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HomeMy WebLinkAboutEngineering Package - TrussBuilder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE DR HORTON /STATEWIDE F5/320 CREEKSIDE 167 E D �for cod s !Elance en�'�ei . nng Lot: ! 99 Address: ............... ................ ............................. _................. ............................................. _JobNumber: >N333986 _.......................... ......... _............................... _................... ..... _.............................. Revision Date: Block:_ Unit: New Load #: RH01 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALIPINE Mardi 13,2019 ARVWC6NiAIiY Mt. Bob. Michaelis Garp&ht6r. C6.6tralctors df America, -Inc. POP Avenue G, Northwest Winter Haven, FL 33860-6201 Re: ARpTsaffi/e installatlofis-for a single ply carried trods with a width Jess than 1ho hangqr width, andwood.blo King to-?ql�jeve full design load valuefd�-fat@- unted.hanger-Aft6hm'entb'na'aiTd ply supporting girder (,Refbfdntd detail WA3.7,02). 'Gear -Bob, .Fota sih& ply carried trussWith- a wldth les's than thEi hanger width you can install prefabricated bricated jack scab truss. ft-fpr Wqodfiler 61pckiN, The chord sizes, chord grades, and -Alpirw-connector plat6(%) to be*thesame asthe single -ply carried truss. The prefabricated jack scab trfjs's (*)'ivill hav& a minimum length. of 4&' and will have a: minimum pit . of 5712-J4e single. ply prrji�J�.�u . ss shall bpv.e..a reaction of5-0 ,.. 3,0or'lets. Aftaqfi *p' refabricated'J ack..bcab : truss with'two (2) rows of 0.1 28"x3V GUn Nails at 2" Q_'G. perr6*.,-staggiei-&d I" (See FigiW6 I b6loWl. P16ase.referto.the SimpsctwStong..-Tle Catalog C-C 2:Gl9;. page 21 6j Pigurp:3 for more information. Alu"re.-I Fora single plyffifde(thait requirds Wood bl6ckh§ to iidhie.veAill desFigh load Value for face -mounted hangers-AffaCh one wood. block(*) to �ffie back face of the single -ply girder with the same size and grade:.6!§ the bottom c6ird""Pif thie.strigqlio. Ply gJrd*0't."The.'w* oad-b'lock length to b& such thatth6widod blocking: extends -to.ea.ch-adjacent panel �oihts (*&bsaftd bottom ch6rd 1ntersQqtion§). Attach wood block (*)with two::. (2) rows of 6..12�Ir x3.0" Gun Nails at 6" O.C. per raw, . staggered 3.0"'applied to the (J760 Forum Drive $qfte 165, Orlando, �L 3.2821 www.allpineitmoom ALPINE single ply girder face, with an add*na�[ (20) Gun Nails at.eac5'panO*-pojnt app&d to the wood. block faqe (See Fire u�.Z pad&:rriore information. Figure-2 - ------ ...... The -appl ' ldMon of -.prefabricated jack scab truss f6ir wood filler blocking br wood blocking to, achieve M. 11, Oesign IoaO value for fqce=mount6d h aingers, must be approved by fhe- hardware m . anufacfurer,., All ddbia and end distances,_ acid spacing for all nail conneciiOns must be sudlOent to OreVi6rit--spliffling of 'wood - If. I can.bL-.Qf any f w-ffier assistance or if ypu have any questions; please give me a call. WiSailin H, Mqk-P.E-. Chief Engineer Alpine an ITW Conipany trigineering Qqpartmerit .Mii Odando,'FL 6750'FbfUrrr DtVe SdIte:306;-Gflafido,.FL 32821 (863) 422-8685 WW,W.a(pin1pib,v.q6M ALPINEMMMARV April 26,,201 § Mr. Bob Micha6lis Carpenter Contract6rd. ofAmerica, Iris. ve 3§ A nue 1% lqprfhvvppt Ill lhW Mv6n, FL 33886-6201 Dear Bob, Rd*- Strongba& bridging 6ij rbbfj:ru§se§. I -understand ther6 PS some coricdirn over oO1r*fecdmmendAti6hs f6t.sti-brigback bridging on- foof trusses. 9 -Skgngback bridging for roof trusses is npt.a requirement Qf-ANSI-Tpl 2014 nor is it a requirement of.the Bdildiftg Component Safety InfbiftniAorr. (Bbsfj, But st-ongback- bri dging ging on roof trottes is recommended by Carpehtet Cohtraatoft di America. Stiftlb96k bfldfflrig.serves the following two funcildRsc Opp; bridging al!pq the bottom -chords after the} are. set -so they are Uniform along the ceiling lirfe and 1161pa-with ceiling sQrvici abliify Two; bridging reduces relative deflection of adjacent-tMsses. . - B Skopgback bridgino'.does- dot -prevent -of reduciyoveWl indiVidual d6flectida, especially any. roof trusses- cleflecti�g^more that 1!4" inch, ........... .. .. .$trPngbgqk- brfdgfng In roof trusses d6es *not serve as teMpbrary..br pdr.mati6n):* bracing :and is not. 'to di are de between iMs -intended §tributb� of �li sign joads sps. Cqnse4aen 1�, tip design loads havet e been accounted - .forWith this detail. and dontibubds- §trdh&ack'bfldgihg should not be.attaiched betweencbftiffion and order trusse-s. The use -of strongback I)rldging, shall not interfere with' other dps.ign considerations ad siJeciffed.by-tho Engihaer Of Record cir theF Building Designer. The doter bads oft ei'gttorfaback.bddgipg.shalI be-attachedto awall-oranother-secure end restriin . t or as Apecified: by the Erigihee* r of RedoM brAtia BW1dinq.Db;,§Igh6r. Strongback bfiftng'sHak be -a- minimum Mum of 24 nominal' lUrribO otiented-with the depth Vertical. Attach wiffi (8), 16d :common nail*; (0. 1 62'x3_51 pails at qaclri intersecting When extending the ztroqdback bridging overlap. by at a.minimum.of .two trusses. The location of f. the: strongback. bridging maybe specified by the Truss MahufktUr6r,. Ehg!6eL6? b-F RL-dord, or Bulridihg De§ijh'dr. Please rei4--6 BCS14Stro'ngb.ackihg*Prpvi".sions"brtoAlpinp,gT MbRijol4detail r I for more. information. Yhe graphib shown (Figure 1) is for g!ahbric MuWatlive piLirpose only,. 6750 Forurn Drive.Suite 305; Or%ndo, FL.3282I­ (800) 511-0790-(863) 422-8685 wW-Alploeitw.com, ALPINE 1\i7L? - UI- I .1.1 L DIY . I r,la- r:S •rlCr� �R• S�.dlel Figure4 1f 1-can be of any fiidher assista[ice' or if.ypu haveany questions, please give me a. call. 'Sinc rely?. nulu:urti„ Jlr �Ci}� 1 M H. No.70861 William-R .Krick P E, ,a?y STATE O Chief•Er�gineer • ,� P:* Alpine an ITW C.ornpany `'�°�r`'�� ORIO - F rgierig'Depaif�ierrt neri Orlando, FL V821 BAO Forum Drive Suite 3.0$; Odarido,'FL V821 , (800) W-9790 - (883).422-8665 M&v.Wf ineiiw:cQm t 'A .C[ 4Sd Ip 111p CMarw -*— 45 .dSd' -qscf .11 J 1.Q-7. 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Y I .: _ — �. .r -; 1. ?r : ii lva%rutty ➢4i1. ti L'irr`tiii•'iy1Ct'. :tjYJT• - [J � , }}qqA JAL -ANp k�: .TJ jW4 atitst'4��i S"�'X1 !} t �;qC•' t TCj:131 i` 0; �'.....-it'. tl.C�yL�r�y '.-" l IC l6'11•ig b t4 ry',Z-,Z- IK.P. GPJ'f,+J �'�.' 1�. �sti (Jkff 6°laic • . - _ _`_ • I' L:+'1:Y•�i1.''�'iiO3+f;:%FiT li+�}Y' . ' S:T. :a. :...ti;'S•X"f - ' - ,t. • :.a:l'n ' -• ' •' ` ICJ .. •. - : • • i •� � ' � _ � .'i , � ' �.:':,1. ! ' ':.:, �-+•-----..ram., r .. I • •y: '�.�•�'+�r+ :�w'-' I�Nr••.s '..-...:.•...-s••^* ' C h .rc+....,�.�..m..:a..�.,_. ;1 ' Y{� M,rr� ��••rt F•Wr {u: �••' ". 111 at y� �y,p,L� � t.. .Y �.I. y1 �gIJ �•1 �d; 'I' _ "5•F-� .^"� t;,) .. . � �`i•"'i .. • .IJi'"1' �;�.��.yy q a'�*''�` �! ,,� �{ •I �y .•4J.f')d:�iL P�1 'r �. .1rI, ���{.,••.yy.{{ ���'.+.y(y(jFry, 1��1�.�/M/a,'•���y.+.�.yy.. 3J`�'.-:.y :�'J(e,1��)[>,:}fR:IY"m-�yS .":"'. . .. • •�'a h • •' - ,j�. Ir Cr'.YJ.Ln4 •+4A;'^'j�,$ I ,� . �'Y' Too.,-. a ' o!� ,y+�a :�•`i;)+y iC• ' �.s�.�J t•�� ;.;�,I`v� •��4'�CS::1;J.' EJ'..'. r .. iit•: • , � � � �,. ��� - h � ?:Y Y ! r"^�y.�i �nr,tu.,WJa�,w.wr�r�; . Cracked or Broken Member- Repair Detail Load Duration = OX b f --es may be Increased for Duration of Load This drawing specifies repairs for a truss with broken chord at- web member. This design Is valid onlyy for single ply trusses with 2x4 or 2x6 broken members, No more than one break pper chord panel and no more than two hreaks per truss are allowed, Contact y wl- heth -this s k anuPacturer for any repairs that do not (B) = Mamaged area, 12' max length of damaged section (L) = Minimum nailing distance. on each side op damaged area (B) (S) = Two 2x4 or two 2x6 side members, ,y same size, grade, and Mlnlmum sidememberlengih(s) =p(2)(L) + scab per fnce, Scab member length (S) must be within the broken panel, ail Into 2x4 members using two (2) rows at 4' o.a, rows staggered, all Into 2x6 members using three (3) rows at 4 o.c., rows staggered. Nall using 10d box or gun nails (o,12g'x3', min) Into eaph side member, The paxlmum permitted lumber gradq for -use with this detail Is United to Visual grade #1 and MSR grade 1650f. Thais-pnnelispldleesil may be used for broken connector plate at Thisrepair within the used -par Or web Broken chord may not support any tie-in loads. S. L L tTyplcal 0 0 + 0 .1. 0 + O t S2 tagger Back Face lMMOd bbBox (0,,1D128, x 31, min) No.ILsI o = Front Face 2x6 Mermn er - Trlpkee Row Stanoered Nall Spacing De -tall M IiW COMPAMf 13311 L11SM10l D,lw ,'M cHV' Mo 85015 ml cRli0.At0MI Men er o Maximum Member Axial Force. Member' Size L SPF-C HF ' DF-L SYP Web Only 2x4 12' 620# 635# 730# B00# Web Unly 2x4 i8' 975# 1055# 1295# 1415# Web or Ci9ord 2x4 24' 975# 1055# 149511 1745# Web or Chord 2x6 1465# 1585# 2245# 2620H Web or Chord 2x4 30' 1910# 19600 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2X6 3535# 3635# 4295# 4745# Web or Cgord 2x4 42, 2975# 3045# 3505# 3835# Web or Chord 2x6 4395# 4500# 5225# 5725# Web or Chord 2x4 .48, 3460# 3540# 4070# 4445# Web or C1lord 2x6 5165# 5280# 6095# 6660# carrel W. p­ poa.Vy.opo...r,N�y Io ui: M co„f e'n`nane'i vMirAHf=/�7t l,n,111&1tlif• and d i�ppnht� a nw iFle druhy MdmLs M¢WP net p► P, 1tofaul dr.yn Mr,� su PP .n1 I or CA drirPO 01 1fx�a.�WM W�Ghtt per' AHSLipf { Stc.G .. H nh�Vn L Dkt.- 8 L L L I Hlninun a �� L Dlr4axr REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRDID14 SPACING 24,0' MAX IL , p,icrdg Y, adLLAR BEAM, -EVERY MRA BOARD PAIR -OF RAFTERS kblov- v4les a n, K%tql.Q BEYI�F--K A W-NOA.RR A�-,O: T"* -r-PA-MING .F,U!i,7,-.UNDER VALLEY ---.lV,A.l:4Y RAF.r8R-.0R PLIDOE CEq. MUP. - Lt 1polab,41-Pldr,30 paf(TL)'apd-26 per(TD).Mzfx from Ahd' "IQys'0rfiIQQPQM TM 4 Uala-kU' pbMr't&-.twu-?A6 4i6altao-ealli 4*16d W4-.ftJN !:Rldit a:bOl1rdrfu-T.- Of bldck A IN t"-T%Svs. E010957 4'16i6toa-b511f TIWLg to urp§ja. aa. USEDI .13. 'QIWPVdfthVt0Jra-fW 4 16d1olt-WIRS. NAIL§ rids 6!'" Uses aLre L�0-30 40 54 Kw ItK.fitc lb Fc DL, w ZQ 7 I b'L 0 .0 0 0 ma a tam f OF Be. U TA 0 .0 q 0 J— d e InpG. 0 60 4-7 61 OR X-0 r 'F:ke- I 1, 4— :z 0 Simpson Stll'ong-Te011 Wood Construction. . Con . n.ectors SIMPSON 0 These products are avauabie with additional corrosion protection. F;Dr more Iriformation, see p. 15. Codes: See p.112 for Code Reference Key Chart. R �7 1-1. Vl tPFIRF ' Code Ma)L. Ref.. t'�lff :F R p; "F16 Snow Roof La 7� Mim --�ax,j - -- - - WT , Q I 1 (l 115) (.1 2�0' . (14) 0148 x 3 -- - 70 1,660 LEI 15 i 1 80,; 1.4251 4555. 1 -655 . IUS2.56116 25A I 16 2 F, (16) 0.148 x 3 - 7111 1.301. 1,905 1,605 1.5551 2'A x 16 BA1U2.56116 1211,,l 10, 21h - 1 (24) 0.162 X 31/2 (2) 0.148 x 1 I.-i 230 3,45513,92014.045 2,97013.370:.3,480 9710 1.94.5I2,20512375 -1.67511.89512.045 U314 21/1. 10-yk 2 - 06) 0.16201h' (6) 0.148 x I W HUSIBIHUG316 V 29m 14Y. 21h - 1.20) 0.162 x 331 (8)0148xllh 1.515 5 3,360i 3610 2,97i " 2,56512,895 3,11D IBC, FL LA MIU2 56/20 73v. :-wp-565'LSgS;3,710 21/z x 20 2-As I 19% Th (28) 0.162 x 31/z (2) 0.148 x 1 'A 230 4,030 14,060'4.060 3,46513,495 3.4951 INV V. 2-W 'di 29 to 26 2%s%vide joists use the same hangers as 21h" Wide Joists and have the same loads, ?Jq; fo OI, i i'R 3011A MIU3.12111 31A 11 A 2Yi - (20)0.162x li (2) 0.14B x 112 230 2,880 3.135 - 3,135 2,475 US512,595 FL HU212-2 / HUC212-2 13n 1 10-1. Th Max. (22) 0.162 x 3 1/-- (10) 0.148 x 3 7.795 3,27513.695,3.970 2,82013,180:3.425 LA '1025 3, .735 "69d: k H Mk N NQ Q W Ob WZ".1". -1103Wz .. - �: -A 7' k 25 -Tk6:1 01 .82 7i -5; IBC. ?" .4 4 9 :10 'y - - RR: 6.1 -311! o .. . I t4w sios5:k,085: FL 116 5 265 5,?F,3 31h x 5-/4 LHUS46 31A 5% 3 - (14) 0.162 x 3 Yz (6) 0.162 x 311 1.320 Z785 3.155 3.405 2.395 2.71512.930 31A 4% 4 - (20) 0.162 x 31/z (8)0.162x3lh 2,155 4.360 4,885 5,230 3,750 4,200 4.500 HBUS46 0, 5-1 t555 -1,650 '17. :4 IUS3.56/9.5 3% 91A 2 (10) 0.148 x 3 TO 1 1,185 1,345 11.455 1.020 i 1,160 1,250 MIU3.55/9 3%; B% 2% (16) 0.162Y. 31/. (2) 0.148 x 1 1h 210 2,305 2,615 12.820 1,980 i 2,245 2.425 U410 V 39/1- Bin (14) 0.162 x 31h (6) 0.148 x 3 970 2.015 2,28512,465 1,735.1,95512,120 HUS410 • - 3Yt6 81% 2 (8) 0.162x 311 M0.1620% 2,990 2.125 2.42012,615 1. 12.07012.240 3 N x 9'A - 31A 9 3 (3010.162 x 3 1/6 (10) 0.162 x 31, 3.565 5,635 6.38016,,145 4,845 5,48615,55.4-5 HU4101HUC410 I- V Mid 81A Th - (36) 0.162 x -31h 02) 0,162 x 31A 345 7,46017,460 7,460 6,415 6.41515,115 HUC0410-SDS 131,lo 1 9 3 - (121 W Y. 21,4" SOS (6) Ye x 211T SOS ',--es 4.500 OT41. 550 0 ',:. 5 n Ll 3.2110) 3'.140 2.140 HGUS410 34 91Sc 4 - (46) 0.162 x 31: 06)0.162x314 4,095 9,100 9,100 9,100 7,82517.825 7,825 IBC. LGU3.63-SDS 3% 8 WO 41h - (1611/4- x 2 lir S D S 02)'/4"x2Yi'SDS 5,555 6,720 6.720 6,720 4,840 4,840 4.840 LA MGU3.63-SDS 3% 191/4tD 30,01 - (24) Y4x 21h"SDS (16) 1/4' x 21W SOS 7.260 9,450 9,450 6 9.450 6.80515.805 6.805 1,2% J,396 1,485 604 2,695 . . . . . . . . . . . . 110 0062 Alt 5964,795 x V 4 9--- 2;490 .2,09;, .18Q. 3.425 16) 6 H A;DBS 5,035- 7};810;A 4D 8 Sib 5, SD9 146 See footnotes on p. 150. Cl . t6 186 THA/THAC Adjustable Truss Hangers O This product is preferable to similar connectors because of (a) easier installation, (b) h/gher toads, (c) lower installed 7> cost or a combination of these features. 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 easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZIVAXr' coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. The following Installation methods may be used: • Top -Flange installation —The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top rails shall not be within Ya from the edge of -the too -flange members. For the THA29, nals used forjoist attachment must be driven at an angle so that they penetrate through the comer of the joist and into the header, For all other top -flange Installations, straighten the double -sheer nailing tabs and Install the nails straight into .he joist. • Face -Mount (Min.) Installation — Install face nails according to the table, vAth at feast half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filed. Nails must have a minimum'k• edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount fmin.) 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 filled 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 filed. Nails used for the joist attachment must be driven at an angle so that they penetrate through the comer of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3ya° (exceptTHA413) and larger, with no load reduction — order THAC hanger, Codes: See p.12 for Code Reference Key Chart Double aF Double -Shear She_^ Nailing i Side Vievr, „ Do not Top V e { r bend tab HtFar TNAC422 �•t 211efar TH4422-2 THA42G2 THAC422 lYW opid 2%, forTHA42M 4: and THA42e-2 a Yy Y :a rTHA418 Typical TKA Top Flange Installation on a Naflar (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. Double W- Use tulltable value Single 4 2—_ See nailertabL SIMPSON S�ror�gf-'£ 2 face nails (total) 4 top nails (fib) double sharnailing tabs and install nails straight Typical THA422 Top Flange Installation on a4x2 Floor Truss Refer to footnote 5 on p.187 Typical THA29 Top Flange Installation THA/THAC Adjustable Truss -Hangers (cont.) ff These products are avaLable with additional corrosion protection. For more kdor flon, see p.15. 5 SiMPSON �'�: •R` . _ �2)". -i�)5 . •`:` _ � '.: ?%R• :. _aHsi�.; :... = Atlbvtabletfiatls _ �_ Code .'M4del'.; `.;No: _ - HiiaBe�> i..:, _ '_ `'; ;: =a< :'.•:. en a De tfi :., .`,Coy `n "Me ble ''' 3 P rF3i _g 6 . E' ; ' COrifed::, .VP :-: E[59i ' H; • ::Il}:'�ipj r • :,, : F, t 3Jfi mtief '. �60 s -QOf, •. j..P^ }...2iw3: _ T%o'w; ..QO.:j ! Oplitt� FIpor Spout ' Rbpf7.: NjB�.,. Wind its t {76U .._.1125118Q) Ref. _ _ `xf _.�,t:,�,r.�:�•=r..� �„E�i;i5`2'w cri;-�,.;. "per. .:�'.:•: �:L °»3'•�. - s�['�.�;J..*'LFS.Gr-'^�rF.:,£_,:t'..:1`�`,r�.••'ti-twit;;*rn'`y�,y.'�i'i?-�§:.Y'`v`�?:.��• .r,:;;�._��`�wh':3r`4',-`_ -•mil, nv�EYatpg�ln5€al ti..t.�t_;;�,�. .;,r.�,;;�.r .