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HomeMy WebLinkAboutRevision; Engineering PackageBuilder: Project: Model/Building: Lot Alt: Lot: Address: JobNurnber: Revision Date: ENGINEERING PACKAGE D.R.HORTON / BREVAR_ D 7A5 CREEKSIDE 175EA 57 Block: Unit: 3210 TRINITY CIRCLE N372962 ____ ..._.............. _.. New Load #: RF01 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPINE March 13,2019 Awiwc�w Mr. Bob. Michaelis Ca�rp&nter Cbritraotatis of America, Inc. 3900 Avenue G, Northwest Winter Haven, ;FL 33880-6201 1 Re: Alternative installations for 6 single ply carried truss with a width Jess than this-hangpr width,,and . woodblo'cking to achieve full design lopd'valuefor face I -.mounted. . hangera . ac hment *on a one ply supporting girder (Reference detail WA37-02). 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 blocking. . The chord sizes;, chord.,grades, and Alpine connectorplate(s) to be the. same as the single ply carried truss. The prefabricated jack scab truss(*):will have a minimum Jength of 4V'and will have a minimum pitch of 5 . I . 1 2, The single ply carried ;truss shall have a reaction of 3,506i or less. Attach prefabrJcated.jack:scab,trPss with"two (2) rows of 0.1 28px3.0" GCm Nails at2" O.C., per row, staggered 1" (See Figure I below). Pl6asbrefer t6the Simpson Strong -Tie Catalog C-0 2019, patgp216 Figure:3 for more information, A Figure -I Fora single- ply,,girder that requires Wood blocking to.achievelfull desligh load value for face -Mounted hangersattachone wood block(*.) to the back face of the singlePly girder with the tame size and grade as the bottom chord. of the single -ply girder. The: wood block length to be such thatthewood blocking extends to each adjacent panel Points (webs.and bottom chord intersections); Attach wood. block (*)-N*th 66(2) rows of O'A 2T x1ff Gun Nails at.O" P.'d..perrow, staggered 3.0" applied to the 675O Form Drive Suite 305, Orlando, FL 32821 - (8Q0) 62i-910.6 ­(80),VM685 www.alpineitmoom W;, ALPINE single ply girder face, with an additional (20) 0.128"x3.0"-Gun:NaiIs at each panel paint'applied . tothe, Wood block.face See Figure 2 below). - Please r6fet to the'Simpson S'tfohgwTie-Catalog C-C-20.19, i page 216, Rgu*re I for more Information. Figure 21' The application of prefabricated jack scab truss for Wood fill6r:blocking* wood blocking to achieve full design load value for face -mounted hangers, must beapproved by the hardware manufacturer. All edge and end distances, and spoiffigif , or all nail connections must be sufficient to prevent,splitting of Wood. If I can.be, of any further assistance. or if You have any-cluestionsi please7give me a call. No. M001 STATE dF William K. Krick-P.E. Chief Engineer ,Alpin,e an IT)N Company Engineering Pqpartment Orlando, FL 6750 Forum Drive. SM6 306,:Orlandb,. FI, 32821 - (.800) Z21-9790 - (863) 422-8685 Ww.w.a0ineitwxurn April 26`, 2019 Mr. Bob Michaelis. Carpenter Contractors of America, Inc. 390D Avenue G, Northwest Winter Haven, FL 33880-6201 Dear. Bob, Re' Strongback bridging on 'roof trusses. I understand there is some -concern over our recommendati6ng 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 (66SO. But strongback bridging* . on roof trusses is recommended -by Carophter Contractors of. America. -Strongback bridging serves the: following two functions: One, bridging aligns the bottom chords after they are. set !so- they are pniform, along the ceiling line and h;lps.-widiceiling serviceability Two; bridging reduces relative d6flecti6n6fadizid6nt-truss6s.: Str,o.ngback bridging does noVpreVent or reduce overall individual deflection, especially any roof Viisses, inch. Strongback bridging in roof. trusses does not serve as temporaryor permanent bracing .and is not intended to .distribute or .share design loads beWeen trusses. Consequently, no design loads. have been accounted for With thig.detail and continuous strohgback.bridgingshould not be:attached between comnjon and girder trusses. The. use :of strongback bridging; shall n.ot.interfere With other design considerations as specified by the Engineerof Record or thei Building: Designer. The outer ends of the strongback bridging shall be attached. -to a wall or another secure end restraint, of a.s.specifledt.y the Engineer of Record orthd BLiildin0.D6sJjijner. Strorigback bridging shall be minimum of 2x6 nominal lurnber oriented with the depth vertical. Attach with (3)16d common pails (0A62N3:5*) pails at, each intersecting member. When extending the strongback bridging overlap by at a.minimum of two trusses. The ilocation of the. strongback bridging maybe specified �by the Truss Manufacturer, Engineer of Record, or Building De§igrier.'Please ref6r to BCSI "Strong . backing PrpvisioW or - to Adpine:$TKBRJORI.014 detail for more information. The gr-apfiic i shoWh (Figure-1) isfor g.enenc iilu§t rative purpose only.. 6780 Forum Drive Suite 305, Orlando, FL 32821 - (800) 521-9790 - (863) 422-8685 VMwalpineiWcom ALPINE lxw! UL lil11L k.ly . I : 0) Of T. s "lat ID. st;oleI Figure 1. If I can be of any further assistance or'if you have any questions; pl.easez give me a calL I Williahh.H..Krick P.E. ChiefEngineer Afpjr,je an ITW:Co.mpany Engineering'D60irtmefit Orlandq, FL V& 21 6760 - Forum Drive Suite-305, Orlando; FL 32821 ; (800) 521-9.790 - (893).4224685 Www;alpirieitW.cdrn 110, zi 6 NOTE( D2tails ;I and 2 are -M a RECOM methods to TIONIS 1w- Alt scab -.on blocks shall, be a minimum. �2'x4 'stress graded lumber,' t:-All. stnonqbacl bridging and bracing shall .be''.a. minimum 2;.6 'stress,' graded lumber! Im-The purpose of strongback bridging is. to develop load sharing between indlViduo.4, trusses, resulting In an :byeral( Increase In the stiffness-.:oP the. floor system. 2x6 Strongback brIqgInM positioned ;asshbwn In details, Is recommended at 10' =0' D.C. (Max'> im—The terms. 'bridging' and "brdcihb' are sometimes mistakenly .used Interchangeably. 'Bracing' IS. pn Important' structural requirement of any. floor or roof system. Refer to the : Truss. Design Drawing (TDD) for the; bracing rL�qulr'ements for each Individual component. Bridging,,' particularly 'strongbackbridging" is a recommendation for a -truss system to help control vibration. In: addition to aid1ho—In the dIstrIbution of. point loads betWeeh adjacent truss, strongback bridging, serves to: reduce 'bounce.' or resl,clual vlbtation.resulting, from moving point loads, such as footsteps, The performance of all floor systems are- enhanced- by. the Installation of s+rongback bridging and therefore Isstrongly recommended by Alpine. For additional ' I7t nformation regardIng srongbQqk brIdgIng, refer to BICSI (BuILdIng. Component Safety Information). V T L PSF DLL - No. 70861. ' .. A Z. PSF ' �FA 4C HL PSF I Yq.fLL --PSF ETAI'm). PSF •J pAL,LE'F� 17F-G4k�BT�FUsrION THAR 500# ARR TR BC Rf,ACEO .i IS'AE4lftFtCO: ' M..�Rf'{C.�NTNA'f�G • L,RAt1;;AU.�:�'f �;�UI?E?�'� MA-'EFMAL. WETs6•ITWO WR.E OhF FggpA. )aRTAi�.. ,qq:'.iLpTIN I ARPO: Ff7A..L..4i�#OE.R 'PLATES AND. A i1147 9Hgwr( H AE.9: •can is' �Nvr� s�ca �,a I,AT�tin�",df� t�e4F 14A ;' psi/TN'�ie LC 7 .. WAk Lz AftO-i Mover. n BYT H� C41N SlAcTas:"ttRlLiAl ;.EpsCJ'513:inye'X .. aiJBFIQri=fJi�i1aL E!`1T:' 3b QQSi� tJ. RE , • J _ 0 lJi'f�l:!N IJE F1 RUStE L! Cracked or Broken This drawing specifies repairs for a trues with broken chard or web member. This design Is valid andyy for sin le ply trusses with 2x4 or 2x6 broken members. No more ttan 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) - Minimum nailing distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and speales as damaged member. Applyy one scab per face, MPnlmum side member lengths) = (2)(L) + (B) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' o.c., rows staggered, Nall Into 2x6 members using three C3) rows at 4' o.c„ rows staggered, Nall using JOB box or gun nails 0.128'0', min) Into earth Mde member. The maximum permitted lumber grade for -use with this detail Is limited to Visual grade Nl and MSR'Drade 1650f, This repair detail may be used for broken connector plate at mid -panel splices. This repair detail ma not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tle-In loads. S. L L 4' a.0 �Typlcal i' + 0 + o + 0 + 0 O + O + O + 0 + ' Stagger + = Back Face lloci Box (0.128' x 3', min) Nallsl o= Front Face aY� Opember - mhor - DOI f, Pow wStnooerei 1\MLI JA6tNF9 AN RW COMPANY UM C� NA 03045 Detail, meqn e'r"Vx Member Repair Detall Load Duration = 07 Member forces may be Increased for Duration of Load Maximum Member Axial Force . MemberE Size L SPF-C HF DF-L SYP Web Only 2x4 12, 620# 635# 730# 800# Web Only :. 2x4 18, 975# 1055# 1295# 14150 Web or Chord 2x4 24' 97544 1055# 1495# 1745# Web or Chord 2x6 1465# 1585# 2245# 2620# Web or Chord 2x4 30' 1910# 19600 1 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 247041 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 2975# 3045# 3505# 3835# Web or Chord 2x6 43950 4500# 52254 5725# Web or Chord 2x4 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# L"-' 1 i L Dhtets� D N.L wra ON MIS DPAMM Ca RAMCD6 IOM1e0 VIC I9STNLLR3, Mhhw L Dktoro a L L MEMBER REPAIR 24,0' MAX �s 9T'T/SC[ ,iq 4* 09 0 0 0' t, a o.2 49 OY OE. b0ij ',L.J; 0 '[Q �;E QT as Z),i P.v IT I; BTMJN-5 a)M8a j,T/Woi 'aava Lt:} 'FItlQ_ 4z,! 1 JF 's)1¢U-Aoxp9T b - Jas)eFgl we?WJsl14] 'ET s' 4"Ol p9SE .Ulpdd oJpldglb+ .LT. ?frtPO")59I4 aldtll)g 09 ssiVL 'II'. ll(N.P Azt, 'altldPY!Pl.scnjl •OT. Slfo!!•�oi'p9i.b $g1H�g14,eyssNl: 'b' 'rpao-aoJ.y9i£ 'NJl of Pumd• •9 -Ifp1F='+P3'P91C4 sxwrva wbq.aePLH- 'L' s0.?o-a PST AIM Jaos MPseoq,agpw; •9. srmovadaals gseb'a9eutpW P9T E 45m). N Awl 4ueUORMP9.15 wwplJ,•tms. 's sUIIL ; PST 17 •s+adaalr 9n0*3'ol,4allpy sJieuao%p9T5 BUplggg4qqp.dael$p,}.larysd y speuaqe; p91 B (...) slleu'aoi,p9T4. t?lJK;?l:al??N] 'T sllcuaoly9T4 :aAJ!IdPxdlddls? Z flleP?pJ.P9i b. a9plra;TJas)BJ-9?L 'j Be 6] UDjthu.410 fdssl 'sma d"BenAg lbfi, we sdopaooJ olddpalaq{ ospPnp,9 vtPP1i" B..t n},P N:4�IN+?� Lq wadaols•s9 sAaI1Pa eql WCJJ 4u1ptl3,iteJ yose;Io).4�APoa.�lei AM (CID)w (jL Pus (ll)isd o£•j?L.;,O-,b.§altldV aao)a rJaa�va Aanvn '. . ONJWb'8d A3liVn 2l3aNf153it8'L 3STIN1 4;�B0L.'op} I aim mml o'TtJ= a ;�gbI b "), ".�PR+916+�1e1h`ollend W), r IL girim son•Strong TiXV? ood Construction Connectors a- .a cep_ Face-Mount Hangers - 1-Joists, Glulam and SCL SIMPSON !% p is Z) These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. 91 0 0 *9 Actual Joist Size " ' i Model No. Carried "Member ,. Dimensions "<.(ml _.�1 ''Min:/ : -:,• Fasteners � ) (in. Allawable Loads .. ".. Code Ref: s �' _ Web Stiff (' W H _ "7dax. B .M Face _. Joist m OF/SP Species Header SPF/HF Species Header ' Uplift (160)-=(100) Floor Snow.; (115): Hoof (125) Floor (100);i }Snow Roof IUS2.56/16 . - 2sh.. 16 2 Min. (14)0.148x3 - - 70 1,660 1,805 1,805 1,425 111,555 1,555 Max. (16)0.148 x3 - 70 1,805 1,805 1,805 1,555 1,555 1,555 2'h x 16 MIU2.56/16 - N6 15'As 2'h - (24)(1,16201h (2) 0.148 x 11h 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 ✓ 29/,6 I 101h 2 - (16) 0.162 x 31/z" (6) 0.148 x 11h" 970 1,945 2,205 2,375 1,675 1.895 2,045 HU316 / HUC316 • 2aA6 141h 21h- (20) 0.162 x 31h (8) 0.148 x 11h 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, MIU2.56118 - 21A6 17;Ss 2'h - (26) 0.162 _%3'h (2) 0.148 x 1'h 230 3,745 4,045' 4,045 3 220j 3,48013,480 LA 21h x 16 HU318 /+iUG316 ✓ � 2'Sa i i' "14'h 21h ,= (20) 0162 x3 ,(8) 0,148 x 11IN 1515' 2,975' 3,3601'.3 61 W 2.56512"895 3,110 2'h x 20 MIU2.56/20 - 29A6 19346 2'h - (28) 0.162 x 31h (2) 0.148 x 1112 230 14,030 4,060 4,060 3,465 3,495 3,495 2'hx 22 to26, ; MIU2.56/20 ✓ 2,§56! 19346 2Ya.. - (28) Q.162 x 31h ?14 (2) 0.148 x 11h 230 4.030 4,060" t 4.060� - 4 3,465:3,495 3,495 2•/ie x 91/4 to 26 2%" wide joists use the same hangers as 2'h" wide joists and have the same bads. MR13.12/9 1 31A 1 9'A6 j2'h• - (16)0.162x31h (2)0.148x1'h 230 2305 Z615y2,82011,98012,245 2,425 3x9'h+..HU210-2/HUC2i0-2 ..... ', _ �.. ✓ 3�i �814'+6 21h,Max, (18},0,162=x.31h ... "-(10)Ai148 x.3 x ... ^'„7S5 2.680'§.020.3;250 2,305;�2,605 2,800 IBC, MIU3.12/11 1- 31/.1 11'h 21h - (20) 0.162 x 31h (2) 0.148 x 1'h 230 2,880 3,135 3,135 2,475 2.695 2,695 FL, 3 x 11 % HU212-2 / HUC212-2 ✓ 31A 10%. 21h Max. (22)0.162x3'h (10)O.l48x3 1,795 3,275 3,695 3,970 2,820 3,180 3,425 HU3.2512/HUC3.25/12 ;• K% 113/4 21h - (24)0.162x 3'h-,. (12)0.148x3 1,7-05 3,570'4,0304,335 3075):3470 3,735 HU3.25/I / HUC3.25/16 1' 31bk tt 131346 ".'Min. 21h (20)0.162:x3'h (8)0.148x3 1,515 2975' 3.3663,610' 2,560 I2,890(3,105" _ Max. (26)0.162X 31h (12)6.148x3 7n5 3870 4,3654,695j 3,330113755f4,040 31A:94lam HUCO210-2-SDS 31/s 9 3 - (12)%f x2'/r SDS (6)'/P.x 21h°SDS 431y' 4315 4375(4.^415I3.600!,.-1770 3;770 FL HGUS3.25l10; "' 31/4 Beh " '4 (46)0.162i$3°/a (16}0162x3'h; 4,095 9,104 9,I 07 '9,100 r7825. s7,825 7.825 IBC, ' HGUS3.25/12 3'/4 � .104 4 - (56) 0.162 x3'h (20) 0.162 x 31h ' 5,040 9,460 9,400 9.400 8,08518,085 8;085 FL 'LGU325 SDS' "� } 314 ..8 tO30 4'h - (16)'/4: x 2'h" SDS (12)1/41 X2'h" SDS 5,555 6,720 7,310 7310 4,84015.265 15xi5 HHUS46 - 3% 51h 3 - (14)0.162 x3'h (6)0.162 x 31h 1,320 2,785 3,155 3,405 2,395 2,715 2,930 31hx51/4 HGUS46 - 35/. 4rAs 4 - (20) 0.162 x 31h (8) 0.162 x 31h 2,155 4,360 4,885 5,230 3,750 4,200 4,500 HUS48 '• •" - 3%6 6134e 2 - (6)0.162 X31h (6)0.162 x 31h 1.k0 1,595 1.815 1,966 1,365 1,555 1,680 31h x,7V4 HHUS48 - 35% N - 3 - (22j OJ62:X31h (8)0.162x 31h 1.,789 4210 4,77015,140 3,615.i 4,095 4,415 ., "HGUS48 -. - • •: - 335{7ka , .,4 ;:,-. (36),0162'3'h (72)0U62X3'h, 3,235 7460 7,460; 74606,415'.6,415 6,415 IUS3.56/9.5 - 9'h 2 - (10)0.148 x3 - 70 11185 1,345 1,455 1.020 1.160 1,250 MIU3.56/9 - 43% 8135a 2'h - (16) 0.162 x 3'h (2) 0.148 x 1 % 210 2,305 2,615 2.820 1,980 2,245 2,425 U410 ✓ 83A 2 - (14)0.162 x3'h (6)0.148x3 970 2,015 2.285 2,465 1,735 1,965 2,120 HUS410 - 39A6 81316 2 - (8)0.162 x 31h (8)0.162x 31h 2,990 2,125 2,420 2,615 1,820 2.070 2,240 31/zx 9'h HHU5410 HU410/HUC410 - ✓ 36/a 3' 9 Fah 3 21h - - (30)0.162 x 31h (36) 0.162 x 31h(12) (10) 0162 x 31h 0.162 x 31h 3,565 3,235 5,635 7.460 6,380(6,445 7,460 7,460 4,845 6,415 5,486 6,415 5,545 6,415 HUCQ410-SDS - 3% 9 3 - (12) %" x 21h" SDS (6)'/4' x21/a°SDS 2,265 4,500 4,500 4,500 3,240 3,240 3,240 HGUS410 - 3% 9%. 4 - (46)0.162 x31h (16)0.162 x 31h 4,095 9,100 9,100 9,100 7,825 7,825 7,825 13C, LGU3.63-SDS - 3% 8 to 30 4'h - (16)'/° x 2'h" SDS (12)'/° x 21h" SDS 5,555 6,720 6,720 6.720 4,840 4.840 4,840 LA MGU3.63-SDS - 35A 91/ to 30 4'h - (24)'/° x 21h° SDS (16)1/4" x 21h" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6.805 .' IUS3.56111.88-" i•` - 8sh '71h'/a 2 -` (12)0.148x3 •'' '- 7(#7'7420.1,615 1,745 122011,390 i,4851 MIU3.56/11 - 3%6 11'1 21z - (20)0.162 z31h (2)0.148 x 11h 210 2,880 3.135 3,135'2475i. 2,695'}2,695 U414 •" •"• ✓ )3'4a �' 10 2' - (16)0,162x 3'1h (6).0.148 x3 ' 970 2,305. 2,615 2,820 1,98012.2452,425 = HHUS410 {33%�. 9 3 - (30)0.162X 31h (10)0:162x3^h a,36a 5635 6,380 6,445 4,845, 5,486 5,545 HUS412 - N '101h 2 - (10)0.162x_11h (10)0.16201,h 8,4 2,660 3,0251t3,26512,275' 2,590 2,795 31h X117h HU412/.HUC412' - •' 3%. 1n, 2'h: ' Min. (16)0.162.x3'h (6)0.148.x3 1,135 2,380: 2,685 2,890 2,050 2,31512.490 Max. (22) 0.162 x3'h (10) 0.148 x 3 %7S5 3,1275 3.695 3,970 2,820 3,180; 3,425 -HUCQ412-SDS - 36A6., 11 - "- (14)%"x21h9SDS (8)Y4 %x2'/e'SDS 9-ofl-5,045(.�'o-,W5.10451.?b3P1436303.080, HGUS412 •` 335'. 10'A6 -0 (S6j 0.162x3'h (20)-0:1fi2x3'h 5,040 9,400 9,40019,400 6,085!8,OB5'8,085 LGU3.63-SDS - •- 335I 8to 30 41h - (16)7/.°x21h'SDS (12)1A•x 2'1N SDS 5,555 6726 6,72016,72014,840. 4,840 4,840 MGU3S3-SDS1 •' •i - j35A 1.9Y4 to 30 41'A DS (16, 1/4 2'h"SDS 7,260 9,45D 9,45019,450?6,805'. 6,BD5 61605 BGU3.3-SDS ' - -11'30 1,-24/ 4h -A 6s2'h''SDS (24)'W'X2'h"SDS RAI&O' 13160 475.:9,475 9,475' 46 See footnotes on p.150. SIMPSON THA/THAC Adjustable Truss Hangers This product is preferable to similarconnectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustabifity and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2z-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMW coating. See Corrosion Information, pp. 13-15. Installation: • Use all specked fasteners; sea 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/: from the edge of the top -flange members. For the THA29, nails used forjoist attachment must be driven at an angle so that they penetrate through the comer of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face 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 nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, 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 filed to achieve uplift bads. Options: • THA hangers available with the header flanges turned in for 35/e" (except THA413) and larger, with no bad reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart I6THAC422 0 THA418 Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of header. Double -Shear Double- r` Dome Double -Shear SNAnVg, ew; i Shear , '' Nailing Slde View ide Vii Nailing Do not (Available on ! Top Vim bend I �, some models) Double4x2- 2farsnalls Use full table value rt„t,n Single S1 nailer double shear nailing tabs and install rails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation Referto footnote 5 on g.187 Typical THA29 Top Flange Installation 86 " . . ,. $�mpson;Strong''Tie�Wood•Construction.Connectors SIMPSON THA/THAC Adjustable Truss Hangers (cont.) D These products are available with additional corrosion protection. For more information, see p.15. M u +'' y , OJim ensrons �: Allowabtetaads„°. Allowable Loads n°No ' 0a To Heade - Fla�ge De�tfi.: °'+CarrylDg Memhe� T NrnedUphtt Eloof Snow '""wand :iHpbft Flaor Snow God ol Ref. " v x _ * �* , { $ ^yFace . Member (•� Top?., .