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 sheathinq and bottom chord shall have a pro[�er y attached rigqid 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 Joint Details, unless noted otherwise. f7efer 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 AumvcoAUAur 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. I isting this drawing indicates acceptance of proTesslonaf 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 ANSIrrPI 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; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N362326 Ply: 1 SEQN: 50412 / T36 / HIPS Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: MRS DrwNo: 239.20.1113.51455 Truss Label: L2G SN / DF 08126/2020 ih 3"15 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 4 3' 7' 10, 3' 4' 3' =4X4 C 4X4 D B E 4 F 88' H G 1112X4 1112X4 =2X4(A1)=2X4(A1) 10, 1 3'1"12 3'8"8 + 3'1"12 3' 1 "12 6' 10"4 10, 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 6/1/2013) 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 pif at 3.00 TC: From 27 pif 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 pif at 3.03 to 10 plf at 6.97 BC: From 20 pif at 6.97 to 20 plf at 10.00 TC: 98 lb Conc. Load at 3.03, 6.97 TC: 63 Ib 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. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Defl/CSI Criteria PP Deflection in loc L/defl L'/# VERT(LL): 0.037 G 999 360 ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL 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 MW FRS HORZ(TL): 0.020 G Creep Factor: 2.0 B Min Brg Width Req = 1.5 E Min Brg Width Req = 1.5 Code / Misc Criteria Bldg Code: FBC 6th.ed 2017 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 FTlRT: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 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 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, handlingshipping„in%alling_and bracing.. Refer to and follow the latest edition of BCSI (Building rt Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary BCSi. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly lid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 810, le. Apply plates to each face. of truss and position as shown above and on the JoinCDetails, unless noted otherwise. f�efer to 60A-Z for standard plate positions. a division of I rI -I, or Tor r acceptance any sructure his drawing,any failure to build the on this drawing or cover pa e to design shown. The sup TPI 1 Sec.2. CA: www.sbclndustryxom; ICC: www.iccsafi ALPINE amvCmu 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N362326 Ply: 1 SEQN: 80710 / T17 / EJAC Cust: R8975 JRef. 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.51845 Truss Label: EGE / BAF 08/26/2020 1'8"12 1'1 1 "8 V8"12 '12 12 4 1112X4CD B s 1 A EF G 4X4(B1) 1112X4 TT co �8'8" 812 — 1'2"12 1 1'8"12 2'.12 "8 1'8"1 2 1'1 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# 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 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.000 F Des Ld: 37.00 EXP: C HORZ TL : 0.000 F ( ) Code / Misc Criteria NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.177 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.012 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.041 Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.02C.0211.16 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 "1313" uses design values approved 1/30/2013 byALSC Wind Wind loads based on MWFRS with additional C&C member design. • o, 7Q8 1 • t a + s /q a•�6mar t. �tle4 COA V4 � iAL 09/26/2020 ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W 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 Big Width Req = 1.5 B Min Big 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 quire extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly Cid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, . Apply plates to each face of truss and position as shown above and on the Joinf9Details, unless noted otherwise. f�efer to 50A-Z for standard plate positions. Alpine, a division of truss in conformanc listing this drawint and use of this i It For more information see f1 PI 1; or for r acceptance any structure from this drawing,any failure to build the seal on this drawing or cover pa e for the design shown. The su Vability KOF mvCWm 6750 Forum Drive" Suite 305 Orlando FL, 32821 4 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: 239.20.1113.52250 Truss Label: EJ6E / BAF 08/26/2020 6"l 4X4(B1) C 10,91,11 co d' LO CV � 5r9rr$ I 5r9rr$ �1 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 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): NA B 283 / 123 / 214 / - / 98 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA D 106 111 / 81 / - / - / 1.5 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.007 D C 141 / 99 / 58 / - / - / 1.5 Des Ld: 37.00 EXP: CHORZ(TL): 0.012 D - - Wind reactions based on MWFRS NCBCLMean Height: 15.00 ft L: 10.00 Code / Misc Criteria Creep Factor: 2.0 B Min Brg Width Req = 1.5 Soffit: 0.00 TCDL: Height: BCDL: 5.2 psf psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.507 D Min Brg Width Req = - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.365 C Min Brg Width Req = - Spacing: 24.0 " C&C Dist a: 3.00 It Rep Factors Used: Yes Max Web CSI: 0.000 Bearing B a rigid surface. Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02C.0211.16 Lumber Value Set: 13B (Effective 6/112013) 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. tiStfi{tittWBgti IAIJJt 1 a f a a n w o' a P°1 i 0 COA #� {ifs}VVVVVS N�� �7tt46i{4lii 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 olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proppery attached rigid ceiling Locations shown forpermanent 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 Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the pMnWCOMDpNY truss in conformance with ANSI/TPI 1, or for handling{ shipping, installation and bracing of trussesA seal on this drawing or cover pa e , , 6750 Forum Drive listing this drawing, indicates acceptance of Pro esslonar engineering responsibility solely for the design shown. The sui 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.alpineim.wm; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 ir Job Number: N362326 Ply: 1 SEQN: 50404 / T42 / EJAC Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS City: 3 FROM: MRS DrwNo: 239.20.1113.50951 Truss Label: EJ3L SN / DF 08/26/2020 12 4 F_� 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 "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. 