`i�i'��.i-:u�_�.d•%�rnr4y.x.Trn3•:i �i����-mt.��:`�'=ci=i..n3;e.R•'�H.�F:,s.-::c%21,si:.��.:1'"+':'C�{i�'u.:: y e- s•�='.:'u-+„ _�>-..�_g;� sa. "'i�=.:� _ ��'::�:.e �, 0.148 x 3 1 (6) 0.148 x 3 (4) 0.148 x 8 525 1.; 50 1.750 ( 1?50 450 V130 1,330 1,3 30 VA29 18 1 /e 9114e 5'/e - (4) 0.148 x 3 525 - 2,010 2;4a (6) 0149 x 3 (4) 0.148 x 3 2,610' 2.610 1 450 J 1.985 1 1; 85 i,965 .7t36213i.' %"r8: '_lIe'..j-$4,'is a�fr•i;�; ---'t'+ -4j0:fA3-z3•:�(@j•0148�x� `(2) ('1j•0:14&xi•Yz-"=�`_.:-5':4SAArraB:{4',�i3�`-.' ^ - 1;7'Ir+ 1s�1U'�..,1.t;) THA218 1 18 1 1 Ys 173'ra 51h 1 2 1 14)0.1480 0.149 x 3 (4) 0.148 x The - t.a6r1 1; 460 1,480 - _ 1.110 1-110 1?1h IBC, Tig21'8'-2 p18 .y�95; . CYc 1%8:r '•2.'l': - ..[(1:1 %3ih { O 1S`z3Yi: ,a61 Q:a4Y Y,'��C1 1 �o t; T. ' �995 ' ai„°0: ,.51a 15.. FL. THA222-2 ! 16 1 31% 22-Y-. 8 1 2 - (4) 0,162 x 314 (2) 0.162 x 3'h (6)(1.1480 - 1. ri0 1,9?5 i,99'r - 1 ?,450 t 15 1. t; LA T1f1S43 ;551`3x i8" w4LQd482 r.'::ef_,?18z3 THA4'8 161 TY, 1714171% 1 2 - )(4)0.162x31h (2)0.162XTV, 1 (6)0.148X3 - 1,960 7995j 1995 - 1A90 1,515 1515 F 42,, Sa,�, fr .ti ;?z�.:��:>.-��'- r tt •, -�9(�r-0;�s2�:����}ail¢`Eck;3�i���ga�g�c�::�_:=�::,-��,...�=��°�:�����- ,fir.'`:±T, 1,4}9 1;SU'. !. i 1,a'•S.": ::�r:•:ale • _ THA426 14 1 3% 1 26 `, Th 2 - 1(4) 0.162 x 31h (4) 0.162 x 31f (6) 0.162 x 3M - 2,435 2,435 2,435 - 2,095 2.095 2.095 i tid2 .r ia, t,h•' 1>ne J'Jt= • 2 F. ` 4�."..�(4)'Q �fiz CA (4]:0.162)t 3 ; (nJ 01GGL a3'h . i3; Q 3 U: ,:3;39Q :< : -:: 2,865: t2,865 ,2,865 : FL THA426-2 1 14 17i/a 26Y. 1 9'/a 1 2 - (4) 0.162 x 31h (4) 0.1 B2 X 314 (6) 0.162 it 3'A - 3,330 3,330 3,330 - 2,865 2.865 2.865 .. >� `� a .J` � 'id`�! .4• .,yy .rr �:a�:�:e}As=w'.'id}q'U s' +�iiR"^_ w .,.ys-1.c�-F°'u`�'i`v`•z:� es:._ '�•:c' ,.. Y�i.'• :`.':' �±'-- 4.. •5„ _ , L^' _ S'_ t06) -s 1 r G,.Y a~.s$%"4�'; -a•`;..,;s=: THA29 . 18 1-A 9',4a 51A - 91A. - 0.14 B x 3 (4)0.1480 525 2,265 2,265 2.265 450 1950 1450 W:. °i s�*h`: - °is. Z�r�.iakxa. "r: _ i=- e17Yie . y855 THA218 j 18 1"A 17% 51h -; - (18)0.14Bx3 (4)0.148x3 2,45,3 2,4501 7a50 735 _'i0 =i05 1 21o' .T1rA418':2=1;1�.:�,3Y?; 1�':_`;'tb._. c-,.- 1�3ic.';:;;�:,�;•''`.� �j�U.161�3?!i(�O:t6�.7F33/eac8�.r-• ti?.z�k���r�,_3;#i0_�: 139.5. 2.34� ?.845 ,2,8'S IBC, THA222-2116 1 31/e 22M. 8 t^- 14%4 - '22)0.162x3t1(ej0.162x31/z 1,855 3,310 3,310 3.310 1.595 2.645 _,64 2845 LA :4-i' r ;=.,0g . r ; THA418 16 31A 171rrz 7?i - 1411. ' - W) 0.162 x 31i (6) 0.162 x 3'h 1.855 3,310 3,31.01 3.:10 1.595 12,645 2.8451 284S � Jti�4$2'���5.:34fi� :aT2,^"77Ja: � t:_�-(' •'t�lia� _- - ^' 22),1106$:x�'i/.it�;Xf,.`ll�x:� ��. `=,�: �3u�,-`�" i-+i'��=" ;1r9.ti,.: 2,fi4x `��64.5 ' 2,E45 THA426 14 3% 26 PA - 16N 1! - (30)0.162x3'h(6)0.162x3Ya 1,855 4,415 4,4801 4,480 1,595 3.795 3.8551 3.855 ) -THA4 IN : i 72aY '93i �- ffi3je'_'.`''' =s= , ~ (3ti 01 k�3'Z fi)(Di62x3'/z 854 :- �(�1-��5y�FY. `fi71'_ 1595 4445. 4;745 4,745 R I THA426-2 14 7Ya 26Yrs 9'a 18 ! - (38)0.162 x 31/i (6)0.162x 3Yi 1,655 t,5201 5,520 5,520 1.595 4,745 4.745 4.745 i 1. Upliftloads have been increased for earthquake or vAnd loading with no further Increase allowed. Reducewhere other loads govem. 2. Wind (160) is a download rating. 3, Min. top flange refers to the minimum length of strap that must be fleld4ormed over the header. The tabulated loads for the TH429 with 1 W min. top Range are based on a s igls 2x carrying member, all other tap -flange installation loads are based on a minimum 2-ply 2x carrying member. For 42 Less carrying members with double top chords, us= the specified fasteners for full tabulated values. For single 4x2 top chord or near applications. refer to the Nader Table. 4. Face -mount Installation bads are used on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.1461 x 1 Ye nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of to table value for 16 gauge and 14 gauge. 5. For the THA 2x medals, one strap may be installed vertically according to the face -mount dolling requirements and the other slap wrapped over the truss chord ac=rduig to the top -flange railing requirements (see dra%i g on p.186) and actieve full tabulated top -flange installation loads. 6. Refer to installation instructions reganing fastener installation into carried 3olsq member. Based or the installatizin condition, rails will be installed either straight w8h strafghted double -shear nai ing tabs or slanted 7. Fasteners: Nall dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 187 Simpsori strong-TWI l Jcod Construction Connectors $innPsoia . I`1A�1Pr -- six: Face -Mount Joist Hangers G�aE� This product is preferable to sin» larconnectars because ` of a) easrerinstallatron, b) hfgherloads, c) lower tt lnstalled cost, or combination of these features. The doulate-shear ha•rger senes, ranging frcrr the light-oarfacr.� LUJS hangers to the highest-oapaci", HGUS hangars, fea�re i b*rnovattae double -shear nalilrrg that distributes the load through i two points on each loLt hall i;r greater strength. This allows for fewer nails, faster Installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier Installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAXO coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed forwelded or naler applications. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available-, consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart js 1 Double -Shear Nailing Top View 1 •$�;.v?_ Double -Shear NaHing Side View. Do not bend tab t 1 Dome DoubleShem Nailing Side Mew (4vaRab:e on i some models) , 1' lgr2�(s 1?i; for4Ks 1, l' WS28 HHUS210-2 MUS28 W. HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Desione.J N 0 U N c 1: 0 U N N N r0 193 i O V N C C O U r9 N 'II 4) M M 194 Simpsori Strong Tie Wood Construction connectors' SIMPSON Face-Mount Joist Hangers (coat.) ••.'• . Z., :... Ig4t' 'M(.z :H,: _'6::'µFNIe er:::: i(Vjeipber•.', •� _ '=.r� _ - ors` - _:::..-• - -•--- -'_. single 2x Sizes �• iL'U524.' : ; ;��=:- :- :'c � .9fi+` �p�6._ .�y �.: `=t�'<�,;'� :Z4;;roige:x3'a'1 :°='(2)�iA6•za--, :11152fi_.,'-:� `•A',s.�; :,Y�'i6.. `�� s .: �'4i: `:-(�`) O:i.�.:x'3'c• := (�(0:748-�i3': ; MUS26 4%. 1 18 ) 1 Vu 514e 1 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 454e 1 16 1 15/e SY. 3 (14) 0.162 x 31z (6) 0162 x 3Yx AG11526-j_'izip@: 3,:.1 ':`fi e1, . 3e=%; Ai'',120j .162X3 :'.':i13}1):i'62dfTdYi' LU�B). :434"e,�:"?„I$'�:.jBlie:.:'1'i3s:: 3,'i•• :;..(6)`OAdB'k'3`: MUS28 6e1s 18 1 "u Mies 2 (8) 0.148 x 3 (8)0.1480 HU528 61/z 16 1 % 7 3 (22) 0162 x 3rh (8) 0.162 x 31't H US28 6Yu 12 15% M 5 (36)0.162x3% (12)0.162x3% :l:l1S;: /t6 ` a Tit 83b':..t:16:;: :HGUS'L•iDn:`.�8�s;'::'' ?4j�.i';1•'sb`°; �j�j'e`v:� F.3� •' •'(9fi)•A�1�SS3'��` :t(]5j0:7�23c3'Ej 1. See table below for allowable loads. SS ss >a These products are available with adcWonal corrosion protection. For mone Information, see p.15. For stainless -steel fasteners, see P. 21. Many of these products are approved for installation + wnh Strong -Drives SD Connector screw.. see pp. w5-357 for more h1banabon. -- - � fCade. �'::' �1',iiF°AfluWabT�a`3s,�"_�ie.� f1,rti.:F�looi�l -: ipFv ' z�fil))v,:'�1.Q.�� '��1�r � �:3b' sYGnfi; ,,�� :v=�15!>}. :,;.- � `SP:'Ailoyrabfe:l�r7ds,>=�: � - 31` ifs; :.Flour :.;Sn8v1_ ':rAaof'.'4Virid' 16U� ��' (t�p�: , ;(115)', : °'(i2?):. ;:t180 -:SP.F/+if'�IlbNiablel�oads";1•• • - '.'U` Irf t .'' Ffooi'` ''' Sitow7 Aoof ' 'Wind ,..�160) . '.(?Dal: Si45i.., . ;�2�., .•(160j 'Ref. Single 2x Sizes ;W524 : ; k ).'D4. ' ' L8 4.990 riS. : 4fi5� •::725 $2$'?: ;6°�'.' .`i.2t7.; .. g6R :.'._: <I�St 565 _ G35. 770,. ' W526 1.165 865 1,070 1.355 1,165 935 1,070 1,150 1.475 865 635 725 785 1.000 113G.A :fJll)526: __6st ?:2�5']718R'493.Q`x,5_=74D5 :.f,564 ,'1;6fa0.``.i.5i0'•'=�1f1` '.955 :•1,09Q' HUS26 1,32C 2,735 3,095 3,235 3,235 1320 2,960 3,28D 3,200 3.280 1,15i 2,350 6360 '.7110 HGUS26:�?Y� �399z_:;(f5tJ0^i,�rQy:wi5:�.=�4fi90"•:'5?zA". 5;09D;'390'.•: ...361Q :3,8iU '•3;985• IBC. FL WS28 1.165 1,100 1.260 1,350 1,725 1.165 1,195 1,360 1,465 1,730 865 810 925 1.000 1.270 225"�° :.1 Wit:.': 1;270'`j; ;A55.; 1.SZB' ' IBC FL LA HUS28 1,780 4,095 4,095 4,095 4,095 1,76Fr 4.095 4,095 4,095 4.095 1 AB0 3.520 3,520 3,520 Fa20 `FI[�ifS28 '' =tE✓�'. ' 73 _ `775'"7;i01;Y25;' $5'-1x75';'"72r5'::7;325 -u 82U `:3915•= `4 5b•: IBC: FL WS210 1,165 1,335 1.530 1,640 2,090 1,165 1,450 1,555 ( 1,775 2,270 865 985 j 1,120 1,215 1.500 IBC, FL, 11US210e:_ `" ? „ : ` ,fit `'x 35 -5:89r;,•S It=.6.I?G' '�3A0`::2,220: i^d" `.•2635 4,525: LA f'GL'5210 2.090 9.1m, I D,100 I 91o0 9.100 2090 9100 9,100 i 9,100 0.100 1,545 6.340 6.730 6.730 E•,730 19G.FI. 1. For dunensions and feslw-r' formaJon, se table above. See table footnotes on p.195. 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. rnwdmum 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/skswed 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 out 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 bad 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load. 0.41 of table load Acute 'side speclry angle Top View HHUS Hanger Skewed Right aoist must be bevel cut) All joist nails installed on the outside angle (non -acute side), Simpson Strong -Tie`° Wood Construction Connectors SIMPSON These products are available with For stainless Marry of these products are approved for installation ID additional corrosion protection. ® steel fasteners, I with Strong-DrivEP SD Connector screws. For more Information, see p. IS.. see p.21. See pp. 335-3.37 for more information, M ,r birnetis(ri S{0.).; _ �ast`en@rs• n �.Z '.•'� r-1SPo�i SPFIf)F,ADowahleLaads` ' ."i4lailel* - r iiJo: ; ;n •1#ee�-: 9 (ia�; _,,,, ,�.. :•1L %41 - .:.iniF;:.:rCate,._.s vg - - �-�•• Me7!)b> f `;: <'' iJl�ni ar ;" - .�.i..�.,� 41'r t' PI?. 6b ° �d3ds+''- �flbota�3Yidtiv �..i.;k N ODD 7T3J (1253;` b� S160); :41:� -F3obi' 110D)' Snow :115j • • (• {;0oi. Wind (125)• {760)' .Code ReL: ! Double Zx Sizes :tUS242 j:;°iTi:%_':x:jr�4)•IF'6Zi(3690=::780 {:.$�5. T.40 LUSrZfi Z : 4'1s`.. 18'' �{Je = E;:.:'j4j0iL2X3h<' 11l'D:1673'1i 37� rah' Y(1$1F.. '`;26T ,95.. M1 11A s$85: h9U5�d:090 1,976 HHUS26-2 41c 14 3zre SYe 3 (14j0.162x3Iz (fi)0,1"o2x31h 1,3'L0 2830 3,190 3,415 4,25011.135 2,435 2745.2,935 3,655 HGUS26-2 491, 12 1 3% Mis 4 (20) 0.162 x 31i (8) 0.152 x 314 2,155 ' 4,340 4,850 5,170 5,575 11.855 3.730 4.170 14.445 4.795 '4 Ss:. B. 3.'�:.:,7 .:2:a:�6)Yd 6�•x8 : "{4)O.lfi2ic8*ht: F49`0 J 1�`l( e1 :i 1 ,:M13,520 1,130; 1',280 •1:385 1,743 IBr,,FL,i H11S8,-2' ' fi!5'e`' ;743is iTle; (2 {1762 3flx- 0. Z..'3* 65' S�8$i, 3 6 0 A,135 :4„435 '5�45 U i4CU 8=2•:• . 'fis'as:.."l2i Akin; 79ie 4'''j36)l?:782' +2 `i'h' {12jQ1E2 3 ; 3 3 11li46D},'r.,4$, i7;46(f;'6,415` 6:415,:64l51, •fi-015 WS210-2 61a :8 3% 9 (8)0.162X31h I (30)0,162xTV (6)0.152x314 1.4451,830 2,075 2,245 1,575 1.785 1.930 2,435 HHUS210-2 B?i 14 TA Sr/n 3 (10)0.162x344 3,55015,705 6,435 6,455 4.9g5 'a.340 5060 Sigp HGUS210-2 895a 12 13%i. 93ie 4 (46) 0.162 X 31/z (16) 0,162 x 3 � 4,095 9.100 9,100 9,100 7.460 7,825 7.825 7,825 I f Triple 2x Sizes ;5 ;; i(2a)-4tfi?] ?.'%iS i0 2X3�(is1> 5p1434U 50==517Q:5;5> ':i;HSS3i7?R 17A:'?1,448.4:795 IBC,FI F]iGUS28 3 ' 6>}fig :, a7; lays �� _:d * ;f3fi}fl:i623Y3 j2)-03 3�354ff �?l6© jdSR��60 6��e15- 6;4�5 6415, 6;415 LA i HHUS210-3 B34 14 49A. 815 3 (30) D.162 x 31R i (1D) 0162 x 31/d 3,40515.630 6.375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 81iis 12 445. 91A 4 (46)0.162x31h((16)D,162x3% 4,095 1 9,100 9,100 9.100 9.100 3,520 7,825 7.825 7.825 7.825 -;Go3 12 3 :117 ra= c. i OJx> t,.?I.'. 1 (5.6Y$4$2X3h; j20]9:ifi2i%?:;.oJFiO}%_� ' -<1', 4- i 3 1S�K 1$20 3 i 81 7=7"c0 ';73r1 7,To0 IBC FL LA 2N(U__ 14, 22jh:15 x: ? s 1p1?,iL1 SL5';1 _ U; 14;900:.8;1'9U S19U `. 190: 9190: Quadruple 2x S•rzes )iGL1$26¢: s"5it i12t 6 i 'b°fd': f E1}br762•i�33z,s8}0 +a:' •�34d., @30: i:0 7raL�;955';373Q. 977ll, 4J95 IBC, FL, HGUS28-4 7Y, 12 MIN. 1 4 (36)0,162x3h (12)0,162x3Yd 3,235 7,460 7.460 7,460 7.460 12.780 16.415 6,415 6.415 6.4-15 LA HHUS210-4 8N 14 61% 87A 3 (30) 0.162 x 31h (f0)0,1620% 3,405 5,630 6.375 6.485 6,485 2,930 4,840 5,485 5,57515.575 FL ! JiU512'._'•`c%jam: ^'i2 sQ3§ '356' :95e Ib F�(G1:P.1.'6&1t3.*!z':{16j`6?{fiZ';1'h;R" = f1 ..(),O t6?�C�31�zq P�rQ:1;62 . 1Yz �1i£w Q' ' '?� a00i`.. :c 3�i {DD;3;52(Y..7.,'895:7,625•.7825.1,7,5$5 rS, �'r80 7T68 '7 SU 7.7E.i1' -;c0: IGC. FL' ;Nfill$7 Yr_4:j <,12�4 }.l ;i;8'1s; 925h s•4; 66j:01 2XS1/:':122}9:j622713M1rz` - i',. ,',412 ]till .1012 C�,900.:fi7�0; q D .8,710.400 4x Sizes 1 a 3 `4S:zz'.; . t43h152:X3'�i5yk)•_O12St3�h`;�ti�.1SD =EFSq ;7179,i�2fi5: 1*.5'-G19:::$85.j 1pP5 1,090. 1.3i0: l6C,FLj :b1iQ5Qb'•:;: ' 4T�tc=; fiZ `�; :Q,{r a = �4'' 322)Q`;I2>}3'K�,'(�1111_SE7c3Yi• Ali :: _ -' �p511,°i` r5j5, 1L855 3;730 ('4A71Q' 4;45 4,795' filiS.•.:". -43Ss° 'C73 3?%q}fe ,;i .`[a4j62%3?h (6}QtEik�l%=13rt..`83Q;3s9 r35 ,ai0, i,135; 2435'crr745 WS46 0. 18 35he BY. 2 1 (6)(3.16201A (4) 0,162 x 31h 1,0G0 1,315 1.490 1.610 2.0301 910 1,130 1.280 1,385 1.745 IBC, FLI HUM 61/d 14 M 7 2 1 (6)0.162X3% (6)0.162x31h 1,324 1,580 1,790 11.930 2,415 1135 1,360 1,540 1,660 2,075 LA HHUS48 61h 14 35/a 7Ye 3 1 (22) 0.162 x 31h 1 (8) 0162 x 3!A 1,760 4.265 4,810 5,155 5,980 1515 3.670 4,135 4,435 5,145 HGUS48 r :1if)55,`4:it1':: '::`:8?r 63ia 12 `ld• 3% 39 et ,b, 7Yie ;QBi::' , ;._ 9`' 4 21 .vB,T:.{3(1862;X3'./z (36) 0.162 x 314 (�Aa,% 3'r;6) ! (12) 0.162 x 314 0:'x ' 1i1);DD¢2t(,3?, 3,235 ,'�,,;'i7D5? 7.460 7,460 �, 3.5,5.3i.:4i�u.'4i905. 7,460 7,460 2 780 6,415 6,415 5;535 16A15 :a,5 16.4151 575 13♦Gt194jff:' : tt3las> r'j� _" Sre :9d5s ::-4.:; (96) 6.j6 )�3 . (]6f.`0,162 -s-A #0 i `ltfff• .2M.;91D(3,:91flD°I=3i520' T'925 `7825. 7,825 7,'825 IBC. FL.� L4 HGUS412 10% 12 3% 101/c 4 (567 0.l6Zx31h I (20) 0.162x_31/z 51695 9.045 9.045 9,045 9.G45 4,91;0 7,780 7,766 7.7,80 7,786 HGUS414 11% 12 35A 12Yrs 4 IN) 0.162 x31h 1(22) 0.162 x 31i 5,695 10,125 10,125 10,125 10.125t �,900 8,190 8,190 8.190 8.190 � Double 4x Sizes �H(i15573T�(I :8 •.1•':y2 q =,d'' j16)0:162'_}C3T�;'��jQO;TfiLX •.'i}f3'- 45. ,+ 095;> d9711.2;M0T82(i:7 20 -7820 7,820 iHGC)537_12' 'j�?d>: ' 1= 7e/a 10450..• 4'r� (SF>1D1`73/z g) 0182x3'h i0 y5 - 3329+ 3 i00 71995' 7995. 7985 7,995, : L HGl�3T37r14' 11TS„ _a2= :7i.1: �e'.`4b6j.(?•1S2X'f;2�j (L1EL$3'i; a080: O+ Up W{t) t $�-0 9;U30. `U3 039 9;030 1. vNu; L wear nwe ueen mureasea nor earncuaxe or wino ioaang with no further increase allowed. Reduce where other bads govern, 2. Wind (160) Is a dovnlo3d rating. 3. Minimum heel height shown is required to achieve b:8 table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may (unit allowable loads in accordarxm with ANSUTPI 1-2014. Simpson Strong -Tie' Connector Selector° sotNvare Includes the evaluation of cross -grain tension in its hanger allowable loads_ For additional information, cordact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying memuer minimum for haled hangers, bYnh 3x carrying members, use 0.1bT x 2W nails in the header and 0.152' x 319' in the joist, with no load reduction. 11duh single 2x carrying members, use 0.148' x f IX nails In the header and 0,148' x 3' in the )cis, and reduce the load to 0.64 of the table value. 6. Fasteners: Nall dimensions In the table are &,ad diameter by length. See pp. Z1-22 for fastener information. 