(160} (7p0) ,Zt153 ty f d;; (100)5} - �,( ? r ,- .12Sf7bOJ'1760{ �t251160j , •, Posiafilatrt `� . ? ..'i nr ,aFl�a'tig . 11h -2 (2)0.148x3 (6)0.148 x3 (4)0.148x3 525 1,750 1,750 1,750 450 1,3301,330 1,330 THA29 18 1% 9'tia 5Ye 2'he - (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 "x 3 525 2,610 2,610 2,610 450 1,985 1;985 1,985 ,T#1l+213 1,34is '.S14�}D1A$z:31� :(2)U,1ASz3a THA218 18 1% 173Aa 51h 2 - (4)0148 x3 (2)0148 x3 (4)0.148 x 11h - 1Z60 1460 1,460 - 1,110 1110 1,10 IBC. •�fNA2i 6.2 16,r 'a'>s TI' a,u`$., 2° *"`'40'F62:k3Yx'(2y970 k3'Tz {6)0146x41"-* 1',56a .i"7x ai _ `FI LA THA222-2 16 31/e 223/a 8 2 - (4) 0.162 x 31h (2) 0.762 x 31h (6) 0.148 x 3 - 1,960 1.995 1,995 - 1 490 1,515 1,515 '•;(2'P. 4'14414$X3" THA418 16 3Y. 171A 77h 2 - (4) 0,162 x 31h (2)(3.16201h (6)0.148x3 - 1.960 1,995 1,995 - 1490 1,515 1,515 76 3a 22 71a+'2y"(4Oifa2x3'1:-�2.,jTJ74b2 ,THA422t THA426 14 3a/e 26 7r/e 2 - (4) 0.162 x 31h (4) 0.162 x 3'h (6) 0,162 x 31h - 2,435 2,435 2,435 2,095 2,095 2,095 'fHA422'2 14 7Yn 22c99%_; $12 •*�(4l*0162x3 ;(?I,-01623'h: (fi�1}162 X3h-'_-�' 37390 3330 `3.,3s0 ;' 2865`:,f2y865 2865rt . FL THA426-2 14 7Y4 26'Ae 9Y/ 2 - (4) 0.162 x 3Ye (4) 0.162 x 31h (6) 0.162 x 31h - 3,330 3,330 3,330 - 2,865. 2,8651 2,865It - `.a%e- ount{MaxlnsbllatintnZ ':i THA29 18 1% 9134e 5% - 9% - (16)0.148 x3 (4)0.148x3 525 2,265 2,265 2,265 450 1 1950 1950 1950 (4).074Bk3�u ?Y34n`ta,3.46x"-«,4;Sk `; i3'S GL+xx'Z6't9t?iAS�:I: THA218 18 1 % 1735e 51h - 174,6 - (18)0.148x3 (4) 0.148 x 3 sfi5 2,450 2,450 2,450 735 2105 2105 2105 T11A2i82 76: �3ih flf1hs ."�¢r;. jA;Ae !_ ;(22)ni62x3' (5j 0162x3'h l'I,85" 33.1U ,3a3'#11 294'.: 94,1 2846'.:. IBC, �. +,.x13°yam,:`1595 FL, THA222-2 16 3Ye 228i6 8 - 106 - (22) 0.162 x 3'h (6) 0.162 x 314 1,855 3,310 3,310 3,310. 1,595 2,845 2,845 2,845 LA r7"HA413 rl$.; 3s/e 3335s t4yi.. 13'e'eF ? s.++:.{1A)-0148 x3^; (Af 0#48yX3 tip¢ 3,4,p '1a3:i7 24aJ°d .1a 3T3 tl THA418 16 3a/e 171h 7r/e - 14'he - (22) 0.162 x3h (6) 0.162 x 316 1,855 3,310 3,310 3,310 1595 2,845 2,845' 2,845 TAA422 3% 2Zr °7'!a� e* 14+4a 4 , +.:''; 22)0 62'x31h (6jil 162.x3'h A855 3 ai 3�31f1 ""� ,g �j 1n9b 7�845_ ;I(a, jz THA426 14 3a/e 26 1 7x/e - 16% - (30) 0.162 x 31h(6) 0.162 x 31h 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 � a "`H "�5 47A FLUq ,TFA4222 , ..„+.,1 THA426-2 14 7% 2635e 91/4 - 18 - (38)0.162x31h(6)0.162x3'" 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 (180) is a download rating. 3. Min, top flange refers to the minimum length of strap that must be field -famed over the header. The tabulated bads for the THA29 with 11h" min. top flange are based on a single 2x carrying member; all other top -flange installation bads are based on a minimum 2-fey 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 value 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. 186) and achieve full tabulated top -flange installation loads. S. Refer to installation instructions regarding fastener installation into earned Joist) member. Based on the installation condition, nails will be installed either straight with straighted 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. 18 LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers 7J C 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 -capacity LUS hangers to the highest -rapacity HGUS hangers, feature innovative doublashear nailing that distributes the load through two points on each joist nail for create, 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 ZMAX® coating. See Corrosion Information, pp. 13-15. Installation: • Use all specked 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 Doubh_-Shear Nailing Side V. Do not bend tab DomVie Double -Shear Naiing Slide ew (Available on some models) t°for 2Ks 1'Ae far4KS__ s;. " o 0 C � • H It d W_ B o6 LUS28 Or HHUS210-2 x w'1E�i�, ,• s �Strung�,, MUS28 vy `t 6- �e - 0 `r. 6. HUS210 (HUS26, HUS28, and HHUS similar) GrHGUS28-2 Typical HUS26 Installation with Reduced Heel Height (mu@iole member fastening by Designer) 19 LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers (cont.) Modal , Min: Heel . Helgnt,: • a , �Ga, ,: Dimensions (in.) Fasteners . • i , W, wH`r'�' a B ... Carrying '. Member •, Carried m Metiec Single 2x Sizes LUS24 24. 18 195s 3% 13'i (4)0148 x3 { (210148x3, LUS26 4% 1% 43S 13L _ (4)0.148xi3 (4)0.148:x3 MUS26 41%. 18 191s 53S6 2 (6) 0.1480 3 3 (6) 0.1480 HUS26 451. 16 155 536 3 (14) 0.162 x 3rh (6) 0.162 x 3'h HGUS26 06 12 15/e ` i538 ( 5 (20)0.162 z3Y (8) 0:162 x:3'h:' LUS28 434s 18 19ie :: 6§a' 1135 (6)0.148X3_ (4)0.148'x:3 MUS28 65f6 18 1 A6 6Te 2 (8) 0.148 x 3 (8) 0.148x3 HUS28 6�h 16 1% 7 3 (22)0.162x3'h (8)0.162 x3Yz HGUS28 6% 12 1% 7Ye 5 (36)0.162 x 3rh (12)0.162 x 3% LUS210:"' 4�/a'',°18 T94c :7 s, 1x1."� {810'148x3 -(4)OJ48x:3-'- Ht15210; vA. n _ 16 19 :� 9 .1 3 ,.(30)01G2xU2, (10)0162x3'/i--1 HGUS210' 69is" `12 15/e:'9"% 5 (46)0.762x3'Iz. (36)0.162x3'h' 1. See table below for allowable bads. These products are available with additional corrosion protection. For more information, see p. 15. ® For stainless -steel fasteners, see p. 21. Many of these products are approved for installation ®1 with Strong -Drive° SD Connector screws. See pp. 335-337 for more information. DF Allowable Leads SP'Alidwable':Leads SPF/HF Allowable Loads " Code... Model No. ::`.- UpiiN1 _ ."__ Floor Snow:- (115}< Roof t-(125) Wind (160) Uplittl , (160) .: Floor (100) Snow Roof (175) , (125) " Wind , (760) Upliftl (160) ., Floor (700} Snow (115) Roof (125) ,, Wind (160) Ref... Single 2x Sizes LUS24; , b70' 766:=•:. S20 , 1,045' "»35 ;, 725 825;= =890 1720 360 ". ;_ 495, ;565 1 605, . 770. LUS26 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, MUS28, :.. 1,295 1480; 1,560 ;,.5150 .93C 1,405 -1560 1,360 1;550 al ;; 955 LA HUS26 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 HGUS26-4;340 F11,;3320 4,650' 5,176 5,390 3575 4,690' 5,220 5,390 :5,390 78D 3,225 1 3;610 3,870 ,3,985 IBC, FL LUS28 1,100 1,260 1,350 1,725 1165 1195 1,360 1,465 1,730 865 810 925 1,000 1,270 MUS2B 1,730 1,975, 2,125 2,255 1,320 1,875 2,135 2,255 2.255 .1,150 1,2701 1.455 1,575 1,955 , , LAHUS28 4,095 4,095 4,095 4,095 1,760 4,095 4,095 4,095 4,095 1,460 3,520 3,520 3,520 3,520 HGUS28 "275 7,275 7,275 7,275 i,550"' 7,275 7,275 7,275 7,275. 1,325 3wb70 3,820 3,915 4,250 IBC, FL LUS210 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, HUS2,10 pic3S :5,450 5,785. , Sd30 5'S30 .,',£35 5,395 57r't0 5,660 .5mb 2.220. 2,33,i 2455. 2,535 2825 LA HGUS210 2,090 9,100 1 9.100 9.100 1 9.100 1 2,090 9,1001 9,100 9,100 9,100 1,5»5 6,34^v 6,730 6,730 G,730 IBC, FL 1. For dimensions and fastener Information, see 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 load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 b. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable bads are HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 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 out 0.85 of table bad 0.41 of table load 2" < W < 6" Square out 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load Acute 'side opeary angic Top View HHUS Hanger Skewed Right (foist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 94 `Si -meson strong Tie Construction Co rump fois,,' SIMPSON These products are available with For stainless Many of these products are approved for installation 10 additional corrosion protection. © steel fasteners, ®1 with Strong -Drive° SD Connector screws. For more information, see p. 15. see p.21. See pp. 335-337 for more information. LSS l MHoel Mm Dimensions(m) Fasteners (In)' DF/SPAgowable Loads '. SPF/HFAIIowable Loads ^ "Keel Ga,, .- .,, "Nt „H 6 _ - Carrying = ;.,, Corned , d'�', Member„ Membeg' ° . .Uplift`. (160)' Floor) (100},"r(7151;, Snow, Roof l (125)' Wmd (Y60) .Uplift, (160)"(100) Floor' 6nOw:, (tYS) Roof S(125), W(ntl (160): -.,R`e( Double 2x Sizes :. LUS24-2 �2% 18 3sk 31h 2'^ (4)6.162 x3/V' (2)0.162x IYh 4J6 1 800' 905 1 980 11,2451 355 '. 690, 780 845 1,070, -WS26-2,4151, 18 31A CA 2 (4)0.162x31,, (4)0162 x31hi „EBG 1,03011,170 11,265"1,595 1 910: 885 -1,0051,090 1,370' HHUS26-2 4546 14 3546 53l 3 (14)0.162 x 31h (6)0.162 x31h 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 4% 12 351s 57Rs 4 (20)0162 x 31h (8)0.162 x 31/2 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 LUS26-2 ' }:,434s 18 3 � .7 ' 2 ' .(6)0162x 3'h (4)0,162,x3T. :,G6a 1,315; 1,490 1610; 2,030 910;; 1,130 1,280-.1,385 �1,745.; IBC, FL, HHUS26-2, 6%7 14 3�is 7% 3 :,(22)0.1620'h (8)0162x3lb, i76D 4,265 4,810 5,155; 6,980 1,515'j.3,670 4135!.4,435 5,145i LA „HGUS28-2 r6v,4s 12 354s,.776 4-.(36}O.lfi2X3 ' r(12) 0.162 x3'h: 3,235, ?,4607,460 7,460�7,460`+f2;780?'6,415 6,415: 6,415 6,415, LUS210.2 634s 18 31h 9 2 (8) 0.162 x 31/2 (6) 0.162 x31/2 1,445 1,830 2,075 2,245 2,830 1,245 1,575 1,785 1,930 2,435 HHUS210-2 835 14 3% 87Aa 3 0010.162 x 31h (10)0.162x 3'h 3,550 5,705 6,435 6,485 6,485 3,335 4,905 5,340 5060 5,190 HGUS210-2 854s 12 354s 934s 4 (46)0.162 x 31h (16)0.162 x31/z 4,095 9.100 9.100 9,100 9,100 3,520 7,460 7,825 1 7,825 7,825 Triple 2x Sizes HGUS263-1i,:4916 12 41'$s 51h, 4 (20)0162 x3Y2 (8)0.162 x31/2 2155 4,340:' 4,850 5,17' 5,575 1,855`':. 3,730 4,170> 4,445 4;795 IBC, FL, HGUS283 -6% 12 4156 7'/, 4 ' (36)0.162 z31k (12)0.162x31/z 3,235 7.460' 7.460 7.460' 7,460 2,780'. 6.415 6,415`- 6,415 6,415• LA HHUS210-3 8% 14 0% 87e 3 (30) 0.162 x 3% (10) 0.162 x 3'h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 8141. 12 4151, 9% 4 (46)0.162 x31h (16)0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 ;HGUS212.3 : 1©V. 12, 4155s 1035 4- ,.(56) 0.162x31/2 (20)0.162z37h` sm5, 9;(m, 9.245 944.5; 90Aq 4;90¢ 7,780 7,280.i 7,780 -7780 IBL,AFL, "HGUS214-3 125.6 41546 323'4 'A (66}0,162r,3'h�. 122)0162.x3Yi 5,695 10,125 110125 10,,125 10,14 4,9goi 8,190 8,790-48,190 8190- _2L Quadruple 2x Sizes HGUS26.4 •'" 5'h 12 .J 6%i 16316 4 `. (20) 0:162x 3'k '', 8) 0.162 %3'/2i' 2,155 '4,340) �4,850' S,170o 5,575 1,855'; 3,730 4,170 -4445 4'795_ IBC FL, HGUS28-4 7'h (12)0.162x3'h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 83f (30)0.162 z 3'h (10)0.162 x3'h 3,405 5.630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FLHGUS210'-4 91/. 126'11� +73A64(36)0.162x3'fi (46) 0.162x 31h '(16) 0.162 x3'h 4,095 9.106 9J00 9,100 9100 3,520HGUS212-4 '10% (56)0.162 x 3k (20)WU x3k 5,695 9D-5 9,045 9m 904, 4<p00 7780 7{8G1 7,780 7;T8(F IBC, FL, LA HGUS214-4 '.' 121A (66) 0162 x3i1h'(22) 0.162 x 3'h $695 1012510,72510,12510125 4,900` 8,710 8,710'" 8,710 8,710 4x Sizes LHS46, =#34 18 3§S6 Ali 2 {4)0.162)(W''(4) 0162X3hl 1,0E0 1030;. TJ70 11'265. 7595 919'-885 1,005; 1090 1,370 IBC, FL HGUS46 ,:, ,'•y?hs" ,12 J, 35a,476 4 (29)0162-x,3. (8)0162x3 2,1554;34D.14,359 5,170.5$7_'lg$55-3,730 ,4„170.'4,445 4,795; HHUS46 " "A46 1 14 `3 :5�As ^ 3 il4)0'IBfi31h.'(6) 6162x31h f,;72b 2,83©s!-,196, 3,415; 4,"50 1rt13'a f2.435 ,2�745,. 2,935 3,655 LUS48 4% 18 3sAs 63'4 2 (6)0.162 x 31h (4)0.162 x 3'h 1,060 1,315 1,490 1,610 2,030 910 1.130 1,280 1.385 1,745 IBC, FL, HUS48 6'h 14 3946 7 2 (6)0.162 x 31h (6)0.162 x3'f2 1.320 1,580 1,790 1,930 2,415 1135 1,360 1,540 1,660 2,075 LA HHUS48 6'h 14 3% 71h 3 (22)0.162 x 3'h (8)0.162 x 31h 1,760 4,265 4,810 5,155 5,980 1515 3,670 4.135 4.435 5,145 HGUS48 674. 12 3% 71Fs 4 (36)0.162 x 3'h (12)0.162 x 3'h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 'WS410 i,� 6'/. 18 ^ -345s' 83: 2 (8)1162 x31/2 (6) 0,162 x314. 1,445 1,930 2,075 2,245 2,830` Y,245: 1,575 1,785' 1,930 2,435 HHUS410 8% :.._. 14 3% .. 9 3 016 /2 (10)0162x 31k _ 3.550 5,705' 6,435 6,465' 64?5 3165'. A,905 5;535"5,575 ,5,575s HGUS410 - 78% 12 35ai 914s 4 0.162 x31h, (16)0162k 3Y2 4,095 9,100[ 9,100 9,100E 9,100 3,62e 7,825 7,825, 7,826 7,825, IBC, FL, HGUS412 107hs 12 3% 1076s 4 j(46Y 0.162 x 3'h (20)0.162 x3'h 5,695 9,045 9,045 9,045 9,045 4,900 7,780 7,780 7,780 7,780 HGUS414 1T7/us 12 3sh 127As 4 0.162 x 3'h (22)0.162 x31h 5,695 10,12510,12510,12511195 4,900 8,190 8,190 8,190 8,190 Double 4x Sizes ;HGUS7-37/10,' 87Fs, _12 1 7-A 8'hs ,41t �46)0162'x3Ib (16) 0:162x3'ifc 3,430 9,0959,095-9,0959095' 21950'. 7,620 7,820'. 7,820 1,8201 HGUS7.37112 103is 12 7%- 10346 4 (58)0.162'x3''h ';(20)0.162x3?h 3,835 9,295' 9295 9,295` 9,295 3,300= 7995 Y,995`.'7,995 7,99SJ FL HGUS7.37/14 J 1134s. 12 1 75Ja 112%1 4 J (66)0162 x31k (22)0.162s 31k 5,080 10,50010,500 10500 10,500 4,370; 9030 9,030, 9,030 9,03d 1. Uplift bads have been increased for earthquake or wind loading with no further increase slowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve fug table bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may gml allowable bads in accordance with ANSVI-PI 1-2014. Simpson Strong Tee Connector Selector° software includes the evaluation of cross -grain tension h 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' nails in the header and 0162' x 3%' in the joist, with no bad reduction. With single 2x carrying members, use 0.148' x 11h' nails in the header and 0.148" x 3' in the joist, and reduce the bad to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are Bsted diameter by length. See pp. 21-22 for fastener information. 19 HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable bads (with minimum nailing) apply to heel heights as low as 37A". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/z" max. to allow for greater construction tolerances (maximum gap for standard allowable bads is 'A" 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 specked fasteners; see General Notes • Can be installed filling round holes only or filfng 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 upfft 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 -Drives SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height portable I Many of these products are approved for installation with Strong-Drfve° SD Connector screws. See pp. 335-337 for more information. HTU26 truss and carrying member HTU Installation for Standard Allowable Loads (forth' maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (h7U210 similar) " • ..Model,, No. " '• Min Height Dimensions (in.) _. W "H 8 Fasteners :' Carrying . Member (in.),., Carciedl Member DFISP Allowable Loads - - ,Uplift Fioar Snow '`Roof` Wind-` , (760J. ('f00) (175)-*(125) , (160).: SPFIHFAIIowable Loads ., Uplift Floor Staw. Roof •'Wind (160) (100) (115) , (1257 (160) Code Ref: Single 2x Sizes HT026' - 31li -1% 5346 314 `(20) 0.162 x31Fi (11)0.148 s91h 640 2.670 2,670 1 2670 2,670 550 c580. L6'fi0d 1,680 1;68G HTU26 (Min.) 3%, 1% 57Fe 31h. (20) 0.162 x 31/z (14) 0.148x 11h 1,250 2,940 3.200 ) 3.200 3,200'',I 1.075 L852� 2,015 2,015 2,015. HTU26(Max.) 6'%z 7?A 5'Fs, (20)0,T62 x3'h (20)Qt,A$xt'h ',1,555., 2i940..v.a`20�30, 4010".T3.335 ,2,3§D.. btla. .3;83 .3,45(1� IBC, HTU28(Mln.) 37A 1% 7156 31/z (26)0.162 x 31/i (14)0.148 x 11h 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2.920 2,920 FL, HTU28(Max.) PA 1% 7Re 31h (26)0.162 x 31h (26)0.148 x 1 A 2,020 3,820 4,315 4,655 5,435 1,73-1 3,285 3,770 4,005 4,675 LA HTU210 (Min.) 31h 1 A 9K6 31, ; (32) 0.162x3'h ( (14) 0.148x 11h 1.930 4,303 4 3M '' 4,300 4,30u) 1,145 3 225:, j 3.225 3.225 1 3 i25. `91/4 1% 9Y. 31/1 (32)0,162 x 3� (32)0A48x11/ 3,315 .4,705 53101a,30 , 2850 , 4,565 4,'-i^0 5,155.HTU210(Max Double 2x Sizes HTU26-2jMin) j 3'1e 1,3%'0 576e I 3"h- 20)0,16201h: (14)g0480 1•1,i�75 2940,`�,320��,'S8.0 .3,910: 11,305- 1,850 2,090p.:2;255: 2,465: HTU26-2(Max.) 56 1 346 57m 31h':-(20)0.16201h (20)0.148 z3 2940 $:320 �.s HTU28-2(Min.) 37A 3446 7Yx6 31h (26)0.162z3Fi '14)0.148x3 j 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235L, HTU28-2 (Max.) 71A 3ii 7'As Th (26) 0.162 x 31h (26) 0.148 x 3 3,820 4,315 4,655 5,825 2,995 3,285 710 4,03$ 5�010 LA HTU210-2'(Min.) 37A 35ie 9M6 31h, (32)0.162 x31h (14)0.148x3 1,755 ;1'4705 4815)4,815 4,81511510. 3a530 3,610 3,610 3,610: HTU2102(Max.) 91/4 -3i56 9Yta 31fe' (32)0.162x 3lk (32)0,148 x:3 4;510, 4;705 H,31{! ('5;a3➢ 6,52sr 3535 4,045.. 4,565 4;u3,`, 5685 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Upfdt 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 tA" and 1h•, use the Attemate Allowable Loads. 