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HomeMy WebLinkAboutRevision; Engineering packageBuilder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE DR HORTON / STATEWIDE ^� 7A5 CREEKSIDE 182EC,E 02G Lot: Block: L�� _ ) Unit: Address: 3238 TRINITY CIRCLE JobNumber: RevWbn Date: 00 in N334501 New Load #: RH01 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPINEMarch 13,20.19 mmc� Mr. Bob Michaelis Carpenter CoritrActoit of America, Inc. 3900 Avenue G, Northwest Winter Aav_en,'FL 33880-6,201 Re: Alternative installations for a single ply carried truss with a width Jess than the hanger width, and Wood. blocking.to achieve full design load value for face -Mounted.: . hanger attachment on a One Ply supporting girder (Reference detail WA37-02). Dear Bob, Fora single Ply carried truss with a width less than the hanger width you can install a prefabricated jack scab truss (') for wpqd.fllle.r blpcking: The chord sizes; chord,grades, and Alpine connectorplate(s) to be the. same as the singles ply' carried truss. The prefabricated jack scab truss (*) Will have a minimum length of 46" and will have a Minimum pitch of,5/12, The single, ply carried truss shall haves reaction of 3,5064or less. Attach prefabnicated.jackscab,truss withtwo (2) rows ofO.12_8"x3,.0"'Gun Nailsat2u O.C. per row, -staggered .1"(See Figure 1 below). Please:refertothb Simpson Strong -Tie Catalog C-C 2019; page 216. Figure :3for more information; 'Figure I F.ora single plygirdlerthat requires wood blocking to,achieve-full design load value forface-mounted hangRrsatfach, one woodblock (") to the back face of the single: pi h " and ygi�derwit the size grade as the bottom chord. of the single p . l'y girder. Thetwood block length to be such thatthe Wood &odk'ihg extends to each adjacent panel points:(webs and bottom chord intersections). Attach wood block (-)- with it'wo' (2) rows of'b.I267x&C" Gun Nails at 6" Q.Jo.. pe'rrow,. staggered 3. 0' applied to, the 6760 Forum Drive Suite 305,. Orlando;. LK821�(80(11621�970.0 -.(863)4U-8685 F www.alpineitw.com ALPINE single plygirderface., with an addifio-nal.(20) 0.128"Off Gun:Nails at each7panel point I applied to the wood ood block.face - face See Fi6ure'2 �ei Owl. Please refer to the Simpson Steong-Tib Catalog, C-G20.19, page 216, Figure. 1 for more information. Figure 2 ....... .. .... - ------ . ..... . ........... . .. . The application of prefabricated jack scab truss for Wood filler. blocking or wood blocking to achieve. full design load value for face -mounted hangers must be approved by thehardware manufacturer. All edge and and distances, and spacing, for all nail connections must be sufficient to prevent.splitting of 'Wood. if I can, be of any further assistance. or if you have any:questionsi please-glye me a call. William H. Krick -RE. Chief lEngineFer AlpineanITW Company Engineerin6.Qepattmerit Orlando, F1 H or. N .70861: STATE L i 6750 Forum Drive. SuR6 305, Orlando, FL 32821 - (800) b21-9790 - (863) 422-86B5 www.alpineitmoorn ALPINE Mqwcw� April 26; 2019- Mr. Bob Michaelis Carpenter Contractors of America, Inc. 3900 Avenue G Northwest Winter Hbv6n, �L 33880-6201 Dear. Bob, Re' Strongback brid.ging, on fbbf trusses. I understand there is some concern over our recommendations for strongback bridging on roof'trusses. *Strongback bridging for roof trusses is not.a.requ,irem.ent of ANSI-71 2014 nor is it a -requirement of tb e Building Component Safety Information (BCS(), But strongback bridging on roof trusses is recommended by Carpenter Coritr6dtdrs of. America. Strohgback bridging, serves, the. following two. functions: One, bridging aligns the bottom chords after they are set so. they are uniform along the ceiling p'- hel a w' line and helps-withserviceability Two; bridging reduces relative deflection of adjacent trusses.. Strongback b(idgirij.does not preVent or reduce overall individual deflection, especially any r6of'trusses, f �0 n le _g jhc�re than 1/4" inch, Strongback bridging in roof. trusses does not serve as .temporary or permanent bracing and is not intended t8.dlstr6uie._ orshare design loads. between trusses. Consequently, no design Idads have been accounted for With thig.detail and continuous Mrcingbackbridging should not be attached between common and girder trusses: The. use of strongback bridging' shall not, interfere with other design conaideratibris as sgeciffied.by the Er!gjne6r*df Record or the Building: Designer. The outer ends of the strongback bridging shall be. attached to a: wall or another secure end restraint; t, or a.s.specified'by th6 Enginee'r of Record orlhe Buildind.D6sliner. Strongback bridging shall be a minimum of 2x6 nominal lumbar. oriented with the depth verticaf. Attach with (3). 1.6d common nails 0.1'62"x1T) nails at. each intersecting membeK When extending the strongback bridging overlap by at a Minimum of two trusses. The location of. the: strongback bridging Maybe specified by the Truss Manufacturer, Engineer of Record, or Building Designer: Please -refer t , o i ' Provisions" BCS1 "Strongbacki ng sioW orto Alpine,STVBRIBRI.01_4 cletdil for more Information. The graphic; shown (Figure-1) is for.,genarld illustrative purpose only. 67,60 Forum DiWeSuite 305, QrlMdo, FL 32821 - (800) 621-9790 - (863) 422-8685 MM;alpineitw.com {i;. I. s Not lo Sa]O Figure 4. if Lcan be of any further assistance' or -if you have any queE;1ions, please; give me a call.. William.H.Krick P.E. Chief Engineer Aipjn,e an itW:Co.mpany Engineering'Department Orlanaa,-FL32821. 8760 - Forum Drive Suite 396, Orlando, FL 32821 - (800) 521-9790 - (893).422-8685 Www.bIpIneitW.cQm NOM Details 1 and 2 are the AN el� REC attachment methods. SiRGNGBRCK BRIDGING., RE "b 1P bnd re bred V to, 20' 'en..4t me1,r of Nib: - Fndi V3 10' rz rwi ,t-ar eC vm - TIONS All scabron blocks shalt bea. minimum .2x4- 'stress graded lumber! Ali.str-.ongback bridging and bracing shall be a minimum 2x6 'stress' graded Ivriber,.' The purpose of strongback bridging Is. to develop load sharing between Individual trusses, resulting In an overall increase In the stiffness' of'the. floor system, 2x6 strongback bridging, positioned ,as shown In details, 1s recommended .at 10' -0', D.C. (max,) The terms: 'bridging' and 'bracing' are sometimes mistakenly .used interchangeably.' 'Bnaclhg' Is an important structural requirement of any floor or roof system, Refer to the Truss Design Drawing (TDD) ;for "the; ,bracing requirements for recommendation for a.truss system to, help control.vlbration. In additiorn to aidirig..,In the - distribution of point loads between adjacent truss, strongback brldging.serves _-to reduce 'bounce' or residual vibratlon'resulting, from moving point .loadsr .:such as footsteps The performance of all floor -systems are enhanced by. the, Installatioh of strongback bridging and therefore Isstrongly recommended by Alpine. For additional ,Information regarding -strongback bridging,. refer to BCSI (Building_ Component Safety Information). NO. M61. Lt. PSF DL PSF DL PSF- LL_ PSF ,zLD, PSF COED SHORING S i h[i7T ' 'SF PALLETS VF'-GQ &VAUefI' dot I q j5GOF.j(jR XD dC 04AL�[1• 7 WPICsjIiHI� �tQRE T`tiysSq�,. 9Hq�12Nt§ ... PLAMS AND. IAPL ANp L6H4P: f0, q'ttpnLTEl3* m { .. � -.��3�'3Ft�.�Q�t�LJI�I#'lG�E�sY�1�N�'.�::-:3:::. •. -k.:° � �: �:: ;c`�•Q"Q"•�:�k;��• ;�. ... ;. Cracked or Broken This drawing specifies repairs for a truss with broken chard or web member. This design Is valid onlyy for single ply trusses with 2x4 or 2x6 broken members. No more than one break per, chord panel and no more than two breaks per truss are allowed. Contact the truss manufacturer for any repairs that do not comply with this detail. (B) - Damaged area, 12, max length of damaged section (U - Minimum nailing distance on each side of damaged area <B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and sFFecles ns damaed member. Apply one scab per face. Mlnlmum slde memberglength(s) = 8(L) + (B) Scab member, length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' a.c., rows staggered. Nall Into 2x6 members using three (3) rows at 4' a.c., rows staggered. Nall uslno 10d box or gun nails (0.128'x3', min) Into each side member, The maximum permitted lumber grade for -use with this detail Is limited to Visual grade 01 and MSR grade 1650f. This repair detail may be used for broken connector plate at mld-panel splices. This repair detail may not be used for damaged chord or web sections occurring within the connector plate urea. Broken chord may not support any tie -In loads. S. L —ON MIN L --iTyplcal + O + O + O + O O + O + O + O + St2' agger + = Back Face 1M0d Box (0,128''b x 3', min) Nallsi o= Front Face 2x6 Member - TrloleeROwwStaaoerei Nall d ikU19 AN rTW MMPANY Wh cRy.W 53045 acing Detail uWAMNan "WWtANTa FIMSN 7 Moe a..r�. a loc. Member'; Repair Detall Load Duration = 07 Member forces may be Increased for Duration of Load Maximum Member Axial Force. Member; Size L SPF-C HF DF-L I SYP Web Only 2x4 12, 620# 635# 730# 6004 Web Only 2x4 18' 975# 1055# 1295# 1415# Web or Chord 2x4 24' 9754 1055# 1495# 1 1745# Web or Chord 2x6 1465# 1585# 2245# 2620# Web or Chord 2x4 30 1910# 19600 2315# 2555# Web or Chord 2x6 2230# 1 236541 3125# 35754t Web or Chord 2x4 36 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4245# 4745# Web or Chord 2x4 AOI 2975# 3045# 3505# 3635# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 1 5280# 6095# 6660# SNSTMLM s L ZS=X.--\ e L 51N:(nnC1 L8 L L L Dl.tv�e 14Nnun, , I L 24.0' MAX TE REPAIR 49 I I I -fijifilUal-Viallay he.gU 14'-0' 'rqbfhalghtr 30 (-t m m6-m a TTRRtui�ill it LIN DER VALLEY FRAMING VALL Y RAFMR.OR RIDGE +CrIpplab 4'4lor40 psf (TL)'And 20 per M. Md, oach raWstartpn§ the Y!Ways of sloopom stag9erad'belwean rows:_ P.) C,=64Ftl6n P - 6clOremfint . �Wotqs A IQ tdi-6914 AttachMent Se-fiW.Anlroatly ils orttubughloll" ftdcrthea . thitia 3. cilpolo:tcooio 4,16due,mili 'byctjtdno:0qsu 6&6h i6 sheathing 4. PifjgrfdMa6par drfilb4king. a 16d fat,-Oaas Slgdloa-balfs AjjfUir*.rAOQ 2X6 $I9ePeC$- 4 16d toe-dalrs S. -swevdi ttitrjaii 4 l6d tdihalh gEjMfto'frUsi 3 16-d td&.naUlA8fh SlaeP.ec N& W$s .6. epUga:bobrdto rp.f bldck A'16d We-TIdUS t;,RAV FRLI;UT ASROADYOR F(TCH .7- -Fridim bq2fM fojr.Mss- 4 XGd.tq"qfLs S. -,Rufm to (Tvp). 41641007hilb 1AiekAOT �Eido= fF.'sLEEPERSfiJM USED) -darg 0 moT.Es- a3. rAtwisearntenMe 4 3,6dtpl�nalK mnmim NAILS are LG 40 54 rc DL iolzo 7 I -tTATel QC DL 0 .0 0 0 " 01 LD 0. 0 fit ...Q I,- qRl TdT. MIA 'F:kt, 125/1.16 Face -Mount Hangers - I -Joists, Glulam and SCL 0 0 0 A �Msrd SIMPSON ie ® These products are available with additional corrosion protection. For more information, see p. 15. Codes: See p.12 for Cade Reference Key Chart. Actual ' Joist Size (inn - Model No. - Carried Member I Dimensions I (In-) MInJ :Maz. Fasteners (in.) Allowable Loads Gode Bef.. - sue:« 5"v a " - Web Stitf Regd. W "H B Faces F Joist :DF/SP Species Header SPF/HF Species Header Uplift (160) Floor (100) Snow' (115) Hoof (125) Floor (100);(115) Snow Roof [(125) IUS2.56116 - 25A 16 2 Min. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 1,555 1,555 Max. (16) 0.148 x 3 - 70 1,8015 1,805 1,805 1,555 ':,555 7,555 21h x 16 MIU2.56/16 - 2s66 157h6 2'h - (24) 0.162 x 3'h (2) 0.148 x 11h 230 3,455 3,920 4.045 2,970 3,370 3,480 U314 ✓ 2•b6 10'h 2 - (16) 0.762 x 31h° (6) 0.148 x Ph° 970 1,945 2,205 2,375 1,675 1,695 2,045 HU316 / HUC316 ✓ 268s 141h 2'h - (20) 0.162 x 3'h (8) 0.148 x 11h 1,515 2,975 3.360 3,610 2,565 2,895 3,110 IBC, 18 MIU2.56/18. - (2%6 1733446 21h.. - (26) 0.162 x 3h (2) 0.148 x lh 230 3,745 4,045,j 4,045 3,220: 3.480. 3,480 2h x ' 'iHU316 f HUC376 "-•' ✓ 2'bs.. „ 34'le 2'h-.1- (20) 0.762'x31h (8) 0.14$ x 71h' 1515 2,975 3,360-,`3,610 2,56512 895 3110, 2'hx20 MIU2.56/20 - 294s 197N 216 - (28)OJ62 x 31h (2)0.148 x11h 230 4,030 4,060 4,060 3,465 3,495 3,495 2 to 26 `MIU2,56/20 ✓* r 12-14- I 79M6 21h `- (28)662 i3'/z (2)0.148x 11h 236 4,630 4.060 4066 3,465 3,49513,495' x 9Y" 2 to 26 to 294s" wide joists use the same hangers as 2'h" wide joists and have the same bads. 3x91h MIU3A219,; - 4'4 9'F6--" 21h =- (16)0.162x 3h, (2)6.146 x I?h ,230. 2,31)5 2,6 2,920 1,98012245. 2425 3 117/6 HU210-2NUC210-2 MIU3.12/11 ✓ - 355. 3'h "81M. 111h 2%. 2h Max. - (18)0.162x3h (20) 0.162 x 3h (10)0.48 x3 (2) 0.148 x 11h 1a95 230 2,680 2 880 3;020 3,135 3,250 3,135 2,306:2,605 2,475 2,695 2,800 2,695 IBC, FL, x HU212-2 / HUC212-2 ✓ 31/6 10916 21h Max. (22)0.162 x 31h (10)0.148 x3 1,795 3,275 3,695 3,970 2, 220 3,180 3,425 LA HU3.25/12/HUC3.25p2 •:., 3'/4 `. -it :14 2h.'- (24)0.162x31h ,. 12)0.148 x3 ;,795 3570 4030: 4,335 3,0753,470: 3,735' "HU3.26/16/ 80C325716 3% 131M6 2'14 Min. (20)0.162x3'h (8)0.148x3 1,515 2,975 3,3803610 2,560.2,890 3.105 - - • Max. "- f26)0162x 3'h (12).0.14Bx3 -,7S5 3870 4,$65' 4,69513,330,3755 14,040 31AgWlam -H000210-2-SDS 3'/. ,. 9 - '3 (12)1/, x2f1RSDS (6) /7x2h"SDS 2"a 5 4.,75 43ta 3,600''3.710 3,7v3 FL HGUS3.25(10 3'/5 8% :4,- - f (46)0162x3'h (16) 0.162 x3'h 4,095 9,10B 9,100, 9100 7,82517825 17,825&IBC, HGUS3.25/12 31W 104' 4 -' f56) 0.162 z N (20) 0.162 x 3'h 5,046 9,400 9;400 9,400 8,085 8,085 8,065' FL LGU325-SDS 31/4 8to 30 4'h - (16)'A' x 21/P SDS (12)'/."x.2h°SDS 5,555 6,720 7310: 7313 4,840 5265. 5,265. 3'hx 51/4 HHUS46 - 35A 5'/6 3 - (14)0.162 x 3'/7 (6)0.162x31h 1,320 2,785 3,155 3,405 2,395 1 2,715 12,930 HGUS46 - 35A 47A6 4 - (20)0.162 x31h (8)0.162 x31/z 2,155 4,360 4,885 5,230 3,750 4,200 4,500 • "' HUS48 •' - 3916 "'6'M6 2 :- (6)0.162 z.3h (6)`0.162x31h 7,320 7,595' 1;815"7960 1,36511,5551,680 3'hx 71/4 HHUS48 Y• - 3% 71h 3 - (22)0.162:x 31h (8)0.162 x3'h 1,78D 4.210 4,770. 5140.3,615' 4,095,4,415 HGU848 • ' - 3% `- 71N • 4 • - (36)0162`x 31h (12)0.162 x31h 3,235 7.460 7,4% 7,460 16,415, 6,415, 6,415 IUS3.56/9.5 - 3% 91h 2 - (10)0.148x3 - 70 1,185 1,345 1,455 11,020 1,160 1,250 MIU3.56/9 - 3% 8% 21h - (16)0162x 3'h (2)0.148 x11h 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 • ✓ 39As 894 2 - (14) 0.162 x 31h (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 - 36R6 1 81i;G 2 - (8) 0.162 x 31h (8) 0.162 x 31h 2,990 2,125 2,420 2,615 1,820 2,070 2,240 31hx 9M HHUS410 - 36h 9 3 - (30)0.162x3h (10)0.162x3'h 3,565 5,635 6,380 6,445 4.845 5.486 5,545 HU4101HUG410 ✓ 3% 8% 21h - (36)0.162 x 3'h (12)0.162 x 31h 3,235 7,460 7,460 7,460 6,415 6,415 6,415 HUC0410-SDS - 3•/i6 9 3 - (12)'/a' x 21h° SDS (6)'A" x 21h° SDS 2,265 4,500 4.500 4,500 3240 3,240 3,240 HGUS410 - 36AI 9M6 4 - (46)0.162 x31h (16)0.162x3h 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IBC, LGU3.63-SDS - 35/6 8 to 30 4'h - (16) Ya' x 21h" SDS (12) I/V x 2'h" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 FL, LA MGU3.63-SDS - 35/6 9%4 to 30 1 4'h - (24)1/4" x2'h°SDS (16)'/f x2IN' SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 US3,56/1138 - 35,1 117h 2: -' j12)0.148x3 1,420 1,616=. 1,74b 1,220 1390{7,485 - 33i6{ 11'h 21/5 - (20) 0.162x 31h,. (2) 0.148 x 11h 210' 2,880 3135;13,135 2,475 2,695 2,695' °U414."• -MIU3S6/11. ✓ 31`14s'10 2' •- (16)0,762$31h' (6)'0.148x3 9;8: 2,305'2,615;128207980.245,2,425 HHUS410 - 3% 9 3 - (30) 0.162 x 31/: (10) 0.162 x 3'h a;555 5,635 6,380! 6,445 [4,845 5,486 j 5,545 - HUS412 •- -13-A6 ,.'101h 2 -- (10)0.162x3h (10J0:162x31/i, 34;3526603,025! 3;26SI 2,275`2590, 2,795. 31hx 11 rh HU412/HUC412 - s 394s 1094s` 2% Min. (16)OA62 x31h (6)0.148x3 1,135 2,380 2,685 2,89D 2,050 2,315 2,490 Max. (22)0.162x 3% .(Ib)0.148 x3 Ta.,9F„ 3,21 3,695;, 3,970 2,8201.3,180 3,425 HUC0412SDS •" • - 3946 11 - (14)1/P x 21WSDS (6)W x21h°SDS 2,265 5045 504515045{3,630'. 3,630 3630 -HGUS412 • =• -, 35/4• -10M6 4 - (56)0.162x3h ,(20) 0.162 x 31/z 5i040 9,400 9,40D� 9,400 8085. 8;085 8085: LGU3.63 SDS 34A 8 to 30 41h - 06) IW x 21W SDS (12)1/4°x2'h SDS 5,555 6,720 6,720; 6,720 4,840. 4 840I4,840 MGU3.63-SDS •.•'.. 35h-9'la to 30 1 41h - (24)%°x21/,°SDS (16)`14"x21h SDS 7,260, 9,450 9,450: 9,450 6805',.6,8D5�6,805 HGU3.63-SDS - 35k) MOO 41/. - (36)'/a' x21/z' SDS (24)'/Vx2'h"SDS 9.4n0 13,16n lot u0',7a16C 9,475 19475 °,475: 46 See footnotes on p.150, Simpson Strong -Tie® Wood Construction Connectors 4 � Adjustable Truss Hangers This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustabifity and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMW coating. See Corrosion Information, pp. 13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall. not be within I/V from the edge of the top -flange members. For the THA29, nails used forjoist attachment must be driven at an angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum Yz° edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, wRh 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 corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 355° (except THA413) and larger, with no bad reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 24z for THA422.2 W426-2 (V�THAC422 W.'typlcal 2W for THA422-2 and THA426-2 6THA418 Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps maybe installed straight or wrapped over with tabulated face nails installed into top and face of heads Double -Shear Double- '.. z Nailing i,.'. Dome Double -Shear j Shear ¢� Side Yew; `. Naiing Side Mew ' Naiing po not (Available on Top View ,: bend tab some models) Use full tableva Single 4x2- Sea nailer table) SIMPSON Stroiig�e' 2 face nai5 (total) 4 top nails (total) and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation ,yp,.G, , Top Flange Installation lerto tnote 5 p.187 86 THA/THAC Adjustable Truss Hangers (cont.) ® These products are available with additional corrosion protection. For more information, see p.15. 0 7A s `F Model No.-'fia' _ ' Dimensions (!n.) m- Min. Top Flange'.DPPth: '(1nJ Min. Header (in)" Fasteners .. - (in.), "Carryidg'Member . `- ". +' '. Carried' Tap , Face ' Member DF/SP Allowable Loads : " Boof /Roof `UPlill Fllpor` Snow •Wind (160) (109).. j115). (125/160) SPF/HF • Allowable Loads /�l ,Uplift Floor -Snow, .. Wind (160) (100) .(115) (125/160) ', Code, ReL WzA H " '. C THA29 18 14'e 91146 5'/s 1'h — ,rToPEIanBEinstallatrop (2) 0.148 x 3 (6)0.148x3 (4) 0.148 x 3 525 1,750 1,750 1,750 450 1,330 1,330 1 1,330 2rhe — (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.146 x 3 525 2,610 2,6101.1,,460 0 1,965 1,985 1,985 THA213 1B lsh 13Fia 5'kl, 2 = j (4)'0148 x3 (2)'D.148x3. (4)0148KTh - 1460 t` G, VIC I„ri0 1110, THA218 18 1 % 17$6 51h 2 — (4) 0,148 x 3 (2) 0.148 x 3 (4) 0.148 x 11h — 1,460 1,460 1 110 1,' 10 1,110 IBC, ;•TNA218-2 15 3'14 171146 8,�. 