3' 3' Snow Criteria (Pg,Pf in PSF) Deff/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/deil L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.185 TPI Std: 2014 Max BC CSI: 0.110 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 08/26/2020 &918117 ti 8'8n ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W B 185 /87 /151 /- /57 /8.0 D 50 /7 /38 /- /- /1.5 C 63 /43 /25 /- /- /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 temporarryy bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathinq 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, B7 or B10, as applicable. Apply tales 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 s�andard plate positions. Alpine, a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing,ariy failure to build the .Co,.,,.sr 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 pro essfona engineering responsibility solely for the design shown. The sui abrlfty 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 (his job's general notes page and these web sites: ALPINE: www.al ineit-mm; TPI: www.t inst.or ; SBCA: www.sbcindust .cam; ICQ www.iccsafe.org Orlando FL, 32837 • 3 Job Number: N362326 Ply: 1 SEQN: 50405 / T40 / JACK Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 4 FROM: MRS DrwNo: 239.20.1113.51470 Truss Label: CAL SN / DF 08/26/2020 12 4 C B 9'0" 3 7"11 A$tsri 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 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 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. 11 "4 11 "4 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.000 D HORZ(TL): 0.000 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.183 TPI Sid: 2014 Max BC CSI: 0.023 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 t� � eaa®ae •a•" l,r�� ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 141 /103 /135 /- /28 /8.0 D 10 /12 120 /- !- /1.5 C -15 /27 /28 /- /- /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# b 0 ® � Ai � r •". • � F COA t s' ONA1. +° faa»ewstl�� 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�g shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, byy TPI and SBCA)1or safety practices prior to performing these functions. Installers shall provide temporarryy bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown forpermanent 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. 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 .nnwCo,A AW 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 essiona engineering responsibility solely for the design shown. The sui ability Suite Lake and use of this drawing, for any structure is p e 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.sbcindust .com; ICC: -imsafe.org Orlando FL, 32837 Job Number: N362326 Ply: 1 SEQN: 80712 / T37 I JACK Gust: R8975 JRO: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty., 2 FROM: RAA Dnallo: 239.20.1113.51611 Truss Label: CJ5E / BAF 08/26/2020 17 C 1, 4'11"4 4' 11 "4 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: 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 "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. 10'6"5 M c� CV N 8'8" 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 Pf: NA Ce: NA VERT(LL): NA B 252 / 111 1194 / - / 85 / 8.0 Lu: NA Cs: NA VERT(TL): NA D 90 / 9 / 68 / - / - / 1.5 Snow Duration: NA HORZ(LL): 0.004 D C 119 / 84 / 48 / - / - / 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: 0.393 D Min Brg Width Req = - TPI Sid: 2014 Max BC CSI: 0.263 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. F11RT.20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.02C.0211.16 9Qp9-A9ft81�f��,f�] s+ O. i0 1 Members not listed have forces less than 375# b 0 .° 01MMIess+� (9/26/2020 **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 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 properly attached rigid ceiling Locations shown for Permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310, _ as applicati a. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. f�efer 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 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" e , , 6750 Forum Drive listing this drawing indicates acceptance of roTesslonar engmeerinq responsibility solely for the design shown. The sui ability Suite 305 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.cum: TPI: w Apinst.org; SBCA: www.sbcinduslryxom; ICC: www.iccsafe.org Orlando FL, 32821 Job Number: N362326 Ply: 1 SEQN: 80714 / T32 / JACK Cust: R8975 JRef: 1 WY589750045 ,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 2 FROM: RAA DrwNo: 239.20.1113.51876 Truss Label: CJ3E / BAF 08/26/2020 12 4 C TT 9'10"5 c� to jl- 66"l A 8r8n D 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 fit 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. 2' 11 "4 2' 11 "4 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 183 184 / 149 / - / 56 / 8.0 Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA D 52 / 3 / 40 / - / - / 1.5 Snow Duration: NA HORZ(LL): -0.001 D C 64 / 47 / 21 ! - / - / 1.5 HORZ(TL): 0.001 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: 0.205 D Min Brg Width Req = - TPI Std: 2014 Max BC CSI: 0.085 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# VIEW Ver: 17.02.02C.0211.16 WAVE -yam H * �•j{f// " 9Wt 9,p00040 ��ja(a® 0 ` # O 1 0.70$ 1 I TO ma atr A nentt"IR 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 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 sheathing and bottom chord shall have a proEe'r y attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq 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. �tefer to ALPINE� drawings 160A-Z for standard plate positions. Alpine, a division of ITW Bui(dingComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the *„m ram, truss in conformance with ANSIfI 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 professional engineering responsibility solely for the design shown. The suitability Suite For and use of this gnawing for any structure is fhe 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 insl.or ; SBCA: www.sbcindust .cam; ICC: w Jccsafeorg Orlando FL, 32821 Job Number: N362326 Ply: 1 SEQN: 80716 / T33 / JACK Gust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 26011 HAYDEN EXPRESS City: 2 FROM: RAA DrwNo: 239.20.1113.51954 Truss Label: CJ1E / BAF 08/26/2020 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 SIP #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. 12 4 F::—,- r Cal T 9r2°9 o 81811 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 139 / 97 / 131 / - / 29 / 8.0 Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA D 14 17 / 18 / - / - / 1.5 Snow Duration: NA HORZ(LL): 0.000 D C -11 / 27 / 24 / - / - / 1.5 HORZ(TL): 0.000 C Creep Factor: 2.0 Wind reactions based on MWFRS B Min Erg Width Req = 1.5 Code / Mist; Criteria Bldg Code: FBC 61h.ed 201 Max TC CSI: 0.177 D Min Brg Width Req = - TPI Sid: 2014 Max BC CSI: 0.024 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# VIEW Ver: 17.02.02C.0211.16 WAVE ,r*.- H. �•�p•OAOs pAb .t'W� �yO°r. -`� imm A` 4 �' d a r a m ®.7,08 1 . 0oz COA�f�At� a� 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 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 properly attached ri id ceilin 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. f�efer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildinqq Components Group Inc.shall not be responsiblefor any deviation from this drawing,any failure to build the ..