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Home My WebLink AboutRevision; Engineering PacketENGINEERING PACKAGE Builder: DR HORTON / STATEWIDE Project: 7A5 CREEKSIDE Model/Building: 182ED,F Lot Alt: 02F _ Lot Address: JobNumber: Revision Date: T I __l03 Block: �� Unit: 9224 POTOMAC DR N334504 New Load #: CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 RH01 A CliN - � AP' E March 13,2010 MnWCWAW Mt. Bob Michaelis Carp6inter'Contradtors of Americk Inc: 5900 Avenue 0, Northwest Winter Hdven,,:FL 33880-6201 Re: Alternative installations for 6 single ply carried truss with a width less than the hanger.width, :and' wood blooking-toachieve full design load value for face-mountedhanger: Attachment on a one ply supporting girder (Reference detail WA37-02). . I Dear Bob, .For a single ply carried truss With a width less than the hanger. Width you can install;a prefabricated jack scab truss (*) for wood filler blocldhg. The chord sizes; chon:1,,grades, and Alpine cohn6ctor plate(s) , to be the. same as the single ply earned truss. The prefabricated ja&scab truss (*) Will have a minimum length,of48" and will have a minimum .pitchof.5112. The single ply carriedt.russ shall have a reaction of I 3,.500# or less. Attach prefabhcated.jackscab.truss with two (2) rows. of 0.1 28ux3.0"Gun Nails at'2" O,C.. perrow, staggered 1" (See Figure 1 below). Pleaserefer to the Simpson Strong -Tie Catalog C-C 2010, pageD6. Figure *8 for more informatlom Figure 1 Fora single ply.girder that requires Wood blocking to,dchlOve.%fUll design loadyWu6 for face -mounted hangers attach one wood block to the back face of the single ply girder with t . he same si I ze and gradeas the bottom. chord. of the single ply girder. The'Lwood block length to, be such that the Wood &IocRing extends to each adjacent panel points:(webs.and bottom chord intersections); Attach wood, block wl6Jtvvo-:(2) rows. of 0.128°x3.0' Gun Nails at 6" O.C. per row, staggered. 3.6"applled to the 8760 Forum Drive Suite 305, Orlando; FL 32821,- (800) 621-9190 -,*(868) 422-8685 www.alpineitw.corn ALPINE single ply girder face., with an additional (20) 0.12WOV Gun,.Nails at each panel point'app.lied tothe, Wood blockface (See Figurp'2, below). . Please refer to the Simpson WohgwTie Catalog C - C:2019j page 216; Figure I for more information. FiguM,2: -- - The application of prefabricated jack scab truss for Wood fillerUockifig or wood blocking to achieve full design load value for face-mounte'd hangers must be' approved by the hardware manufacturer. All edge and end distances, and spacing for all nail connections Must be sufficient to preVent.splitting of Wood. If I cambe of any further assistance,or if you have any questionsi please -give me a call_ m N9.7086.1. STATE (IF William K Kricklo.rE. Chief Engineer Alpine an ITW Company Engineering Department Oirlandoi FL 6750 F6rum Drive Suite 306, Orlafido, R.32821 - (800)521-9790 - (863) 422-8685 www.atpinolltm-cprn ALPINE MMCW~ April 26, 2019 Mr. Bob Michaelis Carpenter Contractors of America, Inc. 3900 AvenueG; Northwest Winter Hikv6n, FL 33880-6201 Deaf Bob, M Strongback bridging on roof.trusses. I understand there is some concern over our recomrnendati6ns for strongback bridging on roof trusses. Strongback bridging for roof trusses is not a requirement of ANSI-TPI 2014 nor is it a requirement of.the Building Component -Safety Information (BQS1), But strongback bridging on roof -trusses is - recommended by Ckl5ehtef Contr6ctdrs of. America. Strohgbbfdk bridging serves the. following two. funcHdris: - One, bridging aligns the bottom chords after they are. set so l.hey are uniform Along the ceiling line Lind helps`\Oith - telling :serviceability - TWo, bridging reduces relative deflection of. adjacent trusses. St(qngba - ck bridging -does not:pn§Vent or reduce overall individual deflection, especially any roof trussed, deflegfiDg.m rethani/0 inch. Strongback- bridging in ro.oflrusses does not serve 69 fernporary.& permanent bracing and is not intended tti.djs-tri&jte"or share design lo'ads', beNveen trusses. Consequently, no design loads have been accounted for With thig.detail And continuous Mrongback.bridgind -should notbe attached between common And girder trusses. The., use of strongback bridging shall not. Interfere with other design considerations asspeci specified by the Engirie6r*d f _ Record or t h 6 Building: De si.9 ner. The outer ends of the strongback bridging shall be attached to 6, wall or another secure end restraint, t, or as.specified'.by the Engineer of Record 6r'.th-e Buildiriq.1)6sidner. Strorigback bridging shall be -a minimum of 2x6 nominal lumber oriented with the depth vertical. Attach with (3). 1*6d common nails PJ,62"xM"), nails At each intersecting member. When extending the strongback bridging overlap . by. At . amm . inim-u . of I two trusses. the location of the: bridgin.g. maybe specified �b . y . the Truss Manufacturer, Ehginebr of Record, or Building Designer: Please -refer-to BCS1 "Strongb'ackin . P or to Alpine:STRBRIBRID1 4 detail for more information. The. graphic! g rpvisions ai r shown (Fiddeel) is f6r.generic illustrative purpose only.. 67.60 Forum DriveSulte 305, Orlando, FL 32821* - (800) 521-9790 - (863)422-8685 vMmalpineilw.com (k A.- S Not Figure 1. If I.can be of any further assistance orifyou haveany questions please; give me a call. William.H. KrickP-E. ChielfEng! Engineer Alpine an ITW,Company Engin!wing Department Orlanda, FL V821 676.0 Forum Drive Suite.305, Gr(ando, FL M21 - (800) 521-9790 - (863),4224685 Wwwialpirteitw.ccrri STRONGBACK BRIDGING RECOMMENDATIONS iUTT.STRONGBACK tsAU scabron blocks shall be. a: minimum.2x4 BRIDGING TOGETHER ',stress gr.a.ded lumber;' 0-.-AtL str-ongback bridging and bracing shaft :be ..a minimum 8x6 'stress gr6kded—luriber.1 4, mo-.The purpose of stron6back bridging Is. to ATTACH SCAB WITH Id:BOX/GUN develop load sharing between Ind[VdUat trusses, 4! -01 2X6, (D.12B'x3.D!) MAILS JffP 2 ROWS AT resq1tIng In tn overall Increase In --th .SCAB NOTE- IN LIEU -OF SPLICING AS SHOWN, silffness-.6f - the. floor system; 2x6 LAP STRONGBACK BRIDGING HEHDERS� FOR -:AT LEAST ONE TRUSS.SPACIN5 strop back bridgInM posifloned.,as shb.wh In STRIINGBACK BRIDGING :SPLICE DETAIL de�taks, Is recommended at 101 -0' o.c. (max.) b--3he terms, 'bridging' and :'bradng' are sometimes NOTEi j)etQILs ;I and 2. *are the preferred attachment methods, ATTACH TI?DNGMK 10 II W/S E (3, 10d CPM mistakenly used Interchangeably. 'Iiracihg' Is an (0.148'x3') NAIL important structural requirement of any, floor /7 1\ .44). 10d BautGNN x3 EW.D'), NAILSDr4wing or roof system. Refer to the Truss. Design UDD) For the: bracing rLoulrements For each Individual truss component, 'Bridging,' i particutar'ly 'strongback'brl - dgIng'.Is arecommendation for 6 truss system to help control 'Vilar'atl0k In: addition to aiding In the distribution of point loads betwGen adjo'cen7l; truss, strongback bridging, sarvesto reduce STRGNGBACK BRIDGING., bounce or residual vibration resulting, From moving ovjn . 9 .. point loads, such . I a - s , footsteps, THe performance of all floor systems are - enhanced by the I nstaLlation 1 of strcjrig.back bridging and therefore is. strongly recommended by Alpine. For additional Information regard169 strongbaCk bridging,refer to BCSI (BuIldIA6 Component In formation). nformation). V 01 LL No. M861 % ITM rj'L iPSF PSF JLLL PSF 3 TA-4 A /L D. PSF i A AEG'aMMEND.-ED SHORING - D.E-.*T.AI;L RL :SUSFL,00 T4E. T 'IFAAA LETS OF -CONWISUICT: HW5000 ARR TD 13E PL.A( 14Tn.ws r;ql.F.Id PING WRE -APPR PRTOR' PLAMS AM.- VAP W �;l psr./ Iwq a. 0 Im, Tmar ?f.,TD UE U p b 0, 2.8 gifAli TdLO • ReAAA -z 0: UND-5m :4 A x . ': . - r—, . I m . , R 1- 1 TRU % S, M. M4�, ' LiING It's- W8 A P. L T. T P n u Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member. This design Is valld only for slntle 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 (L) - Mindmum nailing distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member. Apply one scab per face. Minimum side member length(s) = (2)(L) + (2) Scab member length (S) must be within the broken panel, Nall Into 2x4 Members using two (2) rows at 4' o,c., rows staggered, Nall Into 2x6 members using three (3) rows at 4' o,c„ rows staggered, Nail using 10d box or gun malls (0,128'x3', min) Into each aide member, The maximum permitted lumber grade for -use with this detail Is limited to Visual grade 41 and MSR grade 1650f. This repalr detail may be used for broken connector plate at mid -panel splices. This repair detail mayy not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tle-ln loads, "�'� s L L 14'o,c Typical + 0 + 0 + o' + 0 O + O + O + 0 + Stagger += Back Face 1M0d Box (0.128' x 31, min) Nails, o = Front Face 2x6 Member - Triplee RowwStaooere Nall AN IrW ODWANY 13389 L2k4hD100w 5,dh cky, Ma 03045 acing Detail '... rft MS / P[ RI,.n� rb Member. Repair Detall Load Duration = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force . Member; Size L SPF-C HF DF-L SYP Web Only 2x4 12, 620# 635# 730# 8000 Web Only ' 2x4 IB' 975# 1055# 1295# 14151IJ Web or Chord 2x4 24 975# 1055# 14950 1745# Web ar Chord 2x6 1465# 15654 2245# 2620# Web or Chord 2x4 30, 1910# 19600 2315# 25550 Web or Chord 2x6 2230# 236541 3125# 35754t Web or Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord Ex6 3535# 3635# 4295# 4745# Web or Chord 2x4 1 42 29754 30454 3505# 3835# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 I 3460# 3540# 1 4070# 4445# Web or Chord 2x6 5165# 5280# 1 6095# 6660# IWALLERs, ;daIL S L l an�e 11 L WNaun Dlsiwe, I Id ` e L F MEMBER REPAIR TE 10/01/14 )INS I IA H61qbv. vigoy b KabI.a VALLJE- W(�QV kAk I are TRUE$ TJRUSVIJNDER VALLEY FRAMING OLL RAFTER.OR MDOE +CrIpoleb4l-D"lor,30psf(TL)'and2dpif(TDimak etch from thd YmMgys of sloopem 00066n Koci.diretment- - Rates 1. U61taiieimilaii 4 i64at&-tWL4- drT&46TWJ4. 4x6dtoe- iiiy 3. cifipowrok '416aue,mlli (•$) a 16diate-naUs 4. 5-16dlae-nalf2 fjbftdFt&.two 2X6 sIeepea-' 416dt4-,falrs S. 3WEP6 t6wfl 4'16dtd&.ftan5 3160 td6rijUs..4agh slaeper.SiAmm .6. *,.PAdge:bobrdfq roof bldck 4 164 we-tWUs .7. -Ridge bq& toJMW 4 lfid.WAAJIS S. sf. 4'16g.wa-A5II$ 10. • 7mrtdiolpPW 4'14dloe<"Ili 3 160 to."Pa .13. r4lur.uam 1piaft6t 4 l6d'Wel-naliS. NAILS I -T *11t LL ;a+QISO 40 54 r.0 m .- zo 7 7 ,qc DL 0 .0 0 0 BC. LI, 01 0 0 0 TbT. LD.s7oT --Db47 ei. I Face -Mount Hangers - I Joists, Glulam and SCL � 1 ED These products are available with additional corrosion protection. For more information, see p. 15. Codes: See p.12 for Code Reference Key Chart. n u 0 ' Actual '. Joist Size (in.) Model - No. Carried - Member Dimensions (in4 Min./ Max. Fasteners - On.), Allowable Loads - Code Ref.;. ,�„ a Web Sbff Regd. W N ` B , Face. = Joist DF/SP .',Species Kea SPF/HF Species Header - (160) (100) (115j(Y25)' IUS2.56l16 - 26/e 16 2 Min. (14)0.148x3 - 70 1,660 L9051,9C5 1,425 L5551,555 Max. (16)0.148x3 - 70 7,805 1,905 1,9C5 1555 1,555 L555 2h x 16 MIU2.56/16 - 2'66 157F6 2'h - (24) 0.162 x 31h (2) 0.148 x Ph 230 3,455 3,920 4,045 2,970 3.370 3,480 U314 ✓ 2•A6 101h 2 - (16)0.162 x 3h° (6)0.148x 11h" 970 1,945 2,205 2,375 1,675 1,895 2,045 HU376/HUC316 ✓ 2s/i6 14'h 2h - (20)0.162X3h (B)0.148x1h 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, MIU2.56/18 - 2/16 177R6 2+h - (26) 0.162 x 3h (2) 0148 x 11h 230 3,745 4,045 [4,045 3.220, 3,480 3,480. Lp 2h x 18 'H0316114UC316 '•' ✓ 2/ie- '14h 2'h1 = (20)0.162 x3ih" 00,148x ih' 15'5' 2,975 3,360t,'3,610 2,565'.'2,895 3,110, 21/z x 20 MIU2.56/20 - 26A6 197/u 21h - (28) 0.162 x 3h (2) 0.148 x l 1h 230 4,030 4 )6D 4,060 3,465 3,495 3,495 21h x 22 t626 MIU2.56/20 •' ✓ 2'hs 19766 2'h - (28) 0.162 is 31h (2) 0.148 x 1'h 230 4,030 4,061) 4,060 3,465: 3,495 3,495 2346 x 91A to 26 2%" wide joists use the same hangers as 21h" wide joists and have the same loads. MIU3.12/9 - 3b8 9M6 2+h - (16)0.162 x31h (2)0.148x 1h 230' 2,305 2615.;2820 1,98012.245I 2,425. 3x9h HU21021HUC210.2 ✓` 31A '813'i6 2h Max: `(1B) 6162 x'.3h " (10)0148 x3 ,,795 2680 3,021) 3,250 2,305'2605 2,806 IBC, MM 12111 - 31h 111h 21h - (20) 0.162 x 31/z (2) 0.148 x 11h 230 2,880 3135 3,135 2,475 2,695 2,695 FL, 3 x 117h HU212-2 / HUG212-2 • ✓ 31h 10•F6 2'h Max. (22) 0.162 x 3'h (10) 0.148 x 3 1,795 3,275 3,695 3,970 2,820 3,180 3,425 HU3.25/121 HUC3.25/12 3Y4 , 11N 2% - (24)0.162x 31h (I?)0.148 x3 'i75 3,570 4,030i4,335 307513470 3735.. HU3.25/16/ HUC3 25/I6. J3'h 31/4 131346 21h . ; Min. Max. (20)6162x 31h (26) 0.162x 3'h . (8)0.1A8x3 (12) 0148 x 3 1,515 1;795 2,975 3,870 3,360.. .4,365- 3,610 A 695' 2560 3,330P 2,890 :3,755 3,105 4,1340 _ + 9lolam HUCO210-2-SOS 3'/4 9 3 - (12)'/i x 21h° SDS (6)1/V x 2'1V SDS 2 3',5 -1,315 4,315. 4,315 3,6M 31 iC 3,71C FL " 'HGUS3.25/10'' 131A 3Y4 --84 4 - = (46)6.162x3'h it 6)0.162 x3% '4.095 9,100 9,100 9,100 7,825i 7,825 7,825 IBC, HGUS3.25/12 . 10A 4 -, (56)0.162x31h (20);0.162 x 3+h 5,040 9,400 9,400 9,400 8,085L8,085 8,085 FL LGU3.25-SDS - - 3Y4 8to 30 41h - (16)'/i x2h' SDS (12)Y4"z2°h SDS 5,555 6,720 73F0'.,,31v 4,840-,5255 6265' HHUS46 - 3% 5Ye 3 - (14) 0.162 x 31h (6) 0.162 x 3'h 1,320 2,785 3,155 3,405 2,395 2,715 2,930 31h x 51/4 HGUS46 - 3% 47h6 4 - (20)0.162 x 31h (8)0.162x3h 2,155 4,360 4,885 5,230 3,750 4,200 4,500 :HUS48 ,,,. _ • �• .- As ;61-e 2. - (6)0.762x31h (6)0.162 x31h 1,320 1,595. 1,815; P1960 1365::1,555 1,680 3'hx7% .HHUS48 35A 71A 3 - (22)6.162x3'h (8)0.162x3'h 1,780 4.216 4,770 '.5,140-13,615 4,095,;4,415 "HGUS48 3* '7M6 4> - (3610.1620% (, 2)0.162 x 3'h 3,235 7,460 7,460, 7460 6,415 x6,415 6,415 IUS3.56/9.5 - 36/6 9'h 2 - (10)0.14Bx3 - 70 1,185 1.345 1,455 1,020 1,160 1,250 MIU3.56/9 - 36F6 81346 21h - (16) 0.162 x 31h (2) 0.148 x 1'h 210 2,305 2,615 2820 1,980 2,245 2,425 U410 ✓ 3% 83A 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 - YA6 81346 2 - (8) 0.162 x 3'h (8) 0.162 x 31h 2.990 2,125 2,420 2,615 1,820 2.070 2,240 31h x91h HHUS410 HU410/HUC410 - ✓ 3% 3'46 9 8% 3 21h - - (30)0.162 x 31h (36)0.162 x 31h (10)0.162 x31h (12)0.162x 31h 3,565 3,235 5,635 7,460 6.380 7,460 6,445 7,460 4,845 6,415 5,486 6,415 5,545 6.415 HUC0410-SDS - 36h6 9 3 - (12)1/4" x 21h" SDS (6) I/V x 21h° SDS 2,265 4,500 4,500 4500 3.240 3.240 3,240 HBUS410 - 339 986 4 - (46)0.162 x 3h (16)0.162 x 31/z 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IBC, LGU3.63-SDS - 3% 8to 30 4h - (16)'Au x2h"SDS (12)Y."x2h"SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,B40 LA MGU3.63-SDS •- 3sh 91/�to 30 41h - (24)14 x2h°SDS (16)'/ix2h"SDS 7,260 9.450 9.450 9,450 6,805 6"I 6,805 lUS3.56MS8` - � - 3A' -117h 2' - (12)0.148a3' "`- 70- 1,420 1,615'',1745 1,220 Ij,805 1,39011,485' MI03S6/11 •- - 3•A6) „11''A 2h :- (20)0.162x31h (2)0148x 11h ",:210. 2,B80 313513,135 2,475 2695,Z695. U414 ; • • -•- ✓ 3•/is 10 2 - (16)0.162x 31h (6)0.148 x3 97G 2,3D5 2,81512820f 1,98012,245 2,425 HHUS410. ... •. - 3% ,. 9 3 - (30)0162x.3h (10):0:162x3'h 3,56E 5635 6,380 fl,3,445„ 4,845'5486,U45 HUS412 3N61 101h 2 - (10)0.162x3h (10)0.162x3'h 3,435 2,660'. 3.025 3,265 2,275j2,590 2,795. 3hx 177/e HU412/HUC412 • • - 36hs 10346 VA Min' (16)0.162 x3h (6)0.148 x3 1;135 2,380 2685 2.890 205011 2315 2,490' Max. (22)0,162.x 31b (10)0.148 x3 1,7-t5 3,275: 3,695. 3,97D 2,820 3,180. 3,425 ' H000412SDS - 3%s `=11 - (14)'/."'x2Yz SDS f6)Y4'X2h SDS '2,265 SN4 5:Gd5`8,045 3.63l I 3C 3,e.'O HGUS412. - 335 707h6 4 - (56) 0.162x.31h (20)0.162 x3'h 5,040 9,400 %400'.9,400 8.085)8085 8,0851. :LGU3.63-SOS - 136% .8to30 4'h - (16)Y"x21h"SDS (12)11. x21/z' SDS 5,555 6,720 6,720fi6,720 4,840 4,840 4,840 .. -106103.63-SDS,: ^' 3% 91/4 to 30 41h - (24)1/4"x2h"SDS (16)Y4 x:2h"SDS 7,260 9'"450 9,450,.,9,-05tl 6,805. 6,805 61805. HGU3.63-SDS' - 36h 11 to 30 4h�- (36)'/i x2'h' SDS (24)1/"x2'h°SDS 9,46!' 