6. Truss chord oross-grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie Connector Selectors 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 0.14W x 1'h° nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. Kill S imp le i­ sonSironl_g'' W676�,Constructio­n Connectors HTU ....................... ...... ....... ................. ... ......... ... . Face -Mount Truss Hanger (cont.) Many of these products we approved for installation with Strong-Drie® SD Connector screws. See pp. 335--337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member Min. Fasteners (in.) DFISIP'Allowable Loads SPF/hF Anowable Loads Model No. Heel -Height min Carried ------ -7 Uplift,� , floor� Sromr Rout Wind Uplift Floor Snow Robf, Wind" Code -Ref., Member A (160) (160) :(100 �1 2� HTU26 (Min.) 31/. (2) 2A (10)0.162x3lh (14)0.148x1lh 925 1,470 1,6613 1,790 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51h (2) 2A (10)0.162x3lh (20)0.148xllh 1.240 1,470 %B60 1,790 2,220 1065 1,2.65_L1,430 1,540 1,910 IBC. HT1128,(Max.)j 714., [2 2x6 "1620% (20�0 ;(26) 0.148 x 116 1,67P'� i,946' _1,S20 3,20 3,905 1,695 ' 4530 1 2,865 0 1380 3,360 FL-LA �l ��(32 0.148 I �m Nq 4 ?,�401 ,3� 3905 AAN I 'I '2,3,75 _ _ 2,5 k, , 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative Installation is 'An. 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table we fisted diameter by length. San pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) Min. - Dimension �m.) Fastemirs(in.) I DF/SP Allowable Loads VFtHF Allowable Loads Model Heel iq Carrying V ' Carried' ift Floor Snow Roof UPI Wind - 'Uplift "Floor Sfiov�_ Root Wind, Code Ref. Height _ H Mwber,,, Member, :(100) 5 1 J1160), (125)� ( I Single 2x Sizes HTU26 31i 1 % J_53i.� Th j (20) 6.162 x 314, (11),0.148xlih: ek 12"1 go 2 2,%5 �,395 :z3gb 50 1 ,tiita -1,610 i,5143 1,510U HM26 (Min.) 3% 1% 57/, 314 (20)0A62,01h (14)0.148x IM 1.175 -2,940 3,100 3,100 3,100 1,010 1,955 11.955- 1,955 1,955, HTU26 (Max.) 51/. 1'%, 53xd 3 'A OY67162,x 31/2 (20)0.148 X I % 1,215 :2,940 312.E 3,5K 1,850 44390 -2,285 2,285, IBC, HTU28 (Min.) 3% 1 % 714. 3 'k (26) 0.162 x 31/� (14) 0.148 x 1 1h 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, HTU28 (Max.) 7 11A 1 % 7M6 31h (26) 0.162 x 31h (26)0.148x 1112 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3,235 3,490 3,765 LA H111210 (Min.) 37% 1 % 9%s 31h (32.) 0.162,x 31h (14) 0.148 x 1 1h 1,250, 3,600 3.600 3,600 3,600 1,075 2,700 2,700 2,700 2,700, HTU210 (m6q, 91/, 1% 9m, 517i (32)9.162x3lh �2) 0.148 XAA4 3,255, �4,705 5,620 5,020 5,020� 2;800, 3,53011 3,765 1,3,765 1-3,765 Double 2x Sizes 2 (Mfr.!:: SYA , 3 ys 534.-] 3%, ]'�26jOA62 x 314, (14)0.14T 8x- 1,615- 2940- 3VG_ 3,50Q '3.500 1,305 2,2105 2,'205 205 HTU26-2 (Max) 51h '3�, 531. 31h j(20)0.162x31h, (M),9.148xY:1,910 2,940]3,326' 3,500 3.500 1,645 2,205 2,205 HTU28-2 (Min.) 37/a 0.162 x (14) 10.148 x 3 1,490 3.820 3,980 3,980 3,980 1.280 2,985 12-,2052,205 2,985 IBC. FL, HTU28-2 (Max.) 7% 3 1A. 7 Y,. 3% (26)0.16201h 114813 (26) C x - 035 3,820 4.315 4,655 5,520 2,610 �Cl 3�490 4,140 LA 7� �37A ' 3V �3 6'i 43-M,167M6 431h(26) 431h 4 �0,14�i i�t!ix j 4�2'5� 4�,-k5r '1510, 13;190 3,190,, W111210-2 (Max.) 9114 3Y,. 'V., Mh (32) Ol A 662 x 3 1h (32) 0.148 x 3 3,1�55, 4,70!5 5,3l 7- A'. 530 I3,980'4 1. The maximum hanger gap is measured between the joist (or truss) end and the carving member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a downbad rating. 5. For hanger gaps between W and IV, use the Alternate Allowable twos. 6. Truss chord cross -grain tension may limit allowable bads in a000rdance with ANSVFPI 1-2014. Simpson Sbong-Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable leads. 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 I 1h' na[Iss in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. S. Fasteners: Nail dimensions In the table are listed diameter by length. See pp. 21-22 for fastener information. 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 25/,s" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 2-;a° at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4' x 13? Tden 2 screws (Model TTN2-25134H) for concrete and 1W x 23.4" Titan 2 screws (Model TTN2-25234H) for GFCMU. Follow all installation instructions and use the bads from the sawn lumber or E441P sections. Material: 14 gauge Finish: Galvanized; ZMAV and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titan 2 screws. Titen screws for GFCMU (Y4" x 23/4" — Model TTN2-25234H) and for concrete V/4' x 13/4" — Model TTN2-251344 are not provided with the hangers. • Drill the 3/,s -diameter hole to the specified embedment depth plus 112". • Alternatively, drill the 3/ie -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. • Tden Installation Tool Kits are available. They include a 3;6' drill bit and hex -head driver bit (Model TTNT01-RC); a 3/i3' x 41h° drill bit is also available (Model MDB18412). • A minimum edge distance of 11h" and minimum end distance of 3'/d is required as shown in Figure 1 for full uplift bad. • Where no uplift load is required, a minimum end distance of 11h" is permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 ��ron°gie HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 Ct. S31M-" on Strong-T)ee Wood Construction Connectors s r SIMPSON I` HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) M These products are available with additional corrosion protection. For more information, see p. 15. I� I� - Model . Fasteners z- ` - " Alwa`ble Loads (0F7SP) 'a x v Code' ., GFCMU Concrete Standard Concealed GFCMU Titan® 2 .= Concrete t Titan-2 i .., ° Joist .. ... UpIdt (160) .. Down - (1001125) Uplift (160) .::. Down (1001125) Bet HU26 HU26X (4) V4 x 23/4 (4)'/a x 13/2 (2) 0.148 x 11h 335 1,000 335 1,545 H628 HU28X„ ":'_ (6)Y4x2j4` (6)a/.x1l 0' 0:148x1Ih ' -545 - 'Y;500 760" , - Z400: HU24-2 HU024-2 (4)Y4x 23/4 (4)1/4x 13/4 (2)11.148 x3 380 1,000 380 1,545 11U26-2(Mm.) HUC2672 (8)%x234 (8)'14:x IY44 (4) 0.148 X3 '760 2,0D0 160'' ', 3,200 , HU26-2;(Max) '.HUC26 2 4 • r ^ (12),1/4 X2'r.ji,(i2,1,?llx l.`y4x ' ",� (6), 0.146x3 „1yJ35 . -3,00D * HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/e (8) IA x 13'4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUG26-3 (Max.) (12) Y4 x 23'4 (12) Y4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU2&2(Min) ,: HUC28-2'(Min) (19)1/x2-Y. (10)1/4:x.10'< (4).0-148 x3 760 2,500 760 ,3,725' H128°2:(Max) HUC28-2(Max) (14)Y<x 2,: (14)14 x413'. °(6)0,1A8 x'3 i;135 3,500 "1,135 r,.41920, . HU210 HU21OX (8)1/4 x 23/4 (8) Y. x 1 ih (4) 0.148 x 11/2 545 2,000 760 2,415 HU210-2,(Min) tHUC21072(Min.)'-. (14)%x21/, ' 14^14x 13. ( ), (6)0.148x3 1,135 `3y50D 1;135 4,920: HU210-2(Max.) HUC210-2(Max). .. (18)Y4X214 (18)'l4 %li'i'- (10)0.148 x3 a 1;800 4,600 1,800 5;085. HU210-3 (Min.) HU0210-3 (Min.) (14)'/4-x 23/4 (14)'/4 x 1 i5 (6) 0.148 x 3 1,135 3,500. 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)'/4 x 23/4 (18)1114 X 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 •1­10212P a HU212X (10)'/4x 2i4 (10)%x I-Y4 (6)0.148x11h 1,135 2;500 1135 2;665' ° HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23'4 (16)'/4 X 13/4 (6) 0.148 x 3 1,135 4,000 1.135 4.920 HU212-2 (Max.) HUG212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x3 1,350 5,085 1.350 5,085 HU?12-a(Mip),,,..HU0212;3(Mm) ,.,,:Q1)1/4%23':. (16}�4x1;Y, v,(6)9.148x3 1135" =4,OA0 � `,1135 �4,924`:= HUZ12-3.(Max.} HUC212-3(Max.) '. (22)'l4 x 231:'. (22)/,i1'/. (10)0.148x3 t800 5065 1800 _ .5,085 - HU214 HU214X (12)114 x 23/4 (12) %X 1344 (6) 0.148 x 1112 1,135 2,665 1,135 2.665 HU214-2 (Min.) HUC214-2 (Min.) (18)'/4 x 235.. (18) Y4 x 13/4 I(S) 0,148 x 3 1,515 4,500 1,515 51085: . HU214=2{MaX.j, HUC214.211v1aX)„.(??A) Y4X$?li. (24)1 x13,/4 r, '(12) 0:1A8]{.3.T x 2,015 ;, T 5,0851 HU214-3 (Min) HUG214-3 (Min.) (18) Y4 x 23/4 (18)1/. X 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)1/4 x 23/. (24) IA x 1'4 (12) 0.148 x 3 2,015 5,085 2,015 5.085 HU216' HI1216k - (18)114 x 234 (18) Y4X.1 Y4 ' , (B) 0.148 it 1/2 '1,515 2;920 1,515, - 2.920: HU216-2 (Min.) HUC216-2 (Min.) (20)114 x 23/4 (20)114 x 11/4 (8) 0.148 x 3 1.515 4,920 1,515 4,920 HU216-2 (Max.) HUG216-2 (Max.) (26)1/4 x 23/4 (26)1/4 x t 3/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216-3,(Min.) HUC2163(Min) (29),'/4 x2�4 (20),%x13/4 (8)0.148x3 "1;5- -4,920 1,515 4i920 ° HU216-3,(Max,) HU0216-3(Max).. (26)Y4 x 23'i (26)14 x113/4 (12)6.148x3 2015 5,085 _+ 2,015 5,085: ` HU7 (Min.) (Not available) (12)'/4 x 23144 (12)1144 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HO (Max.) (Not available) (16)1/4 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 11h 1,085 3,485 1,085 3,485 HU9 (Min) ' (Not available) ' _ (f8) Y44 x 2.3'4 (18) Ya x 13/, (6) 0.148 x 114 V35 3,280 1,135 3,230 HU9 (Max.) (Not available). (24) Y4 x 23 (24) U..x 73: (10) 0.148 x i'1 1,445 3,735 1,445 ° 3,735 . HUll (Min) (Not available) (22)1/. x 23/ (22)1/4 x 13/4 (6) 0.148 x 1'4 1.135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30) %x 23/4 (30)1/4 x 13/, (10) 0.148 x 114 1,445 3.735 1,445 3,735 H014(Min) (Not available) (29) Y4 x 23/( (28)1/4 x 13/4 (8) 0.148 X i i4 1,515- 3,485 1,515 3,485 HU14(Mat.) (Not available) (36)1/4 x 21.- (36)Y4%d3li (14j 0.148 x 1Ih 2,015 4245 2,015 4,245 38 STAGGER JOINTS - TTP.T RAISED HEEL ROOF TRUSSES LAN �aaaaaaaaaaaaa�uaaaa�aaa�aa�u aaaa■aaaaaaaaaaaaa�aaaaa�aaaa■aaaa�r - UPLIFT/SHEAR ANC _ EACH TRUSS - 5EE PLAN B/6KI�' NOTE: ADVL FRAMING NOT SHOUN FOR CLARTT R415ED HEEL TEM55 BEARING A rcas xrs SKI :IBBCN BOARD- SEE CHEDULE FOR SPACING 4 ASTENING TO TRU55E5 -MASONRT WALL - SEE PLAN ROOF SHEATHING- SEE SOFFIT/FASCIA- SEE RIBBON BOARD -- SEE SCHEDULE FOR SPACING 4 FASTENING TO TRUSSES WALL SHEATHING -SEE PLAN MIN I5/32' COX PLYWOOD OR IW OSB WITH Ed GUN NAILS (0.131'X 21/29 a 6'O.G. TO RIBBON BOARDS DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS BOTTOM CHORD .0 HEEL ROOF TRUSSE5 PLAN UPLIFT/SHEAR `GTP.CEILING- ANCHOR EACH SEE PLAN 4 TRU5S- SEE PLAN SCHEDULE SEE PLAN RA15ED HEEL TRUSS BEARING/ B ecae.xre SKI RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Wlt•165 MPH (2)12d GUN (0.131' X 3') (Veadd26 2X4 5FF2 24, TO EACH TRUSS, (4) ' , NAILS AT JOINTS ENCLOSED WIb160 MPH (2)12d GUN (0.131' X 3) fVaedd35 2X4 5PF2 16, TO EACH TRUSS, (4) EXP. C, ENCLOSED NAILS AT JOINTS 0 S K.1 January 10, 2020 Carpenter .Contractors of America, Inc. 390b Avenue d, NW Winter Haven, Ph-39880-6201 Dear Matt: It., - has come.to my attentionlhatsome qqestionswpKe raised concerning S/8,'diameter holes ,dulled .thru thechoi,ds ,(Wide face) of sys42 gable,en ' d trussestoallow for threaded rods usedfor -"tie downs." If-these.gable ends,are over continuous support with one -face fully'sheathed,aild the holes are drilled about thexenfeTline,of the wide face no close than '4! O.'C"with-ciiit'daiftagingany 'c'onnecto'r''plates,6rvertical,webs then o, .2 nrepair is required. The truss only supports' 'feet -bffloor ,loads ,'diid�n'o"additional load. If you have any questions„'please give m,e-a call., Sincerely,' N'6.86367 STATE.OF 6750 Forum Drive; Suite 305, Ortapdo, FL 32821 - (80.0,) 521-97901--1(863)A22-,8685 www.alpineitmco.m, No, 86367 ALPINE .: FL RD37 278, YoonhWak Kini; FL PE i 86367 STATE OF �Of20 Two docunstdtwa 6aen #wc"*aY Ownaa end tedW u&kV a IXOW SigheMa. Prints0 oMa wkp uwNwout » on ala. c wilwrtim Alpine, an. rM Company 6750 Forum Dnve,;.Suite 305 Orlando, Ft, 32821 Phone:(800)755.6001 www;atpineitw.com. s M..:.-�r � Design Code: FBC 2017 RES lntefflViEW Versiom 18:02.01 through 18;02 01A. _ JRet"#:. IWW589750034 WindStandard- ASCE 7-10 Wind Speed (Mph); 160 Roof Load (pso; 20 00- 7 00- 0,00-10,00 Building T - : Closed. Floor Lpad s None This package. containsgeneral notes. pages, 33itruss drawing(s) and 11 detail(s). teem - rawjt'.r'Numbe tf 167.20120M4646 � r s, 1 ,r, <' � 'x Al 3, 167201201.14505 A3 5 167.20.1201:,14567 A5 7 167:20.1201.14397 ABA 9 167.20.1201.14975 AM 1+1 167.20A 201.1505� A8A 13 167.200201.14708 B2 15 167.20120115004 B4 17 167;20.1201.14458 CIA. 19 167;20.1201.14005 CJB 21 167,20.1201,14630 J66A, 23 167,201201J4583 EJ56 - - 25 16720.1201.14896 CJ36 27 167,20,1261.15005 CM 29 167.20.1201.13974 CJA 31 167 20.1201 14864 HJ66 33 16720,120113960 HJB _ 35 A14015ENC'101014. 37 A16015ENC101014_ 39 BRCLBSUB1014 41 GBLLETIN0118 43 RIGINSRT1414 :1Cg s T7r"aWiflg Namllse7't s='s; 'r� ,;%r „Mr 2, 167.20.120114693 A2 4 167.20.1201.14754 A4 6 167.20! 1201 15021 A6 - 8_ 167.20.120114536 A7 10 167.20.120114973 A8 12 167:20,1201,14802 B1' 14 167 20.1201 1d709 B3 16 167.20.1201,14442 G1 18 167 201.120t 14598 C2. 20 16720,120114927' J66 _- 22 16720.1201,14848 EJ68' 24 167.20,.120114677 0J5 26 167.20,1201,14786', 0J3 — 28. 167.20.120114647 CJ16 30 167,20,1201,14803. HJ66 32 167.10.1201.14007 HJA 34 16OTL g6 A14030ENC1D1014 38 A16030ENC101g14 40 DEFLCAMB1014 42 G131-LETIN1014 — 44 STRBRIBR1014'— Qonda Certificate of Product Approval.#FL1999 Printed 611512020 T01t53 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 ANSVTPI 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 parry 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 1310 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM At063 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 ]CC Evaluation Service report ESR-1118, available on-line at www.icc-es.ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic= Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CS] = 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.oro. 2. ICC: International Code Council; www.iccsafe.oro. 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: 103462/ COMN Ply: 1 Job Number. N372962 Oust R8975 JRef:1VAV569750034T31 FROM: RWM Oty: 5 ,7A5,175FA,RF01 / 1756/FASTHAM/EXPRESS DiwNo: 167.20.1201.14646 Truss Label: A7 I / YK 06/15/2020 W4 13'6"10 20' 26'S"6 33'T12 40' 6'd"4 7'16 6'5"6 6'5"6 7'2' 6 + 64"4 =6X6 E 1' 1 10'i F 10' 10' 11' 10' 00' 20' F 30' '1 4' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0,276 K 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.482 K 988 240 B 1678 /- /- /923 /333 1344 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.085 J - - H 1679 !- /- /923 /333 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.148 J - - Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height 15.00 it TCDL: 4.2 psf Code / Misc Criteria Creep Factor. 2.0 B Big Width = 8.0 Min Req = 2.0 Soffit: 0.00 BCDL: 5.0 psf P H Br Width = 8.0 Min Re Bldg Code: FBC 2017 RES Max TC CSI: 0.793 9 q = 2.0 Duration: 1.25 MWFRS Parallel Dist: h l0 2h TPI Bearings B & H are a rigid surface. 2014 Max BC CSI: 0.842 Bearings B 8 H require a seat plate. Spacing: Spacing: 24.0" C&C fl Fa Rep Fac: No Max Web CSI: 0.846 Members not listed have farces less than 375# from Loc. from endwall: not in 13.00 it endwa 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 Ven 18.02.01A.0205.19 Lumber B-C 1734 -3551 E-F 1227 -2270 C - D 1590 -3234 F - G 1590 - 3235 Top chord 2x4 SP#2N D-E 1227-2270 G-H 1734 -3552 Sot chord 2x4 SP #1 83 2x4 SP 2400f-2.OE: We Webs2x4 SP #3 Maximum Bot Chord Forces Per PI Ibs l 1 :W3, W4, W5 2x4 SP #2 N: Chords Tens.Comp. Chards Tee ns. Comp. Bracing B- L 3224 -1476 K-J 2618 -1126 (a)1X4 #3SRB or better continuous lateral restraint L - K 2618 -1102 J - H 3225 -1478 to be equally spaced. Attach with (2) 8d Box or Gun to beuitable Per PteNr (Ih MaximumV'��.,, suppled and attached )att both ends to a sl blsy 7-1 W WebsTens.Comp. Tens. Comp. support by erection contractor. �A1`,`,N •r�• •/�•� • �'A C-L 324 K-F (a) or scab reinforcement may he used in lieu of CLR _Aj -377 499 -783 ,a ^� • �VErYs 64;/p j 223 •• iOA L - D -783 F - J -377 restraint. substitute (1) scab for (1) CLR and (2) for 2 CLR'S Scab �� •• 499 324 �A D - K 499 -783 J - G 324 - 377 scabs where shown. reinforcement to be same size, species, grade, and ^ . • No. 86367 • S E-K 1353 -636 80 % length of web member. Attach with 0.1280" gun 6" ,* • • 1 • nails @ cc. ♦ � ,�, • if Loading Truss for Z"C • C� � f5 •• STATE OF %.V passed check 20 psf additional bottom live load in 42"-high 24"-wide - chord areas with x clearance. • • V �ft V R�Pit `���� L Wind 0 •A6 • • •try �!