—Co... truss in conformance with ANSI1TPI 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 rotessionar engineering responsibility solely for the design shown. The suitability Suite 305 and use of this drawing, for any structure is tphe 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 .corn; ICC: wwwJccsafe.org Orlando FL, 32821 Job Number: N362326 Ply: 2 SEQN: 21792 / T23 / MONO Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.53515 Truss Label: MG1 KD / FV 08/26/2020 2 Complete Trusses Required =4 T 6'] 1 3'2"8 3'2"8 T 3'9"8 1112XC 12 5 F,-,- / 4X4 B m in i� X4(AA1) Li L 18'8"12 E D 1114X6 1114XB 7' 3'0"12 3'11"4 i 3'0.12 r 7, Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Delft/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): -0.033 E 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.038 E 999 240 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL):-0.008 D - - Des Ld: 37.00 EXP: C Kzt: NA HORZ TL : 0.009 D ( ) Code / Misc Criteria NCBCLL: 0.00 Mean Height: 20.70 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.414 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.720 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: No Max Web CSI: 0.439 Loc. from endwall: not in 6.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.02C.0211.16 Wind Duration: 1.60 WAVE Lumber It is the responsibility of the Building Designer and Value Set: 13B (Effective 6/1/2013) Truss Fabricator to review this drawing prior to cutting lumber to verify that all data, including Top chord 2x4 SP #2 N dimensions and loads, conform to the architectural Bot chord 2x6 SP #2 N plans/specifications and fabricators truss layout. Webs 2x4 SP #3 Lumber value set "1313" 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 pif 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! H. x0 ,N Off* ,�E 8 ." 4 s° o. 7,08 1 a 0 pp,, AT O II °r Fes,@jY+ �ffi4 50n� �®ffiA 9®ffiffif, en9ffi�7��� cNA'aF�L�! ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 1508 /- P /- /1510 /- D 1445 /- /- P 11352 P Wind reactions based on MWFRS A Big Width = 8.0 Min Req = 1.5 D Brg Width = - Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - B 1487 -1442 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 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, byy TPI and SBCA) fr safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propprly aid ceilingq. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, le. AoX plates to each face of truss and position as shown above and on the Join Details. unless noted otherwise. kefer to line, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the ss in conformance with ANSI/I PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page , ling this drawing, indicates acceptance of ppro essiona engineerinq responsibility solely for the design shown. The sui ability d use of this drawing for any structure is fhe 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.alpineitw.com; TPI: www.ipinst.org; SBCA: www.sbcindustry.com; ICQ w Jccsaf ALPINE 6750 Forum Drive Suite 305 Orlando FL, 32821 • Job Number: N362326 Ply: 1 SEQN: 50389 / T18 / SPEC Cust: R8975 JRef: 1WY589750045 ,7A51320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Oty: 22 FROM: RAA DrwNo: 239.20.1113.49708 Truss Label: EJ7 AK / YK 08/2612020 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 " C 21'10"3 12 5 c) in 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 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 "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. I Z Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NI Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Mist; 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 Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): -0.016 D HORZ(TL): 0.023 D Creep Factor: 2.0 Max TC CSI: 0.778 Max BC CSI: 0.549 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 H• rrr ` ty� El �•� ! ®aaaaaAa, os � �r�/r�,y o t • a o. 7.08 1 a AT 0 COA��`� 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 / 60 / - / - / 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) for 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 sheathing and bottom chord shall have a progpeny attached riqid 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. ♦defer 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 drawing,any failure to build the AMRWCOMVANY truss in conformance with ANSI] 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 ro) esslonat engineering responsibility solely for the design shown. The sui gablltty 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.alpineitw.com; TPI: www.lpinst.org; SBCA: www.sbcmdustry.com; ICC: www.iccsafe.org Orlando FL, 32837 f Job Number: N362326 Ply: 1 SEQN: 50390 / T22 / SPEC Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qly: 3 FROM: RAA DrwNo: 239.20.1113.50659 Truss Label: EJ72 KM / YK 08/2612020 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 " 21'10"3 12 5 M zo CM M O zt B 18'8"12 a D 4X4(B1) ! 2' Wind Criteria Wind Std: ASCE 7-10 Speed:160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 20.29 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 "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. l� 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA 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 Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL):-0.012 D HORZ(TL): 0.018 D Creep Factor: 2.0 Max TC CSI: 0.736 Max BC CSI: 0.538 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 P 4 +• e° a C3. 7,Q$ i • 1 • 46 °°jseor.as••es C�`�`�� COAifIP+L >> 08/26/2020 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W 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 Big Width Req = 1.5 D Min Brg Width Req = - C Min Big 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, handling shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) toy safety practices prior to performing these functions. Installers shall provide temporary) bracing per SCSI. Unless noted olherwise,top chord shall have properly attached structural sheathin9 and bottom chord shall have a pro er y attached riqid ceiling Locations shown forpermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or �10, 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 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)I 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 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 ANSI1TPl 1 Sec.2.150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinsl.org; SBCA: www.sbcinduslryxom; 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 City: 1 FROM: HMT DrwNo: 239.20.1113.53374 Truss Label: CJ5A / WHK 08/26/2020 19 C 21'0"2 v ifl CV 18'8"12 1113X8(E3) D 4X4(E3) 5i"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 D Des Ld: 37.00 EXP: C Kzt: NA NCBCLL: 10.00 Mean Height: 20.41 ft 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 :Lt Slider 2x4 SP #3: BLOCK LENGTH = 2.000' 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. 