13.7601376Z1tT3,75'J 9,-0T9,A75 9,475 46 See footnotes on p. 150, THA/THAC Adjustable Truss Hangers product is preferable to sfmifarconnectors because of (a) easier Installation, (b) higherloads, (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 adjustab lity and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. -Material: See table Finish: Galvanized. Some products available in ZMAX® coating. See Corrosion Information, pp. 13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within 1/a° from the edge of the top -flange members. For the THA29, nails used for joist attachment must be driven at an angle so that they penetrate through the comer of the joist and into the header. For all other top -flange installations, straighten the double -shear nail ng 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 1h° edge distance. Straighten the double -shear nailing tabs and install the joist nalls 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, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift bads. Options: • THA hangers available with the header flanges turned in for 3sk' (except THA413) and larger, with no bad reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 2112 for THA422-1 THA42a 2 I6THAG422 0 THA418 Face halls Top nails per table per table 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 header. ® Double- ub@•Shear ; Dome Double -Shear ' j Shear Nailing Nailing Side View Side View; Naifng Do not (Available on Top View bend tab • some models) SIMPSON . ; 13 THA29 Double4c2- 2face nails Ilse full tahle value (totall Sin9ie 42 -ao4 top mils bee to nailsrtable double shear rolling tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation Typical THA29 Top Flange Installation Refer to footnote 5 an p.187 86 THA/THAC Adjustable Truss Hangers (cont.) n 70f These products are available with additional corrosion protection. For more information, see p. 15. SIMPSON ,a ° Model :No Via- Dimensions (in.)° ^= =Min Top Flange Cni Min. Header Depth,:; (n-) : Fasteners .; r ; :: (In)"' " Carrying.Member Carried _&Face Member DF/SP =° Allowable''toads w Uplift'Floor nowRoot/ 'alplitt=Floor (160) (100) (115) Wind (1261160}:, SPF/HF Allowabletoads :Snow Roof/ ,(16D) (700) (115) Wind (1257160) Code Ref.! . °W H C s,i ..d w;}:':" ., ~xx, TOP, Flange Inst labont»'as THA29 18 16/8 9% 5'/e 11h - (2)0.148x3 (6)0.148x3 (4)0.148x3 525 1,750 1,750 1,750 450 1,330 1,330 1,330 21ls - (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.448 x 3 525 2,610 2,610 21610 450 1,985 1,965 1,985 THA213 1 18 •1>s%' 135A6 5'1h 2 " • - 1(4) 0,148 x3;. ^ t2) 0.148 x3 ' (4) 0148V 1h - .- t4W iA60 ` 1,,-,4M:' - 3„1Q '1 TH 1 40 THA218 18 1% 1735s 6Yx 2 - (4)0148x3 (2)0148x3 (4)0148x 1'h - 1,460 1460 1,460 - 1,110 1110 1,110 IBC, . ° TTIA2i82 THA222-2 16u.131% 16 3'% 17% 223i6 8. 8 2 2 -.,(4)0162x3'h - - (4) 0.162 x 31h J3),0,162x3'h (2) 0.162 x 31h _... {6)0.348x3 (6) 0.148 x 3 - - 1.m 1.960 1795, 1,995 1,9.g5 1,995 :; = - -,490,'x,515 1.490 1,515 1,515. 1,515 FL, LA THA413 18 33L 13316 41h I¢ 2 - ', (410]48X3 �'(2f0:148x3 "'(4}0.148 x3 - 1 30 1,53* '9,o$P � 1,t65 i,16s "1,165 THA418 16 3% 171h 71% 2" - (4)0.162x3'h (2)0.162x3'h (6)0.148 x3. - i,g60 1,995 1,995 - 1.490' 1,515 1,515 TMA422 16 :35% 22 J � Ph,. • 2 . - : (4J 0162 x 3'h �(2) 0162 x3'h `-(6) 0148 x 3 - . 1AM, i.3(!s , i PK, - 'Ala, 1315 1,515 '. THA426 14 3% 26 7'% 2 - (4) 0.162 x 3'h (4) 0.162 x 3'h (6) 0.162 x 3'% - 2,435 2,435 2,435 - 2,095 2,095 2,095 TNA422-2 14 ZY4 221u 93'i. 2 --.(4}0162x 3'1h 0.162x 3k (6)0162 X3'1A - 3,330 3,330 3,330 .2865" 2,865 2,865 FL THA426-2 14 7'/4 26Y,s 93/4 2 - (4)0.162x3lh (4)0.162x3'h (6)0.162x3'h - 3,330 3,330 3.330 - 2,865 2,865 2,865 ,...r, a16 "«5,4'«_°� Face Mount(Max.)Installa6dn THA29 18 1% 91Ya 5'% - 91Yie - (16)0.148 x3 (4)0.148x3 1 525 2,265 2,265 2,265 450 1950 1950 1950 .THA213 18 ;1% 13%. 5'h' - -1334s - > +'(14)044BX3,,(4)DA46x3 =Bn 2045 2.,,3411 .PAM ,-i3`t-, - Q, -'VQ, 2105,, THA218 18 1 % 17316 5'h - 173%6 - (18) 0.148 x 3 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105 2105 2105 THA2184 16' 31/. V%. 8 - 1486 - (22)0.162x3'h(6)0.162x3'%1;855 3,310 .3,M, 3,310. 7595 ,2,8<52;545 Z845 IBC, THA222-2 16 31% 221',e 8 - 14% - (22)0.162 x 3'%(6)0.162 x 3'h 1,855 3,310 3,310 3,310 1,595 2,845 2,845 2,845 FL LA THA413 18 _3s/s 134 , 416 1341 - '(14) 0.148 z 3 ' (4j 0.748 x'3 §55" e 04i 2, 46 2,4SY3` ,' 735 2,760"24.113 2105 THA418 16 1 3% 171/z 71A - 14146 - (22)0.162x3'h(6)0:62x3'h 1,855 3,310 3,310 3,310 1595 2,845 2,845 2,845 TNA422 =, 16 -3% 22t I,M ..-° .74146 -gib. .(22):0,162 x3'h(6)AlUx3' 1,855 Six" :', 1ti95, THA426 14 3% 26 7% - 1614s - (30) 0.162 z3'h (6) 0.162 x3'h 1,855 4,415 4.480 4,480 1,595 3,795 3,855 3,855 THA422-2 14 '7'h 221R 93'i - -163Ss; (30)0.162X3'%(6)11.162x3'h 1,855 5,170 5,520 5,520 1,595 4,445 4745 4,745 FL THA426-2 14 71% 26'% 9s% - 18 - (38) 0.162 z3'h (6) 0.162 x 3'h 1,855 5,520 5,520 5,520 1,595 4,745 4,745 4,745 1. Uplift bads have been increased for earthquake or wind leading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated 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 carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 1'h" nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table vabe for 16 gauge and 14 gauge. 5. For the THA 2x models, 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 nailing requirements (see drawing on p. 188) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carded Joist) member. Based on the installation cond'nion, nails wit be installed either straight Wth slraighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. va{ 18 Simpson Strong-TieaWood'Consfruction Connectors SIMPSON Face -Mount Joist Hangers v�A�pfO W L 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 doubla-shear hanger series, ranging from the light-capaoity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the load through two points on each joist nail for greater strength. This allows for fewer nails, faster installation and the use of 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 Nailing Top View CCDouble -Shear Nailing Side View ce- Do not bend tab Dome D Shear Naifn, Sidelid. Me, (Avabble on some models) 1'far afs 1us for 4xg d e. �`w-•/ B LUS28 6 HHUS210-2 OrMUS28 0 6" `r 6 2 �HUS210 (HUS26, HUS28, and HHUS similar) OrHGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 rrxs LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers (cont.) Ss as Ss ... Mina Height - dnsians(in.)ModeleelGa.No. h1o" H B ., Carrying "Carried Member Member' .. .... Single 2x Sizes WS24.. 2% 78 _1 %4 , 31/a , 114 , ,,. (4) 0.148 x 3 (9) 0.148 x 3 LUS26 41/4 1311s 43/ I Y4 (4) 0.148 x 3 (4) 0.146 x 3 MUS26 4% 18 13'is 5N, 2 (6) 0.1480 3 (6) 0.148 x 3 HUS26 49A6 16 1% 5% 3 (14)0.162x 31h (6)0.162x3h VGUS26 741' � 12 1y6 ;; .5%, 5 .'(20j0.162x31/z. (8j0162x37z W928, 4$6 18 1%, 65A 13". ',, (6)0.148 X3 (4)0.148 x3, MUS28 65Ae 18 1'A. 6% 2 (8)0.148x3 (8)0.148 x3 HUS28 61h 16 1sh 7 3 (22)0.16201h (8)0.162x3h HGUS28 64S6 1 12 16/a 7'/a 5 (36)0.162 x 31fi (12)0.162 x 3'h LUS210 411 18 i ' (4) 0.148x33'39 ' 8% '16 (30)HUS2100.162 x 31h- (10)0.162x3"h" rHGUS2101 8446, ,: 12 1 15A 1 91h 1 5 1 (46)0.162016-. (16) 0.162.x$1h.-, 1. See table below for alfowable bads. These products are available with additional corrosion UP protection. For more information, we p. 15. ® 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. .... bl DFAIIbwaBle Lands '. _ •SRAlldwabte Loads. - SPF/HF AIIdwable Loads . rode Model: No. UpHill (161) . 1Floor (100) : Sriow '. (115) . Root (125),- Wind t1fi0) Upliftt (160) Floor (100) Snow (115)_ Roof (125) "Wind - (160) UpIifI1 "- (110) FlOor (100) Sndw (115) it (125) Wm0 (160) ; Ref. Single 2x Sizes LUS24... 435.:'_670 =-765:i .. 820 1,045. 43"1-: 725. -825 '890, '4,72a $0 :.; 4H5 565-' • 605: .770' LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, MUS26... 339 ,1,295 1,480 1,560 1,560• 23Un "1405 1,5604: 1,56,0 1 .1,560 813 t 955^ 1..,090 1,180 ;:"s53 LA HUS26 1,320 2,735 3,095 3,235 3,235 1.320 2,960 3,280 3,280 3,280 1,150 2,350 2,660 2.780 2,780 HGUS26 57o " `A,340 4,860'" 5,170 5t390- •'875 4,690, 5,220'. 5,399 'L390 780 ! 3,225 3,610 3,870 3,985' IBC, FL LUS28 1,165 1,100 1,260 1,350 1,725 1,165 1,195 1,360 1,465 1,730 865 810 925 1,000 1,270 MUS28' '1,324 '1,730 Y,97S 2,925 2,255' 1;32:r 1;876 2d35' ' 2,255 2;255 'ft50 .` 1,270 1,455' 1575 i'655 IBC�FL' HUS28 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4,095 4.095 4,095 1,480 3,520 3.520 3,520 31520 HGUS28- 1,6'S0 7.275 7,275, 1. ^ 7275 7;275 Y,650 ' "%2iS 7,'j7 ; 7,27b, 7,275 " 1,'3'25 ," 3.a70' 3,820 3,915 '4,250° IBC, FL LU5210 1,165 1,335 1,530 1,640 2.090 1.165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, HUS21f1'. '405 "SAM' `5,795''.1 5830 6:33% 463a' 5:395' '5,786 a,8X 6,1530 1 2.220 '4390" 2,4c5 2,535 2;82b LA HGUS210 2,090 9,100 1 9,100 1 9,100 9,100 2,090 1 8.100 1 9,100 9,100 9,100 1 1,545 6,340 6,730 1 6,730 1 6,730 IBC, FL 1. For dimensions and fastener information, we table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp.98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45' • For skew only, maximum allowable download is 0.85 of the table bad • For sloped only 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 load, not to exceed 2,475 Ib. • 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 bads 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 bad 2" < W < 6" Square cut 0.46 of table bad 0.41 of table bad W > 6" Bevel cut 0.85 of table bad 0.41 of table load Acute 'side apecny angle Top View HHUS Hanger Skewed Right Qoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 94 Simpson Strong-Tiea'Wood Construction Connectors SIMPSON These products are available with For stainless Many of these products are approved for installation ® additional corrosion protection. © steel fasteners, �I with Strong - SD Connector screws. For more information, see P. 15. see p.21. See pp. 335-337 for more information. Ss SS SS E " .`Model . No. Min. ,.Heel ..Height "Ga. Dimensions (in.) W H 13 ,_. .. Fasteners (In.) carrying " carried ", .Member x Member DF/SP.Allowable Leads, Uplift 'Floor- Snow Roof'" Wind 160) (100). {715),,(125);. (160) SPF/HF Allowable Loads Uplift :.Floor Snow CRoof Wind (160).. ,(100) (115)_,(125) {760). ' Code... Ref. Double 2x Sizes "LU824.2 21/4 1S 3 N 2 '(4)0,62x 3'h"_(2)0.162x�`h 4i0„ 860 905 966>690` 780` 845 1,070` LUS26-2 43% 18 3Ya 4'/6 2 (4)Q.162x31h (4)0.162x31h ',.0 1,030. 1,170 1,265 ". tt595 91D .. 885 tU05 :1090 1370 HHUS26-2 44fs 14 36A6 5% 3 (14)0.162x31h (6)0.162x3'h i320 2,830 3,190 3,415 4,250 1.135 2,435 2,745 2,935 3.655 HGUS26-2 49% 12 3476 5rAs 4 (20)0.162 x 31h (8)0.162 x31h 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 LUS28-2 f 4156 18 3i1A 7 2 r(6) 0.162x31k : (4) 0.162 x31k:; 1050 1,315 :.1,490 1,610; 2,030 910 1,130 1,280 1,385 1,745: IBC, FL, =HHUS28-2 'I' SsKis` 14 3% 7174 3 {22)0.162x31h {8)0.162n31h #760 4,265'14;810 5,155?.:5,98Q 1515'".3,67D 4,135,`4435 5,145 LA HGUS282 6§Ss 12 ;3% " 7N6 4 '(36)0.162 x X/2 (12)0.16ZX3,'h 3,235 7,460'. 7,460 7,450 .7,460 2,780'""-6,415 6,415 6,415 8,415. LUS210-2 6'As 18 3'h 9 2 8 0.162 x 31h O ' (6)0.162 x3h 1,445 1,830 2,075 2,245 2,830 1245 1,575 1,785 1,930 2,435 HHUS210-2 8'h 14 35ls 81A 3 (30)0.162X3'h (10)0.162x3'h 3:550 5,705 6,435 6,485 6,485 3,335 4,905 5,340 5,060 5,190 HGUS210-2 8% 12 34Ss 914s 4 (46)0.16201h 1 (16)0.16201h 14,09519,100 19,10019,100 19,100 13,5201 7,460 7,825 7,825 7,825 Triple 2x Sizes „HGU826-3, 4:!M6, 12 4'396: 5,% 4 C20)9162 x 3'1z Sj8) 0.162 X 314, 2,155 4,340.;4,850. 5,17015;575 1,855'. 37 4,170 :4,445 430 n IBC, FL, HGUS28-3 61Ma 12 41516' 71b 4 (36) D162 z 31k (12) 0,162 x 31h 3 235 7,460 7,460 7.460' I7,460 2,780 6,415 6,415 ` 6,415 6,415' LA HHUS210-3 8% 14 4% 8'h 3 (30)0.162x31h (10)0.162x3'h 3,405 5,630 6,375 6,485 6485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 8'416 12 41%6K91/4(46)0.162x31h (16)0.162x31/z 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 lb% 112 4*, ( Sb.162'x37h' 1r(20)13162'x3h: 5G5 %64a 'S,045 9:01a- 9 C45 .,,9i70 780 ,7780l ,'7780- 7,780 IBC, FLHGUS214-3 12%h 12 4vIits (66) 0.162 x`3Yz ;(22) 9,162 x 3'/z'. S 695 10,125 e10,125 70,125 10,725 4,900 i8190 8,190 ,8190 8,190' Quadruple Zx Sizes HGUS26.4 516 12 V, 534s 4 (20)'D162 x 31h 8) 0162 x 3'h 2,155' 4;340. 4,856 5,170` 5,575 7 865 3,730 4,170.'4 445 41795'. IBC, FL, HGUS28-4 7'h 12 6*6 73A6 4 (36)0.162 x 3'h (12)0.162x 31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 8% 14 61h 81h 3 (30)0.162 x 3'h (10)0.162x 31h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210.4 .0✓4 12 6%i , 9iA 4. .(46) 0.162x 3'/: D6)U.162X31h':: 4,p95 9700 9,100 9JQQ; 9,100 3,520 7,825 7825 F7,825 7825, HGUS212-4 10.34 12 6-As 103'6 4 , ,, 76p 7,7807,70IBC FL,'f LA HGUS2f4-4 ''12% 12 694s:.121' 4-:(66)0.162Y Mh (22)0.162 x 31h' S,695' 10,125"10,125 10,125 10,125 4,900:'8,710 8,710 -8,710 8,'710, 4x Sizes `LUS46 434 18 33Ss 4°/. 2 (4) 0.162 z 31h (4) 0.762 x 3'h' " 1,0E0 1,030 1170 1,265 1,595 9111 -885. 1,005' 1,090 1;370' IBC, FL HGUS46 06 12 34,[41hs ^4 (20)0162x 311& (8) 0.1623.3'h,`:2,155 4,340 �4,850 5J70' 5,675 1.&iiS 3,'730 4,170 ;4,445 4,795� HHUS46 4$6 14 3%, 5% 3 04)0.162 x 31h 16)0.162x 3114 1,320 2.830, 3,190 3,415 -4,250 1,135 '.2435 2,745.;2,935 3,655 LUS48 434 18 36A6 -63/4 2 (6)0.162 x 3'h (4)0.162 x3'h 1,060 1,315 1,490 1.610 2,030 910 1,130 1,280 1.385 1,745 IBC, FL, HUS48 61h 14 3%6 7 2 (6)0.162 x 3'h (6)0,162 x31h 1,320 1,580 1,790 1,930 2,415 1,135 1,360 1,540 1,660 2,075 LA HHUS48 61h 14 3% 71h 3 (22)0.162 X 3'/z (8)0.162 x31h 1760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 634 12 35A: 7% 4 (36)0.162r.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 -WS410 61/4 18 3%6 8%i 2 I (8)0A62x316 ;(6)0162x31fi ,7,445 1830,,2,075 fZ245 I,Z830 1,245 :1,575 1,785 ,1,930 2,435'. AHUSMD B-A 14 34 9 -J 3 (30)`0.162'x3h, (10)6.162x3'h' 3,Sa"Q 5,705� 6,435 f,t83`."6485 3,265 :4.905 5,535 �5,5°rs 5,575 }iGUS410 8%s 12 ,35yi 9Rc 4 (46) 0,162 x3yz :(16) 0.16?x31h( 4095 9,1O01'g 100 910D,!91003,520', 7,825 7825 7825 '78251BCFL, HGUS412 1034s 12 3sk 10346 4 (56)0.162 x 3'h (20)0.162 x 3'h 15,695 9,045 9,045 9;045 1 9,045 4,900 17,780 17.780 1 7,780 17,780 HGUS414 11 rAs 12 3sh 12'As 4 (66) 0.162 x 31h (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 ;HGUS7.37/10 " 81% 12 1 73AJ Bih6 ' 4 (46)0A62z 316 1 (16)0.162x31lh 3,430 9,095". 9,095 9,095_9,695 2,956 7,820 1 7,820' 7,820 7,826 ,HGUS737/12 107Ae 12. 7% 103Ss .4+ {56)Q162x31h ;(2D)0,162 x3'h: 3,835 9,?95:9,295 9295!:9,295 3,300 ".7,995 7,995 '7995 3.995 FL HGUS7.37h4 1134a 1 12 7%'112%J 4, (66)0.162 x 31fr (22)0162X 311h 15,080 10,50010,50010,50010,500 4,370 .9030 9,030 9030 .9,030" 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 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 limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong 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 21h' 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 1'h' nails in the header and 0.148' x 3' In the joist, and reduce the bad 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 information. i Y O rV C C O fU rA 0 7 H p d ca 19 96 HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heelheights, so that full allowable bads (with minimum nailing) apply to heel heights as low as 37h°. 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 th° max. to allow for greater construction tolerances (maximum gap for standard allowable loads is Ya° 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 ony, or filling 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 671h°. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong-Drivee SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table 1 Many of these products are approved for installation with Strong -Drive' SD Connector screws. See pp. 335-337 for more information. Typical HTU26 Minimum Nailing Installation HTU26 nth' may gap between end of truss and carrying member HTU Installation for Standard Allowable Loads (forth' maximum gap, use AHemate Allowable Loads.) Standard Allowable Loads (1/a" Maximum Hanger Gap) SIMPSON It Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) - Model Na Min. Heel Height Dimensions (in.) W H g." Fasteners (in.) ,. _:::" Carrying Caroled.. Member Member DF1SP Allowable Lgads . - - Snow] Upiiif Floor Snow Roof Wind (160);.. (100), (175).: (125) :.