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HomeMy WebLinkAboutEngineering PackageBuilder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE FILE COPY JDR=HORTON / STATEWIDE =7A5/jk32:0CREEKSIDE Lot: Address: .............. ........................................................... ........................ ........................ JobNumber: N334504 Revision Date: Block: Unit: S � 1 New Load #: ER(07 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALFINEMardfi 13,2019 ARffWC&AiMiY Mt. Bob. Michaelis. Carp6hier-Uritrdatofs of Am&fibk-lnc_ 3900 Avenue Q G, Northwest . Wibter HaVen, FL 33880-6201 Re: AltpmatN4e installatioris-for a single ply tamed truss with a width less than the hangqr width :arid Wooa. blocking to-4qNeve full deeigrl load'val'ue,f*ci'r-fi�fcfe"-.m*oLmted.banger-atta6hm' 6 entbn a* Wid ply supporting girder (Reference detail WA3.7,02). Oear-Bob, foi a sih§[& ply carried tfuss'Witly a width less than thd hangef width you can install . q . a, prefabricated jack scab truss ( ).for wqod'Mler blocking. The chord sizes, chord grades, and -Aoirre-.-connector plat6(s) to 15athd sdri% as the single. ply Carried truss: The pref&ftatiad jack scab trtis:s CYWIII h6b a minimum jength - and will have a minim pitqh- of 511 2-_. The single. ply r:arT' d buss h reaction of of 0" 4M .1q., Im shall have 3,5009 or Iets. Attach. . prefabd . c?t . ed jackJscab,tmss wit4twp (2) ply of 0. 128'x3.06 Gun N . Nails at . Z' peg r6W.,-stagget&d I" (See Figbr6 I Wow): Mbse-referto-the Simpson -Strong..-Tie Catalog GC 2619;. page 216.i MgVqp:3� for more InforMattion. rj4tffe-I Fora sing lbr ply.gWde(that requirds Wood bl6rWg t6;5dhfe.ve-fUlI deeigh load Value for fqqe­rpQuntei hangers -.qffac;4 one wood. block(*) to the back- face of the single -ply girder With the Barrie size and qrade:.d,§ the bottom. chbrd-pf the.sing.ie. Ply girder_ The. -wood. block (66gth to. b& such thal'thdWdod blo.*ing.-extendstaeactiadiedentpafiolpoihts(*6bstilidbott6m.ch6rdintemQgtions). Attach wood ('with -M6�7rows 124 th"(�) 'qfb'-'X360"GjU'Nails "' ails at 6" O.C. per row, dtag.gered 3.0"'applied to the f750 Forum Drive $glte SOS, Orlando, L- Z2821 .. (809)-521-9196­(863 4224685 www.atpIneitw.nom a ALPINE µmvm�mvrc single ply girder face, with an additional (2Q) Q..fW--x3.0" GunNails at.each'panefpoint apptiedto-the wood. block faee (.See Figure � below). -Pleose refer fo the Simpsbh Strohg-Tie Catalog C-C' 20'19, page 216, Fgdr.'e 1 for more information. Figure-2 The application o'f.pref ibricated jack scab truss f6r wood filler'blocking or wood blocking to achieve M. Design *load value for face -mounted Gangers must be approved by fhe• hardware manufacturer. All edge -arid end disiatices,_ and'spacirig for all nail connectiQgs must be sufficient to Orevent;splitting of 'wood_ If I can bL-•Of any Nrtber assistance or if you have any questions; please give me a call. William H, kGick -P.E. Chief Engineer Alpine an ITW Company Engirleering Departrnerit Odando,'Fl- .tako;-708fi1 - �,•: STATE t� r 6730* FoWi7T D-Ma Sdite 306; •Oiiarido,. FL 32829 (800):521,9790 - (863) 422-8685 wYvA ,,aipineitw com ALPINE OXORV April 26; 2016 Mr. B­qb Michd6lis Carpenter ContractMi. ofAmerica, Inc. 396b 4venLjp:Qj Rprfhvvgkqt Whtet Mv6n, FL 33B86-6201 Dear Bob, Rd' Strongbaick 6haging 66 ibbftru§set. 1-understqnd ther6 i's do Mid cori6drn over oO'r'fecdmMendAtI6hs f6tstrbngback bridging on roof trusses. -Strongback bridging for roof trusses is ript.a requirement o.f'ANSI-TPI 2014 nor is it a requirement of theBuilding Corrfp6kidnt -Safety lnf6fmafion- (BbS(), But stong6ack. bridging " on. roof -trUttes is recommended by Carpeht.et Cohtriictd6t OfAmerica. SV6hgI;id6k bd#Ing.serves the following two funciiohpc - One; bridging ai!gRq the b9dom -chords -after. they are set -so they are uniform along the ceiling lirieand heilps..WthCeiling sQrvicealytilty - Two;'bridgling reduces relative deflection-6f adjacenUftisses. Strprigback bridging'.does• dot. - prevent .of reducb:,overalf indiVidual d6flectidn, especially any roof trusses- strpngbpck- bridging In roof trusses d66s 'not serve as tei-Apbrary..br p6r.maridril' bracing .and is not ,inferided to df4R66_-, of share design' loads -between Rflssgs. Consequently, no design have , , -been accoqrjted.fbrWfth this def-Ail-and dontinubLis-Mrohoback'Wgitig should notbe.aftched betwde6 Wriffion and girder truss@s. The use -of strongbaql: bridging, shall not infeffere with'other design cbrisid6rafts as specified .by the Engiheqr qf Record cir theBuilding Designer. Th& outer ends of - iM stMriaback- bridging shall be-attAched. to a wall -or another -secure end restraint, t, or as specified' by th6 Engineer 6f Redofd br.tFieF BLtildinq.13bisighdr. Strongback bridging shalt be -a- minimum of 2x6 norhinal KirribO oriented with the depth Vertical. Attach with (8): 1� d :common nails (0.162"x3S)' nails At each intersecting 'member. When extending the .strorld$ack bridging overlap. by at a ininim.-tim.of.two trusses. The fiecat`16n,6f the; strongback 6nddin' maybe specified by1fie Truss MatiuMotUr6r,. Entified? df'Rkbrd, or Buhdihg De§idridr. Please ref&-Io BCSI 'StrongI5.ack1hg'Prp:visiOps' or to Alpinp, 8TRMORIOU detail for more. information. The graphib §hovifi (Fidure- 1) Is f b*r geri.Wic illustrffi.ve pjjrpose only. 675OForurnDdvff.Sulte3O5;Orlando, FL3282-l'-(800)511-q790-(863)422-8685 wWW.a1pineiLw.com- ALPIN- E Figurel, if 1-can be of any furtber assisianbe' or if.ypu have any quesBons, please give me a. call. 'Sint rely. A. It t6 �`R ~ No. i+0861 Wiitiam.Fi-Krick P E. STATE O Ct ief'Eragineer Alpine an MQ.pmpany `�,�cc``•���Ri�P'� EngineeringDepaitrrieiit °'''�NA Orlando,. FL 32821 6750 Forum Drive Suite 3..0&,, Oriarido, FL 32821 , (800) W-9790 - (893).422-86$5 vW.alpiriei .CQm t STRLIN63ACK BRIDGING' 'RECENMENDATIONS o—AIL scab -on blocks shall be a: minimum 2X4 �IIIUTT STRONGBACK 'stress g�.,qcle'd .lumber! BRIDGING TOGETHER ow. -All. s4rangback lorldglng .and bracing -s - 'be• a mlnlinum 2x6 's-tress* graded op -The -plu.r�p.ose of s'trondback brldg lhg Is -to- 41 -0. ATTACH SCAB VrTH'10d -BOX/GUN ' -9 HAILS IN Rh'JS At clevelodi sharing WtweRh indDldukt trusses,:trusses,:,trusses,:- rIngload Increase In the CD,120!x3bf). 41 --V N6 A"O.C. -SCAB AS 'SHOWN, resulting un :overall stiffness of the , floor Sys-tem. 2u6 NOTE IN LIEU'9)T SPLICING LAP:STR ACK- BRIDGING MCHBERS FOR-AMT LINE TRUSS SPACING st�png5ar� 6m�ig!nj� posttIbhsd-.is, sllnwh In cletalls, Is recommended aLb 10' -& -0,­ k­x.5 STRUNGBACK- BRIDGING' SPLICE DETAIL bw-Thg terns `)Of--4cIh9" are some-tiI's mes Details I and 'are theit s NOTEi ATTACH STR13NOBACK 113 WEB V/13) 10d 413MMM mlsMcakenly useciln-ti?rchangeabLy. gxM Important Structural requirem'ent. -of 4ny floor x3llli <0140f(4) •NAIWOR or roof System. Refer 66- 'Elie Truss VeMgh ,.�?Vl 20.>NO Mrqwlng (TDD) -f6rl 'the: bracing r0oult46ments •fbr. -each. IridIvIdLipl. --truss component. "BrIcI&M.' ' recQrqmehcI0L.tIdri- foj" bL 'truss systemto het o I control V16ratloM r6 addli-tion: tto: •alcling. In the dlstrLIbU tion of pollrit' lbddS -be-t*C-e6 C�djac*nt 'truss, s-trongback'Irldbl*ng serves- -to reduce STRUNGBACK BRIDGING , u r S: 'bounce' or. residual AbfAV-t)I!)Yl. *r.ee.,Ul-tjng from polht loads, p4ch as fop-ts-teps. I .40 v None' ubred IV. io. I tw-m mtrf moving The performance 6f 'clAl. ftoOr :syvtems -9.re . mhw , . enhanced by the IntitallOtIbil bf (2) lod CUM MON.0148(X31,D13 OR 2 6 (WNIKU RONGBACK,.. V a u MOXIGUN -WhILS. ATron 'g and t*he)lgfar lg' -str-onqly. recommended bridgin e. TrU'PAND-BOT .13F R S RAINED'. EACH END. SCABT:014 BLOCK• ATTACH TO IL V/. (3) ApIne. SYRONO2ACK ID (0P14U0klxNAILS Fdr addl+iondt In II-L-S �30g12!) 4C*OMMUBN .EMW.8VNI2S bridging, ref4r tp JbSl Oultding Component ao Safety In#ormailon). ATTACHMENT ALTER A"ffwcwwm .,6 ?VMUTW. H N6.7i �-o ., 12-00 LL ' PSF' DL* ;PSF k psF 1-L P9F Ax. 13SF L, of I ..H:�rf=.:� '�� �gr�.��€'�;�� :�Q�r���u���a;ac� •��;ii���it� w�•�:a��rzHa: �+rx�� �a Q•r..cn Y.r L:t. A 1f1:1f,1CA•rj �}. �t?(��'yr`i� .• •.. rLbyals AND.: rb�l��A�]ltP Lie M1t. • - '• • � '.�C'A ',�, .. • %'i : • .1r.T : al�E. 1' . N l' F i . t �/�) 1'I' ..k:l.G•d.J1.,',Iima .`�ry�'fF'v� �+��.+1. ;•i�j1j'r •'. .},]� y�TAy�Tr'.,(4�y��•aj''*ef!`'�y(� �•il'F�'+7��(�,�.Y��•jLlt�y'�•r'J"i lter?�rrj`'kv{,i}:•N�•SJ�i3.1�d1J •••t.+••�_. Y �. � .LJ: • •yv iY r - P08T--?A;•'Rs Y'.1 .s�.k# i •C'k 47f�L1;'J. ' .. - .. � .• r... ..... '•�j•✓rY•El '.�i.l:•�li u1� •.k(�i'1'� 'S ALE • +.boy-', ��. L"Y. tom• �.� : - • .. •• j � :. •.: t��l.,•k� �C.'���(�7•+�.:.� ar' ON� Cracked or Broken Member' Repair Detall Load Duration = 0% This drawino specifies repairs for a truss with broken chord M b -0 tees May be Increased for Duration of Load at- web member, This design Is valid onlyy for singe ply trusses with 2x4 or 2x6 broken members, No more an one break Per chord panel and no more than two breaks per truss are allowed. concwhetusufacturer for any repairs that do not ywith detail. (B) - Damaged area, 12' max length of damaged section (�) a Minimum nailing distance, on each side of damaged area (B) (S) = Two 2x4 or, two 2x6 side members, same size, grade, and sppecles as damaged member, Appiyy one scab per face. Mlnlmum side member lengths) = (2)(l) + (H) Scab member length (S) must be within the broken panel. Nail Into 2x4 members using two 0 rows at 4' o.c., rows staggered. Nall Into 2x6 members using three (3) rows at 4 o.c., rows staggered. Nall using Ad box or gun nails (0,12810', min) Into eal:h side member. The maximum permitted lumber grade, for -use with this detall Is llrllted to Visual grade #1 and MSR grade 1650f. This repair detail may be used for broken connec-tor plate at nid-panel splices. seoaluimtnot be or web ctinsoccrrngwyyhithnerpatae. Broken chord may not support any tl"M loads. S• tf Typlcnl O + 0 + O t• O t 3f 't Bger i Back Face ,Mad Bax (0,DD128' x 31, min) Nails, 0 = Front Face 2x6 Member - . liple Rowwstaa9 ered Nall Spacing De -tall A*LNg E1h- Mo E3ol5 eM er o Maximum Member Axial Force. Member' Size L SPF-C HF DF-L SYP Web only 2x4 12' 6204 635# 7300 800# Web only • 2x4 18' 975# 1055# 1295# 1415# Web or Chard 2x4 24, 975# 1055# 1495# 1745# Web or Chord ex6 1465# 1585# 2245# 2620# Web or Dhord 2x4 30, 1910# 19604 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# 47454 Web or Chord 2x4 42, 2975# 3045# 3505# 3835# Web or Chord 2x6 439541 4500# 522541 5725# Web or Chord 2x48, 3460# 3540# 4070# 4445# Web or Chorell 2x6 5165# 5280# 6095# 6660# '"J pµwtral INCLUDING 7FE JNDiN.LCRS. loll.1 and b" Dro. ROW to end tfon, by TF1 an� SMAJ Fer WHY v t pouryy �p.�eN pr �no�nt {� at+pt aftWO tppall 7CScL},a rrbrd Icohl'h A f Platea to r�ot1 F�cf L L S ! L L � to�ncr D —Nlnlnun ! I I L nlftaxf L a L REF MEMBER REPAIR DATE l0/01/14 DRWG REPCHRD1014 G 24,0' MAX 6 � RClctja BOARD PXQ MYN W jde..Mj_num,am Ran lrpmEn fs a_-2 zvop-laai 4: ccjLLAR8EAl&.EVOy TPARO. FilWOF RAMRS a A RRAO TfZUj§q,- LINDER VALLEY -FRAMING IY,'A.L Y RAFTE!R-.QR PJDGF mi zx IVAVttn from brfilaapom W wo,*V. --fl-ris jor011Stwev 4lSata4#I(9' SL j6d.fab,"alls Mftdet&.two-2A6 sleepers. S. 3160 W90112,88A 5jaRpAr_jk.tru$s .6. 'Rtd)ta:bal'rd:W-rovfbldck Audtog-Tuivs rrm.7. -Frdjw.bqzrr)l lo.tcuyr S. (no), .:w.Otda-nsf)j. -Trus. ;xdpplt: 4 loWtoL-nalti. ress '.Sb 40 54 It -;C DL 1-0 ZO 7 '? DATE: DRV OT C) ' BL- -LL 0 A0. Bp 4 ---------- I- k. 'F:kd, AROVE t 9 0 0 CO V C.Q w E E 0 0 CL o E 0 Face -Mount Hangers - I -Joists, Glularn and SCL I I I lb Them products are available with additional conoslon prtrb3cton. Fbr more Infornaflon. ses p. 16. Codes: See p. 12 for Code Reference Key Chart. E! N. % E. y SPFIRF , de irB _NO_ % 12, wib .. ... O.e 51 h irL �Rfi or snow'. R of- (14) 0.148 x 3 - TO 1,660 11,615 i • 8055, 1.4251 159=1 IUS2.56/16 25A 16 2 HPI;." (1Q 0.148 0 - 7,q l,1;o5 1.6051 I.Bos 1,55,; 1.5 5, 214 y 16 MIU2.56/16 2111.1 15M. 21A - (24) 0.162 x 31h 1 (2) 0.148 x 1 2330 3.455 3,92014,045 2,97013.370;3.480 970 1,945 2.205! 2.375 1,67511.095 2.045 U314 v 10-vi 2 - (16) 0.162 x 3W 1 (6)0.148xlW HU316/HUG316 ✓ 24i. 14Y. 21h - (.20) 0.162 x 311 (8)0.148xl'h 1.515 2,975 3,360'3.610 2,56512.895 3,110 IBC, 2 hkP)P-Oji3O -1 v.i2N . ­ 0 Y tx FL IA MIU2.56/20 M f , 4 ZIA x 20 29/o 1931. 21h (28) 0.1162 x 3% (2) 0.148 x 11/2 =;;� T=34,06 '"4,060 3,46513.495 3,495 U d r7 2%G X 91/4 tD 26 2%s'Nvide Joists use the same hangriers as 21V wide Joists and have the same loads, 4 IN. 3xlll/a 31A 11 A 2Y2 (zo) 0.162 x 3111 (2) 0.143 x 1 Yz 230 2.88013.135 - 3,135 2,475 2.695:2,695 FL HU212-2/fiUC212-2 314 10liG 214 May. (22) 0.162 x 31,4- (10)0.148x3 1.7d5 3,275 3,695 3,970 2,82013,180:3.425 LA li 0.11 1 31V .14.6 �L T- 8 3,7S5AAa40 0 �3;716 FL -'H A28 -T82& 7;825.18C. h �za :8; 85lz,085 FL V, • A 311 x 51/4 HHUS46 3%1 5% 3 (14) 0.162x3A 0.162 x 311 1.32012,785 3,155 3.405 12.395 2-71512.930 35A A 4N. 4 _ (20) 0.162 x 31/2 _(6) (8) 0.162 x 31,5 2,155 4.350 14,885 5,230 3.750 4,200 4.500 .0 mA v40 -, .15: 6.415 -IUS3.56/9.5 3% 9�k 2 - (10) 0.148 x 3 - TO 1,185 1.M 11,455 1.02011,160 1,250 210 2,305 2,61512.820 1,9802,245 2,425 -MIU3.56/9 31A; Bl%s 21h - 116) 0.162x 3Y2 (2) 0.148 x 1 Ih U410 31/m 8% 2 - 04)0.162X314 (6)0.149x3 970 2.01512,28512,465 1 7" 1, L .1,96512,1201 HUS410 13% 1 8% 2 (8) 0.162 x Sli (8)0.162x3l/- Z990 2,125 2,420 2,61-5 1 . 820 12.070 2,240 314 x 9 Ih HHUS410 9 3 (30) 0.162 x 3 1/6 (10) 0.162x3% 3.565 5,635 6.380 6 A45 4.84515.486 HU41011AX41D . . ✓ 3W BSA 21/1.1- (36) D.162X 3)i (12) 0.16213'A 3,235 7,460 7.46017,463 6,4151 6AI5 6,415 HUC0410-SUS . . 31if 9 3 (12) Wx ZIT SOS (6)Yex21,2 SD8 2,265 4,50014 400 1 � 500 2 3.24 0 ve. 0 - o .HGUS410 . . 3% 934.6 4�= (46) 0.162 x 31� 06) 0.162 x 31A 4,095 9,100 9,10019,100 7.82517.B25 7,825 IBC. - 3% - 4 4 05) Wx 21)v SDS (12) IW x 21a" SDS 5.555 6,72016,720 6,720 a 4,840 4,840 4,840 FL, LA LGU3.63-SDS - -63-Ei­ - 8to3o mc�63 T . 3% 9Y4 to 30, 4Y. (24) Y4X 2W SDS (16)'14'XZIVSDS 7.260 9.450 9,450 9,450 11 6.805 ?Ti.00 6,805 6,805 1,405 Xz 9 J d" m RE IN: 2A'S 2.695 �4 4 3, -Y, M�, g* 5,� '45 ALI S4 2 �: bjb .735 T12, TA..liU4rlZ!Yaik&Q Z;-S i�•• G 3,425 x . . -bibfis.-yo a,085 . . . . . . .. .... C YV .4q z . N IV 146 See footnotes on p. 150. THA/THAC Adjustable Truss Hangers This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost; or 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 ZMAX° 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 min'Imurn top-iange requirements. Install top and face nails according to the table. Top nails shall not be within 114 from the edge of -the top-Pange members. For the THA29, nails used for joist attachment must be driven at an angle so that they penetrate through the comer of the joist and into the header. For all other lop -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according in the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nags must have a minimum'h° edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The race -mount (min.) installation option aommmodatps 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 wll be fled except for the following models: THA29, THA21 S. 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 filled 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 filed to achieve upliftloads. Options: • THA hangers available with the header flanges turned in for 3W (except THA413) and larger, with no load reduction — order THAC hanger, Codes: See p.12 for Code Reference Key Chart Doubt;,-I� Double -Shear i s^ NaRng Shear iNailing 'y ;_ DonaSide l vr, Top View I ' y� - be nut I.... .- •---- ---�—._..�•. bend tab--- 186 ii'c4222 NO :r .