3'10"4 4'3"4 Snow Criteria (Pg,Pf in PSF) Deff/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 201 Max TC CSI: 0.448 TPI Sid: 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 �. • .r E �'Rf•� a `s m p� q 0,708 08 i «� b ,� wi##00.06 %dals�_� eN 08/26/2020 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 161 /- /- /101 /66 /94 D 80 /- /- 163 /11 /- C 113 /- /- /40 /114 /- 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 quire extreme care in fabricating, handlin shipping, installing,and bracing.. Refer to and follow the latest edition of BCSI (Building t Safety Information, byy TPI and SBCA) toy safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly aaid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or �10, He. Apply lates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. kefer to 60A-Z for s�andard plate positions. Alpine, a division of truss in conformano listing this drawinc and use of this c • For more information see rl PI 1, or for r acceptance any structure from this drawing,any failure to build the % seal on this drawing or cover pa e / for the design shown. The suitability ANSI/TPI 1 Sec.2. ICC: ALPINE "mvca— 6750 Forum Drive Suite 305 Orlando FL, 32821 Job Number: N362326 Ply: 1 SEQN: 50393 / T26 JACK Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 8 FROM: RAA DrwNo: 239.20.1113.49848 Truss Label: CJ5 KID / WHK 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 " C 12 20'11"14 5 v Do 9) CV CV B A 18'8"12 D 4X4(B1) I 4'11"4 1 r 411 "4 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 20.07 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 "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. 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):-0.005 D HORZ(TL): 0.007 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 2017 Max TC CSI: 0.462 TPI Std: 2014 Max BC CSI: 0.271 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/l0(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE '�� 3 o°%aaoaeoi+ani'� fJ�iG i o m 017,08 1 4 z 1 COA�NAL�, 9� 08/26/2020 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 252 / 134 / 185 / - / 130 / 8.0 C 121 /116 /40 /- /- /1.5 D 91 /13 /70 /- /- /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 quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, byv TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporarryy BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathingq and bottom chord shall have a propperly �id ceilingp. Locations shown forpermanent lateral restraint of webs shall have bracin insTalled per BCSI sections B3, B7 or B10, e. AoDTv plates to each face of truss and Dosition as shown above and on the Join Details. unless noted otherwise. kefer to Alpine, a division of ITV truss in conformance wi listing this drawing in and use of this drawing, f For more information see this I Hi 1, or Tor nanoun4, snipp acceptance of ro4essior any structure is tphe respon ral notes page and these web sites: his drawing,any failure to build the on this drawing or cover pa e ie design shown. The suit9ability ALPINE 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N362326 Ply: 1 SEQN: 50395 / T30 / JACK Cust: R8975 JRef: 1 WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.50519 Truss Label: CJ52 KM / WHK 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 " C 20'11"14 co co N (V B M 18'8"12 A p 4X4(B 1) L 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 It 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 SIP #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. 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 Udefl U# 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 Bidg Code: FBC 6th.ed 201 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 ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W B 325 /192 /265 /- /151 /8.0 C 109 /104 /27 /- /- /1.5 D 90 /8 /74 /- /- 11.5 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# q �rastafswlj0 { 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 ,quire Information, by TPI and SECA) r safety practices poor to performing these functions. Installers shall provide tempora BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperryly aid ceillnq Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, le. 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 standard plate positions. Alpine, a division of truss in conformanc listing this drawim and use of this i • For more information see ,Im 1, or tor acceptance any structure his drawing,any failure to build the on this drawing or cover pa e , to design shown. The suitability TPI 1 Sec.2. CA: w sbcmdustry.com:ICC: -imsafi ALPINE *"mvcoru�"r 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 I Job Number: N362326 Ply: 1 SEQN: 50396 / T27 / JACK Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS City: 8 FROM: RAA DrwNo: 239.20.1113.49598 Truss Label: CJ3 KM / WHK 08126/2020 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 " fi3 12 4X4(B1) C 1, 2' 11 "4 i e T 2' 11 "4 1 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 19.65 ft 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 92 N Bot chord 2x4 SP 92 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. 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 EO Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL):-0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.252 Max BC CSI: 0.090 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 i• 0 o. 708 1 ,� aq 8 A;i Q m s ° A ! ps �s� oarr,°sv •°° Ca`'�� COAD� >e,eas�a,wn�c� 08/26/2020 20'1 "14 SO T r 18'8"12 ♦ Maximum Reactions (lbs) Loc R /U !Rw /Rh /RL /W B 182 / 100 / 143 ! - / 85 / 8.0 C 66 /64 /18 /- /- /1.5 D 53 /5 /42 /- /- /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 safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted dtherwise,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 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. Defer to ALPINE� drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildingc� Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI 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 ppro essfona engineering responsibility solely for the design shown. The suitability Suite 150 and use of this drawing for any structure is fhe 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:-alpineihv.mm: TPI: w Apinst.org; SBCA: w .sbcindustryxom; ICC: _.iccsafe.org Orlando FL, 32837 Job Number: N362326 Ply: 1 SEQN: 50398 / T13 / JACK Cust: R8975 JRef: 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.49709 Truss Label: CJ3A KM / YK 08/26/2020 T 6"3 i 12 5 � B 20'1 "14 A 00 18'8"12 C 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: 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 "'I3B" 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 loc L/defl U# 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 2017 Max TC CSI: 0.285 TPI Std: 2014 Max BC CSI: 0.119 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 4ggJE go-tlR�e ya O� 4 a o, 708 1 S A7 0 COAQt&NAL 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 /43 /- /- /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, 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 temporarYY bracing per BCSI. Unless noted oTherwise,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, B7 or 1310, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. f�efer to ALPINE , drawings 160A-Z for standard plate positions. �LPPfI NN Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the A -- truss in conformance with ANSI/TPI 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 drawing for any structure is the responsibility of the Building Designer per ANSIrfPI 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.l inst.or ; SBCA: www.sbcindust .corn; ICC: "w.iccsaie.or9 Orlando FL, 32837 Job Number: N362326 Ply: 1 SEQN: 50400 / T31 / JACK Cust: R8975 JRef: IWY589750045 ,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.50581 Truss Label: CJ32 KM / YK 08/26/2020 C 20'1 "14 B 00 00 T CV 1 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 " i 2' Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 19.44 