(160) w SPF/HF. Allowable LoadHC16 IUplift Floor Snow RooiRef` (160) (100) -. (115) (125) Gode' Single 2x Sizes HTU26 _ 3$ 1:`�a, 57he 31h (20)0.762 x3'n'--I. {1A)0.148,xi.'h 6�0 2fi;0_ 2,474 a67o- 2,670 =_55(! 168 .:1.6°"v. i,68Q ;,62¢ HN26(Min.) 3'/e 1s/e 5�s 3h.(20)0.162x31h': (14J 0.1481i 11k 1,256j2��45�;, 3,200j3,200 3,200'; 1,075 1,85212015 "i 2;015 2,015. HTU26 (Max.) 5°h liar 57hs 3:4 „(20)0.162x3?h, (20)0.148 x.1 .,.7,5553324. ,ai530, -0,070 -7,335 2,530 78,1a5 3,0E0 345d IBC, HTU28 (Min.) 37h 1% 7Ye 3'fe (26)0.162xR (14J 0.148x 11h 1,235 3,895 3,895 3,895 1,060 2,865 2.920 2,920 2,920 FL, HTU28(Max.) 71/4 1% 71Sa 31h (26)0.162 x 31h (26)0.148 x 11h 2,020 4,315 4,655 5,435 1,735 3,285 3,710 4A05 4,675LHTU210(Min.) 37/s 1% 9us 31h (32)3.162 x31h (14)0.148 x 11/z 1.330 4,30u' `,800 43.05D_ 1,145 3225 3225i 3.225s. 3.225HTU210 fMa%.j. 9Y1 1%. 9'he �' 3'h: (32) 0,162 x 3 /a;(32) 0,148 x 1'h =3;315, 3 a10 a 30 5,995 ". 2,850 4 045" .aaa 4 9;'0. 5,155' Double 2x Sizes HTU2&2(Mir); 3% 3% 5%s 3%'. (20) 0,162 x3'h', {14j 0,148I ,1,575: 2;:940,.j,3r",Q 13;;x30 39t0- 7,305 ..1,870 1,850" 2090 2;255'. 2,465' HTU2672 (Max:) 5'h 3"is 57hs 3'h" (20)0.162 x3'Tzj (20)0.148%3."" 2,175 2;940 3,320 3,58p 4,420 2,530. 2,8on 3:080 3,855 HTU28-2 (Min.) 37/e 3§Ss 7Ka 3'h (26)0.162x31h (14)0.148 x3 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235 IBL, HTU28-2 (Max.) 71h 3;1s 7% 3Yz (26)0.162x31h (26)0.148 x3 3,485 3,820 4,315 4,655 5,825 2,995 3,285 '3,710 4,^05; .5,01t? LA HTU210.2(Mini) 37h 335e 9Ym"3'Fi-"(32)0162x31h-' t14j 0,748x3 `1,755-0,7D5'4875 4l875 4,815 j-1,510 '3,530'F 3,610 3,610' 3;610 "HTU210-2 (Max.) 9'h 3M. 914is .3ih I (32)0,162x31k I (32)0.74813 4,710 4;705 5,370 5:730 6,5'5. 1.3;535 "4,045 '4,56p 4.938 5.6u5 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 loads are based on a minimum 2:12 pflch. 3. Uplift bads 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 I/V and h°, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Imh allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong-Tiee Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong-Te. 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 upilt is 100% of the table bad. e. Fasteners: Nail dimensions in the table are Ested diameter by length. See pp. 21-22 for fastener information. Simpson Strong-Tie®'Wood Construction Connectors Face -Mount Truss Hanger (cont.) ®1 Many of these products are approved for installation with Strong-Drtvee SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member SIMPSON l "a unguTie. Min. -Fasteners(in) ^T " ..s .,DFISP Allowable Loads " =W=^ 'SPFIHF Allowable Loads ^ Model No. 0 Heel H¢n)t'�03' Minimum 1Carried 'Uplift10) - Roof, Wind," Uplifta(10) Snow Roof ind Cade, ,"Ref.! Member Member Member' (1oor00)rSnow . (115) (125) 60) , . (100), (115) (125) (160) HTU26(Min.) 3rh (2)2x4 (10)0162x 31h (14)0.148x 11h 925 1,470 1.660 1,790 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51h (2) 2x4 (10) 0.162 x 3rh (20) 0.148 x 1'1h 1,240 1,470 1,660 1,790 2,220 1065 1,265 • 1,430 1,540 1,910 IBC, HTU2B..(Mix) ,7'1/, °(2)2x6 ;(20D162x3'h (26I014Bx 1'lx: di1,970,,,-2,940:. 3�82;), ,iMau 3905.. 7,695 4530! 2,8Sa gmt:3 '336D: FL, LA (2)2x6 {24},0162x3h (32)0748x11h 2760 2,94Q^ 3,H2� 0 31905,2375, 21530 2,855 ?680 .3,360., 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative instalation is'h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are Gated diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) Mpdel.: M0' Ming Neigbt 0lmensions,(in) W HW g. `:'Pasteners'lm.) - Carrying" "Carved ,Member _" 13 SP,Allowbh(e Loads- "' - `11pTift Floor.' Snow Roof 'Wmtl' ,(160) (100), (115) (125) ,(160) . (11! " 1 SPFIHF Allowable Loads Uplift Elonr' Snaw 'Root • Wmtl • (160 _Code 'ReL' Single 2x Sizes HT026 3'h 1% 5rhs �3'h (26)6.162x3K (11)0148x1'A `6`16, 2,�9a 2,�.'�.5 ?39`5 2'„9n5 545 '1-10 '1.510".j';i 15x 11TU26$Min.) 3°X '1s/e 57h"s''3' f20j0.182 r31X (14j 6148 x 11h 1,65`'2940 3;T00 3,100" 3,1001;010 1;955 1,955 -7955' 1;955' HTU261(Max.): HTU28(Min.) 5ih, 31h I 15/e 56e: 7%. i,^3rh 31h (20.0.162 i31/x (26)0.162 x 3'h (20)4.1b8 X�h (14)0.148x 11h �T,215' 1,110 Y,940 3,770 3 , 3,770 S,53D 3,170 Z"ng 3,770 1,045 955 1,850' 2,825 2,090 2,825 iZ285 2,825 2283; 2,825 IBC, FL, LA HTU28(Max.) 31h (26)0.162 x 31h (26)0.148x 11h 1,920 3,820 4,315 4,G55 5,015 1,695 2,865 3.235 3,490 3,765 HTU210I (Min.) M 31h (32) 0.162 x31h� (14) 0,148 x 11h ,1,250 3,600 3,600 3,600 3,600 1,075 2,700 2,700 2,700 2,700 'HN210 (A9ax.) 3'h (32j 0:162 x3Ya (_32) 0148 x 1 h 3 255 d,705 5,02D 5,D2D 5,020 2,800 3530 3,7fiS 3,765 3,765 Double 2x Sizes HTH2O-2{Min) -3Th' 3% -51e=- 3'h,.(20)0,162R3'Tr .(14)(t;148)3 )A;51S� 2940 3,3Z0 3,500 3.500 1;305 2,205 2205 -2,205, 2,205,. H11326-2 (Max) Sh.. 34ia, 5?hs;s 31h ,(20)Od162 x3'h,(209Ib6x3, .1,90,, 2,940 3••� T 3,500 3;500 1,645 2;205 2.205 2,205 2,205. HTU28-2(Mln.) 37h 3% 7156 31h (26)0.162x3'h (14)0.148x3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, FL, HIU28-2(Max.) 71/, 3% 7% 31h (26)0.162x3'h (26)0.148 x3 3.035 3,820 1 4,315 4,655 5.520 2,610 2,865 3,235 3,490 4.143 LA HT'U210-2 (Min.) ^ " 3'% 37i5e 91Ss 3'h=' (32)01621i 31h (14) O'1481i$ "1,755' 4,255 4,255 '4 255 4;255' 7,510 :3;190, 3190" '31190 3190; MT1121 t-2(Max:) 91/ '34. 9ks1 3'X (32ff162x9?h (32j0.148x3 13.855 4,705. 6:3#D 1,7a0 6,470 3315 3530 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 tug table bads are based on a minimum 2:12 pitch. 3. UpGd loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wmtl (160) is a download rating. 5. For hanger gaps between 'law and IV, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may lmit allowable bads in accordance with ANSVTFI 1-2014. Simpson Strong -Tree 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'W naib in the header and reduce the allowable download to 0.70 of the table vabe. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. W O M O d C C O U to N r` a lu M 19 Simpson Strong-Tie®Wood Construction Connectors Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 23i6" or greater, at 100% of the table bad. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 2-5 at 100% of the table bad. Specify as an 'X' version and specify flange to.conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with'W x 13Y Trten® 2 screws (Model TTN2-25134H) for concrete and W x 2?r.° Titan 2 screws (Model TTN2-25234M, for GFCMU. Follow all installation instructions and use the bads from the sawn lumber or EWP sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titan 2 screws. Titen screws for GFCMU (Yf x 23'4" — Model TTN2-25234H) and for concrete 0/4' x 1 W — Model TTN2-25134" are not provided with the hangers. • Drill the 3;6'-diameter hole to the specked embedment depth plus 1/2'. • Alternatively drill the 316" 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 3is' drill bit and hex -head driver bit (Model TTNT91-RC)= a •/,e° x 4'h" drill bit is also available (Model MDB18412). • A minimum edge distance of 1'h' and minimum end distance of 3%' is required as shown in Figure 1 for full uplift bad. • Where no uplift bad is required, a minimum end distance of 11/2' is permitted. Codes: See p.12 for Code Reference Key Chart HUC410 SIMPSON ZwSYDll'.Tle HU214 Figure 1 — HUG410 Installed on Masonry Block End Wall 161 KLI I Ma r1o, Figure 2 — HUC410 Installed on Masonry Block End Wall SIMP.SON HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) g& These products are available with additional corrosion protection. For more information, see p.15. I Model r`k No. .,,. Fasteners •(in ).� Alldwable Loads(DF/Spy Code , GFCMU "' "Concrete 'standard' - - Conceaietl =" GFCMU.- Titen®2 `Coperdte ,- Titen-2 Joist; uplift (160) Down (tOQ7125), Uplift (160) '. Down (100/125), HU26 HU26X (4)1bx2°/4 (4)'/ax 13/a (2)0.148x 1'h 335 1.000 335 1,545 NU28.. HU28X (6),Y+x2Y4 Y{X,1Y/i• " ' •(4)0348x1'h, ,,.`545 1;500. 7Q0 2,400..,". HU24.22q HUC24-2 (4)1A x 2Y'. (4)1/4 x 1 Y4 (2) 0.148 x 3 380 1,000 380 1,545 ,W26-c;Mm.) Iit1C26.2 "'(8)Y.x231� p ' (8)'h �"h/. " {4)0;148x3 � 760" 2;000 . '766, 3,200 HU26-2jMaX.) HUC2fi-2g. .r .� 112)144X2'14x •(42)!4X'-IY,, y(6)0.148x3.. `3135,,., 3,006' *.1,135 ,:3,959. HU26-3 (Min.) HUC26-3 (Min.) (8) Y.x 2Y4 (8)1/4 x 1Y4 (4) 0.148 x 3 760 2,000 760 3,200 111.126-3 (Max.) HUC26-3 (Max.) (12) Y4 x 2Y44 (12) Y4 x 13/, (6) 0.148 x 3 1.135 3.000 1,135 3,950 'HU28-2,Nin) HUC28-2(Min) _ (101Y4x2'/. t(70)Y4)(a 3a'r. s(4j 0.149x3:,' ;780 2,500, f•780 3,725.<- � Hll28-2:tMax) _ HH828-2 (Max.) _ : (14)114 x 2x{i j (14) Y4ix 1'- {6) 0.7.4$ x 3 p - .Y 135 g3.500 1,135 `4,920 HU210 HU21 OX (8)'/. x 2Y4 (8)1/. x 1 Y4 (4) 0.148 x 11h 545 2,000 760 2.415 -"'3195- 3,500 1,135 '4,920 �HU270-2jM2%.) HUC?70-2;(MaX)g {I$)Y4x2 p '(78)?/a X!13'i s (10)0:148 xS? :11800'F •„ 1,5gq, 7800 5085„ , HU210-3 (Min.) HUG210-3 (Min.) 0 4) 1/4 x 23/4 (14) Y.x 13/2 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUG210-3 (Max.) (18)1144 x 23/4 (18)'/� x 1 Y'4 (10) 0.148 x 3 1,800 4,500 11800 5,085 =•HU212'• _ -HU212X-, (1,0)Y4 x 2�,, + it0)Y vvy'4 *- (6)0,148x l,/ - '1135» Z500 = s;1$5 .2,6¢5I -.. HU212.2 (Min.) HUC212-2 (Min.) (16) Y4 x 2Y4 (16)1/4 x 1 Y'4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212.2 (Max.) (22)1/. x 2Y4 (22)'/. x 13/1 (10) 0.148 x 3 1,350 5,085 1.350 5,085 `HU212-3(Min) HUC212-3(Mm); _ {16)1/4X2ji 0f3)�/r%'1'a/. "" 1(6)0,;1480ffi 1,135' =-(,000 ' 1;1S5 ' 4,920% H0212-3(Max,) • HUC212-3(Max-),,; (22)'/.x 2Y'i- (22)Y4x tY, (10)0.148%3, 1,800x °5i,085 1,800 5,085 - HU214 HU214X (12) Y4 x 2Y'4 (12)'/4 x 1 Y'4 (6) 0.148 x 1 % 1.135 2.665 1,135 2,665 ... _.,. HU214-2(Mm.) -,.. ,. ., _,,. i3UC2142{Min.) ... (i8)Y4z 2Y4 .�.. (18)'%a%'la/4 � .. ., (8)0:l48x3 ... 9,515" ._ - 4;500 ., • 1,515 ,. •... 51085 AU214-2(Max) HUC214-2(Max.Y (24)1/4x 2Y'. - {24)�4/9,1,3'4, ,',(121Q,,148 x3- 6..,7„015 r,y 5A85 ..,, 2,015• ; 5085 HU214-3(Min.) HUC214-3(Min.) (18)1/4x2Y44 (18)Y4x13/4 (8)0.148x3 1.515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)114 x 23/4 (24)'/4 x 1 Y4 (12) 0.148 x 3 2,015 5,085 2,015 5.085 HU216` s.. 14U216X _ (78)-1/4x i ';,'(IB)Y4 x'1�14"` `(8)0148x 1'h' x'_X(515" '.,2,920•. 7,5?5'- 12,920 HU216-2(Min.) HUC216-2(Min.) (20)1/4x234 (20)1/4x1Y4 (8)0.148x3 1,515 4,920 1,515 4.920 HU216-2 (Max.) HUC216.2 (Max.) (26) Y4 x 2Y'4 (26) Y4 x 1 Y, (12) 0.148 x 3 2,015 5,085 2,015 5,085 -'4iU216'3 (Mltl)_T HUC278.3'(Min4 �i` i?D)Y4 x2P%4 1(20)'1/xk7'/i ., „-(6)fl; -08x3`- '1,515" ' 49�0 "1(515' �HU216-3(Max), HUC216;34jMax.)� :', {26)'G x2-/4 ,(26n.`44 x`1Y'.4: (12)Q;148x3 ,2,015 = 5085 _2.Q15 5,085 HU7 (Min.) (Not available) (12) Y4 x 23/4 (12)1/, x 13/4 (4) 0.148 x 11h 545 2,980 760 2,980 HU7(Max.) (Notavailable) (16)1/4 x23/4 (16)'Ax 1Y4 (8)0.148x 11h 1,085 3,485 1,085 3,485 HU91(Min) :(Notavailable)'+.1 (18).Y4x2Y4' •,V8)'/4XJ'/4 (b)`OdABxiJh 3,230 .`_1,135 �.3,230 HU9 (Max.) (Npt avallI E) 124) f4x2% �, (24)Y4x 1Y'. ,(70)D.t48 x1'h 1,445 ,3,735 1,445 3,735 HUtl(Min.) (Notavallable) (22)Y4x2Y'4 (22)'/4x 1-14 (6)OA48x 1'A 1,135 3,230 1.135 3,230 HU71(Max.) (Notavailable) (30)1/4x 2Y'i (30)'/4 x 13/, (10)0.148x 1'h 1,445 3.735 1,445 3,735 HUM(Min.) �Nptava] able) , (28) 94 0Y4 28)aA x 134 a ' (8) 0.148 x 1'h' 1.515 3,485 515 3,485 . y HU14(Max.) (Notavailable) (36)Y.x29'. (36)1gz 1% (14)0.148x1+h 2,015 .4,245 2,015 4,245 38 L STAGGER JOINTS - TTP. RAISED HEEL ROOF TRUSSES ROOF SHEATHING- SEE PLAN RAISED HEEL ROOF TRUSSES ` LAN -SEE PLAN 5OFFIT/FASCIA- SEE ARCH. W N O RIBBON BOARD- < < o SEE SCHEDULE U k FOR SPACING 4 Q w w W IBBON BOARD• SEE FASTENING TO w m U f < EDULE FOR SPACING 4 TRUSSES w < � w ASTENING TO TRUSSES WALL SHEATHING -SEE PLAN U w i MIN 15/32' COX FLTWOOO OR ; . U14VOSB WITHd SLO(OJ3I'X2I/2.)abOOTMMER UPLIFT/5HEAR GTP. CEILING- UPLIFT/SHEAR ANClml�=WFMMASONRYWALL- RIBBON BOARDS ANCHOR EACH SEE PLAN 4 EACH TRUSS - SEE B/SKI SEE PLAN TRUSSSEEPLANSCHEDULE PLAN DO NOT FASTEN RBBON BOARDNOTE: ADVL FRWIING NOT INTO END GRAIN OF ROOF TFW5S MASONRY WALL-SHOUN FOR CLARITT BOTTOM CHORD SEE PLATRAISED HEEL TRUSS BEARING R.A15ED HEEL TRUSS BEARING SKISxfA INFO1I411ONSK.1 aa�;'aaaaaaaaaaaa�:aaaaaa■aaa�l:'aaa� RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RBeoN SPACING RBBCN ATTACHMENT wlt=165 MPH (1)11d GUN (0)31' k 3'1 (Vasd•128 MPH) 2k4 Sff4 24' TO EACH TRlS$, (4) EXP. B, NAILS AT JOINTS ENCLOSED w1t=180 MPH (2/12d GUN (0.131' k 3'1 (Vaed.139 MPH) 2X4 Sff42 IS' TO EACH TRUSS, (4) EXP. C, NAILS AT JOINTS ENCLOSED January 10,2020 'Catp6riter,Ccintractors of America, Inc.. 300 Avenue* 6; NW Winter Haven, FL -M80-620,1 Dear Matt: It,has come,to my attention' tlrat=some questions were raised. concerning 5/8' diameter holes drilled thrii the. chords (Wide face) of's 4-2ga�le�enl dt 4; 1 Ys. �, rqs,lsesto�aIIowfor threaded rods used for tie downs." If thes6.gable ends -are,over2c.op fi4uQus support. with on,014be,ful I Iy;shedth6d.:and the'l4les afedtilled:ab�6utthd,.centi�rline.jof . the 1. wide face no close: than 4` 0,.C�.*,itlfout'da--m'aging,,any, c'onnector'plate§:orverti . cal,w I- bs then norepair is required, The truss only supports:21eet'of floor' toads and,'nd additional load. - If 3Tou have any qubstidns, Olease give me a -call:, giricLirel.y, No.86367 STATE OF (/ivrn 6750 Forum Drive j Sqft-e 305, Orlando, 'FL 32821 - (400) 521 =9790--(863).422'8685 www.alpi.neitw.com If- �w.yrYJ— 4 it No.86367 ' a �* STATE OF„ A 'NIA', ,', TNs dsctsmnt has barb afacaan{aary'sfpwd andsr.WduskV a M od SwRabsa,'P*"d: copies wftxK tan oegiral;afgnafte mustbo vwftd udng. the original al isr«ac..Vm3fom ALPINE FL REG# 278, Yoeriliw,& Kim, A, PE k8¢3¢7 Alpine, an ITN Company 6750 Forum Drive Suite 305 Orlando, FL 32821 'Phone; (800)755-6001. www;alpineitw.com Customer., Carpenter Contractors of America lJob Number, N334504 Job Desed tion: 7A5 ,182ED F ,02F ,RH01 f 18281CAL114EBB ELEV,DIF Address. - :1yu Eh iFteenSl Cfleens'li'v: `5 Design Code; FBC 6th'Ediiion (2017) fnteffiVlEW Version' 17.02,t02A through 18.02.01A JRef #,` 1 W ,589750037 .Wind Standard: ASCE 7-10 Wind Speed (mph), 160 Roof Load (pso:: 20.00-7.00- 0.00-10,00 Building Type: Closed FloorLoadfjnM, .None 'This package contains_ general notes,pagesi 30 truss: drawing(s): and 6detail(s). 1 167:20.1201.10152 Al 3 167.20,120109998 A3 _ 5 167.20.1201.10386 A5 7 167.20,1201A0653 A6 9 16720.1201.10575 .AS ti 167.20J201.14224 A10G _ 1.3 167 20.1201,10356 B2GE 15 167201201.10668' G2GE 17 167:20.120114162 D2 19 16720.1201.10402 V4 21 167.20.120IA2196 EJ7 23 16720/201 14-147 EJ3 25 16730;120.10481 CJ6 _ 27 167.20.1201.14131 CJ1 29 167 20.1201.10138 HJ7 31 A16015ENC101014 33 GBLLETIN01'16 35 VAL160101014 ' etrt ,hDrawirg N r 4 Fruss?'.,.t - � ,l _ '2N:Y 167.20.1201.10278 AAA_ - 4 167.20,120110543 A4 6 16Z 201201 14177 ASGE 8 167.20.1201,10542 A7 -- - - - - 10 167.20.1201,10231 A9 12 167.20.1201 09996 B1. - 14 167,.20.1201_10308 C1, 16 167.20;1201.14272 DI _ 18 167,20,120114194 MG 20 167.20.1201.10418 V8 22 167.20_1201.12149 EJ7A 24, 167.20.1201.10199 EJ2 26 1672,0,1201,10806 CJ3 Q$ 167.20,120114271 CJ1A - 30 16720.1201.14068 HJ3 $2 A18015ENC101014 34 OBLLETIN1014 nfla Cediflcate of Product Approval #FU999. Printed 6/1512020 1:03;42 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or 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.oro. 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 TOLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT= FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. U# = user specified divisor for limiting span/deflection ratio for evaluation of actual Udefl value. Udefl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1 Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 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.sbcindust[y.com. Page 3 of 3 SEON: 76581 COMN Ply: 1 Job Number. N334504 Cusl: R8975 JRef. 1WW589750037T10 FROM: RWM Oty: 16 ,7A5,182ED,F,02F ,RHOi/1828/CALI/4EBB ELEV.D/F DmNo: 167.20.1201.10152 Truss Label: A7 KID / YK 06115202O 6'1"/ 12'11"15 19'10" 26'8"1 1316 311'8" 6'1"7 6'10'8 6'10"1 6'10"1 6'10"9 6'1'9 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: If EXP: C Kzt NA Des Ld: 37.00 Mean Height: 15.00ft 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: 3.97ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 61112013) Top chord: 2x4 SP 92 N; Bot chord: 2x4 SP 91; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Lumber value set "138" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better wnlinuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.11 Tx2.5",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 Q 6" oo. 