� THA422-2 ' TNk42b-2 OrTHAC422 ter hfpld 2. for HM22 T-2 and THA426-2 o �A v� qA �1 +THA418 Typical TRA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over wM tabulated face nails instated into top and face of header. Double 4x2- Use tullteble value Single 49 1 See nailertabl ` SIMPSON •Sf �oig�'E�,_ 3 pl�a, �THA29 2 face rats (Otaf) 4 top nails (totall 'IT7- Straighten the double shearnailing tabs and install nails shaighl Typical THA422 Top Flange Installation on a 4x2 Floor Truss Typical THA29 Top Flange Installation Simpson Strong -Ties Wood Const!vction Connectors - - - � SIMPSON i x Adjustable Truss -Hangers (cont.) Iff These products are avalable vAh additional corrosion protection, For more infornation, see p.15. P Oime'nsiu'ris:'F/t(F. fdu(, chin �' owa�nl atls Apbwabfe-L'oatls " G2 to r', Code h.,Rbpf7 .:viy' Ref. • d j..l;'_.•s- Cft1l F3C�leiniti@r -f ''s:%�=c.. ��6p°n1:.,�} - 1Ii125H6$) - sr =9 .;"`�'^`-.:�i+�.e�• _�.6 ..:^ti;.'."" ^s '3;.:.,:;4 ��e�w.?'�" ,� �- ;C `��p.'Efa{ge5{��r{:�c�"r��k.- :wcs85-._C ��"��-` ::�S�.r,.�r;c ,� .:N1.z''Qr!"v'=•-p,.�.ru^r;-%x''�.zQ".W Ve`i�m'.�_ r}�t, _ - n ..V iJ �� _Yr+': ' 11 114 - (2) 0.148 x 3 (6) 0146 x 3 (4) 0.148 x 9 525 1.750 1.75U 1750 454 1230 1,33D 7,330 i 1YA29 1B 59e - 525 2,61012,610 23% (4) 0,148 x 3 (6) 014B x 3 (4) 0.148 x 3 2.610 450 1.985 usub 1 1,9=5 .TF1b213;:'� �'1$: _t•SIe'..1$�i'c:a?h,s,��; • --Tr '�4)0`1t1Ei=z3•:�(�D148:x•3;(4).0;14&xi•Ye,",�.w_:ai4�Ani�„o'0,:```,�3"�6�.' - 9;19ti S�i1t1` ..:I,1.t0. THA218 1 18 1 1 i% 171'ic 51h 2 - (4) 0.148 x 3 1 (2)(1.1480 (4) 0,148 x T'A - 1.46r, 1,10p 1A60 - _ 1.110 t t 1r; t? 1+ IBC, TI1A218�2 16r � ,3}b .;1j 3 4 (P1 I,Q:'4@x _ Y 4 `l.'. ' u• !' '1:515• : FL. TA222-2116 H 3%22Ym 8 J 2 - (4)0.162x3Yz.p,0.162x3h (6)0.14Ex3 - 1.3iD 1 1C195 1,9_o j LA T��� o:. �..?I'-3�°'' j9" � :�Jr.,•`.;f_,�., -`(41iL�r',�'z;$';'�`.•(2i'8�718:x3' :�if1�8a�. _.� �� ,.. �`�%;:: %••c �' "rta9. 1'�65. • ��;1:6., ' THA4'8 16 1 3% 171:1 7'h 1 2 -R (4)0.162x31h (2)0.162X314 (6)0.14Bx3 - 1,960 1.995 1,995 - 1490 1,5i5 13t5 ` Aj THA426 14 1 3% 1 26 : 7r/a 2 -T 1(4) 0,162 X 3'k (4) 0,162 x 3'h_ (6) 0.162 x 3Yz - 2,435 2.435 2,435 - 2,095 2,095 2.095 l?i: `•7k•` h (.4:Qfl67.7C';'f ("gj'O:�GLx;,S' ;�;39�;' .:-'.f'2,865; 2.865 : FL ;Tilf1d27i2' •'93'i=�'2%; '91A ;(4):0.1$2n'C�%�; :d'`=„rr:3Q��.�A, ,2,865 THA426-21 14 7% 2615c 1 2 - (4) 0.162 x 31h (4) D.162 x 31A JIB) 0.162 x 314 - 3,330 3,330 3,330 - 2,865 2.865 2.865 �:x :�f,%��F=�� yv�s'�=w�' �i��''�`.i �":_`iy����:,, tf"�'��;t �:'�-4� xYy�,`�`. � ���"2`i'-' r�'�,�_, ;?`•;,,- N%. THA29 18 1% 9114a 5',& I 1 9114. 1 06)0.14BX3 (4)0.14BX3 525 2,265 2,265 2.285 450 1 1950 1990 t9;h F" a '' $ I: i3 + : - 13: ie_ �� - .1a�v: x . ra)ti i e'x3: _ W955 a s _ ,z _: � '- . `'2ot: • 1c5 THA21B j18 1-A 17% 51h - �c173Ss - (18)D.14Bx3 (4)0.1480 2,450 2,1501 Z4511 735 _105 21U5 21ti5 Tt?A?18?=11'•3 7'1 15" - ;1 1395 2:a"d5 2c�c` ,2.8a5' IEC, �(?jflifil3Yi(6)ff{62Y331 7,1�33�i(r-'"s'yi(t FL THA222-2116 31/e 122.'Ail 8 1 1 14% 1 (22)0.162x314(8)0.162x3rh`1,855 3,310 1 3,5'10 3.310 1.595 2.845 2,8451 2845 LA �.H�?173;=' ��fi?i151e,�'�.Q,.'kY.3�-•T •13i£.s:=�?•-;_y�; ,`�.4)�i:L4B)z�;i(�r4rt?SB.7,�;.�:��.'°.� '�.��-*�3� c '..35: -�'n� yf!�L1 ;=.505 THA418 1 16 J 36/e 17'h I TA - 141'. - (22) 0.162 x 31i (6) 0.162 x 3Yz 1.855 3,31U 133101. 3.310 1595 1%,845 2.845 2.245 n ZZNQD62x3'Y�'1e3.. V.9 .:d3"1 :ir9.:(2,BL72;8..2,E�5 THA426 14I335 26 7'�S+ - 1fi15ay� - (30)0.162x31416j0.162x3 1,855 4,415 4.480I 4.480 1.595 3,795 3.855 3,855 I ="=s-`'•(313Qj3tiEj`D152zs1z ram'; 'q 5.o p.µs??,f'_` 1i495 4445.'4;745 1.4,746 FL ;7:6e'_�:� % 14 7Y 26A 9N - 18 I - (3b, 0.162 x 31h (6) 0.162 x Th 1,855 8,520 5,520 5,520 1,595 4-745 4.745 4,745 1. Uplfl loads have been increased for earthquake or wind loading with no further Increase allowed. Reduce where other bads govem. 2. Wind'160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated loads for the TRA29 with 1 Ya' min. top flange are based on a si:tgie 2x carrying member, all other top -flange Installation loads are based on a minimum 2-ply 2x carryim member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or noler applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.146' x 1 Y nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.88 of the table value for 16 gauge and 14 gauge. 5, For the THA 2x models, one strap may be installed vertr=lly according to the toe -mount nailing requirements and the other strap wrapped over the iruss,chord according to the top -flange nafmg requirements (see drawing on p.186) and actdna full tabulated top-fiange installation loads, 6. Refer to Installation instructions regarding fastener installabon into carried loisq member. Based or. the installation condition, pals ad be installed either straight with straghted double -shear naling tabs or slanted. 7. Fasteners: Nall dimensions In the table are fisted diameter by length. See pp. 21. 22 for fastener Information. 197 Simpson Strong -Tie° Wood Construction Connectors Face -Mount Joist Hangers ��0% This product is preferable to similar connectors because �+ of a) eaderinstallation, b) higherloads, c) lower Installed cast, or a combination of these features. 14' ......- The double-shsar urger series, ranctng f rrl ttk ighi-cetjac'r<ti UJ5 hangers to ins highest -capacity HGUS hangers, feature irincvati,e double-siihear nalrhg that dstributes the load through tm~jo points on each lost nail tur greater strewth. This allows for fewer nails, fester 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 bad capacity and bearing than the WS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMA1 coating. See Corrosion Information, pp.13-15. Installation: • Use a 1 specified fasteners; see General Notes. • Nalla must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed for welded or naler apprications. 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- Sea p.12 for Code Reference Key Chart � I i Double -Shear I i Nailing ` Top View 'z Double -Shear Naiing Side View. Do not bend tab ,= Dome Double -Shear Nailing Side Vlew I (Avaable on Isome models) HHUS210-2 SIMFSON . MUS28 �r qtt"A: x Z. HUS210 (HUS28, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 193 simpsori Strong-Tre iNood Construction Connectors ` �$#Ijj�p$QH Face -Mount Joist Hangers (cont.) 1* 1. See table below for allowable loads. _'0mensroitsn,;F.asn4: ieEis" ' fy7if4:: � �_r_ :.:.,.• .'�n9?-; - ��e��.t. :.,. _^.Height° r LY)M. �r•'y:::'':::�.,_: -PgetU,herr'E.' �Nj@riSLe'r.::- Single 2x Sizes �• %LUS24_*'. "s;236=' :- {. 19/ill- =.$Y'-.•:=(ail,:' :[4)O.i9@7f3'1::.(2)01A8•X..3 (djU:lfli*tl I.= k (:1}:pi4013' ; MUS26 41Y. 18 1 ASS 5Y,5 1 2 1 (6) 0.1480 3 (6) 0.148 Y.3 HUS26 451,5 16 1% 5Y. 3 (14)0.162x31h (6)0162x3% •xic.�1S2G:��:';'4��@:;:�:12�.''?:`4 ee';.�g;` ;;sa....izo]m:Ysaz:�::.:;isjri.167s%•3l'r': LI 2B> t .:4344°;••}18 :j3ie;.-&`h• ;y3S:d .( 849' *'"A-0s740 MUS28 6%8 18 1pis 6sis 2 (8)0.148x3 (8)0.146x3 HUS28 61h 16 14 7 3 (22) 0162 x 3'h (8) 0.162 x 3Fz HGUSZB 6% 12 15/5 7% 5 (36) 0.162 x 314 (12) 0.162 X 314 :LUS2j0:. j.::�.'4t�s`; -- :;till:i' .;1`%ia'• ?�SS4 ` , O'l'3t•:.r,(6)�:1118x3-�.: i(A}: d:148x9:. ;H(1�21�,: `•_=83;.`•':..t:16:r::�1�` ,,:g:?_, :;�3;=, Z30j.01�X31z. ;(��4'j�27(3��:' :HGUS2ID,,:`.;8�si::- ?',;jz`•: •i:5a"' ij�?,aY:� �..5:� ' ,'(4fia D;( �SC01k�•it(]6)0:7G2ac+3 ., These products are available with additional conosion protecdan. For more homration, see p.15. O For sta bless -meet fasteners, see p.21. Man} of thase products are approved for installation ti R� with Stmng-Drive@ SD Connector screw.. See pp. 335-337 for more information. p.'..: a abfe'a[1sT :.: P. �ji..W.4?'`�NGiidxs (?31r=:,1J:: y._z: 3 it69� - rSP;iiloptattalffir�d's,;=: - P Imo; 'FIonL ,.;SpOtN' .:Tigof'r'trid.'''.;Uplrft) ; 16D)• "11001: ,1`0) .:f12:.;:f1f'.:;5160) - :SP.F/fIFQIIbVuable49adst; , '':Flooi`. Snow'- 'Auof. ' Wind f?00) (195)�:°. (124J, ,(1(ioj . Code . fief. Single 2x Sizes is ,,. -�990 8-,' �:$2 .:5�� -�IS5r• •,;7 2p` T :,"$ 25' •<iis ;`-- f1' "7".27', '86 iti:.::9g5:` _ ::565 _ • 6J5. '770,.' LU626 1,165 865 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1 1.000 IBC. FL 'fJlllS2f: �:2135i =a ?6�=' : -1� ., =LADS �;SfiQ • },SfiO.' : .560'' = 170 ' '. 955 ;1,09a:: '1;180.'('1•�[5 L4 HU526 i,J_D 2,735 3,0£5 ;235 3,£35 1,32D 2,960 3,290 3,280 3,280 1.150 2,350 =.660 2.780 2,7Er. ;HGUS26�;: ><!t:°•:.<399R=r<��(r��;4 .�?4;39D':r:S'Sr� =$,690• :'S22A`:r5;39D; ;Sr390;'::�'78t7..: -3�51.{ 36aC :3;8711� '•3;985• IBC. FL LUS28 11fi5 1,100 1,260 1,350 1,725 1,165 1,195 1,360 1,465 i,730 865 810 i 925 1,000 1.270 ;%1US21i:-_k�b.:..33(i,ir �'-:1;�21:•'11i75.',2J35' Z25S,',259::_1�30.'_:_7:EGO.`( 1;455« 1.SZ5 'fie= B FL LA HU528 1,760 4,095 4,OD5 4.005 4,095 1,700 A,095 4,095 4,095 4.095 1.480 3.520 3,520 3,52i ?h20 "72r5::Ii,325: =u,A.�FSXi•S:'ii'820 :3,J15•= `425i7: 18C.FL _WS210 1,165 1,335 1,53D 1 64D 2,090 1,165 1,450 1,6a'5 1.775 2,270 865 985 1 1.120 1,215 1.500 IBC, FL, ;1{115210 _%Jh3`::2A55: `2,5;i5• , t[12o. LA fGUS2ttT 2.090 91GD 9.100 9,10E 9.i0D 2090 D100 5,100 9,i00 D.100 1,545 5540 6.:00 6.730 6,73o I�G.FI. 1. For dimensions and fastener information, see table above. See fable footnotes an 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. rnaximum 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 ony to a maximum of 45•. Allov,'able loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" B'avei cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load. 0.41 of table load 194 Acute side speciry angle Top View HHUS Hanger Skewed Right joist must be bevel cut) An joist nails installed on the outside angle {non -acute side,'. U 9 i son Strong -Tie" ... EMM LUS/MUS/HUS/HHUSIHGUS These products are available with For stainless Many of these products are approved for instaliabon additional corrosion protection. ED steel fasteners, Mk with Strong -Drives SD Connector screws. For more Information, see p.15., see p.21. See pp. 335-337 for more information. B9 m 2D N =1 t 4"�Jlod'ef*: �iHlin.:: : �. 31et'bt 9 `> `�t.T birnefis(dti ar; ; _ .,,: =fi , j:.- `' y�asi.TAT m _ _ .�.�. �Z ,,,;_�: Carzpiri ';. ` Cai�ied a �elDklfi"r.< ' MCmhex :. "� 1S�A�llawab r'�' `^` S tiF able Loads' ' .:�.�-...ti.�....,.�__-,�., _ hlp)# =floc! j Sfilrr: 3lpn! ~ n ' .Uplift Cobh' Snow {;Doi : Wind ESE.: :1_3'•:-!'JSj: (17 +1` . bJ' 1160), 110D) '(715j :. (125j • {160) Code Ref.. Double 2x Sizes :kU52 2•^::.t':^JA: i8.13'?Ja:. 0�62x'•3�it" UJ" 1C"i:::: 1_';`9049•n9 0y=..__ f 355::690=;'.780 {:.fl45. 1'A70 1 L(132fi) _17A; ;HHUSZ6-2 14 3>,e 51e 3 (14j0162z3h (b)O,i62X3'4 1.3'C0 2830 3,190 3,fi15 4,250 1.135 2435 2745.2,93513,655HGUS2"o-2 12 3ii. Fist 4 (20)0162x311 (8)0.1'a2x3'h 2,155'4,340 4,850 5,170 5,575 1.855 3.730 4117014,445 4.795 :}{1$P$2.'_u:.!r< (x3 4Ol23Th°�3;$ ti' 2Y190+a1301'28D 1385r1743 Be,FL'; i-i7Ya:5 iiGt� �egS•;: ,:'l2 34is j3Ss: F�' '.{36}A)G2 $ '(121)1E2Y3 ;923 3460;}t4B 4Fti;: 6a 2,7&6I'6;415,:6'4I5: •6-075WS210-2 :8 3''A 9 2 (8) 0.162 x 3Yz (30) 0,162x314 (6) 0.162 x3'h 1.445 (1,830 2,075 2,245 2,830 1245 1,575 1.785 1,930 2,435 HHUS210-214 31U 8r1. 3 i (10) 0.162x 3!h 3,55015,705 6.435 6,465 6,485 3.315t4.905 5.340 5 O60 5 i90HGUS210.212 35% 9% 4 (46)0.162x3Yz (16)0.162X3Yz 4,09519.100 9,100 9,1DO 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes }fG65fi9, Jl"�s; 2r�$":°ls:'5r =r(ZO)Di6x•3f°':'{Sjti{;c3'h::?j13d)r650.�51�'°;�8_5.5 3;730 ?L1`70: ",1. 4;795 IBC, FL ` ."'7z•;'a��tia= 'j21-0 16 i3tfi.t323 .1-0SQ , 46A�- 4 x i4fiR :`�i�0 64j5 .@:415- _fi415, 6;415 V+ 1 HHUS210-3 834 14 4914,e 8r/. 3 (30) 0.162 x 3Yz ((10) 0.162 x 3'ra 3,405 j 5,630 6,375 6,485 6.485 2,930 4,840 5,485 5.575 5,575 FL HGUS210-3 BIM 12 4% 91/4 4 (46) 0.162 x 31h {16) 0.162 x 3 Yz 4,095 , 9,100 9,100 9.100 9.190 3,520 7.825 7.825 7,825 7,825 Hcl7s •'� :U?5=•'7t:4's io3a.=?I' j5s ,;;' ) 7 h: i9j:oie2'a > ; Y �#; x ;fin S �;yed:I ,,, B.Z. 7:7 1i' fi ,:ia� 7;nD ISC.FL,I LA 8}p7S2x33�22jbilTi xi?69 1p1M. .0y115;1' :;900::E,`i9U 8:190 '$190: 8�90 Quadruple 2x S'tzes IiG,USE6-4:r7Y4 ';12 B9's Yi°S€ %a}-0r71F354>_8}A.'d:'.'40,4@39. .r`751i95'3730.4]7.D: AdA5,4,795IBC, FL, HGUS28-4 12 65're 71te 4 (36)0,162x3'h (12)0.162011 3,235 7.460 7,460 7460 7460 2.7806,415i6,415 6.415 6.415 LA HHUS210-4 14 6+% 8r% 3 (30)Q162X 31h (fD)0.162x 314 3,405 5,630 6,375 6.485 6,485 2930 4,8405,485 5,575, 5,575 FL :rQ2Dtl.;520 782f1::7,825 7825:1,7,82518 1 c;•�2'h•54;. ;66:OZfi2X•SYz':229ris2X3ti.�;s9?r:lA;(2�.'12 aD,�,,,•,, z12,i�,9p0.:$7�1P; 6;ia0:9�71D.�6;710 4x sizes 1 5 6 : '� ; :43$:: ;i8`• 3�?a:.1 : 2_ 4f b i5P 7C3' c _3 �fi'Zk:3'> `: ' 6 • . 'Y7 `2fi 87U :: _88J" 1V-P§ F 5 1:090' 1,3.0: 16C, FL' 4 ';HTi))54fi:� ?Ic",;12:.';t1''?4r4�2i3F�.T27i3�'�'()1SP-xt3''fi . O,:.._ o 3 : 90 ; pSG'``. ram_ 1�955 8;730; `4;170 4;4�5 d, 795' 4'.k :.° : 4jflfiQ;3."h'•::(8)(l,1. . 1 Q, 1ti5 3;436,.2�45 •493a'• 3,�55: ' WS48 431. 18 I39/�s 6Y'. 2 (B)D.1620% (4)0.162x3Yx 1,060 1,315 1.49011.610 2.0301 910 1,130 1,280 1,365 1,745 [Be. FL! ` HL'S48 6'% 14 3% 7 2 (6) 0.162 x 31h (6) 0.162 x 3% 1,320 1.580 1,790 1.930 Z415 1 1 13511,360 1.540 1,660 2,075 LA HHUS48 61A 14 35% 7Yc 3 (22)0162x3'hl (8)0162x3!h 1,760 4,255 4,810 5,155 5,98011515 3.670 4,135 14,435 5,145 j HGUS413 61Aro 12 I35% 7M, 4 (36)0.162x3'h102)0.162x3Yx 3,235 7.460 7,4660 7,460 7,450 12.780I6.415 6.415 6,415 16 415 1 i1DSQ p :=,Syi4;:_ I(i; 3 st �3i.:: 2'' (8?Ua¢�y,9?F'• 610� - � 8 Q 4 2B I3''aj2 #:5i :17✓)5' • '930- 2;435- r ;tiIEJ341Q'r ;:;;; '1 ,ast�. 19'.:.."•3% ;(?0162�13Ji{1D).QJ62 j9.f�_5 ;6535:' q:[c.1 )i9D$ 5:635 .a,S3 5575 t {GUS}4tff'_- i3%�� `.': asr4'9a5sc: 4:p 3's (4.61O.j6 i(3_'ha 6)0;162.x:: D�3 911Ia 9llii%;9�t311 9, (?D°=85'c0' T825 tvs' 7,825 7,B25 IBC FL.. LA ! HGUS412 107/,o 12 35A 10'/�e 4 1610.162x31/2 (20)0.162x3Yz 5,695 9.045 9.045 9,045 9.Ga5 ;900 7,"c0 7.7BG' 7.780 7,730 HGUS414 r 11 /s 12 5 3 % 12Yw 4 (6fi10.162X3'h (22)O.i62x3Yz I 5,695 10,12510,12510,12510125t=�,900 b.190 8,190 8,190 8.190 t � Double 4x Sizes 'T,820820 7,82D FlG175�37j1?�'%j{I�da:'7=.,§Lc HG�ST�74 lllix.il2< 75%i( LO$, 25�c Rq'iSEZTlaC1j}s(2M:16ZXfe=(Y3$ �.`-0 .((i.D.15z3yf;lf��%Q:1Et83?z;09ff: 95'- _ ;D ' :o•DQii%{11 3-29 380Q95 '43T0 9;U3D {7995.7995 :034 �'9;039 7,995 8;030 `L r. Upnm roans nave Dean tncreaseo for earthouake or wind loading vith no further increase allowed. Reduce whare other bads govern 2. Wind (160) is a download rating. 3. Minimumn heel height shown is required to achieve full table loads. For less than minlmum heel height, see technical bulletin T-C-REDH-EL at strongtie.com. 4. Truss chord cross -gram tension may Unit allowable loads in accordance witil ANSUTPI 1-2014. Simpson Strong•Tia' Connector Selector' sol tware includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact S'unpson Strong -Tie. b. Loads shown are based on a two-ply Px carying mem0er rnmimum for nalled hangers. Wit 3x carrying members, use 0.16--2' x 21.' nails in the header and 0.162' x 3W in the joist, with no load reduction- With single 2x carrAng members, use 0.148' x I le nails in the header and 0.14B' r. 3' in the joist. and reduce the load to 0.64 of the table •slue. 6. Fasteners: NaB dlmansions in,he table are fisted diameter by length. See pp.21-22 for fastener information. 195 196 HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail pattems I designed specifically for shallow heel heights, so that j full allowable loads (with minimum nailing) apply to I heel heights as low as 37/e°. Minimum and maximum nailing options provide solutions for varying heel ; heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member t up to 1f2' max. to allow for greater construction tolerances (maximum gap for standard allowable loads Is 'Is" per ASTiJI D1761 and D7147). See technical bulletin T-C4-iANGERGAP at strongtie.eom for more information. Material: 16 gauge Finish: Galvanized i HTU26 Installation: I • Use all specified fasteners: see General Notes • Can be installed filling round holes only, or filling i round and triangle holes for maxmum values j • See alternate installation for applications I using the HTU26 on a 2x4 munyng member or I Min. heel HTU28 or HTU210 on a 2x6 carrying member height for additional uplift capacity pertable Options: Typical HTU26 Minimum Nailing Installation • HTU may be skewed up to 671/:. See Hanger I truss and carrying member Options on pp. 98—,99 for allowable loads, HTU installation for • See engineering letter L-CrHTUSD at strongde.com Illi Standard Allowable Loads for installation with Strong -Drive? SD fasteners. ' (for'12' maximum gap, Codes: See p.12 for Code Reference Key Chart use Altemate Allowable Loads.) I Many of these products are approved for installation with Strong•Drive° SD Connector screws. See pp. 335-331 for more Information. Standard Allowable Loads Na" Maximum Hanaer Gael SIMPSON ARemate Installation — HTU28Installed on 2x6 Carrying Member U-UU21 0 similar; ::�: _ ip' ,';;�;;�a'e`.