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 "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 04`KI! Snow Criteria (Pg,Pf in PSF) Deff/CSI Criteria Pg: NA Cl: 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): 0.003 D HORZ(TL): 0.003 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.952 TPI Std: 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 gf'�ttl� U, "fry ° ' 3 0.708 1 e i i v° =ATOA COA Q-0I A Ld 4ca 08/26/2020 ♦ 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# "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 quire Information, by TPI and SBCA) fo'r satPety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a properyy d ceiling Locations shown for permanent lateral restraint of webs shall have bracingp insgalled per BCSI sections B3, B7 or B10, e._ AppTy plates to each face of truss and position as shown above and on the JOInCDetallS, unless noted otherwise. kefer to line, a division of ITW BuildincLComponents 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 handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page , ting this drawing indicates acceptance of OTessionaT engineering responsibility solely for the design shown. The sui?ability d use of this drawing, for any structure is p e responsibility of the Building Designer per ANSIITPI 1 Sec.2. 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: ICC: www.iccsaf� ALPINE AxowcomvA- 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N362326 Ply: 1 SEQN: 50401 / T28 / JACK Cust: R8975 JReL• 1WY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 10 FROM: RAA DrwNo: 239.20.1113.50425 Truss Label: CA KM / WHK 08/26/2020 12 5 � C B T 19'3"14 T 6"3 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: 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 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. 11 "4 -� 11 "4 1, T 1 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): 0.000 C HORZ(TL): 0.000 C Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.195 TPI Std: 2014 Max BC CSI: 0.023 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 `w.. � • ..,,fpri � s � s s 00 o.7U8 0, ••®•.,o.•••• COA t� ONAl• 08/26/2020 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 135 / 93 / 126 /- / 41 / 8.0 C -11 /28 /25 /- /- /1.5 D 14 /7 /17 /- /- /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 quire extreme care in fabricating, handlin shipping, installing,and bracing. Refer to and follow the latest edition of BCSI (Building d Safety Information, by TPI an SBCA) fo'r sa shipping, practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly aaid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, le. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. f�efer to 60A-Z for standard plate positions. Alpine, a division of truss in conformanc listing this drawint and use of this i 'I For more information ses i vi i, or for r acce tance any structure his drawing,any failure to build the on this drawing or cover page , �e design shown. The sui abtltty ALPINE •H" Cca 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 6 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 KID / YK 08/26/2020 C 2.83 � 10'97 T-11 �— N r N � B N 511�i-4 A8'8" D 2X4(A1) �— 1'5" .1� Loading Criteria (ps0 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: 0.00 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: 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 "1313" 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. 8'2"5 8'2"5 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): 0.017 D HORZ(TL): 0.031 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.865 TPI Std: 2014 Max BC CSI: 0.594 Rep Factors Used: No Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.02C.0211.16 WAVE ♦ 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, bVV TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarryY bracing per BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached riqid ceiling Locations shown forpermanent 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. 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 ,N nwco vANv truss in conformance with ANSIfiPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page ?ability 6750 Forum Drive listing this drawing, indicates acceptance of professfonar engineering responstbility solely for the design shown. The suitablllty and use of this drawing for any structure is the responsibility of the Building Designer per ANSIfTPI 1 Sec.2. Suite 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 .corn; ICC: —kcsafe.org Orlando FL, 32821 Job Number: N362326 Ply: 1 SEQN: 50408 / T43 / HIP_ Gust: R8975 JRef: 1WY589750045 ,7A51320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS City: 2 FROM: MRS DrwNo: 239.20.1113.51283 Truss Label: HJ3L KD / YK 08/26/2020 2.8312 C T 9'8"4 N B � f` C7 T !'1 O — TT � 15 A prpn JJ vv�l E D O ii 4'2" 3 �- 1'5r' 4'2"3 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deff/CSI Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# 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 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.001 D Des .00 EXP: C Mean Height: 15.00 ft HORZ TL : 0.004 D ( ) NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf BldgCode: FBC 6th.ed 201 Max TC CSI: 0.120 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.156 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.000 Loc. from endwall: Any FT/RT:20(0)/10(0) GCp!: 0.18 Plate Type(s): VIEW Ver: 17.02.02A.1213.21 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 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. L Noy", '({1°pig t-i ®� tom' �b®q,®U P9Bsayp �I U, `,08 1 0 Pill Law �® 14 $��e 4 4 °s°°p°yzje� b®..mat,.... con b 4 R +r*; 08/26/2020 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W E 142 /83 !- /- /- /10.6 D 69 /5 /- /- /- /1.5 C 36 /6 /- /- /- /1.5 Wind reactions based on MWFRS E Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing E is a rigid surface. Bearing E 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 quire 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 olherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a propperly ]id ceiling, Locations shown for permanent lateral restraint of webs shall have bracing(1 installed per BCSI sections B3, B7 or B10, le. 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 as In conformance Wiln ANbi/ I M i, or for m ing this drawing,indicates acceptance c J use of this awing for any structure more information see this job's general notes page and his drawing,any failure to build the on this drawing or cover pa e , LE design shown. The suiabllrty ALPINE �NIIW COANAM' 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N362326 Ply: 1 SEQN: 21790 / T19 / SPEC Gust: R8975 JRef: IWY589750045 ,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS City: 5 FROM: RAA DrwNo: 239.20.1113.50363 Truss Label: HJ7 KM / WHK 08/26/2020 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 " 57'8 5'7"8 9'10"1 4'2"9 n 21"0"2 12 3.54 �4X4 C 5) W ih B ALi 18'8"12 G F E 4X4(B1) 1112X4 =5X5 1'5" Wind Criteria Wind Sid: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 20.49 It 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 611/2013) 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 5'5"12 5'5"12 3'6"3 1C 8'11"15 19'1 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.044 G 999 360 ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 324 / 205 / - /- / - / 10.6 Lu: NA Cs: NA VERT(TL): 0.120 G 999 240 E 363 / 142 / - / - / - / 1.5 Snow Duration: NA HORZ(LL): 0.008 C - - D 211 / 206 / - / - / - / 1.5 HORZ(TL): 0.014 C Creep Factor: 2.