/O'v(AL Wind loads based on MWFRS with additional C&C 1j11� member design. Additional Notes Refer to General Notes for additional Information FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! 'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricatin , handlin shi ping, installing and braung.,Refer to and follow the latest edition of BCSI (Builtling Component Safety Information, b TPI an� SBCA) fo'r sa�ry these fu0cbons. Installers tempos bracing per BCSI, Unless ogled oylherwise,top chord shall have ahachetl n Itl ceilln Locahons shown for ermanent lateral practices prlorto pertorming shall provide properly attachetl structural sheathing and bottom chord shall have a pro0eryrly restraml of webs shall hav b cin Insl@Iled p r BCSI s ciwns ¢3, B7 or tl10, as apllcal�e. Applgy orates to each face, of truss and position as shown above and on I�eJoin(9Detalls, ungess note otherwise. Refer to 1mvp gs 160A-Z for soantlard plate positrons. Alpine, a division of ITW Buildn Components Gropp Inc.,shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIALPINE Ih}PI 1, or handlia bracing trussesA this drawing or shippinlq, mstallao6n and of seal on or cover pa e, , 6750 Forum Drive listing this drawin indicates acceptance of pro essiona engineenn responsibility solely for the des i n shown. The suifabillry and use of this gaw'ing for any s�ructure is the responsibility of the Ouilding Designer per ANSIrrPI 1 Sec.2. Suite 305 rot more information see this job's general notes page antl these web sites: ALPINE: www.alpineirwmm: TPI: www.tpinstem:SBCA: www.sbGndustry.com: ICC: www.icasate.ora Orlando FL, 32821 SECN: 103365/ HIPS I Ply: 1 I Job Number: N372962 Oust: R8975 JRef:1WW589750034T3 / FROM: RWM Cry: 2,7A5,175FA,RF01/1756/EASTHAWEXPRESS DmNo: 167.20.1201.14693 Truss Label: A2 / YK 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" 211 1'6 fi'4"4 136"10 + 185" 1 20i 26'S"6 + 33992 40' 6'4"4 72'6 4'11T 1'6 4.11"6 L7V6 Wind Criteria Wind Std: ASCE 7-10 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: In to 2h C&C Dist a: 4.00 it Loc. from endwall: not in 13.00 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 N :T2, TS 2x4 SP #1: :T3 2x4 SP 24001-2.0E: Bet chord 2x4 SP #1 :132, B3 2x4 SP 2400f-2.OE: Webs 2x4 SP #3 :W3, W4, INS 2x4 SP #2 N: Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) ad 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. 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. Additional Notes Refer to General Notes for additional information "IMPORTANT" s4X6 W3X6 a4X6 T3 E F G 40' 10' Snow Criteria (Pg,%in PSF) Pg: NA Cb NA CAT: N/ Pf: NA Cc: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Sid: 2014 Rep Fee: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Den/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.315 M 999 360 VERT(CL): 0.549 M 867 240 HORZ(LL): 0.085 L - - HORZ(TL): 0.149 L - - Creep Factor: 2.0 Max TC CSI: 0.985 Max BC CSI: 0'907 Max Web CSI: 0.673 VIEW Ver. 18.02.01A.0205... 1"1IIIII111/I/lip CE No, 86367 10 STATE OF : Q:. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1682 /- /- /927 /339 /321 J 1682 /- /- /927 /339 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 J Brg Width = 8.0 Min Req = 2.0 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1794 -3564 F - G 1238 -2973 C - D 1645 -3236 G - H 1293 -2290 D - E 1293 -2291 H -1 1646 -3239 E-F 1238-2073 1-J 1798 -3571 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - N 3237 -1533 M - L 2606 -1191 N - M 2606 -1167 L - J 3244 -15% Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C-N 336 -402 M-H 476 -745 N - D 592 -230 H - L 596 -232 D-M 479 -748 L-I 339 -407 F-M 1255 -589 �'�'`' '• R�OIOP `� C ' F •....• AI FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 ALPINE any W TV@uRWY 6750 Forum Drive Suite 305 Odando FL, 32821 SEON: 1033681 HIPS Ply: 1 Job Number- N372962 CusLR8975 JRef:1WW589750034T21 I FROM: RWM Ory: 2 ,7A5'I75EA,RF01 / 1756/EASTHAM/EXPRESS DwNo: 167.20.1201.14505 Truss Label: A3 / YK 06/152020 6'4"4 13'6"10 16'V' 20'. 2T15" 26'5"6 33'7"12 40"- r- } + 6'4"4 7'2"6 2'11"6 3'6' 3'6" 291"6 + 7'2"6 6'4"4 1112X4 e5X5 =5X8 _5X5 E F G /4D4 `4H4 D ip T2 5 W5 T4 H 5X5 (a) `515 r` C (a) W3 B J /` K T7 te'8" =4X6(A2) .6X6 B2 =5X8 B3 =6X6=4X6(A2) 40' 1' 10' 0' 10' i10' 10' 1' � T 12- 30' 0' 4} 0' Loading Criteria (ps0 Wind Criteria Snow Criteria (P9,Pfe PSF) DeB/CSI Criteria ♦ Maximum Reactions (lbs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0.336 M 999 360 Loc R+ / R. I Rh / Rw I U / RL BCLL: 0.00 Enclosure: Closed ILL: NA Cs: NA VERT(CL): 0.587 M 811 240 B 1682 /- /- /929 /346 /290 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.085 L - - J 1682 /- /- /929 /346 /- Des Ld: 37.00 EXP. C Kzt. NA HORZ(fL): 0.148 L - - Wind reactions based on MWFRS Mean Height: 15.00 ft Code / Misc Criteria CreepFactor: 2.0 NCBCLL: 10.00 B Brg Width = 8.0 Min Req = 2.0 TCDL: psf Soffit 0.00 Bldg Code: FBC 2017 RES Max TC CSI: 0.710 J Brg Width = 8.0 Min Re 2.0 0 = 5. BCDL: .0 psf Load Duration: 1.25 MWFRS Parallel Dist: Into 2h TPI Sit: 2014 Max BC CSI: 0. ings B & J are a rigid surface. BearBeari ngs B & J require a seat plate. 763 it 24.0" C8C Dist a: Rep Fac: Yes Max Web CSI: 0.763 Members not listed have forces less than 375# Loc. from endwaldwall: not in 13.00 it FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver. 18.02.01A.0205.19 Lumber B-C 1B39 F-G 5 -4006 C - D 169797 -3235 235 G - H 1331335 - 2307 Top chord 2x4 SP #2 N D - E 1335 -2307 H - 1 1697 -3236 :T2, T4 2x4 SP #1: E- F 2265 -4006 I -J 1839 -3568 Bot chord 2x4 SP #1 'B2, B3 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) :W3, W5, W7 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Bracing B-N 3239-1583 M-L 2603 -1234 (a) 1X4 #3SRB or better continuous lateral restraint N - M 2602 -1209 L - J 3240 -1607 to be equally spaced. Attach with (2) 8d Box or Gunnails+1t1t111 I11111j int materialto beuitable o WAk �// Maximum as PerPly(1b suppled and attached)att both ends alsl ��.��`�NH Tens.Comp.eb Webs Tens. Comp. support by erection contractor. `\\0.'`�ENS••�i/_�/�� C-N 337 -403 O-M 1196 -567 (a) or scab reinforcement may be used in lieu of CLR �\ • • it restraint. substitute (1) scab for (1) CLR and (2) : • ` • i N - D 592 -231 O - G 2004 -1064 scabs for (2) CLR'S where shown. Scab • • n D - M 459 -665 H - L 593 -231 reinforcement to be same size, species, grade, and • No. 86367 • E-O 2004-1064 L-I 337 -403 80% length of web member. Attach with 0.128x3" gun 1 • 1 S 1�• M - H 459 -666 nails @ 6" oc. q • _i Loading z STATE OF Truss passed check for 20 psf additional bottom r • rf (V chord live load in areas with 42"-1high x 24"-wide r�0� •• F • �\ e\\ clearanceWind. I��'�sp• ////,�( I��IR��ri A j111 Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 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, hand ling shipping, installing. and bracing., Refer to and follow the latest edition Installers of BCSI (Building to Component Safety Information, byv TPI an SBCA) logy sa ety practices prior to performing these functions. shall provide poraryl bracing Unless chord shall have attached structural sheathin and bottom chord have a per BCSI., noted otherwise,lop properly shall atachetl ri Itl ceilln Locagons shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections propery B3, B7 or g10, as applicabb e. Apply lates to each face.otPtruss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 16OA-Z far standard plate positions. ALPINE Al ine, a division of ITW Buildn Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the µm,.m,,., ANS(I/�-PI 1, for handling, bracing trussesA seal on this drawing or cover trl�ss in conformance with or shipping, Installation and of listing this drawin indicates acceptance of Are essional engineerinQ responsibilittyv solely forthe des qi n shown. olawing DesigiSer ANSI/TPI 1 page 6750 Fomm Drive The suiCability Suite 305 and use of this for any s�ructure is the responsibility of the Building per Sec.2. For more inlormauon see mis klos general notes page and nese web sites: ALPINE: w al ineitw.mmpTP17 w J inter :SBCA: www.sbrndust .cam; ICQ ww A=afexr Orlando FL, 32827 SEON: 1033701 HIPS Ply 1 Job Number. N372962 Cust: R8975 JRef;1NNJ5E97500UT13 / FROM: RWM Oty: 2 ,7A5,175EA,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 167.20.1201.14754 Truss Label: A4 / YK 06/15/2020 64"4 14'6" 20' 25'6" 337'12 40' 6'4"4 } 8'7"12 -( 5.6. F 5'6" -}- 8.1"12 } 6'4"4 ,5X5 1112X4 =5X5 D E F 2 T2 T 5 F—,- T4 a ,5X5 sX5 e C G A m � W4 B 1 H A 11�8'e" =4X6(A2) =6X6 B2 =5X8 B3 =6X6-4X6(A2) 40' it0• 10 10• Fr F 10' } 20' 30' ) } 0'o' +r� 4 Loading Criteria (ps0 Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7.10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.271 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.470 E 999 240 B 1698 !- /- /926 1396 12513 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.086 J - - H 1699 !- A /926 /396 I- Ld:EXP: C Kzt NA HORZ L 0.149 J - - Wind reactions based on MWFRS Des (F ) CL 10.00 NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 2.0 TCDL: 4.2 psf H Br Width Min Re 2.0 Soffit: 0.00 Bldg Code: FBC 2017 RES Max TC CSI: 0.561 g q = BCDL: 5.0 psf P Bearings B & H are arigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.909 Bearings B 8li require a seat plate. Spacing: 24.0" C&C Dist a: 4.00 ft Rep Fee: Yes Max Web CSI: 0.305 Members not listed have forces less than 375# Loc. from endwall: not in 13.00 ItFT/RT:20(0)/10(0) Maximum Chord Forcesr Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords T ns.CompChords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver. 18.02.01A.0205.19 Lumber B-C 1899 E-F 1729 -2838 730-3616 3274 C - D 1730 -3272 F - G 1729 -3274 Top chord 2x4 SP #2 N D - E 1600 - 2838 G - H 1898 - 3618 :T2, T4 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 :132, 83 2x4 SP 2400f-2.OE: Maximum Bat Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 Chords Tens.Cori Chords Tens. Comp. :W42x4 SP#2 N: B-L 3287-1642 K-J 2562 -1199 Loading L-K 2561 -1174 J-H 3288 -1666 Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide Maximum Web Forces Per Ply (Ibs) IIP', Webs Tens.Comp. Webs Tens. Comp. clearance. `,,NW WA Ir A/ C-L 379 -428 K-F 412 -170 Wind \••• L-D 638 -270 F-J 639 -270 Wind loads based on MWFRS with additional CBC .�``'lv••cEN•••%/ SF �• �i� D-K 413 J-G 379 member design. ;� •• �� -170 -428 No.66367 Additional Notes � � Refer to General Notes for additional information y i • • �3 STATE OFfr so 0 *4 .,o"Or, /0NAs FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building Component Safety Information, b TPI an SBCA) sa ety practices prior to performing these functions. Installers shall provide temporarryy bracing er BCSI. Unless noted oytherwise,top chord shall have properlyp attached structural sheathin and bottom chard shall have a properly attacheTri id ceilin Locations shown for ermanent lateral restraint bf webs shall hav braanq installed r BCSI nctions 83, B7 or B70, as appllca0�e. App�y plates to each face of truss and position as shown above and on tI a oinl9Details, u�igass noted otherwise. Refer to drawings 16oA-Z for standard plate positions. ALPINE AI ine, a division of ITW B ild"n Compon nts Gropp In .,shall not be res onsibte for any deviation from this drawing,an failure to huild the trr�ss in conformance with ANStIl�'PI 1, or �or handling, s�lppinlq, installatl8n antl bracing of lrussesA seal on this drawir�ig or cover page, , 6750 Forum Dnve listing this drawin indicates acce Lance of ro esstona engineenn responslhilittyv solely for the desqi nshown. The suiGbdtty Suite 305 antl use of this �iawing for any structure is �he responsibili of the �uiltling Oesigrier ANSIRPI 1 Sec.2. per For more information see Nis'ob's eneral notes a eantl Nese weD sites: ALPINE: www.al ineirw.com; TPI: www.l instar ;SBCA: wwwsbtlntlus .win: ICC: www.iccsafe.or Odando FL, 32821 SEON: 103373/ HIPS Ply: 1 Job Number. N372962 Cust:R8975 JRef:1VVW589750034T5 / FROM: RWM Oty: 2 ,7A5.175EA,RF01 / 1756/EASTHAM/EXPRESS DMNe: 167.20.1201.14567 Truss Label: A5 / YK 06/15/2020 4"100+ 20 406' 6,626" 7TI 4"10 .5X5 1112X4 _5X5 D E F 2 5 � T T �2C4 W4 w m 01 G4 n � W3 'o B T3 A H 4X6(A2) =-6X6 =5X8 =6X6=4X6(A2) 40' 10 100' ' 10'401' + 230' � ' - Loading Criteria (psr) Wind Criteria Snow Criteria (Pg,Pf in PSF) DeWCSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.321 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.567 E 839 240 B 1655 /- /- /919 f727 /227 BCDL: latto Risk Category: II Snow Duration: NA HORZ(LL): 0.092 J - - H 1655 /- /- /919 /727 /- EXP: C Kzt: NA HORZ L : 0.162 J - - Des 00 ) Wind reactions based on MWFRS Mean Height: 15,00 NCBCLL: 10,0,00 It I Misr. Criteria Creep Factor: 2.0 TCDL: 4.2 psf B Brg Width = 8.0 Min Req = 2.0 Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 2017 RES Max TC CSI: 0.771 H Big Width = 8.0 Min Req = 2.0 Load Duration: 1.25 MWFRS Parallel Dist. h/2 to In TPI Sid: 2014 Max BC CSI; 0.912 Bearings B 8 H are a rigid suriace. Bearings B & H require a seat plate. Spacing: 24.0 " C8C Dist a: 4.00 It Rep Fac: Yes Max Web CSI: 0.530 Members not listed have forces less than 375# Loc. from endwall: not in 13.00 It FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver. 18.02.01A.0205.19 Lumber B-C 1917-3E-F 1845 31 C-D 1771 -3179 179 F-G MO .317979 Top chord 2x4 SP #2 N D - E 1645 -3155 G - H 1917 .3481 Bot chord 2x4 SP 41 Webs 2x4 SP #3 :W3, W4, W5 2x4 SP 42 N: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Loading B-L 3156-1655 K-J 2653 .1329 Truss passed check for 20 psf additional bottom L - K 2652 -1304 J - H 3157 -1679 chord live load in areas with 42"-high x 24"-wide clearance. Hyygk 0`P.000� m Web es Per Ply (Ih Wind \\�.�� Webs Tens.Comp.Webs Tens. Comp. W Wind loads based on MWFRS with additional C&C \\ Q ••••••••I�A_�j ��-j& L-D 527 -208 K-F 613 -330 member design. \ ;• CENS ••-7 D-K 613 -330 F-J 527 -207 Additional Notes • E - K 343 -430 No. 86367 ? Refer to General Notes for additional information a• STATE OF cv¢ 0�FS ;<ORIOP\�N��� C .,��"Slood Al ' FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) Safety practices prior to performing these functions. Installers shall provide temporary, bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathlnpp and bottom chord shall have a properly attache n id ceilin Lowhons shown torfpermanent lateral restraint of webs shall hav brycinfq ins. ed per BCSI sections B3, 87 or tl10, as applicable. AWv, eulates to each face, o truss and position as shown above and on tfie oin Details, unless noted otherwise. Refer to drawings 160A-Z torstandard plate positions. ALPINE A! ine, a division of ITW 8 ildin Components Grog In .,shall npt be responsihle for any deviation from this drawing,apX failure to build the roma inQss in conformance with �NSI71iPl 1, or for handlirt�, sflippinlq, installation and bracing of trussesA seal on this drawl g or cover pat9e-, 6750 Forum Drive listing this drawin indicates acceptance of ro essiona en ineerm responsibility sole forthe des n shown. this growing for is �he responsibilit�of the myDesigner 1 Soc.2. The sui ability Suite 305 and use of any a rructure peYANSI7TPl Orlando FL, 32821 For more informalion see this job's general notes page and these web sites: ALPINE: waw.al ineitwxom;TPI: www.t instorg;SBCA: wmvsbdndust .corn;ICC: www.icosafeor, SEON: 103385/ HIPS Ply. 1 Job Number. N372962 Oust R8975 JRef:1VVVi589750034T6 / FROM: RWM Oty: 1 ,7A5,175EA,RFOI 117561EASTHAWEXPRESS DmNo: 167.20.1201.15021 Truss Label: A6 / YK 06/15/2020 10 10'6" 20' 29'6" 33'7"6 40' r 10 4'1"6 '1 9'6" F 9'6" 4'1"6 '+' 6'4"10 _SD5 T2 =6E6 T3 =5F5 T ,2 S 2X4 a2G C (a) W4 (a) N m W3 o n e H 1 A I =Ci 8• =4X6(A2) -6X6 =5X8 =6X6—4X6(A2) 1 40' 1' 10' 10' 101 ' ' I' i 10' { 20' { 30 { 40 it OE' Loading Criteria (psn Wind Criteria Snow Criteria (Pg,Pf in PSF) Den/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 E 999 360 Loc R* / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.547 E 870 240 B 1558 /- /- 1907 1728 1196 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.083 J - - H 1558 /- P /907 7728 /- F�(P: C Kzt: NA HORZ L 0.154 J - - Wind reactions based on MWFRS Des Ld: ) 10.00 Mean Height: 15.00 ft B BigWidth = 8.0 Min Re 1.8 NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 20. TCDL: 4.2 psf H BrWidth = 8.0 Min Re 1.8 Soft 0.00 Bldg Code: FBC 2017 RES Max TC CSI: 0.634 9 q' BCDL: 5.0 sf P Bearings B 8 H are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist: h/2 to In TPI Sid: 2014 Max BC CSI: 0.918 Bearings B 8 H require a seat plate.Members Spacing: 24.0.0" C8C Dist a: 4.00 tt Rep Fac: Yes Max Web CSI: 0.926 26 not listed have forces less than 375# Loc. from endwall: not in 13.00 it FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19 B-C 1814 -2950 E-F -2950 Lumber C-D 1814 -2950 F-G 1814 -2950 1814 Top chord 2x4 SP#2N D-E 2185-3486 G-H 1933 -3204 :T2, T3 2x4 SP 2400f-2.0E: Bot chord 2x4 SP #1 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) :W3, W4, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Bracing B-L 2898-1664 K-J 2653 -1464 L - K 2653 -1439 J - H 2898 -1688 (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun Per Ply (Ibs) Maximum//�I// to be�,�� supplied)and attached both ends to a suitable a W,(� L Webs Tens.Comp.Web Webs Tens. Comp. \\\� support by erection contractor. Q rl A_ L-D 466 -153 K-F 918 .566 (a) or scab reinforcement may used in lieu) CLR 'l • • -�7 `\\`Q e� •-7,�i D - K 918 -566 F -J 466 -153 restraint. substitute (1) scab for (1 00�JENSC- CLR and (2) . • • i E - K 455 -575 n. scabs for (2) CLR'S where shown. Scab � • • i reinforcement to be same size, species, and N0. 