- i., r =pim•.eitsio'ns�ip�. ,.�,. - .Fasiener's r6. _��,` - - _ d �'.. _a„?_ ;`�'.a�` 0_ e-Iu`" ``: `"•„ . Q.,.t-;.�... FRSF;Agm+�Gl;_'fads��•;.;s - .. ` ''� • �QF%I�Fi11I9w,'abteisads . ::Tin:; ,:Catf{ng c, _GadEtl� �•`A!1•ipftier;,'_ti{1?tljY:^f1U >. x .`• . AliP(. Florins ,',:1io'a{ tiNinilUp6iY.t•�(uPr.':Sit6w''Hopf'i:l�llnd, r( — :. Dodo Ret. ..i'= _ - ;;"_.,. �:hTgm'tierk .a__:1._ 2 ��60r,`(]6g]..�•(1D 0}:..I I.(115).::Z Single 2X Sizes 'HTlJ2tf'.7'::.T'•'� . ;;3�2 � `'I•iti(: `.5ns.;3�le- f20jd)9G2iia�, :(t1)�,'148.xalzi "'��.` �-•� � : — �r �'S�' '• �56 :: I.e"$g• is ',6"c9::: i-.63D= ' i;630 <H?11?fi(Miny c i:3; = ' ;j'__]. �'�,�;(20}6�o2x3 i .. : t 1°!:: 4 ,125D 200 = . ,....(S>.'�%:1,075;.,•°tESR �•Z015 ; ;015° 2;U15•: 1lTll2fi (MaK}�:;_ .• 5lic : t" 57fy;r 3 h; ;(20f 4:1S2x _i (?b D'1'48:f;7'{i: =b._ K g tad Oj , rt2! tl�SD ],335 12 530 : TSB' :3 (lt }: 450'. 18C, HTU28 (Min.) 37A j 1 % 71is i 312(26) 0.162 x 3's4 (1410.148 x 11A 1,235 3,820 3,895 3,895 :.3,895 1,060 ; 2,865 j 2.920 2,920 12,920 FL. HTU28 (Maxa 714 1 ys 71:s 1 3%2 0) 0.162 x 3111 (26) D,148 x 1 i'i 2,020 3.820 a 1.15 4.655 ; 5.435 1,735 : 3,285 ' 3,710 4 005 14,675 LA f1?lftiG. (�in.G =; •;=alit : j�e (9)<c i•3;5 a-E�2] 6,-11KRI' 44 (AJ9A48 •13iT `��S� a : 3p ? v{is k3DL ' ::l,ld5 ; _ L5 (cv �.7a', 3,Z n "3 2�5 f(Tt1210:(MaXjz',?91�; Tsi/2.:`(32Lb162 Sin (32}D,78Xi1�%i' i9t3h5:diTv�IN. S199S;'.2850:::d;045_:i'a.c5` ,4936 t,155 — Double 2x Sizes NTU2b•Z�NW:) $',aa, 3 c ;5rhs 3t4"X20):0162k3i , ^{11).Ql#BiXg. *"5r�i, §s1�1:.=i;32 xOfl a9t9FD; 1,305: 1�50'r2g90. S'.255. ,2495•. . T112Fr2 {MaX Y Wiz';: •33Sa ili?be i'a'fr.� izo]'ua01 : D)A$SBX•�:= aZ�� 4➢ �� a�$ +r s�ij. �� 1,Bi0 ':2� 0 _ � 455, " 08D• 3,655 HTU28-2 (Min.) 371s 3% 71's 311 (2610.1621t3im (14) 0,148 x 3 1.530 3,820_ 4,310 3,820 5315 4.310 4,310 1,315 2,865 i 3,235 3,235 3,235 18C- FL LA HN28 2 (Max.} PA3 t s 711e 312 (26) 0.162 01/1 (26)0.148o 3,485 4.655 5.825 2,995 3.285 ' 3.71u:. 4:Dp� _ i0 2111-2(Wi 1�•.: 3?4 v 5f%: 9Y% yy.':(32]sDi162.z 3T 5$14) lJAX9.)S•?i;_ 5 i _ . �' s S;l� �',.ai g ss t 415., 51b,: 3,55Q1--ajOW 3;B10. j.%§10 :HTU21D-2IA)6T i%4 M: r3 c,.9i5s''{!?rr` (3 At82z'$n, ;(82ji3;#43Y3;' Q='. 7tfa: 3Rp' :"�}7 jv'b8,::g;535 4;045 •¢vc5 :=:930: •5605 i iaN, i,u, n , ?roam yap is measurea oetween rna joist (or truss) end and the carrying member. 2 t mum heel heights reomdred for full table loads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further ncrease allowed Reduce ::•here other loads govern. 4. Wind (160) Is a download rating. S. For hanger gaps between 'A' and 1a', use the Alternate Allowable Loads. B. Truss chord cross -grain tension may runt allowable loads to accordance with ANSVTPI 1-2014. Simpson Strong Tien Connector Selector' software includes the evaluation of cross -grain tensor in Its hanger allowable loads. For additional information, contact Simpson Strong-Tle. 7. Loads shown are based on a minimum Avo-pty 2x caWmg member. For single 2x carrying members, use 0.148' r.115' nab in dta header and reduce the allowable download to 0.70 of the table value. The a0ovRble uplift is 100% of the table load. S. Fasteners: Nan dmensioms in the table are fisted diameter l y length. See pp. 21 22 for fastener information. a 0 r5 Sinipson Strb-ng-Tre Wood Construction Connectors SIMPSON•: _ ,zS�ilillF%c: Face -Mount Truss Hanger (cont.) i MMany of these products are approved for Installation with Stmng-Driv& SD Connector screws_ See pp. 335-337 for more Information. Alternate Installation Table for 2x4 and 2x6 Carrving Member = Minras�eners�iii _ `.F : A f?ilf4'dL xs-' SFEIf(FAllawatife.Loads; - E yMorlEf r: '11gef : ;' - H"yf!�:' t�jn�mum _� "'ing"• `.:CaiFliid `., r:- 7nR�k:.Sn6w.,:�`Ronr.'ftid . URlitt ,FIRor ':•$now:•,.;;130oJ:'• :Wind Code Ref. :•....`;,' ;,dim •19ember _. :.. = Mem6 j: • @lemli' . �•: .FY::-.�.'13c��""�1... BD _ 100i. r 1:;;`"C4�1 (10 75%rc 25 _ 16D 160) ;� ' (115j ;:�u. �';�,y?'`l HTU26 (Min.) 37h (2) 2x4 (10) 0.162x 3'A (14) 0,1n8 x t /h 925 1,470 1,60r) 1.790 I S 795 ' 1,265 1.430 ! t,540 1; t i5 i HTU26 (Max.) 5'h (2) 2x4 (10) 0.162 x 31Fe (20) 0.148 x 11ri 1,2n 1,4T0 1, i60 1,790 2.220 1085 1.265 i,430 1,540 !210 IBC. fit r7�/ac`• 1(Tt17B'{itj ': 2i6:;201 1B2x'd'/z ti01�8z1'z '( �'...6',3'�0:i'.�' 2 ,. 4GQ51*L;FL, 530`',�,9`5%•.4t180:."a3BU.: - LA _ '�?). ,.. :( •,Q ...... _- ;2 373:.2,530 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative Installation is'.5'. 3. Wind (160) is a download rating. 4. Fasteners Nall dimensions in the table are listed dameter by length. See pp. 21 22 for fastener Information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) • ±, ;�jir(ao lgns (in:j'_ ;:sF ors:( ` ,•: asfe:4 n : rUFISP t111mia�7hlana`dr .' = �eFIN€llgnvuahSeY uQs' :� `.p.e :}frode eel: ��A)letg6er.C,^I;;.':,fJleintiel'•'+a�{6;(7:UU,':(,5,s rd) tAtdr•':.,Snbw.. aoi; ".Wind;.:11PliB'.:�1oor uP r, !• ,Sribw' :: iouf...lti((. "Ref.I •,'; 1i?+9hf .'� `:(??5�!i b0)`„j16oj':(7gD)r (115j.; ,•:(t?5t,i.(16D):' Single 2x Sizes �.7,�� {N26•. -_ 4 .y1iL'•! 55/�„, �1.(u'.��4':�/F'v .ram j,+ )LJI,, t< v• )_.i�:�_ ,";,:s.: :hii� 7c=n. ;y �� _�.,'.•_Y a+i. �`., y �i - •}•ae� �'S_� 'ylE. y8.r0 .: i,51,13 - :i;t+i0 i:5.tr' i ifTU28 Alh :H171262R7azL, (,:. -.�-: `.511 sf. 1's%°;5n5*3�z• s:.3%aa ,(2Uj-0:162X3 :�201fI162:a91�i:' _ ,. , i4)'A7T3;X0''h• }0:4$tttyz t� ,�� ' 175. ]g21ri943-9;9a ,- 294(♦ -.,,-�._ 311?4`:3Xf1U � � _- 9 •� _- ���'•-� 3711D 'i:Q1R : 055. 1955: 1955`{ );955. 3 '1,D4� TB.54.':20°D, - 2,SEa `.'c,205 HTU28 (Min.) 3r/. 17.1 7% 31h (26) 0.162 x 3'h (14) 0.148 x 11h 1,110 3,770 3.770 1 3,770 3,770 955 2,825 i 2,825 2.825 2.825 FL, i LA HTU26 (Max) 71/4 15S ( 715s 3'h (26) 0.162 X 31/z (26) 0.148 x 1 vz 1,920 3,820 4,315 4.655 5.015 1,695 2,565 3. _35 3.490 13,765 I "ri: i •:. 3?1a . �'-a:i's� t:9'i'io`• �'�a%i:• •(3 •I}7B21C3 . �:(1:41:O,14,j#.x a•Yx` � +`I ti!i•''_", 0, .':;3;G'0A Q: -3`6t)(A;: .U7 •,' ;;�L,,lOI] ; 2.700,i .2;Z00 �:2900 }fit 121A'(�VI�_`•:^917, 4�Y�'9�a<''�z (32)D73:C32zi3t8X9flrr_531d�7P5024 fh500 2800 j3tl30 37G� 3%b5 $Z65 Double 2x Sires ,f(1•U1fi-'L'{A'(in:k �t%,� .35Ss'' 57''s;'_.rt�r'�;(20J.A;`lf2i(3t�,'�..(t�dl�(x3+�r1s��29`Off_s`�„��`��;3t'�1?ti,���0(3�=1305 ifiu2E`(Ataxj;t �'/?.Ss� SYiS1±zOjfl1BZ7Cti3'i•,�{21AB:x2.'.• -13.40 �Y4 J 3D05D0 '1;65,'-2206.':22U5< 2,2©':2r2G5. HTU28-2 (Min.) 31h 35'v 171As 3% (26) 0.162 x.3''h I (14) 0.148 x 3 1,490 3,820 3,980 3.980 1 3,980 1 1.2.80 1 2,865 2,985 2.985 i Z985 IBC, FL, HTU28-2 (Ma)L) 71/4 ; 351. 73Se 3% (25) 0.162 x 31h (26) 0.148 x 3 3.035 3,820 4 31b 4,655, 5 520 2,610 r 2,B65 235 13,490 4.14(r LA 3Yt L('2}Aatfi23191� '.�%):Ol?($'X j _ ; 'i'35s ... ?I tea` �. `t _ . t _ .. 5151U' . .:3794%.`3190`:>3f79b- 3.190' _ ;3315. '3 30= ,3 984 ?1.36- ,4.655 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member, 2. Minimum had heights required for tug table loads are based on a minimum 2:12 pitch. 3. Upfr't loads have been Increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern, 4. Vdrnd (160) is a download rating. 5, For hanger gaps between W and %', use the Altemaie Allowable Loads. 6, Truss chord cross -gran tension may Emit allowable bads In atxrordance with ANSVTPI 1-2014. Simpson Strong TLA Connector Satectoro sofi`rrare Indudss ft evalu-dU n of cross -grain tension in its hanger allowable Icads. For additional h1cimraion, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum 1wo-py 2x carrying member. For single 2x carr ftg members, use 0.148' x 1'A" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift Is 1005-., of the table Idad. B. Fasteners Nail dmen*ns in the table are fisted diameter Ly lenotft. See pp. 21-22 for fastener information. ai� rl z<MA 197 Simpson Strong -Tie =' tvocd construction Connecrcrs 51MPSON ' ■i Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers vAth 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 concealers flange (face flanges turned in) version of the HU. • HU is available with both ianges concealed, provided the W dimension is 2356" or greater, at 100% of the table load. Specify HUC, • HU is available with one flange concealed when the W dimension. is less than 2%s at 100% of the table load. Specify as an W version and specify flange to conceal. • For any HU or HUG shown in this catalog, the user may substitute all face nails with W x 1 yo" Tftene 2 sinews (Model TTN2-25134H) for concrete and',.' x 2-Y4" Titen 2 sera vs tt b:)dal7 TN2-2S 341" for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or BVP sec5ns: Material:14 gauge Finish: Galvanized; ZMXV and stainless steel available Installation: • Attach the hangers to concrete or GFCMU wells using hsx-head Titen 2 screws. Titen screvvs for GFCMU ph" x 21W — Model TTN2-252344 and for concrete ('/: x 1 W — Model TTN2-25134H) &-a not provided with the hangers. • Drill the Vie -diameter hole to the specified embedment depth plus W. • Alternatively, drill the Yis -diameter hole to the specified embedment depth and blow it clean using compressed all • Caution: Oversbed-diameter holes in the base material will r educe or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Nts are available. They include a llt? drill bit and hex -head driver bit (Model TTNT01-RC); a lia" x 4'W drill bit is also available (Model MDB18412). • A minimum edge distance of 11/? and minimum end distance of 3Th" is required as shown in Fqure 1 tor hull uplift load. • \M ere no uplift k ad is mquireJ, a triniinum end distance of 1 li" is psm»tted. Codes: Sea p.12 for Code Reference Key Chart Concealed flanges HUC410 "dBeE dt `e ie=P NY 'Yi%3••i info, F HU214 Figure 1 — HUG410 Installed on Masonry Block Find Wall Figure 2 — HUG410 Installed on Masonry Block End Wail 237 HU/HUC/HSUR/LTi Medium -Duty Face -Mount Hangers (cont.) a These products ere wabble with additional corrosion protection. For more informarton, see p. 15. 1 3-7- n MW 7 e HU26X (4) IA x 2% (4)1/401/4 (2)0.148x11h 335 i 1.000 335 1,545 HU24-2 HUG24-2 RIAX21A (4) V4 x VA (2) 0.148 x 3 3130 1.000 380 I 1,545 N "'V 4P - ON2 HU26-3 (Min) HUG263 Cwffln) PI/4X2Y. (B)YXIY- (4) 0.148 x 3 760 2.000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12) % x 2V4 (12)Y4x1Y4 0.148 x 3 1.135 3,000 1,135 3.950 A ,w LU2 HUzlOx 00%xvv, (8) Y, X 1 'A (4) 0.148 Y. 1% 545 1 2,000 1 760 1 2,415 2i U_ f HU210-3(Min.) HUC210-3 (Min) (14) 'A x ZY. (14) V. x 1 1i 1 (6) 0.148 X3 1.135 1 3,500 1.135 4.970 HU210-3(Max.) HU0210-3 (Max.) 8) IA x 2:144 8)/4 X 1% j C-.0)0.14BX3 1.800 4.500 1,800 5,085 " 2A YM. t "M H1.1212,2Qfin) HUC212-2 (Min.) 0 6) Y, x 2±4 6) Y. x 1 Y4 (6) 0.14E x 3 1,135 1 4.000 1.135 4,920 HU212-2 (May..) HU0212-2 (Max) (22) 114 x 2Y4 (ZZ)/4 X 11/4 00) 0.148 x3 1.350 5,085 1. ...... . . . . . . . 4 VU :2 HU214 HU214X (12) A x ZY* (12) 1/4 K 11/4 (6) 0.148 x 1 Yi 1,135 Z665 1.135 2,565 - IUC2M... . WjW: :. ; t--h HU214-3 (Min) HUC214-3 (Min.) (18) 1/- x 2314 (18)/4XlY4 0.148 x 3 1,515 4.500 1,515 1 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24) 1/4 x 2:Y4 (24) 1/4 x 1 V- (12) 0.148 x 3 Z015 5.05 2.015 5,085 • HU216-2 (Min.j HUC216-2 (Min) (20) 1,14 x 2Y4 (2 0) Y. x I Nk (8) 0.148 x 3 1,515 4.920 1.515 4.920 HU215-2 (M-=) HUG216-2 (him) (2 6) 1,14 x 2.31. (26) IA x 1 3Vk (140.148x3 2,015 5,085 2,015 5.085 U$V_ HI k L_" 2 r (10, lN HU7 (Min) (Not available) C,2) Y4 x 2Ya (12) V4 x 1 (4)0.148xlY. 545 Z980 11 760 2.980 HU7 (Max.) (Hot available) (16) '14 X 2Y. (16) Y4 x 1% (8) 0.1 4B x I 'A 1,035 3.485 1,085 3,485 % Up 4)_ A. M. z -7 HUll (Min.) (Not available) W)/4X2:K (22) 1/4 x 1 V4 (6) 0.148 x 11/. 1.135 3,230 1,135 3.230 Hull (Max) (Ibt wiallablB) (W) 114 x 21A (qO)'/AXJ% (10) 0.146xl'A 1,445 3,735 1,445 3,735 HLI 21.01in"* vi 4 avw 4 f tft Y4: .4 .ay 238 STAGGER JOINTS - TYP.• UPLIFT/SHEAR AN EACH TRUS5 -SEE PLAN t\I NOTEi ADD'L FRAMING NOT 590JN FOR CLARITY 9KI RAISED HEEL TRUSS SEARING6cAm ma RAISED HEEL ROOF TRESSES AN ROOF SHEATHING- SEE SOFFIT/FASCIA. SEE ARa RAISED HEEL ROOF MISSES -SEE PLAN RIBBON BOARD-- • . SEE SCHEDULE FOR SPACING FASTENING TO w BBON BOARD- SEE TRUSSES .HEDULE FOR SPACING ISTENIN3 TO TIZJ55E5 WALL SHEATHNG-SEE PLAN - MIK 15/32' COX PLYUlOOD OR IA&- OSB WITH ad GUN NAILS GYP. c=_ILNG- -MASONRY WALL- (0J31' X 2 I/!') a 6' O.C. TO RIBBON BOARDS UPLIFT/SHEAR SEE PLAN 4 ANCHOR EACH SEE PLAN TWSS. SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD MASONRY.UTALL- INTO END GRAIN OF ROOF TRUSS SEE PLAN BOTTOM CHORD RAISED HEEL TRU55 E3EARIN 3 5 sexF,ma SKI RIBBON 5CHEDULE DESIGN CRITERIA RIBBON MATERIAL F95BON SPACING PJ135C ! ATTACMENT WI(•165 MPH f2) 12d GUN (0)31' X 39 (Vaed•128 MPH) 2X4 5PF'2 24' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS volt-150 MPH (2)12d GW (0.131' X 3') (Vaedr135 MPHJ 2X4 SPF'2 16, To EACH TRU55, (4) EXP. C. NAILS AT JOINTS ENCLOSED moo. G 1 fire Oa; TO U a99 0 1. 0 0 sxen mie cnutixwuunort nnu wnuue: u , oum+ro rmn,we n SK.1 11 Plggyloack Detall - ASCE 7-101 180 mph, 30/ Mean Hgt, Partially Enclosed, Exp, C, Kzt=1,00 180 mph Wind, 30.00 ft Mean Mgt, ASCE 7-10, Part, Enclosed Bldg. located anywhere In roof, Exp C, Wind DLm 5.0 psF (min), Kzt-1.0. Or 160 mph wind, 30,00 ft Mean Mgt, 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 supporting piggyback cap trusses must be adequately braced by sheathing or purUns. The building Engineer of Record shall provide diagonal bracing or any other suitable anchorage to permanently restrain purllns, 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 loads, Piggyback cap truss slant nailed to all top chord purlln bracing with (2) 16d box nails (01351x351) and secure top chord with 2x4 q3 grade scab (1 side only at each end) attached with 2 rows of 10d box nails (0,128'x3') at 4' a.ca 12 Up to 12 L—Tap Chard Scab <Typlcal Each End) ++ Flat top chard 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 nalls (Od35'x3,5'). Flat Top Chord <= 36' r In addition, provide connection with one of the following methodsi Trulox 2BPB Wave Plaavback Plate Use 3X8 Trulax plates for 2x4 chord member, and 3X10 Trulox fates for 2x6 and larger chord o.G (4) One 28PB wave pi gybeck plate to each face lag' o. Att heeth to I back at ti of fan. €tach to gr�ing truss Oth members. Attach to each face fl 8' with 0,120'x1.375' nails into cap bottom chord and C4) be fnbrlca supo (4) 0,120x1.375' nails per Face per pty. Piggyback plates may be staggered 4 o.c, front In base truss top chord, Trulox plates may to hack faces. staggered 4' o.c. front to back faces. APA Rated Gusset B'x8'x7/16' (min) APA rated sheathin gussets 2x4 Vertical Scabs 2x4 SPF N2, full chord depth scabs (each face). (each face). Attach @ 8' o.c wIn <8� 6d coPnon Attach 8 8' o.c. with (6) lgd box nalls <0.128'x3'), (3) In (g.1131x2') malls per gusset, C4) n cap bottom chord and (4) In base truss top chord, Gussets per scab, (3) In cap bottom chard and base truss top chard. Scabs may be staggered may be staggered 4' o.c. front to back faces. 4' o.c. front to back faces, VAId@I[As DEAD NID na.wv AE1. MTES Ox T1as Ixavnws nW MTMT>v F1l71aS11 ixls DpAVWG TU ALL �RPACiala B7LLW01a TIE ])ITTAl1ERS, In—=1, LI V V L� Alpinq a dvfsbn oP 1TV VAO Cmpanmta Wup b,c. shaU mat be naPmWhb for ony d.dutbn f AN rIWCIDMA4MY this drwine, my fallre to 14W the AM" h conPorernc. IAh ANSE/TPl 1, ar for hanWno, hbdno, h.tallatbn A. hndM of +Wows, A —1 —�M.tp Co Ustiilnpg,n W. dr-610 Meats acc.plm. of PnP.w tonal .n*,as loryc of the D*.— dV�' WrYAtSNP! 1 S.