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 Code / Misc Criteria Bldg Code: FBC 61h.ed 2017 Max TC CSI: 0.512 E Min Brg Width Reg = - TPI Std: 2014 Max BC CSI: 0.699 D Min Brg Width Reg = - Rep Factors Used: No Max Web CSI: 0.268 Bearing B is a rigid surface. Bearing B requires a seat plate. FT/RT.20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.02A.1213.21 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 Loading Maximum Web Forces Per Ply (Ibs) Hipjack supports 6-11-8 setback jacks with no webs. Webs Tens.Comp. Wind C-F 458 -737 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. �tttstintrrgaarts !r H. P1 J! ° O. 7.08 1 ° a ,a a e � & m 9 .:. AT a ; r 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, byV TPI and SBCA) for saTety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ngid ceiling Locations shown for permanent lateral restraint oT webs shall have bracing installed per BCSI sections B3, 87 or 1310, as applicable. Apply plates to each face of truss and position as shown above and on the Joint -Details, unless noted) otherwise. (tefer 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 wcon �n truss in conformance with ANSIftPI 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 rotessronal 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.wrn; TPI: www.l inst.or ; SBCA: www.sbcindust xom; ICC: w Jccsaie.org Orlando FL, 32837 r Gable Stud Reinforcement Detail ASCE 7-10i 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 120 mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1,00 Ori 100 inch wind soeed. 30' Mean HPinht. Partlallv Fnrinspd. Fxnn4,JrP n. Kzt = i.nn 2 x 4 Brace Gable Vertical Spacing Species Grade No Braces (1) Ix4 'L' Brace A (1) 2x4 'L' Brace le (2) 2x4 'L' Brace N* (1) 2x6 'L' Brace r (2) 2x6 'L' Brace AN Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B —C 4") #1 / #2 4' V 6' 11' 7' 2' 8' 2' B' 6' 9' 9' 10, 2' 12' 10' 13' 4' 14' 0' 14' 0' - S P P #3 3' 10, 6' 2' 6' 7' 8' 1' 8' 5' 9' 8' 10, 0' 12, 8' 13' 2' 14' 0' 14' 0' HO F Stud 3' 10' 6' 2' 6' 6' 8' 1' 8' 5' 9' 8' 10, 0' 12' 6' 13' 2' 14' 0' 14' 0' Standard 3' 10' 5' 3' 5' 7' 7' 0' 7' 6' 9' 6' 10, 0 11' 0' 11' 10, 14' 0' 14' 0' CU #1 4' 2' 7' 0' 7' 3' 8' 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' 8' 10, 1' 11' 7' 12' 5' 14' 0' 14' 0' (lJ D P L Stud 4' 0' 5' 7' 5' 11' 7' 5' 7' 11' 9' 8' 10, 1' 11' 7' 12' 5' 14' 0' 14' 0' d Standard 3' 9' 4' 11' 5' 13' 6' 6' 7' 0' 8' 10, 9' 6' 10' 3' 11' 0' 13' 11' 14' 0' U #1 / #2 4' 8' 7' 11' 8' 3' 9' 4' 9' 9' 11' 2' 11' 7' 14' 0' 14' 0' 14' 0' 14' 0' +1 _ S P P #3 4' 5' 7' 6' 8' 3' 9' 3' 9' 7' 11' 0' 11' 6' 14' 0' 14' D' 14' 0' 14' 0' U LJ P Stud Stud 4' 5' 7' 6' 8' 0' 9' 3' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' 1 O �l 4' 5' 6' 5' 6' 10' B' 7' 9' 2' 11' 0' 11' 6' 13' 6' 14' 0' 14' 0' 14' 0' 1 #1 4' 10' 8' 0' 8' 4' 9' 6' 9' 10, 11' 3' 11' 9' 14' 0' 14' D' 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' Q1 D P L Stud 4' 7' 6' 10' 7' 3' 9' 1' 9' e' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 5' 1 6' 0' 6' 5' 1 8' 0' 8' 7' 10, 10, 11' 6' 12' 7' 13' 15' 14' 0' 14' 0' .Q 41 / #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 P #3 4' 10' 8' 7' 8' ill 10' 2' 10' 7' 12' 2' 12, 8' 14' 0' 14' 0' 14' 0' 14' 0' LD U H StudStandard O I� 4' 10' 7' 5' 7' 11' 9' 11' 10' 7' 12' 2' 12' B' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 4' 8' 10' 9' 2' 10' 5' 10, 10, 12' 5' 12' I1' 14' 0' 14' D' 14' 0' 14' 0' d 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' #3 5' 0' 7' 10, 8' 4' 10' 3' 10' 8' 12, 2' 12, 8' 14' 0' 14' 0' 14' 0' 14' 0' rl D F L Stud 5' D' 7' 100-1 ' 3' 10' 8' 12' 2' 12' B' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 10' 6' 11' 7' 4' 9' 3' 9' 10' 12' 2' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' Bracing Group Species and Grades) Group Al S ruce-Pine-Fir Hen -Fir #1 / #2 Standard #2 Stud #3 Stud #3 Stnndnrd Dou las Fir -Larch Southern PlneNKK #3 #3 Stud Stud Standard Standard Group BI Hen -Fir #1 6 Btr #1 Douglas Fir -Larch Southern Pinewi,e #1 #1 #2 #2 lx4 Braces shall be SRB (Stress -Rated Board). ■wFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values may be used with these nodes. 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 j1= Attach 'L' braces with 10d (0.128'x3.0' min) naps, able Truss )K For (1) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. Diagonal brace option, )K)JEFor (2) 'L' braces, 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, )E 'L' bracing must be a minimum of 80% of web brace Is used. Connect L I member length. diagonal brace for 525# 'L' + at each end. Max web I Brace Gable Vertical Plate Sizes total length Is 14'. 3iE )IE Vertical Length No Splice 2x6 DF-L #2 or Less than 4' 0' 2X4 better diagonal T' Greater than 4' 0', but 3X4 Vertical length shown bracer single 8, it�t 1 ftHiti rrrrr, less than 11' 6' In table above, or double cut '1 7 Greater than 11' 6' 041 45' (as shown) at L 1 ��% + Refer to common truss design for upper end. earn s 11 peak, splice, and heel plates. �s > ®a Refer to the Building Designer for conditions Connect dlagona at �yw ®s e midpoint of vertical web. Refer to chart t ove,:for aX abl ve ti a le~ th,-wVAMNGI-- READ AND FOLnot addressed by this detail. —IMPORTANT- FURNISH THIS DRAWING TOL ALL CONTRACTORSALL NOTES INCLUDING THE INSTALLERS 2' 0. REF ASCE7-10-GAB14030 Trusses require extreme care In fabricating, handling, shipping, Instollingg and brncing• Refe" nd a follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA> fo `ty, 0 _ DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary brncing pe BCSI. a 4 Unless noted otherwise, top chord shall hove properly attached structural sheathing and ba m chat �� DRWG A14030ENC101014 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f a shall hove tracing Installed per BCSI sections B3. B7 or BID. as applicable. Apply plates to ea a I ®o 42 �Z ALPINE of truss °M position as shorn above and on the .Joint netans, unless noted otherwise. ^�4/! Refer to drawings 160A-2 for standard plate positions, @b 4 9 Alpine, n division of ITW Building Components Group Inc shop not be responsible L P g P P Ponslble for any deviatb r iii� oe this drawing, any ineure to sbuildses the trans In conformance with ANSI/TPI 1, or far hnndUmg, shipping (� ®••"•"'` ` MAX. TOT. LD. 60 PSF AN ITW COMPANY Installation 6 bracing of trusses, iJ�j���� A seal on this drowtng or cover page Ilstlg this drawing, Indicates acceptance of professional r l IN 514 Earth City Expressway engineering responsibility solely for the design shorn The suitability and use of this drawing � iL Suite 242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.?