195 196 HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns I designed specifically for shallow heel heights, so that j full allowable loads (with minimum nailing) apply to i heel heights as low as W. Minimum and maximum nailing options provide solutions for varying heal ; heights and end conditions. Alternate allowable loads are provided for gaps between the end ofthe truss and the carrying member i up to mh' max to allow for greater construction j tolerances (ma).imum gap for standard allowable loads Is'/V per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for i mom information. Material: 16 gauge Finish: Galvanized HTU26 Installation: i • Use all specified fastener; see Genera! Notes • Can be installed filling round holes only. cr filling I round and triangle holes for maximum values , • See alternate installation for applications I using the HTU26 on a 2x4 carrying member or Min. heel HTU28 or HTU210 on a 2x6 carrying member height for additional uprift capacity pertable Options: Typical HTU26 Minimum Nailing Installation W",.,,..... • HTU may be skewed up to 67r/z°. Sea Hanger ' truss and carrying member Options on pp. 98-99 for allowable loads. ' HTU Installation for • See engineering letter L-C-HTUSD at stiongtie.com i Standard Allowable Loads 1 for installation with Strong -Driven SD fasteners. (fdr mh' maximum gap, Codes: See p.12 for Code Reference Key Chart use Alternate Allowable Loads.) Many of these products are approved for installation with Strong -Drive SD Connector screws. See pp. 335-3V for more information. Standard Allowable Loads (1/8e Maximum Hanger Gar)) SIMPSON Alternate installation - HT028 installed on 2x6 Carrying Member (h'TU210 simr7ar) .9-44ioiisxjpa' =.FasTeiii rs (2 ' �� r~ sc'r > gFIS? A uerd`6JeEa'ads <: may-` i - ' SQF FAJJawahl ads -: = Height {t B, : _ '-tillepitier 1?..I ooi $no s �.. _< as ..-_yt R4F( 'yPffii(' : Up (} Qi`( nPF' :Sh6w' .Code .� Eoiii L�flnd', sRef. �_: g.� +•.•: •.Y%,; _l :'Membe:t _16Oj'- _ Z. (100}3a{}5r25Json "(1QOp`,`(10q);':(115J':'(]25)' (1B0) Single 2x Sizes 7`a:: °b3zs ;}3ii -(ZO)•1)"J62i:3a /P', :(1 f 6,148.% ] ). a :bu -$r .-� - =_ n. i • f `50: 1.E$_ p ac0::; 580- <ft1172F(Min,)"-'<_r:3';:j°-:.75i4si;,:j2Q}:41o2x3.114�.0;'11�z:=Tr2?Dy'$ W, jy�2TiQ3�L0� :1,075i(,tEbPj.2Uf5 2;015°.:2;U15; HT1126{Ma1�?;;_i_ 5Yz ' 1 ' ST/p: a354::f?OSt11622.3'l� (1G D,1463t tnai. 95._.::L.. :r� 1�YffKa :a ,� 2, ti :2 as s� 450: IBC, HTU28(Min.) 3% j 1% 7Kc 31, j (26)0.162x3?i (14)0,14Bx1mh 1,235 3,820 3,895 3,895 ; 3,895 1.060 ; 2,865 2,920 2,920 2,920 FL. HTU28(Maxa 7mir 1Fla • 11ic j 312 (26)0.1E2%314 (26)0.148x1Vz Z020 3,820 i 1.75 4.655 : 5,435 1,735 : 3,2953.710 4G05 14,675 to Hllf��.749in.E".::gi�r:•} fi;:'9 :.3 E32J0;{621<3i. (A�U94iS13�Zt55.' t?Aa firi121�:jMaxli;.")J•::f?re::,'9}ia'i'61:-($21�:1.62x'3yia.„°6995;.'18% .4,045 a.005` 'C936 9,155 Double 2x Sizes - HTU�6•R'(iNI 5%Sc ". !i20):U 162 X 3.rz: ={lIJ 0.:r4BIX 9,4 s1 Si ,1�9s1:1:.:y,�%ci?;57339 E9: 1,305 r 1,?50 2 090. 2;255..2 465'. :14T11aC (Mail'; z';: tie =571+e '3Yr.:_(2b]9{�2k334:` ©jffdg8ic ;_ 2 G84 $655 HTU28-2(Mina 37A 3& 711s j 314 (26)0.162x311 (14)0.148x3 1,530 3,820_ 4,310 3,820 4,315 4,310 ' 4,310 1,315 2,865 i 3,235 3.235 3,235 !BL LA HTU28-2(Max} 7Ye i31ic 7}ts 31i (26)0.162x3!�i (2610.14E%3 3,485 4.655 5.325 Z995 3,285 '3;71ii:.'1005- �"ll Alj iv- ?lpv;3s!%::S11c..31.'.:(32JIU162.z3??s�H _• Bje.i'9,8W.;7;57b:i 3.540. ;B 0. 1.010 i-0.762z'$'n, ;(32j frBY ;". ".' ® d7&a+ 303`- Sw: r3535'4;G45�•4tic5::.980: •5615 . , i •e i I,N,ir i iui i i r ranger gap is measures oetween mejoist for miss) end end the carrpng member. 2 lAinimum heel heights readred for full table loads are based on a rnInirnum 2:12 pitch. 3. Uplift bads have been increased for earthquaks or wind loading with no further increase allowed Reduce ::,here other loads govern. 4. Wind (160) Is a download rating. S. For hanger gaps between W and W, use the ARemata Allowable Loads. B. Truss chord cress -grain lension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong Ile° Connector Selector' software includes tl-e evaluation of cross -grain tensfo-i in fts hanger allowable loads. For additional informalion, contact Sbnpson Strong-'ile. 7. Loads shown are based on a minimum hvo-ply 2x carrying member. For single 2x carrying members. use 0.148' x 1 W nays in t-ia header and reduce the allowable download to 0.70 of the table value. The allowable uplift Is 100% of the table load. S. Fasteners: Nail dmensio is in the fable are listed diameter by length. See pp. 21 22 for fastener information. 0 a a 0 6 6 Simpson Strbng-Tie' (Hood Construction Connectors Face -Mount Truss Hanger (cont.) MMany of these products are approved for Installation vritn St ong-Drivee SD Connector sorexrs. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member SIMPSON , iMpa neeisNt`::Di SE?AIC aEi�fl iia8'q^' ':> SPF!(jFNlowatile.l oads� - Y: ModAl ::'? Nd: Hen9ht ?. arFY� 8:::, :� •;. :..:: ::: _ < j ': '.' - k n w.' ": a r'`W[n ✓ . U . ift ' +.F1Ror .•Snow: ROof, Wind Code Ref. i9eirib n. her Metnitg�16�): (i Dj:' : ;1 M ., UD.) ,. (, : :t , •60) HTU26 (Min.) 3% (2) 2x4 (10) 0.162x 31h (14) 0,148 x 11h 925 1.470 1.660 i,79U1 % 5 795 1 1,265 i.a30 1,5'�rl t;j 15 i HTU26 (Max.) 51h q) 2x4 (10) 0.162 x 31r (20) 0.146 x 1 Yz i.240 1,470 1,680 i,790 2,22G 1005 1,265 1;130 '1 1 910 IBC. i1T1?rB bTaxj i7Ja c 2i " • . 2� 76213�/z 'j f�1$8 iG 7?� ; j?+ L ° 961)��• 3✓I Ct7 ' ff9, %1;6�5� %215 0 , n555; ..050 { ` i1"(t^=.::g Z'b ..2(I ]ta2M3+p. _ .Q 49:f<7'f fi * L tlff':`'; 4. .: 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is'W. 3.4Yund (160) is a download rating. 4. Fasteners Mal dimensions in. the table are fisted dameter by length. See pp. 21-22 for fastener information. Altemative AllnwahlP I gads (1/2 r Maximum Hanger Gap) r =SRFIit�Agl+9ahleLbds':. ,� - 'M - '.:N'''•'s'�•• • )•Y-?+ - >'r.'j••_'CaCrYltlg_•;}�;,;xarrie)i,���lpr �'Ilenlber por,;5ngyuy.sR'aoi;;'E.�ndr. •i)tylifY• �-1oor •:Su6Nr'::.Ronf..•V�Itdl. Dode ; :Nleinhet=�uj5(10a3 R(a15 (125j:. I 7.b'0�' Single 2x Sizes (11126 _ - t v 1q :i 1. .. .. " ; .. .:T,51J Z;610 11,51. r t ) r +HTI}28,(Mfftj, ^`-:,'. :(A13u) , ��'`. 53z i 1,�ra', 1(: v5rr71s 5!Ti9 � 3?%:� (-.{2II'y-0:1621r3r1,z, ;(c4).9:7�'X:i''F 1. 1 ;Brit• .(Zt>) Q16213ai(20•'Q749 '9;1Z5�'k�'�,4�f.' :31D4; =:°• �'�Oa' r55LC<)''�.3- _ e,.: �3s1{ID '•1,aiD>:.1055. •1,9,55� f;9�`; 1:955. ! t_... 0I•{;8.5Q.2;0;?0 ' 3, .1 4�1t1'}43?Q. •2,'s'E3 `. �,.285 HTU28 (Min.) 31A W. I 715s 1 3% I (26) 0.182 X 31h (14) 0.148 X 11h 1,1110 3.770 3,770 3,77D 3,170 955 2,82.5 Z825 2.825 L 2.825 FL, j LA I HN28 (Max.) 71/4 11A 7149 31h r (26) 0.162 x 31h (26) 0.148 x 11Ft 1,920 3,820 4,315 4,655 5.015 1,695 2,865 3. _35 3.490 3,765 .. '. ' HT1I?lA-((17.,n•);. HiU21U'(Ma_x:1' �. - ��;kt: 9'Ia# .. ._r..... •� '-?;o-f 91'r� • ._1'�e�'9Y�e_,'.'otifz:.(32J',0�2jt3;�•:(32}•4i:tg8;1p91h=3�frs;�,�r7.p5:..` y r 3 tJ:]EZX� t4 G,l x_�ii: yl?fe;.iq. �-. �� i'{• . )' .. i�:• •"?�" , � ,�_�'-_. 3^^, b. �_... `$,su!! ;O�f4;_�,I#4,,`;'�D�fl� �"� �;¢()..: -36q�F='�;075 :2.iiQ0: OR ;2;j �3,53D_%3�G5� 'Z 700; 2;Z002;700 �: 3,7b5' •3,Z65. Double 2x Sizes 11ES'L:tMlru - =31/e i r .3i4's' 5rh''-"fJz'. v ;(20JA162%31'i.(a$}:0.19�'x3+,i34_s_:?,.3;5t1(i: 3D1#r>1305.j,265 22D5: _Z�O6'.2205 'lFli1262(A1a1r�' HTU28-2 (Min.) �T)i•e.'5?G';':14 3% I Sys 1 731, ,;3% 20Jfl1B4c;?�fi-A {2{I}DaaBx9r_ 1 31h 1(26) D162x.31h (14) 0.148x3 7�?340u:µt7:Dji�35g0 1,490 3.820 3,980 _ 3.980 13,980 1G43�22D5 1.280 2.865 221�5.22D^�':2265 2,985 2.985 12,985 IB` ,, HTJ28-2(Max.) 71/4 716s 1h 31h (26)D.162x3(26)0.14Bx3 3,035 3.820 4ab 4,655 5520 2.610 2.BB5 32c"5m3z9U.4.i40 LA Ij1U_ �..;:at - 300 311§0' 3;19b.8.190' }fiU210-' 11 ;9Yr q: 9}ie`• a4. 01ifig;X3.i4::(32jU,1?lSK3� r.85-"3::;Zt'.6F ;3315{'3j530-;3989 4,3011: ,4,655 1. The maximum hanger gap is measraed between the joist (or truss) and and the carrying member. 2. h4uiinum heel heights required for tug table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase aiiowed. Reduce where other loads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between W and h', use the Altemate Allowable Loads. 6. Truss chord cross -gram tension may limit allowable loads in accordance .vith AMSVTPI 1-2014. Simpson Strong-T€e° Conne for Selector, sor:-vare includes the evaluation of cross -grain lersien m its hanger allowable Icads. For additional infomracion, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x marrying members, use 0.143' x 1IR nails in the header and reduce the allowable download to 0.70 of the table value. The dow able uplift is 100% of the table load. B. Fasteners: Mall dimensions in the table are fated diameter by length. See pp. 21 22 for fastener Information. C. r-- r-.2i ;dn2n'r 197 Simpson Strong -Tie' Wood Construction Connectors HU/HUC/HSURIL Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wail as described below. Additionally, HU hangers Wirth one flange concealed may be installed similarly. HU and HUC, products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 26/ie' or greater, at 100% of the table load. Specify HUC, • HU is available with one flange concealed when the W dimension is less than 25/m" at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute an face nails with Ile x 1 Ye Titan" 2 screws (Model TTN2-251344 for concrete and 1,4n x 2'.'4° Titen 2 screws (l.A:)MITTN2-2=41hj for GFUJI1.1. Follow all installation instructions and use the loads from the sewn lumber or EINP se`.il•: its: Material:14 gauge Finish: Galvanized; ZMAV, and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Then 2 screws. Titen scre'ras for GFCMU V/4" x 2 %' — Model TTN2-252344 and for concrete (Ya x 1 Y,? — Model TTN2-25134H) are not provided with the hangers. • DO the Vie -diameter hole to the specified embedment depth plus W. • Alternatively, drill the Yiis°dameter hole to the specified embedment depth and blow it clean using compressed al • Caution: Cversteed-dameter holes in the base material Wll reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchors load capacity. • Titen Installation Tool lets are available. They include a Via" drill bit and hex -head driver bit (Model T FNT01-RC); a T1" x 4�W drill bit is also available (Model MD318412). • A minimum edge distance of 1 Ye" and minimum end distance of 37h' is required as s!rAvn in Frg:ara 1 for full! uplift load. • 1-JfUre no uplift load is required, a rrinitnum end dislarr::5 of 11P is pernftted. Codes: See p.12 for Code Reference Key Chart 0% b Concealed flanges HUC410 v✓ HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 237 0 0 E 0 0 Sirnpson Stron�-Te� IIV'o'o'd Con�iruc 'fiio'n' Conineclors HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) IR These, products are available with additional corrosion protection. For more information, see p. 15. X AK.,FC ... A fit9Q 2~, ten HU26 HU26X (4) V4 x 2 11, (4) 1114 K 13114 (2) 0.148 11 'k - _ 335 i 1.000 335 1,545 447dF3k HU24-2 HUG24-2 (4) 1/4 x 2 Y'a (4) V, x 134 (2) 0.148 x 3 380 1,000 1 380 1 1.545 --------------- -3 P-P t c HU26-3 (Min) HUG26-3 (flin.) (B) Y<x 2Y, (8) Yk x 1 y< i (4) 0.148 x 3 760 i 2.000 760 3,200 HU26-3 (hW HUG26-3 (Max.) (12) V, x 2Y4 (12) Y, x 1% 1, (6) 0.148 x 3 1,135 3,000 1.135 3,950 'iX �qrpq. LU2 Huziox (6) Y4 x 2% (8) 1/, x I -j (4) 0.148 x 1 Ih 545 2,000 760 2.415 _UU R411� nfi'�: 0_0 M U21 0 H -3 (Min.) HUG210-3 (Min) 4) V, x 2:144 (14) A x 1 (6) 0.148 x 3 1.135 1 3.500 1 1.135 4,920 1 HU210-3*(Max.) [11.113210-3 (Max) (118) X 2YA (1 B) % X 13/4 C-.0)0.1480 1,800 1 4,500 1 1.800 5.085 N -1-%:z X �ORPU* (lain)IIUC212-2 (Min.) (16) Y.x ZY, -,16) Yi x1Y, (6) 0.148 x 3 1,135 i 4,000 1.135 4,920 HU212-2 (Max.)HUC212-2 Oviax.) (22)102Y4 (22) 1/4 x 1 YA (10) 0.148 x 3 1.350 I 5,085 1.350 1 5,085 13) —0— & HU214 HU214X (12) Y. x Z-/, (12)1/40% (6)0.14801S 1.135 2_665 1.135 U65 04 Xy A. - .... . . . . . . HU214-3 (Min) HUC214-3 (MIN 81 W x 21/4 (18) IA x IN (8) 0.148 x 3 1,515 4.500 1.515 6.OB5 HU214-3 (Max.) I-IUC214-3 tMax.) (24) Y4 x 2:V4 (24) 1/4 x 1 Y- (12) 0.148 x 3 2,015 5,085 2,015 5,085 tff 14 HU216-2(Min.) HUC216-2(Min.) (20)','4x2Y4 (20)Y4X1V4 (8) 0.148 X 3 1.515 4.92U 1.5Ib I 4,UZU HU216-2(may) tiuc216-2(mm) (26),,ix2-/_ t2w/.x1y, (lZ,0.148X3 2,015 5.085 2,015 5,085 HU7 (Min) (Notavallable) H U7 (Max) (Nolavailable) - t U2 I a? HU1I (Min.) (Not available) HUII (Play.) (Not available) (2) 1/2 x 21,14 (12) 114 X I Y4 (4) 0.148 x 1 V. 545 1 Z980 760 VBO (16)14 x 2Y. (16) Y4 x l-,,, i(8) 0148 x 11i 1,085 1 3,485 1.065 3.4B5 (22)15x23/ (22)1/40N I (6)0.148X1'h 1,135 1 3,230 1 1,135 3.230 (30)14x2N (330)1/41Y, (10)0.148xl'A 1.445 1 3,735 1 1.445 3.735 STAGGER JOINTS - -ED HEEL ROOF TRUSSES ROOF SHEATHING- SEE PLAN SOFFIT/PASCIA- SEE ARCI, RAISED HEEL ROOF TRUSSES -SEE PLAN Wi RIBBONBOARD--5EE SCHEDULE FOR SPACING ( FASTENNG TORIBBON BOARD- SEE TRUSSES SCHEDULE FOR SPACING t FA5TFNING TO TRUSSES WALL SHEATHNG-SEE PLANMIN. I I5/32' COX PLYWOOD OR 1/16' OSB UTH Sd GUN NAILS GYP. CEILING- (0131' X 2 1/29 9 6' OO. TOUPLIFT/SHEAR5EE PLAN t UPLIFT/SHEAR ANCHOR MASONRY WALL- RIBBON BOARDSANCHOR EACHEACH TRU55 - SEE B/SKIS SEE PLNJ DO NOTFA5TEN RIBBON 80ARDMASONRT.WALL- TR155- SEE FLAN5CHEDULE PLAN _ _ __ IT INTO END GRAIN OF ROOF TRUSSSEE PLAN SHOU4 FOR CLARITY BOTTOM CHORD �-� �� RAISED HEEL TRUSS BEARING( � RAISED HEEL TRUSS BEARING/ A acs0:, KM SKI acne, xra SKI RI650N SCHEDULE DESIGN CRITERIA RIBBCN MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vu11.165 MPH (2) 12d CAN (0.131' X 39 (Vaad•125 MPH) 2X4 6PF'2 24' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED Vull•150 MPH (2)12d MIN (0,131' X 31) (Va5d•139 MPH) 2X4 SPF4 16, To EACH TRIM(4) EXP. C. NAIL5 AT JOINTS ENCLOSED 22 M0 Og sr U SK.1 Piggyback Detail - ASCE 7-101 180 mph, 30' Mean Hgt, Partially Enclosed, Exp, C, Kzt=1.00 180 mph Wind, 30.00 ft Mean Hgt, ASCE 7-l0, Part. Enclosed Bldg, Located anywhere In roof, Exp C, Wind DL= 5.0 psF (min), Kzt=1.0. Or 160 mph wind, 30,00 ft Mean Hgt, ASCE 7-10, Part, Enclosed Bldg. located anywhere In roof, Exp D, wind DL= 5.0 psF (min), Kzt=1.0, Note, Top chords of trusses supparting piggyback cap trusses must be adequately braced by sheathing or purins. The building Engineer of Record shall provide diagonal bracing or any other suitable anchorage to permanently restrain purlins, and lateral bracing For out of plane loads over gable ends. Maximum truss spacing Is 24' o.c. detail Is not applicable IF cap supports additional loads such as cupola, steeple, chimney or drag strut (oads, Piggyback cap truss slant nalled to all top chord purlln bracing with <2) 16d box nails (0.1351x351) and secure top chord with 2x4 N3 grade scab (1 side only at each end) attached with 2 rows of 10d box nails (0,128'x3') at 4' o.c. 12 Up to 12 L—Tap Chard Scab (Typical Each End) ++ 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'x3V). r In addition, provide connection with one of the following methods) Trulox 28PB Wave Plaavback Plate Use 3X8 Trulax plates for 2x4 chard member, and One 28PB wave pl gybeck plate to each face 3XI0 Trulox plates for 2x6 and larger chord ee gg o Att hh eeth to pi back at tim of members. Attach to each face a 8' a.* with (4) fabrlca Ion. i� tach to suppo)gting truss wl Yl 0,12014.375' nails Into cap bottom chord and (4) (4) 0,120'x1.375' nails per Face per ply. In base truss top chord, Trulox plates may be Piggyback plates may be staggered 4 o.la Front staggered 4' o,c. Front to back faces, to back faces. APA Rated Gusset 2x4 Vllr±lcal Scabs B'xB'x7/16' (min) APA rated sheathing G6ussets 2x4 SPF N2, Full c�iord depth scabs (each face). (each face), Attach 8 8' o.la wltF� (83 6d caPnon Attach 8 a' o.c. with (6) 10d box nails <0.12e'x3'), <O.1L3'x2') nails per gusset, (4) n cap bottom Per scab, (3) In cap bottom chard and (3) In chord and c4) In base truss top chord, Gussets pose truss top chord, Scabs may be staggered may be staggered 4' o,c, fron to back faces, 4' o.c, front to back faces. MAVM r.WMTMTiu �a THIS MAWM TO AAM VLL�CIT41MCIDIM Q dwBW TIC ➢ISWARS l==11u u u — -- Alpine, a dv1Nm OF ITV eWldlIn Cmpanmta Group Inc. shoU not be restionslhte for wY dMati AN rtWCOMPAW this cl—lne, any FaRre to billd the tru!! ii wnFamw cv NW ANS[/TPL 1. ar far hood) ➢ ehpi hstallatlan & bmdn➢ oP trueeea Aaiyre�d{mp tit d-ft ar cover pope Uetr.e tls it'a h, Y. bAMY o.ceeptonce of d--b 7annl _ s tiCtwr�spmon>baiY salNY fay tf,e de!!on shorn D- r,ltaP- and use o/ —&ti" ba.Yq 13380 LaWhonl adve FaP any u toe r�spw,aWiy f t,e HWldrq Bealy,.r pWr At6i/iP! ! SecE Earth Clly, Ma 63D95 ALPIND w►.alphala cool �Iiev��.tpMsatarel 5➢CAS nrclndUab`Y.arB1eICP ee nJ�ccsofe.ora Flat Top Chord <= 36' 24.0' REF PIGGYBACK DATE 10/01/14 DRWG PBIGOIO1014 SGqbbed: Pfggyb-A 'k -Dleto� %+ei Top, �.hOrO Oes smPArVgAlP�QcapVrjs;�ql-m14stFI L pohj�Asr The bpWinq gngfm?Rr, of �keq Pr SHt%jt Pr 'Weilmbof)Q;A.YE�%ume%hard pirptcdtn purllnikanOte,OlacIrl for out of pLan? toms 'over gable ends, ROvr -to Ehblnebrib� 'seated trUss- d6sjor;. t41g fdrr• ftgybackrat?d bixog tP-Qss -sp spdfhg. !s.!1�4` 64 DeJ6.lt. - Is, nqt CipplItAke. if -ctkP., !