2 --�(4) 0.162 x3k `(2) 0.162x 31h (6)0.148 x3 1.960 '1a` 1,3er0•"1, 15 .1516` FL, THA222-2 16 31/6 225/e 8 2 — (4) 0.162 x 1/h (2) 0.162 x 31h (6) 0.148 x 3 — 1,960 1,995 1.490 1,515 1,515 LA THA413' 18 35/a133i. 1W 2 ' I4) 014E x3•+' (2) 0]48 x8� (4) 0.1481C3 =— ' t 538 '1 133".+: ` 1"15 111 65, 1,165 THA418 16 3% 171h 7'/a 2 — (4) 0.162 x 3'h (2) 0.162 x 31h (6) 0.148 x 3 — 1,960 t 490 1,515 1,515 Tf1 422 16 3SW 22 7xh' 2t. —;'14)0162 %9'=:"(2)0,162x3h ,;(5)0148 x'3 ' Y 60 THA426 14 3% 26 7rh 2 — (4)0.162x3'h (4)0.162x3'h (6) 0.162 x 3'h — 2,435 12.4352.435 — 2,095 2,095 2,095 Tl1A4222 i4 77d"2?i)4`951eb 2 —s(4)0;162x3h'(4)4.162x8ih(B)b.762z3'h- 3;330 ';'2,865 :2,8fi5 �'2,865 FL THA426-2 14 7'h 26Na 9% 2 — (4) 0.162 x 3'h (4) 0.162 x 3'h (6) 0.162 x 31h — 3,330 — 2,865 2,865 2,865 Eiy, M- x §" x 4. w'y %kw<;. }�aCE Mbbtli iullt zlitslal(atlUn qua a ,1-; a+hA' ��,15 xrr TY i1E THA29 18 1% 91K6 51h — 9% — (16)0.148 x3 (4)0.148x3 1 525 2,265 2,265 2,265 1 450 1 1950 THA213`" 18" 15/6 133i6 5'Yz'i —;'13 a' `at?_:-�(14j`ii1148X8 '(4)`0148x3 FwB'2tG4a' 340r ;4,5Q �':"•7,3x '?.10k THA218 18 1 % 17916 5'h — 17% — (18) 0.1480 3 (4)0.148x3 855 2,450 2,450 2,450 735 k2,8452,845 2105 THA218-2 16 3V61Z1Y+6 8js,—..74'hs;( ,i'^s a4'(22)A.162x3?h (6)U162x31h -1855 a,310314 „3.11 Cvr:i1,595 °i,:3?5'� IBC, THA222-2 16 31/6 2245s 8 — 14% — (22) 0.162 x 31h (6) 0.162 x 31h 1,855 3,310 3,310 3,131C 1,595 2.845 LA Tk1A413 THA418 18= 16 3%a136A. 3% 4'k ,,— ,; — 13'+ir» 14'66 —.:'-(14) — .148x3, (22) 0.162 x 3'h .(4)0148x3'.?,105..-: (6) 0.162 x 3'h 1,855 3,310 3,370 3,310 1595 2.845 2,845 2.845 7HA422 THA426 16 14 ..3A 3% +269;693/, — — 14uc„- 16Ra 5,p,.(22)„0.162x3'h_(6)0-162,x — (30) 0.162 x 31h 31h (6) 0.162 x 3'h q!8552.10 1.855 4,415 ;3,,'S0 4,480 a,3 n.; :=1595 4,480 1,595 2,845-;28y`S 3,795 3.855 $8d5.',y 3,855 'T A42221 THA426-2 14 T/+ 7% — 163're, 18 - — SQ D.162x3 (38) 0.162 x 31h 5 0,162x3'h (6) 0.162 x 3'h 1855 1,855 'Sa70 5,520 5a520 5,520 5,5 ". 5.520 ;595 1,595 4,445 4.745 4,745 4,745 4,745:. 4,745 FL 1. Uptff bads have been increased for earthquake or wind leading with no further increase allowed. Reduce where other bads govern. 2. W Intl (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 bads for the THA29 with 1 h' min. top flange are based on a single 2x carrying member; all other top -flange installation bads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face-mouht installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148' x 1 h' naiS in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x modeb, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange naiing requirements (see drawing on p. 186) and achieve full tabulated top -flange instalation loads. 6. Refer to installation instructions regarding fastener Installation into owned Ooist) member. Based on the installation condition. nails will be installed either straight with straighted double -shear nalling tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 18 Simpson Strong -Tie° Wood Construction Connectors Face -Mount Joist Hangers G`aEERFp W 3' b This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. The double -shear hanger series, ranging from the light -capacity, LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing thar distributes the bad through two points on each joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMW coating. See Corrosion Information, pp. 13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table bads. • Not designed for welded or nailer applications. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Naling Top View SideVew Nailing Side View ten„ Do not bend tab Dome Double -Shear ' .� `.:c. Naiing Side View <: (Available on some models) 1'far� 1H6 for4Xs� 6 :k C µ,me B 6 LUS28 6 HHUS210-2 SIMPSON trot e" 6MUS28 4 c n M1 ;r C a a < D d ° t ° V HUS210 (HUS26, HUS28, and HHUS similar) eJ HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 4, Simpson Strong -Tie® Wood Construction Connectors Face -Mount Joist Hangers (cont.) Modelr.? No.` Min. Height Ga. Dimensions pin,)Fasteners W.• ° „:H% g "�' Carrying " Member ''.Cedr Member Single 2x Sizes •LUS24 ' 2% 18 11+s .13'% ' 13'4 .. • (4) 0.148 x3 (2) 0.148 x3' LU526, ,41/ 135s 4a(i 1°/4 _.(4)0,148z3-• (4)0.148 x3 MUS26 411Fs 18 1 %. 5346 2 (6) 0,148 X 3 (6) 0.148 x 3 HUS26 4446 16 1% 5% 3 (14)0.162 x 31h (6)0.162 x 31h HGUS26 1 494s 12 1% 5% .5 _.... (20)0.162 x 31h (B).0162 z 31/2 LUS28" '43'i6 '18e ills- 6% 1'f4 716)0.148 x 3fr- -MUS28 63is 18 194s 6Wi6 2 (8)0.148x3 (8)0.148x3 HUS28 61h 16 1 % 7 3 (22) 0.162 x 31h (8) 0.162 x 31h HGUS28 6§Ss7% 5 (36)0.162 x 31h (12)0,162 x 31h '.LUS210 41/. 18 11u 7186 13'i (4) 0148z3 HUS210 r. „ 8% l6 1% 9 3 : '(30) 0.162 x 35i,1 (10) 0.162x:31b HGUS210 81i6 �_ -12" is% - $1h` 5 :j46)O0620Wz"t (16)0.162'x31h 1. See table below for allowable bads. SIMPSON tIO1C f These products are available with addrfonal corrosion protection. For more infonnafion, see p. 15. Q For stainless -steel fasteners, see p.21. Many of these products are approved for installation ®1 with Strong -Drive= SD Connector screws. See pp. 335-337 for more information. BF Allowable Loads ' SP Allowable. Loads SPHHF Allowable Loads "Code Model .No. .. (160)1 Floor Snow Root, Wind ,(125)' 60) Upli (160}�°°; (100) - Snow R of (115),; .-(125)`� Wind (160) = (,Flodr , 160)t.,° Floor , (100) Snow (115j, Roof .(125) ., Win; ;. Ref. Single 2x Sizes LUS24j,. �35„ , 670, ^4765 ;, 820 Y,045 435. _...: 725, , ;825,. 890- 7 k20 " .460 ., 495 ` 565. 605 .' 770: ; LUS26 1,165 865 990 1,070 1,355 1.165 935 1,150 1,475 865 635 725 785 1,000 IBC, FL, MUS26 930 1,295 1,480„• 1,560 1,560 930 1405 1,563 1.560 fit^ 955 1,090 1,160 1;3$^,: LA HUS26 1,370 2735 3,095 3235 3,235 1,320 2,960 3280 3,280 1,150 2,350 2,661 2780 2,780 . HGUS26 575 4,340 4,850 5,170 5,390 875 _. 4,690 d4,095 5,390.. 5,390 180 '. 3,225 3,610 3,870 : 3,985 MG. FL LUS28 MUS28. 1,165 • 1,320 1,100 : •1,730 1,260 1,975:... 1,350 ° 2,125' 1.725 2,255` 1165 :+'S,3201 1195 : 1,876 1465 2,255 1,730 • 2 255 865 =1'160,1 810 1,270 . 925 1,955. 1,000 4,5M 1,270 19 . IBC FL, LA HUS28 1,760 4,095 4.095 4,095 4,095 1.760 4,095 4,095 4,095 1480 3.520 3,520 3,520 3,520 HGUS28 1,5.;0 '',7ju , 7,275 , 7,275 ? 75 1,650 7,2Tc , 7,275 7,275 1.325 3.67A) 3,820 3,915'. 4,250 IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1 1,165 1,450 1,655 1.775 2,270 865 985 1,120 1,215 1,500 1 IBC, FL, HUS210. 2,635.. 5450 5;795 1 5,930 5,880 1 2,635 SS"s5 5;750 5,839 5;530 2.220... '�339 2A55 2,535 2,825 LA HGUS210 7.,090 9,100 9,100 9,100 2,090 9,100 9 00 9,100 9,100 1,545 6,340 6,730 6.730 6.730 IBC, FL 1. For dimensions and fastener information, see table above. See tab[- footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp.98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45" and/or sloped to a maximum of 45' • For skew only, maximum allowable downbad is 0.85 of the table bad • For sloped ony or sloped and skewed hangers, the maximum allowable download is 0.65 of the table bad • Uplift loads for sloped/skewed conditions are 0.72 of the table bad, not to exceed 2,475 b. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45'. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square out 0.62 of table bad 0.46 of table load W < 2" Bevel cut 0.72 of table bad 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table bad 0.41 of table load 2" < W < 6" Square out 0,46 of table bad 0.41 of table load W > 6" Bevel cut 0.85 of table bad 0.41 of table load Acute -side opeaiy anym Top View HHUS Hanger Skewed Right foist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 94 Simpson Strong.-Tie®Wood Construction•Connectors" These products are available with For stainless Many of these products are approved for installation ED additional corrosion protection. © steel fasteners, ®t with Strong -Drive® SD Connector screws. For more information, see p. 15. we p. 21. See pp. 335-337 for more information. A SS SIMPSON rm-�s+a ,s eae•c,4t 5 r0lft]]p%'ie; Model ;Min Dimensions fin.) ": Fasteners (in.) - °` DF/SPAllowable Loads m SPF/HFAllowabl@Loads 'Code `- No. 'Heel Height Ga:- W: ,H g' ** `. Carrying Member •' ' �° Carried - Member Aplift, ,(160). Floor Snow (100)'.. (115). ' Raof' {725).+{760) Wtnd tioldt `{360).,,(700) :'Floor" Snow- (115) "Hoof Wmtl (1125) (160) "Ref. ! Double 2x Sizes 31A 2` .'.(A) 0.16? x 3ih f(2) 0.162x 31h,`. ' 410' `5600:?' 905 = 980 , i1,245' 355 11 890 , , 78D ;' 845 1,070' LUS26-2 4346 18 31/. 47A. '2 `(4)0.162x31/z. ' (4)0.162 x31h; ' ]6C 1,030'I .1,770 1,?65': a,595 910 -.885 1,00511;080 1,370• HHUS26-2 4446 14 3346 5% 3 (14) 0.162 x 31h (6) 0.162 x 33h 1 320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26.2 494s 12 334s 5rh6 4 (20)0.162 x31h (8)0.162x31h 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 WS28-2 4slis 18, 3VV 7 '2 ,(6) G462X3'/3;'.-{4)0.162x3"h- srG"b0 1,385� i,490 1,670`'2,030 910 1,130 7,280 -1,385 1,745': IBC, FL, HHUS28-2 6'Ac 14' 35A. 7'/x 3-`(22) 0.162 x 31/2 j8)0.162 x 311h, 1,760 4,265 4,810 5,155 5,9861 ,11115. 3,670 4;135: 4,435 5,145. LA HGUS28-2 16%6 12 3iis 7A56 .�d:...(36)0162X31h„ 02)0.162 x3''h 3,235 7,460:' 7,460 7,d60.';7,460' 2,780 j6,475 fi,415' 6,41$ 6„475'. LUS210.2 67A6 18 31/e 9 2 (8)0.162 x 31/2 (6)0.162 x31h 1,445 1,830 2,075 2,245 2,830 1,245 1,575 1,785 1,930 2,435 HHUS210-2 8% 14 3% 87/8 3 (30)0.162 x 3'h (10)0.162 x 3'h 3,550 5,705 6,435 6.485 6,485 3,335 4,905 5,340 5,D80 5,190 HGUS210-2 8s4s 12 3346 9As 4 (46)0.162 x 3'h (16)0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes ' HGUS26 3 44 U 12 41 4a 51h 4 (20) 0.162 x316 (8) 0162 x3lh 2,155 4,340 4,850 5,170€ 5,575 1,855:. 3,730 4,170 '4,445- 4,795 IBC, FL, -HGUS283 '6°34e 12 4145s 71/. 4..:(36) 0.162x3'h,..fl2)01,62x 31h., 3,235 7,460- 7460 7,460.-7.460 2,780, 6,415 6,415 6,415 6415i LA HHUS210-3 8% 14 4% 8% 3" (30) 0.162 x 31h (10) 0.162 x 3'h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 8115s 12 41i4s 91/4 4 (46) 0.162 x 31h (16) 0.162 x 31h 4,095 9,100 9.100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 . HGUS2124 10% 12 41%, 1035 4 (56)0.162x3'lh (20)0152016; 5,095 9,045: 4,045 9t?45". 9,D45 ABD0':';,780 -%78G. '7,780 7,750 IBC FL, LA HGUS2143, 72% 12 41n's 323'a 14 (66)0.162x 3'h,;;(22)0.762x3'h 5,695 76,125. 1012510,125, a10,125 490D::8 t90 8,19018,190 8,190. Quadruple 2x Sizes HGOS26-4 ' 51% 12 614e 5% 4 (29)0.162 x3'1h -8)0.162 x311h 2,155 4,340: 4,850 5,170: 5,575 11,855'"3,730 4,170 FL, HGUS28-4 74/4 12 69A6 734s 4 (36) 0.162 x 3'h (12) 0.162 x 3'h 3,235 7,460 7,460 7,460 7,460 2,780 6.415 6.415 6,415 LA HHUS210-4 8% 14 6'/e 87A 3 (30)0.162 x 3'h (10)0.162 x 3'h 3,405 5,630 6,375 6,485 fi,485 2,930 4,840 5,485 5,575 FL HGUS210-4 .9114, 12 Vi. 9M6 4 (46)0.162x3''h (16)0.162X31h 4;095 9,100" 9,100 9,100 9,100 3;520: 7,825 7,825'"17,825 d4,445,4,795IBC, HGUS2124 10% 12 61is 10% 4 :(56)0,162 x3"1h, J20)0162x 3'h k895.9,0,459,045 '9A45 9,045 �900;71-80 7780 :7,780 IBC, FL, LA ,H6US214-4 124e 12• 634t 125A 4=;'(66)0.162x3^h'j(22)0:'162x3'h:�'5,6951072510;72570,125'70;125 ;d,900;58,710 9,7U1"8i7701 dx Sizes {US46 4?fi 18 3hSs 434 2. (4)0.1fi2x3'h:. "(4)0.162 x31h ",,060 1,030 1,170 1,265 1,595 91D.:. 885 7,005 1090 1:370 IBC, FL HGU546 `,: .•47h6„ 12,. 3s%' 47.56 Al 0)0.162x31h;•j8)016?X3%= .2,165 ,9,,340•=4,850 $,170'S,575 8855. 3,730 4,170:4,445 Q,795% �}3HUS46 - 4$6 14 A 5346 3 f)4)0.162 x31h ,(6)0.162 x3h6 1,320 2,830 3,190 13,415 4,250 1,lao 2,435 Z745 i2,935 3,655' WS48 4% 18 39A6 635 2 (6)0.162 x31h (4)0.162x3'h 1,050 1,315 1,490 1,610 2,030 910 1,130 1,280 1,385 1,745 11 Ft, HUS48 6'/e 14 3456 7 2 (6)0.162 x 31h (6)0162 x 31h' 1,320 1,580 1,790 1,930 2,415 1,135 1,360 1,540 1,660 2,075 LA HHUS48 6'h 14 36h 7'h 3 (22)0.162 x31/2 (8)B162x31h 1,760 4,265 4,810 5,155 5.980 1515 3,670 4,135 4,435 5,145 HGUS48 67% 12 3% 7946 4 (36)0.162 x 3'h (12)0.162 x 3'h 3,235 7.460 7,460 7,460 7,460 2,780 6.415 6,415 6.415 6,415 LLIS410,' , 6Y4 18 3s/s BY, 2, ,I(8)9.162 x31h .(6)0162x314," 1,445 1,830: 2,075 2,245I 2,830, 1,245:"1,575 1,7851, 1,930 2,435: `HHUS410', " =8%' =td- 3%. 9 ; ",3^ :(36)0962X3 11(10)4.162x31h=.g 'C ,'a,70SA44 C'05+ 047.- �3.5"o'a�, 4`905 5,535'. ":55 S ,5575 HGUS410 ' '87% 12 36h,. 9346 4 (46)0.162x3'h' i(16)b.162z3% 4,095 9,100!. 9,100 '9100. 9100 .3,520i, 7,825 7,825, 7.825 7,825, IBC FL, LA HGUS412 107A6 12 35h 107As 4 (56)0.162x3'h (20)0.162x3'h 5,695 9,045 9,045 9,045 9,045 4,900 71780 7,780 7,780 7,780 HGUS414 117As 12 36h 127As 4 (66) 0.162 x 3''A (22) 0.162 x 3'h 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 8,190 Double 4x Sizes HGUST37/10,' 87As 1 12` 7% JSYi6 1 4 (46)0.162x3yz (16)0.162x3'h 3,430 9,095 9,095,19095" 9095,2,950. 7,820 7,820'7,820 7.820'. H©US73711? 70 a' 12 ^I3/e„10i4s - 4 (56)0.36?R,3'h..;(2D)0,162K3'k: 3,835 9,295; 9,295 9395'.9,295, 3,300 .7,985 a7,995�;7,995 ,7,9951 FL HGHS7.37114 I 113A6 J 12 '7% 129i, 4 ;.(66)0162x3"h-(22)0.162x 35h,'S,08010,50.10,500 10500 10,500 A370, .9G30 9;030,:9,030 9,030 1. UpHI bads 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. Minimum heel height shown is required to achieve full table bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may Emit allowable bads in accordancewith ANSViPI 1-2014. Simpson Strong-Tiem Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Sbong Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162' x 2%' nay in the header and 0.162' x 31h' in the joist, with no bad reduction. With single 2x carrying members, use 0.148' x 11h' nails in the header and 0.148' x 3' in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener inforrmedon. 19 96 Simpson Strong -Tie' Wood Construction Connectors HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable bads (with minimum nailing) apply to heel heights as low as 37A'. 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 up to'h' max. to allow for greater construction tolerances (maximum gap for standard allowable bads is'/e" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge Finish: Galvanized Installation: • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filing round and triangle holes for maximum values • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity Options: • HTU may be skewed up to 671/°. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive° SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height pertable EMany of these products are approved for installation with Strong -Drive" SD Connector screws. See pp. 335­337 for more information. Typical HTU26 Minimum Nailing Installation HTU26 �-'X max. gap between end of truss and carrying member HTU Installation for Standard Allowable Loads (tor 1h' maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/6" Maximum Hanger Gap) SIMPSON r Alternate installation - HTU28 Installed on 2x6 Carrying Member (H7U210 similar) Min. 'Model, Heel Na Height ' .. - Dimensions (fn.) W .WH B Fasteners (in.) a - Carrying Garriedl"--- " Member ' Member �: DF/SP,AIIowable Loads - Uplift Floor Snow Roof Wind (180),.(100) (115) . (125) (160)'' SPF/HF Allowable Leads - ,uptift Floor Snow3 Roof Wind (160) :.(100), (115) (125) (160) Code; Ref." Single 2x Sizes HTU25 3'/ . 1% 57he 3h.. _. ._ :120)0.162x31/ (M1l)(M48x 1Y, 64G. 2'git Wrr0 ZE70 ',,,fx70'; r 50 ' Oa0 1.650 1,680 1,686 ifTU28(NI'nj- 3kG 35J 5_7 ,31h,. {2010.162x3Ye. (14)0:148%fh 1,250 2,940 3,266 3:200 3,200:;:1,075r' 1,8527. 2015 -2,01 2015.: HTU26(Max.) 51/ Y;5 57hs 3'/, 120)0.162x 31/2 (20)0.146 x,11h 1.555 2:940 3s20 3-580 4,0101'_1,335 2,530. 2,855 3DE?. 3.450 IBC, HTU28 (Min.) 37h 135 715s 3'k (26) 0.162 x 31/,(14) 0.1 88 x 11h 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 7'/. ish 711s 3'h (26)0.162 x 31h 1 (26)0.148x 1'h 2,020 3,820 4,315 4,655 5,435 1,735 3,285 3,710 4,005 4,675 LA 'HT1i?70 (Milt{ 37i• 1 B31s 13ifz='r(32) 0.162 x3"h', (14)0J48x 1, 1,330 U imo "300 4;309; _1,145 3225 a'225 3.225J 3.225' 1­1711210(Max.) 974 . 135 91Fe 3'1h JU)0.162-.x 31h 1 (32)0.148x 1 1h 3,31514705 5.510 7-ID 5,995. 1.2,850 4,045 4.565 4,930 5,155 '. Bauble 2x Sizes HTU26-Z (M n) 37/e 334a 106 3'h, „(29) 0162 x 31h:. ,. (14) 0.14ft, , 1,515 J 2,946 3IM I Marl 1910 1• 005 1.850 if2.090 2,255: 2465:. HTU26-2 (Max:f 5'/x 33is 5M6 31h '(20) 0.162 X 31/: (26)0.148z3` 2,175 3,580 4.`-3C; 1,870 2,530-° 2,855 309J 3,855 HTU28-2 (Min.) 37h 3ifs 7He 31h (26)0.162 x3'h (14)0.148x3 1,530 4,310 4,310 1,315 2,865 3,235 3,235 3,235 IBC, HTU28-271h (Max.)( 3i5e 7'fm 31h 26 0.162X31/ ( ) (26) 0.148 x 3 3,485 4,655 A,'�,31D 5,825 2.995 3,285 3710 4,MS b,D}0. FL, LA HTU210-2 (Min} ,37h 3sii'e 9iSs 31i. '(32)0,162,x31ft (14)0.148 X3- 1,755 ;4,816 4,815.,4,51fl 3530:' 3,610� _ 3,610 3610i HTU210-2(Max) 9'7." '3% 9'hs '3'/..(32) 0.162x 3'h (32)0.148X3 d,110 5,730 6,5'S 3,535 4,045'� 4565 4,93^_ 5.6D5, 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further Increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1r5' and'h', use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVIPI 1-2014. Simpson Strong Tem Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based,on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 1'h' nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. SIMPSON HTU Face -Mount Truss Hanger (cont.) ®i Many of these products are approved for installation with Strong -Dave® SD Connector screws. See pp. 335--337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member • Min. Fasteners(in.) " OF/SP Allowable Loads SPF/HF Allowable. Loads, Model Heel Mmlmum - Code No Height -,Gamed Uplffl] Floor oof ind ift Floor Snow Roof ind ABL. MembeCarryinr ,£Membe9 ,.•,,.#Member, (16} :,(Y11) '(145Y„1n; (160);�.(160) (j00),, (1151,. ;(725);.,W60) HTU26 (Min.) 37/h (2) 2x4 (10) 0.162 x 3'h (14) 0.148 x 11h 925 1,470 1,660 1,790 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 5'h (2) 2x4 (10) 0.162 x 3'h (20) 0.148 x 1'h 1,240 1,470 1,660 1,790 2,220 1065 1,265 1,430 1,540 1,910 IBC, HTU28 (Max.) T/.; (2)2x6 (20)0.162 x3+h-,(26)0148 x116 1,970, 2,940- 8,320 3JM0 3,905 1,695 Z530 2,855 if ND 3,360-FL, LA HTU2,10(MaXJ°y'9%+• (2)2x6 (26)4.162x3+h;(32)0'17j8 z.1+/z .2760,'2940 .3320 '3,?,id0 ,3905 ,;;2375. 3,530tii.1 3;08Q, 3,360� 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is'h°. 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads C12" Maximum Hanger Gap) Min: Dimensions(n.) ".: Fastenerslin.) - „DFJSPAllowable Loads - - SPF/HF Allowable Loads ' 4 Model `Nq ' _ Heel Height . W H.. 8 Carrying Member Carried -,:'Member Uplift (160) Floor .