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. =5X5 E Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: W PC NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code 1 Misc Criteria Bldg Code: FBC 61h.ed TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Deft/CSI Criteria PP Deflection in loc Udell V# VERT(LL): 0.222 K 999 240 VERT(CL): 0.385 K 999 240 HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J - - Creep Factor: 2.0 Max TC CSI: 0.616 Max BC CSI: 0.902 Max Web CSI: 0.527 VIEW Ver. 17.02.02A.1213.21 No No. 86367 STATE OF A — ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /RW /U /RL B 1709 /- A 1961 /308 1445 H 1710 /- /- /961 /308 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1488 -3151 E - F 1102 - 2027 C - D 1387 -2871 F - G 1387 - 2672 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 - 689 L - K 2276 -863 J- H 2757 -1187 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 539 -206 K - F 485 -745 D - K 485 -744 F - J 540 -206 E - K 1361 -646 '••'`FS • (ORIOP 4-415 C I /',�',S;ON1Ai FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI INSTALLERS ALPINE mZZ� 13723 Riverpon Drive Suite 200 Maryland Heights, MO 6304< SEQN: 7662 / COMN Ply: 1 Job Number: N334504 Oust: Ra975 JRef.210MI69750037T25 / FROM: ALS Orr 1 ,7A5 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DmNo: 1fi7.20.1201.10278 Truss Label: AIA KD / 06/1512020 T112 12' 1T1"12 19'1p' 23'9" JI'9.14 J9'e' TUR + 4'al+ -I er12 I 2e"4I a'l9" I sm14 I- 7'n'z =6X6 F r 6'8" B'P11 T11.5 +1'� 9'19 it'1Pg 1g' M. 31'9.11 J9'9' -I 3' r 17, Loading Criteria (ps0 Wind Criteria TOLL: 20.00 Wind Sld: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BOLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA 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: h to 2h Spacing: 24.0" CBC Dist a: 3.97ft Loc. from endwall: not in 9.00 It GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 611/2013) Tap chord: 2x4 SP #2 N; TI 2x4 SP #1; Bat chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W3, W6,W9, W 11 2x4 SP #2 N; Lumber value set "13B" uses design values approved 113012013 by ALSO Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.11 T"Q.5",mm). 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. Snow Criteria (Pg Pf in PSF) Pg:NA Ct NA CAT:NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Typists): WAVE. HS Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.386 O 999 240 VERT(CQ: 0.669 O 706 240 HORZ(LL): 0.168 K - - HORZ(TL): 0.314 K - - Creep Factor: 2.0 Max TC CSI: 0.791 Max BC CSI: 0.993 Max Web CSI: 0.958 VIEW Ver: 17.02.02A.1413.21 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /961 /308 1445 1 1556 /- /- /961 1308 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 1 Brg Width = 8.0 Min Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seal plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. B - C 1429 -2745 F - G 1353 -2068 C - D 2160 -4245 G - H 1201 - 2103 D - E 1504 -2794 H - I 1445 - 2777 E-F 1610-2771 Maximum But Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-S 2371 -1106 L-K 2402 -1133 Q-M 3738 -1618 K-1 24W -1133 \\1\1111111lilt/�� ' ,� colN b` AA Maximum Web Forces Per Ply (Ibs) a `\\ OQ\•�• • • •"•'I� �� Webs Tens.Comp. Webs Tens. Comp. ENSF .�'',� c-o No.66367 I s-o D-M STATE OF �a Ss • Wind Wind loads based on MWFRS with additional C&C member design. NOTE: Bottom chord filler indicated by hatched areas FL 12EG# 278, Yoonhwak Kim, FL PE #86367 maybe removed as required. 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, handlimq, shiooinq. installing and bracing. Refer to and follow the latest edition of BCSI fi 753 -1523 M - F 2007 -10D2 1476 -556 M - L 1864 -657 2850 -1328 F - L 440 -454 1271 -597 L- H 458 -688 804 -1539 citherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a pro efly shown for ermanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or �10, :ach face opitruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE ate positions. tComponents Grop Inc. shall not be res onsi le for any deviation from this drawin an failure to build the µn„.e "Pt 1, or for handt (% shippinlq, mstallatifn an bracing of trusseSA seal on this drawiXg or cover pa e, , 13723 Riverport Dme acceptance of pro essiona_ engineering responsibility solely for the des�igqn shown. The suitahility any structure is the responsibility of the uiltling Destg erper ANSIfTPl1 Sec.2. Suite 200 ral notes page and these web sites: ALPINE cosy+.alpineimxom;TPI:www.tpinstorg;SBCA: wwwsbcindustry.com; ICC: wwwAccsafe.arg Maryland Heights, MO 630< Job Number: N334504 Ply: 1 SEON: 7664 / T2 / COMN Cust R8975 JRef: 1VVW589750037 ,7A5 ,182ED,F ,02F ,RHOI / 1828/CAL1/4EBB ELEV.D/F Oty: 1 FROM: RWM DmNo: 167,20.1201.09998 Truss Label: A3 KM / BAF 06/15/2020 61"] 12'11"15 19'10" 2444" 335"9 6'1"] 6'10"B 6'10"1 '6" 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" 10 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15,00It TCDL: 4.2 psf BCDL: 5.0 pal - MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 :B3, B4 2x4 SP #2 N: Webs 2x4 SP #3 : W3, W4, W5, W7 2x4 SP #2 N: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113'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 5X5 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. •'WARNING" READAND **IMPORTANT** FURNISH THIS DRAM Snow Criteria (Pg. Pf in PSF) Pg: NA Ct NA CAT: NP Pf: NA Cc: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE B3 14X4 5'4" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.042 M 999 240 VERT(TL): 0.131 M 999 240 HORZ(LL): 0.013 J - - HORZ(TL): 0.024 C - - Creep Factor: 2.0 Max TC CSI: 0.968 Max BC CSI: 0.797 Max Web CSI: 0.550 13'4"� 10' 39 ♦ Maximum Reactions (Ibs), or'=PLF Loc R /U /Rw /Rh /RL /W B 871 /188 /627 /- /445 /8.0 N' 323 /67 /150 /- /- /68.0 H 608 1164 /445 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 N Min Brg Width Req= - H Min Brg Width Req = 1.5 Bearings B, N, & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# VIEW Ver: 17.02.02A.1213.21 I Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. 11111lIllry///�� 11 '/ No. 66367 X STATE OF�,� O F e zu� B - C 636 .1330 G - H 255 -579 C- D 532 -1037 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-M 1138 -554 K-J 847 -668 M-L 743 -371 J-H 484 -153 L-K 861 -695 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 558 -225 K - F 861 -1602 D-L 512 -723 F-J 573 -306 L - F 785 -304 J - G 408 -484 q4o ��iiIAi►►�`C�!�' FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 ALPINE any --o'MP. 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N334504 Ply: 1 SEON: 76631 T9 / HIPS Cust: R8975 JRef: IWW589750037 ,7A5 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F any: 1 FROM: HMT DrwNo: 167,20.1201.10543 Truss Label: A4 KO / YK 06/152020 F 6'1"7 + 12'6"15 + 19' 20�"33'6 6'19 6'5"6 6'S"1 1'8 6'S"1 6'58 I& Loading Criteria (pen 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 EXP. C Des Ld: 37.00 Mean Height: 16.00 it 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: 3.97it Loc. from endwath not in 9.00 it GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 61112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N: Lumber value set "l3B" uses design values approved 113012013 by ALSC Bracing (a) IX4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) ad Box or Gun nails(0.113'k2.W,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 m5X5=5x5 E F 39'8" 91W Ml-b Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA CC NA CAT: NA PP Deflection in Ice L/defl U# Pf: NA Ce: NA VERT(LL): 0.172 L 999 240 Lu: NA Cs: NA VERT(TL): 0.470 L 999 240 Snow Duration: NA HORZ(LL): 0.066 K - - HORZ(fL): 0.123 K - - Code I Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 20V Max TC CSI: 0.480 TPI Std: 2014 Max BC CSI: 0.856 Rep Factors Used: Yes Max Web CSI: 0.669 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver. 17.02.02A.1213.21 `111111 It I I I IF PIP at No.86367 STATE OF�e�7cv member design. 10� t00 0 o �QR`QP - a `� C �i FS �S/ONAl- 1�,1 FL REG# 278, Yoonhwak Kim, FL PE 986367 06/15/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! 4T" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS a failure to build the � . The sua[gability 10 ♦Maximum Reactions (Ibs) Lee R / U / Rw / Rh / I B 1556 1309 / 964 /- 1428 / 8.0 1 1556 1309 / 964 /- /- / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 I 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 3759 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-C 1511 -2800 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 But Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1205 L - K 2030 -941 M-L 2030 -911 K-1 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 -663 L-G 482 -683 E-L 548 -381 G-K 508 -192 ALPINE .nmra . 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number. N334504 Ply: 1 SEON: 7665 / T8 / HIPS Cust R8975 JRef: IWW589750037 ,7A5,182ED,F,02F ,RHOI/ 18281CAL114EBB ELEV.D/F City: 1 FROM:RWM DmNo: 167.20.1201.10386 Truss Label: AS KM / BAF 06/15/2020 T10"14 1T31'9"2 39'8" ' 7'10"14 9Y"2 5'8" 9'1"2 7'10"14 a5X5 s5X5 D E 39'8" 1' 10' 9N" 9'10" 1" 1' F , 10 F 19'10. + 2iN ww Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pt in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) 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(I-Q: 0.149 J 999 240 B 1552 / 318 1955 /- / 387 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.408 J 999 240 G 1552 /318 /965 /- /- /8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.060 I - - Wind reactions based on MWFRS Des Ld:P' C HOR2 L 0.112 1 - - (F) B Min BigWidth Re 1.8 q CL 10.00 Mean Height 15.00 ft NCBCLL: 10.00 g Code / Misc Criteria Creep Factor: 2.0 G Min Big Width Req = 1.8 TOOL psf Soffit: 0.00 Bldg Code: FBC 2017 RES Max TC CSI: 0.760 Bearings B & G are a rigid surface. 5.2 BCDL: 5.0 psf p Load Duraton: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.863 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Factors Used: Yes Max Web CSI: 0.629 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 B -C 15322E -F 15-2561 Lumber C-D 1559 -2561 F-G 1532 -2755 Value Set: 13B (Effective 6/l /2013) D - E 1205 -1728 Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f.2.OE: Bot chord 2x4 SP #1 Maximum Sot Chord Forces Per Ply (Ibs) Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "1313" uses design values approved 1/30/2013 by ALSC B - K 2393 -1221 J -1 1695 -768 K - J 1695 -738 I - G 2393 -1250 Bracing (a) 1X4 #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 CUR 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° o length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. tllij11111111►Ifft ,S �,\CENScF �'�'•. to No, 66367 .k • •1w , , y STATE OF p ;•��. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 404 -448 J - E 389 -234 K - D 770 -462 E -1 770 -462 D - J 388 -234 I - F 403 -448 11 %I�F'D*Ab . ORIS''rf'10 AL C liilltlou� FL REG# 278, Yoonhwak Kim, FL PE #86367 06/152020 bottom chord shall have a prop8erly nlnootlheeuesss teotwisf r to' ALPINE his drawinq any failure to build the this drewiXg or cover e on pa 1e design shown. The sulgability 2400 Lake Orange Dr. TPI 1 Sec.2. Suite 150 '.CA: w .sbdrdusity.com; ICC: w .iccsafe.org Odandc FL, 32837 SEON: 101578/ COMN Ply: 7 Job Number. N334504 Cust R8975 JReflM589750037T11 / FROM: RDP Oty: 1 ,7A5 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DmNo: 167.20.1201.14177 Truss Label: A5GE / YK 06/15/2020 mrm Ira �33,6'2 v d2 61'1 1 9'." 1QP ' 1P1P 1 %A' 2 'Y ffi 31 " ��K3$ F 6 6'1'r 685 ta' 6'10'I 2' T I 2V1�T3�] 6'I'fi � i IPe�1=T-1 �SKa A 1' IP 80'd 1512 5' F 10 p fsPa -F 21} 2s "I 2PP az6.I aa6• Fi Loading Criteria (ps0 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 Kzt: NA Des Ld: 37.00 Mean Height: 15.00It NCBCLL: 10.00 TCDL: 4.2 pal Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0" C&C Dist a: 3.971t Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/l/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3:W7, W14, W15, W16 2x4 SP #2 N: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and 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. Special Loads -(Lumber Dur.Fac =1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 10.67 TC: From 96 plf at 10.67 to 96 plf at 32.67 TC: From 56 plf at 32.67 to 56 plf at 40.67 BC: From 20 plf at 0.00 to 20 pit at 39.67 BC: 128 lb Cone. Load at 23.21,23.79 PL: 136 Ib Conc. Load at (23.27, 9.98), (23.80,9.98) Plating Notes All plates are 2X4 except as noted. Snow Criteria (P9,Pf in PSF) Pg: NA Ct NA CAT: Ni Pf: NA Cc: NA Lu:. NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE lase Defl/CSI Criteria PP Deflection in Ice Vdel L/# VERT(I-Q: 0.107 AE 999 22 VERT(CL): 0.211 AE 999 2� HORZ(LL): 0.0451 - - HORZ(TL): 0.088 1 - - Creep Factor: 2.0 Max TC CSI: 0.827 Max BC CSI: 0.722 Max Web CSI: 0.944 VIEW Ver: 18.02.01A.0205.19 Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information .�`v,",ONE WA/f e•o �� 0ENs No.86367 ?, e e e e � �b oe STATE OF a 4Q3 p e ; LcrNft ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 769 /- /- /514 1323 /445 AS 2345 /- /- /913 1990 P Z 1079 /- /- /500 /352 /- T 519 /- /- /405 /219 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 AS Brg Width = 8.0 Min Req = 2.8 Z Brg Width = 8.0 Min Req = 1.5 T Brg Width = 8.0 Min Req = 1.5 Bearings B, AS, Z, & Tare a rigid surface. Bearings B, AS. Z, & T require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 465 -1090 I - J 391 -195 C-D 366 -815 J-K 390 -199 D - E 407 -762 K - L 541 -252 E - F 420 -759 L - M 608 -296 F-G 411 -678 M-N 506 -244 H-I 377 -185 S-T 243 -610 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens, Comp B-AH 922 -492 AD -AC 535 -310 AH-AG 535 -310 AC -AB 410 -325 AG-AF 535 -310 X-W 491 -156 AF-AE 535 -310 W-V 491 -156 AE-AD 535 -310 V-T 491 -156 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. �0, 0IDP�,;AP-AC �A S°c�0 ,,,'41, AJ O,4 111A1111 �1 -AL L-AN N-AP C- K -AB FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 529 -282 AB -AR 265 .482 565 -302 AR -AS 377 -568 527 -288 AW-Z 272 -747 487 -933 AW-N 237 -676 473 -920 N -AX 683 -347 492 -955 AX-X 690 -342 512 -984 X-AZ 294 .478 792 -498 AZ -BB 280 .472 546 -1366 BB- S 309 .457 3ilure to build the or cover pa e The sui ability ALPINE IYI 1'or10rr acceptance my aPructure PN RW COatMNV 6750 Forum Drive Suite 305 Orlando FL, 32821 Job Number. N334504 Ply: 1 SEON: 7667 / T7 / HIPS Cast R8975 JRef: 1WW589750031 ,7A5,182ED,F,02F ,RH01/1828/CALI/4EBS ELEV.D/F Oty: 1 FROM: RWM DnvNo: 167,20.1201.10653 Truss Label: A6 I I KM / BAF 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" TIY'14 10, 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 it Loc. from endwall: not in 9.00 f GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N :T3 2x4 SP 2400f.2.DE: Bot chord 2x4 SP #1 Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Lumber value set "138" uses design values approved 1/3012013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 15' 7'1"2 9.8.. e,6DX6 T3 an6X6 E 9'10" 19'10" Snow Criteria (Pg,Pt in PSF) Pg: NA CC NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE DeWCSI Criteria PP Defection in loc L/def L/# VERT(LL): 0.159 J 999 240 VERT(TL): 0.436 J 999 240 HORZ(LL): 0.0611 - - HORZ(TL): 0.115 1 - - Creep Factor: 2.0 Max TC CSI: 0.913 Max BC CSI: 0.867 Max Web CSI: 0.572 VIEW Ver: 17.02.02A.1213.21 ,111111111111/I//j No- 86367 's '-p STATE OF t -s p F ;rzv•. 