�Upporjs- dddit.16mm( triads such 'as' dUootwi. 4tbepifi, dh_16h&y, on' dfad strut 1pad:%. :)K ax4 6^8,2xIO or 2 - A% :09; bi, Of? PT, SP - F, '�Stiqtl,:Y�tlq. only fP*� Ot - overlap. vF piogyoaqk chonO ds xhpwh. or P us riO,661ud. kttach !gcdb 46 fa -pit of .xommonmalts. or 'ww`xs. .' onilmou-pL�al r cit 'BrqdlndMR) cIfIed 'an--thi g0gon+1no' Hiss ITWBGC o;. o3 2JI 7i - iifhed, Akach.-tp e $'..aa. Uroddho0i top H.ea;h suppqrtlh? trusp,with -(2) ;�C(0,14. cohMph nalts, lgoyVack 'as pbj­ITWDCG'd 4OAtt%"hV6-oochard d# IraElip m*ter1 -'tobe SIAPPIlid qnq dLtbaho'd at:'both. gnos) to �SUPOortlhU.truss Using elther,tL'atc&Aqmt%. p01kLle s ppqrt Py erPvtIbn, coMQ,C6r- AgIne dr;^gWIH .11.oi- With. Uh halls'- �6*1.f QIP­;AC0lIsix--dtI #2r pi mp ji 'Ena� 1) do, &P Q f.- bLn �Foy, VCE. .'7 16, '14 301 qr gX `&I.SP. --t, RW - 6dge, of ijuppgf-ititi truss -,*op 61 6, 1100. rl 30 MH' 06 'for "A.$CE I d -C D 'hay be!,Ckp Ile& tid tpp E -bm edge 6P­O.QPPOi t1hQ ij'usir --OC;j. fqi4 A9C.E.7-16, ABO:.mp Ile, Bldg 11P Vln�, or lbo.�� 4P'.o6-.ftk4.ASQFj 7-16,480 'mp• Part; Edi�; x 7.0"..30h, MH ..top ghbrd. .ifiix' tQen-&W':b(OC;'k iP 't*op "rhard.-Wilk OA0 2811 GUM' -.Mks e 41' bc -f"m qj&eh face thi,,qqghoHt- top •rborO, ;sco- j)o*Q*fI F Aax, igyld'gekt. Truss.. prMrtlhb Trui# I Y G Top Chorid'-Blpr teiall S GAB �WAIC�& 0M F0114i jhv fait VQwq",vOf Ehr,dN F "tapeff'.1 WQ brd iiith ,A prlmvia-wr MJ i 5PNG ObSCAE651i8 "STATPO0wO 0. .9" of nv Iwd 5-5 F mp 4 L F I N E, V MAXI 'AN-fTWCbMMNY 14W * a ' i"., -bfad. Wi *%wi, ol; A-Spe M .614 enrft,r�tj�ierwaw�y Y -8WI'i242 ji, -Eirlh*Cly. Ma 6645, V11ri ALP d cl p On 60, - P. �IM .' !WIN � ! �ME �mE M. 444 � � ugig � � \ - � . . � � AQ X.I.." 2 e e ,� tea, 86367 UAT OF ,� w 4N ZOM �aNA.,>,``� Alpine, an ITW Company 6750 Forum Drive, Suite 305 g Orlando, FL 32821 Phone: (800)755-6001 ALPINE AN ITN COMPANY www.alpineitw..com FL KEG# 278, Yoonhwak Kim, FL PE 486367 Ttjs docwnm Chas boon eledronic* signed wW ssslled using a Ipgltat Signatwo. Pftsd copi.s mahout an odgisd sig *w* nwst be vertihd using the wWkW 91ockonic version. Site; to€arinatY Pa a 1` Customer., Carpenter Contractors of America Job Number: N333986 Job Description: , 7A5/320,167ED ,RH01 /1.672/ARIA/4EAB ELEV,D Address: 44 ineer a Criierra , Design Code: FBC 7th Ed. 2020 Res. IntelliVIEW Version: 20.02.00A JRef#.• 1Xal89750092 Wind Standard: ASCE 7-16 Wind Speed (mph).: 160 Design Loading (pso: 37.00 Building Type: Closed This package contains general notes pages, 27 truss drawing(s) and 4 detail(s). Item 17rawng Nurrtber 1 ruts. , 1 301.21.1437,26224 Al 3 301.21.1437.26412 A2 5 301.21.1437.26367 A4 7 301.21.1`437.26802 A6 g 301.21.1437.26991 AlOG 11 301.21.1437.26615 A9 13 301.21.1.437.26865 B1 15 301,21.1437.26115 C1GE 17 301.21.1437.26849 MV01 19 301.21.1437,26959 EJ7A 21 301.21.1437.26740 EJ7S 23 301.21.1437.26537 CJ5 25 301.21.1437.26443 CJ3 27 301.21.1437.24413 HJ7 29 GBLLETIN011.8 31 VALTN1601'18 {tem,,,= draw€rig number � -1'ruas 2 301.21,1437.26209 A1A 4 301.21.1437.26240 A3 6 301.21.1437.26366 A5 8 301.21.1437.26131 A8 10 301.21.1437,26646 A7 12 301.21.1437.26757 A8G 14 301.21.1437.26804 B2GE. 16 301.21.1437.26896 V4 18 301.21.143726585 MV02 20 301.21.1437:26194 EJ7 22 301.21.1437.26553 CJ5A 24 301.21.1437,27006 CJ3A 26 301.21.1437,26507 CJ1 28 A16015ENC160118 30 VAL180160118 Florida Certificate of Product Approval #FL1999 Printed 10/28/202.1 2,42:50 PM 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 610 (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, 87 and/or 610, 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.ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1 Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 49802 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xal89750092 T18 FROM: RWM Qty: 8 7A5/320 ,167ED ,RH01 / 16721ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26224 Truss Label: Al SSB / YK 10/28/2021 6'1"7 178"15 19'4" 6'7"8 i' 67"1 10' 10' Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 3- 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: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; 25'11"l 32'6"9 38'8" 6'7"1 i 6'7"8 '1 6'1"7 =5X5 E 38'8" 9'4" 9'4" 10' 19'4" 28'8" + 38'8" 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. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.208 K 999 360 VERT(CL): 0.361 K 999 240 HORZ(LL): 0.076 J - - HORZ(TL): 0.131 J Creep Factor: 2.0 Max TC CSI: 0.531 Max BC CSI: 0.793 Max Web CSI: 0.428 Ve r: 20.02.00A.1020.20 o111111►111/1i/ W r� ®� qk e e No. 86367 STATE OF ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1660 /- /- /936 /301 /432 H 1660 A /- /936 /301 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brig Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H 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 1446 - 3039 E - F 1102 -1959 C - D 1324 - 2761 F - G 1324 - 2761 D - E 1102 -1959 G - H 1446 - 3039 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2656 -1166 K - J 2199 - 829 L - K 2199 - 848 J- H 2656 -1147 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 -130 K - F 512 - 724 D - K 512 - 724 F - J 520 -130 E-K 1316 -593 ..� . I JRtOP s O�l�S1 ppY/�ppQ�� I ®/rdP 0 i Y'A 1 1�S► FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! '"IMPORTANT" FURNISH THIS.DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an r7 SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, e. AppTy plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. vision of ITW_Building_ Components Group Inc.. shall not be responsible for any deviation from this drawing, any failure to build the of trusses. A seal on this drawin or cover page x the design shown. The suitabilit9y and use Nis ALPINE mmcompA 6750 Forum Drive Suite 305 Orlando FL, 32821 any see SEQN: 49803 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa189750092 T23 / FROM: PFH Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26209 Truss Label: AlA SSB / DF 10128/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 1 z3 12 1'9°12 7'10"14 12'1"12 17'10"4 19' " I"- T10"14 4'2"14 5'8"8 5X5 F 26'6"4 30'92 38'8" 5'4°8 C1 14 7'10"14 E T2 4X4 g4X4 T3 12 D H 6 17 w9 :_�5X5 35�5 C B R N J A + 4X6(A2) ll =6 14 =6XR QP =6XR =5X14 L =4X6(A2) 38'8" 1' 7'11"5 4'0"11 5'10"4 , 4'0"11 7'11"5 1' F + T11"5 12' iT10"4 19514 FF 26'8" + 30'8"11 38'8" F �-1 21' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W6,W9 2x4 SP #2 N; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. + Bottom Chord section between vertcials may be removed. )w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA ding Code: 7th Ed. 2020 Res. Std: 2014 Fac: Yes RT:20(0)/10(0) e Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.201 E 999 360 VERT(CL): 0.375 E 999 240 HORZ(LL): 0.100 L - - HORZ(TL): 0.186 L Creep Factor: 2.0 Max TC CSI: 0.739 Max BC CSI: 0.793 Max Web CSI: 0.865 Ve r: 20.02.0 OA.1020.20 `©11111lftlPll///0/ °SONkNat riPi S No.86367 s Or A �v ® A O w ®� °® STATE OF ® � ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- !Rh /Rw /U /RL B 1518 /- /- /936 l301 /432 J 1518 /- /- /936 /301 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.1 J Brg Width = 8.0 Min Req = 2.1 Bearings B & J are a rigid surface. Bearings B & J 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 1366 - 2665 F - G 1495 - 2370 C - D 1312 - 2278 G - H 1355 - 2399 D - E 1328 - 2355 H - 1 1311 - 2276 E - F 1493 - 2326 I - J 1366 - 2665 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - U 2299 -1067 M - L 2298 -1049 U - T 2297 -1068 L - J 2300 -1048 R - N 1841 - 595 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - T 315 -446 F - N 1047 -722 T - R 2100 - 905 N - M 2114 - 888 E - R 387 - 251 M - 1 319 - 451 R - F 1050 -747 XN e� 4ORI�'P'41" Ire•so0060"logoiIIftl FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) fsa shipping, practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly did ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 ile. AppTy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. Refer to jobs General Notes page for additional information. ivision of ITW Building -Components Group Inc. shall not, be res p.onsible for any deviation from this drawing, any, failure to build the lformance with ANSIrrPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page Drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabili y and use of this any structure is the responsibility of the Building esigner per ANSI/T 11 Sec.2. AL NE ANOW COWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49804 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef1Xal19750092 T17 / FROM: RWM Qty: 2 7A5/320 ,167ED ,RHOl / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26412 Truss Label: A2 SSB / DF 10/28/2021 6'1"7 6'1"7 �1. 10' 10' 12'8"15 19, 67'8 6'3"l Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SRI3 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 25'11"1 32'6'9 38'8" 6'11"1 6'7"8 6'17 =5X5 E 38'8" 18,8" 28'8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in ]cc Udefl U# Pf: NA Ce: NA VERT(LL): 0.208 K 999 360 Lu: NA Cs: NA VERT(CL): 0.361 K 999 240 Snow Duration: NA HORZ(LL): 0.076 J - - HORZ(TL): 0.131 J Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.531 TPI Std: 2014 Max BC CSI: 0.793 Rep Fac: Yes Max Web CSI: 0.427 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 20.02.00A.1020.20 %A/A\/r= QN WA if CENS A Pp B No. 86367 a STA TE OF o � � 0 t2 M 0 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw !U /RL B 1660 /- !- /936 /292 /427 H 1660 /- /- /936 /292 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H 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 1415 - 3039 E - F 1069 -1960 C - D 1292 - 2761 F - G 1292 - 2761 D - E 1070 -1960 G - H 1415 - 3039 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2656 -1142 K - J 2199 - 804 L - K 2199 - 824 J - H 2656 -1121 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 -130 E - K 1314 - 596 D - K 517 - 723 F - J 520 -131 K - F 518 - 723 member design. W01- ®• �� ®�� ��. �+, Wind loading based on both gable and hip roof types.610 FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 **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, installingand bracing.. Refer to and follow the latest edition of BC: Is 160A-Z for standard plate positions. Refer to Job's General Notes page for additional information. a division of ITW Buildingg Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the conformance with ANSI PI 1, or for handling, shipping,. Installation and bracin of trusses; A seal on this drawing or cover page tis drawing indicates acceptance of professional engreenng responsibility solely or the design shown. The suitabili y and use ofris for any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. information see these web sites: Alpine: alpineitw.com; 71: tpinst.org; SBCA: sbcindustry.com; ICC: ic_csaf_e.org;_ AWC. awc.org ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEON: 49805 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa189750092 T16 ! FROM: RWM Oty: 2 7A5/320 ,167ED ,RHO1 / 1672/ARIA14EAB ELEV.D DrwNo: 301.21.1437.26240 Truss Label: A3 SSB / DF 10/28/2021 7'10"14 21'8" 30'9"2 T 10"14 9'171' "2 4'8" 9-1-2 =5X5 =5X5 D E 38'8" 109'4" 9'4" 10' 19'4" 28'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.183 J 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.309 J 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 1 - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.116 1 - Building Code: 9 NCBCLL: 10.00 MeHeight: 15.00 ft Creep Factor: 2.0 p TCD L: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.759 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.739 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.592 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): IVIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; 62,133 2x4 SP 2400f-2.OE; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; 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. Wind loading based on both gable and hip roof types. ,, lglIl11f?oftf \CEAl � a No, 86367 e ► : '� o 8 w 17 4 ATE OF° Z,,41 38.8" T10"14 I 10, 1' 3&8"r ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1716 /- /- /940 /309 /385 G 1716 /- /- 1940 /309 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 G Brg Width = 8.0 Min Req = 2.0 Bearings B & G are a rigid surface. Bearings B & G 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 1592 - 3121 E - F 1617 - 2927 C - D 1617 - 2927 F - G 1593 - 3121 D - E 1280 - 2045 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2718 -1300 J - 1 1979 - 765 K - J 1979 - 785 1 - G 2718 -1280 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 501 - 443 E - I 837 - 441 K - D 837 -441 1 - F 501 -443 0, 4 toRIV, J'&NaAa+d FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 **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 properPv attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall hav bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on t�e Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the AUMCOWAW truss in conformance with ANSI/TPI PI 1, or for handling, shipping,, installation. and bracing of trusses. A seal on this drawing or cover pa4e 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilit�yy solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSIrrP1 1 Sec.2. For, more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49806 / HIPS Ply: 1 Job Number: N333986 R 8975 JRef:1Xa189750092 T15 / FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D rDrlo:301.21.1437.26367 Truss Label: A4 / YK 10/28/2021 7'10"14 15' 23'8" 30'9"2 38'8" 71014 TV-2 8'8" T1"2 7'10"14 i .5X5 � 5X5 D T3 E 12 6 05X5 �SFS o r` W � W1 B G A H 4X6(A2) =6X6 62 =6X6 63 =6X6=4X6(A2) 38'8" 1' 10' 9'4" 9'4" 10, 1' 10' 19'4" 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TOLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.194 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.333 J 999 240 B 1694 /- 1- /938 /319 /344 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 1 - - G 1694 /- /- /938 /319 /- EXP: C Kzt: NA Des Ld: 37.00 () HORZ TL : 0.116 1 Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 TCDL: 4.2 psf G Br Width = 8.0 Min Re 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 g q = Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.744 Bearings B & G are rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.496 Members not listed have forces less than 375# FT/RT:20 0 /10 0 Loc. from endwall: not in 9.00 ft () () Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1729 -3051 E - F 1748 -2859 C - D 1748 - 2859 F - G 1729 - 3051 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 1464 -2203 Bot chord: 2x4 SP #1; 132,133 2x4 SP 2400f-2.OE; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Loading Chords Tens.Comp. Chords Tens. Comp. Truss passed check for 20 psf additional bottom chord B - K 2649 -1413 J - 1 2086 -1029 live load in areas with 42"-high x 24"-wide clearance. K - J 2086 -1048 1 - G 2649 -1393 Wind Wind loads on MWFRS with additional C&C ��rja411I1►��� Maximum Web Forces Per Ply (Ibs) WA;*;"*A Webs Tens.Comp. Webs Tens. Comp. member designed r�'�1{JNH Wind loading based on both gable and hip roof types. �� �® �1f, E ^t�q �/ p®i�'� K - D 7112 -314 IE- F 405 -360 V ' �f a +' N0.86367 m a ® STATE OF 0 4 �rs0e® BA, til' FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 -WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS shipping, 