(100) Snow °(tt5) Roof. (125) Wind (160)' ;Uplift, (160) . floor .1100), Snow: , (115) Roof (125) Wind (160) Code net.; , Single 2x Sizes HTU26 31/z 1% 514s 3'h (20)0.162 x316 '(11)0.148x1'h 635 2,3g5 2,355 2396 2;� 5 545 "1510 lAd: 1,59 1,513 HT1126(Min.) 37% i% ;57hc 3+h (20)0.162 x 3% (14).0.148x V% 1,175 2,940 .3,160 3,100 3;100 1,010 1,955 1,955 1,655 '1,955- HTU26(Max)_ HTU28 (Min.) 5% 31h 1% 1% 5316:: 7146 3% 3'h (20)0162x3'h (26) 0.162 x 31h (20)0.148x�t%, (14) 0.148 x I'A 1,215. 1,110 2,940, 3,770 13M, 3,770 3,500 3,770 .3;633 3,770 1A45; 955 1,850 2,825 2090: 2,825 2,'v85 2,825 2285: 2,825 IBC, FL, HTU28 (Max.) 71/4 1 % 7% 3+h (26) 0.162 x 31h (26) 0.148 x 11h 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3,235 3,490 3,765 LA HTU210(Min.), -°37A 1% 9M. 3'5 (32)0162 x31h (14)10:148 x11h, '11250 3,600 3,600 3,600.. 3,600 1,075 2,700 2.700 2,700 2,700. ry1112;10(Max) 9Vi 7s/e 9'As'. 3'h (32)0762x3'h (32)0.l48xt1h 3,255 '41705 '5,020'°5,020 S;020 2,800 3,530 3,765 3,765 3;765' Double 2x Sizes 'HTU26-2(Mm) y 37A, 33ie 5Rs' 3'h (20)0i162 x31h "(14)0.148 x3 ,1,515 2,g40 3,3 C 3,500 .3 500 1,305 '2,205 2,205 �2205 2,206. HTU26-2(Max) ::• 5%-�34, 5rF6. 3'h (20)0.162x31h -.(20)0.148 x11 3 11.910 2,940 3;320 3,500.. 3,500 1,645 2,205 2,205 2,205 2,205 HTU28-2 (Min.) 31h 3§46 7Rs 3'h (26)0.162x 3'h (14)0.148x3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, HTU28-2 (Max.) 7% 3i416 7Rs 31h (26) 0.162 x 31/1 (26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 3,235 3,490 4.140 FL, LA HTU210-21 914c 3Yz1 (32)0:162 R3V.-fl4),G 8x3'.1;755 4,255 4255, 4,256' 41,.255 '1,510 '-3,190 =3,190, 3,190 3,196 HTU2102(Max.)` 91/4 3Y,s 914s' 31h (32)0,162x3+h (32)0.148x3 '3,855 1,705 6,3i1€ V:D 6,470 3,315 r3,530 3,980 4,300 4,855 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 'Am and 11V, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong Ta° Connector Selector* software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strang Te. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148' x 1112' nails in the header and reduce the allowable downbad to 0.70 of the table valie. The allowable uplift is 100% of the table bad. B. Fasteners: Nall dimensions in the table are fated diameter by length. See pp. 21-22 for fastener information. 19 Simpson Strong -Tie® Wood Construction Connectors SIMPSON SStru ea Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionallg HU hangers with one flange concealed may be installed similary. HU and HUG products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUG is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 2 /116' or greater, at 100% of the table bad. Specify HUG. • HU is available withoneflange concealed when the W dimension is less than 25/le° at 100% of the table bad. 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 1/a° x 1 •/4" TRen@ 2 screws (Model TfN2.25134H) for concrete and 5: x 2?44' Titen 2 screws (Model TTN2-25234H) for GFCMU. Follow all installation instructions and use the bads from the sawn lumber orEWP sections. Material: 14 gauge Finish: Galvanized; ZMAX`T and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Tften 2 screws. Titan screws for GFCMU p/4" x 23/4" — Model TTN2-252344 and for concrete 0/4' x 1 •/i — Model TTN2-25134H) are not provided with the hangers. • Drill the 3,e -diameter hole to the specified embedment depth plus 1/z". • Alternatively, dell the Yis"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load -capacity. • Titen Installation Tool Kits are available. They include a a/ie' drill bit and hex -head driver bit (Model TTNT0I-RC); a -YW x 41/." drill bit is also available (Model MDB18412). • A minimum edge distance of 11k" and minimum end distance of 37A' is required as shown in Figure 1 for full uplift load. • Where no uplift load is required, a minimum end distance of 1112" is permitted. Codes: See p.12 for Code Reference Key Chart Concealed flange HUC410 HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 Simpson Strong-Tte°Wood Construction Connectors Medium -Duty Face -Mount Hangers (cont.) ® These products are available with additional corrosion protection. For more information, see p.15.. 73 - Model+ , Fasteners' (in.), " "Allowable leads (DUSP) `- Code ' GFCMU ." Concrete Standard ,.. -; Ooncealetl s:: GFCMU * Titen°2" 1• Concrete '""Titene2 0a` Jprs( "` = Uplift +' 1"#(160) , Down (100/125) ,Uplift (160) Down (1001125) Ref. HU26 HU26X (4)1/4 x 23/4 (4) %x 14: (2) 0.148 x 1'h 335 1,000 335 1,545 HU28.'- HU28X' _ (6)Y.x2YY4. (6)'J4 xfl (4)0 t48x1'h. 545 - 1t500 { - 760 _ 2,400 HU24-2 HUG24-2 (4) Y4 x 23/4 (4) Y4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26-2(Min.) HUC26-2 (8)114x231 (8)14 R:1YY' (4)0.1480 760, 2,000 '. 760 3,200 HU26r2(Max) HU1 26-2 ,. (l2)'/4x2% , r,12 Y4xi1YYA (6 0:748;X3 - 3 3;000 HU26-3(Min.) HUG26-3(Min) (8)'/4 x24'4 (8)'/1X 1i44 (4)0.148x3 760 2.000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)1/4 x 2Y, (12)1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135- 3,950 .HU28,g2`(Mm) HU0282(Minj , (10)Yix2% _ {10)'/+xE3Yla (d)O,;I4$x3 "� T ;' ,4760 ^'_„ , 2SOD" � 76R HU28-2 (Max) HUC28-2 (Max) (14) i%. x 23: - (14) Y4 x:734 {6) 0:148 x 3 1,735 3;500 1.135 4;920' HU210 HU21OX (B)1/4x 2Y/4 (8)'/.x13. (4)0.148 x 11k 545 2,000 760 2,415 }1U270�2 ((vlin)`.�,HUC210-2(Mm)`,; 1(19j"3'ax2?li a(14)'A'7(i131+„ 0.148$34 .V35 „_= °.3$00 1,135 =`4,920 "" 'HU210-2 (Max.), HUG210-2 (Max.) _ (18) Y4 x 2}',- (78) Y, %7 i'4' (10) 0.148 x 3 - -(6) 1,800 - " 4,500 1,800- 5,085' HU210-3 (Min.) HUG210-3 (Min.) (14)1144 x 2344 (14) Y4 x 13/4 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUG210.3 (Max.) (18)14 x 23/4 (18) Y4 x 1 Y/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212 HU212X (10) Y4 x 23/. 00)'/4 x1135 (6) OA48 x 1'h: 1,135 2,500 _ 1,135 - 2,665� HU212-2 (Min.) HUC212-2 (Min.) (16)1/.x 2Y44 (16)'144 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)'/. x 23h (2 2) Y4 x 131, (10) 0.148 x 3 1,350 5,085 1,350 5,085 111,1212-3 (Min.). HUG212-3 (Min.) (16) Y4 x 2Y. (16)Y4 x I.4, (6) 0.148 x 3 1,135 4,000 1,135 4,920' HU212-.3(Max.) HUC212-3(Max.) (22)1J4 x 21/4 Y7zlYli , '(10)0;148%3 .1,800 5;085 , •1,800 p 5,085 HU214 HU214X (12)1h x 23'4 (12) Y4 x 13/4 (6) 0.148 x 11h 1,135 2,665 1,135 2,665 HU214-2(Min.) HUC214-2..(Min.) (18)1/4x 23S 08)�/4 x1444 , (8)0.148x3 1,515 4,500 :• 1,515 5,085- „HU214-2 HUC214-2 (Max.),.`, (24),IaX23'.Pe (24)YtX,9l 4; .,{12)0;#48x3 r ,2,015 .•k 5D85=.: 2,015' ,.,g 5,085'-... HU214-3 (Min.) HU0214-3 (Min.) 08)1/4 x 23/4 (18)1/. x 1-14 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)1/4 ir 23/4 (24) Y. x 11/4 (12) 0.148 x 3 2,015 5,085 1 2,015 5,085 1lIU216,." HU216X.,,: (18)'wx2%' � -,{18j)'1A Kj$4y, K(8)0.148x1'k-s' ,x--9y15 '00 . ,1(5l5 ; 2,92P.#'`. .. HU216-2 (Min.) HUC216-2 (Min.) (20)1J4 x 23/4 (20) Y4 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2(Max.) HUC216-2(Max.) (26)1Ax23/4 (26)'Ax13'4 (12)0.148x3 2,015 5,085 2,015 5,085 HU216-,3 (Min,),' -HUC216-3 (Min )3 =_. :"(26)a/, 2,3/, :I20)1Wx7=Yi4„--�0748,3 7a.Y,515 =i 4,920 •°'c 1516 l=4,92©N HU2163(Max.) 146C216-3(Max). (26)Y4 x2'// (26)1J.xTi'. (12)Or1d8x3' 2,015 5'_' 2,015 5,085` HU7 (Min.) (Not available) (12)'/4 x 2i'. (12)1/. x 13A (4) 0.148 x 1112 545 2,980 760 2,980 HU7 (Max.) (Not avallable) (16)1/4 x 28'4 (16)1/. x 13/4 (8) 0.148 x 1112 1,085 3,485 1,085 3,485 HU9,(Min) (Notavailable) ' (18)1.4 (78)1J(X 7Y14 .(6)0.148x Ph 1,135' 3;230 7,135 3,230. HU9 (Max.) (Not available) (24) 3/4x 23/4 , (24)'/4 xt13/a (I%OJ48 x 1'J2, „ 1,445 3,735 %445 3,735 Hull (Min.) (Not available) (22)1/4 x 23/4 (22)'/4 x 11/4 (6)0.148 x 11/2 1,135 3,230 1,135 3,230 HU71 (Max.) (Not available) (30)1/ x 285 (30) % x 1 Y. (10) 0.148 x 11h 1,445 3,735 1,445 3,735 I ,HU1,4 (Min.) -(Not available) (28)1%4 X2YY4 •, (28) 1A g-1 W . ' .(8) Oil 48 x"1'Jz . i,*u15 +3„485 1,51.5 3,485 (M ) (Notavailable) _=(36)'Y.X23: {38)Yix.fY/4 (14)648x1h� 2,015 4;245 '"'2,015 4,245-M1 38 DANSCO EN�o«au< STAG3ER JOINTS - TT P RA15ED HEEL ROOF TRUSSES ROOF SHEATHING- SEE PLAN RAISED HEEL ROOF TRUSSES PLAN -SEE PLAN SOFFIT/FASCIA- SEE ARCH - W N RIBBON BOARD- Q <; SEE SCHEDULE Z U 0 d FOR SPACING 1 Q w w�„ FASTENING TO Cf d U � > > eBON BOARD- SEE w •^ rc < S HEDULE FOR SPACING ( TRUSSES ASTENING TO TRUSSES = w LLO m z WALL SHEATHING -SEE PLAN 3 MIN. 15/32, CDX PLYWOOD OR 1/16' O5B WITH ed GUN NAILS (<j UPLIFT/5HEAR ANC _ MASONRY WALL- (0J31' X i a 6' 0AF T UPLIFT/SHEAR GTP. CEILING- RIB15 BON BOARDSS ANCHOR EACH SEE PLAN / EACH TRUSS - SEE B/51CI SEE PLAN TRJ55- SEE PLAN SCHEDULE PLAN DO NOT FASTEN RIBBON BOARD NOTE: ADD'L R FRAMING NOT INTO END GRAIN OF ROOF iRU55 MASONRY WALL- = e SNCLLN FOCLARITY BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARING RAISED HEEL TRUSS BEARING/ B bGdLE. Ms SKI BL4E: xrs SKI tlP 9a 0 0 1 iMEAE111E SMFRIXfOYAYNON: .M aIIL--S RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT WIL=165 MPH (p) pd GUN (0.131' k 3') Nasd=178 MPH) 7X4 SPF4 14' TO EACH TR155, (4) EXP. B, NAILS AT JOINTS ENCLOSED W It=180 MPH (q) pd GUN (0.131' X 37 (Veld=139 MPH) 2X4 SFFR 16• TO EACH TRI55, (4) EXP. C, NAILS AT JOINTS ENCLOSED january-10, 2020 Carpenter Contractors of . America, Inc. 300-Avenue 6, NW . I Winter Haven, FL33880-62QI Dear Matt: It<has come to my attention,that-some questions were raised concerning 5/8" diameter hojes-atilleAthfu,thech6rd S_(wideface) of sys42 gable end trussestc:alloWfbr threaded rods used for "h6AoWns." if these -gable ends -are over continuous support with offeface lfully sheathed -and theldles are drilled ab6ut-the cenferl,iqeof the wide Face no close ,fhan,41-0.C-W'lt4btit-daina:ginggny&6nhector:plat6�,.orverticzil-webs then no'rei).afr"!,$,r,e.ci.Wre.d.The ims4pn'I su'006r& I 2'feLA4 flobflbaU.4fidud I additional .1 I I load. If you have any qUOstid#,tj5I&ase give me-acalL, N16. 8636; i_*_ STATE OF 67510.F.6ru,m Prlye;S4k,e'305j Orlando, FL 3.2821 - (800) 521-97,90 --_(863)422-'8685 wwwa1pineitw.;cprn, Na. 86367 • a ALPINE s rl RCGN 278, Yooftbwak Kin, F� PE986367 STATE OE 3cr 2a RI i�N,A' L,e TNs docunerdhas boon eledrcNco6 *4wd and soal*4 uskp s Dlgtd Sfgtwhm Printed copies wl wW m oilgbd signahme must be wrMod using the on*W eledmk wrsbn. Alpine, an ITW'Compaq 6750 Forum Driye Suite 305 Orlando FL 32821 Phone: (806)756-6001 wWw.alpineitw.com' � rr21 Customer Carpenter Contractors of:Ameiica Jdb Number 'N334501'. Jab Descri tion., ,7A5 162EC E ,02G.,RH01 l 1828/CALI/4EBB ELEV,C„E Address:. Design Code.° FBC 6thlEdition (2017). lnteliMV WVersion: 17.02',02A through 18,02 01A. JRef#' 1WW589750036 _ Wind standard, ASCE,7=1:0 Mind Speed (mph). 160 RoofLoad ipsf).i: 20.00- 7 00- 0.00 10,00 Bulldin T e Closed Ficortoad s : None This package contains general notes pages, 33 truss drawing(s) and 5 detail(s).. I 167.,201201.10714 Al 3 167.20.1201,10371 A2 .5 167.30.1201.10480 A4' 7 167.,20jM1.10464 A6 9 167.201201,10528 A8 11 1 167 20.120110590 A10 13 167 20.1201 10621 Al 15 167201201.10091 A14G 17 167 20.1,201 10761 A16 19 167.291201 A 0028 CIGE 21 167.20,1201,14256 DZ - - 23 167.20,120113241: V8: 25 167 20 1201,12227 ER 27 167,201201.14024 EJ3 29 167.20A20100684 CJ3 31 16720.120114208 WlA 33 167.20.120114038 HZ 35 A18015ENC101014 37 1 GBLLETIN5014 -9 2 '-,K. * 16720.1201.10730 r a ram+ -k" '�'-'� A1A 4 167201201,10093 Al 6 167.201201.10637 A5 8' 167.20.126i.10388' A7 10 167.20.1201.10092 A9- 12 167:20:1201.10123 Al2 44 167.20.1201.1026Z A13, 16 167 20.1201 10122 A15 18 167 20 1201.10044 B1 GE 20 16720.1201 14475 D1 _ 22 167, 20.1201 14288 D3G 24 1fi7 201201 13226' V4: 26 167 20.1201 12212. ERA _ 28 167 20.1201:10247 1 CJ5 30 167201201 14059 CA 32 167,2,0;1201-0886P HJ7 - 34 A16015ENCIQ1014 _ 36 GBLLEnN011.8 38 VAL1601 Q1014 -- +Florlda Certificate of Product Approval #FU 990 Printed 6115/2020 1 03 14 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, 62, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point Goint) 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.orq. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 Job Number: N334501 Ply: 7 SEON: 7603 / T10 COMN Gust: R8975 JRef: 1WW589750036 ,7A5,182EC,E,02G,RHOl 11828/CALI/4EBB ELEV.C,E Cry: 11 FROM: RWM DrwNo: 167.20.1201.10714 Truss Label: A7 KD / YK 06/16/2020 6'1'9 12'11"15 t9'10" 26'8"1 33'6"9 39'8" 6'1'7 6'10"8 6'10"1 6'itl'1 6'ttl'8 =5x5 E FNRY 10' IV 10' 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 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 Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3:W3, W4, W5 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a) lX4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) ed 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. "IMPORTANT" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udell U# VERT(I-Q: 0,222 K 999 360 VERT(TL): 0,547 K 999 240 HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J - - Creep Factor: 2.0 Max TC CSI: 0.616 Max BC CSI: 0.982 Max Web CSI: 0.527 VIEW Ver: 17.02.02 1213.21 ,`111111W WA IIIII��I d�' No. 86367 •: STATE OF ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1709 /308 /961 /- /445 18.0 H 1710 /308 /961 /- /- /8.0 Wind reactions based on MWFRS B Min Big Width Req = 2.0 H Min Brg Width 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.Cori Chords Tens. Comp. B-C 1488-3151 E-F 1102 -2027 C - D 1387 .2871 F - G 1387 - 2872 D-E 1102-2027 G-H 1488 -3153 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2756 -1187 K - J 2276 -889 L - K 2276 .863 J- H 2757 -1187 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 539 -206 D - K 485 -744 E - K 1361 -646 ''yore''; -OR I�PC �.•" C. S�AI ►�11 FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 ire to build the coverpa e The sui abdl„ ty K - F 485 - 745 F - J 540 - 206 ALPINE .WveC0.u4NiY Suite Riverpon Drive Suiteand 200 Maryland Heights, MO 6304: Job Number. N334501 Ply: 1 SEQN: 7604 / T25 /COMN Cust:R8975 JRef: IWW589750036 ,7A5,182EC,E .02G,RHOl/1828/CALIAEBB ELEV.C,E Qty: 1 FROM: ALS DmNo: 167,20.1201.10730 Truss Label: A1A FV / WHK 06/15/2020 7 I 3082 3am81"4 71H1''22 4102"4 517'1''1.122 211, "4W + + T39182 , Loading Criteria (ps) 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" =6X6 F E G 12 04p 6 �0;7 a) V 06,X8 (a) 36X6 W9 T1 ) W1 W Q M a I =6%6 =HM10(1) QP 6X8(I) m8xIo K =4X6(A2) SECTION MAY BE REMOVE AFTER INSTALLATION. DO NOT CUT PLATES. 3919, 6'8" 1 8'0"11 + T11's +11 B'1"1 12' 1T 23'8" 31'8"11 39'8" Wind Criteria Wind Std: ASCE 7.10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 8 TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 it Loc. from endwall: not in 9.00 it GCph 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/l/2013) Top chord 2x4 SP #2 N :T1 2x4 SP #1: Bol chord 2x4 SP #2 N Webs 2x4 SP #3:W3, W6, W9, W11 2x4 SP #2 N: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bracing (a) iX4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113'k2.5",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. Laterally brace BC above filler @ 24' O.C. (or as designed) Including a brace on BC directly above both ends of filler (if no rigid diaphragm exists at that point). Snow Criteria (Pg, Pf In PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ad 201 TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE, HS as Defl/CSI Criteria PP Deflection in too L/defl L/# VERT(LL): 0.386 O 999 360 VERTTL): 1.101 O 706 240 HORZ(LL): 0.168 K - - HORZ(fL): 0.314 K - - Creep Factor. 2.0 Max TC CSI: 0.791 Max BC CSI: 0.993 Max Web CSI: 0.958 VIEW Ver. 17.02.02A.1213.21 1: No.86367 �• FCC •� ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 /308 /961 /- 1445 /8.0 1 1556 1308 /961 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 2.2 1 Min Brg Width 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 1429 -2745 F - G 1353 - 2068 C - D 2160 -4245 G - H 1201 - 2103 D - E 1504 -2794 H - 1 1445 - 2777 E-F 1610-2771 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2371 -1106 L - K 2402 -1133 0 - M 3738 -1618 K -1 2406 -1133 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 753 -1523 M - F 2007 -1002 C - Q 1476 -556 M - L 1664 .657 S - Q 2850 -1328 F - L 440 -454 Q - D 1271 - 597 L - H 458 .688 D - M 804 -1539 •, STATE OF • k7j �llllllll 111 FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 ALPINE 13723 Riverpart Drive Suite Suite 200 Job Number: N334501 Ply: 1 SEON: 7605 / T9 / HIPS Cust: R8975 JRef: IWW589750036 ,7A5 ,182EC E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Oty: i FROM: RWM DmNo: 167.20.1201.10371 Truss Label: A2 SSB / DF 06/152020 6Y'7 F 12'6"15 19' 208" 2T1 7 6'5"a 6'5"1 1'a' 6'5"1 65"8 6'1'9 a5X5=5x5 E F 39s" fir, m• +, s'1o• s'1o^ 1n• r� 10' 19'10" Loading Criteria (psh 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 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 fl Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bat chord 2x4 SP #1 Webs 2x4 SP #3 03, W4, W5, W6 2x4 SP #2 IN: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a) iX4 #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 allached 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. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ad TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE as Defl/CSI Criteria PP Deflection in lac Udell L/# VERT(LL): 0.172 L 999 360 VERT(TL): 0.470 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: 0.856 Max Web CSI: 0.669 VIEW Ver: 17.02.02A.1213.21 ,``I�IIII11111►1�/, �CENSF No. 8636; 10 STATE OF .O • o ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 1309 / 964 / - / 428 18.0 1 1556 /309 /964 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 1 Min Brg Width Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1511 .2600 F - G 1123 -1779 C-D 1415-2521 G-H 1415 -2521 D - E 1123 -1779 H - 1 1511 -2800 E - F 1093 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1208 L - K 2030 -941 M - L 2030 -911 K - I 2444 -1216 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M-D 508 -192 L-F 548 -381 D - L 482 -683 L - G 482 -683 E - L 548 -381 G - K 508 -192 -'; r•• kORIDy*' C rs e•ee•• FL REG# 278, Yoonlnvak Kim, FL PE #86367 06/15/2020 �F INCLUDING THE INSTALLERS I these tInstlallers rain, functiolns shalll provideStemg Ict ral sheathing and bottom chord shall have a pro�eriy lave macinq installed per BCSI sections B3, B7 or 10, m the Joml Details, unless noted otherwise. Refer to ALPINE an deviation from this drawing,any failure to build the u+m,cuu>nrc. mg of trussesA seal on this drawing or cover page, , nslbilit solely for the des i nshown. The SUM bdity 13723 Riverpon Dore Suite 200 Desig er per ANSI/TPI 1 Sec.2. : TR: aNml onstorgl sack vrww. slvdndustry.com: ICC: w JCGsafeorq Maryland Heights, MO 63042 Job Number: N334501 Ply: 1 SEON: 7606/ T22 IHIPS Gust: R8975 JRef: 1WVV589750036 ,7A5,182EC,E,02G ,RH01/18281CAL114EBB ELEV.C,E Oty: 1 FROM: RWM DrwNo: 167,20,1201,10093 Truss Label: A3 FV / FV 06/15/2020 66''11'77 T2 3.9"980 F t 511"2 34 ' +3316 5'TV' .7 ' 10, Loading Criteria (ps0 Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: ll EXP' C Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: In to 2h Spacing: 24.0" C&C Dist a: 3.97 it Loc. from endwall: not in 9.00 it GCpi: 0.16 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #303, W4, W5, W6 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.6%min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80 % length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. �-5X5 =5X5 E F 39'8" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Cc: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th ed TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 29.g. Defl/CSI Criteria PP Deflection in loc L/defl VERT(LL): 0.171 L 999 VERT(rL): 0.467 L 999 HORZ(LL): 0.066 K - HORZ(TL): 0.124 K - Creep Factor. 2.0 Max TC CSI: 0.415 Max BC CSI: 0.857 Max Web CSI: 0.541 398• ♦ Maximum Reactions (Ibs) L/# Loc R / U / Rw / Rh / RL / W 360 B 1556 /312 /965 /- /408 /8.0 240 1 1556 1312 /955 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 1 Min Brg Width Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seal plate. VIEW Ver: 17.02.02A.1213.21 Illlll11111pfff► ENSF;�i�'��, i 1: No.86367 :1's STATE OF Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp B - C 1540 -2796 F - G 1154 -1794 C - D 1447 -2523 G - H 1448 - 2523 D - E 1154 -1794 H - 1 1540 - 2796 E - F 1150 -1635 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-M 2439-1231 L-K 2064 -10DO M - L 2061 -971 K -1 2439 -1252 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Camp. M - D 495 -180 L - F 523 - 335 D - L 470 -674 L - G 470 -674 E - L 523 -335 G - K 495 -180 1, •. CORID�: C S��NAI E ''4ufnfmll`I� FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 "WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING! ••IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ALPINE any M- 13723 Riverpon Drive Suite 200 Maryland Heights, MO 6304' Job Number, N334501 Ply: 1 SEON: 7607 / T8 / HIPS Cusl: R8975 JRe/: IWW589750036 ,7A5,182EC,E,02G ,RH01/1828/CALI/4EBB ELEV.C,E Oty: 1 FROM: RWM DrwNo: 167.20.1201.10480 Truss Label: A4 FV / WHK 06/15/2020 7'10"14 17' 22'e' 31'9"2 39'8' T10'14 9'1"2 5'8° 9'1R 79094 F1' I 10' 10' Loading Criteria (pso Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: In 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 Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N :T2, T4 2x4 SP 24001-2.0E: Bot chord 2x4 SP #1 Webs 2x4 SP #2 N : W 1, W6 2x4 SP #3: Lumbervalue set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) Bd Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80 % length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. ;5x5 =5X5 D E 19,10" Snow Criteria (Pg,PI in PSF) Pg: NA Ct: NA CAT:W Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 39'8" Defl/CSI Criteria PP Deflection in loc L/de0 VERT(LL): 0,149 J 999 VERT(TL): 0.408 J 999 HORZ(LL): 0.0601 - HORZ(TL): 0.112 1 - Creep Factor. 2.0 Max TC CSI: 0.760 Max BC CSI: 0.863 Max Web CSI: 0.629 j 39'8" ♦ Maximum Reactions (Ibs) L/# Loc R / U / Rw / Rh / RL / W 360 B 1552 /318 /965 /- /387 /B.0 240 G 1552 /318 /965 /- /- 18.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 G Min Brg Width Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. VIEW Ver: 17.02.02A.1213.21 No.86367 , 0 0 SATE OF I Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1632 -2755 E - F 1559 -2561 C - D 1559 .2561 F - G 1632 - Z755 D - E 1205 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1221 J - 1 1695 -768 K - J 1695 -738 I - G 2393 -1250 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 404 -448 J - E 389 -234 K - D T70 -462 E - 1 770 -462 D - J 388 -234 I - F 403 -448 <OR10PC�,.`'� C �ON1A� 1�,' 5 FL REG# 278. Yoonhwak Kim, FL PE #86367 06/15/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI VT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS care in fabricating, handling shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building oration, by TPI an SBCA) sa shipping, practices prior to performing these functions. Installers shall provide temporarryy ;s noted othenvise,tpop chord shall have properly attached structural sheatthinpl and bottom chord shall have a pro perly ates to each face o1 Vuss and position as shown above and on the JoinCDetails. untess noted othe viis4. B7Refe to' A NE µa � 13723 Riverpan Drive MO Job Number. N334501 Ply: 1 SEON: 7608 / T24 /HIPS Cusl: R8975 JRef. 1WW589750036 ,7A5,102EC,E,02G,RH01/1828/CALI/4EBB ELEV.C,E Oy: 1 FROM: RWM DmNo: 167.20.1201.10637 Truss Label: A5 FV / WHK 06/15/2020 6'1'7 16'0°1 23'7°75 33'6"9 39'8' 6'1.7 9'10"10 T7"14 9110,10 6'1.7 Loading Criteria (ps0 Wind Criteria TCLL: 20.00 Wnd Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph SCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: It EXP. C Des Ld: 37.00 Mean Height: 16.00 fit NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.26 MWFRS Parallel Dist: h/2 to h Spacing: 24.0" CBC Dist a: 3.07 it Loc. from endwall: not in 9.00 it GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.0E: But chord 2x4 SP #1 Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. of a9X6 =6X6 D E 9'10" Snow Criteria (PtiPf in PSF) Pg: NA Ct NA CAT:. NF Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ad TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 9'10" Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.156 J 999 360 VERT( Q: 0.427 J 999 240 HORZ(LL): 0.0641 - - HORZ(TL): 0.119 1 - - Creep Factor: 2.0 Max TC CSI: 0.799 Max BC CSI: 0.855 Max Web CSI: 0.614 VIEW Ver: 17.02.02AA213.21 \ \\\`ONw 1 r 11�1fffl o�cENS ,/rrr I No, 86367 #� •yea STATE OF<v� I tBe 10, ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 1556 1713 / 964 / - / 367 / 8.0 G 1556 /713 /964 /- /- 18.0 Wind reactions based on MWFRS B Min Big Width Req = 1.8 G Min Big Width Req = 1.8 Bearings B 8 G are a rigid surface. Bearings B 8 G require a seal plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-C 1622-2852 E-F 1483 -2513 C-D 1483-2513 F-G 1621 -2852 D - E 1254 -1829 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2505 -1330 J -1 1780 -840 K-J 1780 -610 I-G 2505 -1359 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-K 423 -469 J-E 381 -218 K-D 617 -314 E-1 617 -314 D-J 380 -218 1-F 423 -469 Alll�, FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 :his drawin an failure to build the on this dra'wiXg or cover page, Le design shown. The suioablllty ALPINE any ANIIW:IXAMHI 13723 Riveglon Drive Suite 200 Job Number. N334501 Ply: 1 SEON: 7609 / T7 / HIPS Cust R8975 JRe(: IWW589750036 ,7A5,182EC,E,02G,RH01/1828/CALI/4EBB ELEV.C,E ON: I FROM: RWM DrwNo: 167.20.1201.10464 Truss Label: A6 FV / WHK 06/15/2020 T10'14 ) 15' + 24'e" + 31'9"2 T10"14 TI2 918" 7'1"2 10, Loading Criteria (psi) Wind Criteria TOLL: 20.00 Wind Std: ASCE7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP' C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psi Soffit: 0.00 BCDL: 5.0 psi Load Duration: 1.25 MWFRS Parallel Dist h to 2h Spacing: 24.0" C&C Dist a: 3.97ft Loc. from endwall: not in 9.00 It GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 61112013) Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 Webs 2x4 SP #2 N :W1. W6 2x4 SP #3: Lumber value set '1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. D6 T3 -6X6 E 9'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct NA CAT: W Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th ed TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 9'10.. T 29.8" DegfCSI Criteria PP Deflection in loc Udell L/# VERT(LL): 0.159 J 999 360 VERT(TL): 0.436 J 999 240 HORZ(LL): 0.061 1 - - HORZ(TL): 0.115 1 - - Creep Factor: 2.0 Max TC CSI: 0.913 Max BC CSI: 0.867 Max Web CSI: 0.672 VIEW Ver. 17.02.02A.1213.21 ����runrnrp�� pNNWA/r '''►. ��CENSF No. 86367 STATE OF11 c� . � ORIO�.C��. ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1552 /328 /962 /- /346 18.0 G 1552 /328 /962 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 G Min Brg Width 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 1547 -2729 E - F 1568 -2537 C - D 1568 -2538 F - G 1547 -2729 D-E 1287-1910 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2363 -1228 J -1 1847 - 899 K - J 1847 -870 I - G 2363 -1257 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. K - D 628 -363 E -1 628 - 363 C A, FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 ALPINE Z 13723 Riveipon Drive Suite 200 Maryland Heights, MO 6304 Job Number. N334501 Ply: 1 SEON: 7610 / T23 /HIPS Cust: R8975 JRef. 1WW589750036 ,7A5,182EC,E,02G,111-101/1828/CAUMEBB ELEV.C,E Oly: 1 FROM: RWM DrwNo: 167.20.1201.10388 Truss Label: A7 FV / WHK 06/15/2020 6'1"719'10" 25'7"15 33'6"9 398" F 6'17 + 7'1 d"10 5'9"15 s'9"15 + T10"10 + 6.1"7 , ;5X5 1112X4 =5X5 D E F 39'8' i 10' 19'10" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA CL NA CAT: N/ TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: It Snow Duration: NA EXP: C Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Code I Misc Criteria Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Sld: 2014 Spacing: 24.0" C&C Dist a: 3.97 it Rep Factors Used: Yes Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N :T2, T4 2x4 SP #1: Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Lumber value set "138" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Deft/CSI Criteria PP Deflection in Ice Udefi L/ # VERT(LL): 0.176 E 999 360 VERT(rL): 0.482 E 999 240 HORZ(LL): 0.065 J - - HORZ(TL): 0.121 J - - Creep Factor: 2.0 Max TC CSI: 0.743 Max BC CSI: 0.859 Max Web CSI: 0.322 VIEW Ver: 17.02.02A.1213.21 11i1111IIIIFfl� \\\�' NHWAIf '��ll No.86367 moo;• STATE OF :4CI F ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 /715 /958 /- /326 /8.0 H 1556 /715 /958 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 H Min Brg Width Req = 1.8 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-C 1632-2822 E-F 1405 -2112 C-D 1510-2515 F-G 1510 -2515 D - E 1405 -2112 G - H 1632 -2822 Maximum But Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2470 -1332 K - J 1912 - 950 L - K 1912 -920 J - H 2470 -1362 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 366 -395 K - F 383 -177 L - D 656 -253 F -J 556 -253 D - K 382 -177 J - G 365 -395 ''%,IFS . �ORIOPC�'�.•'� C "N1At sn FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 FOLLOW ALL NOTES ON THIS failure to build the or cover pa e„ �n. The suMbility ALPINE wmwwn 13723 Riverport Drive Suite 200 Job Number. N334501 Ply: 1 SEON: 7611 / T6 / HIPS Cust: R8975 JRef: 1WW589750036 ,7A5,182EC,E,02G ,RH01/1828/CALI/4EBB ELEV.C,E 0ty: 1 FROM: RWM DmNo: 167.20.1201.10528 Truss Label: Ali FV / WHK 06/15/2020 6'9"4 13' 79'10" 26'8" 32'10"12 39'8" 6'9"4 6'2"12 6'70 6'10" 6'2'Y2 =5X5 1112X4 e5X5 D E F 12 T 6 Q2X4 W m C 02G o_ ur m W3 n B 1 H I A =4X6(A2) =5X5 =5X8 =5X5 =4X6(A2) 39'8" 1' 10' 9'70" 10, 1' {' + 10' ( 19'10" 'F 29'8" 'f 39,81, Loading Criteria (ps0 Wind Criteria Snow Criteria (P9,Pf in PSF) Def9CSl Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in fee Vdeg L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph P(: NA Ce: NA VERT(LL): 0.191 E 999 360 B 1556 / 716 / 953 / - 1305 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.523 E 999 240 H 1556 1716 1953 /- /- 18.0 BCOL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - Wind reactions based on MWFRS Des Ld: 37.00 F>P:C HORZ(fL): 0.121 J - - B Min Brg Width Req = 1.8 NCBCLL: 10.00 Mean Height: 15.00 ff Code I Miss Criteria Creep Factor: 2.0 H Min Brg Width Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 6th ad 201 Max TC CSI: 0.502 p Bearings B&Hare ad rigid surface. Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.864 MWFRS Parallel Dist: h/2 to h Bearings B & H require a seat plate. Spacing: 24.0" C&C Dist a: 3.97 fl Rep Factors Used: Yes Max Web CSI: 0.431 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 it FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver. 17.02.02A.1213.21 Lumber B-C 1617 E-F 1544 -2289 C - D 1545 -2523 F - G 1544 - 2523 545-2523 523 Value Set: 13B (Effective 6/l/2013) D - E 1504 -2289 G - H 1616 -2780 Top chord 2x4 SP #2 N Sot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3:W3, WS 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "13B" uses design values approved 1/30/2013 by ALSC B - L 2421 -1306 K - J 1982 -1003 L - K 1982 -973 J - H 2421 -1335 Wind Wind loads based on MWFRS with additional C&C f1/,/ Maximum Web Forces Per Ply (Ibs) member design. Tens.Comp.Tens.Comp. ,k��OXS11'f '' OutA/+'1s•.�� L-Dbs -25 K-F -251 D-K 425 -251 F-J 535 -255 �C'•iE �`I t`L--� . E-K 306 -391 No.86367 STATE OF a zZI FS 1�,1 ill+A FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building r functions. Installers Component Safety Information, b TPI and SBCA) sa�ety practices prior to performing these shall provide bracing Der BCSI.. Unless noted oy erwise,top chord shall have Propel attached structural sheathin and bottom chord shall Propel lempora have a pro ery attachetl n Id milin . Locations hown for armament lateral restraint webs shall ham braein inslUled per SCSI sections 03, B7 or g10, as applicable. App7gy?isles to each face oftruss and position as shown above and on the JointgDetails, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions.ALPINE Alpine, a division of ITN/ Buildin Components Group Ink. shall not be responsible for any deviation from this drawin� ally failure to build the truss in conformance with ANSI 1, or for handIM s Ippinlq, Installation and bracing of tmssesA seal on this tlr wing or cover patge, , 73723 Riverport Drive 13723 listing this drawin indicates acceptance of proessiona, engineerin responsibilit(yv sole)V for the design shown. �2wing for is [he the Ruilding Desig15er 1 Sec.2. The sui ability Suite o0 and use of this any structure responsibility of perANSI/TPl For more inrornwion see ms lees enrol notes page and these web sites' ALPINE: wv ,I ineitwcom7 TPI: wvw.t instor :SBCA: www.sbondus .wm: Ice: wwwomar..Org Maryland Heights, MO 6304 Job Number: N334501 Ply: 1 SEON: 7612 / T21 /HIPS Cusl:R8975 JRef: IWW589750036 ,7A5,182EC,E,02G,RH01/1828/CALIME88 ELEV.C,E 0ty. 1 FROM: RWM DmNo: 167.20.1201.10092 Truss Label: A9 FV / WHK 06/15/2020 6'3"4 12'0"1 19'10" 2T7"15 33'4'Y2 39'8" ' + } + 6'3'4 5'8"12 T9"15 T9"15 5'8"12 6'3"5 e 5X5 1112X4 =5X5 D E F 2 T T 6 02Cq W $2G4 m N Q io W3 a' 1 B H I� A9 37 I 1 L =4X6(A2) =5X5 =-5X8 -5X5=4X6(A2) 1 39W 1' 10' 9'10" 9'10" + 'f' 10, 1' 'f 10' 19'10" M.", 39'8" Loading Criteria (ps0 Wind Criteria Snow Criteria (Pg,Min PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefi L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 360 B 1556 / 717 1947 / -/- /8.0 Enclosure:Closed BCLL: 0.00 Lu: NA Cs: NA VERT(TL): 0.564E 999 240 H 1556 /717 /947 /- /- /8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.124 J - - B Min Brg Width Req = 1.8 NCBCLL: 10.00 Mean Height: 15.01) ft Code / Misc Criteria Creep Factor: 2.0 H Min Brg Width Fact= 1.8 TCDL: 4.2 psf Soffit: 0.00 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.698 Bearings B 8 H are a d id BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.865 Bearings B & H require seat plate. Spacing: 24.0" C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.610 Members not listed have forces less than 3764 Lac. from endwall: not in 9.00 it FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp, Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B-C 1642 -2791 E-F 1617 -2492 C-D 1543 -2524 F-G 1543 -2524 Value Set: 13B (Effective 61112013) D - E 1617 - 2492 G - H 1642 -2791 Top chord 2x4 SP #2 N Bat chord 2x4 SP #1 Maximum Bat Chord Forces Per Ply (Ibs) Webs 2x4 SP#3:W3, W52x4 SP#2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "136" uses design values approved 1/30/2013 by ALSC B - L 2434 -1333 K - J 2065 -1064 L - K 2065 -1034 J - H 2434 -1362 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. 11 N/,1 r!I ,//'' T4 -203 Webs 7e539 Comp..3322 L-DDWebs 8 •- �CEA'nn/)nr•I`4 , �r 'YV(' D-K 539 -324 F-J 498 -203 • • E-K 361 -462 o N0. sss6� STATE OF ir so 0,-N 'aS;0NAL E luauuu FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building Component Safety Information, b TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporary bracing er BCSI. Unless noted a herwise,top chord shall have properly attached structural sheathin and bottom chord shall have a pro eir altache�ri id ceilin Locations shown for ermane t lateral restraint of webs shall have bmcinq ins7alled per BCSI sections B3, B7 0r �10 as appli,1 e. APp y places to each face, oPtruss an a position as shown above and on the Join l Details, unless noted otherwise. Refer to'ALPINE drawings 160A-Z for standard plate positions. At me. a division of ITW Buildin Components Group Inc. shall not be re s onsible for any deviation from this drpwing,ap failure to build the with Pi for handling. bracing trussesA this drawn cover I= e1 conformance ANSI 1, or shippinlq, ulstallab8n and of seat on g or listing this drawin indicates acce tance of ro essiona en ineenn responsibility soles for the des i n shown. arawing Pile Building Designer 1 Sec.2. pafge-, 13723 Riveryon Drive The sus ability Suite 200 and use of this for any aPructure is responsibility of the per'ANSIffPI For more inlormalion see this'ob's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.l instor : SBCA:w sbundust .com; ICC: cow Amsafieorj Maryland Heights, MD 6304 Job Number. N334501 Ply: 1 SEON: 7613/ T5 / HIPS Cust R8975 JRef: 1WW5B9750036 ,7A5,182EC,E,02G,RH01/1828/CALI/4EBB ELEV.C,E Oty: 1 FROM: RINM DrwNo: 167.20.1201.10590 Truss Label: Aid FV / WHK 06/15/2020 5'9"4 11' + 19' 28'8" 33'10"12 39'8" 5'9"4 5'2"12 + 8' 9'8" 5'2"12 5'9"4 �5X5 =5E=5X5 0 T35 F 12 T 6 �2X4 C W 02 n o G n B A W3 n H 1 =4X6(A2) =5X5 =5X8 I I =5X5 =4X6(A2) i 39'8" T 10' 9'1 D" 10, 1' F + 10' } 19'10" F 29'8" -{' 39'8" Loading Criteria (psn Wind Criteria Snow Criteria (Pg,PI in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 360 B 1556 / 718 1940 /- / 264 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(fL): 0.584 E 999 240 H 1556 1718 1940 /- /- / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP:C HORZ(TL): 0.127 J - - B Min Brg Width Req = 1.8 NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 2.0 H Min Brg Width Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 sf p Bldg Code: FBC 6th etl 201 Max TC CSI: 0.870 Bearings B 8 H are a rigid surface. 