*9 d—.kq 1333E Lakefront adv. f_ any tnsv s �� nWonsMky p E.Ah City, MO 03046 ALPINE, w..a pjnjdt an1�1P1n�ie� 1pbsatwVj SS➢EW > ww.GbC nd(atry.Gmy Gin tuof.nrg his SPACING 24.0' EF PIGGYBACK ATE 10/01/14 RWG PB180101014 Zertall e TOP, Oi'0rc1s 'bf�- �rustses ayppqrting glqgybac k- cap; *ki Qs'adequately. bid;ed3Vz�hFro'bhlnj6r p0ldnse Abe*-bulldinq gn pfRqcor� sh* pit rpy dedlabon'p;bracing' q4,;ahy other suUble andhor69et 'pdrmqrntT; r-.R#rqh purtmik land l�te-al braeltig for oUt of ptanL- (bas 6Wr :gable ends. . Refvr ltolh§lnebrl's 'seated -1;rLiso_ dLisle. c§ ft for. 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PP ON �x....�:'JiAl)((llSfli{Ifll�l�'? co'Rf!7.I.1fC� 0 s docurnent has been elect-orticarty signad and "stet# using a Ugitsl 5igftat3rt;a. Printed copios M t et art ar4mel signatuso rrdrstbe venned using the of nal oteMonic VaTsion. COA #0 278 10129/2021 No. 7t 081 1 STAft- !F, ALPINE AN:ITW COMPANY Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando; FL 32821 Phone:(800)755-6001 Www.alpineifw.com 'Site, nformatton - -, ' ' Pa e, - Customer.- Carpenter Contractors of America Job Number N334504 Job Description: 7A5/320 ,182ED,F ,02G',RIOI / 1828/CALI/4EBB EL_EV.D/F Address., Job En ineern 'Criteria: Design Code: FBC 7th Ed. 2020 Res. tnteffiVIEW Version; 20.02.00A JRef #: l Xa l 89750090 Wind Standard: ASCE 7-16 Wind Speed (mph): 160 Design Loading (pst): 3T00 Building Type: Closed This package contains general notes pages, 29 truss drawing(s) and 5 detail(s). Ite►ri Drawing tJumber CruSs 1 301.21.1437.24490 Al 3 301.21:1437.25630 A3 5 301.21.1437.25072 A4 7 301.21.1437,25071 A6 9 301.21.1437.25350 A10 11 301.21.1437.225349 A14G 13 301.21.1437:25757 B2GE 15 301.21.1437,25412 C2GE 17 301.211437.25896 D2 19 301,21.1437.25414 V4 21 301.21.1437.25303 EJ7 23 301,21.143T25818 EJ3 25 301.21.1437.25834 'CJ5 27 301.21.1437.25678 CA 29 301.21.143T25615 HJ3A 31 GBLLETIN0118 33 VAL180160118 item Dra+ning Number Tress 2 301,21.1437.25115 AM 4 301.21.1437.25068 A2 6 301.21.1437.25413 A5GE 8 301,21.1437.25069 A8 10 301.21,1437,25099 Al2 12 301.21.1437.25070 B1 14 301,21.1437.24505 C1 16 301.21,1437.25740 D1 18 301.21.1437.25913 D3G 20 301.21.1437.26022 V8 22 301.21.1437:25771 EJ7A 24 301.21.1437.24459 EJ2 26 301.21.1437.25865 CJ3 28 301.21.1437.25319 HJ7 30 A16015ENC160118 32 CNNAILSP1014 34 VALTN160118 Florida Certificate of Product Approval #FL1999 Printed 10128/2021 2 42:01 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 131, B2, B7 and/or 1310 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es. orq . 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.sbcindust[y.com. Page 3 of 3 • , SEQN: 250001 / COMN Ply: 1 Job Number: N334504 Cust: R8975 JRef:1Xa189750090 T10 FROM: RWM Qly: 16 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DnvNo: 301.21.1437.24490 Truss Label: Al KD / YK 10/28/2021 6'17 12'11"15 19,10" 26'8"l 6'17 + 6'10"8 6110"1 � 10 10' 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: 3.97 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 #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. 5X5 E 39'8" 9'10" 19,10" 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): 33'69 + 39'8" 6'108 6-17 9,1011 29'8" Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.222 K 999 240 VERT(CL): 0.385 K 999 240 HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J Creep Factor: 2.0 Max TC CSI: 0.617 Max BC CSI: 0.882 Max Web CSI: 0.457 VIEW Ver: 20.02.00A.1020.20 $�,�� O° o o a 0. 7 1 COAXffitP N AL 10/29/2021 10' 1 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1711 /- !- /961 /309 /444 H 1711 /- 1- /961 /309 /- 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 1490 - 3155 E - F 1130 - 2029 C - D 1366 - 2875 F - G 1366 - 2875 D - E 1130 - 2029 G - H 1490 - 3155 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2759 -1207 K - J 2278 - 858 L - K 2278 - 879 J- H 2759 -1186 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 541 -134 K - F 530 - 745 D - K 530 - 745 F - J 541 -134 E - K 1362 - 605 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted 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 B3, B7 or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. 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 AN M CONTANY truss in conformance with ANSIr PI 1, or for handling, shipping,. installatton.and bracin of trusses. A seal on this drawingor cover pa4e 6750 Forum Drive listing this drawing indicates acceptance of professional encLmeenng responsibilittyy solely -for the design shown. The suitabilitand use of this Suite 3o5 drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 250030 / FROM: ALS COMN Ply: 1 Qty: 1 T11"2 T11"2 Job Number: N334504 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EB8 ELEV.D/F Truss Label: A1A 12' 17'1"l2 19'10" 23'8" 5'1"12 2'8"4-I- 3'10" =6X6 F 39'8" Cust: R8975 JRef: 1 Xal 89750090 T25 / DrwN o: 301.21.1437.25115 TCE / YK 10/28/2021 31'8"14 39'8" 8'0"14 7' 1 V2 1' 8'11 31 2'1"1,2 3' i 6'8" 8'0"11 7'11"5 1' 8'11 0 4� 14' 17' 23'8" + 31'8"11 39'8" 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: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W6,W9,W11 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. Plating Notes All plates are 2X4 except as noted. (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. * The 5-0-0 section of Bottom Chord at 8-8-0 elevation between panel points R and N may be field -removed as required provided that all remaining plate/wood contact areas stay intact and undisturbed. :)w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA 1w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE. HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.386 0 999 240 VERT(CL): 0.669 0 706 240 HORZ(LL): 0.168 K - - HORZ(TL): 0.314 K Creep Factor: 2.0 Max TC CSI: 0.791 Max BC CSI: 0.896 Max Web CSI: 0.765 VIEW Ver: 20.02.00A.1020.20 Laterally brace Bottom Chord above filler at 24" oc, including a lateral brace at chord ends. (Not required if 5-0-0 section of lower Bottom Chord is removed as noted (*)). r® 0.708 9 ejo a3 /it ist m a i e r lO COA �Aftkurlanoul 10/29/2021 N po O ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1556 !- /- /961 /309 /444 1 1556 /- /- /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 1 Brg Width = 8.0 Min Req = 2.2 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 1410 - 2745 F - G 1410 - 2068 C - D 2144 - 4245 G - H 1218 - 2103 D - E 1499 - 2794 H - 1 1423 - 2777 E - F 1658 - 2771 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2371 -1107 L - K 2402 -1107 Q - M 3738 -1614 K - 1 2406 -1106 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - S 814 -1523 M - F 2007 -1008 C - Q 1476 - 551 M - L 1864 - 604 S - Q 2850 -1327 F - L 492 - 506 Q - D 1271 - 562 L - G 452 - 368 D - M 825 -1539 L - H 475 - 688 **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 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 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 AN M COMPANY truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation. and bracing of trusses; A seal on this drawing or cover paqa 6750 Forum Drive listing this drawingg indicates acceptance of professional engineering responsibili(t�v solely -for the design shown. The suitability and use of ih!s Suite 305 drawing for any sfructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinsl.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 250031 ! FROM: RWM 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 " COMN Ply: 1 Qly: 1 6'1"7 Job Number: N334504 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F Truss Label: A3 12'11"15 19'10" 244" 6'10"8 T 0,10"1 4'6" =5X5 E 133 1114X4 Cust:R8975 JRef:1Xa189750090 T2 I DrwNo: 301.21.1437.25630 / YK 10/28/2021 33'6"9 + 38.8" 20'8" J 5'8" i13'4" 9.10" + 4 6 5' T 10 10' 19'10" 24'4" 29'8" 39'8" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: 11 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: 3.97 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; B3,B4 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W4,W5,W7 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. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.033 M 999 240 Loc R+ / R- / Rh 1 Rw / U / RL B 871 /_ /_ /610 /172 /444 Lu: NA Cs: NA VERT(CL): 0.082 M 999 240 Snow Duration: NA HORZ(LL): 0.011 L - - N* 247 A /- /156 f73 /- HORZ(TL): 0.024 C Creep Factor: 2.0 H 508 /- /- /427 /147 /- Wind reactions based on MWFRS Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.961 B Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.737 N Brg Width = 68.0 Min Req = - H Brg Width = 8.0 Min Req = 1.5 Rep Rep Fac: Yes Max Web CSI: 0.420 Bearings B, N. & H are a rigid surface. 20(0)/10(0) FT/Bearings B & H require a seat plate. Plate Type(s): Members not listed have forces less than 375# VIEW Ver: 20.02.00A.1020.20 WAVE Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 606 -1330 G - H 246 - 579 C - D 479 -1037 a ®. 08 1 0 • a s $Q �� 0 a® � 0 10/29/2021 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - M 1138 - 532 K - J 952 - 498 M - L 691 - 320 J - H 484 -143 L -K 967 -518 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - M 375 - 360 K - F 885 -1188 M - D 558 -150 F - J 573 - 255 D - L 559 - 715 J - G 495 - 484 L - F 769 - 272 —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery 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 applicabge. 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 jobs 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 pNRWCOMPANY truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa ga 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely for the design shown. The suitability and use of )his Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSIrr 1 1 Sec.2. For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 1072 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T9 / FROM: HMT Qly: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25068 Truss Label: A2 KID / WHK 10/28/2021 6' 1 "7 6'1"7 12'615 + 19' 20''" 27'1"1 + 33'6"9 6'5"8 �1 10 10' 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: 3.97 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,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. :5X5=5X5 E F 39'8" 9'10" 19,10" 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): WAVE 9'10" 29'8" Def /CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.172 L 999 240 VERT(CL): 0.321 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.123 K Creep Factor: 2.0 Max TC CSI: 0.480 Max BC CSI: 0.747 Max Web CSI: 0.625 VIEW Ver: 20.02.00A.1020.20 �v4yx «y1;$d 1 a °s @0 o. / 08 t led ®a X to COA AL I 10/29/2021 39'8" 6'1"7 10' 1 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 !- /- /963 /310 /427 1 1556 /- !- /963 1310 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 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 1542 - 2800 F - G 1182 -1779 C - D 1425 - 2521 G - H 1425 - 2521 D - E 1182 -1779 H - 1 1542 - 2800 E - F 1159 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1262 L - K 2030 - 937 M - L 2030 - 957 K - 1 2444 -1241 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -119 L - F 548 - 356 D - L 521 - 683 L - G 521 - 683 E - L 548 - 356 G - K 508 -119 **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 proper)Y attached structural sheathing and bottom chord shall have a properly attached riqid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates 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 BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANRWcoMFANV truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawin or cover pale 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of this Suite 3o5 drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; [CC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 1074 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xal89750090 T8 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25072 Truss Label: A4 KD / WHK 10/28/2021 7'1014 + 17' I 278" 7'1014 9' 1 "2 5'8" �1'+ 10' 0' 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: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; 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. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. ;5X5 =5X5 D E 011-ii 9'10" 19,10" 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)/l 0(0) Plate Type(s): 31'9"2 + 39'8" 9'1"2 7'10"14 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.149 J 999 240 VERT(CL): 0.279 J 999 240 HORZ(LL): 0.060 1 - - HORZ(TL): 0.112 1 Creep Factor: 2.0 Max TC CSI: 0.760 Max BC CSI: 0.755 Max Web CSI: 0.989 EW Ver: 20.02.00A.1020.20 cg'.•- - rpfr ��t C"ffip®m®.Hera P�+s a "e o.708 I ` a $ 3� e r .°' a • ® <4j . t COA as®..,.. gym.• ��, Hf�8t3t3�9iNa 10/29/2021 �n 0, m I 08'8" 10, 1' 39-13" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1552 /- /- l965 1318 /386 G 1552 /- /- /965 /318 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min Req = 1.8 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 1673 - 2755 E - F 1699 - 2561 C - D 1698 - 2561 F - G 1674 - 2755 D - E 1352 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1373 J - 1 1695 - 842 K - J 1695 - 863 I - G 2393 -1352 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 498 - 448 E - I 770 - 435 K - D 770 - 435 1 - F 498 - 448 **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 �roperlr 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 oT 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 Buildin4cLComponents Group Inc. shall not.be respponsible for any deviation from this drawing, any, failure to build the pNmvCOMPANY truss in conformance with ANSI/TPI 1, or for handling, shipping,, Installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing Indicates acceptance of professional en sneering responsibilityy solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the BuildingUesigner 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: 2500651 COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:lXal89750090 T11 ! FROM: RDP city: 1 7A5/320 ,182ED,F ,02G ,Ri01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25413 Truss Label: ASGE / 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 " �12'1 r75 i t"4 3 '6, 2'3'15 "4 1 '2 6'1"7 9'10" 1q'8° r 6'1 •� "I 3.8••9 -r1�•• r 1y0L 1•'14' 2.06••1 30......... 7�.'A"' 696.1" 21 �225110 F 6'1"14 1-(2 Tyj f1•°-I J bMk 84G4H 12 F LDP 35X5D05X5 AJ A(a) R 5APAZ BB TUAH AG AF AE AD ACAX w V =3X6(A1) =8X8 =5X5 =04 /a4X4 -6%6 38X8=3X6(A1) =-4X4 21' i 5 -k 13'8" 10' I 9'8"4 1 1712 5' 3'8" + 3 +�1 10' 19'8°4 21 26' 29'8° 32'8° 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: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W7,W1 4,W1 5,W1 6 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 0.128xY gun nails @ 6" oc. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 10.67 TC: From 76 plf at 10.67 to 76 plf at 32.67 TC: From 56 plf at 32.67 to 56 plf at 40.67 BC: From 20 plf at 0.00 to 20 plf at 39.67 BC: 128 lb Conc. Load at 23.21,23.79 PL: 136 lb Conc. Load at (23.27, 9.98), (23.80,9.98) 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. 