39'8" 7'10"14 ♦ 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 8 G are a rigid surface. Bearings B 8 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. Camp 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. Camp. K - D 628 -363 E - 1 628 - 363 '•.F4. ORIOP�•• C `'liuuul►►u1`► FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 failure to build the or cover pa e„ n. The sui ability ALPINE mxrowu Suite Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7668 / T6 / HIPS Gust: R8975 JRO: 1WVV589750037 ,7A5 ,182ED,F ,02F ,RH01 / 1828/CAL1/4EBB ELEV.D/F Qty: 1 FROM: RWM DrwNo: 167.20.1201.10542 Truss Label: A7 KM / BAF 06/152020 19'10" 26'8" + 32'10"12 + 39'8" ' 12 6'10" 6'10" 6'2% 6'9"4 r, 10 Loading Criteria (psg Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to In Spacing: 24.0" C&C Dist a: 3.97 it Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 j Webs 2x4 SP #3 : W3, W5 2x4 SP #2 N: Lumber value set "13B" uses design values approved 1/3012013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. s5X5 1112X4 5X5 D E F 39'8" 9'10" 19'10- 9'10" 29'8" 10, 1' 39'83 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.191 E 999 240 B 1556 / 716 / 953 / - 1305 / 8.0 Lu: NA Cs: NA VERT(TL): 0.523 E 999 240 H 1666 / 716 / 953 / - /- / 8.0 Snow Duration: NA HORZ(LL): 0,065 J - - Wind reactions based on MWFRS HORZ(TL): 0.121 J - - B Min Brg Width Req = 1.8 Code / Misc Criteria Creep Factor: 2.0 H Min Brg Width Req = 1.8 Bldg Code: FBC 2017 RES Max TC CSI: 0.502 Bearings B & H are a rigid surface. TPI Std: 2014 Max SC CSI: 0.864 Bearings B & H require a seat plate. Rep Factors Used: Yes Max Web CSI: 0.431 Members not listed have forces less than 375# FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Con WAVE VIEW Ver: 17.02.02A.1213.21 B-C 1617-2780 E-F 1504 -2289 C - D 1545 -2523 F - G 1544 -2523 D-E 1604-Me G-H 1616 -2780 Maximum But Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2421 -1306 K - J 1982 -1003 L - K 1982 -973 J - H 2421 -1335 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L-D 535 -255 K-F 425 -251 D-K 425 -251 F-J 535 -255 E-K 306 -391 No.86367 �� •• STATE OF • �, 11 ,�F•.<oR�oP,,• %SS,0N1A11�,, FL REG# 278, Yoonhwak Kim, FL PE #86367 O6/15/2020 ALPINE 2400 Lake Orange Dr. Suite 160 Orlando FL, 32837 SEON: 7659/ HIPS Ply: 1 Job Number. N334504 C8975 JRef1WW689750037T5 / FROM: RWM Oty: 1 ,7A5,182ED,F,02F,RH01/1828/CALI/4EBB ELEV.D/F rDmllo:167.20.1201.10575 Truss Label: AB / YK 06/15/2020 '9" 4 f 557 3310"12 39'8" 1-' S'2"12 + 8' + 9'e" 5'2"12 59..4 1 :5X5 =5E5 T3 =5X5 D F 2 T 6 ,2X4 W T s2 M C 0 G to W3 0 B A H �8'8" 1 4X6(A2) =5X5 =5X8 =5X5 =4X6(A2) 39'8" 1' 10' 9'10" 9'10" r' i 10, 1' 10' + 19'10" + 29'8" + 39'8" Loading Criteria fps0 Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria ♦Maximum Reactions (Ibs) TCLL: 20.00 Wind Still: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- P /940 f718 /264 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 "718 /- EXP:C Kzt NA Des HORZ(TL): 0.127 J - - Wind reactions based on MWFRS .00 NCBCLCLL: 1010.00 Mean Height: 15.00 fl TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 B Big Width = 8.0 Min Fact= 1.8 Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.870 P H Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.86 Bearings B & H are a rigid surface. Bearings B & H require a seal plate. Spacing: 24.0 " C8C Dist a: It Rep Fac: Yes Max Web CSI: 0.969 Members not listed have forces less than 375# Loc. from endwaldwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B-C 1669-F 1721 -2693 16-2E C-D 147 -2533 F-G 16-2539 Value Set: 13B (Effective 6/1/2013) D-E 1793 -2773 G-H 1663 -2797 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP 41: Maximum Bot Chord Forces Per Ply (Ibs) Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Lumber value set "1313" 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 , design. 1l1/ Maximum Web Forces Per Ply (Ibs) member Webs Tens.Comp. Webs Tens. Comp. •2,'1K"r �/ \\ N�+• •/� L-D 470 -163 K-F 626 -371 739 F-J 466 O\vErrS�`�•'/ -151 �, -46622 ED-K N0.86367 �• STATE OF 00/0 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, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, b TPI an SBCA) for safety to these functions. Installers shall temporary practices prior performing provide bracing per BCSI. Unless noted oylherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a pro erly attach 0tl Trig telling l�ocatlons shown for permanent lateral restraint of webs shall have bracin insulted per BCSI sections B3, B7 or �10, as applicable. Apply totes to each face of truss and position as shown above and on the Join Details, unless no otherwise. Refer to drawings 160A-Z for a andard plate positions. ALPINEH Alpine, a division of ITW BuildlInqq Components Grom Ins shall not be res8onsihle for any deviation from this drawingb a0ri failure to build the ,„n„. truss in conformance with ANSIITPI 1, or for handli g, s ippina, installall n and bracing of lrussesA seal on this dr wt g or cover page, 13723 Riverpon Diive listing this drawino indicates accertance of prolessionaJ angineedn� responsibility solely forthe des i nshown. and use of this 'rawing for any s ructure is he responsibili of the uilding Designer ANSI/TPI 1 Sec.2. , The sutability Suite 200 per For more Information see this job's general notes page and these web sites: ALPINE: w al Ineim.ccm; TPI: wwml instar ;SBCA: www.sbcindust corn; ICC: wmvocsaft, org Maryland Heights, MO 6304 SEQN: 7660/ HIPS Ply: 1 Job Number: N334504 Cust: R8975 JRef:1WW5B9750037T4 / FROM: RWM Dry: 1 ,7A5'I82ED,F,02F ,RHOI/1828/CALIMEBB ELEV.D/F DmNo: 167.20.1201.10231 Truss Label: A9 KD / YK 06/16/2020 9' 17' =5C5 T2 —5XD5 _4E4 _5F5 T 12 6 T 0 (a) W (a) v B WS G 1 A H —06(A2) =6X6 =6X6 -6X6 =4X6(A2) 398" 10' 1' 39'8^ Loading Criteria (pso Wind Criteria Snow Criteria (Pg,Pt 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/de0 L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0.251 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 A /- /921 f720 1223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- 1921 1720 /- EXP: C Kzt NA Des Ld: 37.00 HORZ(TL): 0.150 I - - Wind reactions based on MWFRS Mean Height: 15.00 ft Nffit: 1 00 TCDL: 4.2 psf Code / Misc Criteria CreepFactor: 2.0 B Big Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 sf P Bldg Code: FBC 6th.ed 20t Max TC CSI: 0.939 G Brg Width = Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.897 Bearings B 8 G are a rigid surface. Bearings B 8li require a seat plate. Spacing: 24.0" C8C Dist a: 3.97 it Rep Fac: Yes Max Web CSI: 0,306.306 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 it FT/RT:20(0)/10(0) Maximum Top Chard Forces Per Ply (Ibs) GCpr 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 E-F 1595 -2478 C - D - F - G 1595 -2709 608-2478 704 Value Set: 13B (Effective 6/1/2013) 3233 D-E 20D1 -3233 20D1 Top chord: 2x4 SP #t; 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. Comp. Lumber value set "136" uses design values approved 1/3012013 by ALSC B - K 2330 -1246 J - 1 3176 -1733 K - J 3174 -1732 I - G 2329 -1275 Bracing (a) 1X4 #3SRB or better continuous lateral restraint Maximum Web Forces Per Ply (Ibs) 1fAk'' to be equally spaced. Attach with Box or Gun Restraint be Webs Tens.Comp. Webs Tens. Comp. ```NM W �/ min.). material m er %� ,, supplied and attached on tr both ends to a suitable supplied and attached it by erecreinforcement ctor.may *N Q • • • /� C - K 527 -832 E - I 718 -334 \�,,,0 : ;*p �j� K - D 527 -832 I - F 71t7 -314 \O E NS 08 V G f '1 •-7 .j (a) or s t (a) or scab reinforcement may he used in lieu of CLR ,tea • � •. restraint substitute (1) scab for (1) CLR and (2) scabs for CLR'S where shown. Scab • p • No. reinforcement to be same size, species, grade, and = 86367 • 1 • • 80% length of web member. Attach with 0.128x3" gun ' )f • �.� • nails @ 6" oc. • • Wind v • STATE OF <vS r'Zv nd loads based on MWFRS with additional C8C Wind member design. i�Q • • � �s!F��R�QPt��"-��' �. 00 41111111111111111 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, shipping, r installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, b TPI an SBCA) sa practices prior to performing these functions. Installers shall provide temporarryy bracing at BCSI.. Unless noted oytherwise,top chord shall have properly attached structural shgalhinp and bottom chord shall have a propperly attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall hav bracln installed per BCSI sections B3, B7 or B10, as appllcab�e. Apply laces to each face otPiruss and position as shown above and on t�1e Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildinnn�Components Grou 1%.shall truss in conformance with ANSI PI 1, or for handit ( not be responsible for any deviation from this driiwlig,anv failure to build the installation bracing tmssesA this tlrawir5g sf11 pin , and of seal on or cover paqe _ , 73723 Rive on Drive listing this drawin indicates acceptance of rol'ess�ono engineerinu responsibilitNy solely forthe des i n shown. The suil-abdlty rP and use of this grawing for any s�ructure is lie responsibility of the Building Desigder per ANSI/rPI t Sec.2. Suite 200 For more informaven see this job's general notes page and these web sites: ALPINE: www.al ineitw.ccm;TPI; wwwl irtstor ;SBCA: wwwshcinEusl .vim: ICC: A ... af.crs Maryland Heights, MO 6304 SEON: 1017481 HIPS Ply. 2 Job Number. N334504 Cust R8975 JRe1:1WW58a750037T12 / FROM: LPM Dty: 1 ,7A5.182ED,F ,02F ,RHOI / 1828/CAUAEBB ELEV.D/F DmNo: 167.20.1201.14224 Truss Label: AIOG / YK 06/15/2020 -e 2 Complete Trusses Required 7' 17' 22'B" 32'8" 39'8" T 10' S'8" 10T 12 —6C6 T2 —8D T3 8E8 T4 �6%6 F T 6 p T B I m G e 1 M A H e'e" 4%6(A7) =8X8 _ =8X8 =axis =4X6(Al) 1 39'8" F1' 10' 10' -0 19'10" IN Loading Criteria (pso Wind Criteria Snow Criteria (Pg,Pf in PSF) Def1ICS1 Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wintl Sld: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc UdeO U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0.295 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240 B 3135 /- A 1- /1427 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 3135 A /- A /1427 A F�(P: C M: NA Des Mean Height: 15.00 ff I - - Wind reactions based on MWFRS CLLd: 0.000 NCBCLL: 0.00 TCDL: psf Code 1 Misc Criteria Creep Factor: 2.0 B erg Width = 8.0 Min Req = 1.8 r: 2.0 Creep Factor: 5.2 Soffit: 0.00 BCDL: 5.0 psf G Br Width = 8.0 Min Re 1.8 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.675 9 q' Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.507 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0" C8C Dist a: 3.97 ff Rep Fac: No Max Web CSI: 0.760 Members not listed have forces less than 375# Loc. from endwa dwall: 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: 18.02.01A0205.19 Lumber 6-C 1424 E-F 1424 -3601 533-3601 C-D 1533-4831 F-G 1424 -3093 093 Value Set: 13B Effective 6/1/2013 ( ) D - E 2127 -4831 Top chord 2x4 SP #2 N :T2, T4 2x6 SP SS: :T3 2x6 SP #2 N: Botchord 2x6SS Maximum But Chord Forces Per Ply (Ibs) We We #3 Webs 2x4 SP #3 Chords Tens.Comp. Chords Tens. Comp. Lumber value set "13B" uses design values B - K 2752 -1257 J -1 4768 -2187 approved 1/30/2013 by ALSC K-J 4768-2187 I-G 2752 -1257 NaiinoteNail Maximum Web Forces Per PI Ibs ( Top Chord:1 Row 12. 0" min. WebsTens.Comp. WebsComp. ebs Tens. ��j�1287 Bot Chord:1 @ �Ot`r•�,, ,�``O`•1'WAk �/ Row 12.00"o.c. Webs :1 Row @ 4"o.c. •11,�.,.• .I ,I `` I� C E 1297 ^L •�� i� K-D 727-1297 I-F 1287 Use `�h �a \VLNr3 -417 equal spacing between rows and stagger nails in each row to avoid splitting. • No, 66367 to ? Loading * #1 hip supports 7.0-0 jacks with no webs. : y Wind Wind loads and reactions based on MWFRS. T..1�C� - S 1 A I G QF • 4/ ..a ry7. Additional Notes Refer to General Notes for additional information �ILv 00 `O RO'•�\a+`, �/tt,, nSl FL REG# 278, Y00nhwak 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 rare in fabricatinu, handling shipping, Component Safety Information, installing and bracing.Refer to and follow the latest edition of BCSI (Building by TPI and SBCA) saety practices prior to performing these functions. Installers shall provide temporary. bracing er BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingg and bottom chord shall have a properly attacheyri id ceilin Locations shown forlrermaneat lateral restraint of webs shall hav bracing installed pgr BCSI sections B3, B7 or tl1,0 as applicable. Apply Iates to each face o truss an position as shown above and on the JoinfDetails, un ess noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW B 'I in Components Group Ins shall not be responsible for any deviation from this drawing,an failure to build the truss in conformance with ASIf}PI 1, or for ha cilia s ippin installation and bracing of trussesA seal on this drawl or cover , g paCa 6750 Forum Drive Iistin this tlrawin indicatas acceptance o pr0 essiona engineerin4 responsibilit(yv solelyV for the desigqn shown. The suiEability use this uiawing for is Suite 305 and of any structure the responsibility of the 6ullding Desiglier perANSIrrP1 1 Sec.2. For more iniormalion see this jobs general noses page and these web sites: ALPINE: wmv.al ineitw.wm;TH: www. Instor :SBCA: w ,sbundus .wm; ICQ w .i laor, Odand0 FL, 32821 Job Number. N334504 Ply: 1 SEON: 7669 / T20 ICOMN Cusl: R8975 JRef: 1WW589750037 ,7A5,182ED,F,02F ,RH01 / 1828/CALIMEBB ELEV.D/F Div: 1 FROM: RWM On,No: 167.20.1201.09996 Truss Label: B1 KM / BAF 06/152020 5T4 10'8" LT— 2 21'4° 5a" '12 F 5'0"112 + 57"4 1 F 1, Loading Criteria (ps0 Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: 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: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00 0 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 "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Cc: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE =V,I D 21'4" 5.4• Deg/CSI Criteria PP Deflection in loc Udeg U# VERT(LL): 0.047 H 999 240 VERT(TL): 0.129 H 999 240 HORZ(LL): 0.020 G - - HORZ(TL): 0.037 G - - Creep Factor: 2.0 Max TC CSI: 0.433 Max BC CSI: 0.617 Max Web CSI: 0.260 VIEW Ver: 17.02.02A.1213.21 1,11011111►III►/ �.�``pNHWA/r `'g. ••• • r l �� No, 66367 STATE OF �a ♦ Maximum Reactions (Ibs) Loc R I /Rw /Rh /RL /W B 864 / 397 1529 / - / 229 18.0 F 805 1360 1463 /- /- 18.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 F Min Brg Width Req= 1.5 Bearings B & F are a rigid surface. Bearings B & F 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 1226-1344 D-E 1201 -1152 C - D 1152 -1146 E - F 1286 -1351 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-H 1152 -995 G-F 1161 -996 H - G 795 -554 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 428 -284 D - G 394 -374 H - D 383 -355 G - E 433 -289 '•,�F.s. CORIOP .