9 Load Duration: 1.25 MWFRS Parallel Dist: 11/2 to h TPI Std: 2014 Max BC CSI: 0.865 Bearings B 8 H require a seat plate. Spacing: 24.0" C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.969 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 it FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B-C 1669 -2804 E-F 1721 -2693 C - D 1547 -2533 F - G 1552 -2539 Value Set. 13B(Effective 6/1/2013) D-E 1783-2773 G-H 1663 -2797 Top chord 2x4 SP #2 N :T3 2x4 SP 2406f-2.OE: Bat chord 2x4 SP 91 Maximum Bat Chord Forces Per Ply (Ibs) Webs 20 SP #3:W3, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "l38" uses design values approved 1/30/2013 by ALSC B-L 2448-1362 K-J 2163 -1134 L - K 2147 -1091 J - H 2440 -1384 Wind Wind loads based on MWFRS with additional C&C t1111111►/ Maximum Web Forces Per Ply (Ibs) member design. NQO H W ,1 //P*A. Webs T n Com . Webs Tens. Comp. ``` f 0 IL� i bI 2 • �\CENSF e F-J 466 -151 -,`` E -K 419 -534 No.86367 STATE OF Sr 01 NAL E aualul►1``' FL REG# 278, Yoori Kim, FL PE #86367 06/15/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, Installing and bracing., Refer to and follow the latest edition of BCSI (Building Component Safety Information, llTPI and SBCA) f safely practices prior to performing these functions. Installers shall provide tempos bottom _ bracing er BCSI. Unless ogled oytherwise,top chord shall have prgedv attached structural sheathing and chord shall have a pro eryrly atiache�ri id ceilin Locations shown forp ermane t lateral restr8int bf webs shall hay brac,'in Installed er BCSI s ctions 03, B7 or �10, as apphcab�e. App�y plates to each faceot truss an position as shown above and on Ifla Joinf Details, unless noter�otherwise. Refer to drawings 16OA-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildin Comport nts Group In ..shall not be responsible for any deviation from this drawin any failure to build the �or drawing truss In conformance with ANSI PI 1, or handlin s ippin , Installali0n and bracing of hussesA seal on this or bsting this drawin indicates acceptance of Prooessional engineerin responsibility sole) for the des i in shown. aiawing for is the Ouilding Designer ANSIFIPI 1 Sec.2. cover pa e, , 13723 Riverpon Drive The SulabilitySuite 20o and use of this any s�ructure [he responsibility of imr For more information see this ob's genemi notes page and these web sires: ALPINE: www.al inelr ..com; TPI: www.t instor SBCA: w.vw.sbdndus .com: ICC: wwwio,sare.org Maryland Heights, MO 6304 Job Number. N334501 Ply: 1 SEON: 7614 / T4 / HIPS Cost: R8975 JRef. IWW589750036 ,7A5,182EC,E,02G ,RH01/1828/CALI/4EBB ELEV.O,E Oty: 1 FROM: RWM DmNo: 167,20.1201.10123 Truss Label: Al2 FV I WHK 06/15/2020 39'8" :SC5 =5X05 =4E4 =5F5 T2 T3 2 6 T 0 v W5 7 T B G A H 4X6(A2) =6X6 =6X6 =--6X6=061A2) 39'8" 10' 9'10" 10, 1� F7' 10' 19'10" 29'8" 39'8" Loading Criteria (ps0 Wind Criteria Snow Criteria (Pg,Prin PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCOL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 360 B 1556 / 720 / 921 /- 1223 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.687 J 999 240 G 1556 /720 /921 /- 1- 18.0 BCOL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - Wind reactions based on MWFRS EXP: C Des Ld:CL HORZ(TL): 0.150 I - - B Min Big Width Req = 1.8 NCBCLL: 10.00 Mean Height: 15.00 it. p Code / Misc Criteria Cree Factor: 2.0 G Min Brg Width Req = 1.8 TCDL: 0 psf 0 BCDL: .00 Soffit: 0.0 5 P sf Bldg Code: FBC 6ih ad 201 Max TC CSI: 0.939 Bearings B 8 G are arigid surface. .0 MWFRS Parallel Dist: h/2 to InLoad Duration: 1.25 TPI Sid: 2014 MaxBC CSI: 0.897 Bearings B & G require a seat plate. Spacing: 24.0" C&C Dist a: 3.97 It Rep Factors Used: Yes Max Web CSI: 0.306 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 it FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B-C 1595-2705 E-F 1607 -2478 C-D 1608-2478 F-G 1595 -2704 Value Set: 13B (Effective 6/1/2013) D - E 2001 -3233 Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N: Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3:W2, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Camp. Lumber value set "1313" uses design values approved 1/30/2013 by ALSC B - K 2330 -1246 J - 1 3176 .1733 K - J 3174 -1732 I - G 2329 .1275 Bracing (a) 1X4 #3SR13 or better continuous lateral restraint be �j�� �rrrr9 Maximum P� (1b to equally yy spaced. pam n )Attach with (ma Bid Box oerial to br Gun Webs bs Tens. Camp. Tens.Comp. Webs both to `,���Ill •A•� • 100 C - K 718 -313 E - I 529 -834 supplied and attached at ends a suitable support by erection contractor. •'I/A� `�� '� •• �CE1Ys� •-7 ./" K-D 527 -832 I-F 718 -314 (a) or scab reinforcement may be used in lieu of CLR • C- • �� restraint. substitute (1) scab for (1) CLR and (2)No. 86367 scabs for (2) CLR'S where shown. Scab w` reinforcement to be same size, species, grade, and length * •1• +`roC 80% of web member. Attach with 0.1280' gun ► • nails @6"oc. =� Wind :� •• STATE OFcv4s Wind loads based on MWFRS with additional C&C 100A+ •0 n TOP • a�� member design. �� FS • • • • • • ,`` AL ��� faunWt FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT*' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricatinn, handlingshipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building Safety r Component Information, byy TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporarryv bracing per BCSL' Unless noted otherwise,top chord shall have properly attached structural sheathlno and bottom chord shall have a properly attache, n�71d ce"ihnq Locations shown for Uermanent lateral restraint of webs shall hav¢ br8anq Installed pBr BCSI sections 53, B7 or B10, lates le Refer as applicable. Apply to each face, of truss and position drawings 16OA-Z for a andard plate positions. as shown above and on JoinrDetails, unless noted otherwise. to ALPINE Alpine, a division of ITW Buildin Components Grou In .,shall not be re6 onsible for any deviation from this drawing,ap failure to build the truss m conformance with ANSIPI1, or for handlin s�tl pm , Installatinn and bracing of irussesA seal on this tlraw1Xg or cover pa e, , 13723 Riveryon Drive listing this drawin indicates acceptance of pro�ess�onal engineerin responsibilittyv solely for the des i In shown. The an! ability Suite 20D gnawing Building Desig%r ANSIITPI 1 Sec.2. and use of this for any a rructure is Elie responsibility of the per For more information see this'ob's eneral notes page and these web sites: ALPINE: www.al inalw.com; TPI: www.t instor:SBCA: www.sbdnd"t .mm�ICC: wwveicaareor Maryland Heights, MO 6304 Job Number. N334501 Ply: 1 SEQN: 7616/ T2 / SPEC Cust: R8975 JRef: IWW589750036 ,7A5,162EC,E,02G ,RHOI/1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: RWM DmNo: 167.20.1201.10621 Truss Label: All FV / WHK O61152020 5'7"4 10'8" 11,'3"15 16'0"1 237"15 29'7"l5 39'8" f 5'7"4 + 5'0"12 T1'i—f 5 4'8"2 77'14 '(' 6• '} 1010•11 =5X5 5X5 -4X4 5X5 5X5 DE F G 2 H 6 �2X4 T TI C w vi m A T5 < Lo B I J111 133A -4X6(A2) =SS7017 =5X5 =5X10 =3X6(Al) 39'8" 1' 10' 910" 10, 1' 10' t 19'10" .(.. 29.8" 39'8" Loading Criteria (psh Wind Criteria Snow Criteria (Pg,Pf in PSF) DeillCSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wintl Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/dee U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 L 999 360 B 1556 / 716 / 933 /- 1257 18.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.625 L 999 240 1 1556 / 718 / 930 /- /- 18.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 K - - Wind reactions based on MWFRS EXP: C HORZ : 0.142 K - - Des iTL) B Min B Width Re 1.8 q .00 Height: 15.00 ft NCBCL 10Mean HeiL: .00 g Code I Mlsc Criteria Creep Factor. 2-0 TCDL: psf I Min Big Witl81 Req = 1.8 5.2 BldgCo Soffit: 0.00 BCDL 5.0 sf de: FBC 6th ad 201 Max TC CSI: 0.820 p Bearings B & I are a ri id surface. 9 9 Load Duration: 1.25 MWFRS Parallel Dist: h/2lo h TPI Sid: 2014 Max BC CSI: 0.866 Bearings B & I require a seat plate. Spacing: 24.0" C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.811 Members not listed have forces less than 375# Lac. from endwall: not in 4.50 it FT/RT:20(0)110(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, 18SS VIEW Ver: 17.02.02A.1213.21 Lumber B-C 1690 F-G 16-2378 C - D 1552552 -2521 521 G - H 152929 -2305 Value Set: 13B (Effective 6/1/2013) D - E 1443 -2214 H -1 1548 -2649 Top chord 2x4 SP #2 N :T5 2x4 SP 2400f-2.0E: E - F 1486 -2258 Bot chord 2x4 SP #1 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Lumber value set "l3B" uses design values Chords Tens.Comp. Chords Tens. Comp. approved 1/30/2013 by ALSC B - M 2452 -1376 L - K 2805 -1515 Wind M - L 2814 -1517 K-1 2266 -1220 Wind loads based on MWFRS with additional C&C member design. Maximum Web Forces Per Ply `&�&1) .1,'l�l J WAry , / (Ibs) Webs Tens.Comp. Webs Tens. Comp. , 0�11(�1fiL `s& ///� /'"��i q`�t`..l 0+•�VEN••n/+(.'"���i �( M-E 1597 -872 K-H 693 -314 � � � '+ � M-F 499 -742 No. 86367 s STATE OF cv� Ole R FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 —WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing., Refer to and follow the latest edition of SCSI (Building functions. Component Safety Information, I TPI and SBCA) for safety practices poor to performing these Installers shall provide tempora _ bracing per BCSI.. Unless noted oytherwise,top chord shall have properly attached stmctuml sheathin and bottom chord shall have a pro eryrly allachetl n Id ceihn Locations shown for ennanenl lateral restraint of webs shall ham br cin installed per SCSI sections 63, B7 or u10, as applicaloe. Apply plates to each face, of truss and position as shown above and on the ,lolnl9Details, unless noted otherwise. Refer to drawings l60A-Z for standard plate positions. ALPINE Alpine, a division of ITIN Builddin Components Group In ._shell not be res onsible for any deviation from this drewing,any failure to build the truss ANSit PI 1, for handlinTq� installati bracing of trussesA seal on this drawing or cover e, In conformance with or a ippinp, n and "sting this drawin indicates acceptance of pro7essionaf en Ineenn res onsibility solelyfor the des i nshown. and use of this ufawing for any structure is the responsibility g of the Building Designer perANSIRPI 1 Sec.2. pa , 13723 Rive ort Drive The sui[gabiii rp ability Suite 200 For more information see Ibis job's genenal notes page and Oese web sites: ALPINE: www.al ineimxom; TPI: www.t instor ;SBCA: www.sbcindus .vim; ICC wwwJccsafe,orq Maryland Heights, MO 6304 Job Number. N334501 Ply: 1 SEON: 7636 / T20 /COMN Cust: R8975 JRef: IWW589750036 ,7A5,182EC,E ,02G ,RHOI 11828/CALIMEBB ELEV.C,E Oty: 1 FROM: RWM DiwNo: 167.20.1201.10262 Truss Label: A13 FV / WHK 06/15/2020 5'7"4 10'8" 13'3"15 21'7"15 317'15 39'8" 5'7"4 5'0"12 TT-18'4" 10' 8'0"1 D 2 E T3 =HOF10 T4 =6G T 6 T :2X4 T m N (a) w o ro 1 B H ll A I 14 3X6(Al) B7 =3X8 L K J _3X6(At) 20.8" 5'8" 13'4" 1' 10'8" 5'4" T70' T10" 8' 1' F + 1m8" 'f- 1 23'10" 3N;' T 38.8• F -{ Loading Criteria (psq Wind Criteria Snow Criteria (Pg,H in PSF) Deg/CSI Criteria ♦ Maximum Reactions (Ibs), or•=PLF TOLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.043 M 999 360 B 840 1395 /549 f- /25718.0 BOLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(fL): 0.128 M 999 240 N' 316 / 141 / 160 1- !- / 68.0 BCDL: 10.00 Risk Category: ll Snow Duration: NA HORZ(LL): 0.015 J - - H 585 1240 /435 /- /- /8.0 Ld:EXP: C HORZ TL : 0.028 J - - Des ( ) Wind reactions based on MWFRS CL 10.00 Mean Height: 15.00 (t NCBCLL: 10.00 Code! Misc Criteria Creep Factor. 2.0 B Min Br Width Re 9 0 = 1.5 TCDL: 4.2 sf P BldgCode: FBC 6th ad 201 Max TC CSI: 0.957 0.n: N Min Brg Width Req = - P sf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC C51: 0.893 Load MWFRS Parallel H Min Brg Width Req = 1.5 Bearings B, N, H are rigid sat Spacing: 24.0" C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.546 P 9: i Bearings B, N, & H require a seat plate. & plat Loc. from entlwall: not in 4.50 it FT/RT:20(0)/70(0) GCpi: 0,18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE, HS VIEW Ver: 17.02.02A.1213.21 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Value Set: 13B(Effective 6/1/2013) B-C 844-1255 E-F 541 -628 Tap chord 2x4 SP#2 N:T32x4 SP#1: C-D 676 -932 F-G 648 -274 :T4 2x4 SP 2400f-2.OE: D - E 709 -911 G - H 258 -611 Bot chord 2x4 SP #2 N :B1 2x4 SP #1: Webs 2x4 SP #3 :W7 2x4 SP #2 N: Maximum Chord Forces Per Ply (Ibs) Lumber value set "13B" uses design values g Chords Tens.Comp. Chords Tens. Comp. approved 1/3012013 by ALSO B-M 1088 -604 K-J 924 -159 Bracing M - L 931 -462 J - H 455 -78 B or better continuous lateral restraint 1 )be /f �L''aFf equallyllspaced. Attach with (2) 8d Box or Gun ♦�♦♦`I Maximum Web Forces Per Ply (Ibs) nails(0.113"x2.5",min.). Restraint material to be ♦ • • • • • rl / supplied and attached at both ends to a suitable y • Ar o • �100, Webs Tens.Comp. Webs Tens. Comp. `♦♦♦ h •/� 0 `CE support by erection contractor. • F • D-M 619 -431 F-K 976 -1254 (a) or scab reinforcement may be used in lieu of CLR E - L 354 -664 K - G 655 -1043 . restraint. substitute (1) scab for (1) CLR and (2) No663 6 % L - F 903 -493 scabs for (2) CLR'S where shown. Scab * • 1 • 7r reinforcement to be same size, species, grade, and ► ..*� • 80% length of web member. Attach with 0.128:KY gun • nails Q 6" oc. ; •• STATE OF STATE r^�, Plating Notes ► Q • • m I �L� • • ORID � All plates are 5X5 except as noted. 0 • � ♦ `.S• ty • • • Wind ,,/''ild ON Al - Wind loads based on MWFRS with additional C&C it'I member design. FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing., Refer to and follow the latest edition of Component Safety Information, byy 7Plan o SBCA) (or sa�ely prior to performing these functions. Installers shall provide BCSI (Building tempos practices bracing per BCSI.. Unless noted othermse,top chord shall have properly attached structural sheathint and bottom chord shall have a prooerryly attach p ri itl ceilin Locations shown for ermanent lateral restraint of webs shall hav Dracin ns alled per BCSI sections B3, B7 or 10 as appe(Icab�e. Apply places to each face, o?1russ and position as shown above and on lfte Join(9des is, unless noted otherwise. Refer to'ALPINE drawings 16OA-Z for standard plate positions. AIpine, a division of ITW Buildin Components Grog In .,shall not be responsible for any deviation from this drawin an failure to build the I= in conformance with ANSI PI 1, or for handlir ( sttlppin ,Installation antl bracing of trussesA seal on this drowiXg or cover pa e, - 13723 Riverpod Drive listing this drawin Indicates acceptance of processional engineering responsibility solely for the des i n shown. The suitability Suite 200 omwing ANSI/TPI 1 Sec.2. antl use of this for any a rructure is the responsibility of the uilding Designer per For more information see this'ows general notes page and these web sites: ALPINE: wwe.al ineitwx=TPI: www.l instor :SBCA: wwwsbdndus .com'ICC: www.iccsare.or Maryland Heights, MO 63043 Job Number. N334501 Ply: 2 SEON: 101772/ T12 /HIPS Cusb R8975 JRef: IWW589750036 ,7A5,182EC,E,02G,RH01/1828/CAL114EBB ELEV.C,E Oty: 1 FROM: JRH DrwNo: 167.20.1201.10091 Truss Label: A14G FV / WHK 06/15/2020 2 Complete Trusses Required 7' f 17' 22'8" 32'8" J� 39'8" 7. 10, 5,8., 10, T 7. '1 =6X6 12 C =—BXB =8X8 �6X6 T2 D T3 E T4 F T 6� n o T n B °1 G e yA H =4X6(A1) =8X8 =8X8 =8X8=4X6(A1) 1 39'8" 10' 9'10" 9'10" 10, 10' { + 19'10" 29'8" 39'8" Loading Criteria (psh Wind Criteria Snow Criteria (P9,Pf in PSF) DefIICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Lac R / U / Rw / Rh / RL / W TCDL: 7.00 Speetl: 160 mph Pf. NA Ce: NA VERT(LL): 0.295 J 999 360 B 3135 / 1427 /- / - /- 18.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(fL): 0.816 J 860 240 G 3136 / 1428 !- 1- 1- 18.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C Mean Height: 15.00 it HORZ(TL): 0.121 I - - B Min Brig Width Req = 1.8 NCBCLL: 0.00 TCDL: ps( Code 1 Misc Criteria Creep Factor. 2.0 G Min Brg Width Req = 1.8 P . Soffit: 0.00 BCDL: 5.0 sf P Bearings B & G are a rigid surface. Bldg Code: FBC 6Ih ed 201 Max TC CSI: 0.676 9 9 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h12 TPI Sid: 2014 Max BC CSI: 0,507 Bearings B & G require a seat plate. Spacing: 24.0" C&C Dist a: 3.97 it Rep Factors Used: No Max Web CSI: 0.760 Members not listed have forces less than 3754 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 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B-C 1424 E-F 1425 -3002 533-3601 C - D -4831 F - G 1425 -3094 Value Set: 138 (Effective 6/112013) 2128 D - E 2128 -4831 Top chord 2x4 SP #2 N :T2, T4 2x6 SP SS: 13 2x6 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Botchord 2x6SS We #3 We Webs 2x4 SP #3 Chords Tens.Comp. Chords Tens. Comp. Lumber value set "1313" uses design values B - K 2752 -1257 J -1 4769 -2187 approved 1/30/2013 by ALSC K-J 4768-2187 I-G 2753 -1258 Nailnote u P� bls (Ib N,,,A / 2 8"x3" nails rd: Tens.Comp.es -�PA' Webs Tens. Comp. Top ChoNail I Row @72.00" o.c BolChord:1 Row@12.00"o.c \Q•�6NP C-K 1287 -417 E-1 727 -1297 \`\\\\,QN• •W�;f/0.K-D Webs :1 Row @ 4"o.c. \ • 727 -1298 I-F 1287 -417 Use equal spacing between rows and stagger nails • • i� in each row to avoid splitting. = No, 86367 s Loading • #1 hip 7-0-0 supports jacks with no webs. g• Wind y STATE OF��14j Wind loads and reactions based on MWFRS. 