1"12 3'10"8 -T 13'9"12 -� 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: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.106 AE 999 2 VERT(CL): 0.211 AE 999 2 HORZ(LL): 0.044 I - - HORZ(TL): 0.088 I Creep Factor: 2.0 Max TC CSI: 0.646 Max BC CSI: 0.645 Max Web CSI: 0.957 Ver: 2 D.02.00A.1020.20 0. e s COA 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 769 /- /- 1504 /323 /444 AB 2335 /- /- /945 /990 /- Z 1079 /- /- /484 /352 /- T 519 /- /- /398 /219 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 AB Brg Width = 8.0 Min Req = 2.8 Z Brg Width = 8.0 Min Req = 1.5 T Brg Width = 8.0 Min Req = 1.5 Bearings B, AB, Z, & T are a rigid surface. Bearings B, AB, Z, & T 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 465 -1090 I - J 391 -195 C - D 335 - 815 J - K 390 -199 D - E 399 - 762 K - L 536 - 262 E - F 411 - 759 L - M 608 - 296 F - G 397 - 678 M - N 506 - 244 H - 1 377 -185 S - T 228 - 610 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B -AH 922 - 479 AA- Z 375 - 227 AH-AG 486 - 261 Z - Y 388 - 286 AG-AF 486 - 261 Y - X 388 - 286 AF-AE 486 - 261 X - W 491 -156 AE-AD 486 - 261 W - V 491 -156 AD -AC 486 - 261 V - T 491 -156 AC -AB 479 -325 flllaximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp AH-AI 518 -256 AB -AR 304 -482 AI-AJ 555 -273 AR -AS 445 -568 AJ-G 519 -269 AW-Z 272 -747 G -AL 514 -933 AW- N 237 -676 AL -AN 498 -920 N -AX 683 -357 AN -AP 519 -955 AX-X 690 -352 AP -AC 540 -984 X -AZ 301 -478 AC- K 792 -505 AZ -BB 275 -472 K -AB 546 -1366 BB- S 326 -457 **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 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 bracingg 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 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 COMPANY truss in conformance with ANSIII PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy 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 ANSI/TP1 1 Sec.2. Fdr 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 A . SEQN:250035! HIPS Ply: 1 Job Number: N334504 Cust:R8975 JRef:1Xa189750090 T7 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25071 Truss Label: A6 KD / WHK 10/28/2021 7'10"14 15' 24'S" 31'9"2 39'8" i 7'10"14 '}" 7'1"2 'i' 9'8" 7'1"2 7'10„14 _6X6 =6E6 D T3 12 6 5 5X5 F C 0 W � W1 B G A H A.3 4X6(A2) =5X5 =5X5 =5X5=4X6(A2) 39'8" 1' 10' 9'10" 91101, 10, 1' 10' 19,101, 29,8° 39'8• Loading Criteria (psq 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): 0.159 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 /- /- /962 /328 /346 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- /- /962 /328 /- EXP: C Kzt: NA Des Ld: 37.00 ( )HORZTL: 0.115 1 Wind reactions based on MWFRS Mean Height: 15.00 ft Building Code: CreepFactor: 2.0 B Brg Width = 8.0 Min Req = 1.8 NCBCLL: 00 TCDL: 4.2 psf G Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 0. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474 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 1807 - 2729 E - F 1827 - 2537 Lumber C - D 1826 - 2538 F - G 1807 - 2729 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J - 1 1847 -1110 member design. K - J 1847 -1131 1 - G 2363 -1462 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 394 - 358 E - 1 628 - 300 K - D 628 - 300 1 - F 394 - 358 qii§tEt 8B I!&eFt tdfdtgpj� , -i� K. a r° a �y 3 \J s b s 1. ggg Op a`��✓ COA # iLiyi Ef%t48�B7S6'8��� 10/29/2021 **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 have bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall 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 applicab-le. 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 BuildincLComponents Group Inc. shall not.be responsible for any deviation from this drawing, any. failure to build the pN TWCOMPANV in ANSI 1, for handling, bracing trusses. A seal on this drawing or cover truss conformance with or shipping,, installation and of pale 6750 Forum Drive listing this drawing indicates acceptance of professional enginegring responsibilit(y� 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 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: 250036 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T6 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25069 Truss Label: A8 KD / WHK 10/2812021 6'9"4 13' 19,101, 26'8" 32'10"12 39'8" 6'94 6'2"12 6'10" 6'10" 6'2"12 6'94 5X5 1112X4 = 5X5 D E F 12 6 [7�1 2X4 W 2 X 4 C o_ G N W3i� B H A It_e'8" 4X6(A2) =5X5 =5X8 =5X5=4X6(A2) 39'8" 1' 10' 9'10" 9110" 10, 1' 10' + 19,10" 29,8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 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): 0.191 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 /- /- /953 1716 /305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /953 f716 /- EXP: C ICzt: NA Des Ld: 37.00 ()� HORZ TL 0.121 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Br g Width = 8.0 Min Req = 1.8 TCDL: 4.2 sf p FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 Soffit: 0.00 BCDL: 5.0 psf H 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: 0.754 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687 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 2014 -2780 E - F 1973 -2289 Lumber C - D 1925 - 2523 F - G 1925 - 2523 Top chord: 2x4 SP #2 N; D - E 1973 -2289 G - H 2O14 -2780 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2421 -1686 K - J 1982 -1323 member design. L - K 1982 -1344 J - H 2421 -1665 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 381 - 339 K - F 425 - 401 L - D 535 -183 F - J 535 -183 D - K 425 -401 J - G 381 - 339 ppttts3trsts€tl$r1A E - K 585 -391 8 m r m n p� L! s 00 o¢ 114 ���®•r:�onea�'®� Sys" �S� 10/29/2021 **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, functions. Installers temporary Component Safety Information, by TPI an SBCA) for sa practices prior to performing these shall provide bracing BCSI. Unless top have attached structural sheathing and bottom chord shall have a per noted otherwise, chord shall proper)v 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 Oates to each face of truss and position 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. ALPINE Alpine, a division of ITW BuildincLComponents Group Inc. shall not, be respponsible for any deviation from this drawing, any failure to build the pNnWCON3ANY bracin trusses. A this drawing truss in conformance with ANSI 1, or for handling, shipping,. mstallation.and of seal on listing this drawing indicates acceptance of professional engpsneering responsibilityy solely -for the design shown. The suitability -Designer or cover page 6750 Forum Drive and use of this Suite 305 drawing for any structure is the responsibility of the Building 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: 250037 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:lXal89750090 T5 FROM: RWM Qly: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25350 Truss Label: A10 SSB / WHK 10/28/2021 5'9"4 11' 19' 28'8" 33'10"12 39'8" 11212 5'9"4 8' 9'8" 5'2"12 5'94 ,_5X5 = 5X5 '= 5X5 D E T3 F 12 6 �2X4 W i2X4 T 0 C (a) (a) G n W3 ' n � i B H - 5 A 4X6(A2) = 5X5 = 5X8 = 5X5 = 4X6(A2) 39'8" 10 910 910 10 1� �1 39'8" 10, 19,101, 29'8" Loading Criteria (psi) 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 L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- /- /940 1718 /264 Risk Category: II BCDL: 10.00 Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 1718 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.127 J Wind reactions based on MWFRS Mean Height: 15.00 ft Building Code: CreepFactor: 2.0 B Brg Width = 8.0 Min Req = 1.8 NCBCLL: 00 TCDL: 4.2 psf H Brg Width = 8.0 Min Req = 1.8 0. FBC 7th Ed. 2020 Res. Max TC CSI: 0.934 Soffit: 0.00 BCDL: 5.0 psf Bearings B & H are a rigid surface. Load Duration: 1.25 TPI Sid: 2014 Max BC CSI: 0.752 MWFRS Parallel Dist: h/2 to h Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 it FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 B - C 2194 - 2804 E - F 2386 - 2693 Lumber C - D 2057 -2533 F - G 2066 -2539 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 2502 -2773 G - H 2184 -2797 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 2448 -1855 K - J 2163 -1578 be equally spaced. Attach with (2) 8d Box or Gun L - K 2147 -1575 J - H 2440 -1822 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs L - D 470 -71 K - F 626 -612 for (2) CLR'S where shown. Scab reinforcement to be D - K 739 -778 F - J 466 -52 same size, species, grade, and 80% length of web E - K 789 - 534 member. Attach with 0.128x3" gun nails @ 6" oc. ${tt4f i f 3619p{g�ydt)p Wind�y*a�a rr'�rif�g Wind loads based on MWFRS with additional C&C �® L °®«�pII•°•.°R"" `P,� member design. " fr Wind loading based on both gable and hip roof types. b ° � s m � a � " ° V ° s % P 4g�p�4 CID ONAL ,ftIr s4 10/29/2021 **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, installing and bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing. these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly Locations for lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, attached rigid ceiling shown permanent as applicable. Apply plates to each face. of truss and position as shown above and on the Join 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 BuildincLComponents Group Inc. shall not be respponsible for any deviation from this drawing, any, failure to build the ANI CONWANY truss in ANSI 1, for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page conformance with or 6750 Forum Drive listing this drawin indicates acceptance of professional engineering responslbilitt�y solely -for the design shown. The suitability and use of this Suite 305 -Designer drawing for any structure is the responsibility of the Building per ANSI/TP1 1 Sec.2. Fdr 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: 250038 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T4 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 ! 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25099 Truss Label: Al2 KD / WHK 10/28/2021 9' 17' 22'8" 30'8" 39 8„ r 9, '{` 8 'f' 5,8„ 8' 9' 6X6 =5X5 =4X4 =6X6 C T2 D E T3 F T;6F��- T W G A H 4X6(A2) = 6X6 = 6X6 = 6X6 = 4X6(A2) 39'8" 1' 10' 9'10" 9'10" 10, 1' 10' 19,10" + 29'8" I 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 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): 0.251 J 999 240 Loc R+ / R- 1 Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- /- /921 1720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- /921 /720 /- EXP: C Kzt: NA HORZ(TL): 0.150 1 Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 15.00 ft g BuildingCode: Cree Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 NCBCLL: 10.00 p TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 G Brg Width = 8.0 Min Req = 1.8 P Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834 Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306 Members not listed have forces less than 375# Loc. from endwall: not in 9.0FT/RT:200/1000 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 B - C 2250 -2705 E - F 2239 -2478 Lumber C - D 2238 - 2478 F - G 2250 - 2704 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 -3233 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) 1 X4 #3SRB or better continuous lateral restraint B - K 2330 -1856 J - 1 3176 -2629 to be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -2647 1- G 2329 -1835 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) C - K 718 -428 E - 1 944 -834 scabs for (2) CLR'S where shown. Scab K - D 940 -832 I - F 718 -430 reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun ltt�gtftftfttp'tr 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. �� s a " m a s � " 0 "° t` "NZ COA i L �fatl�aa+a 10/29/2021 **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 Installers Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. shall provide temporary bracing BCSI. Unless top have and bottom chord shall have a per noted otherwise, chord shall proper)v attached structural sheathing properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, Details, Refer to as appllcab-le. Apply plates to each face of truss and position as shown above and on the Join unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not,be responsible for any deviation from this drawing, any. failure to build the ANR COMPANY bracingof trusses. A this drawing truss in conformance with ANSVTPI 1, or for handling, shipping,, installation and seal on or cover pa 4e 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilit�yr solelyor the design shown. The suitability and use of this Suite 305 drawing for any s9ructure is the responsibility of the Building Designer per ANSIrr 11 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: 250056 / HIPS Ply: 2 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T12 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25349 Truss Label: A14G SSB / WHK 10/28/2021 2 Complete Trusses Required 7' 17' 22'8" 32'8" 39'8" 7' 10, S'8" 10, 7' =6X6 =8X8 =8X8 =6X6 12 C T2 D T3 E T4 F T 6 � N o_ ih A H 4X6(A1) =8X8 =8X8 =8X8=4X6(A1) 39'8" 10' 91101, 9'10" 10, 39'8" 10' 19'10" 29'8" 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): 0.295 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240 B 3135 /- /- /- /1427 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 3136 /- !- /- /1428 /- EXP: C Kzt: NA Des Ld: 37.00 () HORZ TL 0.121 I Wind reactions based on MWFRS Mean Height: 10.51 ft NCBCLL: 0.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.676 g q = gCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h!2 TPI Std: 2014 Max BC CSI: 0.507 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.760 Members not listed have forces less than 375# Loc. from endwall: NA 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 IWAVE VIEW Ver: 20.02.00A.1020.20 B - C 1424 - 3094 E - F 1534 - 3602 Lumber C - D 1533 -3601 F - G 1425 -3094 Top chord: 2x4 SP #2 N; T2,T4 2x6 SP SS; D - E 2128 -4831 T3 2x6 SP #2 N; Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Nailnote B - K 2752 -1257 J - 1 4769 - 2187 Nail Schedule:0.128"x3", min. nails K - J 4768 -2187 1 - G 2753 -1258 Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Maximum Web Forces Per Ply (Ibs) Use equal spacing between rows and stagger nails Webs Tens.Comp. Webs Tens. Comp. in each row to avoid splitting. C - K 1287 -417 E - I 727 -1297 Loading K-D 727-1298 1 - F 1287 -417 #1 hip supports 7-0-0 jacks with no webs. �i1ta+° $1`ixrfdrantfrl� H q . Wind �, °>Sw ®e«,.e�o.#psrl,i• Wind loads and reactions based on MWFRS. ' Wind loading based on both gable and hip roof types. 4* s � m s m � s ® ao r e : m :SA, i 11 10/29/2021 **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 S.BCA) for satPety practices Prior to performing these functions. Installers shall provide temporary have bracing per BCSI.. Unless noted otherwise, top chord shall have ropey attached structural sheathing and bottom chord shall a properly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, Apply to each face of truss and as shown above and on the Join Details, unless noted otherwise. Pefer to as applicable. plates position drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall notbe responsible for any deviation from this drawing, any failure to build the ANO COMPANY A this drawing truss in conformance with ANSI/l PI 1, or for handling, shipping,i . nstallation and bracing of trusses. seal on or cover pa cle 6750 Forum Drive -for the design shown. The suitability and use of This listing this drawing indicates acceptance of professional engcLineering responsibilitty� solely Suite 305 drawing for any structure is the responsibility of the Building -Designer ANSI/TP1 1 Sec.2. 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: 250039 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T20 ! FROM: RWM Qly: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25070 Truss Label: B1 KID / WHK 10/28/2021 5'74 10.8" 15'8"12 21'4" _ 5'74 6012 5'0"12 57"4 0 N 4'3 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 " 8' 8' 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 #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 4X4 D 21'4" 64„ 8' 13'4" 21A" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.047 H 999 240 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.088 H 999 240 B 864 /- /- /529 /397 /229 Snow Duration: NA HORZ(LL): 0.020 G - - F 805 /- /- /464 /361 A HORZ(TL): 0.037 G Wind reactions based on MWFRS Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 FBC 7th Ed. 2020 Res. Max TC CSI: 0.371 F Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.611 Bearings B & F are a rigid surface. Rep Fac: Yes Max Web CSI: 0.232 Bearings B & F require a seat plate. Members not listed have forces less than 375# FTfRT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. WAVE VIEW Ver: 20.02.00A.1020.20 B-C 1190-1344 D-E 1113 -1152 C-D 1104 -1146 E-F 1201 -1351 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. B - H 1152 - 993 G - F 1161 - 955 H - G 795 - 539 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 471 - 284 D - G 394 - 335 H - D 383 - 322 G - E 479 - 289 �aeseattttmatt�ra !C r�rae 0o. sy. �14, L .N a 0 ,•° i COA �t9t049:4tbtE8 10/29/2021 —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 ropey attached structural sheathing and bottom chord shall have a properly attached ri id 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. 