86367 $ grade, .", • 80 % length of web member. Attach with 0.128x3" gun • • 1 S 6" * 6 nails @ oc. Wind a Wind loads based on MWFRS with additional C&C •• STATE OF,-r•-t<G/¢,' member design. • D •• R ' 0,.Ox�X�,�'71�V �'• ID•C6 Additional Notes /it'S 0ZO \\\~ "/////S Refer to General Notes for additional information � ON FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 -WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, bVV TPI and SBCA) saely practices prior to performing these functions. Installers shall provide temporarryy bracing per BCSL Unless noted otherwise,top chord shall have properly attached structural sheathinu and bottom chord shall have a pro eily �10, attached ri id cellin Locations shown for Darmament lateral restraint of webs shall have b in installed p r BGSI sections B3, B7 or as applicabgle. App�y ulaces to each face, of crass and position as shown above and on the�oinf Details, un�ess noted otherwise. Refer to drawings 16OA-Z for standard plate positions. ALPINE AI ine, a division of ITW Buildin Components Grogp Inc., shall not be res onsiple for any deviation from this drawl g,ap failure to build the truss in conformance with ANSI 1, or for harldli0q, shippma, installati and bracing of trussesA seal on this rrrawirYg or cover pa a 6750 Forum Drive listing this drawin� indicates acceptance of proTessionaf an'�ggineerinq responsibiliri sole for the desi nshown. The suit9ability Suite 305 this rawing for is (he responsibility of the building DesiglnSer ANSI/TPI 1 Sec.2. and use of any structure pe For more information see this job's geneml notes Pass and these web sites: ALPINE: www.al ineitwxom; TPL wvw.l instor ; SBCA: www.sbandus .cnm: ICC: wvwk..feerg Orlando FL, 32821 SEON: 1033761 HIPS Ply: 1 Job Number. N372952 5 JRef.1WW589750034T25 I FROM: RWM Dry: 1 ,7A5 ,175EA ,RF01 / 1756/EASTHANl/EXPRESS 7D:mNo:67.20.1201.14397 Truss Label; A6A K 06/15/2020 6'4"10 10'6" 20' 40' 6'4"10 4'1"6 9'6" 9'6" 4'1"6 6'4"10 _5X5 D T2 _axe T3 ea6X6 F 12 T 5 k2X4 C 02X4 m W4 W G (a) (a) m o B Ln W3 H A I l�8•B- S3 --3X6(Al) =5X5 =8X8 B3 =5X5 4=3X6(Al) 40' 10' 10' 10' 10' 1 10' 20' 30' 40' Loading Criteria (ps0 Wind Criteria Snow Criteria (Pg,P(in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.106 L 999 360 Loc R* / R- / Rh / Rw 11.1 / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.197 L 999 240 B 1094 A /- f702 /513 /196 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.026 C - - H' 202 /- /- /113 194 P Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.049 C - - Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Code I Misc Criteria Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.5 Soffit 0.00 BCDL: 5.0 psf H Br Width = 120 Min Re Bldg Code: FBC 2017 RES Max TC CSI: 0.845 9 9 = - Load Duration: 1.25 MWFRS Paallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.828 Bearings B 8 J are i rigid surface. Bearings B 8li require seat plate. Spacing: 24.0 " C8C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.682 Members not listed haveforces less than 375# Lac. from endwall: not in 6.50 ft FT/RT:20(0)/10(0) Maximum Top Chard 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.OtA.0205.19 Lumber a-C 1259 -2045 E-F 982 -1413 C - D 1132 -1779 F - G 721 - 348 Top chord 2x4 SP#2N D-E 982-1413 G-H 474 -179 :T2, T3 2x4 SP #1: Bot chord 2x4 SP #1 :B3, B4 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP 43 Chords Tens.Comp. Chords Tens. Comp. :W3, W4, W5 2x4 SP #2 N: B - L 1834 -1045 K - J 440 -475 Bracing L-K 1566 -806 J-H 287 -391 (a) 1X4 #3SRB or better continuous lateral restraint be with 8d Box Gun Maximum P (Ibs)Tens. na s(0to or 113Ik2 5a m n.).ttach Rest Restraint (me material to be j,W ri blsy Webs Tens.Comp. Webs Comp. supplied and attached at both ends to a suitable +`\++1t1 v!I►,,//, Q 1// support by erection contractor. \\\\ • • . • • L - D 482 -168 F - J 900 -1439 O • • /// /r, p •, E K 488 J G (a) or scab reinforcement may be used in lieu of CLR o\� - -614 - 363 -403 • ��C�' Y V� .� /j K- F restraint. substitute (1) scab for (1) CLR and (2) •• 2080 -1260 scabs for (2) CLR'S where shown. Scab :�� No. 86367 reinforcement to be same size, species, grade, and 80 % length of web member. Attach with 0A2Bx3" gun : "'"' nails Q 6" oc. • Wind i • � STATE OF Z. Wind loads based on MWFRS with additional C&C member design. �rp7"Q i Q a• •- �y�% ��i'��04'Zip OPC ♦• C [1t1 , '',/,0 /'1Ir/ ��/goo Referlllo General Notes for additional information `Y(A; (111s FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING[ "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingship Component Safety Information, in PI SBCA) mg, installing and bracing., Refer to and follow the latest edition of BCSI (Building to these functions. Installers temporary an safety practices prior performing shall provide bracing per BCSI. Unless noted otherwise,top chord shall have properly attached siructual shoalhinp and bottom chord shall have a properly attachep ri id cellin Locations shown for permanent lateral restr8mt bf webs shall hay@ braclne installed p?r BCSI s2cflons B3, B7 or 810, as appllcab�e. Appey tales to each face. o truss and position as shown above and on I11e oln Details, un ess noted otherwise. Refer to t awings 16OA-Z for standard plate positions. ALPINE Alpin#, a division of ITW Buildin Components Grog In,F. shall not be remonsihle for any�eviation from this drawing,apy failure to build the truss In conformance with ANSI PI 1, or for handle s Ippinlq, Installatl n andd bracing o tmssesA seal on this drawing or cover patge, C, , 6750 Forum Drive listing this drawin indicates acceptance of ro esslona, engineenn responsibilitlyv sole) for the design shown. The sui ability Suite For this gnawing for is �he the Building Destglfer 1 Sec.2.305 and use of any aPI ucture responsibility of pePXNSlrrPI For more information see this job's general notes page and Nese web sites: ALPINE: w vat inelhvcom; TPI: vnvv.t mstonr SBCA: w sbclndust .com; IOC: v Jcaafeorq Orlando FL, 32821 SEON: 1033941 HIPS Ply: 1 1 Job Number N372962 Oust R8975 JRef1WW589750034T2 / FROM: RWM Oty: 1 ,7A5,175EA,RF01/1756/EASTHAM/EXPRESS DmNo: 167,20.1201.14536 Truss Label: A7 / YK 06/1512020 23'6" 31'6" 12 _5C5 T2 __5XD5 —4E4 —5F5 5 T F71 O e G A F =4X6(A2) =5X8 =6X6 =5%e =4X6(A2) k1' Loading Criteria (ps0 TOLL: 20.00 TCDL: 7.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 soft: 0.00 Load Duration: 1.25 Spacing: 24.0 " Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N: Bot chord 2x4 SP #1 Webs 2x4 SP #3 10' Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TOOL: 4.2 pat BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.00 ft Loc. from endwall: not in 6.50 it GCpi: 0.18 Wind Duration: 1.60 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 CLR restraint. substitute (1) scab for (1) CUR 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 toads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 40' 10, 20' Snow Criteria (Pg,Pf in PSF) P9: NA Ct: NA CAT: NA Pf NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code 1 Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 10, Defl/CSI Criteria PP Deflection in loc L/den L/# VERT(LL): 0,400 J 999 360 VERT(CL): 0.742 J 641 240 HORZ(LL): 0,1031 - - HORZ(TL): 0.190 1 - - Creep Factor: 2.0 Max TC CSI: 0.949 Max BC CSI: 0.979 Max Web CSI: 0.344 VIEW Ver: 18.02.01A.0205.19 .�'�,` AN AW AK I f���i. "I so CENSO 6 0 10 No.86367 STATE OF O 0 10, II ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1559 /- A /891 1730 /164 G 1558 /- A /891 7730 /- Wind reactions based on MWFRS B Brg Width =8.0 Min Req=1.8 G Brg Width =8.0 Min Req=1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 1885-3140 E-F 1967 -3125 C - D 1967 - 3126 F - G 1886 - 3140 D-E 2510-4128 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2827 -1594 J - 1 4036 - 2296 K - J 4033 -2296 I - G 2826 -1618 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 776 -366 E - 1 676 -1039 K - D 673 -1036 I - F 776 -367 , 04 ORIO;: C FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 ALL CONTRACTORS INCLUDING as ALPINE IN IIWC 'M4 6750 Forum Drive Suite 305 Orlando FL, 32821 SEON: 103392/ HIPS Ply: 1 Jab Number: N372962 CusC R8975 JRef:1WW589750034T22 / FROM: RWM 0ty: 1 ,7A5,175EA,RF01 / 1756/EASTHANVEXPRESS DmNo: 167.20.1201.14975 Truss Label: A7A / YK 06/15/2020 166" 31'6" 40' 8' T + 8' ) 8'6" 12 e5C -5XD5 �4E6 T3 -5X5 F T 5 � T w (a) o T4 n B G 1 A H I�88 31 3X6(A7) =5X5 =6X6 =6X61-1 B4 �3X6(A1) 1 304" 918" —� 1' 10' 10' 10' 10' 1' F 10' 20 30' 40' Loading Criteria (psr) Wind Criteria Snow Criteria (P9,Pf in PSF) DefllCSf Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Sltl: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.110 D 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.199 D 999 240 B 1055 /- /- 1646 /602 1164 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.031 1 - - 1 2029 A /- /988 1918 /- XP: C Kzt: NA E Des Ltl: 37.00 HORZ(TL): 0.057 I - - G 279 /-244 /- /189 /173 !- Mean Height: 15.00 ft Code! Misc Criteria CreepFactor. 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf B Br Width = 8.0 Min Re 1.5 Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 2017 RES Max TC CSI: 0.809 9 q = p 1 Brg Width = 8.0 Min Req = 1.7 TPI Std: 2014 Max SC CSI: 0.833 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h G Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C8C Dist a: 4.00 It Rep Fac Yes Max Web CSI: 0.724 Bearings B, I, & G are rigid surface. Loc. from endwall: not in 6.50 itFT/RT:20(0)/10(0) Bearings B, I, 8 G require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver. 18.02.01A.0205.19 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord 2x4 SP#2N B-C 1159-1875 E-F 1197 -531 :T32x4 SP#1: C-D 1177-1753 F-G 1051 -451 :T4 2x4 SP 2400f-2.0E: D - E 911 -1350 Bol chord 2x4 SP #1 :84 2x4 SP 2400t-2.OE: Webs 2x4 SP #3 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chards Tens. Comp. Bracing (a) 1X4 #3SRB or better continuous lateral restraint B - K 1662 -924 J -1 790 -420 K-J 1736 -861 I-G 572 -945 to nails(0713k25aced. Attach min.). Restraint (maeriBid Boal oti Gun 1,lilll "�I,'//I/ supplied and attached at both ends to a suitable 1`" �'�I_AP Maximum Web Forces Per Ply (Ibs) • •A•� `�N OQ • • • • support by erection contractor. y••'\CErys ••% //i Webs Tens.Comp. Webs Tens. Comp. `l (a) or scab reinforcement may be used in lieu of CLR • �. •• �� C - K 397 -68 E - I 1642 --786 restraint. substitute (1) scab for (1) CLR and (2) = • D-J 3-56I-F 486 No, 86367 scabs for CLR'S where shown. Scab s • d i reinforcement to be same size, species, grade, and • • J - E 825 -378 80% length of web member. Attach with 0.128x3" o • • * gun �� r nails @ 6"cc. • y Wind �!• STATE 0)F�•7��; Wind loads based on MWFRS with additional C&C �/� • �,` n ' • `v ♦ft design. ej'�[Y •• ��RVDAdd member :�` ///t-sS ••••�•CCL Notes Re eirrto General Notes for additional •//ON(onal Al 11,1ti Negative reaction(s) of -244# MAX. from a non -wind load case requires uplift connection. See Maximum Reactions. FL REG# 278, Yoonhwak Kim, FL PE 986367 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 Safely Information, b TPI an � SBCA) for as ety practices prior to performing these functions. Installers shall provide temposttyy bracing per BCSI.. Unless noted o 6 wise,top chord shall have proper) attached structural sheathin and bottom chord shall have a propeft attachen id ceiling. Locations sloown for�lennaneal lateral restraint �f webs shall have baein(g Installed per BCSI sgctions B3, 37 or RO Refer as applicabb a. Apply ales to eac face .o truss an position as shown above and on the Joint Details, unless note otherwise. to'ALPINE drawings 160A-Z for s�andard plate positions. Alpine, a division of ITW Build'n Com onents Grog In .,shall not be responsible for an deviation from this drawin an failure to build the mwun installation bracing of this dr truss In conformance with ANSIIl�PI 1. or for handir C � s 1ppin9, and trussesA seal on wiXg or cover page, , 6750 Forum Drive listing this drawino Indicates acceptance of nitlessionaf engineering responsibilityv solely for the design shown. The sulCability, Suite 305 cawing and use of this for any structure is the responsibility of the building Desigr5er peNNSIfTPI 1 Sec.2. For more information sea this job's gereial notes page and these web sites: ALPINE: w ,I ineim.com; TPI: wwwl instor ;SBCA: w.vw. sbcindust .com; ICC: www.iccsafe.or Orlando FL, 32821 SEON: 1034041 HIPS Ply: 1 Job Number. N372962 Cust R8975 JRef.IWW589750094T7 / FROM: RWM Oty: 1 ,7A5,175FA,RF01/1756/EASTHAM/EXPRESS DmNo: 167.20.1201.14973 Truss Label: AS / YK 06/152020 " 13'3" 20 269" 33'6" 40 F R6'6V 6'9" 6'9" 6.B" N 6'6" 'f' + } + , 5 � III6C =4XD4 T2 —6E8 =4F' T3 IlI6G T T m o in e H v 13JA IL . �06(A7) -8X8 =8X8 =BXB=4X6(Al) 40' 1' 10' 10' 10' 10' 1' ( 10' 20' 30' 40' Loading Criteria (psq Wind Criteria Snow Criteria (P9,Pfm PSF) Den/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 WindSW: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Cc: NA VERT(LL): 0,378 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.701 E 679 240 M 1558 1- /- /871 1730 /133 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1558 /- /- 1871 1730 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.120 J - - Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height: 15.00 it Code / Misc Criteria Creep Factor: 2.0 M Brg Width = 8.0 Min Req = 1.5 TCDL: 4.2 pat H Br Width = 8.0 Min Re 1.5 Soft 0.00 BCDL: 5.0 sf Bldg Code: FBC 2017 RES Max TC CSI: 0.483 9 q = P Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Sld: 2014 Max BC CSI: 0.Bearings M & H are a rigid surface. Bearings M 8 is require a seat plate. Spacing: 24.0" C8C Dist a: 4.00 itRep Fac: Yes Max Web CSI: 0.576576 Members not listed have forces less than 375# Loc. from endwall: not in 6.50 fl 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: 18.02.01A.0205.19 Lumber B-C 2022 E-F -5756 557-338 4225 C - D 2557 -4225 F - G 2556 -4225 2556 Top chord 2x4 SP #2 N D - E 3444 -5756 G - H 2O22 - 338 :T2, T3 2x6 SP 2400f-2.0E: Bot chord 2x6 SP 24OOf-2.OE Webs 2x4 SP #3 Maximum But Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wind B - L 3069 -2928 K - J 5013 -2923 on MWFRS with additional C8C L-K 5069 -2928 J-H 3013 -1762 1762 member member design. erde sign. AdditionalMaximum er Ply PWebs (Ibs) t,,,ory Webs Tens.Comp. Webs Refer Tens. Comp. to General Notes for additional information �NHWgk 1 �CENS,•.,'��i� 1736-1081 ��```yo• L-D F-J 736 -1 81 0 F • D-K 736 -367 J-G 1513 -799 No, 86367 :*• .*: cam? �a STATE OFft .,,,,s,oNA� FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building shipping, r functions. Installers Component Safety Information, byv TPI an SBCA) sa practices prior to performing these shall provide temposrryy bracinger BCSI._ Unless noted olheiwise,top chord shall have properly attached structural shealhin��77 and bottom chord shall have a properly attachyrl Id cellin Locations shown for ernanent lateral restraint of webs shall have br cino nslalled p r BCSI s coons 83, B7 or tl10, as applicable. Appp�y ptales to each faceopitruss and position as shown above and on it e.�oinCaetails, un�ess note otherwise. Refer to drawings 160A-Z fbr standard plate positions. A LPI N E AI me, a division of ITW Buildin Compon nts Group In ..shall not be re;;ponsible for any deviation from this drawing,apy failure to build the ,„m,rnvo„n. trl�ss r1 conformance with ANSIOI 1, or �or handling, a ppin?, installation and bracin,%qf trussesA seal on this drawing or cover pa e, , 6750 Forum Drive For listing this drawin indicates acceptance of rotessionar engineerm responsibilityry sole) forthe design shown. The suil9ability Suite and use of this growing for any a rructure is Phe responsibility of the Building Desigi9er pcPANSI/TPI 1 Sec.2.305 For more information see Nis'ob's generel notes page and these web sites: ALPINE: wvnv.ai InebW.tem;TPI: www.i instor ;SBCA: w .sbdndus .00m'ICC: mawI=afe.OLII Orlando FL, 32821 SEON: 1033821 HIPS Ply: 1 Job Number. N372962 Cust: R8975 JRef:1YJVV589750034T18 / FROM: RWM Oty: 1 ,7A5,175EA,RF01/1756/EASTHAWEXPRESS OmNo: 167.20.1201.15052 Truss Label: ABA / YK 06/152020 12'9" 18'6"12 24'6"4 33'6" 40' 6'3" 5'9"12 5'118 8'11"12 6'6" —12 66 —4D =8E8 =8 =6X6 5 CT2 FT374 G 6 T (a)W8 (a) T4 N B H n 1 i7 A 1 1�8'8" 4 --8X8 B2 11 =8xa =-6X12 1114X4 --4X6(Al) 4X8(Al) 104XO=5X74 BOW i BY —� FT 6'4"4 6'1"4 6'1"4 5'11"8 5'9'Y2 3'3"12 64"4 1� 6'4"4 12'S"8 18'6"12 MV"'4 30'4" 33'7'1 40' Loading Criteria (ps0 Wind Criteria Snow Criteria (Pg,Prin PSF) Deg/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.288 D 999 300 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.539 D 671 240 p 1870 /- !