0 • • ft "Fe, 0,41111,411 .,Mild, NiAL FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricatin , handling shipping, � r Installing and bracing., Refer to and follow the latest edition of BCSI (Building Component Safety Information, by�TPI an SBCA) safely bracing Uer BCSI.. Unless noted o erwise,top chord shall practices prior to performing these functions. Installers shall provide temporary. have property attached structural sheathing and bottom chord shall have a properly allacheU rl Id ceilln Locations shown for permanent Iat@ral restraint of webs shall have bracin installed per BCSI sections B3, 87 or tl10, as appllcal�e. Apply lates to each face oftruss and position as shown above and on the Join Details, unless noted otherwise. Refer t0 ALPINE drawings 160A-Z for standard plate positions. Aigine, a division of ITW Buildin Components Gropp 1% shall not be responsible for any deviation from this drawing ang, failure to build the tr ss In conformance with ANSI PI 1, or for handlln�, s ippml, Installation and bracing of trusses k seal on this dr 'wi g or cover pafge, , 13723 Riverpan Drive listing this drawing indicalas acceptance of pro esswna engineering responsibility solely for the des n shown. The sut abillTy [his drawing or any structure is the responsibility of the building Designer ANSI/7PI 1 Sec.2. Suite 200 antl use of per For more information see this job's genemi notes page and mese web sites: ALPINE: www.al ineit tom:TPI: wwwt Inst r;SBCA: www.sbcindus .wm: ICC: ww 1=afecrg Maryland Heights, MO 6304 Job Number. N334501 Ply: 1 SEON: 7618 / T19 /COMN Cus1:R8975 JRef: IWW589750036 ,7A5,182EC,E,02G,RH01/1828/CALIMEBB ELEV.C,E Oly: 1 FROM: RWM DmNo: 167.20.1201.10122 Truss Label: A15 FV / WHK 06/1512020 5'7"4 10'8" 15'3"15 2X3"15 31'8"1 37'8" 39'8" + 5.T'4 5'0"12 } 4'7"15 8' 8'4"2 -} 11.1� 5 7' { =5X5 D 2 T 6 2C4 ;5X10(SRS) T ca =5 I,l =H0510 H T3 T4 G m TT= A3X6(A1) =-5X8 �5X5 =-4X6 =4X4L =5X5=3X6(A7)J 21' 5' 1V8" 8' 5' 5' 5'8" B' 1' i i 16' 21, 26• 31.8.. Loading Criteria (psf) Wind Criteria Snow Criteria (P9.Pr in PSF) DeR/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/deR L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Cc: NA VERT(LL): 0.0380 999 360 g 745 /341 /498 /- 1277 /8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERTCTL): 0.1170 999 240 M 1429 /650 /723 /- /- /8.0 BCDL: 10.00 Risk Category: ll Snow Duration: NA HORZ(LL): 0,017 K - - L 629 /223 /242 /- /- /8.0 EXP' C HORZ( TL) 0.031 K - - 1 534 / 244 1399 / - / - /8.0 Des .00 Mean Height: 15.00 itCode/ Misc Criteria Creep Factor. 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf BldgCode: FBC 6th ed 201 Max TC CSI: 0.796 B Min Brg Width Req = 1.5 Soffit: 0.n: BCDL: 5.0 psf M Min Brg Width Req = 2.0 Load Duration: 1.25 MWFRS Parallel Dist: 0 to N2 TPI Sid: 2014 Max BC CSI: 0.774 WidthL Min Big Spacing: 24.0 " C&C Dist a: 3.97 R Rep Factors Used: Yes Max Web CSI: 0.703 I Min Big With Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/10(0) Bearings B. M. L, & I are a rigid surface. GCp!: 0.18 Plate Type(s): Bearings B, M, L, & I require a seat plate. Wind Duration: 1.60 WAVE, HS VIEW Ver: 17.02.02A.1213.21 Lumber Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Value Set: 138 (Effective 6l1/2013) Chords Tens.Comp. Chards Tens. Comp. Top chord 2x4 SP #2 N :T3, T4 2x4 SP #1: Sot chard 2x4 SP#2N B-C 1173 -1100 E-F 800 -686 Webs 2x4 SP#3 C-D 1078 -901 G-H 703 -618 Lumber value set "138" uses design values D - E 886 -674 H -1 605 -577 approved 1/30/2013 by ALSC Maximum Bot Chord Forces Per Ply.(Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. or ter continuous lateral restraint Gun AW10 gkj��/// naibls(0113"2gSmind.`). matrialo L)-K RAttestraint be0-N 50 -428 530 -4366 ���m&A& supplied and attached at both ends to a suitable C • �A_ /// N - M 598 -426 K - I 451 - 354 ��`'�O \!v AI� • support by erection contractor, �* V E 1' 4.�! a or scab reinforcement may be used in lieu of CLR • V () Y • •• Maximum Web Forces Per Ply (Ibs) restraint substitute (1) sub for (1) CLR and (2) • No. 86367 • Webs Tens.Comp, Webs Tens. Comp. scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, and ► * * C O 458 M F 773 grade, • - -291 - -732 ► ` 80% length of web member. Attach with 0.128x3" gun • 0 - D 469 -432 L - G 886 -898 nails @6"oc. �-� • • STAfry E-M 1630-1574 •• � TE OFc�y Wind �N • ��,T,[� A Wind loads based on MWFRS with additional C&C aa�01Q{: • member design. "Fe,`- • • •• • • `�`` .,/OSs,ONAL illimal1�++ 5 FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building Component Safety Information, byy TPlan � SBCA) safely practices prior to performing these functions. Installers shall provide temporary bracing er BCSI.. Unless noted otherMse,top chord shall have proper)v attached structural sheathin and bottom chord shall have a properly attachelfn ld ceiling Locations shown fortpermanent lateral restraint Of webs shall have bracinfq installed pgr BCSI s�ctions B3, B7 or 610, as applicable. Appply otales to each face. o truss and position as shown above and on the Join Details, un ess note otherwise. Refer to drawings 16OA-Z fbr standard plate positions. ALPINE Alpine, a division of ITW Buildin Components Grog Inc., shall not be res onsible for any deviation from this drawing ang failure to build the .wmvmx"vm 13723 truss in conformance with ANSI PI 1, or for handle q, shippinq, installati8n and bracing of trussesA seal on this dr 'wi g or cover pa debility73723 Riverpon Drive listing this drawing Indicates acceptance of prolessionar engineering responsibilitysole forthe desi nshown. The cuifability this drawing for is (11e responsibility of the uilding Desig er pe ANSIrrPI 1 Sec.2. Suite oo and use of any structure For more information see this job's genelal notes page and these web sites: ALPINE: www.ai ineitw.com: TPl: w t imtor ;SBCA: www.sbcindus .00m: ICC: wwwi=afe.org Maryland Heights, MO 6304 Jab Number. N334501 Ply: 1 SEQN: 76191 T18 /SPEC Cust: R8975 JRef. IWW589750036 ,7A5,182EC,E,02G,RH01/1828/CAU)4EBB ELEV.C,E Qty: 1 FROM: RWM OmNo: 167.20.1201.10761 Truss Label: A16 FV / WHK 06/152020 �25'3"15 5'7'4 10'8" 1'9"15 17'3"15 19'3"11L1r'15 23'6" 2T3�15 29'8"1 32'e" 39'B" 5.7.4 5'0°12 6'7°15 2' 2' 271 2' 24"2 711"1 7' , -5X5 D 21' F1 Loading Criteria (psq Wind Criteria TOLL: 20.00 Wind Std: ASCE7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" CBC Dist a: 3.97it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved V30/2013 by ALSC Plating Notes All plates are 2X4 except as noted. (••) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Wind Wind loads based on MWFRS with additional C&C member design. Laterally brace chord above/below filler at 24' OC (or as designed) including a lateral brace on chord directly above/ below both ends of filler (if no rigid diaphragm exists at that point) 13'8, 15 1'8"1 2' 2' 1'3"15 ZVII 8' 1' 1"152, F 2 3"1?3F— A525'3l ,127' -152,2" 31'8 39'8° 93�15 AV'15 26' Snow Criteria (Pg,Pf in PSF) Pg: NA CC NA CAT: Ni Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC Sill ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in too Udell L/# VERT(LL): 0.037 Y 999 360 VERT( Q: 0.112 Y 999 240 HORZ(LL): 0.016 O - - HORZ(TL): 0.030 0 - - Creep Factor. 2.0 Max TC CSI: 0.931 Max BC CSI: 0.771 Max Web CSI: 0.571 VIEW Ver. 17.02.02A.1213.21 1: No.8636', )f • • STATE OF '•�'"F•:I0RVA FL REG# 278, Yoonhwak Kim, FL 06/15/2020 T1 O jp �T 1" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 774 / 354 1508 /- 1317 /8.0 U 1323 /588 1635 /- /- /8.0 R 711 /237 /257 /- /- 18.0 M 531 /246 /381 /- /- /8.0 Wind reactions based on MWFRS B Min Big Width Req = 1.5 U Min Big Width Req = 1.8 R Min Big Width Req = 1.5 M Min Big Width Req = 1.5 Bearings B, U, R, & M are a rigid surface. Bearings B, U, R, 8 M require a seat plate. Members not listed have forces less than 3759 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-C 1167-1151 F-G 823 -821 C - D 1085 -960 G - H 834 -831 D - E 849 -722 K - L 728 -648 E-F 823 -821 L-M 667 -571 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-Y 978 -866 T-S 662 -551 Y-X 627 -443 S-R 661 -551 X-W 462 -353 R-Q 424 -375 W - V 462 -353 Q - P 424 - 375 V-U 462 -353 P-O 424 -377 U-T 663 -550 O-M 445 -407 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-Y 407 -257 U-AB 548 -605 Y-D 453 -347 AB-H 472 -522 ,E - Z 1577 -1447 R -AE 959 -847 Z - U 1591 -1466 AE- K 943 -826 #86367 TO ALL CONTRACTORS INCLUDING THE INSTALLERS ,ping, Installing and bracing.Refer to and follow the latest edition of BCSI (Building ty practices prior to performing these functions. Installers shall provide tempera have preperly attached structural sheath,np and bottom chord shall have a properly Iral restraint of webs shall hav b crop ns piled per BCSI s ct,ons B3, B7 or 810, ition as shown above and on tI e�om etalls. unless note otherwise. Refer to 13723 Riverpon Drive Suite 200 Maryland Heights, MO Jab Number: N334501 Ply: 1 SEON: 7620/ T3 / GABL Cust: R8975 JRef: IVNV589750036 ,7A5,182EC,E,02G,RH01/1828/CALI/4EBB ELEV.C,E Oty: 1 FROM: HMT OrwNo: 167.20.1201.10044 Truss Label: BiGE I FV / WHK 06/15/2020 Loading Criteria (ps0 Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP' C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set. 13B (Effective 6/l/2013) Top chard 2x4 SP #2 N Rot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "l3B" uses design values approved 1/3012013 by ALSC 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 al 21.33 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGS A16015ENC101014 & GBLLETINi014 for gable wind bracing and other requirements. 10'8" -z—{ (rYP) =4F4 Snow Criteria (Pg,Pf in PSF) Pg: NA CC NA CAT: Ni Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th ad TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE DefIlCSI Criteria PP Deflection in too Udell L/# VERT(LL): 0.005 R 999 360 VERT(TL): 0.017 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: 0.211 Max Web CSI: 0.092 VIEW Ver: 17.02.02A.1213.21 ♦ Maximum Reactions (Ibs), or'=PLF Loc R /U /RW /Rh /RL /W S' 125 / 48 / 39 / - ill 1256 Wind reactions based on MWFRS B Min Big Width Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# jjjj It III ,•�``NpNHWAki,'''•, • �I No. 66367 • • 3 STATE OFr,c_`ti RIV FL REG# 278, Yoonhwak Kim, FL PE #86367 06/152020 ALPINE rive Suite Riverpon Drive Suite Maryland Heights, MO 63042 Job Number: N334501 Ply: 1 SEON: 7621 / TI / GABL Cust: R8975 JRef: IWW589750036 ,7A5,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E City: 1 FROM: RWM DmNo: 167.20.1201.10028 Truss Label: C1GE FV / WHK 06/15/2020 14' r 5112'----1 (TYP) Loading Criteria (ps0 Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed:160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: ll Des Ld: 37.00 EXP: C NCBCLL: 10.00 Mean Height: 15.00ft 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: 3.00g Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 139 (Effective 61112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Special Loads ------(Lumber Dur.Fac =1.25I Plate Dur.Fac =1.25) TC: From 96 plf at -1.00 to 96 pit 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 with additional C&C member design. Additional Notes See DWGS A16016ENG101014 & GBLLETIN1014 for gable wind bracing and other requirements. az4X4 D Snow Criteria (P%. in PSF) Pg: NA Ct: NA CAT:Ni PC NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th ed TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 14' p i 14' Deg/CSI Criteria ♦ Maximum Reactions (Ibs), or •=PLF PP Deflection in Ice Udeg L#f Lee R / U / Rw / Rh / RL I W B• 129 / 50 / 40 /- / 12 1168 VERT(LL): 0.007 J 999 360 VERTCTL): 0.021 J 999 240 Wind reactions based on MWFRS HORZ(LL):.0.004 H - - B Min Brg Width Req = - HORZ(TL): 0.009 H - - Bearing B is a rigid surface. Creep Factor: 2.0 Max TC CSI: 0.392 Members not listed have forces less than 375# Max BC CSI: 0.256 Maximum Gable Forces Per Ply (Ibs) Max Web CSI: 0.135 Gables Tens.Comp. Gables Tens. Comp. C-J 461 -4D3 H-E 461 -403 VIEW Ver: 17.02.02A.1213.21 `` '011w 111111flopop 00 AHWA/r�i'''� GENS�,•.�i ' 1 : No, $6367 STATE OF ft ,ON(A1 L�+, 5 FL REG# 278, Yoonhwak Kim, FL PE #86367 06/152020 ALPINE µve Suite Riverpon Drive Suite Maryland Heights, MO 6304E SEON: 1017781 COMN Ply: 1 Job Number: N334501 Cust R 8975 JRef1VVW569750036T13 I FROM: JRH Oty: 1,7A5,182EC.E,02G,RH0I/1828/CALIMEBB ELEV.C,E DmNo: 167.20.1201.14475 Truss Label: 137 / VK 06/1512020 10, �4X4 C 12 T 6� _I n i7 B D A Eg.g. 2X4(Al) 1112X4=2X4(Al) 10, 10, Loading Criteria (ps0 Wind Criteria Snow Criteria (Pg,Pf in PSF) DenICSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/de0 L/# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.007 F 999 360 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 - - Code I Misc Criteria Nffit: 1 00 Mean Height: 15.00 it Creep Factor. 2.0 p TCDL: 4.2 psf Soffit: 0.00 BCDL: 6.0 psf Bldg Code: FBC 61h.etl 20C Max TC CST: 0.250 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CST: 0.264 Spacing: 24.0" C&C Dist a: 3.00 0 Rep Fee: No Max Web CSI: 0.081 Loc. from endwall: not in 4.50 R FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 18.02.01A.0205.19 Wind Duration: 1.60 WAVE Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Sot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 !- !- /287 /202 /134 D 434 /- /- /287 /202 /- Wind reactions based on MWFRS B Big 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 358 -494 C - D 359 -494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-F ``1111111111111//// No.86367 STATE OF ft "'f.41%N(A; 1�, FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 396 -183 F-D 396 -183 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shi ping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, bV TPI and SBCA) for sa�ety practices pffor to performing these functions. Installers shall provide temporary. r BCSI Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly iid ceifin Locations shown for ermane t lateral restraint of webs shall have bmcm installed per BCSI sections B3, B7 or 910, e. Apply ulates to each face, o�buss an a position as shown above and on the Join Details, unless noted otherwise. Refer to 60A-Z to standard plate positions. ivision of ITN! Buildin Components Grou In .,shall not be responsible for any deviation from this drawin any failure to build the Iformanoe with ANSTAPI 1, or for hantllirPC saippiniq, installation and bracing of tmssesA seal on this drawing or cover pafge, drawing, indicates acceptance of proesslona, engineering responsibilitysolelyfarthedesign shown. The suiability ALPINE ow�w w 6750 Forum Drive Suite305 Orlando FL, 32821 SEON: 101775/ COMN Ply: 1 Job Number. N334501 CusLR8975 JRef:lWW589750036T14 / FROM: JRH Oly: 1,7A5,182EC,E,02G,RH01/1828/CAL#4EBB ELEV.C,E DrwNo: 167.20.12DI.14256 Truss Label: D2 I / YK 06/152020 =4X4 C 12 T 6p _I N M B D " 2x4(Al) I112X4 2x4(Al) �{l 0' 1' S 5 s 1a Loading Criteria (ps0 Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 it Loc. from endwall: not in 4.50 it GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 61112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional Information Snow Criteria (Pg,Pf in PSF) Pg: NA Ct NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th.ed TPI Sid: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE DeBICSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 F 999 360 VERT(CL): 0.013 F 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.006 F - - Creep Factor: 2.0 Max TC CSI: 0.250 Max BC CSI: 0.264 Max Web CSI: 0.081 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- /- /287 /202 /134 D 434 /- /- /287 /202 A Wind reactions based on MWFRS B Big 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 358 -494 C - D 359 -494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-F 396 -183 F-D 396 -183 No.86367 110 STATE OF ire RIQ AL FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 ALPINE µ `a�� 6750 Forum Drive Suite 305 Orlando FL, 32821 SEON: 101787/ HIPS Ply: 1 Job Number: N334501 Cust R8975 JRef:1W 589750036T17 / FROM: JRH Oty: 1,7A5,182EC,E,02G,RH01/1828/CALI/4EBB ELEV.C,E DrwNo: 167.20A201.14286 Truss Label: 03G I / YK 06/152020 li r� 0 43 Loading Criteria (ps0 TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit. 0.00 Load Duration: 1.25 Spacing: 24.0" 3' 3' 4' =4X6 4 X 6 12 C D 10, 6F7- T B E a F 88 =2X4(A1) 1112X4 1112X4 =2X4(A1) "' Wind Criteria Wind Std: ASCE 7-10 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 C8C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 5/l/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "138" uses design values approved 113012013 by ALSC 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 pit 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 Ib Conc. Load at 3.03, 6.97 TC: 651b Conc. Load at 5,00 BC: 801b Conc. Load at 3.03, 6.97 BC: 521b Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information 10, 3'8"8 6'10"4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NP Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE 10, 3'1"12 DeB/CSI Criteria PP Deflection in too Udell L/# VERT(LL): 0.022 H 999 360 VERT(CL): 0.044 H 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.016 C - - Creep Factor: 2.0 Mau TC CSI: 0.288 Max BC CSI: 0.379 Max Web CSI: 0.059 VIEW Ver: 18.02.01A.0205..9 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 625 /- /- /- 1312 /- E 625 /- /- /- /312 /- Wind reactions based on MWFRS B Brg Width=8.0 Min Req=1.5 E Br9Width=8.0 Min Req=1.5 Bearings B 8 E are a rigid surface. Bearings B 8 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 455 -963 D - E 466 -963 C-D 381 -642 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 829 -384 G - E 829 -384 H-G 842 -381 ���t�lrnrr�►h��/� No. 86367 : = STATE OF w (ORIDPC��o', L AL FL r%► FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 ALPINE 6750 Forum Drive Suite 305 Odando FL, 32821 SEON: 28501/ VAL Ply: 1 Job Number. N334501 Cusr R8975 JRe1;1VJW599750036T33 / FROM: RWM cly 1,7A5,182EC,E,02G,RH01/1828/CAL1/4EBB ELEV.C,E DmNo: 167.20.1201.13241 Truss Label: VB YK / WHK 06/152020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7A0 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" 3'11 "8 3'11"8 12 =44 T 6� w E4M(D1) 1 A -ov Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kit NA Mean Height: 15.00 R 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 it GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 611/2013) Top chord Zx4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design, Additional Notes Refer to General Notes for additional information See DWG VAL160101014 for valley details. Valley truss connection to truss below shall be designed and furnished by others . 