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 BuildinlComponents Group Inc. shall not.be resp. onsible for any deviation from this drawing, any failure to build the ANO COWANY trtiss in conformance with ANSI PI 1, or for handling, shipping,. lnstallaponand bracin of trusses. A seal on this drawing or cover pa 4e 6750 Forum Drive listing this drawing indicates acceptance of professional encLmeenng responsibility 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 ANSI/T 11 Sec.2. Fdr 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: 250059 / GABL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T3 / FROM: HMT Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25757 Truss Label: 132GE / 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 " 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: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 10'8" 108" (TYP) =4F4 21'4" 21'4" 21'4" 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 Sid: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 21'4" 10'8" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.005 R 999 240 VERT(CL): 0.011 R 999 240 HORZ(LL): 0.004 L - - HORZ(TL): 0.006 R Creep Factor: 2.0 Max TC CSI: 0.323 Max BC CSI: 0.197 Max Web CSI: 0.091 Ve r: 20.02.00A.1020.20 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 22.33 BC: From 20 plf at 0.00 to 20 plf at 21.33 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. #tcettaisxafsus Wind loading based on both gable and hip roof types. Additional Notess4° 1 ��ma«ame.aq�4 tJJ'✓� See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. WIND LOAD CASE MODIFIED! w � g . . UP m 0 n a a p» IL COA ONAAL V - tYi 10MR 11 10/29/2021 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh I Rw / U / RL B* 125 /- /- /39 /48 /11 Wind reactions based on MWFRS B Brg Width = 256 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r 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 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 Build inccL� Components Group Inc. shall not be respponsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installatlon.and bracing of trusses. A seal on this drawing or cover pa 4e 6750 Forum Drive listing this drawin indicates acceptance of professional engineering responsibilit�yy 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 ANSI/TP1 1 Sec.2. F& more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250041 / COMN Ply: 1 Job Number: N334504 Cust: R8975 JRef:1Xal89750090 T19 / FROM: RWM Qly: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.24505 Truss Label: C1 KD / WHK 10/28/2021 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 ft Loc. from endwall: Any 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 with additional C&C member design. Wind loading based on both gable and hip roof types. 7' 7' 5X5 C 14' T 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 Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 14' 7' 7' 14' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.014 E 999 240 VERT(CL): 0.025 E 999 240 HORZ(LL): 0.008 E - - HORZ(TL): 0.013 E Creep Factor: 2.0 Max TC CSI: 0.767 Max BC CSI: 0.503 Max Web CSI: 0.119 VIEW Ver: 20.02.00A.1020.20 10/29/2021 m ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 588 /- /- /371 /272 1158 D 527 /- /- /305 1234 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 805 - 740 C - D 807 - 739 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - E 598 - 542 E - D 598 - 542 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propey 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 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 Build incL Components Group Inc. shall not be resp. ohsible for any deviation from this drawing, any, failure to build the ANMCOWAW truss in conformance with ANSIITPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawin indicates acceptance of professional encLsneering responsibilit�yy 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 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: 250061 / GABL Ply: 1 Job Number: N334504 Cust: R8975 JRef:1Xa189750090 Tt / FROM:'RWM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.DIF DrwNo: 301.21.1437.25412 Truss Label: C2GE / 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 " i5' 2' —� (TYP) Wind Criteria Wind Sid: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: If 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 #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 15.00 BC: From 20 plf at 0.00 to 20 plf at 14.00 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. WIND LOAD CASE MODIFIED! =4X4 D 14' 14' 14' 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: No FT/RT:20(0)/10(0) Plate Type(s): 14' 7' Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.007 J 999 240 VERT(CL): 0.014 J 999 240 HORZ(LL): -0.004 H - - HORZ(TL): 0.009 H Creep Factor: 2.0 Max TC CSI: 0.392 Max BC CSI: 0.242 Max Web CSI: 0.142 ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B* 129 /- /- /40 /50 /12 Wind reactions based on MWFRS B Brg Width = 168 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. C - D 376 -199 D - E 377 -199 VIEW Ver: 20.02.00A.1020.20 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 511 - 403 H - E 511 - 403 d,I,aar. t g�atsaoaae% 6,rari 10/29/2021 **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 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 1310, as applicable. Apply plates to each face of truss and position as shown above and on the Join 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 resp. onsible for any deviation from this drawing, any, failure to build the AN M COMPANY truss in conformance with ANSIITPI 1, or for handling, shipping,, installation and brac'inctof trusses. A seal on this drawing or cover pa 4e 6750 Forum Drive listing this drawing indicates acceptance of professional enpineering responsibilitv 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 ANSI/TPI 1 Sec.2. Fot 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:250043! COMN Ply: 1 Job Number: N334504 Cust:R8975 JRef:1Xa189750090 T13 !I FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25740 Truss Label: D1 KD / YK 10/28/2021 5' 5' =4X4 C 10' 5' 12 6 M B D � E 88 F 2X4(A1) 1112X4 = 2X4(A1) 10, 5' 5' } 5' 10, 1' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.007 F 999 240 Loc R+ / R- ! Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.013 F 999 240 B 434 /- /- /286 /202 /134 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.003 F - - D 434 /- /- /286 /202 P Des Ld: 37.00 EXP: C Kzt: NA HORZ TL : 0.006 F ( ) Wind reactions based on MWFRS NCBCLL: 00 Mean Height: 15.00 ft BuildingCode: Creep Factor: 2.0 p B Brg Width = 8.0 Min Reg = 1.5 Soffit: 0.00 0. TCDL: 4.2 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.345 D Brg Width = 8.0 Min Reg = 1.5 Load Duration: 1.25 BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.257 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 It Rep Fac: Yes Max Web CSI: 0.081 Members not listed have forces less than 375# Loc. from endwall: not in 4.50 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 522 -494 C - D 521 -494 Lumber Top chord: 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; B - F 396 - 293 F - D 396 - 293 Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types 6A�4 � ®D b® 6� �.10 1 "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 properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE 141111161111,1, 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 Ar COMPAW truss in conformance with ANSI/PI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover pa 4e 6750 Forum Drive listing this drawin indicates acceptance of professional engineering responsibili(� 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/T 11 Sec.2. Fdr more information see these web sites: Alpine: alpineitw.com; TPI: tpinsLorg; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2500441 COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T26 ! FROM: LPM Qty: 1 ,7A5/320 ,182ED,F ,02G ,Riot / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25896 Truss Label: D2 KD / YK 10/28/2021 5' 10, 5' 5' 4X4 C 12 6 ih B D E 88 F 1112X4 2X4(A1) = 2X4(A1) 10, L, 1' 5' 5, 5' 10, Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin 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): 0.007 F 999 240 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.013 F 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.003 F - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.006 F 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: 0.345 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.257 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.081 Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber 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. Wind loading based on both gable and hip roof types y y ` ", ,• s 8 � g 0. � 0 9 � W 0 m r COA 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- /- /286 /202 /134 D 434 /- /- /286 /202 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 522 - 494 C - D 521 - 494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "'IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural 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 810, as applicabgle. Apply plates to each face of truss and position as shown above and on the Join 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 BuildinggComponents Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the pN RW ��MPpNY truss in conformance with ANSI 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 encLineenng responsibility solely -for the design shown. The suitability and use of Phis Suite Fos drawing for any structure is the responsibility of the Bwlding-L7esigner per ANSIITPI 1 Sec.2. Fof more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 2500571 HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T18 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25913 Truss Label: D3G 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 " 3 I 7 - 10 f 3, T 4, -- T 3' 4X6 ; 4X6 12 C D 1' 3'1"12 3' 1 "12 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; 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 3.00 TC: From 28 plf at 3.00 to 28 pif at 7.00 TC: From 56 plf at 7.00 to 56 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 129 lb Conc. Load at 3.03, 6.97 TC: 65 lb Conc. Load at 5.00 BC: 80 lb Conc. Load at 3.03, 6.97 BC: 52 lb Conc. Load at 5.00 10, 3'8"8 6' 10"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: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.022 H 999 240 VERT(CL): 0.044 H 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.016 C Creep Factor: 2.0 Max TC CSI: 0.288 Max BC CSI: 0.365 Max Web CSI: 0.059 VIEW Ver: 20.02.00A.1020.20 RlY tPp ,r Wind of 40 a, 1 Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types.' s°a �� °*°< y q a ag o, 7t,8 i a w 0 od' op °r �Ae e o 4®trime��awo •0 �� ��� 10/29/2021 -WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly nle s noted othenaBse.B7PeferrtoO' Alpine, a division of ITW Building�Com truss in conformance with ANSI/l PI 1, listing this drawing indicates acceptan, drawing for any structure is the respom For more information see these web sites: ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 625 /- /- /- /316 /- E 625 /- /- /- /316 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E 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 467 - 962 D - E 467 - 962 C - D 389 - 842 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 829 - 394 G - E 829 - 394 H - G 842 - 389 not. be respponsible for any deviation from this drawing, any failure to build the g,. mstallatlon and bracin of trusses. A seal on this drawing or cover page Bring responsibili(� solely or the design shown. The suitability and use of this Jgnerper ANSI/ 11 Sec.2. ALPINE AWC: ANMCOWA- 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250045 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa169750090 T14 / FROM: LPM Qly: 1 , A5/320 ,182ED,F ,02G ,R101 / 1828/CALIMEBB ELEV.D/F DrwNo: 301.21.1437.25414 Truss Label: V4 KD / WHK 10/28/2021 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: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 It Loc. from endwall: not in 9.00 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 . 1111"8 3'11" 1'11 "8 11111,18 12 6 =4X4 B 4X4(D1)=4X4(D1) A C 10'6"3 D 3-11" 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): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.004 999 240 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 atie��av®waeavv j� ��Fi � a 4 � w a ° a a v a a v a pq�°p PQ iti ax e 'd •� �All, �' gab*••*,. m•�° COa �at49B964�d96 10/29/2021 ♦Maximum Reactions (lbs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /32 /18 /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# **WARNING`" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properir attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracinqq installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint"Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not. be respponsible for any deviation from this drawing, any, failure to build the avnwcomauv truss in conformance with ANSI/TPI 1, or for handling, shipping,, lnstallatlon,and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responslbili�tvv solely -for the design shown. The suitability and use of is 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 ° SEON: 250046 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T16 I FROM: LPM Oty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.26022 Truss Label: V8 �KD / WHK 10/28/202' 3'11"8 7-11" t 3-11"8 3'11"8 4X4 12 B 6 N=4X4(D1) A =4X4(D1) C 9 6'3 -� E D 1112X4 7'11" 3'11 "8 3'11 "8 3'11"8 7-11" Loading Criteria (pst) 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 U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.007 D 999 240 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.014 D 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.003 D - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.006 D Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.266 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.192 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.142 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber 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. 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 . q$tiit644tifgigdlt �.�y W :;. GE S o° 8 1 e u w ° a asp b'9 A� ^•Q. ° t e ° COA Kt 9f OA�``� ♦Maximum Reactions (Ibs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL E* 75 A A /35 /26 /8 Wind reactions based on MWFRS E Brg Width = 95.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - D 478 - 315 10/29/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and SBCA) for safety practices pnor to performing these functions. Installers shall provide temporary. per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly d rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, icabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the conformance with ANSI/1 PI 1, or for handling, shipping,. installation. and bracinccl1 of trusses. A seal on this drawing or cover page nis drawing indicates acceptance of professional engineering responsibilit solely -for the design shown. The suitability and use of this I for any structure is the responsibility of the Building Designer per ANSI/TA 1 Sec.2. ALPINE AN If W COMVANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250047 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T15 / FROM: JRH Qty: 8 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25303 Truss Label: EJ7 �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 " C 12'2"11 12 6 M O Lo M M V B A D 1 71 7' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: 11 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)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl 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 10/29/2021 Ve r: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- /- /249 /108 1208 D 125 /- /- /73 /- /- 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# —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted 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 B3, B7 or B10. as applicable. Apply plates to each faceof truss and position 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. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI4 PI 1, or for handling, shipping,, installapon.and bracinclof trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use ofrils drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. AL NE ANC CCWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 2500481 EJAC Ply: 1 Job Number: N334504 Cust: R8975 JROAM189750090 T21 / FROM: HMT city: 6 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25771 Truss Label: EJ7A KD / WHK 10/28/2021 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 " T 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: h/2 to h C&C Dist a: 3.00 It 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. 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 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): 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 Ve r: 20.02.00A.1020.20 12'2"11 M O co 8-8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 270 /- /- /179 /71 /186 C 126 /- /- /76 /- /- B 177 /- /- /132 /171 1- 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# —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, b TPI an SBCA) 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 rii4id 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 ALPINE 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 notinstallation be resonsible for any deviation from this drawing, any failure to build the ANMCOWA- truss in conformance with ANSI/l PI 1, or for handling, shipping,. ,and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawin indicates acceptance of professional en Veering responsibilit solely or the design shown. The suitability and use of this Suite 305 drawing for any sfructure is the responsibility of the Building�esigner per ANSI15 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 a . SEQN: 2500491 EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T24 / FROM: LPM Qty: 3 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25818 Truss Label: EJ3 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 " 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 #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. li 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): C SO CD Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.248 Max BC CSI: 0.112 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 _••+triad . r fib. iOb409vo _ � s o y ® 0.7ii$ 1 s a s S AT 0 t d, CONtCJ$',a 1 Y L j.4s;1T r 4ftwn68i0llta� 10/29/2021 10'2"11 Lf t� C14 8181r ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 188 /- /- /157 !71 /100 D 52 /- /- /28 /- /- C 65 /- /- /45 /66 /- 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# **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 safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properir attached structural sheathing and bottom chord shall have a properly attached rigid ceilincl Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the pNmvcoNwpNr truss in conformance with ANSI 1, or for handling, shipping,. installation. and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawin indicates acceptance of professional enc Lsneering responslbili(� solely -for the design shown. The suitability and use Nis Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/T 11 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: 250050 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189760090 T23 ! FROM: RWM Qty: 2 ,7A5/320 ,l,2ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.24459 Truss Label: EJ2 KID / WHK 10/28/2021 12 C T918114 M Ej � Ln 4 8rprr —L A D 2X4(A1) r 2 21 Loading Criteria (psi) 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 U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.000 D Des Ld37.00 C Kzt: NA HORZ(TL): 0.001 D Building Code: NCBCLL: 10.00 ea: Mean Height: 15.00 ft M Creep Factor: 2.0 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.137 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.026 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE 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. � 9 0.7108 � a r m m �s Ar ®@®®OtklirOP`p� � a COA ° °�tYi09if9�e16a 10/29/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or B10, mess noted otherwise. Defer to ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 157 /- /- /140 /54 /52 D 32 /- /- /18 /- /- C 34 /- /- /20 /26 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. Bearings B, D, & C require a seat plate. Members not listed have forces less than 375# a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, anyfailure to build the conformance with ANSI/TPI 1, or for handling, shipping,installation and bracing of trusses. A seal on this drawing or cover pa e ,is drawin indicates acceptance of professional engineering responsibilit solely -for the design shown. The suitability and use of this I for any structure is the responsibility of the Building -Designer per ANSI/TA 1 Sec.2. IF& more ALPINE M MCOWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250051 / JACK Ply: 1 Job Number: N334504 Cust: R8975 JRef:1Xa189750090 T34 / FROM: JRH Qty: 4 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25834 Truss Label: CJ5 KD / YK 10/28/202' Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 11'2"5 12 6 CV ch M B �' D 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. 4' 11 "4 4'11"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 Sid: 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 10/29/2021 EW 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 /- /- /51 /- /- C 118 /- /- /85 /116 /- 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# **WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl riclid 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 Building Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANMcow— truss in conformance with ANSI/) PI 1, or for handling, shipping,. installation, and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawin indicates acceptance of professional en rneenng responsibility solely -for the design shown. The suitability and use of fhis Suite 305 drawing for any structure is the responsibility of the Bulldingtesigner per ANSI/TPI 1 Sec.2. Fdr 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 c SEQN: 250052 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T33 / FROM: LPM Qty: 4 7A51320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F Dnallo: 301.21.1437.25865 Truss Label: CJ3 / 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 " V 1, 211'4 2' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: ll 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 Lac. 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. 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)/l 0(0) Plate Type(s): C 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 A,.- , ',. a c O. 708 1 a , � a a 0 o � °. ® r ��a9raarura P10o��,�,��� COA I ON 10'2"5 rn N 8' 8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 185 /- /- /156 /71 /99 D 50 1- /- /27 /- I- 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# 10/29/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricating, handlin shipping, installing,and bracing. , Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI an SBCA) fo'r satety practices pnor to performing these functions. Installers shall provide temporary. per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly d rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, cable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the conformance with ANSI/TPI PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa e tis drawing indicates acceptance of professional enQneering responsibility solely -for the design shown. The suitability and use of this for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 2500531 JACK Ply: 1 Job Number: N334504 Cust: R8975 JRef:1Xal89750090 T29 ! FROM: LPM Qty: 8 7A5/320 ,182ED,F ,0213 ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25678 Truss Label: CJ1 / 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 " 12 6 [7- C T 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: 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 #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, 11 "4 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): m o� °) M Defl/CSI Criteria PP Deflection in loc L/defl 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 10/29/2021 Ver: 20.02.00A.1020.20 9'2"5 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 176 /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# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! *'IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v 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 Buildin Components Group Inc. shall not,be res p,onsible for any deviation from this drawing, any, failure to build the pNRWcoMGANV truss in conformance with ANSI 1, or for handling, shipping,, InstallaFiion and bracin4of trusses. A seal on this drawlnfq or cover page 675o Forum Drive listing this drawing indicates acceptance of professional en meering responsibilityy solely -for the design shown. The suitabili y and use ofg is Suite Fos drawing for any sgructure 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.orn Orlando FL, 32821 SEQN: 250054 / HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 J Ref: 1 Xal 89750090 T22 / FROM: HMT Qty: 2 7A5/320 ,182ED,F ,02G ,RI01 11828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25319 Truss Label: HJ7 KD / WHK 10/28/2021 5'3"5 5'3"5 9'10"1 4'6"l1 1t 12'2"3 12 4.24 C4 v m v B a A FE Loading Criteria (psi) 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 " VY 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: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; 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 9'2"2 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: No FT/RT:20(0)/10(0) Plate Type(s): 7"1 9711 Defl/CSI Criteria PP Deflection in loc L/deft L/# VERT(LL): 0.049 F 999 240 VERT(CL): 0.092 F 999 240 HORZ(LL): 0.012 C - - HORZ(TL): 0.023 C Creep Factor: 2.0 Max TC CSI: 0.542 Max BC CSI: 0.670 Max Web CSI: 0.261 10/29/2021 Ver: 20.02.00A.1020.20 ♦ 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 392 - 565 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 534 - 356 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 391 - 587 **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 properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or 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 Buildin$gComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANRWCOMFANY truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enpprneenng responsibility solely -for the design shown. The suitabili y and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Fdr more information see these web sites: Alpine: al ine!tw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 250055 / HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T17 / FROM: LPM city: 2 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25615 Truss Label: HJ3A KD / WHK 10/28/2021 C 12 4.24 T 10'2"6 g r- N JL_ 81811 '8n A D 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 " 1'5" 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: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Loading Hipjack supports 2-11-8 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) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 4'2"3 4'2"3 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: No 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): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.074 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 a �a o.708 1 / wan, tl ��a46 •ame•� mfl®a 1 C0A 10/29/2021 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 84 /- /- /- /45 /- D 28 /- /- /7/- C 64 !- /- /- /48 /- Wind reactions based on MWFRS B Brg Width = 10.6 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# **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 c� SBCA) fo'r satPety practices Prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery 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 BuildingQ Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the A -COMPANY truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation. and bracin44 of trusses. A seal on this drawing or cover pa cle 6750 Forum Drive listing this drawing indicates acceptance of professional engsneering responsibilit�yy solely -for the design shown. The suitability and use of This Suite 305 drawing for any sQructure is the responsibility of the Building -Designer per ANSVTPl 1 Sec.2. FCr 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 Gable Stud Reinforcement Detail ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or: 140 mph Wind Speed, 15' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00 Ori 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Ori 120 mph Wind Speed, 15' Mean Heiqht, Partially Enclosed, Exposure D, Kzt = 1.00 S 2x4 Brace Gable Vertical pacing Species Grade No Braces (1) 1x4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace x (2) 2x6 'L' Brace x Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B p #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' B' 14' 0' 14' 0' I F #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12, 6' 14' 0' 14' 0' US r Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' 0 r Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' V 8' ill 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' -� 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' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10' 11' 11' 8' 14' 0' 14' 0' (u D P L Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' CS Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' ill 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 fr #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' U u [ Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' I� r Standard 4' 2' 6' 1' 6' S' 8' 1' 8' 8' 10' 5' 10, 10' 12' 8' 13' 7' 14' 0' 14' 0' QJ O #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' ill 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13, 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10, 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' QJ D P L Stud 4' 4' 6' 5' 6' 10' 8' G' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' V 14' 0' Standard 4' 2' 5' 8' 6' 0' 1 7' 6' 8' 0' 10' 2' 10, 10' 11' 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' B' 3' 8' 7' 9' 9' 10, 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' �J U u P Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O I� Standard 4' 7' 7' 0' 7' S' 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 P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' r D f L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' c--I Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' Diagonal brace optloni vertical length may be doubled when diagonal brace is used, Connect diagonal brace for 600# at each end, Max web total length Is 14'. Vertical length shown In table above. Connect diaaonnl at AN ITW COMPANY \ 1w 514\ Earth\ City\ Expressay 11 Suite\ 242 \ \ Earth\ City,\ MO\ 63045 aymm 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. 