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 sa practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed BCSI sections B3, B7 or 1310, per as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawipg, any, failure to build the AN M COWANY in for handling, bracing drawintq truss conformance with ANSI TPI 1, or shipping,, Installation and of trusses. A seal on this or cover pa a 6750 Forum Drive listing this drawing .indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitabili y and use of This Suite For drawing for the Building -Designer ANSI/TPI 1 Sec.2. any structure is the responsibility of per For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49807 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa189750092 T14 / FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26366 Truss Label: A5 KD / YK 10128/2021 6'9"4 13' 19'4" 25'8" 3V10"12 38'8" 6'94 6'2"12 6'4" 6'4" 6'2"12 674 :5X5 1112X4 =5X5 D E F 12 6 N2X4 2 X 4 C G _ u, o_ io W3 ZW B H A I8'8" a^s 4X6(A2) = 6X6 = 5X8 = 6X6=4X6(A2) 38'8" 1' 10' 9'4" 9'4" 10, i 1' + 10' 19,4„ 2818„ T 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.220 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.382 E 999 240 B 1665 /- /- /931 /699 /303 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 J - - H 1665 /- /- /931 /699 /- EXP: C Kzt: NA Des Ld: 37.00 �) HORZ L : 0.130 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 TCDL: 4.2 psf H Br Width = 8.0 Min Re 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.535 g q = P Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0,797 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.565 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 B - C 1934 -3031 E - F 1860 -2498 Lumber C - D 1844 - 2775 F - G 1844 - 2775 Top chord: 2x4 SP #2 N; D - E 1860 -2498 G - H 1934 - 3031 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Loading Chords Tens.Comp. Chords Tens. Comp. Truss passed check for 20 psf additional bottom chord B - L 2643 -1613 K - J 2172 -1247 live load in areas with 42"-high x 24"-wide clearance. L - K 2172 -1267 J - H 2643 -1594 Wind >,�i1111 (� 11'� Maximum Web Forces Per Ply (Ibs) Wind loads on MWFRS with additional C&C W /t t' Webs Tens.Comp. Webs Tens. Comp. member designed ,g4��6NAH Wind loading based on both gable and hip roof types. `` 0 0 y 0 4 0 • • �/f��10.0 - L 385 -333 K - F 470 - 357 �1j E Ns �4 06 `Cj (�� � % L - D 573 -188 F - J 573 -188 �,`�� ® t " • D - K 470 - 357 J - G 385 - 333 No, 86367 ® E-K 536 -353 IL �® I y v ®® STATE {?F,r�c�ti i' S ' �®,1®Si'10NAi 1,00 FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 —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, b TPI and SBCA) for safety practices rior to performing these functions. Installers shall provide temporary bracing er BCSI. Unless noted oytherwise, top chord shall have roperP attached structural sheathing and bottom chord shall have a properly attache.Trigid ceiling Locations shown for permanent lateral resFraint olYwebs 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. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$g�Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the AN 1W COMVANY truss in ANSI/TPI 1, for handling, installapon•and bracing of trusses. A seal on this drawing or cover conformance with or shipping,. page 6750 Forum Drive listing this drawing indicates acceptance of professional engVeenng responsibili solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building Designer per ANSlffl 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN:49808! HIPS Ply: 1 Job Number: N333986 Cust:R8975 JRef:1Xa189750092 T12 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26802 Truss Label: A6 SSB / WHK 10/28/2021 5'9 19' 27'8" 32'10"12 38'W' 5'9"4 5'2'12 8' 8'8" 5'2"12 5'9"4 .5X5 =5X5 =5X5 T3 D E F T 12 T 6 � �2X4 W 02X4 o C (a) (a) G rn W3 � io B H A 118'8" 4X6(A2) = 5X5 = 5X8 = 5X5=4X6(A2) 38'8" 10' 9'4" 9'4" 10, i 1 �1'+ 10' 19'4" 28,8" 3818" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefi U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.203 E 999 360 Loc R+ ! R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.378 E 999 240 B 1518 /- /- 1918 /701 /263 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 J - - H 1518 A /- /918 /701 /- EXP: C Kzt: NA HORZ TL : 0.120 J Wind reactions based on MWFRS Des Ld: 37.00 ( ) Mean Height: 15:00 ft BuildingCode: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 NCBCLL: 00 p TCDL: 4.2 psf H Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.832 0. P Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.731 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.575 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCr: 0.18 Plate T e s : pi: yP () Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 B - C 2112 -2720 E - F 2286 -2573 Lumber C - D 1978 - 2450 F - G 1982 - 2452 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 2329 -2603 G - H 2108 -2718 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2374 -1780 K - J 2081 -1495 be equally spaced. Attach with (2) 8d Box or Gun L - K 2074 -1505 J - H 2371 -1756 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by 4111 P Maximum Web Forces Per Ply (Ibs) erection contractor. rlll�),� ►A� ^ip/�� or scab scab orbe used in CLR ��� ®«y: ����1p�' WeDbs Tens.Comp. Webs Tens. Cos restraint. substitute (1) (1) C R anleu d (2)f cabs 8 � s d �°A D - K 635 -662 F - J 461 -62 for (2) CLR'S where shown. Scab reinforcement to be C t �1�^ same size, species, grade, and 80 /o length of web ,*�� y �! v� E - K 734 -496 member. Attach with 0.128x3" gun nails @ 6" oc.a -7 �t p G e 1 o. C763 V Wind & r Wind loads based on MWFRS with additional C&C member design. o • Wind loading based on both gable and hip roof types. pa Sh 0�F�-®��� r,WefA1,p'�E1 00 ��+t�1Q'.Y ®d0 � +oes8er? �e °°"Oil,��NA#. 1 �dd(11I188111 FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 `"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) SBCA) fo'r safPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join i Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildinlComponents Group Inc. $hall not, be resp, onsible for any deviation from this drawing, any, failure to build the ANMCOMPAW drawing truss in conformance with ANSI/) PI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this or cover page listing this drawing indicates acceptance of professional engineering responsibilityy solely for the design shown. The suitability and use of this 6750 Forum Drive -Designer Suite 305 drawing for any structure is the responsibility of the Building per ANSINI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49809 / HIPS Ply: 1 Job Number: N333986 Gust: R 8975 JROAM189750092 T9 I FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26131 Truss Label: A8 SSB / WHK 10/28/2021 9' 17' 21'8" 29'8" 38'8" 91 i 8' 4L 8' 9, :6X6 =5X5 =4X4 6X6 C T2 D E T3 F 12 6 T o_ (a) W (a) W5 M in B G A AT•3 4X6(A2) = 6X6 = 5X5 = 6X6=4X6(A2) 38'8" 10' 8'4" 9'4" 10, +1'� "i 10' 19'4" 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 J 999 360 Loc R+ ! R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 J 999 240 B 1518 /- /- /900 R03 /222 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 1 - - G 1518 /- /- /900 f703 /- EXP: C Kzt: NA Des Ld: 37.00 () HORZ TL : 0.140 1 Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TIC CSI: 0.906 G Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.794 Bearings B & G are rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.280 Members not listed have forces less than 375# Loc. from endwall: not in 9.o0 ft FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B-C 2172-2622 E-F 2160 -2395 C - D 2160 - 2395 F - G 2172 - 2621 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2774 -3079 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - K 2256 -1787 J - 1 3036 -2492 be equally spaced. Attach with (2) 8d Box or Gun K - J 3034 -2506 1 - G 2256 -1766 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support byerectr.+ Maximum Per Ply (IbsTens. (a) or l scab reinfoon rcement may be used in lieu of CLR AH WAk t��oi� Webs Tens.Comp. Webs Comp. ®,4`' • �� Grp restraint. substitute (1) scab for (1) CLR and (2) scabs �!, �� b ®a a C - K 687 -389 E - I 869 -765 for (2) CLR'S where shown. Scab reinforcement to be 00 �CENS� a '�i, K-D 866 -763 I-F 688 -391 same size, species, grade, and 80% length of web eak, ® � �, a 0. member. Attach with 0.128x3" gun nails @ 6" oc. 4 0 + � v No, 86367 S 6 Wind chi a Wind loads based on MWFRS with additional C&C �� w member design. a m Wind loading based on both gable and hip roof types. % STATE OF o qtr ORIV ®°l��se°•e000® b� ON+AI- ®E' FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 -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 shipping, Component Safety Information, by TPI an SBCA) for sa practices prior to performing these functions. Installers shall provide temporary bracing BCSI. Unless top have bottom have per noted otherwise, chord shall proper)Y attached structural sheathing and chord shall a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 87 or B10, as appllcabgle. Apply plates to each face o truss and positron as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. A LPI N E Alpine, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANN COMPAW installatron,and truss in conformance with ANSI 1, or for handling, shipping,. bracin of trusses. A seal on this drawingor cover pa4e listing this drawing indicates acceptance of professional en Ineering responsibili(t�� solely -for the design shown. The suitability and use of this 675o Forum Drive Suite 305 drawing for any structure is the responsibility of the BuildingUesigner per ANSI/TPl 1 Sec.2. For, more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN:49827/ HIPS Ply: 1 Job Number: N333986 Cust:R8975 JRef:1Xa189750092 T25 / FROM: HMT Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26991 Truss Label: A10G / YK 10/28/2021 7' 17' 26'4" 31'8" 38'8" + 7' 10, 9'4" 5'4" 7' 1116XB =8X10 =H1014 =6X6 12 C T2 D T3 E T4 F 6 T T (a) W (a) B:�Gv 15 8,A 4X6(A2) 61 1112X4 =5X5 1112X4 =6X8 1115X5J =5X5=3X6(A1) 26'4" 12'4" 7''1"12 4'10"4 5' 5'8" 3'8" 5'0"8 7'3"8 UN �1 71"12 12' 17' 22'8" 26'4" 31'4"8 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.147 M 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.278 M 999 240 B 1751 /- /- /- /806 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.053 K - - J 4100 /- /- /- /1843 /- EXP: C Kzt: NA HORZTL: 0.101 K - G 256 /- /- /- /134 /- Des Ld: 37.00 ( ) Mean Height: 10.51 ft NCBCLL: 0.00 Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: 4.2 psf B Br Width = 8.0 Min Re 2.1 Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.785 g q = p Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.979 J Brg Width = 8.0 Min Req = 5.7 G Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: No Max Web CSI: 0.870 p g Bearings B, J, & G are a rigid surface. Loc. from endwall: NA FT/RT:20(0)/10(0) Bearings B, J, & G require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T2,T3 2x6 SP SS; B - C 1493 - 3260 C - D 1247 - 3005 T4 2x6 SP #2 N; Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; Webs: 2x4 SP #3; W6 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing B - N 2859 -1288 L - K 2810 -1334 (a) 1X4 #3SRB or better continuous lateral restraint to N - M 2884 -1292 K - J 791 -1817 be equally spaced. Attach with (2) 8d Box or Gun M - L 2810 -1334 J -1 791 -1817 nails(0.113"x2.5",min.). Restraint material to be supplied both to by iltf and attached at ends a suitable support �,,1� erection contractor. 4*t Wa� yyPP® Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR dO 0 • a • a a + rJ� SOP Webs Tens.Comp. Webs Tens. Comp. �`p� restraint. substitute (1) scab for (1) CLR and (2) scabs C �E ��o m o ��e • 3872 for (2) CLR'S where shown. Scab reinforcement to be 4.a �` • D - K 1588 - 3143 E - I 2067 80% length a same size, species, grade, and of web • C • member. Attach with 0.128x3" gun nails @ 6" oc. ; • Nv, 863 6 % (I i K - E 2681 -1062 1 - F 372 -487 Loading #1 hip supports 7-0-0 jacks with no webs. ® ® e n• Wind f m STATE OFl4r�; WssO,{. Wind loads and reactions based on MWFRS. 00®� Onrfti ,♦ Wind loading based on both gable and hip roof types. o, s •0� V,9 �ONA FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 '"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 by SBCA) for Safety Information, TPI an c7 safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y 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 53, B7 or B10. as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildinlComponents Group Inc. shall not, be responsible for any deviation from this drawipg, any. failure to build the ANnWCOMPAW truss in conformance with ANSI/I PI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili��rr solelyorthe design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building- Designer per ANSI/fP1 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49810 / FROM: RWM co r_ 43 SPEC I Ply: 1 City: 1 7'10"14 T10"14 10, 10, Job Number: N333986 ,7A5/320 ,167ED ,RHOl / 1672/ARIA/4EAB ELEV.D Truss Label: A7 13'10" 16'8" 21'4" 511"2 2'10" 4'8" 5X5 D ling Criteria (psf) Wind Criteria L: 20.00 Wind Std: ASCE 7-16 L: 7.00 Speed: 160 mph L: 0.00 Enclosure: Closed L: 10.00 Risk Category: II EXP: C Kzt: NA Ld: 37.00 Mean Height: 15.00 ft CLL: 10.00 TCDL: 4.2 psf t: 0.00 BCDL: 5.0 psf I Duration: 1.25 MWFRS Parallel Dist: h/2 to h :ing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; 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. Wind loading based on both gable and hip roof types. 38'8" 9'4" 19'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Cust: R 8975 JRef:1Xa189750092 T11 / D rwN o: 301.21.1437.26646 SSB / WHK 10/28/2021 27'8" 32'6"2 38'8" 6'4" 4'10"2 _I 6'1"14 9,4„ 28'8" Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.220 L 999 360 VERT(CL): 0.410 L 999 240 HORZ(LL): 0.068 K - - HORZ(TL): 0.127 K Creep Factor: 2.0 Max TC CSI: 0.881 Max BC CSI: 0.744 Max Web CSI: 0.994 Ve r: 20.02.0 OA.1020.20 1% e'gg11`III I IA+I IPPt�f CENS ® No. $6367 Apt �. .. • l °® STATE OF m b r 0 p - fvr,T. 10, 1 38'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1515 /- /- /920 /695 /320 1 1518 /- /- /916 /697 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 I Brg Width = 8.0 Min 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 1852 - 2648 F - G 1655 -1995 C - D 1866 - 2456 G - H 1826 - 2444 D - E 1240 -1492 H - 1 1946 - 2706 E - F 2048 - 2513 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2290 -1492 L - K 2498 -1741 M - L 2446 -1670 K - 1 2358 -1608 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - M 409 - 357 M-D 1664 -1210 M - E 1241 -1466 0-1 feet FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 F - K 610 - 632 G - K 768 - 442 "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) r sa�ety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have proper!Y attached structural sheathing and bottom chord shall have a properly attache. rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or 1310, as applicable. Apply Oates 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. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANR COWAW truss in conformance with ANSI gPI 1, or for handling, shipping,, installation and bracincl of trusses. A seal on this drawsng or cover page 675o Forum Drive listing this drawin indicates acceptance of professional enQQsneering responsibility solely -for the design shown. The suitability and use of this Suite Fos drawing for any sfructure is the responsibility of the Building -Designer per ANSI/TXI 1 Sec.2. Far more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49811 / FROM: RWM 4_3 SPEC I Ply: 1 Qty: 1 7'10"14 T10"14 Job Number: N333986 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D Truss Label: A9 13'10" 18'8" 24'8" 5' 11 "2 4.10" 6' 6X6 D 38'8" 10' 9,4" 9'4" 10' 19'4" 28'8" Cusl:R8975 JRef:1Xal89750092 T21 / DrwNo: 301.21.1437.26615 KD / YK 10/28/2021 29'8" 38'8" 5' 9' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.292 E 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.544 E 846 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.073 D - - Des Ld: 37.00 EXP: C Kzt: NA HORZ TL 0.137 D ( ) Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft Creep Factor: 2.0 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.679 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.773 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.845 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): IVIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3 2x4 SP #2 N; 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. Wind loading based on both gable and hip roof types. I I II I I I itt)PO TWA �h e. • No.86367 m r STATE OF '•0,,c 'ems®ft 10, 1 38'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1514 /- /- /909 1694 /320 H 1516 /- /- /903 /698 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 H Brg Width = 8.0 Min Req = 1.8 Bearings B & H are a rigid surface. Bearings B & H 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 1838 - 2648 E - F 2437 - 3069 C - D 1857 - 2461 F - G 1887 - 2379 D - E 3122 - 3805 G - H 1897 - 2600 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2290 -1467 K - J 2821 - 2050 L - K 1836 -1131 J - H 2232 -1497 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 404 - 352 E - K 1795 -1982 L - D 598 - 307 F - J 697 - 665 D - K 2451 - 2042 J - G 727 - 446 FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 "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 nor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 53, B7 or 810, as applicable. Apply lates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for s�andard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the ANMCOWAW truss In conformance with ANSIITPI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibili(��y solelyor the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49828 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa189750092 T4 / FROM: HMT Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26757 Truss Label: A8G / YK 10/28/2021 co X5 T10"14 T10"14 13'10" I 20'8" 5'11"2 6-10" 5X5 D 26' 31'8" 38'8" 5'4" 5'8" 7' 12 6 g C5=5X10(SRS) =4XF10 T4 _5G T 0 B H A Lu 3X6(A1) 1112XO4 =5X10 1112X4 NJ L 1114X4K =4X6=3X6(A1) =5X5 21' 5' 1 12'8" 1' 7'11"5 6'0"11 6'9"12 3'10"4 1'4" 5'4"8 TY8 1' 7'11"5 T 14' 1 20'9"12 1 24'8" 126'I 31'4"8 + 38'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 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: 3.87 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T4 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur:Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 27.73 TC: From 28 plf at 27.73 to 28 plf at 31.67 TC: From 56 plf at 31.67 to 56 plf at 39.67 BC: From 20 plf at 0.00 to 20 plf at 27.73 BC: From 10 plf at 27.73 to 10 plf at 31.64 BC: From 20 plf at 31.64 to 20 plf at 38.67 TC: 177 lb Conc. Load at 27.73 TC: 161 lb Conc. Load at 29.60,31.60 TC: 214 lb Conc. Load at 31.64 BC: 126 lb Conc. Load at 27.73,29.60 BC: 489 lb Conc, Load at 31.64 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.031 G 999 360 VERT(CL): 0.059 G 999 240 HORZ(LL): 0.013 0 - - HORZ(TL): 0.024 O - Creep Factor: 2.0 Max TC CSI: 0.753 Max BC CSI: 0.884 Max Web CSI: 0.669 Ve r: 20.02.00A.1020.20 ,a,�s,111111111 i f f, No. 86367 ,gym, -ib e STATE OF ®cv� a 0 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 782 /- /- /- /376 /- M 1016 /- A /- /452 P K 1681 A A A /807 A H 903 A A A /436 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 2.3 H Brg Width = 8.0 Min Req = 1.5 Bearings B, M. K, & H are a rigid surface. Bearings B, M. K, & H 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 523 -1085 E - F 389 -158 C-D 271 -542 F-G 518 -1166 D - E 277 - 546 G - H 679 -1396 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - O 894 -402 J - H 1184 - 553 O - N 890 -403 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - N 264 - 582 F - K 831 -1371 N - E 813 - 362 F - J 1757 - 797 E - M 513 - 875 J - G 439 - 244 ®�'�' �e�PdSIQ�+�L FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 "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 otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or 1310, 11 as applicable. Apply Oates 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. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCOWa truss 1n conformance with ANSI/TPI 1, or for handling, shipping,, installatlon and bracin4of trusses. A seal on this drawmq or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en ineering responsibilittyv solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibildy of the Building�esigner per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49812 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa189750092 T29 / FROM: RWM Qty: 3 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26865 Truss Label: B1 KD / YK 10/28/2021 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 " Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind T1014 i 13'10" T10"14 5'11"2 T11"5 I Criteria Std: ASCE 7-16 d: 160 mph )sure: Closed Category: 11 C Kzt: NA i Height: 15.00 it L: 4.2 psf L: 5.0 psf 7RS Parallel Dist: h to 2h Dist a: 3.00 ft from endwall: not in 9.00 ft GCpi: 0.18 Duration: 1.60 Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 21' 6'0"11 14' =4X4 D Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 20'10"4 7'0"4 T 21' Defl/CSI Criteria PP Deflection in loc Udef! U# VERT(LL): 0.034 J 999 360 VERT(CL): 0.062 J 999 240 HORZ(LL): 0.013 J - - HORZ(TL): 0.024 J Creep Factor: 2.0 Max TC CSI: 0.664 Max BC CSI: 0.620 Max Web CSI: 0.557 VIEW Ver: 20.02.00A.1020.20 1� b N0. $6367 d v p "rr 0 STATE OF p ® a og 26'4" 65"12 t2 T 5'4" 5'4" 26'4" ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 845 /- /- 1554 /191 1280 H 1051 /- /- /542 /186 /- K 185 /- /- /121 /59 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 1.5 Bearings B, H, & K are a rigid surface. Bearings B, H. & K 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 693 -1221 D - E 520 - 694 C - D 539 - 679 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-J 1015 -550 1-1 1011 -551 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - 1 448 - 579 E - H 625 - 903 I- E 566 -174 JpNA1. �; , ddilitilik FL REG# 278, Yoonhwak Kim, FL PE 486367 10/28/2021 "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 SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary r SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly Vceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, AppTy plates to each face ot truss and position as shown above and on the Joinf Details, unless noted otherwise. f�efer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. ivision of ITW Bui!dinggComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the iformance with ANSI ITPI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover page drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this .or any structure is the responsibility of the Building -Designer per ANSI/T information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: AWC: AL NE ANMCOWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49813! GABL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa189750092 T27 ! FROM: RWM Qty: 1 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26804 Truss Label: B2GE KD / YK 10128/2021 6'1'7 13'10" 27'8" 6'1'7 T8"9 13'10" 1— 274 !-- 310" 2714 --I !^mP' { �04 1' 6'1"14 6'1"14 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.00 ft Loc, from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 20'8" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct NA CAT: NA Pt. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 13'8" 2T8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.021 O 999 360 VERT(CL): 0.040 O 999 240 HORZ(LL): -0.011 M - - HORZ(TL): 0.020 M Creep Factor: 2.0 Max TC CSI: 0.146 Max BC CSI: 0.220 Max Web CSI: 0.147 VIEW Ver: 20.02.00A.1020.20 1 8" -1 ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 209 A /- /104 /69 /290 B' 79 /- /- /43 /17 /- Z 256 /- /- /213 /99 /- AA 57 /- /- /53 /26 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 B Brg Width = 248 Min Req = - Z Brg Width = 8.0 Min Req = 1.5 AA Brg Width = 16.0 Min Req = 1.5 Bearings B, B. Z, & Z are a rigid surface. Bearings B, B. Z, & Z require a seat plate. Members not listed have forces less than 375# ,g111111111f2!//��I ° CENS� •� a v Ilk. No. $6367 r 0 STATE OF ° 4,ft ai'/oNAL E FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 •'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) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attache,. rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections $3, 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. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not.be responsible for any deviation from this drawing, any. failure to build the ANMCOWAW truss in conformance with ANSI PI 1, or for handling, shipping,, Installation and bracin44 of trusses. A seal on this drawln or cover pale 6750 Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibilittyy solely for the design shown. The suitabilify and use of this Suite For drawing for any sfructure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2.305 For, more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.org_ AWC: awc.org Orlando FL, 32821 SEQN: 49814/ GABL Ply: 1 Job Number: N333986 Cust: R8975 JRef:1Xa189750092 T28 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26115 Truss Label: C1GE KD / YK 10/28/2021 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 SDacina: 24.0 " Lumber T r in N 13 4'2" 4'2" �--2'-'� (TYP) �- 27' =4X4 D 8'4" 4�2" ,2 T 6 C E 0 B F YN 4 G �_V' 8" J + H 2X4(A1) = 2X4(A 1) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA 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 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. + Member to be laterally braced for horizontal wind loads. bracing system to be desiged and furnished by others. 8,4" 8,4" 8,4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.003 1 999 360 VERT(CL): 0.005 1 999 240 HORZ(LL): 0.001 H - - HORZ(TL): 0.003 H Creep Factor: 2.0 Max TC CSI: 0.160 Max BC CSI: 0.089 Max Web CSI: 0.092 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B* 185 /- /- /135 /87 /59 F* 185 A A 1135 /87 /- Wind reactions based on MWFRS B Brg Width = 24.0 Min Req = - F Brg Width = 24.0 Min Req = - Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# use•• � \CEN a' WV Sc�•ar �� � pG 0 No. 67 B s o � • p w i : cm'��r p •r a ; � b STATE OF e 41 0 �h'e �ORIpW' C ".r It •00ae 0 FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ing Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ilffPI 1, or for handling, shipping,. Installation and bracing. of trusses. A seal on this drawing or cover page Icceptance of professional en meenng responsibility solely for the design shown. The suitability and use of this responsibility of the Building�esigner per ANSI/fPI 1 Sec.2. ALPINE any ]CC:iccsafe.org; AWC: ANMCOAIP 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49815 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa189750092 T7 / FROM: RWM Qly: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26896 Truss Label: V4 KD / YK 10/2812021 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 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.59 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 1'11 "8 1 3-11 " 1111,18 1111,18 12 6 =4X4 B A4X4(D1) =4X4(D1) C 14'11"3 D 3-11" Mash 3'11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): DefI/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.004 999 360 VERT(CL): 0.007 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.003 Creep Factor: 2.0 Max TC CSI: 0.070 Max BC CSI: 0.098 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /32 /6 /6 Wind reactions based on MWFRS D Brg Width = 47.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# ,git11I It off flifft" a Nv. 86367 •�� e s x5 ; STATE OF10 S ®A''+SJONAi �k' �il" FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 53, B7 or 810 as applicabgle. App�y plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. F�efer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss m conformance with ANSI PI PI 1, or for handling, shipping,. installation and bracingg of trusses. A seal on this drawingor cover page listing this drawing indicates acceptance of professional engineering responsibili_%�y solely for the design shown. The suitabilitand use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. ALPINE Ml COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49825 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRei:1Xa189750092 TS / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26849 Truss Label: MV01 KID / WHK 10/28/2021 Loading Criteria (psQ 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 " 1112X4 B 17 r 4'1"11 -I Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 4' 1 "11 4' 1 "11 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): N N 9'11"13 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 C HORZ(TL): 0.006 C Creep Factor: 2.0 Max TC CSI: 0.354 Max BC CSI: 0.260 Max Web CSI: 0.151 Ve r: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 A /- /50 /27 /22 Wind reactions based on MWFRS D Brg Width = 49.7 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# E Ns � v s• r No. 86367 r Q STATE OF e � •'i S ��oo9e e� t'� f��ll(166id119��� FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached rigid ceilingg Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83, B7 or B10, as applicable. AppTy lates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Referto ALPINE drawings 160A-Z for s�andard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANR COWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, Installation and bracingof trusses. A seal on this drawing or cover pa ga 675o Forum Drive listing this drawing indicates acceptance of professional encLlneenng responsibili((�� solelyor the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcinduslry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 49816 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef1Xa189750092 T6 / FROM: RWM Qty: 1 7A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26585 Truss Label: MV02 KD / WHK 10/28/2021 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 Soacina: 24.0 " Lumber rj-130 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 12 6 1112X4g 4X4(D1) A cat Li 10'11"13 F777 CD 1112X4 2'1"l1 �{ 2'1 "11 2'1 "11 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 C HORZ(TL): 0.001 C Creep Factor: 2.0 Max TC CSI: 0.057 Max BC CSI: 0.054 Max Web CSI: 0.041 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 A A /45 /10 /13 Wind reactions based on MWFRS D Brg Width = 25.7 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# ,9ti�tNtPr�o►l���i you 0 e N0.86367 °tin • ° r Xw X, STATE OF • c -,7 °OR IV °p(�s•o•eoeo' It 'f","420NAL �I/i9l�IO►l) FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 **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 otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 53, 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. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlgComponents Group Inc. shall not be responsible for any deviation from this drawipg, any failure to build the * ,W�o,,,,a,,,. truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawin indicates acceptance of professional en1r,eering responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer, per ANSIITP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49817 / EJAC Ply: 1 Job Number: N333986 I Cust: R 8975 JRef:1Xal89750092 T3 / FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26959 Truss Label: EJ7A / WHK 10128/2021 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 T3 12'2"11 M O M t2 'ct 8,8„ 2'4" _ 7 7' Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) VUnd Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL B 425 /- /- /360 /168 1237 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA Risk Category: II Snow Duration: NA HORZ(LL): 0.012 D D 125 /- /- /67 /- /- EXP: C Kzt: NA HORZ(TL): 0.021 D C 161 !- /- /112 /160 /- Building Code: Mean Height: 15.00 ft Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: 4.2 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.918 B Brg Width = 8.0 Min Req = 1.5 BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.504 D Brg Width = 1.5 Min Req = - C&C Dist a: 3.00 It Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Bearing B is 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# VIEW Ver: 20.02.00A.1020.20 Wnd Duration: 1.60 way/F Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 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. WAk No.86 7 s ® r 0 STATE OF ®�°° fi� aR�o�gr 1411111I M 011" FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 *"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 otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri Id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicable. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$g�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawingor cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili��y solely -for the design shown. The suitabili and use of 4 is Suite 305 drawing for any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49818 / EJAC Ply: 1 Job Number: N333986 Cust: R 8976 JRef:1Xal89750092 T8 / FROM: RWM Qly: 14 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26194 Truss Label: EJ7 KID / YK 10/28/2021 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 12'2"11 12 6 M O LO fM V B A 8,8„ D 1, 7 7' Wind Criteria Wind Sid: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 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: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 D HORZ(TL): 0.028 D Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 331 /- /- /249 /108 /208 D 125 /- /- 173 /- /- C 174 /- /- /128 /169 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# IIIIpFf�r� 4 No, 86367 STATE OF h 'a'g"'e �0R1a� d"''�s�0lVAL E 1+N+' FL REG# 278, Yoonhwak Kim, FL PE 486367 10/28/2021 ""WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI —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 proper)Y attached structural sheathing and bottom chord shall have a properly attachetl timid 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. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANO COWANr truss in conformance with ANSI/TPI PI 1, or for handling, shipping,, Installatlon and bracin4 of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enciineering responsibilitty� solely -for the design shown. The suitabilify and use ofg is Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 498191 EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa189750092 T1 I FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26740 Truss Label: EJ7S / WHK 10128/2021 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 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 7' 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.016 C HORZ(TL): 0.030 C Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.513 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL A 270 /- /- /179 f71 /186 C 126 /- /- /76 /- /- B 177 P P /132 /171 P Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# W � ��all No, 86367 o � STATE 4F h °° s •�®off• o p�®041, BONA; FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attacheU 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. oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positrons. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the *NMCOWV truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation. and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility�yy solely for the design shown. The suitabilil and use offs drawing for any structure is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2. Suite 305 For, more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49820 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRet:1Xa189750092 T32 ! FROM: RDP city: 1 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26553 Truss Label: CJ5A KD / YK 10/28/2021 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 " If 11'2"5 12 6 CV p1 B m T 8181. D A = 2X4(A1) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 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: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 4'11"4 411"4 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.006 D HORZ(TL): 0.008 D Creep Factor: 2.0 Max TC CSI: 0.736 Max BC CSI: 0.220 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 358 /- /- /322 /155 /181 D 85 A A /46 A !- C 102 A !- /66 /104 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ANA �rtrir�t�rorvr� 11ge, ®® �q� r YS� •• ��a No, 86367 oil P ° • s - ® w • • w TE OF ®� e ti q sibof f0RIDP ' C N+A,1�+� FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 ."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 e SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin 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. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCOWP truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely or the design shown. The suitability and use of this drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For, more information see these web sites: Alpine: al ineitw.com; TPI: 1 inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 498211 JACK Ply: 1 Job Number: N333986 Cust: R8975 JRef: 1 Xa189750092 T2 / FROM: RDP Qty: 5 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26537 Truss Label: CJ5 KID / YK 10128/2021 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 " 11'2"5 12 6 M T CV CM ch T B 'L� A 8'" J't,8C7 D 1 i 4'11"4 4' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 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: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 256 /- /- /200 /88 /152 D 89 /- P /51 A P C 118 /- /- /85 /116 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# �,�t1`rtrn►ifo� qv♦��QNwi WAk ♦ o E/�•` a �rfr a v � No. 86367 + o -;b A STATE OFF ♦r I,-"64S10N+A L. `+1 FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 "'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 otherwise, top chord shall have proper!v attached structural sheathing and bottom chord shall have a properly attached r'I4id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, as applicable. Apply lates to each face oT truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for s�andard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$gComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCOWANY truss in conformance with ANSIITPI 1, or for handling, shipping,installation and bracing of trusses. A seal on this drawln or cover page 6750 Forum Drive listing this drawing Indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitabili y and use of this drawing for any structure is the responsibility of the Building -Designer per ANSIrr I 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49822 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JROAXa189750092 T20 / FROM: RDP Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.27006 Truss Label: CJ3A KID / YK 10/28/2021 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 10'2"5 12 6 B rn 4TPN 818" D A = 2X4(A1) 2'4" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA 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 Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 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. )w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 211 "4 2' 11 "4 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 D HORZ(TL): 0.004 D Creep Factor: 2.0 Max TC CSI: 0.773 Max BC CSI: 0.244 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 308 /- /- /304 /153 /128 D 45 /- !- /34 /13 /- C 34 /- /- /44 /42 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# IIIII lllll/i,Pl QNWWAk No.86367 • s a • a -. ®® STATE OF � w� '" s0�•soe•a ®e ���A I I I i1161 l l�lPl FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 "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 BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Applgy plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$QComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely or the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.org AWC: awc.org Orlando FL, 32821 SEQN: 49823 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa189750092 T22 / FROM: RWM Qty: 5 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26443 Truss Label: CJ3 SSB / WHK 10/28/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA 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 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 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 "4 211 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): IN Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.105 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 /71 /99 D 50 /- /- /27 /- /- C 63 /- /- /44 /64 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# N0.86367 S a � p QY • v'm'm p z O +� STATE OF cc,� �i°s S' ®a•®e• V ONAL �"Ill i 11111110No 5 FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 "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 BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent latefal restraint of webs shall have bracin installed per BCSI sections 63, B7 or 610, as applicable. Apply plates to each face. oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alping, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWANY truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional encLrneering responsibilitty� solely for the design shown. The suitabilify and use of Phis drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For, more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49824 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa189750092 T24 / FROM: RDP Qty: 6 7A5l320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26507 Truss Label: CA KD / YK 10/28/202' 4"3 V F 12 6 C Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 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 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 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. 1, 11114 11114 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.022 Max Web CSI: 0.000 EW Ver: 20.02.00A.1020.20 9'2"5 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 f76 /45 D 11 /-2 /- /14 /10 /- C - /-15 /- /29 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 0111ii1f1lPff ept N0. 86367 0 ® m v'p STATE ATE OF i �® rs' •®op8® o Oie �00it tilt 11') FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 **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, installingand bracing. _ Refer to and follow the latest edition of Ter BCSI: Unless noted otherwise, top chord shall HaVe properly attached structural sheathing and bottom chord shall have a properly ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, cab�e. AppTgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE s 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW BuildinlgComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the as "wCoewary conformance with ANSI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive its drawing indicates acceptance of professional engineering responsibility solelyor the design shown. The suitabilify and use of this Suite Fos 1 for any structure is the responsibility of the Building DDesigner per ANSI/TPI 1 Sec.2. information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com• ]CC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 498261 HIP_ Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1xal89750092 T19 / FROM: RDP City: 3 7A5/320 ,167ED ,RH01 11672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.24413 Truss Label: HJ7 KD / WHK 10/28/2021 5'3"5 5'3"5 9'10"1 4'6"11 12'2"3 12 4.24 2X4 C v � M v B a 3 A 8'8" i FE 2X4(A1) =4X4 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 " Lumber �— T5" Wind Criteria Wnd Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 0.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 end Duration: 1.60 Top chord: 2x4 SP #2 N; Bat chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 16d Common (0. 1 62"x3.5") nails, toe nailed at T.C. Provide (3) 16d Common (0. 1 62"x3.5") nails, toe nailed at B.C. 9'2"2 7"1 97'2 9'11 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): 0.040 F 999 360 Lu: NA Cs: NA VERT(CL): 0.076 F 999 240 Snow Duration: NA HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.546 TPI Std: 2014 Max BC CSI: 0.416 Rep Fac: No Max Web CSI: 0.260 FT/RT:20(0)/10(0) Plate Type(s): IVIEW Ver: 20.02.00A.1020.20 WAX/P L FL REG# 278, Yoonhwak Kim, FL PE #86367 10/28/2021 `"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 otherwise, top chord shall have �roperlr attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin 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. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildincc��Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANN CQWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin44of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilit{yv solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .cam; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- /- /- /154 /- E 364 /- /0 /- /84 /0 D 214 /- /- /- /177 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 ,� litlII If Hofoe j S.N`%pN�Ak '', 06. A► CE No, 86367 8 Z VP 01 STATE OF • 4�% . 14VIli l OR �0 p • � 6 ®o b Gable Stud Reinforcement Detail ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enc(osed, Exposure C, Kzt = 1,00 Or: 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Ur: 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Uri 120 mnh Wind Sneed. 15' Mean Heinht. Partinlly Fnrinaed. Fxnnsurp n. x7t = 1.00 S 2x4 Brace Gable Vertical pacing Species Grade No Braces <1) Ix4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace 1Kw1 (1) 2x6 'L' Brace Kl (2) 2x6 'L' Brace wo Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B +> #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' - S P F #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' H F Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' o Standard 3' 8' 4' Ill 5' 3' 6' 7' 7' 1' e' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' J • S P #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' 1;4-#3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' 1 DFL Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' I1' 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' _U [- #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P r #3 4' 2' 7' 1' 7' 9' 1 8' 9' 9' 1' 10' 5' 10, 10' 13, 9' 14' 0' 14' 0' 14' 0' U LJ Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' QJ O I� Standard 4' 2' 6' 1' 6' 5' B' 1' 8' 8' 10' 5' 10, 10' 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' Ill 1' 14' 0' 14' 0' 14' 0' 14' 0' S #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' I1' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' G' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' D F L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10' 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10' 11' 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P r[- #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' U H F Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' 0 Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' �st#ul 4' 9' 7'4' 7' 10' 9'8'10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' V 14'0D L 4' 9' 7' 4' 7' 10' 9' B' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 1 8' 8' 9' 3' 11' 6' 1 12' 0' 1 13' 7' 1 14' 0' 14' 0' 14' 0' Diagonal brace options vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end, Max web total length Is 14 j Vertical length shown In table above. Connect diagonal midoolnt of vertical AN Tf W COI 11 514%Eanh\ City\ Expressway \ \ Suite\ 242 \ \ Eanh\ City,\ MO\ 63045 �ymm About 18' L 'L' Brace End Zones, typ, 2x6 DF-L #2 or better diagonal r brace) single 8, or double cut (as shown) at L upper end. elf` 14N Refer to chart abdW vvARNDm.. READ AND F01OV ALL NOTES ON THIS BRAVING! 