7-11" =4M(D1) G 7-11" 7'11" , Snow Criteria (Pg,Pf In PSF) Pg: NA Ct NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th.ed TPI Sid: 2014 Rep Faa Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE DegICSI Criteria PP Deflection in loc Udell L/# VERT(LL): 0.028 999 360 VERT(CL): 0.051 999 240 HORZ(LL):.0.010 - - HORZ(TL): 0.019 - - Creep Factor. 2.0 Max TC CSI: 0.312 Max BC CSI: 0.381 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 � 9'6"3 D ♦ Maximum Reactions (lbs), or •=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL D' 75 A A /34 128 /8 Wind reactions based on MWFRS D Brg Width = 95.0 Min Req = - Bearing A 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. A-B 399 -366 B-C 399 -366 1J11111� 1 // filto H A 1, • No. 86367 �••• STATE OF�� Zcr. '•�'�F•: �ORID ,1ONA� ,�1, FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 ALPINE 7� 6750 Forum Drive Suite 305 Orlando FL, 32821 SEON: 28502/ VAL I Ply: 1 Jab Number. N334501 CusCR8975 JRef:1WW589750036T16 / FROM: RWM O1y: 1 ,7A5,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DmNo: 167.20.1201.13226 Truss Label: V4 YK / WHK 06/15/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria Wind Sid: ASCE7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: h/2 to h CSC Dist a: 3.00 it Loc. from endwall: not in 9.00 it GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set A3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information See DWG VAL160101014 for valley details. Valley truss connection to truss below shall be designed and furnished by others . 1'11"8 3'11" 1'11 "8 1'11 "8 12 6 � =4X4 B 4X4(D1)=4X4(D1) A C 10'6"3 D 3.11" 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 Code I Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE DeWCSI Criteria PP Deflection in too L/deg L/# VERT(LL): 0.004 999 360 VERT(CL): 0.007 999 240 HORZ(LL):-0.001 - - HORZ(TL): 0.003 - - Creep Factor. 2.0 Max TC CSI: 0.070 Max BC CSI: 0.104 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 \O'NN WA j�''o�,, a' : No. 86367 STATE OFr�c,� 10;i� 0 ;(ORIO;: • C q,y,0 H I IA11111 ►1 f. FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 ♦ Maximum Reactions (lbs), or'=PLF Gravity Non -Gravity Loc R+ / R- I Rh l Rw l U / RL D' 75 /- P /31 /22 /6 Wind reactions based on MWFRS D Srg Width = 47.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 3759 ALPINE ,ivi 1,orrorn acceptance any a rructure 6750Fomm Drive 305 Suite 305 Odantlo FL, 32821 Job Number: N334501 Ply: 1 1SEON: 101767/ T15 /EJAC Cusc R8975 JRef: 1WW589750036 ,7A5,182EC.E.02G ,RH01/1628/CALI/4EBB ELEV.C,E Oty: 8 FROM: JRH DmNo: 167.20A201.12227 Truss Label: EJ7 KO / WHK 06/15/2020 12'2"11 12 6 m o_ n � M V B 3 A 8'8" D 1 _T 7, Loading Criteria (ps0 Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: 11 Des Ld: 37.00 EXP. C Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soft: 0.00 BCDL: 5.0 psf Load Duraton: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0" CBC Dist a: 3.00 it Loc. from endwall: not in 4.50 it GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Sot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/3012013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,pf In PSF) Pg: NA Ct: NA CAT: NI Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th.ed TPI Sid: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Def1lCSi Criteria PP Defection in loc Udell L/# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.017 D - - HORZ(TL): 0.031 D - - Creep Factor. 2.0 Max TC CSI: 0.713 Max BC CSI: 0.527 Max Web CSI: 0.000 VIEW Ver. 17.02.02C.0211.16 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh IRL /W B 331 1117 /259 /- /173 /8.0 D 127 /20 1101 1- /- 11.5 C 171 /133 /91 /- /- 11.5 Wind reactions based on MWFRS B Min Big Width Req = 1.5 D Min Big Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# • Irl 90 No. 86367 • a STATE OF FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 AND FOLLOW ALL NOTES ON THIS DRAWING! DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS dlin shipping, installing and bracing.. Refer to and follow the Is est edition of BCSI (Building A) for Sal Ely practices prior to performing these functions. Installers shall provide temporarry7 lord isIhall have properly attached structural sheathingp and bottom chord shall have a pro [tlerly s enOlpositlonf restraint of above sold onvihe Jothi9Deiallse unele a noted otherwise. k5 ! toy ALPINE any 7ro", 6750 Forum Drive Suite 305 Orlando FL, 32821 Job Number. N334501 Ply: 1 SEQN: 1017701 Tll /EJAC Cusl:R8975 JRef: IWW589750036 ,7A5,182EC,E,02G,RH01/1828/CAL1/4EBB ELEV,C,E Qty: fi FROM:JRH DmNo: 167.20.1201.12212 Truss Label: EJ7A KM / DF OU15/2020 Loading Criteria (ps0 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 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 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 Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP 92 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0A31"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 Code / Misc Criteria Bldg Code: FBC 61h.ed TPI Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE De01CSl Criteria PP Deflection in toe Udell U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.018 C - HORZ(TL): 0.033 C - - Creep Factor: 2.0 Max TC CSI: 0.725 Max BC CSI: 0.533 Max Web CSI: 0.000 VIEW Ver: 17.02.02C.0211.16 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 270 / 79 1188 1- 1151 18.0 C 128 121 1104 /- /- 11.5 B 174 1135 /95 /- /- 11.5 Wind reactions based on MWFRS A Min Brg Width Req = 1.5 C Min Brg Width Req = - B Min Brg Width Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# • so No. 85367 •: STATE OF e IN 10 4 IS �ONA, IL�,1 5 FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 TO ALL CONTRACTORS INCLUDING THE INSTALLERS properlyV attached struclurel sheathin� and bottom chord shall have a progefly �strainl of webs shall have bracinq ins alled per BCSI s ctions B3, B7 or 10, as shown above and on the Joint Details, unless noteeotherxise. Refer to ALPINE npt be responsible for any deviation from this dr;3wing,any failure to build the I'enganleerin9anrespons9billry solelpAvfofthe desi nshoWn�r The sufl9abllity 6750 Forum Drive bility of the euilch Deslgngf peYANSIRPI t Seo.2. Suite 305 PINF w.v a nininpawrnm TPI w tain_alurm aaC.A: w sbundusuvmm: ICC: svmaiccsafe.cm Orlando FL, 32821 SEDN: 1015391 EJAC Ply: 1 Job Number: N334501 CusC R8975 JRef: 1WW589750036T28 / FROM: JRH Oty: 3 ,7A5,182EC,E,02G,RH0l/ 1828fCAL#4EBB ELEV.C.E DrwNo: 167.20.1201.14021 Truss Label: EJ3 / YK 06/15/2020 Loading Criteria (par) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" Lumber Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt NA Mean Height: 15.00It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Provide (2) 0.131'k3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 9 51 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct NA CAT: NF Ff., NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 61h.ed TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE T Defl/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D - - HORZ(TL): 0.002 D - - Creep Factor. 2.0 Max TC CSI: 0,216 Max BC CSI: 0.123 Max Web CSI: 0.000 VIEW Ver. 18.02.01A.0205.19 10'2"11 to ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc Rt / R- / Rh / Rw / U / RL B 188 P /- /162 f76 186 D 52 A A /41 /6 /- C 65 /- P /31 151 !- 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# `,%0111111t 1111///AAA AAA No. 86367 a • ,r.R •�e o� SLATE OF c�a �''AAS;ON(A� 1�11 FL REG# 278. Yoonhwak Kim, FL PE 486367 06/15/2020 READ AND FOLLOW ALL NOTES ON THIS DRAWINGI THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS failure to buildd the — n. The or suitability 6750 Forum Drive Suite 305 rv.wm: ICG wmv.iccsafeara Orlando FL, 32821 Job Number: N334501 Ply: 1 SEON: 7622 / T35 JACK Cust:R8975 JReh 1WW589750036 ,7A5,182EC,E ,02G,RHOi 11828/CAU/4EBB ELEV.C,E Oty: 4 FROM:RWM DmNo: 167.20.1201.10247 Truss Label: CJ5 KD / YK 06115/2020 [a] 12 6 co rn (V M B �; �= A l� D 1' 411"4 1 4,11"4 Loading Criteria (Ps0 Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSl Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/t! Loc R / U / Rw / Rh / RL / W B 256 195 / 207 /- / 128 / B.0 TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA D 89 / 13 168 /- /- / 1.5 BCDL: 10.00 Risk Category: ll Snow Duration: NA HORZ(LL): 0.005 D - - C 118 192 161 /- /- /1.5 Des Ld: 37.00 EXP: C HORZ(TL): 0.010 D - Wind reactions based on MWFRS Code / Mill Criteria NCBCLL: 10.00 Mean Height: 15.00 ft Creep Factor: 2.0 B Min Big Width Re 1.5 9 q = Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 sf p Bldg Code: FBC 6th ed 201 Max TC CSI: 0.411 D Min Big Width Req = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Max BC CSI: ).000 C Min Brg Width Req = - Bearing B is a rigid surface. Spacing: 24.0" C8C Dist a: fl Fa ors Rep Factors Used: Yes Max Web CSI: 0.000 Bearing B requires a seat plate. dwa Loc. from endwall: not in 4.50 fl FT/RT:20(0)/10(0) GCpi: 0.18 Plate Typill Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Value Set: 13B (Effective 61112013) Top chord 2x4 SP #2 N Bol chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. `1111111f 1111�7�� :• ��GENSF• ; of No.86367 STATE OF OR .,��'NNfAlilt, FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses reUuire extreme care in fabricating, handlingp shi ping, installing antl bracing. Refer to and 1pllow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) Foi sa�ety practices prior to pertarming these functions. Installers shall provide temporary Sitargdger BCS�. Unless noted oytherwise,lop chord shall have property attached structural sheathing and bottom chord Shall have a properly altar e n Id cellin Locations shown for ermane t tat@rat resirant of w bs shall have bracin inslalletl p r BCSI s cbons 83, B7 or B10, as app lcab�e. App�y laces to each face. of truss ana position as shown a�ove and on the Jotnl9Delatls, un�ess note�otherwtse. Refer to ALPINE drawings i6oA-Z for s�antlard plate positions. A) me, a division of ITW Buinq�Components Grout Inrhshpll not be reSponsihle for any deviation from this drBwing,afly failure to build the lr ss In conformance with A SIlTPI 1, or for handli s Ippin installall n an bracing of irussesA seal on this tlrawirig or cover pa e, , 73723 Rivemod Drive listing this drawing, indicates acceptance of �rolessiona� engineering responsibility sole forthe desi nshown. The suiPability 13723 Ri and use of this cawing for any s acceptance is a responsibility of the uilding Designer pe ANSIRPI 1 Sec.2. Suite Por more information see this job's general notes page and these web sites: ALPINE:w.rw.alpineitw.core; TPI: mJlrinslorgi SBCA: w ,Ircindustry.com: ICC' w Jdcsafe.org Maryland Heights, MO 6304E Job Number: N334501 Ply: 1 SEON: 7623/ T34 /JACK I Cust: R8975 JRef: 1WW589750036 ,7A5,182EC,E,02G,RH0f/1828/CALIMEBB ELEV.C,E Oty: 4 FROM: RVJM D.No: 167.20.1201.106B4 Truss Label: CJ3 I FV / WHK 06/15/2020 Loading Criteria (psg Wind Criteria TCLL: 20.00 Wind Sid: ASCE7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" CBC Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set 13B (Effective 6/112013) Top chord 2x4 SP #2 N Sot chord 20 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Snow Criteria (Pll in PSF( Pg: NA Ct NA CAT'NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE C 2' 11 "4 2'11 "4 ' DefflCSI Criteria PP Deflection in loc Udell L/# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.001 D - - HORZ(TL): 0.001 D - - Creep Factor: 2.0 Max TC CSI: 0.206 Max BC CSI: 0.115 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 No. 86367 �ATEOF-0 N 0) M (V ♦ Maximum Reactions (Ibs) Lee R /U /Rw /Rh /RL /W B 185 /75 /160 /- 184 18.0 D 50 /6 /41 /- /- 11.5 C 63 /50 /29 /- /- /1.5 Wind reactions based on MWFRS B Min Big Width Req = 1.5 D Min Big Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# '•.,��Fs . � � C j 11A k FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI VT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS failure to buildthe— '—' ';., I or The suit"a6ility 13723 Riverpod Drive Suite 200 ry.com: Icc: wJ Jccsafe,org Maryland Heights, MO SEON: 101784/ JACK I Ply: 1 1 Job Number: N334501 Cuse R8975 JRef..1vvvV5e976x)36T32 / FROM: RVJM Oty: 4,7A5,182EC,E,02G,RH01/1828/CALIMEBB ELEV.C,E DfwNu: 167.20.1201.14069 Truss Label: CA / YK 06/1512020 Loading Criteria (psq TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.26 Spacing: 24.0" Lumber 12 6 � C �1 T 114 11"4 Wind Criteria Wind Sid: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzb 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 Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Provide (2) 0.131"x3.0", min. toe -nails at lop chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Cb NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 61h.ed TPI Sid: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE m T I Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): NA VERT(CL): NA HORZ(LL):-0.000 D - - HORZ(TL): 0.000 D - - Creep Factor: 2.0 Max TC CSI: 0.195 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 9'2115 L ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R. / Rh / Rw / U / RL B 143 /- /- 1148 f79 141 D 11 A2 A /18 /12 /- C - /-15 A /27 132 /- 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# `` IIIIIIIIIIIII No. 86367 STATE OF �4_ '0�FS ;0 OR1�PC `,4 C 0 AL FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 rto ALPINE the rnmrmvrun bility Suite Forum Drive Suite 305 .imsafe.om Orlando FL, 32821 SEON: 101781/ JACK I Ply: 1 1 Job Number: N334501 CusC138975 JRet:lvvW689750036T27 / FROM: RWM Cry: 4,7A5,182EC,E.02G.RH01/1828/CALIAEBB ELEV.C,E DmNo: 167.20.1201.14208 Truss Label: CAA / YK 06/15/2020 Loading Criteria (ps0 TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" Lumber V 12 6 � C �1 T 114 11"4 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 If 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 Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSO Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 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,P(in PSF) Pg: NA CC NA CAT: W PC NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Fee: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Def /CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL):-0.000 D - - HORZ(TL): 0.000 D - - Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: U.025 Max Web CSI: 0.000 VIEW Ver. 18.02.01A.0205.19 FL REG# 278, 06/152020 11I1 ylFiri,P Igoe 66367 go TI'r- TE OFft� 9'2115 -1 ♦ Maximum Reactions f las) Gravity Non -Gravity Loc R+ IR- /Rh /Rw /U /RL B 143 A /- /148 179 /41 D 11 /-2 /- /18 112 /- C - /-15 b /27 132 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Rent = 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# iq� � - l Yoonhwak Kim, FL PE #86367 AND FOLLOW ALL NOTES ON THIS DRAWINGI IRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS allure to build the or cover pa e„ The sui ability ALPINE xu mvcorvnxr 6750 Forum Drive Suite305 Orlando FL, 32821 Job Number: N334501 Ply: 1 SEON: 7626 / T26 /HIP_ Cust: R8975 JRef: IWW589750036 .7A5,182EC,E,02G ,RH01 / 1828/CALI/4E80 ELEV.C,E Oy. 2 FROM: RWM DiwNo: 167.20.1201.08860 Truss Label: HJ7 KM / YK 06/15/2020 4-33 5'3"5 I 9110"1 5'3"5 , 4'6"11 9'2"2 7"14 F— 1'5" }- 9'2"2 9'10'1 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 0 NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Value Set 138 (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP 24001-2.0E Webs 2x4 SP #3 Lumber value set "13B" uses design values approved V30/2013 by ALSC Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Provide (3) 0.162"x3.5", min toe -nails at top chord. Provide (3) 0.162"x3.5", min toe -nails at bottom chord. Snow Criteria (P9,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 61h.ed TPI Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE **IMPORTANT'* FURNISH THIS DRAWING TO ALL Deft/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): 0.040 F 999 360 ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 326 /154 /- /- /- I10.6 VERT(TL): 0.111 F 999 240 E 364 / 84 / - 10 / 0 / 1.5 HORZ(LL): 0.010 C - - D 214 /177 /- /- /- 11.5 HORZ(TL): 0,018 C - - Wind reactions based on MWFRS Creep Factor. 2.0 B Min Big Width Req = 1.5 Max TC CSI: 0.546 E Min Brg Width Req = - Max BC CSI: 0.416 D Min Big Width Req = - Max Web CSI: 0.260 Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 376# VIEW Ver: 17.02.01A.1115.21 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 -562 I1111111111►►►►► � ONHWAk�''�% No, 86367 so 1 STATE OF �, Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-F 531 -358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 -583 RIVP NIA; 1�,1 FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 of failure to build the n r The sulfability ALPINE u Suite Lake Orange Dr. Dr. Suite 150 Orlando FL, 32837 SEON: 1015371 HIP_ Ply: 1 Job Number. N334501 Cust:R6975 JRef1WW586760036T29 / FROM: JRH Oly: 2,7A5,182EC,E,02G,RH01/1828/CALI/4EBB ELEV.C,E DrwNo: 167.20.1201.14038 Truss Label: HJ3 / YK 06/15/2020 C 12 4.24 � 10'2"6 v p� h B cM 3 A N $.Sr, gf: Loading Criteria lost) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit 0.00 Load Duration: 1.25 Spacing: 24.0" Lumber 1'5" 4'2"3 4'2"3 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: It 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 it Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 61112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "l3B" uses design values approved 1/3012013 by ALSC Loading Hipjack supports 2-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"0.0", min. toe -nails at bottom chord. Snow Criteria (Pg,P( in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th.ed TPI Sid: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D - - HORZ(fL): 0.002 D - - Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.074 Max Web CSI: 0.000 VIEW Ver. 18.02.01A.0205.19 FL REG# 278, 06/152020 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 84 /- /- /- /45 /- D 28 /- /- /7/- C 64 /- /- /- 148 /- 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# Yoonhwak Kim, FL PE 986367 ALPINE µ`m6750 Forum Drive Suite 305 Orlando FL, 32821 Gable Stud Reinforcement Detail ASCE 7-101 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Ors 140 mph Wind Speed, 15' Mean Height, Partlnlly Enclosed, Exposure C, Kzt = 1.00 Or. 