•' C for A go jimliklik"l" FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 ALL CONTRACTORS INCLUDING THE INSTALLERS as snown above ana on failure to build the n r The suaga6ility ALPINE 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N334504 Ply: 1 SEON: 7670 / T3 / GABL Cusl: R8975 JRef: 1WW589750037 ,7A5,182ED,F,02F ,RH0I 11828/CALI/4EBB ELEV.D/F OIy: 1 �FROWHMT OmNa: 167.20.1201.10356 Truss Label: 132GE KM / BAF O6/15/2020 Ida" 21'4" 08" 10'6" 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: 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 chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "131T" uses design values approved 1/30/2013 by ALSC Special Loads —(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 96 plf at -1.00 to 96 pit at 22.33 BC: From 20 pit at 0.00 to 20 pit at 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 & GBLLETIN1014 for gable wind bracing and other requirements. —4x4 F 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 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 21,4" DefI/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.005 R 999 240 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 I /Rw /Rh /RL /W B• 125 148 139 / - Ill / 256 Wind reactions based on MWFRS B Min Big Width Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# ``,kjit1111111►//IPP �,�pNH WAk � No.86367 STATE OF cv� AL nti�� uu,upt FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 =sroper) attached structural sneamin and oottom chord 6nan nave a pro tmml oyf webs shall have brddoq ins, p r BCSI s coons B3, B7 or B10, as shown above and on the Jom Details, ungess notetl=otherwise. Refer to ALPINE INII7 WNNJ.M1 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number. N334504 Piy: 1 SEON: 7671 / T19 ICOMN Cust: R8975 JRef: IWW589750037 ,7A5,182ED,F,02F,RH01/1828/CALI/4EBB ELEV.D/F pry: 1 FROM: RWM OrwNo: 167.20.1201.10308 Truss Label: C7 I JB / BAF 06/15/2020 1, I_ 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 Des Ld: 37.00 EXP. C Mean Height: 15.00it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to W2 Spacing: 24.0" C&C Dist a: 3.00 it Loc. from endwall: Any GCpI: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Sot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/3012013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 1114X6 C 14' T 7' T 14' Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.014 E 999 240 Lu: NA Cs: NA VERT(TL): 0.037 E 999 240 Snow Duration: NA HORZ(LL): 0.009 E - - HORZ(TL): 0.013 E - - Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 2017 RES Max TC CSI: 0.761 TPI Std: 2014 Max BC CSI: 0.542 Rep Factors Used: Yes Max Web CSI: 0.119 FT/RT:20(0)110(0) Plate Type(s): WAVE VIEW Ver. 17.02.02A.1213.21 N0.86367 STATE OF ;rZcr j ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 588 / 272 / 371 / - 1158 18.0 D 527 / 234 / 304 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seal plate. Members not listed have forms less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 777 -740 C-D 809 -739 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-E 598 -536 E-D 598 -536 r •. �ORIDP� ,, C •�/rrrS��N(A� FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2O2O ALPINE any 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number. N334504 Ply: 1 SEQN: 76721 T1 / GABL Cust: R8975 JRef: 1VVW589750037 ,7A5,162ED,F,02F ,RH01/1828/CALI/4EBB ELEV.D/F Qty: 1 FROM:RWM DrwNo: 167.20.1201.10668 Truss Label: C2GE I KM / BAF 06/15/2020 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP. C Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psi Soft 0.00 BCDL• 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 61112013) Top chord 2x4 SP #2 N Bat 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.=1.25 / Plate Dur.Fac =1.25) TC: From 96 pit at -1.00 to 96 plf at 15.00 BC: From 20 pit at 0.00 to 20 pit 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 A16015ENC101014 & GBLLETIN1014 for gable wind bracing and other requirements. •'WARNING" READAND "IMPORTANT" FURNISH THIS DRAM of (TYP)YP) ===4X4 D 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 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 4• 14' i Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.007 J 999 240 VERT(TL): 0.021 J 999 240 HORZ(LL):-0.004 H - - HORZ(TL): 0.009 H - - Creep Factor. 2.0 Max TC CSI: 0.392 Max BC CSI: 0.256 Max Web CSI: 0.135 VIEW Ver. 17.02.02A.1213.21 \ \Ilplllllllll/ry// \�\ �NHWAk No.86367 �D;• STATE OF ♦ Maximum Reactions (Ibs), or'=PLF Loc R /U /Rw /Rh /RL /W B' 129 / 50 / 40 / - / 12 1168 Wind reactions based on MWFRS B Min Brg Width Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C-J 461 -403 H-E 461 -403 �'%S/ONAL E�� °°°luauuul�l FL REG# 278, Yoonbwak Kim, FL PE #86367 06/15/2020 ALPINE any 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 SEON: 1017511 COMN Ply: 1 Job Number: N334504 Cust: R8975 JRef:1V✓uV589750037T13 / FROM: LPM City: 1 ,7A5 ,182ED.F ,02F ,RHOI / 1828/CALIMEBB ELEV.D/F DrrvNo: 167.20.1201.14272 Truss Label: D1 I / YK 06/15/2020 Il 10, =4X4 C 12 T 6F�7- _I m B D A E Ig,e., 2X4(A1) 1112X4 —2x4(Al) 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 Kzt: NA Des Ld: 37.00 Mean Height: 16.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00 it Loc. from endwall: not in 4.60 it GCpi: 0.16 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "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 of 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 / Misc Criteria Bldg Code: FBC 61h.ed TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE 10, DeB/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): 0.007 F 999 240 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.M.0205..9 ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- /- /287 /202 /134 D 434 /- /- /287 1202 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 3759 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 0 1111111111111I/ep �. GENs' No. $6367 Ile STATE OF s �tv 0R10P o`er ,ONIA; ,�k�. FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 396 -183 F-D 396 -183 failure to build the l or cover pa e n. The sui ability, ALPINE any mm roww 6750 Forum Drive Suite 305 Orlando FL, 32821 SEON: 1017541 COMN Ply: 1 Job Number: N334504 Cust R8975 JROAM589750037T26 / FROM:LPM Oty: 1,7A5,182ED,F,02F,RH01/1828/CALI/4EBB ELEV.D/F DrwNo: 167.20,1201.14162 Truss Label: D2 / YK 06/15/2020 I� 5' =4X4 C 10, 12 T 6 N ih B D A UE i—VF 2X4(Al) 1112X4 ZX4(A1) 10' f— 1' -.1 5 'i 10 '}'— 1' „i Loading Criteria (ps0 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 Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50It GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Sot chord 2x4 SP #2 N Webs 2x4 SP 43 Lumber value set "13B" uses design values approved 1130/2013 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: NA 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 as Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.007 F 999 240 VERT(CL): 0.013 F 999 240 HORZ(LL): 0.003 F - - HORZ(fL): 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 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a 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 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 ,,`t't111111111)l/ % No. 85367 STATE OF ,��'0iu,A,� 1► FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 ALPINE 7- 6750 Forum Drive Suite 305 Orlando FL, 32821 SECN: 1017611 HIPS Ply: 1 I Job Number. N3345D4 Cust R8975 JRef.IMS89750037T1a / FROM: LPM Cry: 1 ,7A5,182ED,F,02F ,RH01/18281CALI/4EBB ELEV.D/F DmNo: 167.20.1201.14194 Truss Label: D3G I / YK 06/152020 li 0 1 i"3"3 Loading Criteria (psq TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit 0.00 Load Duration: 1.25 Spacing: 24.0" 3' 7' 10' 3' 4' 3' =_4X6 4X6 12 C D 6� T T B E A F 18,8„ H G 2X4(A1) 1112X4 1112X4 =2X4(A1) 3'1 "12 3'1 "12 Wind Criteria Wind Std: ASCE7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt NA Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6l1/2013) Top chord 2x4 SP 02 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Special Loads ------(Lumber Dur.Fac=1.25 / Plate Dur.Fac=1.25) TC: From 56 pit at -1.00 to 56 pit at 3.00 TC: From 28 plf at 3.00 to 28 plf at 7.00 TC: From 56 pit at 7.00 to 56 pit at 11.00 BC: From 20 pit at 0.00 to 20 pit at 3.03 SC: From 10 pit at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 pit at 10.00 TC: 129 Ib Conc. Load at 3.03, 6.97 TC: 65 lb Conc. Load at 5.00 BC: 80 lb Conc Load at 3.03, 6.97 BC: 52lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information any 10, 3'8118 3'1"12 6'10"4 + 10' + 1 Snow Criteria (Pg,m in PSF) Pg: NA Ct NA CAT: W Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Sid: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE De0/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.022 H 999 240 VERT(CL): 0.044 H 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.016 C - - Creep Factor: 2.0 Max TC CSI: 0.288 Max BC CSI: 0.379 Max Web CSI: 0.059 VIEW Ver: 18.02.01A.0205.1. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 625 /- A /- 1312 /- E 625 /- A A /312 /- Wind reactions based on MWFRS B Big Width =8.0 Min Req=1.5 E Brg Width =8.0 Min Req=1.6 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 456 -963 D - E 456 -953 C - D 381 -842 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 829 -384 G - E 829 - 384 H-G 942 -381 ``,`1 111111111111/ No, 86367 S. • .{ • 4 STATE OF l41 �3 FS14 L If AL dillmoll"', 5 FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 CONTRACTORS INCLUDING THE INSTALLERS taltina and bracing. Refer to and follow the latest e illis have a proper1 Is 63, B7 r tl10y Ref wise rto ALPINE the Blare to build the �.w.,,,, or cover pa e,. The sui[gablllty 6750 Forum DriveV Suite 305 coin _ Icc vmw.icrsare orc Orlando FL, 321121 Job Number. N334504 Ply: 1 SEON: 76801 T14 /VAL Cust: R8975 JRef: IWW589750037 7A5,182ED,F,02F,RH01/ 18281CAL114EBB ELEV.D/F Div: 1 FROM: LPM Drallo: 167.20.1201.10402 Truss Label: V4 KM / BAF 05/15/2020 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" 1'11"8 'i 3'11" 1' 11 "8 1111,18 12 6 =4X4 B T (D1) A4X4(D1)=4X4C 1 I D 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 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 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 Valley truss connection to truss below shall be designed and furnished by others . i 3'11" Snow Criteria (P9,Pf in PSF) Pg: NA Ct: NA CAT: Nf Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 3'11" 3'11" Deb/CSI Criteria PP Deflection in loc Udefi L/# VERT(LL): 0.004 999 240 VERT(TL): 0.011 999 240 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. 17.02.02A.1213.21 ♦ Maximum Reactions libel, or'=PLF Loc R I /Rw /Rh /RL /W D' 75 122 /31 /- /6 /47.0 Wind reactions based on MWFRS D Min Brg Width Req = - Beadng A is a dgid surface. Members not listed have forces less than 375# 1\11111111111/j \\-el, CAHWAA- Irl i�,��i o No, 66367 's • dyt_ STATE OFft cv`x3 At. FL �E FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 'IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ALPINE any Suite Lake Orange Or. Suite 150 Orlando FL, 32837 Job Number. N334504 Ply: 1 SEON: 7681 / T16 /VAL Cust:R8975 JRef: 1WW589750037 7A5,182ED,F,02F,RH01/1828/CAUMEBB ELEV.D/F Ory: 1 FROM: LPM DrwNo: 167.20.1201.10418 Truss Label: VB I KM / RAF 06/15/2020 3'11"8 7'11" 3'11 =4X4 12 B D 1112X4 7'11" _ 311"8 3'71"8 3'11"8 7'11" , Loading Criteria (psq Wind Criteria TOLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: ll EXP. C Des Ld: 37.00 D Des d:: Mean Height: 15.00 it .00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0" C&C Dist a: 3.00 it Loc, from endwall: not in 9.00 it GCpi: 0.18 Wind Duration: 1.60 Value Set: i3B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design, Additional Notes Valley truss connection to truss below shall be designed and furnished by others. —IMPORTANT** Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Mise Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 D 999 240 VERT(TL): 0.021 D 999 240 HORZ(LL):-0.003 D - - HORZ(fL): 0.006 D - - Creep Factor: 2.0 Max TC CSI: 0.193 Max BC CSI: 0.160 Max Web CSI: 0.110 VIEW Ver 17.02.02A.1213.21 ♦Maximum Reactions (lbs), or•=PLF Loc R /U /Rw /Rh /RL /W E' 75 /28 134 /- /8 /95.0 Wind reactions based on MWFRS E Min Big Width Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# 11111111111t1/��, &X0aNHWA9'6k . 'i so No. 86367 %� ; STATE OF <v� '•�'�F•: �ORIOP��``•• L 0,,fj 11111 1 Ai 1 11 FL REG# 278, Yoonhvak Kim, FL PE #86367 06/15/2020 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number. N334504 Ply: 1 SEON: 101742 / T15 / EJAC Cast: R8975 JRef: IWW589750037 ,7A5,182ED,F,02F,RH01/ 18281CAL114EBB ELEVOiF city. 8 FROM: JRH DmNo: 167.20.1201.12196 Truss Label: EJ7 I KD / VK 06/15/2020 12'2"11 12 6 co o_ N � M v B 3 A B'8 D Loading Criteria (psq 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: h/2 to h Spacing: 24.0" CBC Dist a: 3.00it Loc. from endwall: not in 4.50 it GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/l/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.13V0.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 7' 7' Snow Criteria fP9,M 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 Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection In lac L/defl U# Loc R / U / Rw / Rh / RL / W VERT(LL): NA B 331 / 117 / 259 / - 1173 18.0 VERT(rL): NA D 127 120 / 101 / - / - 11.5 HORZ(LL): 0.017 D - - C 171 /133 191 /- /- /1.5 HORZ(TL): 0.031 D - - Wind reactions based on MWFRS Creep Factor: 2.0 B Min Brg Width Req = 1.5 Max TC CSI: 0.713 D Min Brg Width Req = - Max BC CSI: 0'527 C Min Brg Width Req = - Max Web CSI: 0.000 Bearing B is a rigid surface. Bearing B requires a seal plate. VIEW Ver: 17.02.02C.0211.16 Members not listed have forces less than 375# No.86367 e STATE OF fee, I A" L �ui(wu►� FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 6750 Forum Drive Suite 305 Orlando FL, 32821 Job Number. N334504 Ply: 1 SEQN: 101745/ T21 IEJAC Cust:R8975 JRef: IWW589750037 ,7A5,182ED,F,02F,RH01/1828/CALI/4EBB ELLV.D/F Qty: 6 FROM:HMT DmNo: 167.20.1201.12149 TrussLabel: EJ7A I GA / DF 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 " T3 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 in C&C Dist a: 3.00 it Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 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 Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. "IMPORTANT" 7' 7' Snow Criteria (Pg,Pr in PSF7 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 Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE DeflICS1 Criteria PP Deflection in lac L/defl L/# 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 / - / 151 18.0 C 128 /21 1104 !- /- 11.5 B 174 1135 /95 /- /- /1.5 Wind reactions based on MWFRS A Min Brg Width Req = 1.5 C Min Big 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# FL REG# 278, Yoonhwak Kim, FL PE #86367 06/152020 prop. eny anacned structural ssaneamqinq and nonom cnora snail nave a properly as Shown above shall have on therJoinCDetails, unless noted otherwi e.B7Ref Br to' I not be responsible for any deviation from this drawin an failure to build the ALPINE installation and bracing of,trussesA seal on this drnwiXg or cover pa e, , 6750 Forum Drive 10'engineerinQ responsibility sole)vv for the design shown. The suil9ability bility of the Building Designer peYANSIITPI 1 Sec.2. Suite 305 LPINE: w aluneimxom: TPI: v ,tpinvor% SscA:..sbdndusby.com; ICC: w Jccsafe.orq Odando FL, 32821 SEQN: 101550/ EJAC Ply: 1 Job Number: N334504 Cust R8975 JRef: 1WW589750037T24 / FROM: LPM Qty: 3 ,7A5,182ED,F,02F,RHOl 11828/CALI/4EBB ELEV.D/F DmNo: 167.20.1201,14147 Truss Label: E,13 KD / YK 06/16/2020 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" V 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 h12 C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SIP #2 N Bot chord 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. 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'k3.0", min. toe -nails at bottom chord. 3' 3' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NP Pf: NA Cc: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th.ed TPI Sid: 2014 Rep Fac Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE C Deff/CSI Criteria PP Deflection in loc Udell U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D - - HORZ(TL): 0.002 D - - Creep Factor. 2.0 Max TC CSI: 0.216 Max BC CSI: 0.123 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 to (M N 8,8,E ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ IR- /Rh /Rw /U /RL B 188 /- /- /162 176 /86 D 52 /- /- /41 /6 /- C 65 /- /- /31 /51 1- Wind reactions based on MWFRS B Big Width = &0 Min Req = 1.5 D Erg Width = 1.5 Min Req = - C Big Width =1.5 Min Req = - Beaming B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ``1t,i111 1//�ti�/ .