1 _DFURTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Refer to and' dtow the latest edition of BCSI (BuUding Component Safety Information, by TPI and SBCA) for safety ,actices prior to performing these functions. Installers shall provide temporary bractr�g per BCSL iless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor call have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs Intl have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face ' truss and position as shown above and on the Joint Details, unless noted otherwise. ,far to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc Is drawing, any follure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, -tallatlon 8 bracing of trusses. A seal on this drawing or cover page Usti g this drawing, Indicates acceptance of professional glneerirg responsibility solely for the design shown. The sultablUty and use of this d .l g r any structure Is the responsibility of the Building Designer per ANSVTPI 1 Sec2. For more Information see this Job's general notes page and these web sl ALPINE, www.ntpIneltw.comi TPh www.tpinst,orgl SBCAt www.sbclndustry.orgl ICCi v.Jc f h t�11111i+°1 8 f S 6' 7 3enring • � MQ� � � VFIl1ZICQ�� c i OR oo Yoonhwak Kim, FL PE #86367 Bracing Group Species and Grades) Group At S ruce-Pine-Fir Hem -Fir #1 / #2 Stnndnrd #2 Stud #3 Stud #3 Stnndnrd Doucitas Flr-Larch Southern Plnewow #3 #3 Stud Stud Stnndnrd Standard Group Ell Hem -Fir #1 8 Btr #1 Do, u ins Flr-Larch Southern Pine*OKNl #1 #1 #2 #2 El Ix4 Braces shall be SRB (Stress -Rated Board). iinFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades, Gable Truss Detail Notes: Wind Load deflection criterion Is L/240, Provide uplift connections for 75 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, Attach 'L' braces with 10d (0.128'x3.0' min) nails. )K For (1) 'L' brace- space nails at 2' o.c, In 18' end zones and 4' o.c. between zones. )K)KFor (2) 'L' braces- space nails at 3' o.c. In 18' end zones and 6' o.c, between zones. 'L' bracing must be a minimum of 80X of web member length. II Gable Vertical Plate Sizes II Vertical Length No Splice Less than 4' 0' 2X3 Greater than 4' 0', but Less than 11' 6' 3X4 Greater than 11' 6' 4X4 + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. TOT. LD. 60 PSF SPACING 24.0' REF ASCE7-16-CAB16015 DATE 01/26/2018 DRWG A16015ENC160118 'T Relnfoi Memr Go Tr Gabe De-tai� For Let -in Verticals ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a to that covers the total area of lapped plates to span the web, „ 2X4 2X4 2X8 rroviae connections for uptift specitiea on the engineerea truss aesign. Attach each 'T' reinforcing member with End Driven Nailsl lod Common (0.148'x 3.',min) Nails of 4' o,c. plus (4) nails In the top and bottom chords. Toenalled Nalls- 10d Common (0,148'x3',min) Toenails at 4' o,c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load, ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENCI00118, 91 11 111mo,, A18015ENC100118, A20015ENC100118, A20015END100^�1>, %` A11530ENC100118, A12030ENC100118, A14030ENC1 �F`O� NCID011-I`l A18030ENC100118, A20030ENC100118, A20030EN lu A�0 3 ♦tb1aQ1�QI S11515ENC100118, S12015ENC100118, S14015EN 01IZZ6 L'Ipbi•18� 40 S18015ENC100118, S20015ENC100118, S20015EC10011% SZ�0tt��15,P IQ� �8� s S11530ENC100118, S12030ENC100118, S14030AC1001M, Sf6h&E M 7 • S18030ENC100118, S20030ENC100118, S20030?NDi.011418, S20030PE,,yD�100118 Q See appropriate Alpine gable detail for maxlmut unrRinforced"Ta 4"Vertical tgng I 1 --n e^ STATE OF ! 46- '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. Jeb Length Increase w/ 'T' Brace 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 X 2x6 20 X Example, ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7'= 11' 2' vVARNII1C- READ AND rOLLOV ALL HATES ON THIS DRAVINGI r v • `r% REF LET -IN VERT "I PORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ,/J • ° I O ♦{ O Trusses require extreme care In fabricating, handling, shipptrg, Installing and bracing Refer to and l- follow the latest edition of SCSI (BuRding Component Safety Information, by TPI and SBCA) for safety S ° ®e .� DATE 01/02/2018 practices prior to performing these functions, Installers shall provide temporary bracing per BCSL �V0 , /^^ jt l ` unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord P O� 0 j. DRWG GBLLETIN0118 shall have n properly attached rigid ceiling. Locations shorn for permanent lateral restraint of webs � shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face 0 of truss and position as shown above and on the Joint Details, unless noted otherwise, P' Refer to drawings 160A-2 for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from IAEthis drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AX, T❑T, LD, 60 PSF AN IIIN COMPANY installation 6 bracing of trusses. A seal on this drawkg or cover Page Usti g this drawing, indicates acceptance of professlorat 11514% Earth\ City% Expressway engineering responsibility solely for the design shown, The suitability and use of this drawing 4 DUR, FAC, ANY \\Suite\242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. 1\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web ALPINEi www.alptneltw.conl TPIt www,tpinst,orgi SBCAi www.sbclndustry.orgl ICG www.l MAX, SPACING 24,0' Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1.00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, )K)KAttach each valley to every supporting truss with: 535# connection or with (1) Simpson H2,5A or equivalent connector for ASCE 7-16 180 mph, 30' Mean Height, Part, Enc, Building, Exp, C, Wind TC DL=5 psf, Kzt = 1,00 Or ASCE 7-16 160 mph, 30' Mean Height, Part, Enc, Building, Exp, D, Wind TC DL=5 psf, Kzt = 1,00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates. 3X4 12 12 Max, 2X4 X4 1 8-0-0 max 4X4 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c. In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss Installation. Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, www Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord. ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', Pitched Cut Bottom Chord Valley Valle Spacing ..vARSm+a.. REAR Arm FTILLW ALL NMS ON THIS DRAVM a-WMTANio FURNISH THIS DRAWING TU ALL CUNTRACTQrS 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) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per SCSI sections 113, B7 or 1110, as applicable. Apply plates to each face a of truss and positlon as shorn above and on the Joint Details, unless noted otherwise, PI Refer to drawings 16CA-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc this drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ffVJ COMPANY InstallationA sal on thisacing of drauwing orcover page Usti g this drawing, kxAcates acceptance of Professional 11 514\ Earth\ City\ Expressway ergine h resport,liRlty surely for the design shorn The surtaMty and use of this drawng \\Suitel242 For any strv,cbre Is the responsblllty of the Building Designer per ANSUIPI 1 SecP, \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web site��t, ALPDVE. wiwalpinelt..conJ TPD rwr,tpinst..", SHCAi vwsbdndustry.orgl ICG vdcc lL Square Cut Bottom Chord Valley i EN . No. 8 STATE OF °. ' Opn • V/ '�ONAi►!1 °� PE 2X4 Stubbed Valley End Detail 4X4 Optional Hip Joint Detail Partial Framing Plan T� LL 30 30 40PSF REF VALLEY DETi T �DL 20 15 7 PSF DATE 01/26/2018 C DL 10 10 10 PSF DRWG VAL180160118 B LL 0 0 0 PSF T T, LD, 60 55 57PSF DUR,FAC.1.25/1.3311.15 11.1' SPACING 24,0' Valley Detail - ASCE 7-161 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �O� Attach each valley to every supporting truss with: (2) 16d box (0,135' x 3,5') nails toe -nailed for ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1,00, Max, Wind Speed based on supporting truss material at connection location: 170 mph for SP (G = 0.55, min,), 155 mph for DF-L (G = 0,50, min,), or 120 mph for HF & SPF (G = 0.42, min,), Maximum top chord pitch is 10/12 for supporting trusses below valley trusses. Bottom chord of valley trusses may be square or pitched cut as shown, Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates, 3X4 12 12 Max. 2X4 X4 8-0-0 max 4X4 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014. Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, Www Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. Pitched Cut Bottom Chord Valley Valle Spacing oe-nailed NAVARNMUM READ AND FT710V ALL NOTES ON THIS DRAVIW �S WKWORTANTo FURNISH THIS DRAVD6 TO ALL CONTRACTORS INCLUDING THE INSTALLERS. /pp Trusses require extreme core In fabricating, handling, shipping, Installing and bracing, Refer to ondY follow the latest edition of BCSI (BuRding Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face d of truss and position as shown Above and on the Joint Details, unless noted otherwise. &PI Refer to drnwings 160A-Z for standard plate positions. Alpine, a division of ITV Bullding Components Group Inc shall not be responsible for any deviation frc this drnwing, any failure to buRd the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN IT COMPANY Installation & bracing of trusses. A seal on this drawing or cover page listing this drawing' trxOcates acceptance of professional 11514\ Earth\ City\ Expressway engineer9ng responsbitity solely for the design shown. The suitability and use of this drawing 1 \ Suite\ 242 for any structure is the responsibility of the Building Designer per ANSI/TPI 1 SecZ \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web ¢��7A ALPINE www.nlolneltw.conl TPD www.tptnst.orni SBCA, www.sbclndustry.orgl ICC, ww Square Cut Bottom Chord Vallev �01@fll 1 �4�GE No, 86� 11 2X4 Stubbed Valley End Detail sses O.C. ❑ptional Hip Joint Detail nl T Partial Framing Plan STATE OF a oRio�` ° ��.�� o ° 0 + $ a ° •X �5ON�Al11k 1 C LL 30 DL 20 BC DL 10 C LL 0 ❑T, LD, 60 30 15 10 0 40 PSF 7 PSF 10 PSF 0 PSF 57PSF REF DATE DRWG 55 DUR,FAC,1.25/1,33 1.15 1.15 SPACING 24,0' VALLEY DETAIL 01/26/2018 VALTN160118 I VALLEY FRAMING & BRACING DETAIL Lumber Size and Grade Minumum Requirements Ridge board... 2x6 (min) e2 Southern Pine or better, Rafter spans 20'-D" or less... (A) 2x6 SP e2, SPF 01/112, DF 112 or better (B) 2x6 SP 02, SPF R3/N2, DF N2 or better Purllns/Lateral bracing... 2x6 SPFp2, HF i12, DF D2 or better Sleepers-. 2x(width of rafter seat cut) SPF x3 or better 2 parallel 2x6 SPF #3 Cripples and blocking... 2x6 SPF N3 or better Truss Below... See design- Southern Pine Material RIDGE BOARD (2x6) COLLAR BEAM, EVERY THIRD PAIR OF RAFTERS TYPICAL COMMONS 2x4 Pudin 24" 2x4'BL CKING TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE CM +CRIPPLE +Cripples W-0" for 30 psf (TL) and 20 psf (TD) Max. Space the crippes for each row starting from the valleys or sleepers and working inward to the ridge board so that cripple locations are staggered between rows. 2' 0" O.C. (Typ) ` Attachment can be made directly or through plywood sheathing + a'-o" TYPICAL by cutting a 2"x6" notch in sheathing Connection Requirement Notes 1. 2x6 rafters to ridge 416d toe -nails 2. Cripple to ridge 416d toe -nails 3. Cripple to rafter 416d toe -nails (••) 816d face -nails 4. Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails 5. Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss 6. Ridge board to roof block 416d toe -nails 7. Ridge board to truss 416d toe -nails 8. Purlin to (Typ) 316d toe -nails 9. Truss to blocking 416d toe -nails 10. Truss to cripple 416d toe -nails 11. Truss to cripple 416d, toe -nails 12 Cri le to urlin 316d toe -nails SPACED 24" O.C. (Where no sheathing appima) (NOT REQUIRED IF SLEEPERS ARE USED) rr P GENERAL NOTES CRIPPLE, BRACING, & BLOCKING NOTES NO CDld(0.16lar mto5")C 416dtoe-nails NOTE: l6d (0.162"x3.5") COMMON NAILS Purlins required 2'-0" O.C. in absence of plywood sheathing. -2x4 continuous lateral restraint (CLR) min. is required for cripples V-0" to 10'-0" Ion Trusses without sheathing applied must be evaluated accordingly. nailed w/ 2 -10d (0A48"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge Purlins should overlap sheathing one truss spacing minimum. of cripple with 10d J0.128"x3.0") nails at 6" o.c. "T" or scab must be 90 % of cripple length. In cases that this is impractical, overlap sheathing a minimum Cripples over 10'-0' long requre two CLR's or both faces w/ "T' or scab. Use stress of 6", and nail upwards through sheathing into purlin with a graded lumber & box or common nails. minimum of 8-8d (0.131"x2.5") common wire nails. Narrow edge of cripple can face ridge or rafter, Effects of not providing sheathing below a valley set as long as the proper number of nails are must be evaluated by the building designer. Installed into ridge board This drawing applies to valleys with the following conditions: Install blocking under rafter if sleepers are not used. Spans (distance between heels) 40'-0" or less -Install blocking under cripples If cripples fall between -Maximum valley height: 14'-0" lower truss top chords and lateral bracing is not used. Maximum mean root height: 30 feet -Apply all nailing in accordance to current NDS requiremen��14 -ASCE 7-05, 140 mph, Enclosed, Cat II, Exp B, I=1.0, Kzt=1.0 Nails are common wire nails unless noted otherwise. ``1��Y��,, N, y� -or A Maximum of ASCE 7-10,180 mph, Enclosed, Exp D, Kzt=1.0 i�0000 *.s•*. i�CENS •• �.: • �,. F• n� lm —VARIMW- READ NO FLDILIV ALL NDiES ON THIS BRAVDYi - -aWURTAKT— RF&aSH TKS DRAVDG To ALL LmraACTMS wa.LMM THE DSTALERS. — • rev. r vv.. . •�. ; tC LL 20 30 40 54 REF VALLEY FRAMING Trusses require extreme care Jr, fabrk:ntkV, LnMLInD. shippMg, Inst.RkV and b—.kX). • Refer to'.a f,ALa. the Lat.st •&tfarr of BCSI OxAdkV Ca P—t Safety Ir,formnti n, by TPI and SBw far saggt*l • 'O : � TIC DL 10 20 7 7 DATE 10/01/14 practices prior to performkp these functlons. Installers shall provide temporary bracing Per BCSI. LW-. Unless noted oth—lse. top chord thou have properly attached structural sheathing and battamarnrd shall have a property attached rield cerNre p. Locations shown for permanent lateral straht of :Sbs • STATE e'�. C DL 0 D 0 0 DRWG VACNV1801015 d ��F� ri� O Illlll�\\VVlll B7 or B10, as appklcabke.no dApptyot pint=* to each foye shall have and truss and Position as above and on the POS installed per BCSI *cobra the Details, unless ,rated other.ke. �i". • •• •° . BC LL 0 0 0 0 Re for Refer, to drnwkgs 16gA-Z for standard plate H4ans. an. X�r � �••• AN rlwC Y ALPkn a division of ITV BuRding Cmponents rv-osup Inc shag not be msponsmle For any deviation f'' F,stnl tb i brya Faking re trusses, the trussn°nc to build In confcre with ANSI/TPI 1, or For hnndit, shipping, of .�R;O•'•��� riC' TOT. LD.30 50 47 61 A seal .n this drawkq or cover page Ustft this drawk,g, kxicates acceptance of professtrpl p sdely far tM etn.n lTuuse of for ,uqxt,ctvr• Is r.spor.dhttq Data II•dgrrryANSI/TPI '`•t�(f' soO N a`; V ' DUR. FAC. 1.25/1.15 13369 Lakefront Drive Earth City, MO 63045 I S•ez. For more Information see this Job's general notes ppoope and these web sites, ALPDCi wwwalph°r eltwcu TPL www.tphe t.orgl SBC& www.sbeindustryDIS .orgl www.kor esofeg wruntNp /p 0 Z SPACING SEE ABOVE