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure ➢, Kzt = 1.00 Ors 120 mph Wind Speed, 15' Mean Helaht, Partlnlly Enclosed. Exposure D. Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species I Grade No Braces 1 (1) Ix4 'L' Brace • (D 2x4 'L' Brace IN (2) 2x4 'L' Brace No (1) 2x6 'L' Brace • (2) 2x6 'L' Brace Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B r #1 / #2 3' 10' 6' 7' 6' to- 7' 9' e' 1' 9' 3- 9' 7' 12, 2' 12' 8' 14' 0' 14' 0' P r #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' LiS H F Stud 3' 8' 5' 9" 6' V 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' 0 Standard 3' e' 4' 11' 5' 3' 6' 7' 7' V 8' ill 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' Q% #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4- 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' J S P #2 3' 10' 6' 7' 6' 10' 7' 9' e' 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' 4' 0' d c�u D L Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' e' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' e' 11' 9' B. 10' 4' 13, 1' 14' 0' L% r #1 / #2 4' 5' 7' 6' 7' 9' B' 10, 9' 3' 10' 7' 11' 0' 13, 11' 14' 0' 14' 0' � S P r #3 4' 2' 7' I' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' 13, 9' 14' 0' 14' 0' i U H F Stud 4' 2' 7' V 7' 6' 8' 9' 9' l' 10, 5' 10, 10, 13' 9' 14' 0' 14. 0' 01 O fl r Standard 4' 2' 6' t' 6' 5' 8' 1' 8' 8' 10' 5' 10, to, 12, 8' 13, 7' 14' 0' \#1 4' 7' 7' 7' 7' 11' 9'0' 9' 4' 10, 8' I1' 1' 14' 0' 14' 0' 14' 0' E14'O' / SP #2 4' S' 7' G' 7' 9' 8' 10, 9' 3' 10' 7' ll' 0' 13, 11' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9'1'10' 6' 10, I1' 13' 4' 14' 0' 14' 0' DFL Stud 4' 4' 6'5'6' 10, 8' 6' 9'1'10, 6' 10, 11' 13' 4' 14' 0' 14' 0' Stondard 4' 2' 5' 8' 6' 0' 7' 6' e' 0' 10' 2' 10, to- 11' 10, 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P F #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14. 0' 14' 0' V' U I IF Stud 4' 7' 0' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14. 0' 14' 0' 14' 0' 14' 0' O fl Standard 4' T T D' T 5' 9' 4' 10, 0' 11' 6' 12, 0' 14. 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8 9' 11' 10' 3' 11' 9' 12' 3' 14. 0' 14' 0' 14' 0' 14' 0' CJ S P #2 4' 10' 8' 3' 1 8' 7' 9' 9' 10, 2' 11' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 1 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' D F L Stud 4' 9' 7' 4' 1 7' 10' 9' 8' 10, 1' 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 1 6' 11' e' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' able Truss PI Dogonal brace optlan, vertical length may be T doubled when diagonal 18, A brace Is used Connect L diagonal brace far 600Yat each end. web Br ce ^ total length LSHax 14', WX ``` �5� 2x6 DF-L #2 or better \ .{ • • \ Vertical single brace) single 9 �\ �\ !o length shown YE • In table above, 45• or double cut (as showh) at L 1 # 0 • 6 7 upper end. 0 an uous �nearin 4 we ' `' g Connect dagona at mid alai of vertical web. Refer to • ./ chart ab off• mae t al le% A wwyARO(aa RFI,O Alai POLLEN ALL HIES RI TNIS gtAVPXd .OPORTARTew FR0*1 MS IRAV To eu CMIMIACiOiS two. G TIC MSfP1IFAi • Trusses �ea,he extreme care In f.bfcat#.a handing, h1pon , installlra a..tl #rom.a WPer to a,xf • �r • ` . '�I F/ �� • /\ / \ fdlaw the Latest edtlm ell SCSI (BWtlNe Ca+panm< Safety lhforrgtlm. by Tfl antl SBCA) iw faietY ess noted etixr.°`iseFa `�enrn zeta" har:-oees. rly cltStawe �,telft iYw�eau.n�e d m!� eO�e • c • \\ ORIO� li' Lin • • • • �\ .)�� C / to dra ina. 1W-Z for:t.nrla�d plate po:lamu.- I "N#11111 AN FIW COMPANY tNe arcwlrp, any faew to bI10 tM Vuss Y. cmfminrce��lq AIAI/RI L o' iw' IuMbg. sIJp1 In.maaoon . braaHg or trusser. \\t]T2S\Fiverpom oma A excel m this Ma'.1.9 or cover pope afthe the Cro.1h , Moses. acceptance of Professional enghwerng ro WdY to- W dedgn sfroen TM R4tald4ty oM use of this tra.hp \\Soils\200 fo- mY struchre b reryanffiRty ei the B.•drp D.slywr per ANSVIPI 1 Sec2 \W,wylanE Hli,ht,WM63043 Far mfor,atbn see We Job's ev.erype l .rotes pow and these web 14a Al -PPP+ wmalpnetwoon) TP...rtdnsturai S#CN z...zbtlniuzvvu9l IM .e�Ycufemn Bracing Group Species and Grades. Group AI S ruce-Pine-Fir Hen -Fir #1 / #2 Standard p2 Stutl #3 Stud p3 Standard Dou as Flr-Larch Southern Pine•am N3 N3 Stud Stud Standard I I Standard Group BI Hen -Fir #1 L Btr #1 Do u las Flr-Larch Southern Plnen. YI #1 #2 #2 1.4 Braces shall be SRB (Stress -Rated Board). vFor lx4 So, Pine use only Industrial 55 or Intlustrlal 45 Stress -Rated Boards. Group B values mo be used slth these rotles. Gable Truss Detail Notesl Vlntl Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 Pell TIC Dead Load). Goble end supports load from 4' 0' outlookers with 2' 0' overhang. or 12' plywood overhang. Attach 'L' braces with led (aln'x3.0' min) halls. )R For (U 'L' brace, space malls at 2' oc. In 18' end zones and 4' o.c. between zones. )R)W.r (2) 'L' braces. space malls at 3' o.c In 18' end zones and 6' ac. between zones. 'L' bracing must be a mInlmun of 80% of web member length. Gable Vertical Plate Sizes t Vertical Refer to common truss design for peak, spllre, antl heel plates. Refer to the Building Designer for conditions not addressed by this detail. REF ASCE7-10-GAB16015 DATE 10/01/14 DRWG A16015ENC101014 Len moth WhWb No Splice Less than 1' 0' 2%3 Greater than 4' 0', but less than 3%4 Greater than Ill 6' 4X4 TOT. LD. 60 PSF SPACING 24.0' 8, Yoonhwak Kim, FL PE #86367 Gable Stud Reinforcement Detail ASCE 7-101 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 160 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Ori 140 moh Wind Soeed. 15' Mean Heloht. Partially Enclosed. Exnasure n. Kzt = 1.00 S 2x4 Brace Gable Vertical pacing Species Grade No Hrnces (1) lx4 'L' Brace • (1) 2x4 'L' Brace • (2) 2x4 'L' Brace • (1) 2x6 'L' Brace • (2) 2x6 'L' Brace ei Group A Group H Group A Group B Group A Group H Group A Group H Group A Group H rNStandard 3' 6' 6' 0' 6' 3' 7' V 7' 4' 8' 5' 8' 9' 11' 1' 11' 7' 13' 3' 13, 9' U S P r3' 4' 5' l' 5' 5' 6' 9' 7' 3' 8' 4' 8' 8' 10' 7' 11' 4' 13, 1' 13' 7' H P 3' 4' 5' 0' 5' 4' 6' 9' 7' 2' 8' 4' e' 8' 10' 6' ill 3' 13, 1' 13' 7' Q d 3' 4' 4' 4' 4' 7' 5. 9' 6' 2' 7' 10' 8' 5' 9' 1' 9. 8' 12' 4' 13, 2' CI1 3' 8' 6' V 6' 4' 7' 2' 7' 5' 8' 6'0' 10, L1' 3' ll' 8' 13' 4'13'11' _J SP3' 6' 5' 9' 6' 2' 7' 1' 7' 4' e' 5'8'9'I1' 1' I1' 7' 13' 3' 13' 9' 3' 5' 4' 7' 4' 10' 6' 1' 6.6'8' 2' 8'9'9' 6' 10, 2' 12, 11'(U DFL3' 5' 4' 7' 4' 10' 6. 1'''''8'9'9' 6' 10, 2' 12, 11' 13, e' d 3'1'4' 0' 4' 3' 5' 4' 5.9'7' 3' 7' 9' 8'5'9'0'11' 5' 12' 3' U 4' 0' 6' 10, 7' 2' 8.1'e' 5'9'8'10, 1' 12, 9' 13' 3' 14' 0' 14' 0' 4N SPF3' 10' 6' 2'7' 2' 8.0'8' 4' 9' 7' 9' Ill 12' 7' 13' 1' 14' 0' 14' 0' HI IF3' 10' 6' 2' 6' 7' 8' 0' 8' 4' 9' 7' 9' I1' 12' 7' 13' 1' 14' 0' 14' 0' O Standard 3' 10' 5' 4' 5' 8' 7' 1' 7. 7' 9. 7' 9' ill it, 1' 11' 11' 14' 0' 14' 0' \ #1 4' 3' 7' 0' 7' 3' 8' 3' e' 6' 9' 9' 10' 2' 12, 11' 13, 5' 14' 0' 74' 0' / S P 02 4' 0' 6' 10' 7' 2' 8. 1' 0' 5' 9' 8' 10, 1' 12' 9' 13' 3' 14' 0' 14' 0' 1,10 #3 3. 11' 5' 7' 5' 11' 7. 5' 7' 11' 9' 7' 10, 0' IF 8' 12, 6' 14' 0' 14' 0' al F- D f L Stud 3' 11' S' 7' 5' IL' 7' 5' 7' 11' 9' 7' 10, 0' 11' 0' 12' 6' 14' e' 14' 0' Standard 1 3' 9' 4' 11' 5' 3' 6' 7' 7' 0' 8. 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 / #2 4' 5' 7' 7' 7' 10' 8' U. 9' 3' 9' e' ill I' 14' 0' 14' 0' 14' 0' 14' 0' S P F #3 4' 3' 7' 2' 7' 7' 8' 10' 9' 2' 10, 6' 10, 11' 13' 10' 14' 0' 14' 0' 14' 0' u' U I IF Stud 4' 3' 7' V 7' 7' 8' 10' 9. 2' 10, 6' 10' 11' 13' 10' 14' 0' 14' 0' 14' 0' O fl Standard 4' 3' 6' 2' 6' 6' 8' 2' e' 9' 10' 6' 10' 11' 12' 10' 13' 9' 14' 0' 14' 0' X #1 4' e' 7. 8' 7' 1L' 9' 0' 9' S' 10' 9' I1. 2' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 5' 7' 7' 10' 8' ill 9' 3' 10, e' Ill t' 14' 0' 14' 0' 14' 0' 14' 0' O_j7' #3 4' 4' 6' S' 6' 11' 8' 7' 9' 12' 10' 7' ill 0' 13' 5' 14' C' 14' 0' 14' 0' .--I D F L Stud 4' 4' 6' S' 6' 30' 8. 7' 9' 12' 10' 7' I1' 0' 13' S' 14' 0' 14' 0' 14' 0' Standard 4' 3' 5' 8' 1 6' 1' 7' 7' 8' 1' 10' 3' 10, 11' 11' ll' 12' 9' 14' 0' 14' 0' Diagonal brace aptkxry vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 775# at belch and. Mo. web total length Is 14'. Vertical length shown In table above. Connect 9M AN OW OOMPANY \733\RlaeMon\D&v T\ila\3oD \\Muyland\HeigMz.\MO\63043 Truss px6 DF-L 02 0 better dbgona brace) single or double cut Co. shown) at upper end. 1 us Lw L r ce 31E+ME ��^r IL A TICS naaWDfa DY1LOp6 TIC MTMLFAS Jae. a divislm of ITV But Canw pmtz G Nc shall not lawrczponzbte for znY dsvht,an i orawglp, any fAurc to the truss In lance with s,1SIrtP1 4 or far hu Vng, shipping. ,nation k bradag ov t.v.z.z. weal an this draahg or cover page Uwtbq this drawkV. Y .U. atce,t of profeeG'nal eerlr.0 rcapaax dwir for Le design •hcen The n4tab#lty and uw a this dawhp wy .tracts h rczpansONty of taw BV bir, ]MSVjwr Per sie/TP[ 1 S 2 �•:;�0RIO;:� 'lidiIII i I►,�' Bracing Group Species and Grades, Group AI S ruce-Plne-Fir Hem -Fir kl / #2 Standard #2 Stud 43 1 Stud #3 S<antlartl Dou los Flr-Larch Southern Pine••. a3 #3 Stutl Stud Standard Standartl Group III Hen -Fir #1 5 Btr #1 Do u las F6•-LelrcIn Southern Plnev ql #1 p2 #2 lx4 Braces shall be SRB (Stress -Rated Board), wwFor Ix4 So, Plne use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values mo be used vith these rode.. Gable Truss Detall Notes, Wind Load deflection criterion Is L/240. Provide upUft connections for 100 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4. 0' outlookers with 2' 0' overhang. or 12' plywood overhang, Attach 'L' braces with IOd (0.128'x3,0' fh) nails, X For (1) 'L' braree space nods at 2' mc. In 18' end zones and 4' mc. between zones. 3E)W., (2) 'L' braces space halls at 3' oc. In IS- end zones and 6' me. between zones. 'L' bracing must be a Nnlmum of 90% of web member length, Gable Vertical Plate Sizes Vertical Len tin 1 No S Ilce Less than 4. 0' A, Greater than 4' 0', but I 4%4 less than t Refer to common truss design for peak, splice, and heel plates. Refer to the Bullding Designer for conditions not addressed by this detail. REF ASCE7-10-GAB18015 DATE 10/01/14 DRWG A18015ENC101014 TOT. LD, 60 PSF SPACING 24.0' Yoonhvv k Kim, FL PE #86367 'I Relnfo Memit Go Tr - 1\, 71k \\13723\Riverpon\Ddve \\Suite%2W \ \ Maryland\ HeigNe.\ MO\ 63043 Gable Detail Fnr I Pt -In Vprtirnlc Plate Sizes apropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overtop, use a to that covers the total area of upped plates to span the web..*2X8 2X42X4 Provide connections for upllft specified on the engineered truss design. Attach each 'I' reinforcing member with End Driven Nollst 10d Common (0.148'x 3.',min) Nails at 4' O.C. plus (4) nails In the top and bottom chords. Toenalled Naltsi 10d Common (0.148'x3',min) Toenolls at 4' o.c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detait for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 8 ASCE 7-16 Gable Detail Drawings ¢yGdg1l0818Ei@Fr,r•p A18015ENC100118, A005ENC 00118, A20015EN0001 } # A11530ENC100118, A12030ENC100118, A14030ENC1��N A18030ENC100118, A20030ENC100118, A20030EN�yA S1I515ENC100118, S12015ENC100118, S14015EN 0118,•Al0 � S18015ENC100118, S20015ENC100118, S20015EC10011a, S S11530ENC100118, S12030ENC100118, S140306MC1100118, S 7 S18030ENC100118, S20030ENC100118, S2003wJ118, S20030PEDIODIIS w• • n • ,yy See appropriate Alpine gable detail for maxlmlil unnieInforced-4--vertical to 10-- STATE OF ovaRlt[T ItFwa ANa f41LV ALL IUIET nos RUV 1 r oOwmlrAMro mwaUN sx nos m4va4 To fu r�flRAcluu nriwDs 11c DLtTM1ERi ri T� �Fe, a Avision of ITw ttultllna Components Grow In dlptlon'e. b' ftk�dn, of to s the truss In cp forn ..I m this 3ow1o, or cover paaw ustia this dme werfm8 r• sdNY fm Ure dwagn sham onY itr'rK:Me k responsblq of thw 64o1q to t responsible for =y deNotlrn f / 11, or for hanc Log, sNpp4p. omptmv of prafes9vcl r antl use of this snowk, NISf/IPf 1 SL r and siheswo ebssyjg;ysnn.ln' =Murat .. A31Yoilbol'ek9 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe -mall - Or - End -nail To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detalU. Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. Jeb Length Increase w/ 'T' Brace 'T' Relnf. Mbr, Size 'T' Increase 2x4 30 % 2x6 20 Examples ASCE 7-10 Wind Speed = 120 mph Mean Roof Height - 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP k3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307. = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Goble Vertical Length 1.30 x8'7'=11'2' TOT. LD. 60 PSF FAC. ANY SPACING 24.0' F LET -IN VERT TE 01/02/2018 WG GBLLETIN0118 I. Relnfc Menl G, Tr Gable Detail Fnr I at —in \/artirnic ^cing or 4 Nall ble Nails uss Spaced At 4' o.c. 1 Nall Celling AN O W COMPANY \113)23l Riveryad\Dnve M.fYWM Hel0lds.l MO\ 63043 uwAlalwl0. ..aa'a(TAwro fUdIInl n Ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a to that covers the total area of upped plates to span the web.2. *2X8 2X42X4 rrovide connections ror upurt speanea on the engineered truss aeslgn. Attach each 'T' reinforcing member with End Driven Nallsi IOd Common (OA48'x 3.',min) Nails at 4' o.c. plus (4) nails In the top and bottom chords. ToenaRed Nailse 10d Common (0.148'x3',m1n) Toenails at 4' o.c. plus (4) toenails In the top and bottom chords. This detoll to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 Gable ➢etall Drawings Al 015ENC101014, A200 5ENC 0 014, A20015END1010 4} a4fi //%/ AII530ENCIOI014, A12030ENC101014, A14030ENC1Qj "�ff'W8 WIOCigifl��r,11 A18030ENCfOl014, A20030ENC101014, A20030ENTj1D1Ok Al0 3 0 0 I S11515ENCI00815, S12015ENC100815, S14015ENZ 081560S1 0 S18015ENC100815, S20015ENC100815, S20015QDI008►5, 015P D 0 y 0 S11530ENC100815, S12030ENCIO0815, S1403004CIO0615, 0 ,/ 0 S18030ENC100815, S20030ENCII00815, S2003R:UW08815, S20030PED100815 0 PPff 0 See appropriate Alpine gable detail for maximZ unrRlnfarced'6Q*e'tiertica( STATE OF � an)wG BiCTA1FRS rtt w. �j ORIC talUrp and braclq. Wer band F • tbn, by TPI unl SBCN Par Wei lt . n. _ divbbn of ITV Md1no Cobp Ms Crx Inc, shall rw< be respansads iw an tleNAWn Ron drewBq, any falure to build the twss h canfoma ce with ANSVTPI 1, w fw YgMllne. shppVq, ,0atbn b bwcYg of <wsses. s.al m thls dro.yq am cover pope beeline tblc dr' .ha. Mcotes .'tence eP Pr of.= Werft respMsulty salaly far the deshjr, shoes Th. zWtabll<y ertl use of tNs dvebd any waaphwe Is the resperauuey of the "dna Oe9ywr Per ANSVTPI I Sect far rare Infarr,atlon fee this ,loba oerwrel mate age and these web e J'I17 Yoonhwak Kim, FL PE #86367 A IND ....alpbel<..aam WI.....tpe,etorei SBCa .... easerynrm Ito ... 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe -mall - Or - End -nail To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maxlnum 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 'T' Relnf. Mbr. Size T' Increase 2x4 30 7. 2x6 1 20 7. Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8'7'=11' 2' TOT, LD. 60 PSF FAC, ANY SPACING 24.0' LET -IN VERT 10/01/14 GBLLETIN1014 Valley Detail - ASCE 7-10: 160 mph, 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #219, 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. x)KAttach each valley to every supporting truss with (2) 16d box (0,135' x 3.5') nails toe -nailed for ASCE 7-10 160 mph. 30' Mean Height, Enclosed Building, Exp. C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-10 140 mph. 30' Mean Height, Enclosed 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 ITW BCG Wave Plates, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 length of web, same species and grade or better, attached with IOd box (0.128' x 3,0') nails at 6' o.c. In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applled 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. mww 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'. 3X4 12 12 Max. 2X4 X4 Pitched Cut B-0-0 Max Bottom Bottom Chore Valley 4X4 12 12 Max. I— X3 IX3 6-0-0 t x'1 SX4 SPL (Max Spacing) txa 2X4 20-0-0 (++) Supporting trusses at 24' o.c. maximum spacing. LIZ 1, O'LOPI9:i1 \\13733%Rivepotl\Onve \\fi.ne\3oo \ \ Ma hU nC\ Heiph6 \ MO\ 63043 na,wem\a.. ansm3�xna mmasl n f-11 �ln .a m o. SQ � • S • Yne, p 4Ns aP nV 10a Cmpments Gasp Inc s It rot W r.s .W. Po- am d. V— 1 Wn.Ny enr Pa. . b b d a. tru.s If <anicrnarc..IM MMIVI S, nr Por hvA , .Hpprp. ltetbn L bra�0 eP 4us..s. 'seal m ax ara+ro P ower wa. OaIY�• wa o-aM+a. uticpMs aoc.cwc• av vaP..aaw werinp rrNa solely Pm the h stem The a1WbGllY an0 use oP thb ba.bq any strutC.a b ..apmailh oP th 9IJq Oe9pr.r pvr N4LIPi t S.c2 Cut Chord 2X4 4X4 Stubbed Valley ❑ptional Hip End Detail Joint Detail Partial Framing Plan 30 30 40PSF REF VALLEY DET 20 15 7PSF DATE 10/01/2014 10 10 10 PSF DRWG VAL160101014 0 0 0 PSF 60 55 57PSF 24.0' Yoonhwak Kim, FL PE VALLEY FRAMING & BRACING DETAIL I R BC Lumber Size and Grade Minumum Reauirements 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, Ktt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp 0, KLb1.0 AN ITWCOMRWY IM UMfted em, E CIry.WM5 -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 NICE re uireme H. Nails are common wire nails unless no[etl otherwise. ` fl $y/� �, •• GENE Q . t . 4 Q\ t waraawm rsIM hi0 fIIlAl fll rNFS W .mprntDICL RDIG i wrro ruaPas toc to ata. mvtwctots onsmoc ttc BltidlLD(L eJW ..b-w. cart h febi QUV, hLn AlrP WWW N.tanYp anal bscYO W, late[[ clew of But f&46p fb { yt Sufrty t^r^r,nHon. by LPI eM SSW fec ,t-z f> stbndard tut. p 0bo,. IN = cb pbb c ri I pqa rot br rtseenas r for any y d.vk f 1 ` bvft tk t a N cmfornaree riM NI$I I L or fo- horWq, tliptny tom wvtr w u[ba ea dyeob , ..loos savewn or cr•f'Ksro dsho— thr wmrnty wd m of tw at efr'e. tua..4 n.avr Pm NB/ISI t s. z * y STATE GF Or'4 r RIO0. , ���7 1U Al .i TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® CRIPPLE ripples 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 gated between rows. :Typ) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (") 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 336d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purge to (Typ) 3 16d toe -nails Truss to blocking 436d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails Collar beam to rafter 416d toe -nails E: 16d (0.162"x3.V) COMMON NAILS PC LL 20 30 40 54 TC DL 10120 7 7 BC DL 0 0 0 0 BC LL 0 0 0 0 TOT. LD.30 50 47 61 DUR. FAC. 1. SPACING SEE REF VALLEY FRAMING DATE 10/01/14 DRWG VACNV1801015