- C t26/2020 Earth City. MO 63045 For more Information see this Job's general notes page and these web sites- MAX. SPACING 24.0' ALPINE- w w.alpineltw.con) TPI, www.tpinst.orgi SBCN www.sbclndustry.orgi ICG ww.Jccsaf.4rg 'T Relnfol MemE Ga Tr Gable Detail F-nr I at -in Var-hirnl� Gable Truss Plate Sizes ppropriate Alpine gable detail 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 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nallsr IOd Common (0,148'x 3',min) Nails at 4' o,c, plus (4) nails In the top and bottom chords, Toenalled Nallsi 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, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 Gable Detall Drawings AS1515ENC101014,. A12015ENC101014, A14015ENC101014, A16015ENC101014, A18015ENC101014, A20015ENC101014, A20015END101014, A20015PED101014, A11530ENC101014, A12030ENC101014, A14030ENC101014, A16030ENC101014, A18030ENC101014, A20030ENC101014, A20030END101014, A2003OPED101014 S11515ENC100815, S12015ENC100815, S14015ENC100815, S16015ENC100815, S18015ENCI00815, S20015ENC100815, S20015ENDICOB iQ$L� tliP,'.}�15, S11530ENC100815, S12030ENC100815, S14030ENC 03� C100 01 S18030ENC1D0815, S20030ENC100815, S20030 00' aw+ pg�lc4,l,E,l B See appropriate Alpine gable detail for maxi grg(�gpp�er,®�pj 'T' Reinforcement Attachment Detall 'T' Reinforcing 'I' Reinforcing Member Member Toe-nall X- 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 Exampler ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP 83 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 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 ..IMPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCVARNINC4.- READ AND FOLLOW ALL NOTES [IN ILUDING THE INSTALLERSH S DRAWING] U. �'''�' ' g REF LET -IN VERT Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refe" ir�,{�,�yn� Y fallow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo sdi�t" DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporory brothg pe BCSI. • .". Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m chaff DRWG GBLLETIN1014 shall have a properly attached rigld ceiling. Locations shown for permanent lateral restraint f s shall have bracing Installed per above sections the J or Det as unlessapplicable.no Apply proles to ea • ,t, �i� I� of truss and position as shown above and on the Join{ Details, unless noted otherwise. + a �i! Refer to drawings 160A-2 for standard plate positions. Alpine, a divislon of ITV Building Components Group Inc. shall of be responsible for any deviatb r AN IIWCOMPANI this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin MAX, T❑T. LD, 60 PSF Installation 6 is chrg of trusses. �)® � A seal on this drowY,g or cover page design this drawing, Indcates acceptance t professional4"',4�� 9 {� Suite RiverponOrive engineering ny strresponsibility ict�w mIs heSOespely �the o s es11Wdi D suitability per and us• of this wa.Y,g Cf4�Z#1® � 4 '� DUR, FAC, ANY Suite zoo y responsibility t� �+a Designer per ANSI/TPI 1 Sec2 C: t6 8/26/2020 Maryland Heights, MO fi3043 For more Information see this Job's general notes page and these web sltesi e ALPINE, www.alpineltw,conl TPI, ww..tpinst.orgl SBCA, www.sbcindustry.org) ICG wwwJccsofearg MAX, SPACING 24,0 Gable Stud Reinf orcement Detail ASCE 7-101 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Orr 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Orr 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00 S 2x4 Brace Gable Verticnl Spacing Species Grade No No (1) lx4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace IN (2) 2x6 'L' Brace wis 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' B' 11' 10' 3' 10, 8' 13' 6' 14' 0' 14' 0' 14' 0' U S P P #3 4' 1' 6' 7' 7' 1' 8' 6' 8' 10' 10, 1' 10, 6' 13' 4' 13' 10' 14' 0' 14' 0' u Stud 4' 1' 6' 7' 7' 0' 8' 6' B' 10, 10, 1' 10' 6' 13' 4' 13' 10' 14' 0' 14' 0' O I� Standard 4' 1' 5' 8' 6' 0' 7' 7' 8' 1' 10, 1' 10' 6' 11' 10, 12' 8' 14' 0' 14' D' #1 4' 6' 7' 4' 7' 8' 8' B' 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' I1' 10' 3' 10, 8' 13' 6' 1 14' 0' 14' 0' 14' 0' # 3 4' 2' 6' 0' 6' 4' 7' I1' 8' 6' 10' 2' 10' 7' 12' 5' 13' 4' 14' 0' 0 14' ' (U I D P L Stud 4' 2' 6' 0' 6' 4' 7' 11' 8' 6' 10' 2' 10' 7' 12' 5' 13' 4' 14' 0' 14' 0' d Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 6' 10' 2' ill 0' 11' 10, 14' 0' 14' 0' U _ p #1 / #2 4' 11' 8' 4' B' 8' 9' 10' 10' 3' 111 8' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' > - S f F #3 4' B' B' 1' B' 8' 1 9' 8' 10, 1' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' U u F Stud 4' 8' 8' 1' B' 6' 9' 8' 10, 1' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' O I� Standard 4' 8' 6' 11' 7' 5' 9' 3' 9' 11' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #1 5' 1' 8' 5' e' 9' 9' 11' 10' 4' 11' 10, 12' 4' 14' 0' 14' 0' 14' 0' / S P #2 4' 11' 8' 4' 8' e' 9' 10, 10, 3' 11' e' 12' 2' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 9' 9' 9' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' QJ D F L 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' 8' G' 5' 6' 10' 8' 7' 9' 2' 11' 7' 12, 1' 13' 6' 14' 0' 14' 0' 14' 0' #1 / #2 5' 5' 9' 2' 9' 6' 10, 10, 11' 3' Il' 8' 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' d S P P #3 5' 1' 9' 0' 9' 4' 10, 8' 11' 1' 1 12' 9' 13' 3' 14' 0' 14' 0' 14' 0' 14' 0' L1 U l J r Stud 5' 1' 9' 0' 9' 4' 10, 8' 11' 1' 12' 9' 13' 3' 14' 0' 14' 0' 14' 0' 14' 0' O I l r Standard 5' V 8' 0' 8' 6' 10, 8' Il' 1' 12' 9' 13' 3' 14' 0' 14' 0' 14' 0' 14' 0' x #1 5' 8' 9' 3' 9' 8' 10' 11' 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' #3 5' 3' 8' 5' 9' 0' 10, 9' 11' 2' 12' 10' 13' 4' 14' 0' 14' 0' 14' 0' 14' 0' D P L I Stud 5' 3' 8' 5' 9' 0' 10' 9' 11' 2' 12' 10' 13' 4' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 1' Bracing Group Species and Grades, Group A, S ruce-Pine-Fir Hen -Fir #1 / #2 Standard #2 Stud #3 Stud 13 Standard Dou las Fir -Larch Southern Pinexxx #3 #3 Stud Stud Standard E Standard Group B, Hem -Fir #1 4 Btr #1 Douglas Fir -Larch Southern Plnewxw #1 I#1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board), rwFor 1x4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values may be used with these rndes. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 55 plf over continuous bearing (5 psf TC Dead Load), Gable end supports load from 4' 0' outtookers with 2' 0' overhang, or 12' plywood overhang. About j'� Attach 'L' braces with 10d (0.128'x3.0' min> nails. able Truss )K 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' braces, space nails at 3' o,c, vertical length may be T In IS' end zones and 6' o.c, between zones. doubled when diagonal 18, X 'L' bracing must be a minimum of 80% of web brace Is used. Connect I L member length, diagonal brace -for 450# - -'L' at each end. Max web I Brace Gable Vertical, Plate Sizes total length Is 14'. I )K)K Vertical Len th No Splice 2x4 DF-L #2 or T I Less than 4' 0' 1X4 or 2X3 better diagonal I -tI Greater than 4' 0' 3X4 Vertical length shown I brace: single 8, 1 {{TT88i filly / In table above. or double cut 45' (as shown) at L 1':• to upper end. °° '/' + Refer splice,mon heel truss lntesgn for a P P P t ®�� % r Refer to the Building Designer for conditions Connect diagonal at ram" y. �„ midpoint of vertical web. Refer to chart 11i oveAor Aax gabi. ve ti a lei th, not addressed by this detnll, ..IMPORTANT■. FURNISH THIS DRAWINGWARN1NG1- READ AND TOL13W ALL NOTES ON THIS ALL CONTRACTORS INCLUDING VUTIH- IV W INSTALL 0 s REF ASCE7-10-GAB14015 Trusses require extreme core In fabricating, handling, shipping, Installing and bracing. Rafe- n o follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) foa s�' tys DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporaryy bracing pe BLSI, a Unless noted otherwise, top chord shot( have properly attached structural sheatWnp and bo cho tl = DRWG A14015ENC101014 shall have a properly attached rigid calling. Locations shown for permanent lateral restraint f s 4.A ® fi . ,v shall have bracing Installed per BCSI sections H3, 87 or BIO, as applicable. Apply plates to ea t, Jx.J Z ALPINE of truss and drawings position as shown above and on the Joint Details, unless noted otherwise. oa y Refer to drawlnps 160A-Z for standard plate positions, Alpine, a ,,vision of ITV Bulding Components Group Inc. shall not be responsible for any deviatb r this drawing, any falure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin C4 ®ap•ewaoa� f_^ol q�' MAX, TOT. LD, 60 PSF AN ITW COMPANY Installation 6 bracing of trusses. 