�x� pNH Ak �a, �� %,,\GENSF �.;13 STATE OF • 4q fORIOPC�,`,``, C ' S ' FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS *re extreme care in fabricatina. handlina. shiooina. installina and brachia. Refer to and follow the latest e failure to buildthe nor The sul ability ALPINE u wv 6750 Fawn Drive Suite305 Orlando FL, 32821 Job Number. N334504 Ply: 1 SEON: 7679/ T23 /JACK Cast R8975 JRef: IWW589750037 ,7A5 ,182ED,F ,02F ,RH01 / 1828/CALIMEBB ELEV.D/F OIy: 2 FROM: RVJM DmNo: 167.20.1201.10199 Truss Label: E,12 I KM / BAF 06/15/2020 Loading Criteria lost) TOLL: 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 �— 1' Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP:C Mean Height 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: It to 2h C&C Dist a: 3.00 it Loc. from endwall: not in 9.00 it 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 "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 12 C 2X4(A1) Snow Criteria (Pg,Pt In PSF) Pg: NA Ct: NA CAT: NF Pf: NA Cc: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 22� 2' Defl/CSI Criteria PP Deflection in toe Udell U# VERT(LL): NA VERTCTL): NA HORZ(LL): 0.000 D - - HORZ(TL): 0.001 D - - Creep Factor: 2.0 Max TC CSI: 0.114 Max BC CSI: 0.029 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 T co V' a-- ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 157 158 /144 /- 143 18.0 D 32 /5 /29 /- /- /1.5 C 34 117 /12 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Bag Width Req = - C Min Big Width Req = - Bearing B is a rigid surface. Bearings B, D, & C require a seat plate. Members not listed have forces less than 375# H WA ,..., No, 86367 STATE OF cc�= '•�'�F•: CORIOPCo``` C S/bNAL E FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI VT'• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING l ALPINE µD 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number. N334504 Ply: 1 SEON: 76761 T34 JACK Cust: R8975 JRef. 1WW589750037 ,7A5,182ED,F,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Oty: 4 FROM: LPM DmNo: 167.20.1201.10481 Truss Label: CJ5 KID / YK 06/152020 C 12 6 c+1 tV fh B M �; �= A 1 D 4'11 "4 p _ 4'11 4 Loading Criteria (par) 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 Des Ld: 37.00 EXP: C Mean Height: 15.00 it NCBCLL: 10.00 TCDL' 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" CBC Dist a: 3.00 It Loc. from endwall: not in 4.60 it GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Sot chord 2x4 SP 02 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,PI in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Cc: NA Lu: NA Cs: NA Snow Duration: NA Code / Mist: Criteria Bldg Code: FBC 6th.ed TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Deg/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): NA VERT(TL)i NA HORZ(LL): 0.005 D - - HORZ(TL): 0,010 D - - Creep Factor 2.0 Max TC CSI: 0,411 Max SC CSI: 0.254 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 ♦ Maximum Reactions (Ibs) Loc R I /Rw /Rh /RL /W B 256 195 1207 / - / 128 / 8.0 D 89 113 168 /- /- 11.5 C 118 192 161 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# +`` yOt..t.l*sea ONH No, 66367 z STATE OF e 4,v? '%FS •. ORID ni�N FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 i ON THIS DRAWING1 failure to build the n. The spilit9ability 2400 Lake Orange Suite 150 ry.ogm; ICQ wwxJi .afe.org Orlando FL, 32837 Job Number. N334504 Ply: 1 SEDN: 7675 / T33 /JACK Cust:R8975 JRef: IWW589750037 ,7A5,182ED,F,02F ,RH01/1828/CALIAEBB ELEV.D/F Oty: 4 FROM:LPM DmNo:. 167,20.1201.10606 Truss Label: CJ3 KM / BAF 06/15/2020 IV 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: 15.001t 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: 3.00f Loc. from endwall: Any GCpi: 0.18 Wind Dumtion: 1.60 Lumber Value Set: 130 (Effective 61112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Cc: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE C 2'11"4 2'11'A DefIICSI Criteria PP Defection in loc UdeO U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.206 Max BC CSI: 0.115 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 ON WA AA c .• ��OENSF •� :, N0. 86367 STATE OF , �' p + F ;°Zv; W co N ♦Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 185 175 / 160 / - / 84 / 8.0 D 50� /6 141 /- /- /1.5 C 63 150 129 /- !- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# IFS. to Roaf IQP .•' C �'0�'aS/ONAL ifiinu I, FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 failure to build the or cover TsuaFbility ALPINE mmvcouniry 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 SEON: 1017571 JACK Ply: 1 Job Number. N334504 Cust R8975 JRef1V✓W589750037T29 / FROM: LPM Oly: 4 ,7A5 ,182ED,F ,02F ,31-101 / 1828/CALI/4EBB ELEV.D/F DmNo: 167.20.1201.14131 Truss Label: CA KD / YK 06/1512020 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" 12 6 C V Wind Criteria Wind Sld: ASCE 7-10 Speed: 16o mph Enclosure: Closed Risk Category: II EXP: C Kzt NA Mean Height: 15.00 ft TCDL: 4.2 psi BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 138 (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on M WFRS 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. 114 11"4 Snow Criteria (Pg,Pf in PSF) Pg: NA Cti NA CAT: N/ 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: No FT/RT:20(0)/10(0) Plate Type(s): WAVE T C7 to � M —c— Deft/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: 0.196 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 1%111ill 11I? `11 W D r NS No, 86367 •: �o STATE OFcv ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- !- /148 f79 141 D 11 /-2 !- 118 /12 P C - /-15 A /27 /32 /- 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. Members not listed have forces less than 375# '•01 �`L. •0 �ORIOP .•' 6 if All I.�1' FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 ALPINE any IHIM'COMMNY 6750 Forum Drive Suite 305 Onantlo FL, 32821 SEON: 1017631 JACK Ply. 1 Job Number. N334504 Cost R8975 JRef. 1VVW589750037T27 / FROM: LPM Oty: 4,7A5,182ED,F,02F,RH01/1828/CAL1/4EBB ELEV.D/F DmNo: 167.20.1201.14271 Truss Label: CAA / YK 06/152020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit 0.00 Load Duration: 1.25 Spacing: 24.0" 12 6 � C Wind Criteria Wind Std: ASCE7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt NA Mean Height: 15.00 fl 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 6/1/2013). Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set 13B" uses design values approved 1/3012013 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 top chord. Provide (2) 0.131'x3.0", min. toe -nails at bottom chord. "WARNING" READAND 1T•* FURNISH THIS DRAM 11 4 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT:W Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Fee: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE co M Dell Criteria PP Deflection in loc L/defl L/# 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: 0.025 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 F No. 8636 i STATE OF 9'2"5 ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- 1148 179 /41 D 11 /-2 /- /18 /12 A C - /-15 A /27 132 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Reel = 1.5 D Brg Width=l.5 Min Req=- C Brg Width =1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# .'�F •. COR10r: L '�auuuuul`` FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 V ALL NOTES ON THIS DRAWINGI ALL CONTRACTORS INCLUDING THE INSTALLERS allure to build the orcoverpa e The suit9ability ALPINE m mwwrc 6750Fonun Drive Suite305 Orlando FL, 32821 Job Number. N334504 Ply: 1 SEON: 7678 / T22 /HIP_ Cust:R8975 JRO: IWW589750037 ,7A5,182ED,F ,02F ,RHDI 11828/CALIME138 ELEV.D/F Oty: 2 FROM:HMT DrwNo: 167.20.1201AM38 Truss Label: HJ7 KM / YK 06/1512020 5'3"5 9'10"1 4y3 1'5' - 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 Des Ld: 37.00 EXP. C NCBCLL: 0.00 Mean Height: 15.00 it TCD Soffit 0.00 L' 4.2 psf BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" CBC Dist a: 3.00it Loc. from endwall: NA 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 #3 Lumber value set "l3B" uses design values approved 113012013 by ALSC Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Provide (3) 0.162"x3.5", min toe -nails at top chord. Provide (3) 0.162"x3.5", min toe -nails at bottom chord. **IMPORTANT'' FURP Trusses require extreme care in fah Component Safety Information, bV 1 bracing er BCSI.. Unless noted of h attach cPri id cellm Locations shi as appe(Icati e. Apply laces to a& drawings 16OA-Z for standard plate Uno, a division of ITW Buildinnn G s in conformance with ANSI PI listing this drawin indicates aci and use of this Orawing for any • For more information see this job's general 0 9'2"2 9'2"2 Snow Criteria (Pg,Pt in PSF) Deg/CSI Criteria ♦ Maximum Reactions (lbs) Pg: NA CC NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL Pf: NA Ce: NA VERT(LL): 0,046 F 999 240 B 388 1206 /- /- /- Lu: NA Cs: NA VERT(TL): 0.129 F 999 240 E 353 175 / - 10 10 Snow Duration: NA HORZ(LL): 0.011 C - D 216 /179 /- /- /- HORZ(TL): 0.021 C - - Wind reactions based on MWFRS Code / Misc Criteria Creep Factor: 2.0 B Min Big Width Req = 1.5 Bldg Code: FBC 2017 RES Max TC CSI: 0.592 E Min Brg Width Req = - TPI Std: 2014 Max BC CSI: 0.646 D Min Big Width Req = - Rep Factors Used: No Max Web CSI: 0.252 Bearing B is a rigid surface. Bearing B requires a seat plate. FT/RT:20(0)/10(0) W / 10.6 / 1.5 / 1.5 Plate Type(s). Members not listed have forces less than 375# WAVE VIEW Ver: 1T02.02A.1213.21 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-C 379 -549 `,``1�11111Y11111/III GENS�•;�i''%� No. $6367 1 - ®• STATE OF w; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-F 515 -340 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 374 - 566 ." fill sS/) ONA11 ( 1�,, FL REG# 278, Yoonhwak Kim, FL PE #86367 06115/2020 pro anacnea structural sneatnm ana oonom cnora snap nave a propperty :st Inc fwebs shall hav bracin inslpiled per BCSI sections B3, B7 or B10Y as shown above and on te(1e Joinl9Details, unless noted otherwise. Refer to not be resuonsible for any deviation from this drawing,any failure to build the ALPINE , .am.vE 1 installat16n and bracing of trussesA seal on this drawing or cover pa e, - 2400 Lake Orange Dr. f'engineennn responsibility solely for the desi44n shown. The suiCability 9 bility of the euilding Designer per ANSUTPI 1 Sec.2. Suite 150 LPINE: wxw.al ineiMacm: TR: wvw+.l instor : SBCA: waw.slbcindustr,00m7 marifeerg, Odande FL, 32837 SEON: 101548/ HIP_ I Ply: 1 Job Number. N334504 Cust R8975 JRef: 1WW589750037T17 / FROM: LPM Oty: 2 ,7A5,182ED.F,02F ,RH01/1828/CALIMEBB ELEV.D/F DwNo: 167.20.1201.14068 Truss Label: HJ3 I KD / YK 06/15/2020 Ci 12 T 4.24 � 10'2"6 v m � B ie) Ti A N 8,8,E D Loading Criteria (ps0 TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" �— 1'5" Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzb NA Mean Height: 15.00 R 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 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 113012013 by ALSC Loading Hipjack supports 2-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Referto 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. '•IMPORTANT" 4'2"3 4'2"3 Snow Criteria (Pg, Pf in PSF) Pg: NA Ct NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Sid: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE DefllCSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D - - HORZ(TL): 0.002 D - - Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.074 Max Web CSI: 0.000 VIEW Ver. 18.02.01AO205.19 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw I /RL B 84 /- /- /- /45 /- D 28 /- P R I. /- 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 Big 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# `,`Nn�nrnrrypr� i No. 86367 •: STATE OF �cy� ft At FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 property attacnea structural snealnin and nonom cnora snail nave a proeny astramt of webs shall have brdacmQq ins @fled pBr BCSI sections 53, B7 or 910, as shown above and on the JoinCDetails, unless noted otherwise. Refer to ALPINE 6750 Forum Drive Suite 305 Orlando FL, 32821 Gable Stud Reinforcement Detail ASCE 7-10: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Ors 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Orl 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure ➢, Kzt = 1.00 ❑ 1 120 mmh wind Sncwd. IS' Menn Molnh+. Pnr+lolly F—i—A. Fvnna..re D. Ve+ = Inn S 2x4 Brace Goble Vertical pacing Species IGrade No Braces (1)1x4 'L' Brace s (1) 2x4 'L' Braces (2) 2x4 'L- Braces (1) 2x6 'L' Brace s (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' 10' 7' 9' 8' l' 9' 3' 9' 7' 12. 2' 12, e' 14. 0' 14' 0' CD U S P r #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' l4' 0' P Stud 3' 8' S' 9' 6' I' 7' 8' 7' II' 9' 1' 9' 6' 12' 0' 12, 6' 14' 0' 14' 0' o Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' V e' 11' 9' 6' 10' 4' Ill 1' 14' V 14' 0' #1 4' 0' 6' 8' V 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14. 0' 14' 0' J S P #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' B' 14' 0' l4' 0' 114- #3 1 3' 9' 5' 3' 5' 7' 6' Ill 7' 5' 9' 2' 9' 7' 10, 11' ill e' 14' 0' d ou D F L Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, Ill Ill 8' 14' 0' 14' 0' Standard 1 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' Ill 9. 8' 10' 4' 13' 1' 14' 0' U #I / #2 4' 5' 7' 6' 7' 9' 8' 10, 9. 3' 10' 7' 11. 0' 13, Ill 14' 0' 14' 0' 14' 0' -N S P F #3 4' 2' 7' 1' 7' 9' 8' 9' 9. V 10' 5' 10, 10, 13, 9' 14' 0' 14. 0' 14' 0' UU L3F Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, L3' 9' 14' 0' 14' 0' 14' 0' I I Standard 4' 2' 6' 1' 6' 5' 8' I' 8' 8' 10, 5' 10, 10, 12, 8' 13' 7' 14' 0' 14' 0' \ #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11. 1' 14' 0' 14' 0' 14' II' 14' 0' / S P #2 4' S' 7' 6' 7' 9' e' le, 9. 3' 10' 7' 11. 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10, 8' 6' 9. 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' U. N � D F L Stud 4' 4' 6' 5' 6' 10' e' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14. 0' 14' 0' 14' 0' Standard 4' 2' 5' e' 6' 0' 7' 6' 8' 0' 10, 2' 10, 10, 11. 10, 12' 7' 14' 0' l4' o' _Q #I / #2 4. 10' 8. 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' l4' 0' S P F #3 4' 7' 8. 2' 8' 5' 9' 8' 10, D. 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' 'V U I IF Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O I� Standard 1 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10, 3' ill 9' 12' 3' 14' 0' 14' 0' 14' B' 14' 0' d S P #2 4' ]0' 8. 3' e' 7' 9' 9' 10' 2' 11' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4. 9' 7. 4' 7' 10' 9' 8' LO' 1' Il' 7' 12' 0' 14' 0' 0 14' ' 14' 0' 14' 0' .--t D F L Stud 14' 9' 1 7' 4' 7' 10' 9' 8' 10, t' 11' 7' 12. 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 1 4' 7' 1 6' 6' 6' 11' 8' 8' 9. 3' 11' 6' 12' 0' 1 IT 7' 14' 0' 14' 6' 14' 0' able Truss Diagonal brace option) vertical length may be doubted when dlagonol brace Is used connect diogonoL Ira.. for 600# at each end. Mox web total length Is 14'. 2z6 DF-L #2 or better diagonal Vertical length shown brace) single In above. or double cut 45' (as shown) at tpper end. Connect diagona at I le' x .Le L r ce `4t `Ul Refer to chart wwvnbmfao READ A Fugnv Au < s ON THa Twnvum weDeDRTM(M1w iTFIIIW THIS 111RAVIN# TD A 13ml CmRS BCl M TIE DISFNI.FRS NpV.I, a IN5b1 I Ilv 6LL CEIp'vnentw GPap 4C. enall t W s ansRIe f Y devil g AM 1lVi ea64PAHi ' Maebp Y fall to WI Me trues b conforwrce with AN51/7I 1, for M1arAeS, n nstallatbn t bratlrp of trusses. A swl on this drawing or cave pane Ilsbq tints draw#a, YNmtes acspfanaw of professional \\t]]gJ\Wvemom\Chow ergMrrtp resymsibllty "wly for the d..t n shown The suitability and! uw of this daw#p \\SQ6200 for any wtr.airw Is the respanffiHt, of the Bad, Best,— per N6VTPI 1 Sac2 1\Maryland\HeigM1is,\MO\6JgdJ --far norw bfornatbn see turf job's general notes Page aM theca web sltee. rs.°•�ORIOP "Z16/0NA4. E, �llllllll1111 Bracing Group Species and Grades,, Group Ai S ruce-Pine-Fir Hen -Fir #1 / 42 Standard #2 SWtl #3 Stud #3 Standard Douglas Fir -Larch Southern Pine#v N3 #3 Stud Stud Standard Standard Group Bi Hen -Fir #1 & lit, al Do u Los Flr-Larch Southern Plnesv #I #t #2 #2 lx4 Braces shall be SRB (Stress -Rated Board), vFor Ix4 So, Phe use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values no be used rlth these rode., Gable Truss Detail Notesi Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load), Gable end supports Load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with led (0.128'x3.0' min) nulls. #( For (1) 'L' brace, space malls at 2' o.c. In 18' end zones and 4' c.c, between zones. 31(Wor (2) 'L' bracess space note at 3' o.c In 18' end zones and 6' ac. between zones. 'L' bracing must be a minimum of 80% of web member length. Gable Vertical Plate Sizes + 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-GAB16015 DATE 10/01/14 DRWG A16015ENC101014 Vertical Len tin No S lice Less than 4. 