'VI -I N11k, Refer to chart fi -VARNINGI.. READ AND FID10V ALL NOTES DN THIS DRAVWGI 2 -IMPORTANT.. Ft1RNISH THIS BRAVING TD ALL CONTRACTDRS INCLUDING THE INSTALLERS; Trusses require extreme care In fabricating, handling, shipping, Installing and bracing Ref Blow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo actices prior to performing these functions. Installers shall provide temporary bracing pe ,less noted otherwise, tap chord shall have properly attached structural sheathing and bo ,all have a properly attached rigid ceiling. Locations shown for permanent lateral restraint ,all have bracing Installed per BCSI sections B3, B7 or BID, as applicable. Apply plates to eaa truss and position as shown above and an the Joint Details, unless noted otherwise. fer to drawings 160A-Z for standard plate positions. Alpine, a dlvlsian of ITV Building Components Group Inc shall not be responsible for any devini Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shll •tallation & bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professi r. gineerirg responsibility solely for the design shown. The suitability and use of this drawing r any structure is the respcnsibKtty of the Bulding Designer per ANSI/TPI I Sect. For more Information see this Job's general notes page and these web sites. ALPINE. www.alpineitw.comi TPI. ...Apinst.orgi SBCA. www.sbcindustry.orgi ICC. www.Iccsafe.or( BCSI. 0 Bracing Group Species and Grades: Group AI S ruce-Pine-Fir Hen-Flr #1 / #2 Standard #2 Stud #3 Stud #3 Standard Dou las Flr-Larch Southern Plnewww #3 #3 Stud Stud Standard Standard Group BI Hen -Fir #1 & Btr #1 DO, u Ins Fir -Larch Southern Plnew.x #1 #I #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). xxFor, Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these crodes 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' braces space nulls at 2' o.c. In 18' end zones and 4' o.c. between zones. )K)(For (2) 'L' braces. space malls at 3' o.c. In 18' end zones and 6' o.c. between zones, 'L' bracing must be a minimum of 807 of web member length, Gable Vertical Plate Sizes Vertical Lencith No Splice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 0 Rit Pifit3 rJ ,,. Greater than 11' 6' 4X4 1! 1 o­f l + Refer to common truss design for peak, splice, and heel plates. r' Refer to the Building Designer for conditions nbl ve tia le th. not addressed by this detail, REF ASCE7-16-GAB16015 DATE 01/26/2018 r ` i ®® Z DRWG A16015ENC160118 MAX. TOT, LD, 60 PSF ,M4'b/29/2021 P MAX, SPACING 24,0' 'T Relnfo Memk Go Tr Gabe Detail For Let -in Verticals Gable Truss Plate Sizes ppropriate Alpine gable detall for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a .te that covers the total area of lapped plates to span the web. „ 2*2X 2X8 rroviae connections tor upurt specirtea on the engineerea truss aesign. Attach each 'T' reinforcing member with End Driven Nallsi loci Common (0.148'x 3',min) Nails at 4' o.c, plus (4) nails In the top and bottom chords. Toenalled Nails, 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, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END10011 1Vnftq% S11530ENC100118, S12030ENC100118, S14030ENC 30 1001W,;'y, S18030ENC100118, S20030ENC100118, S20030Qt 01 paa Q�W, ba®w See appropriate Alpine gable detail for maximIg e qt t dgrf 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe -nail - Or - IN End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detall). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase w/ °T° Brace Examples 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' 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 2x6 20 P' AN ITW COMPANY "Suit Earth\Cily\Expressway \ \ Suite1242 \\Earth\City,\MO\63045 ■■VARNDQ- READ AND FIB.LDV ALL NDTES w THIS DRAWING! ■■NPIURTANT■■ Fl1RKSH THIS DRAVM TD ALL CONTRACTDRS DVCLl1DING THE INSTALLERSS 5 Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refe' n< follow the latest edition of SCSI <Building Component Safety Information, by TPI and SBCA) fo s tp practices prior to performing these functions. Installers shall provide temporary bracing pe. BCSL a Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m chord shalt have n properly attached rigid ceiling. Locations shown for permanent lateral restraint f �S�2sb shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to ea affi of truss and position as shown above and on the Joint Details, unless noted otherwise. I& ion Refer to drawings 160A-Z for standard plate positions.®� Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devI tlo , r this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship Installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering any sr reuct sIs mui�sre�spon�mlt of the Bs"wl� DDesIg n� ANSII/TPPI of ere drawing For more Information see this Job's general notes page and these web sitesi ALPINE, www.alpineltw.comi TPD www.tptnst.org) SBCAi www,sbclndustry,org) ICO wwwdccsafe.org 1 �. a ■ C �g e° - 1 l✓ ow L. his { oa 6 weµ _['! °otr° �l�j+ > w.r iy'� p L;® �` ii 4Sx /29/2021 MAX, TOT, LD, 60 PSF REF LET -IN VERT DATE 01/02/2018 DRWG GBLLETIN0118 DUR, FAC, ANY MAX, SPACING 24,0' NAIL SPACING DETAIL MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN, DOUBLE NAIL SPACINGS AND STAGGER NAILING FOR TWO BLOCKS, GREATER SPACING MAY BE REQUIRED TO AV❑ID SPLITTING, BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL, LOAD PERPENDICULAR TO GRAIN A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS OF NAILS (6 NAIL DIAMETERS) B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS) C - END DISTANCE (15 NAIL DIAMETERS) LOAD PARALLEL TO GRAIN A - EDGE DISTANCE (6 NAIL DIAMETERS) C - SPACING OF NAILS IN A ROW AND END DISTANCE (15 NAIL DIAMETERS) D - SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL DIAMETERS) IF NAIL HOLES ARE PREB❑RED, SOME SPACING MAY BE REDUCED BY THE AMOUNTS GIVEN BELOW: C)K)K W SPACING MAY BE REDUCED BY 50% ww SPACING MAY BE REDUCED BY 33% i DIRECTI❑N OF LOAD AND NAIL ROWS Lo W J Ci iAiAi NAIL 0 LINE 0 J oq A 1 1 1 1 1 B)K B/2 W 1 1 1 1 1 A C)K C)K MINIMUM NAIL SPACING DISTANCES DISTANCES NAIL TYPE A B)K C)K W I D 8d BOX (0,113"X 2,5",MIN) 3/4" 1 3/8" 1 3/4° 7/8" lOd BOX (0,128'X 3,',MIN) 7/8" 1 5/8" 2' 1" 12d BOX (0,128'X 3,25',MIN) 7/8' 1 5/8' 2" 1" 16d BOX (0.135'X 3,5',MIN) 7/8" 1 5/8' 2 1/8' 1 1/8' 20d BOX (0,148"X 4,',MIN) 1' 1 7/8" 2 1/4' 1 1/8" 8d COMMON (0,131'X 2,5",MIN) 7/8' 1 5/8' 2' 1" 10d COMMON (0,148'X 3,',MIN) 1' 1 7/8' 2 1/4' 1 1/8' 12d COMMON (0,148'X 3,25°,MIN) 1' 1 7/8" 2 1/4' 1 1/8' 16d COMMON (0,162'X 3,5',MIN) 1' 2" 2 1/2' 1 1/4' GUN (0,120'X 2,5',MIN) 3/4' 1 1/2' 1 7/8' 1" GUN (0,131'X 2,5',MIN) 7/8' 1 5/8' 2" 1" GUN (0,120"X 3,',MIN) 3/4" 1 1/2" 1 7/8" 1" GUN (0,131'X 3,',MIN) 7/8" 1 5/8" 2' 1" C/2)" NAIL LINE C 31 W \- TRUSS Z----- T�H. MEMBER BLOCK LENGTH � A D D 1 D A e LOAD APPLIED PERPENDICULAR TO GRAIN LOAD APPLIED PARALLEL kVAI` a w.VAF"GIw. READ AND FnLLnV ALL MITES GN TMS DRAWMG! P ® REF NAIL SPACE ..IlfflT2TANT— FIJFt1ISH THIS DRAVING TD ALL CUITRACTnRS ItICLUDING TEE INSTAIAERSg a Trusses require extreme care In fabricating, handling, shipping, Installing and bracing• Ref ni, - s. follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo s tp - °` ., DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing pe BCSL e unless noted otherwise, top chord shall have properly attached structural sheathing and bo m chol DRWG CNNAILSP1014 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint 3f se ° shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to eacQ ®+ of truss and position as shorn above and on the Joint Detalls, unless noted other— P. /„ ab PI Rer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Bullding Components Group Inc shall not be responsible for any deviotlo r this drawing, any failure to buftd the truss in conformance with ANSI/TPI 1, or for handling. shlppin �•wseawae AN ITW COMPANY Installatlon 6 bracing of trusses. 1 A sent on this drawing or cover page listing this drawing, Indicates acceptance of professtonal f4 `� I...f p, �29/2021 \1514\ Earth\ City\ Expressway engineering responsibility solely for the design shown The suitability and use of this drawing g/g C9 L7 1 tN \1 suite\242 for any structure Is the responstiAlty of the Building Designer per ANSI/TPI I Sect. �p9l0ffi{g48t \ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sites, ALPINE, www.alpineltw.comi TPI, www.tpinst.orgi SBCA, wwr.sbclndustry.orgl ICC, www.lccsafe.org 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)K Attach 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, 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', 2X4 4X4 12 3X4 Valle 12 MSpacing 2X4ax, X4 Pitched Cut Square Cut Stubbed Valley Optional Hip 8-0-0 max •+ Bottom Chord Bottom Chord End Detail Joint Detail 4X4 Valley Valley ** / 12 o m n T-usses 12 Max. z at 2 o, X3 ll S t 1X3 6-0-0 `��` a 4 5X4/SPL (Max Spacing) 2X4 QL\fig 1X3 1X3 SQQ It di J/tt t a . as°anaa r" /Q moron Trusses Partial Framing 20-0-0 (++),rfi4� ,®•"y�� °°® 'r.at 24' o,c, Plan Supporting trusses at 24' o,c, maximum spacing, $ w �,o °: a 1 UNVARNBm.. READ AND Fa.LOV ALL NOTES CN THIS DRA\m,a , 4. LL 30 30 40PSF REF VALLEY DETAIL ■KWMTANTo FURNISH TWS DRAVING TO ALL COMACTDRS INCLUDING THE INSTALLERS. ;; s Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer s a y TC DL 20 15 7 PSF DATE Ol/26/2018 fallow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) far f practices prior to performing these functions. Installers shall provide temporary bracing per SI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bott chor R9' {�j ° BC DL 10 10 10 PSF DRWG VAL180160118 shall have a properly attached rigid ceiling. Locations shorn for permanent lateral restraint o w a ii 1 w.R a t shall have bracing Installed per BCSI sections H3, B7 or B10, as applicable. Apply plates to each�a g° ' ��v"'c BC LL 0 0 0 PSF t, of truss and position as shown above and on the Joint Detalls, unless noted otherwise. r ®b o {�t,. PI Refer to drawings 160A-2 for standard plate positions. °+�4r Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation m •o°w o� TOT, LD, 60 55 57PSF this drawing, any Follure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, F!� o°°aa ®ar` AN ITW COMPANY ,nsAtaseatoan bhis drawing ln�g� �ucover t3 11 514\ Earth\ City\ Expressway engineering responsibility solely for the de gn shown. They su indicates and use of thI �d, .inq 'l �"� d va+'��29�2021 11Suite\242 for any structure Is the responsmnity of the Mclig Designer per ANsI/TPI I sect pc6t4&�ft � DUR.FAC,1.25✓1.33 1.15 1.15 \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites, SPACING 24,0' ALPINE, www.alpineltw.comi TPI, •ww.tpinst.org) SBCAi wrw.sbcindustry.orgi ICCi www.iccsafe.org Valley Detail - ASCE 7-16: 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, )Kw 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, 80% length of web, same species and grade or better, attached with lOd 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, *ww 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 Square Cut Bottom Chord oe-nailed Valley 12 10 Max, sp L 'ggtssiasnaTeatci f 2X4 Stubbed Valley End Detail 4X4 Optional Hip Joint Detail T�2 ' Partial Framing Plan ..VARNINGI— READ AND FOLLOW ALL NOTES IN THIS DRAVD+a ° U. r vo I - LL 30 30 40PSF REF VALLEY DETAIL ..IMPDRTANT.. FURNISH THIS DRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLER e A Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Re `y a e TC DL 20 15 7 PSF DATE O1/26/2018 follow the latest edition of SCSI (Building Component Safety Information, by TPI and SHCA) f e practices prior to performing these functions. Installers shall provide temporary brocing BESI.a Unless noted otherwise, top chord shall have properly attached structural sheathing and b .ton chd �- {`9 BC DL 10 10 10 PSF DRWG VALTN160118 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrain of b9 v shall have bracing Installed per SCSI sections B3, B7 or HIO, as applicable. Apply plates to e4h e a ® Z A �' of truss and position as shorn above and an the Joint Details, unless noted otherwise. BC LL 0 0 PSF ERefer to drawings I60A-2 for standard plate positions. i� cis Alpine, n dlvlsion of ITV Building Components Group Inc. shall not be responsible for any devlatl +0n og TOT, LD, 60 55 57PSF this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlpp: - {�t /`�•afe ata w'® AN ITW COMPANY Instnllatlon & bracing of trusses. ,I,jry.7 tt �29/2021 A seal on b, cI nwlr f or cover page llstNg this drawing, Indicates acceptance of proFesskxwl 4'A 1. 11514\Earth\City\Expressway engineering responsB,RH.y solely for the design shown. The suitebxlty and use of this drawing $yjp DUR,FAC. 1.25/1,33 1.15 1.15 11Suite\242 far any structure Is the responsibility of the Building Designer per ANSI/TPI 1 SecZ Low a(@'-0!t 1 11 Earth\City,\MO%63045 For more Information see this Job's general notes page and these web sites, SPACING 24, 0' ALPINE, www.alpineitw.coml TPIt www,tpinst.orgr SBCAi wrw,sbclndustry.orgl ICC, wwwJccsafe.org w VALLEY FRAMING & BRACING DETAIL R BC t/a 01 I Itmher Size and Grade Minumum Reauirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ,fipples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. :e the crippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gered between rows. TYp) innection Requirement Notes 2x6 rafters to ridge 4 16d toe -nails Cripple to ridge 4 16d toe -nails Cripple to rafter 4 16d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 5 16d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 3 16d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails - "'-- " ---- - '- "- --- 1s. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples T-0" to 10'-0" Iong nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T' or scab reinforcement nalled to flat edge of cripple with 10d'0.128"x3.0") nails at 6" o.c. "T" or scab must be 90 % of cripple length. Cripples over 10'-0' long requre two CLR's or both faces w/ "T'. or scab. Use stress graded lumber & box or common nails. Harrow edge of cripple can face ridge or rafter, as long as the proper number of nails are Installed into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing is not used. -Apply all nailing in accordance to current NDS requireme Nails are common wire nails unless noted otherwise. �� H. ` y� V ��•••w••e `•� (A) (B)**) —VARt1NG" READ NO FULLW ALL NmES IH MS MAWDQ Z • • 114PUU NTa FLWZSN TM MAWM M ALL CWTWTWS D4CUMM TIE MT&MM 3 • C LL 20 30 40 54 REF VALLEY FRAMING Trusses require extrene core In fabrlcatkg, hordlig, shipping, Installing and brackg. Refer sa 4A4° C DL 10 20 7 7 DATE 10/O1/14 follow the latest edltfan of BCSI 4BJIdkg Conponent Safety Wornatlon, by TPI and SBW for ety • p=es pMor to perf°rnhp these functions. Installers shall provide temporary bracing Per t-Sl. • urYess noted otherwise, tap chord wtnll have properly attached structural sheathing and batta$c e STATE : 4— BC DL 0 0 0 0 DRWG VACNV1801015 shall have a properly attached rlpld cetkg. Locations shown for permanent lateral restraint of� e i o ALP It� shall have bracing Installed per above and on the J or Ikt as onless no Apply plates to each e p `_ "- l�t�\\V'll of truss and position as shown above and on the Joint DetnAs, unless noted otherwise. "o o '�' f��r BC LL 0 0 0 0 V Refer to drawings 16OA-Z for standard date posN7ons. �-'om �0 ba•: ®R,o••e• Alpine,f an=,an f ITv euado- Conporvents rroua lne shall not be responsarie far any devintbn'f �'� ••a�..•••'_�G�l` TOT. LD.30 50 47 61 AN ITWCOMPANY this drawing, any failure to bull o� the truss In conformance with ANSI/IPI 1, or for hdndllrg, shipping. ' O Installation f. bracing of trusses. �4 A seal an �for arty ^tins drawingosrorleecslypvaefwro:rbPlatlphqe Ustkg this drawing. Indicates, acceptance tric d a.kp NA"sit � DL)R. FAC. 1.25/1.15 odE bRi3p hpuA^—. 1°Sx2 133691aemnl cove Eadh City, MO 63045 For nor. k,fornatl°^ see tp Job's genret not pogo and these •°b cites' S l0 2 p'( SPACING SEE ABOVE ALPDE wwwalPinelh.coru TPD www.tpknstorpl SBCAi www. ndustrYa'gi iC0 mr.lraafrarp