- f- 1875 A BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.056 C - - K 4638 /- /- /- 12094 /- EXP: C Kzt NA Des Ld: 37.00 HORZ(TL): 0.105 C - - H - 1-544 /- /215/- Mean Height: 15.00 ft NCBCLL: 0.00 Code I Misc Criteria Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: 4.2 psf Soffit 0.00 BCDL: 5.0 st Bldg Code: FBC 2017 RES Max TC CSI: 0.808 D P Br Width = 8.0 Min Re 2.6 9 q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.946 K Brg Width = 8.0 Min Req = 6.4 H Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 4.00 it Rep Fac: No Max Web CSI: 0.978 Bearings P, K, & H are a rigid surface. Loc. from endwall: NA FT/RT:20(0)/10(0) Bearings P, K. & H require a seal plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 3760 Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19 Maximum Top Chord Forces Per Ply (Ibs) Lumber Additional Notes Chords Tens.Comp. Chords Tens. Comp. Top chord 2x4 SP #2 N Refer to General Notes for additional information B - C 1930 -4221 E - F 1814 -3982 :T2 2x6 SP #2 N: Negative reaction(s) of -544# MAX. from a non -wind :T3 2x6 SP SS: C - D 2297 -5044 F - G 4321 - 2055 load Case requires uplift Connection. See Maximum :T4 2x4 SP #1: D - E 1814 -3982 G - H 2215 -1014 Reactions. Bot chord 2x6 SP #2 N :132 2x6 SP SS: WARNING] This truss is not symmetric, but its exterior Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 geometry makes erection error more probable. Chords Tens.Comp. Chords Tens. Comp. :W6 2x4 SP #2 N: It is imperative that this truss be installed properly. :W82x4 SP 24001-2.0E: B-0 3858-1747 L-K 1187 -631 Bracing III1111 O-N 3825-1742 K-J 909 -2031 0 -2638 J-H 901 -2002 HWAk MM t)lX4#3SRBor otter Conwiuouslatral ,, -fi8 be equally spaced. axesttaint n ��%/W�Ak ach nails(0.113'k2.5",min.). Restraint material to be +1\y • • /+ E Al • • ,�� •�;0j supplied and attached at both ends to a suitable • SF •• �i� Maximum Web Forces Per Ply (Ibs) L\ Webs Tens.Comp. Webs Tens. Comp. support by erection Contractor. (a) or scab reinforcement may be used in lieu of CLR s • N0. 66367 • O - C 686 -95 M - F 3047 -1290 restraint. substitute (1) scab for (1) CUR and (2) 1 • • 1 +r C - N 1329 -605 F - K 2938 -6028 scabs for (2) CLR'S where shown. Scab )f • ,r.k• Df N - D 376 -276 K - G 1486 -2972 reinforcement to be same size, species, grade, and • • D - M 574 -1194 G - J 519 -137 80 % length of web member. Attach with 0.128x3" gun r. -0 • • IZ 3 nails Q 6" oc. ;•• STATE OF • cc,; E - M 403 -487 _ Loading /�iO�••��OR��r.�`,`� #1 hip supports 6-6.0 jacks with no webs. �i FSc1 • • • • ! • �� Left side jacks have 6-6-0setback with 0-0-0 cant �I,,I A' cks acks have 6-6-0 setback 1�,1 and 1-0-0 overhang.ja with 0-0.0 cant and 1-0-0 overhang. Right side jacks have 6-6.0 setback with 0-0-0 cant and 1-0-0 overhang. Wind Wind loads and reactions based on MWFRS. FL REG# 278, Yoonhwak Kim, FL PE #86367 06/152020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme Care in fabncatinp, handlingshipping, installing and bracing., Refer to and follow the latest edition of ComDoneno Safely Information, by TPI and SBCA) i safety practices prior to performing these functions. Installers shall provide BCSI (Building lempora bracing per BCSI, Unless noted 0 herwise,top chord shall have properly attached a ructural shpalhinq and bottom chord shall have a properr y attach 0 ri Id Catlin Locations Shown for armament lateral reslr0lnl of webs Shall have bracin installed p r BCSI s cltons 63, 87 Or B10, . as appllCab�e. Apply tales to each few otptruss and position as shown above and on the Join Details, ungess note otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildin CComponents Grog (%..shall not be responsible for any deviation from this draw; g,an failure to build the truss ANSI I. for handli installatign bracing of trussesA seal on this rrrawir�g or cover e, in conformance with or , s ippin , an listing this drawin indicates acce tance of Grolessionalgengineerin responsibility solely for the des; nshown. and of this gnawing for any structure is the responsibility of the Ouilding Designer ANSIrrPI 1 Sec.2.305 pa , 6750 Forum Drive The Sul abdtty Suite For use per For more information see this,o6'siieneral notes page and these web sites: ALPINE: www.al ineim,com; TPI: wwwt mgor:SBCA: wow sbcindustr.com'ICC: wwwccsafe.om Odando FL, 32821 SEON: 1034431 COMN Ply: 1 I Job Number: N372962 Cust RB975 JRef:1W 689750034T9 / FROM: RWM Oty: 3 ,7A5,175EA,RFOI 11756/EASTHAWE%PRESS DrwNo: 167.20.1201.14802 Truss Label: Bt / YK 06/152020 10, -H0510 C 20' 20' 1, to, 10, 10' 20' Loading Criteria (ps0 Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0" C&C Dist a: 3.00 it Loc. from endwall: not in 9.00 it GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Snow Criteria (Pg,Pfia PSF) DeB1CS1 Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell L/# Pf. NA Ce: NA VERT(LL): 0.042 E 999 360 Lu: NA Cs: NA VERT(CL): 0.077 E 999 240 Snow Duration: NA HORZ(LL): 0,019 E - - HORZ(fL): 0.036 E - - Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 2017 RES Max TC CSI: 0.761 TPI Sid: 2014 Max BC CSI: 0.779 Rep Fac: Yes Mac Web CSI: 0.171 FT/RT:20(0)/10(0) Plate Type(s): WAVE, HS VIEW Ver. 18.02.01A.0205.19 �111111111/1// ��pNHW Ak tl''�% No.66367 go1 �% STATE OF W D 9 c ^Zv: V Iv ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 809 1- 1- 1465 /378 1159 D 760 1- 1- /404 /340 /- 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 680 -1223 C - D 69B -1223 Maximum. Bet Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-E 1051 -515 E-0 1051 -615 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C-E 449 -62 '••'`�C••• LORI &. L 1/j ONAl 1j11' FL REG# 278, Yoonhwak Kim, FL PE 486367 06/152020 INCLUDING THE INSTALLERS failure to build the n. or The suff9abiliry ALPINE 6750 Forum Drive Suite 305 Orlando FL, 32821 SEON: 103446/ HIPS I Ply: 1 Job Number. N372962 Cust R8975 JRef: lMS89750o34T4 / FROM: RWM Oly: 1 ,7A5,175EA.RFOI/ 1756/EASTHAM/EXPRESS DmNo: 167.20.1201.14708 Truss Label: B2 / YK 06/1512020 Loading Criteria (psfl TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 9.6„ 9T 9'7"12 9712 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: ll EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 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 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information =6X6 =6X6 C D Snow Criteria (Pg,Pf in PSF) Pg: NA CC NA CAT: NF Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 4 29 De0/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.043 G 999 360 VERT(CL): 0.078 G 999 240 HORZ(LL): 0.021 H - - HORZ(TL): 0.039 H - - Creep Factor. 2.0 Max TC CSI: 0.965 Max BC CSI: 0.697 Max Web CSI: 0.118 VIEW Ver: 18.02.01A.0205... �(r"0i,, \ 0 � No, 66367 STATE OF �a ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 807 /- A /468 1377 1165 E 807 /- /- ASS /377 /- Wind reactions based on MWFRS B Brg Width =8.0 Min Req=1.6 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 693-1218 D-E 693 -1218 C-D 717-1050 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1045 -488 G - E 1044 -492 H - G 1050 -491 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-H '•,��C.•. �ORIOP�.•' C FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 387 -232 G - D 395 -232 ALPINE 6750 Fomm Drive Suite 305 Orlando FL, 32821 SEON: 1034491 HIPS I Ply: 1 1 Job Number. N372962 Cust R6975 JRef:1W✓J5897500UT10 / FROM: RWM 0ty: 1 ,7A5,175EA,RF0l/ 17561EASTHAWEXPRESS Dm+No: 167.20.1201.14709 Truss Label: B3 / YK 06/15/2020 7'6- T6„ =4X8 1114X6 C D T ,2 5 p W N i+l 1 B E �i A F H G =4X4(A2) =5X5 =-4X4 =4X4(A2) 20' T712 4'612 7'9" 8 1 + 7'T'12 3!z'8 20' 1 '� Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sld: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: ll 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/2 to In Spacing: 24.0" C&C Dist a: 3.00 it Loc. from endwall: not in 4.50 it GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Wind Wind loads based on MWFRS with additional C&C member design. 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 2017 RES TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE DeBICS1 Criteria PP Deflection in loc Udell U# VERT(LL): 0.047 H 999 360 VERT(CL): 0.087 H 999 240 HORZ(LL): 0.020 G - - HORZ(fL): 0.037 G - - Creep Factor. 2.0 Max TC CSI: 0.664 Max BC CSI: 0.624 Max Web CSI: 0.094 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 807 /- '/- /472 /378 /136 E 807 A A 1472 /378 /- Wind reactions based on MWFRS B Brg Width =8.0 Min Req=1.5 E Brg Width =8.0 Min Req=1.5 Bearings B 8 E are a rigid surface. Bearings B 8 E require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 795 -1309 D - E 794 -1307 C-D 811 -1156 Maximum But Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-H 1144 -601 G-E 1143 -624 H-G 1151 -602 `, 11\11111 111/ip / d 0 C,E F� / No, $6367 STATE OF s 0 ,SS,ONIA' 1� 1 FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 TO ALL CONTRACTORS INCLUDING THE eM failure to build the orcover pa e„ fin. The sui ability ALPINE w wm 6750Drive Suite305 Orlando FL, 32821 SEON: 103452/ HIPS I Ply: 1 I Job Number. N372962 Cusc R8975 JRef: 1NNJ58975003aT20 / FROM: RWM Otyi 1 ,7A5,175EA,RF01/1756/EASTHAWE%PRESS DmNo: 167.20.120115004 Truss Label: B4 / YK 06/152020 li T_1 5'6" 10, 14'6" =4X8 1112X4 �4X8 12 C D E 20' 5'6'• LB T N -O F b A G66" J I H 1 3%6(A7) 1112X4 �6X6 III2X4 =3X6(A1) 20' 2 F 4'4 "4 + 57"12 -i' 1' 010' 44415'7712 44 2-{ Loading Criteria (ps0 Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00 it Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 N Bat chord 2x4 SP #2 N Webs 2x4 SP #3 Loading #1 hip supports 5-6-0 jacks with no webs Left side jacks have 5-6-0 setback with 0-0-0 cant and 1-0-0 overhang. End jacks have 5-6-0 setback with 0-0-0 cant and 1-0-0 overhang. Right side jacks have 5-6-0 setback with 0-0-0 cant and 1-0-0 overhang. Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NF Pill NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE —WARNING— READ AND FOLLOW ALL 'IMPORTANT' FURNISH THIS DRAWING TO ALL Deg/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): 0.153 D 999 350 VERT(CL): 0.285 D 829 240 HORZ(LL): 0.045 H - - HORZ(TL): 0.083 H - - Creep Factor. 2.0 Max TC CSI: 0.542 Max BC CSI: 0.793 Max Web CST: 0.256 VIEW Ver: 18.02.01A.0205..9 ``111111111111//lip� No. 86367 w` • • 1 %�% STATE OF cv¢ p F ;•"Cum. ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1323 /- /- A /622 /- F 1323 /- /- /- /622 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 F Brg Width = 8.0 Min Req = 1.8 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 1237 -2702 D - E 1390 - 3063 C - D 1390 -3063 E - F 1237 -2702 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. B - J 2443 -1102 I - H 2467 -1105 1-1 2467 -1105 H - F 2443 -1102 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-J C-1 D-1 F. •�ORIOP C IA11 1"'T" FL REG# 279, Yoonhwak Kim, FL PE 486367 06/15/2020 377 -41 I- E 672 -321 672 -321 H-E 377 -41 375 -461 ALPINE µm . Suite Fomm Drive 305 Suite 305 Odantlo FL, 32821 SEON: 1034571 COMN Ply: 1 Job Number: N372962 Oust R8975 JRefAVVW58975W2WIT9 / FROM: RWM Oy: 1,7A5,175EA,RF01/1756/EASTHAMIEXPRESS DwNo: 167.20.1201.14442 Truss Label: Cl I / YK 06/15/2020 Loading Criteria Pvr) 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" Top chord 2x4 SP #2 N Bol chord 2x4 SP #2 N Webs 2x4 SP #3 13'4" 6'8" =4X4 C 12 T 5 � N i0 B D n AU E8'8" F 2X4(Al) 1112X4=2X4(A1) Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 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 4.50 it GCpi: 0.18 Wind Duration: 1.60 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 13'4" 6'8" 6'8" 6181. 13'4" Snow Criteria (Pg,PfIn PSF) Defl/CSI Criteria Pg: NA Ct NA CAT: NA PP Deflection in loc UdeO U# Pf: NA Ce: NA VERT(LL): 0.017 F 999 360 Lu: NA Cs: NA VERT(CL): 0.032 F 999 240 Snow Duration: NA HORZ(LL): 0.007 F - - HORZ(TL): 0.013 F - - Code I Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 2017 RES Max TC CSI: 0.398 TPI Std: 2014 Max BC CSI: 0.495 Rep Fula Yes Max Web CSI: 0.111 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 556 P P /332 /261 /124 D 556 /- P /332 1261 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 490 -775 C-D 491 -775 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 664 -327 F - D 664 -327 FL REG# 278, Yoonhwak Kim, FL PE 06/152020 ALPINE Suite Forum Drive Suite 305 Orlando FL, 32821 SEON: 103454/ COMN Ply: 1 I Job Number. N372962 Cust R8975 JRet:1WJJ58975003 T1 / FROM: RWM Oty: 3,7A5,175EA,RF01/1756IEASTHAWEXPRESS DmNo: 167.20.1201.14458 Truss Label: CIA / YK 06/15/2020 Loading Criteria (ps0 TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soft: 0.00 Load Duration: 1.25 Spacing: 24.0" Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 6'8" 6W, �4X4 C 13'4" 6'8" 2 T 5� N M B D 1 I—V. 6"E 2X4(Al) 1112X4 =2X4(Al) 13'4" _ 6'8" 6'8" �-1 F 6'8" 13'4" Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Wind Std: ASCE 7-10 Pg: NA CtAA CAT: NA PP Deflection in Ice Udell L/# Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.017 E 999 360 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.031 E 999 240 Risk Category: II Snow Duration: NA HORZ(LL): 0.007 E - - EXP: C Kzt NA HORZ(TL): 0.014 E - - Code / Misc Criteria Mean Height 15.00 it Creep Factor: 2.0 TCDL: 4.2 psf BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.410 MWFRS Parallel Dist: 11/2 to h TPI Std: 2014 Max BC CSI: 0.499 C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.111 Loc. from endwall: not in 9.00It FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 18.02.01A.0205.19 Wind Duration: 1.60 WAVE Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 111111111111// No. s6367 STATE OF c� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 559 /- /- /331 /263 /112 D 498 /- /- 1270 /224 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 5W -785 C-D 526 -784 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-E 673 -385 E-D 673 -385 �'•�'�FS . C °rS;ON1A1 FL REG# 278, Yoonhwak Kim, FL PE #86367 06/152020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS failure to build the I or cover pa e„ n. The sui ability ALPINE any wVmvco..eurr Suite Foram Drive Suite 305 Orlando FL, 32821 SEON: 1034591 COMN Ply: 1 Job Number. N372962 Oust: R8975 JRef:1WVV589750034T12 / FROM: RWM Oty: 1 ,7A5,175EA,RF01 / 1756/EASTHAM/EXPRESS DiwNo: 167.20.1201.14598 Truss Label: C2 / YK 06/151202D TT i r- �7Y'S 1'0"10 � 4'0"15 6'1"11 4'0"15 + 2092 '1 12 3.45 p =4X4 -4X6 D E 9'3"1 2'0"12 13'4" 4V15 12 %C6 N4 FB 5� N O B G 1 H -V J I 1 =4X4(A2) e'4X4 =3X8 --4X4(A2) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C 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: 1.26 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" CBC Dist a: 3.00it Loc. from endwall: not in 4.50 it GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Special Loads ---(Lumber Dur.Fac=1.25 / Plate Dur.Fac =1.25) TC: From 55 pit at -1.00 to 55 pit at 4.08 TC: From 27 pit at 4.08 to 27 pit at 9.25 TC: From 55 pit at 9.25 to 55 pit at 14.33 BC: From 20 pit at 0.00 to 20 pit at 4.08 BC: From 10 pit at 4.08 to 10 pit at 9.25 BC: From 20 pit at 9.25 to 20 pit at 13.33 TC: 73 to Conc. Load at 4.08, 9.25 TC: 143 to Conc. Load at 6.14, 7.19 BC: 321b Conc. Load at 4.08, 9.25 BC: 64 lb Conc. Load at 6.14, 7.19 Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information **WARNING - **IMPORTANT** FURNISI Trusses rewire extreme care in fabric Component Safety Information, by TPI bracing ner BCSI.. Unless noted other attacheld mid ceilm Locations showr as app Icabbe. Apply Iates to each faI drawings 16OA-Zforslandard plate pot AIp me, a division of ITW Build'n Coml t At In conformance with ANStI/�PI 1, Iistin this drowin Indicates steepp and �ise of this Pawing for any ' For more information see this'ob's general notes 4'4"7 8'10"7 Snow Criteria (Pg,Pf in PSF) DeB/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA CL NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.041 D 999 360 Loc R+ / R- / Rh / Rw ! U / RL ILL: NA Cs: NA VERT(CL): 0.075 D 999 240 B 771 /- /- /- /373 /- Snow Duration: NA HORZ(LL): 0.015 1 - - G 771 /- /- /- /373 !