67 1� A seal on this drawing or cover page Ilsting this drawing, Indicates acceptance of professional 110 /26/2020 514 Earth City Expressway nglneering responsibility solely for the design shown The suitablity and use of this drawing Suite 242 for any structure Is t2. he responsibility of the Building Designer per ANSI/TPI 1 SecS►iLZ4i{3 Earth City, MO 63045 For more Information see this Job's general notes page and these web ww.sites, MAX, SPACING 24,6w ALPINE, wnlpineltworm TPI,-w.tpinst.orgi SBCA, w-sbcindustry.orgi ICG wwwJccsafe.org .3 Reinforcing Member Gable Truss Gable Detail Fnr I Pt -in VPrtirnlc:; S 3proprlate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overtop, use a to that covers the total area of apped plates to span the web. 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nallsi IOd Common <0,148'x 3,',min) Nails at 4' o.c, plus (4) nails in the top and bottom chords, Toenalled Nallsr 'Od Common (0,148'x3',min) Toenails at 4' o.c, plus (4) toenalis In the top and bottom chords. This detall to be used with the appropriate Alpine gable detall for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051D14, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detall Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENCIOD118, A16030ENC100118, A18030ENC100118, A20030ENC300118, A20030END10D118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015EN0100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END10011 l f1a. S11530ENC100118, S12030ENC100118, S14030ENC 30 1D01� 11 S18030ENC100118, S2003DENC100118, S20030E - DI a° QP D;0 See appropriate Alpine gable detall for maxlr_grt2'e�;,®q� 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End -nail 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 #3 '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 ARNING.- READ AND ..IMPORTANT.. FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERSL ® LLOW ALL NOTES ON THIS DRAWINGIW' '� REF LET -IN VERT Trusses require extreme core In fabricating, hmndling, sipping, Installing a nd bracing. Ref., nj ; DATE 01�02�2018 follow the latest edition of SCSI (BuRdin Component SafetyInformation, b TPI and SBCA) fo s practices prior to performing these functions. Installers shall provide temporary brocing pe SCSI, e unless noted otherwise, top chord shall have properly attached structural sheet.. and ba 'm chat /k� !Z DRWG GB LLETIN0118 shop hove a properly attached rigid ceiling. Locations shorn for permanent latarnl restrolnt f s !'i t.3 ° [}�. ,a shall have bracing Installed per BCSI sections 83, H7 or BID, as oppllcable. Apply plates to eo sd,^hL� ALPINE of truss and drawings 6C as shown above and on the Joint Details, unless noted otherwise. Refer to drorinps 160A-Z for standard plate positions. ? i + Alpine, a division of ITV Building Components Group Inc. shall of be responsible for any devlatb r a°w • wa® this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hantlting, shipping '®amrrwm°w+ S~ MAX, TOT, LD, 60 PSF AN ITWCOMPANY Installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, Indcates acceptance of professionn1 7 514 Earth City Expressway engineering responstblty solely for the design shown. The suitability and use of this drawing � fj tn"� /26/2020 DUR, FAC, ANY Suite 242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 SoCZ I Earth City, MO 63045 For more Information see this Job's general notes page and these web sitesi MAX, SPACING 24,0' ALPINE rwr.olpineltr.conl TPI- www.tptnst.orgr SBCA- www.sbclndustryargl 1CC, vwvJccsofeorg 0 I VALLEY FRAMING & BRACING DETAIL R BC Lumber Size and Grade Minumum Req GENERAL NOTES uirements 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 below 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: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, 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 gered between rows. TYp) 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 S 16d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two Zx6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d 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 1t..., KC4u,KCu it JLm-mo AK= uJC ) 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE:l6d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10%0" Iong nailed w/ 2 -10d (0.148"x3") nails. Or 2x4'"r' or scab reinforcement nailed to flat edge of cripple with 10d i0.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length. Cripples over 10'-0' long requre 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 n accordance to current NDSoth rwise. me Nails are common wire nails unless noted otherwise. Sit° t (A) (B) �` ) *WN*aHGW. REAB NOFU- W N.L HMS a THIS BRAVBi7 E � • —DVMTMTo nOM THIS WAV= To ALL MMUCTORS DICUM r: n+E MST&MM 3 * • * C LL 20 30 40 54 REF VALLEY FRAMING Trusses require ext—. care Y, fabrlcatkno, har,dkZ Wpphp, Instat0rp and bracing, Refer m • C DL 10 20 ety • 7 7 DATE 10/O1/14 follor the latest edition of BCSI CButldFp Caponont Safety Warnatlon, by TPI and SBCA) for C$f pr=es prior to perfornft these functlons. Installers Shaltl ro° vlde ten orer bracln E,P, M t UN— noted otherslse, tap chord shall have properly attached ctrucdrold,eaWng and bottor9ac a STATE O7 shall have a properly attached rqW cerNO. Locations shom for rone pernt lateral restraint of m o • BC DL 0 0 0 0 DRWG VACNV1801015 shop have bracFq Installed per BCSI sectims B3, 87 r B10, as a koble. • • e rr1rTTTTrlr� Apply plates !o each Face - • a �� 11I � of truss and Position as chom above and on the Jdnt Dctnlls, ess rated otherskse. "o • /� O Q► �/ Illl \VVI11�� Refer to drarkys 16CA-2 for standard plate posWans. eio� ,p •90 _� VD.-,0 f il` BC LL 0 0 0 0 Alpine a dtNsfcn of ITV BJldlno Conponents Group B,c. sha0 not be responsible fr oorryy devlatbn f •••A•...... TOT. LD.30 50 47 61 AN iTWC OMPANY this drawing, any falk r to build the truss In confornance with ANSI/TPI 1, or fr horvAtnq, shlpplr,p; o /���� G \\�\�\ hnstallatio, & brad g of trusses. A seal on this draving r cover poye UsWQ this droving. Indmtes acceptance of professlonol -7j/y� \ fr any hi soletyr'Y of sham Thr suttatlUty ord use of this dro.b,p "'nf fifth\\ 13389 Lakefront Drive A. �� I)es7prrr per ANSI/TPI 1 scL DUR. FAC. 1.25/1.15 Earth City. MO 63046 Far' ^ore Nfom°don see this Job's omeral notes pace and these reb sites, r S 2 C:� SPACING SEE ABOVE N.PDO to-lte.coni TPAse t.tpYistoroi SBCM ..rsbdus rdtrycrpl IM—1="fe.oro