0' 2%3 Greater than 4. 0', but less than 11' 6' 3%4 Greater than ll' 6' I%4 TOT. LD, 60 PSF SPACING 24,0' Yoonhwak Kim. FL PE 486367 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 Ors 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 nr 14n ark Vlnd Snooty. IS' Nonn Meln6# Pnn#In lie FnNnrorl Fvnnc me T ee,+ a Inn S 2x4 Brace Gable Vertical pacing Species Grade No Braces (1) Ix4 'L' Brace w (1) 2x4 'L' Brace a (2) 2x4 'L' Brace we (D 2x6 'L' Brace a (2) 2.6 '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' 6' 6' 0' 6' 3' 7' 1' 7' 4' 8' 5' e' 9' Ill 1' 11' 7' 13' 3' 13' 9' U S P r #3 3' 4' 5' 1' S' 5' 6' 9' 7' 3' 8' 4' 8' 8' 10' 7' 11' 4' 13, V 13' 7' H F Stud 3' 4' 5' 0' 5' 4' 6' 9' 7' 2' 8' 4' 8' 8' 10' 6' I1' 3' 13' V 13' 7' 5-- O Standard 3' 4' 4' 4' 4' 7' 5' 9' 6' 2' 7' 10' 8' 5' 9' 1' 9' 8' 12' 4' 13' 2' 0% #1 3' B. 6' V 6' 4' 7' 2' 7' S' 8' 6' 8' 10' 11' 3' 11' 8' 13' 4' 13' 11' J S P #2 3' 6' 5' 9' 6' 2' 7' V 7' 4' 8' 5' 8' 9' 11' 1' 11' 7' 13' 3' 13' 9' #3 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10' 2' 12, 11' 13' 8' c�u D P L Stud 3' 5' 4' 7' 4' 10' 6' 1' 1 6' 6' 8' 2' 8' 9' 9' 6' 10' 2' 12, 11' 13' 8' Standard 3' t' 4' 0' 4' 3' S' 4' 5' 9' 7' 3' 7' 9' 8' 5' 9' 0' ill 5' 12, 3' U #1 / #2 4' 0' 6' 10' 7' 2' e' 1' 8' 5' 9' 8' 10, 1' 12, 9' 13. 3' 14' 0' 14' 0' -P SPF1 #3 3' 10, 6' 2' 7' 2' 8' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13, t' 14' 0' 14' 0' L U H F stud 3' 10' 6. 2' 6' 7' 8' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13, 1' 14' 0' 14' 0' Q) O I I Stantlartl 3' 10' 5' 4' 5' 8' 7' V 7' 7' 9' 7' 9' 11' 11' 1' 11' 11' 14' 0' 14' 0' \ #1 4' 3' 7' 0' 7' 3' 8' 3' e' 6' 9' 9' 10' 2' 12, ill 13' 5' 14' 0' 14' 0' / S P #2 4' 0' 6' 10, 7. 2' e' 1' 8' 5' 9' 8' to, 1' 12, 9' 13, 3' 14' 0' 14' 0' #3 3' 11' 5' 7' 5' It' 7' 5' 7' 11' 9' 7' 10, 0' 11' 8' 12, 6' 14' 0' 14' U. D F L Stud 3' 11' 5' 7' 5' ill 7' S' 7' 11' 9' 7' 10, 0' 11' 8' 12, 6' 14' 0' 14' 0' Standard 1 3' 9' 4' 11' 5' 3' 6' 7' 7' 0' 8' ll' 9' 6' 10' 4' II' r 14' 0' 14' 0' #I / #2 4' S' 7' 7' 7' 10' 8' 11' 9' 3' 9' 8' 11' V 14' 0' 14' 0' 14' 0' 14' 0' d S P F #3 4' 3' 7' 2' 7' 7' 8' 10, 9' 2' 10' 6' 10' 11' 13' 10' 14' 0' 14' 0' L F Stud 4' 3' 7' V 7' 7' 8' 10, 9'2'10' 6' l0, 1l' 13, 10, 14' 0' 14' 0' O fl Standard 4' 3' 6' 2' 6' 6' 8' 2' e' 9' 10' 6' to, ll' 12' 10' 13, 9' 14' 0' X 4' 8' 7' 8' 7' 11' 9'0'9'5'10, 9' Ill 2' 14' 0' 14' 0' 14' 0' SP#1 #2 4' 5' 7' 7' 7' 10' 8' I1' 9' 3' 10' 8' 11' V 14' 0' 14' 0' 14' 0' VIVO'U #3 4' 4' 6' S' 6' 10' 8' 7' 9' 12, 10' 7' Il' 0' 13' 5' 14' 0' 14' 0' ND F L Stud 4' 4' 6' S' 6' 10, 8' 7' 9' 12, to' 7' It' 0' 13' 5' 14' 0' 14' 0' Standard 4' 3' 5' 8' 6' 1' 7' 7' 8'1'10' 3' I0, 11' Il' 11' 12, 9' 14' 0' able Truss Dlagonal brace options vertical length nay be T doubled when diagonal 18, 0E brace Is used. Connect L I diagonal brace for 7750 at each end. Max web Hr ee total length Is 14', )VI 2x6 DF-L N2 or better diagonal T_ Vertical length shown brace) single 18' In table above. or double cut 45- <ae shown)at L 1 A upper end, / Connect tllaBona Refer to chart aVARIDYiww S Bl r+a F1TO AL nu. ra1Fs d nos DDIG anwmrxm. flmrsx txls pR.tvlMg To Aa3_ rnoRAClms Dn3InaG M D+srAtl.us tn. 1�f�`�i�i11A� ��► AN ffW COMPANY mai a°n`r, . Wvlllan or rry euadhp Components Grasp Inc shell net be reepmsaate far any devlatbn f Nstadre,I , anyffna a to boei. the truss Ineanfarna,we .Ith NaI/ifl L or far harvaYie, sNpphg, • zeal - tNs drawbp m Govan page U tav this dre.ro. hmcatez .cc tonss, ar prof.iduwl \\ l3723\i emomoi is en aserea rvspwbelq scaly for the deegn shom Put st4tabfdty and use athe drawing\\Suite\200 far any wtas,ce.w t th. ,vspans wany of the BVdbq Dalgror per MLS I 1 Sect. \\MawlbM Helglo3.\M0\63043 Far care hfvnatbn se. th, Job's general not.s qG and these.eb ones.ALPIND ww.nlpNdtw<anl TPD .w..tgnstcr0l SH m.[Ib str,org, ICO ... Jccsaf.ery Bracing Group Species and Gradesi Group AI S ruce-Pine-Fir Hen -Fir 01 / 02 Standard 02 Stud #3 Stud 1 03 Stantlnrd Douglas Flr-Larch Southern Par... 03 03 Stud Stud Stantlnrd Stantlartl Group III Hem -Fir #1 6 Btr ill Do, u Ins Fir -Larch Southern Plnemow 01 01 02 02 Ix4 Braces shall be SRB (Stress -Rated Board). ...For 1.4 Sa. Plne use only lndustrial 55 or Industrial 45 Stress -Rated IS rtls. Graup B values ma be used with these rades. Gable Truss Detail Notes Wind Load deflection criterion Is L/240. PrgeWe upgft connections for 100 if over continuous bearing (5 psf TC Dead Loam. Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' nW rolls. W For a) ti' broee, space nails at 2' o. . In 18' end zones and 4' o.c. between zones. )K)Wor (2) 'L' braces space nags at 3' o.o In IS- end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 80% of web member length. Gable Vertical Plate Sizes Vertical Len th No S Ilce Less than 4. 0' 2x3 Greater than 4' 0', but 4x4 less than 10' 0' + Refer to common truss design for peak, splice, and heel plates. Refer to the Buiding Designer for conditions not addressed by this detail. REF ASCE7-10-GABI8015 DATE 10/01/14 DRWG A18015ENC101014 TOT, LD. 60 PSF SPACING 24.0' W}LYM78, Yoonhwak Kim, FL PE 486367 'T Relnfol Memb Go Tr Gable Detail For Let -in Verticals ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a to that covers the total area of .upped plates to span the web. 4 ITV I / 2 2X4 "'/ifLllj I2VX8 rroviae connections tor upur'c speanea on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nnlls- lOd Common (0.148'x 3.',min) Nails at 4' o.c. plus (4) nails In the top and bottom chords. Toenail ed Nails, IOd Common (O.148'x3',min) Toenails at 4' o.c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Goble Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 B. ASCE 7-16 Gable Detail Drawings 11 Al O15ENC100I18, A20015ENC 00118, A200 SEND 0001 }� 0 PPP' A11530ENC100118, A12030ENC100118, A14030ENC1 �'t, WRRCK)0l1� A18030ENC100118, A20030ENC100118, A20030EN W A!0 1$01�Q, SII515ENC100118, S12015ENC100118, S14015EN 0118,�6 F �• S18015ENC100118, 520015ENC100118, S20015E010011a, S 0 15PFFjj��1 8 S11530ENC100118, S12030ENCI00118, S140308XCIO0118, S tdSi to S18030ENC100118, S20030ENC100118, S20030itID1,01118, S2003OPED100118 6 !!1• • See appropriate Alpine gable detail for maximum unrWInforcetl'6*6�Vertical to' STATF nP i 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-ma(l - Or - End -mall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member, /eb Length Increase w/ 'T' Brace 'T' Relnf. Mbr. 'ITT T' Increase 2x4 30 2x6 20 Example) 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) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x8' 7'=11'2' .rvARNDYbw REND AHD filLDW ALL NBTES BM THIS BPAwDK2 • • Y� ..DPORTANT.w F(Wam THIS DRAVIHO TB ALL C@lIRACNti DCWBDG THE 11137 .ptS �/ T • 1 O/'�10 „� REF LET -IN VERT Trusses reaulre .trene a In fobrkadnp, handlbp shbp,g. brtalgrµl " brac,g. Reim to and • • • • • g Poll.. tha InGst "ton of BCSI ®ugdrp Conponent Safety Inform.tbn, by TPI a seta far fety i l s � DATE 01/02/2018 practkes Prior to Pmfo E, these fb c,v, InstaLLms maU SrovWe tenpswveyy trocLg per BCSL �We,,, , A I /\ 1 `' unless noted .ther.Ise, top hard shall have proper y ttached trwtural he.th4p end botten chaff ! 0 `( /'S l+ 1 DRWG GBLLETIN0118 shag have . Properly attotlxa rigid ceRhg• Locotbrls mama f.r Pmnanent I.tervl eso-aNt of .ebz / 1 shall have bradrp ,stalled Per KSI sectbne B3, B) BIB, a op tkmie. Apply plates b eaU face Refer to d... OS 160A-2 fwmtwdord ptaU podtb and an the JoM Details, less n.[ed other.lse. AN 11W CAMpANY tl4spl,e, dvision of TTW BYTdbg Cmpommts Wow Inc shag not be responsible for y deviation iron betalWdong6 ti o .k,, to la ¢xl the truss , o. f.rma..Ith ANSI/TPI 1, or for hanaling, sK pbq, AX. TNT. LD. 60 PSF A seal on this dea.ip or c.vm pope Ustbp this dv.k g hdcates ..'tonow of pro wsbpl \\13n3\Rivm,Wd Ddve wrvwe rme responslai solely fa• the msigo:b The Suitability end lee of the: dia.bg DUR. FAC. ANY \\Suite\200 iP any structwe Is the respens6111ty of the B.Rdn, Beslww pm AMSIyTPl T SeeE. \\MaMand\Heiggis,lMO\6JOa3 Far mere ,fornadw see tWs Job's general rates pope and these eb sit AlpwFi ....Ip,dt..conl rnu ....tp,sc.rgl seta ...,:bcbd,ao-ra'el uo .. �' _ _ __t ,�._ IT_ 11 ..1,1., MAX. SPACING 24.0' Relnfc Menl G< Tr Gable Detail Fnr I pt-in Vprtirnlc Rlold SEeothlna -cing er 4 NOR ble Nails uss Spaced At 4' o.a. 4 N.II Gelling 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.. / ,1 2X4 I"//iIL7h�✓ 2X4 I2VX8 rroviae conneccons ror upurc specirtea an xne engineerea truss aeslgn. Attach each 'T' reinforcing member with End Driven Malts. 10d Common (0.148'x 3.',min) Nails at 4' o.c. plus (4) nails In the top and bottom chords. Toenalled Nnllsl 10d Common (0.148'x3',min) Toenails at 4' C.C. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, AI2030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 Gable Detail Drawings � 1 A18015ENCI01014, A 00 5ENC 01014, A2001 END101H a he AI1530ENC101014, A12030ENC101014, AI4030ENC1 (MCD]il A18030ENC101014, A2003DENC101014, N V,' S11515ENC100815, S12015ENC100815, 81%031 0 ,4. S18015ENC100815, S20015ENC100815, S20015QD1008J5, �$,�Pj, ,0015P D y w S11530ENC100815, S12030ENC100815, S1403004C100915, 0 S18030ENC100815, S2003CENC100815, S2003ZN81011815, S20030PE➢100815 6 77t� . See appropriate Alpine gable detail for maxlmZ unrRlnforcedj * e',ertical k@ -'n%_ STATE OF wewNaOCde. READ AND m h aw ALL Np1BS ON TNS DIIM D , . F wepP(ptTANINe IF RM MS DRAVRG TO ALL IYWIRACI➢RS INCuUDiG TIE INiTu l coe . /�n. R eoulre extrme sore h fobrkmth0, har illn, sWpphD. Instatift and brot Refer is ord `' (1(1� . O` tor heOr brsto �_f awe the.. Fun .. Rtstaller'� Safety provNe Is,., per per BMIL '�/�vU/ rated atberHce, tap chard slnR have bromkv attschxd structural sheatYirw end bottom chard �.,. ONA f 7 IIIO'I`^\\VVmll snmh mve a .r , sly pitaawtl q 1 Cssss�secUo LB3, B7 o aqm for pernMs. labrpl .steel of webs W or BIg, a, opq s. no Applyy ^bc to each face shalt Inva nd pos ib,, ..ed p.r 6[SI and onm. the of or 1. M poskbn as hoen omdor tl the bht melody unless hurled atwe Ise. Refer to tlraehps I60A-2 for standard Plate posltbns AN RIN COMPAN'! \\13T23\Riveryan\Ddve \\1372320D \\MahylanMilelghls.\Mo163043 WAlpine,any °or .Irq division faiuvwtool>Vd Um, t°Onruses bh cow mfooup ma. withgNSI T l°I, or fo'°rinMln0, eh nO. h olYq k' am thlc droo.or Ac.acover poge RsfYq this 3roev, , hncates occepl aP professio of fort ny reryonss cdNy��bthye as" hmnVr prYAI�N/iPl i seoZis re, Po- wy ctmspoe 8 therethe For pare hfornotlon we W Job's pe .rat oatec ppaap. and the. eeb sl ft'0 .Q7 AIJ'M o.Alphdte.conl MI, vvtp4hstaral SBM ve.LxhdustvurPr RD ...lc c FL PE #86367 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe -nail - 0, - X, End -nail To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. Web Length Increase w/ 'T' Brace Reinf. Mbr. Size T' In. 2x4 30 7. 2x6 20 Exampleh ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP N3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307. = 1.30 (1) 2x4 'L' Brace Length = e' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x8'7'=11'2' TOT, LD. 60 PSF FAC, ANY SPACING 24.0' REF LET -IN VERT DATE 10/01/14 DRWG GBLLETIN1014 Valley Detail - ASCE 7-10i 160 mph, 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better. Unless specified otherwise on engineer's sealed design, for vertical Bot Chord 2x4 SP #2N or SPF #1/#2 or better. valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 length of Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better. web, same species and grade or better, attached with 10d box (0.128' x 3.0') nails at 6' o.c. In lieu of 'T' reinforcement, 2x4 Continuous xx Attach each valley to every supporting truss with, Lateral Restraint applied at mid -length of web is permitted with diagonal (2) 16d box (0.135' x 3.5') nails toe -nailed for bracing as shown In DRWG BRCL13ANC1014. ASCE 7-10 160 mph. 30' Mean Height, Enclosed Building, Exp. C, Wind TC DL=5 psf, Kzt = 1.00 Top chord of truss beneath valley set must be braced withl Or property attached, rated sheathinga prior to valley truss applied ASCE 7-10 140 mph. 30' Mean Height, Enclosed installation. Building, Exp. D, Wind TC DL=5 psf, Kzt = 1.00 Or Purlins at 24' o.c. or as otherwise specified on engineer's sealed design Bottom chord may be square or pitched cut Or as shown. By valley trusses used in lieu of purlin spacing as specified on Valleys short enough to be cut as solid triangular Engineer's sealed design. members from a single 2x6, or larger as required, shall be permitted In lieu of fabricating from xxx Note that the purlin spacing for bracing the top chord of the truss separate 2x4 members. beneath the valley Is measured along the slope of the top chord. All plates shown are ITW BCG Wave Plates. ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. 4X4 3X4 12 ey 2X4 12 Mnx, r pnc n9 2X4 X4 Pitched Cut Square Cut 8-0-0 max Bottom Chord Bottom Chord Stubbed Valley Optional Hip End Detail Joint Detail Valley 4X4 Toe -nailed / Valley +• 12 o m n T use O 12 Max. 1 at 2 o.c. 1 11 H X3 _`,,`1j•1,j,1 1X3 A 6-0-0 \\i`�1 i • 4 IX3 SX4X/SPL (Max Spacing) 2X4 e o�►`�'�V• 4� e 1X3 SP �.� 20-0-0 (++) _ l = *: N0, Qf. o•3 T - s Partial aming Supporting trusses at 24' o.c. maximum spacing, ► • o C Plan • + maemo.. REAB am iTv nv a.L emct a ras nRnvRTru e.mwlTaTr.. fIW091 riasronvwc Ta w. IaaRncmRS R1¢lmH'L TIE Da3rxaLT¢ y • W� • • L 30 30 40PSF REF VALLEY DETAIL DATE 10/01/2014 Trusses eou" —trere care h PahHcatig, hpMgng, swpphe, hsWOOo aM brocln6 Refer to eM fdlos <M I°tes< eN<bn of Bcs[ ®uitlNp cppmen< Safety Inf°rm<bn, by TPI oM S for safety practkes pMor to perF."ft Mesa furKtlans, Installers 5 proW r telpo�n�y brads per BCSL !"� Orjl� �i �� • • IDS V �� • • • 1 D� 20 15 7 PSF DRWG V AL160101014 waese noted opts"°'.``• tea aho-d shoo haee prape,<r otmched etruc —t z . 9 °"� b°l. °"o-d iob'wa� • • �i SS f� (/� C D 10 10 10 PSF fau` P` "toed Mo l 6o . flm se an.— — t: ptit.H�,t 11ftolc, upM:s:Mn`ot.d tittlFlti: „ON i 11�11 BC L 0 0 0 PSF 55 IVi RW COf+1P.4.TJV aPIne, a dlvtlon of Iry Mal canpo-ents � n aou not b< responsWe for oar devbtlon FromTOT. tKO GveFp• any falwe to b Me trvzs h comma. V" MMITPI 1, °r for h.rc ,, 11ppl,, D. 60 57PSF b,stallatlrn 6 bre.• of trusses. R seal m tlYs droFll or cover WW IlstlnB tlYs 6arlN. l tes a tarce of P Feo 1 DURF .L25r1.33 1.15 1.15 11+37231RivrMcMD&a °^a1C ^�°nstllty .alelr fo- floe ae:lon sM.n TM aWmmRr clef uR oe Mis "rosy, Fo- anY strur.+v'e is the resPons6YllY of Me &JIAp hsipnr pm N6VIPt I Sect \\Suile\200 k\MarylancKHeight! M63043 Go- Fore hfoenotk see 4 Job's pen-- —UF pope aM these eeb Moro aPMfl esealflnelts,wV VD vse.tphstoryl nm eeesbtlmNstrY�aeR� Ica .eslcceafemg SPAING 24.0' Pt'l3M78, Yoonhwak Kim, FL PE #86367 . ,. a VALLEY FRAMING & BRACING DETAIL I R Lumber Size and Grade Minumum Reauirements -ASCE 7.05, 140 mph, Encloses, c T ll,.xp o, r-♦.v, naa=a.v -Or A Maximum of ASCE 7.10, 180 mph, Enclosed, Exp D, I(st=1.0 ..N.b41ri. KA➢ MD fiL1IIJ N.L tQ1E5 lxl Dorf pQAY mctmfxlo sue4s8 TIR IYAYde m sLl CLVIN[tOAS ptYlIllp6 tsc toun po.�.m W trale.}[ 16M-z _, rR'fw'L-T-77fi7 tW891atelnnlDme For ..Y Eafltr City. W M5 a .....x.x a,.. .......a....t,,.r.�.., . u Gr ➢x_ msu not e. rtsp.r.kxa for or, "ft. pus kh combrnvice .ah axtlR l 1..r far hvdkp, snq "t tH[ Ja.kY. k�ia4a oevpeo.v of r.<f..daol ..s�yi .m.n m. ertwakr e.m m er vn ee.r�p a tub =j= p.r araTnpl t --• H. No.70861 STATE OF iQ :c. OR% 0-6 ��'F� S/ONnL VA 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 gored between rows. TYp) innection Requirement Notes 2x6 rafters to ridge 4 16d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails ('t) 816d face -nails Rafter to sleeper or blocking 536d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Pullin to(Typ) 316d toe -nails Truss W 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"x3.5") COMMON NAILS TC LL 20 30 40 54 REF VALLEY TC DL 10 20 7 7 DATE 10/01/ BC DL 0 0 0 0 DRWG VACN BC LL 0 0 0 0 TOT. LD.30 50 47 61 FAC. 1.25/1.15 NG SEE ABOVE