- HORZ(TL): 0.027 1 - - Wind reactions based on MWFRS Code / Misc Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Bldg Code: FBC 2017 RES Max TC CSI: 0.222 G Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.547 Bearings B 8 G are a rigid surface. Rep Fac: Varies by Let Case Max Web CSI: 0.086 Bearings B & G require a seat plate. FT/RT:20(0)110(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. WAVE VIEW Ver: 18.02.01A.0205.19 B-C 635 -1409 E-F 576 -1324 C - D 579 -1327 F - G 636 -1408 D-E 524-1129 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-J 1250 -554 I-G 1259 -556 J-1 1121 -524 tllllllllllllil ONHWAk�-o, y : No. 86367 STATE OF : 4 110 ,0 A; lil FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 ALL CONTRACTORS INCLUDING THE INSTALLERS Of failure to buildthe nor The Li8obility 6750 Forum Drive Suite 305 n.wm; ICC:..iccsafe org Orlando FL, 32821 SEQN 975 FROM: RWM 7/ JACK Oty: 4 ,7A5,175EA RFOI 11756/EASTHAMIEXPRESS DmNo 8167.20.12011..1/4006�o3aT36 / Truss Label- CJB / YK 06/152020 Loading Criteria (psg TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" C 4.87 "IL � 10'4" 2 0 m B N A 8,8n D 2X4(A1) 1'0"6 Wind Criteria Wind Std: ASCE 7-10 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: not in 4.60 it GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pt in PSF) Pg: NA CC NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 D - - HORZ(TL): 0.005 D - - Creep Factor: 2.0 Max TC CSI: 0.245 Max BC CSI: 0.159 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 Top chord 2x4 SP #2 N Bol chord 2x4 SP #2 N Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Provide 0.131 '4.0"min. toe -nails at top rd. %%%j11I1II1tjF Provide (2) 0.131"x3.0", min. toe -nails at bottom tomchord. .9&�OENF No, 86367 %� STATE OF - �' —IMPORTANT" FURNISH THIS DRAWING TO ALL ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc Rt / R- / Rh / Rw / U / RL B 223 /- /- /171 /95 /88 D 70 /- /- /53 /9 /- C 91 /- A 135 166 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width =1.5 Min Req = - C Brg Width =1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 00"'JiFoo .04 FL REG# 278, Yoonhwak Kim, FL PE 986367 06/15/2020 ALPINE 7- 6750 Forum Drive Suite 305 Orlando FL, 32821 SEON: 1033561 MONO Ply: 1 Job Number. N372962 Oust R8975 JRef:1WW5897500MT17 / FROM: RWM Oty: 3 ,7A5 ,176EA,RFOI / 1756/EASTHANI/EXPRESS OmNo: 167.20.1201.14927 Truss Label: J66 I / YK 06/152020 Loading Criteria (per) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Dumfion: 1.25 Spacing: 24.0 " Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 1112X4 D 12 T 5� _I o_ r^ N N {y B FIE 2X4(A1) 1113X6 6' 6 "1"6'i 6' Wind Criteria Snow Criteria (Pg,Pf in PSF) DegICSI Criteria Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deeection in loc Udell U# Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.019 E 999 360 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0,033 E 999 240 Risk Category: II Snow Duration: NA HORZ(LL): 0.010 E - - EXP: C Kzt: NA HORZ(TL): 0.017 E - - Code I Misr. Criteria Mean Height: 15.00It Creep Factor: 2.0 BCDL: .psf 5 BCDL:.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.427 MWFRS Parallel Dist: It to 2h TPI Sid: 2014 Max BC CSI: 0.343 C&C Dist a: 3.00 it Rep Fac: Yes Max Web CSI: 0.218 Loc. from endwall: not in 9.00 it FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 18.02.01A.0205.19 Wind Duration: 1.60 WAVE Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes Refer to General Notes for additional information ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 291 /- /- /216 164 190 F 243 /- /- 1155 185 /- Wind reactions based on MWFRS B Big Width = 8.0 Min Req = 1.5 F Big Width = 8.0 Min 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# fWAk�r F 86366 7 • f\O.•• s STATE OF ''.� •. 0R19.4. C u i)►i`� FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 —IMPORTAN6" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS proper%y anacned structural sneatnln and oonom cnord snap nave a progeny :slfalnt df webs shall ham br an Ins ailed p r BCSI sections B3, B7 or 10, as shown above and on [he.ioinl Details, unless noted otherwise. Refer to ALPINE not be ree8onsible for any deviation from this drawing,aa failure to buildpthe .wawm e„w I engnleennganresponsibillttvNsolely sea] or the design shown. or The suit ability 6750 Forum Drive bility of the quilding Designer per ANSIITPI 1 Sec.2. Suite 305 LPINE: www.alpineitw.com: TPI: www.tpinsl.org; SBCA: w,va.sbdndu.uv..rr: icc: www.iccsafe.mg Orlando FL, 32821 SEON: 1033581 MONO Ply: 1 Job Number: N372962 Oust: R8975 JRef:1V✓W589750034T14 / FROM: RWM Dry: 2 ,7A5,175EA,RF01 / 1756/EASTHAMIEXPRESS DmNo: 167.20.1201.14630 Truss Label: J66A I I YK 06/15/2020 Loading Criteria lost) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Wind 1112X44 C 12 5 � o_ N A 48'8" E D 2X4(A1) 1113X6 Wind Criteria Wind Sid: ASCE 7-10 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: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes Refer to General Notes for additional information 6' 6' 6' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Ph. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 2017 RES TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE ALL 6'� DeWCSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.020 D 999 360 VERT(CL): 0.037 D 999 240 HORZ(LL): 0.010 D - - HORZ(TL): 0.019 D - - Creep Factor: 2.0 Max TC CSI: 0.447 Max BC CSI: 0.360 Max Web CSI: 0.224 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL A 230 /- /- /150 774 1117 E 249 /- /- /161 1146 A Wind reactions based on MWFRS A Brit Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings A & E are a rigid surface. Bearings A & E require a seat plate. Members not listed have forces less than 375# �.01, WAk Irl No.86367 STATE OF a <v� ;�N(A� ►�l,11 FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 nav oraccirp mstauea pgr ul on 1 e Join Details. un ess ALPINE 8750Forum Drive Suite305 Orlando FL, 32821 SEON: 103345/ EJAC Ply: i Job Number. N372962 Cust.R8975 JRe11WW5997500UT38 / FROM: RWM Oty: 14 ,7A5,175EA,RF01 11756/EASTHAWEXPRESS DrwNo: 167.20.1201.14848 Tmss Label: EJ66 / YK 06/15/2020 101 1V6 1 12 5 rn o rn in in i� B T A 8S, D Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" 2X4(A1) Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt NA Mean Height: 15.00 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 4.50 ft GCpi: 0.18 Wind Duration: 1.60 M. 7.1 Snow Criteria (Pg,Pf in PSF) Ing: 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 Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE DeWCSI Criteria PP Deflection in too Udell U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.014 D - - HORZ(fL): 0.025 D - - Creep Factor: 2.0 Max TC CSI: 0.586 Max BC CSI: 0.444 Max Web CSI: 0.000 VIEW Ver: 18.02.01A0205.19 ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 311 /- /- 1229 /124 1135 D 117 /- /- 190 /17 A C 157 P !- 167 1114 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information ,\ \,1111f )1fll,i,,/ Provide (2) 0.131"x3.0", min. toe -nails at top chord. \1 J Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. \ ONHWAk A/ '00411, No, 86367 's STATE OF �v3 �- '•�'�F04 RIOP C /JONAL FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabdcalin�, handlin shi�lping, installing and bracing.,Re(er to and fallow the latest etlition of BCSI Component Safety Information, byv TPI an SBCA) fo'r sa ety praclmes prior to pertorming these functions. Installers shall provide le bracigig�ler BCSI._ Unless noted otherwise,top chord shall have properly attached structural sheathin� and bottom chortl shall have z .it.. a rigid ceiling Locations shown for ermanerlt lateral restremt of webs shall have bracin ins @fled per SCSI sec0ons ¢3, B7 as aooeica ee. AOD V oiales to each face oiptmss antl oosdion as shown above and on the Joint9Details. unless noted otherwise. any 6750 Forum Drive Suite 305 Orlando FL, 32821 SEDN: 103348/ EJAC Ply: 1 I Job Number. N372962 Cwt R8975 JRef:1WW589750034T37 / FROM: RWM Dry: 6 ,7A5,175EA,RF01/1756/EASTHANVE%PRESS DwNo: 167.20.1201.14583 Truss Label: EJ56 / YK 06115/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCOL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" Lumber Tap chord 2x4 SP #2 N Bol chord 2x4 SP #2 N C 11'0"1 12 5 rn (V p B � q t 8'S" D Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt NA Mean Height: 15.00 it TCDL: 4.2 psf BCOL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: not in 4.50 it GCp1: 0.18 Wind Duration: 1.60 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. 5'6" 5'6" Snow criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.008 D - - HORZ(TL): 0.014 D - - Creep Factor: 2.0 Max TC CSI: 0.450 Max BC CSI: 0.313 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 ♦Maximum Reactions (lbs) Gravity Non -Gravity Loc Ri /R- /Rh /Rw /U /RL B 274 /- 1- /205 /111 /117 D 98 1- /- U5 /14 A C 131 /- /- /55 /95 /- 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 = - Searing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 1\11191111111////I' GENSF�''���'% No. 86367 STATE OF :r ZO *solve to SS,ONIA L. FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 ALPINE m wW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEON: 1033441 JACK Ply: 1 1 Job Number. N372962 CusC R8976 JRix 1WW589750034T29 FROM: RWM Cry: 4,7A5,175EA,RFOI/1756/EASTHAM/EXPRESS DmNo: 167.20.1201.14677 Truss Label: CJ5 I KD / YK 06/15/2020 T, Loading Criteria (ps0 TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 N Bet chord 2x4 SP #2 N 1, 4'11"4 T 4'11'A Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt NA Mean Height: 15.00 fit TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 it GCph 0,18 Wind Duration: 1.60 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'N3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. "WARNING" "IMPORTANT" FURNISI Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Fac. Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE C. DefIICSI Criteria PP Deflection in Ice Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.006 D - - HORZ(TL): 0.010 D - - Creep Factor. 2.0 Max TC CSI: 0.373 Max BC CSI: 0.249 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 10'9"4 N V 20 N (M ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R* / R- / Rh / Rw / U / RL B 254 /- /- /192 1104 1107 D 88 /- /- /66 113 /- C 116 /- A 148 /84 /- Wind reactions based on MWFRS B Big Width =8.0 Min Req=1.5 D Big Width =1.5 Min Req = - C Brg Width =1.5 Min Real =- Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# \\\\11111111III 11/1je WAk s No.86367 STATE OF •/e01004 0iunill%1 FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 any 6750 Forum Drive Suite 305 Orlando FL, 32821 SEON: 103347/ JACK Ply: 1 Job Number. N372962 Cusl: R8975 JRef: 1VJJJ589750D34T3 / FROM: RWM Oty: 4,7A5,175EA,RF01/1756/EASTHAWEXPRESS DrwNo: 167.20.1201.14896 Truss Label: CJ36 / VK 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" Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Wind Criteria Wind Std: ASCE 7-10 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&G Dist a: 3.00 If Loc. from endwall: not in 4.50 it GCpi: 0.18 Wind Duration: 1.60 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. ri7 C 3'5"4 3'5"4 Snow Criteria (Pg,Pf 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 Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE i Detl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.002 D - - HORZ(TL): 0.003 D - - Creep Factor: 2.0 Max TC CSI: 0.175 Max BC CSI: 0.117 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+• / R- / Rh l Rw I U / RL B 201 /- A /159 186 180 D 59 A /- /45 /8 /- C 76 A A 130 156 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width =1.5 Min Req= - C Brg Width =1.5 Min Req=- Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# FL REG# 278, Yoonhwak Kim, FL PE 986367 06/15/2020 **IMPORTANT* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlingshipping, installing and bracing., Refer to and follow the latest editi n of PCSI (Building t Safety Information, b, PI and SBCA) sa�ety practices prior to performing these functions. nstallers shall provide temporary. r BCSI. Unless noted ow, erwise,top chord shall have properly attached structural shgathinq and bottom chord shall have a pro party �id ceilin[7 Locations shown for ennanent lateral restraint of webs shall have bracln ins ailed per BCSI sections B3, B7 or 810, e. App7V Plates to each face otptruss and Position as shown above and on the Join Details, unless noted otherwise. Refer to any 6750 Forum Drive Suite 305 Orlando FL, 32821 SEON: 103343/ JACK I Ply. 1 Job Number. N372962 Cust R8975 JRef.1WW589750034T30 I FROM: RWM Oty: 4 ,7A5,175EA.RFOI/ 1756/EASTHAM/EXPRESS DmNo: 167.20.1201.14786 Truss Label: CJ3 / YK 06/152020 Loading Criteria (psq TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.26 Spacing: 24.0" Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N �-- 1' Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: It EXP: C Kzt: NA Mean Height: 16.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 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. 12 C 2'11 "4 2'11 "4 Snow Criteria (Pg,P1 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 Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE N r CO I Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D - - HORZ(TL):0.001 D - - Creep Factor. 2.0 Max TC CSI: 0.194 Max BC CSI: 0.108 Max Web CSI: 0.000 VIEW Ver: 18.02.01A0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 184 !- /- /148 /81 /70 D 50 /- /- 139 /6 /- C 62 1- l- 123 146 1- Wind reactions based on MWFRS B Brg Width =8.0 Min Req=1.5 D Brg Width =1.5 Min Req=- C Brg Width =1.5 Min Req= - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ,`�1,,tt111�4fflief, �AH Arl ,�'. No, 86367 13 STATE OF a E <<autuuld«` FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 ALPINE /MIIW NMNNY 6750Fonum Dive Suite305 Orlando FL, 32821 SEON: 1033421 JACK I Ply: 1 Job Number. N372962 Cuat R8975 JRet1WW589750030T33 I FROM: RWM Oty: 4 .7A5,175EA,RF01 / 1756/EASTHAM/EXPRESS DmNo: 167.20.1201.15005 Truss Label: CA / YK 06115/202O Loading Criteria (pso TCLL: 20.00 TCDL: 7.00 BCLL 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" Lumber Top chord 2x4 SP #2 N Bol chord 2x4 SP #2 N 12 5 F,� C T Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt NA Mean Height: 15.00 it TCDL: 4.2 pat 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 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. 1 11 4 _i r 11 4 1 Snow Cdteda (Pg,Pf in PSF) Pg: NA Ct: NA CAT: W Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D - - HORZ(rL): 0.000 D - - Creep Factor: 2.0 Max TC CSI: 0.188 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 , 11111III 111►I// ` HWA No. 8636; STATE OF F 9-1 "4 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 142 /- /- /135 /87 /34 D 10 /-2 /- /19 /12 A C - /-15 /- /27 129 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Big Width = 1.5 Min Req = - Beanng B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# '•.,�F •. � ORIO,P�c� C •'/''Ss;C *A � 1� 1 FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 ALPINE ram ro . 6750Forum Drive 305 Suite 305 Onando FL, 32821 SEQN: 1033461 JACK I Ply: 1 I Job Number. N372962 Cust R8975 JRef: 1NNV589750034T35 / FROM: RWM Qty: 4 ,7A5,175EA,RFOI 11756/EASTHAM/ExPRESS DrwNo: 167.20.1201.14647 Truss Label: CJ16 / YK 06/15/2020 Loading Criteria (ps0 TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 1U0 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N 12 5 C V Wind Criteria Wind Std: ASCE7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 8 TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Disc 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 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. 1'5"4 1'5"4 Snow Crilerla (Pg,Pf in PSF) Pg: NA Ct NA CAT: Nf PC NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Fee: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D - - HORZ(TL): 0,000 D - - Creep Factor: 2.0 Max TC CSI: 0.188 Max BC CSI: 0.026 Max Web CSI: 0.000 VIEW Ver. 18.02.01A.0205.19 9'3"12 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /128 R3 /43 D 20 A /- /23 /8 /- C 13 A /- /15 /11 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width =1.5 Min Req= - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ,`11111III 11111f No. 86367 ' STATE OF cv� FL REG# 278, Yoonhlvak Kim, FL PE #86367 06/15/2020 I oonom chorea gnan nave a pro any unless note0 ot'he e.B7Refer to' ALPINE Ion this d ga i failure to build the this tlr lvl g e, mvmuourc _ . cover ui he des i nshown. The sui gabllity e 6750 Forum Drive �TPI 1 Sec.2. Suite 305 3CA: vmw.uxxulusVy...; ICC: w,Hv.1. afe n; Orlando FL, 32821 SEON: 1014431 JACK Ply: 1 Job Number: N372962 Cust R8975 JRef1WW569750034T26 / FROM: RWM Div: 2,7A5,175EA,RF01/1756/EASTHAWEXPRESS DmNo: 167.20.1201.13974 Truss Label: CJA / YK 06H5/2020 Loading Criteria (per) 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" Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N 12 10'6" 5 � N (O B N A 88 D 2X4(A1) Wind Criteria Wintl Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: not in 4.60 ft GCpi: 0.18 Wind Duration: 1.60 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Provide (2) 0.1319t3.0", min, toe -nails at top chord. Provide (2) 0.131'k3.0", min. toe -nails at bottom chord. 4'3"9 4'3"9 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Miso Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes F1/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 D - - HORZ(TL): 0.006 D - - Creep Factor: 2.0 Max TC CSI: 0.286 Max BC CSI: 0.185 Max Web CSI: 0.000 VIEW Ven 18.02.01A.0205.19 ♦ Maximum Reactions (Iles) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 231 /- /- 1177 197 195 D 76 /- /- /so /11 /- C 99 /- /- 141 n2 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width =1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ,xk' 1111111111111 oN�WA/ �!Po,,. cENS No. 8636741 •: yi• •*z *� STATE OF <vCCft AL FL FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 ALL CONTRACTORS INCLUDING THE INSTALLERS as )ilure to build the or cover pa e„ The sui ability ALPINE .WIM'COIUANY Suite Forum Drive 305 Suite 305 Onando FL. 32821 SEON: 103354/ HIP_ I Ply: 1 I Job Number: N372962 CusCR8975 JRefAWW589750034T16 / FROM: RWM Oty: 2 ,7A5 ,175EA.RFOI / 1756/EASTHAM/EXPRESS DmNo: 167.20.1201.14803 Truss Label: HJ66 / YK 06/152020 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" 4'812 9'0"13 4,8"12 'i 4,4"1 i 0 3'5"2 T'11 1,6" _ 8,5„2 - 9'0„ 3 Wind Criteria Wind Std: ASCE7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzb NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: not in 4.60 it GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 N Sot chord 2x4 SP 24OOf-2.OE Webs 2x4 SP #3 Special Loads -----(Lumber Dur.Fac =1.25 / Plate Dur.Fac.=1.25) TC: From 0 pit at -1.41 to 55 pit at 0.00 TC: From 2 plf at 0.00 to 2 pit at 9.07 BC: From 2 pit at 0.00 to 2 plf at 9.07 TC: -2 lb Conc. Load at 1.37 TC: 124 lb Conc. Load at 4.20 TC: 232 lb Conc. Load at 7.03 BC: 20 lb Conc. Load at 1.37 BC: 99 lb Conc. Load at 4.20 BC: 175 lb Conc. Load at 7.03 Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information Provide (3) 16d common 0.162"x3.5", toe -nails at TC. Provide (3) 16d common 0.162"x3.5", toe -nails at BC. Snow Criteria (Pg,Pf in PSF) Pg: NA CL NA CAT: NF Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in too Udefl L/# VERT(LL): 0.035 F 999 360 VERT(CL): 0.062 F 999 240 HORZ(LL): 0.009 F - - HORZ(TL): 0.021 F - - Creep Factor: 2.0 Max TC CSI: 0.537 Max BC CSI: 0.530 Max Web CSI: 0.224 VIEW Ver. 18.02.01A.0205.19 �.�``pN AKA �►. CEIVSF No.86367 ATE OFcv ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw ! 0 ! RL B 290 /- !- /- 1186 /- E 338 /- /0 /- 1121 /0 D 95 A !- /- 166 /- Wind reactions based on MWFRS B Brg Width =11.3 Min Req = 1.5 E Brg Width =1.6 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 337 - 531 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-F 528 -315 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 335 -560 IIIIIIIIIU FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 ALPINE µ� Suite Forum Drive 305 Suite Orlando FL, 32821 SEON: 103352/ HIP_ Ply: 1 Job Number. N372962 Cust: R8975 JRef: lVVW5897500UT39 / FROM: RWM Oty: 2 ,7A5,175EA,RF01 / 1756/EASTHAWEXPRESS DrwNo: 167.20.1201.14864 Truss Label: HJ56 / YK 06/152020 C 12 101113 3.54 � r N N O M B A 8'8„ D 2X4(A1) f - 1'5"12 Loading Criteria (ps0 TCLL: 20.00 TCDL 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soft: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Special Loads Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt NA Mean Height: 15.00It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 R Loc. from endwall: not in 4.50It GCpi: 0.18 Wind Duration: 1.60 -----(Lumber Dur.Fac =1.25I Plate Dur.Fac =1.25) TC: From 0 pit at -1.48 to 55 plf at 0.00 TC: From 2 pit at 0.00 to 2 plf at 7.72 BC: From 2 plf at 0.00 to 2 plf at 7.72 TC: 26 lb Conc. Load at 2.08 TC: 152 lb Conc. Load at 4.91 BC: 40 Ib Conc. Load at 2.08 BC: 1181b Conc. Load at 4.91 Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information Provide (2) 0.131"0.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. "WARNING- REA "IMPORTANT" FURNISHTHIS 7'8"9 7'8"9 Snow Criteria (Pg,R 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 2017 RES TPI Std: 2014 Rep Fac: Varies by Ld Cass FT/RT:20(0)/10(0) Plate Type(s): WAVE Deg/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.018 D - - HORZ(TL): 0,036 D - - Creep Factor: 2.0 Max TC CSI: 0.885 Max BC CSI: 0.756 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 239 /- /- /- /95 /- D 137 /- A /- 114 /- C 106 A A /- /57 /- Wind reactions based on MWFRS B Brg Width =10.6 Min Req = 1.5 D Brg Width =1.5 Min Req= - C Brg Width =1.5 Min Req=- Bearing B is a rigid surface. Beading B requires a seat plate. Members not listed have forces less than 375# ��`111ONH WAk /rNq 'o • No. 86367 s ��•� STATE OF '�'�'r•'.'4�OR10P,•��', C FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 . 1-491111., ALPINE /MnN'(CMfM1Y 6750 Forum Drive Suite 305 Orlando FL, 32821 SEON: 1014501 HIP_ I Ply. 1 I Job Number: N372962 Cusr R8975 JRef:1WW589750034T32 / FROM: RWM Oty: 2 .7A5,175FA.RF01 / 1756/EASTHAWEXPRESS DrwNo: 167.20.1201.14007 Truss Label: HJA / VK 06115/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDC 10.00 Des Ld: 37.00 NCBCLL 0.00 Soffit: 0.00 Load Duration:. 1.25 Spacing: 24.0" Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N 1210'11"15 4.56 (� n l� N iV O B M t 1+8'8" D 2X4(A1) "1 6'0"1 DlI Wind Criteria Wind Std: ASCE 7-10 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: NA GCpi: 0.18 Wind Duration: 1.60 Loading Hipjack supports 4-2-15 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information Provide (2) 0.131'kK&0", min. toe -nails at lop chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Mise Criteria Bldg Code: FBC 2017 RES TPI Sid: 2014 Rep Fee: No FT/RT:20(0)/10(0) Plate Type(s): WAVE De0/CSI Criteria PP Deflection in toe Udell U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.007 D - - HORZ(TL): 0.014 D - - Creep Factor. 2.0 Max TC CSI: 0.438 Max BC CSI: 0.254 Max Web CSI: 0.000 VIEW Ver. 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 128 A /- A 162 !- D 64 /- /- 114 /- /- C 143 /- /- /- 1107 /- Wind reactions based on MWFRS B Brg Width = 8.6 Min Req = 1.5 D Brg Width =1.5 Min Req = - C Brg Width =1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# �IIIIII III???p ep CENsE! S No, 86367 s STATE OF a , OR10PC�``,``C F "�i±ln A. FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 6750 Forum Drive Suite 305 Orlando FL, 32821 SEON: 1014511 HIP_ I Ply: 1 Job Number: N372962 Cust:R8975 JRef1WW589750034T11 / FROM: RWM Oty: 2,7A5,175EA,RF01/1756/EASTHAM/EXPRESS DmNo: 167.20.1201.13960 Truss Label: HJB I / YK 06/152020 C 4.56 [- 12 10'413 u� o L N � B N T1 A $,$„ D 2X4(A1) Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " f -- 1'1"3 Wind Criteria Wind Sid: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzb NA Mean Height: 15.00It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Loading Hipjack supports 3-1-12 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131'St3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Cb NA CAT: Ni Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Mist: Criteria Bldg Code: FBC 2017 RES TPI Sid: 2014 Rep Fee: No FT/RT:20(0)110(0) Plate Type(s): WAVE Deft/CS1 Criteria PP Deflection in toe Udell U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.002 D - - HORZ(fL):.0.003 D - - Creep Factor: 2.0 Max TC CSI: 0,148 Max BC CSI: 0.088 Max Web CSI: 0,000 VIEW Ver: 18.02.01A.0205.19 ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U ! RL B 95 /- !- /- 150 !- D 32 /- /- /9 /- /- C 73 I- /- /- 155 /- Wind reactions based on MWFRS B Brg Width =8.6 Min Req=1.5 D Brg Width = 1.5 Min Req = - C Brg Width =1.5 Min Req=- Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ` 11111111►ittttt No.86367 's yt• '�-s p% STATE OF ¢ �•zv• '•�'` �•:IORIOP ' 6 0000 sAL E ''b4NilU►UNI' FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 uctural sneatmn ana bottom Mora snap nave a properly have bracing installed per BCSI sections 03, B7 or 910 on the Joint Details, unless notetl otherwise. Refer to'ALPINE it any deviation from this drawin an failure to build the trusses k this dr µay,rpryryry cing of seal on wir�9 or cover page insibiliN solely for the des i n shown. The suit -ability Desigrier per ANSIRPI 1 Sec.2. 6750 Forum Drive Suite 305 a: TPI: vnwvJpinstora: SSCA:.w bundasm,.wm; ICC: id.am Orlando FL, 32821 TYPICAL OFF PANEL SPLICE 1/2' --:i i -i - - [- - - - t -+,- - - --J L V- - TRULOX INFORMATION DETAIL DO NOT APPLY NAILS WITHIN 1/2" OF LUMBER EDGES OR I' OF LUMBER ENDS ON EACH FACE, 1/2• AS SHOWN BY DASHED LINES. NAILS MUST NOT SPLIT LUMBER. ' I I 1/2' 4L 1/2- n 1. n TYPICAL FILLER t/2" 1/2x PLATE SPECIFIEDAS ONSEALED ON SEALED DESIGN / 1• ' 1/2' / / t 1/2' n n TRULOX PLATE APPLIED OVER OTHER PIATES. AN rrW COMPANY \\urn\ams,.M On.a Sme\mo \ \ Marylaatl\ Heights.\ MO\ VN3 41N0[471M:I013MP yr • TYPICAL PANEL POINT WITHOUT SPLICE III I n �hV 1/2• J L_ 1/2• I. f rt 1/2' n 1/2' NOTES: ,'D • FIOR{OP (n) IS THE REQUIRED NUMBER OF 0.120' X 1.375' MARS. OR EQUAL, PER FACE I ✓/ T� LOCATES PLATE CORNER PER PLY AS SPECIFIED ON Oli FLUSH DGEDESICN REFERENCING THIS DLTAD. ///i`,/�S1O�A� `I ❑ LOCATES PLATE CENTER. tON u.a1I1 TYPICAL PANEL POINT SPLICE 1/2v�� 1/2. I� n I / � �/ ij2• 1' 7 F- J L TRULOX PLATING 160 T L PAGE 1 OF 1 DATE 10/01/14 REAM`178, Yoonhwak Kim, FL PE #86367 Gable Stud Reinforcement Detail ASCE 7-101 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Ore 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Ore 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Ore 100 mom Wind Sneed. 15' Mean Helaht. Partially Enclosed. Exoosure D. Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) Ix4 'L' Brace R (1) 2x4 'LBrace • (2) 2x4 'L' Brace w (1) 2x6 'L' Brace • (2) 2x6 'L' Brace ene Group A Group B Group A Group B Group A Group H Group A Group B Group A Group B # 1 / #2 4. 3• 7' 3' 7. 7' 8' 7' e' 11' 10' 3' 10, e' 13' 6' 14' 0• 14' 0' 14' 0' S P F #3 4' V 6' 7' 7' I' 8' 6' 8' 10, 10, I• 10' 6' 13' 4' 13' 10' 14' 0' 14' 0' U Stud 4' V 6' 7' 7' 0' Be 6' 8' 10, 10, 1' 10' 6' 13' 4' 13' 10' 14' 0' 14. 0' Q F Standard 4' 6- 7' 4' 7' 8' 8' e' 9' 0' SO' 4' 10, 9' 13' 8' 14' 0' 14' 0' 14' 0' --� S P #2 4' 3' 7' 3- 7' 7• 8' 7' e' ill 10. 3' to, e' 13. 6' 14' Be 14' 0' 14' 0' #3 4' 2' 6' 0' 6' 4' 7' 11' 8. 6' 10. 2' 10' 7' IP, 5- 13' 4' 14' 0' 14' 0' c�u D F L Stud 4' 2' 6. 0' 6' 4' 7' 11' Be 6' 10. 2' 10' 7' 12' 5' 13' 4' 14' 0' 14' 0' Standard 4' 0' 5' 3' 5' 7' 1 7' 0' 1 7' 6' 9' 6' 10. 2' Ill 0' 11. 10, 14' 0' 14' 0• U #1 / #2 4' 11' 8' 4' e' 8' 9. 10, 10. 3' ill Be 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' 4. _ S P F #3 4. 8' e' 1' 8' e' 9' 8' 10. 1' 11' 7' 12' V 14' 0' 14' 0' 14. 0' 14' 0' U LJ Stud 4' 8' 8' t' 8' 6' 9' 8' to, V II. 7' 12, 1' 14' 0• 14' 0' 14' 0' 14' 0' O fl F Standard 4' 8' 6' It- 7' 5' 9' 3' 9. 11' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #1 5' I' 8' 5' 8. 9' 9' Ill 10' 4' I1' l0' 12' 4' 14' 0' 14' 0' 14' 0' 14. 0• S P #2 4' ll' 8. 4' e' 8' 9' to, 10' 3' 11' 8' 12, 2' 14' 0' 14. 0' 14' 0' l4 ' 0' #3 4' 9' 7' 4' 7. 9' 9' 9' 10, 2' 11' e' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0• N D F L Stud 4' 9- 7' 4' 7' 9' 9. 9' 10, 2• ill 8' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' Be 1 6. 5' 6. 10' 8' 7' 9' 2' 1 11' 7' 12' V 13' 5' 14' 0' 14' 0' 14' 0' #1 / #2 5' 5- 9' 2' 9' 6' to, 10, U. 3' ill e' 13, 5' 14' 0' 14' 0' 14' 0' 14. 0' d S P F #3 5' V 9' 0' 9' 4' (0' e' Ill 1' 12, 9' 13' 3' 14' 0• 14' 0' 14' 0' 14' 0' L J'" U LJ Stud 5' I' 9. 0' 9' 4' IO' e' it, 1' 12. 9' 13' 3' 14' 0• 14' 0' 14' 0' - fl F Standard 5' V 8' 01 8' 6- 10, 8' II. 1' 12, 9' 13' 3' 14' 0' 14' 0' 14' 0' X #1 5' 8- 9.3'9.8'to, 11' It' 4' 13, 0' 13' 6' 14' 0' 14' 0' 14' 0' P #2 5' 5- 9' 2- 9' 6' I0' 10' 11' 3' 12' 11• 13' 5' l4' U• 14' 0• 14' 0' g14'O' dS #3 5' 3' 8' 5' 9'0•10. 9' Il' 2' 12, 10' 13' 4' 14' 0' 14' 0' 14' C' DFLStud 5. 3' 8' 5' 9' 0• 10' 9' I1' 2' 12' 10' 13' 4' 14' 0' 14' 0' 14' 0' Standard 5' V 7' 5' 7' 11' 9' 11' 10' 7' le, 9' I3' 3' 14' V 14' 0' 14' 0' able Truss Rep I ➢lagonnl brace option, T vertical length may be doubled when diagonal 18' W brace Is used. Connect diagonal brace for 450# at each end. Hax web Br ce d total length Is l4', )0( -L 2.4 DFor better diagg onal + --tt • 'I/ bracer single T ,� Vertical length shown B' y` In table above. 45• or doubler cut (as shown) at L 1 • 6 7 upper end, on�uws#Be?ring Corned dlagona at midpoint of verticat web. Refer to chart ab($PLio1' mn e t al uyARlOga REM dim FLLLOW ALL 1✓11ES IH THS tl WNG wnPOiTINM1w nlM,9( THIS OUWLIG To ALL C@(IRILIOiB ➢UI,OaG TIE I STAl1BRS. , #• F� Trusses rcptre entrene care at fabricating, handle, shppp, Installing nM trnd,p Refer to erc/� fatow the eatest sm(lon of BCSI (BWeMO eanpoee t Safety Iniormaton, by TPL ontl SB(Y.) fen -fetY n r(: • • O to /\ y�actKez pr#r to perforNg these fe=c'dma Installers Gall proatle anpararZ'tEradM# 60. (/ �i• 0 • \X Npre, a tllNsble of ITW But Yq paro treanants firq Iexalt rot be rcspwab4 for any deviation f eny f AN ffW WMPAM! wa era.#,, aRwe to and the truss In cweftrrance with ANSI/TPI I, or co- hasmhg, afpping, imtmatbn a Oradnp of trusses. A sea( on tau drawn, : mutt page therm, the drawee , weates acceptance of pefeewbead \\ 372M Rlverpl,M 0m;a ereplrwerb, rcspmsPotlMy sdaly far the deegn shown TM suitably and use of tua draw*, ll Sunal2## co- arty strac- b the rcspondeYly of the eedae, Deaver per ANSVTPI I Sere k\MaNtaM11eighmAl00%63043 Far ewe Ffo-natbe see thls Job's general notes ape art 4hese web abs� Bracing Group Species and Grades, Group AI ce-PFi niine-Fir Hen-r #1 / #2 OS Stantlortl tl2 Stud #3 St I #3 Standard Dou las F(r-Larch Southern Phowv #3 #3 Stud Stud Stantlard Stantlard Group Be Hen-Flr #t b Bt #1 ➢. los FV-Larch Southern Pinewww it Ml #1 #2 #2 1.4 Braces shall be SRB (Stress -Rotes Board). wwFar Ix4 So. Pine use only Industrial 55 or industrial 45 Stress -Rated Boards. Group B values na be used elth these ratles. Gable Iruss Detail Notes, Wind Load deflection criterion Is L/240. Provide uplift connections for 55 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' broces with laid (0.128'x3.0' mile) malls. W For (1) 'L' brace, space malls of 2' o.c. In 18' end zones and 4' ac. between zones. 9#W., (2) 'L' braces space nulls at 3' o.c. In 18' end zones and 6' ac. between zones. 'L' bradn, must be a Mnimum of 80% of web member length. Gable Vertical Plate Sizes Wer!laLen No S [Ice Less than ! 4' th 0' 1X4 or 2X3 Greater than 4. 0' 3%t t Refer to common truss design for peok, splice, and heel plates. Refer to the Building Designer for conditlons not addressed by this deta0. REF ASCE7-10-GAB14015 DATE 10/01/14 DRWG A14015ENC101014 TOT. LD. 60 PSF SPACING 24.0' Yoonhwak Kim, FL PE #86367 Gable Stud Reinforcement Detail ASCE 7-101 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 13ri 120 mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 or, 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure ➢, Kzt = 1.00 Grl 100 mph wind speed, 30' Mean Height, Partially Enclosed, Exposure ➢, Kzt = 1.00 S 2x4 Brace Gable Vertical pacing Species Grade No Braces (D Ix4 'LBrace • (D 2x4 'L' Brace • (2) 2x4 'L' Brace •• (1) 2x6 'L' Brace • (2) 2x6 'L' Brace ON Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B �") #1 / #2 4' 1' 6' 11' 7' 2' 8' 2' 8' 6' 9' 9' 10, 2' 12' 10' 13' 4' 14' 0' 14' 0' S P rr #3 3' 10, 6' 2' 6' 7' 8' 1' 8' 5' 9' 8' 10' 0' 12' 8' 13, 2' 14' 0' 14. 0' 0) U L' P Stud 3' 10, 6' 2' 6' 6' e' 1' 8' 5' 9' 8' 10' 0' 12' 8' 13' 2' 14' 0' 14' 0' c 0 H Standard 3' 10, 5' 3' 5' 7' 7' 0' 7. 6' 9' 6' 10, 0' 11' 0' 11' 10' 14' 0' 14' C' Qj #1 4' 2' 7' 0' 7' 3' 8' 3' 8' 7' 9' 10, 10' 3' 13' U' 13, 6' 14' 0' 14' O' J S P #2 4' 1' 6' 11' 7' 2' e' 2' 8' 6' 9' 9' 10, 2' 12' 10' 13' 4' 14' 0' 14' 0' #3 4' 0' 5' 7' 5' ill 7' 5' 7' 11' 9' 8' 10, 1' 11' 7' 12, 5' 14' 0' 14' 0' (U r D f L Stud 4' 0' 5' 7' 5' 11' 7' 5' 7' 11' 9' 8' 10, 1' 11' 7' 1 12' 5' 1 14' 0' 14' 0' d Standard 3' 9' 4' 11' 5' 13' 6' 6' 1 7. 0' 1 8' 10' 9' 6' 10, 3' 11' 0' 13, 11' 14' 0' U #1 / #2 4' B. 7' IF 8' 3' 9' 4' 9' 9' 11' 2' 11' 7' 14' 0' 14' Or 14' 0' 14' 0' +> S P F #3 4' 5' 1 7. 6' 8' 3' 9' 3' 9' 7' Ill 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' i L_f H 0' 9' 3' 9' 7' 11' g' II' 6' 14' 0' 14' 0' 14. 0' 14' 0' O I I Stnntlnrtl q 0' 8' o' 8' 4', 9' 6' 9' 0' 11' 3' 11' 9' 14' 0' 14' D' 14' 0' 14' 0' / S P #2 4' 8' 7' 11' 8' 3' 9' 4' 9' 9' 11' 2' 11' 7' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 7' 6' 10, 7' 3' 9' 1' 9' e' ]1' I. 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' �Qj D P L Stud 4' 7' 6' 10' 7' 3' 9' 1' 9' S. ill 1' Ill 6' 14' 0' 14' 0' 14' 0' 14' 0' Stnntlnrtl 4' 5' 6' 0' 6' 5' 8' 0' 8' 7' 10, 10, ill 6' 12' 7' 13' 15' 14' 0' 14' 0' #1 / #2 5' 2' 8' 9' 9' l' 10' 4' 10, 9' 11' 2' 12' 9' 14' 0' 14' 0' 14' 0' 14' 0' d S P F #3 a' 0' 8' 7' 8' 11' 10' 2' 10' 7• 1 12' 2' 12, e' 14' 0' 14' 0' 14' 0' 14' 0' U' lU L� F Stud 4' ]o' 8' 7' 8' u• 0' 2• lo' 7• 12' 2• 12' e• 14' 0' 14• o• la• o• la' 0' O I Stnntlnrtl 4' 10' 9' 11' 10' 7' 12' 2' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5. 4' 8' 10' 9. 2' 10' s' ]0' 10' 12' 5' 12, II' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 5' 2' 8' 9' 9' l' 10' 4' 30' 9' 12' 3' 12' 9' 14' 0' 14' D' 14' 0' 14' 0' C5 01 #3 5' 0' 7' 10' 8' a' 10' 3' 10' 8' 12' 2' 12, e' 14' 0' 14' D' 14' 0' 14' 0' D F L Stud 1 5' 0' 7' 10' 1 8' 4' 1 10' 3' 1 10. 8' 1 12' 2' 12• e' 14. 0' 14' 0' 14' 0' 14' 0' Standard 1 a' 10' 6' 11' 1 7' 4' 1 9' 3' 1 9' 10' 1 12' 2' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' able Truss plop onal brace option, verHcol length may be T doubbd when diagonal 18' A brace Is used Connect L I diagonal brace for 525# -jl- ,II II IIIIII' at each end Mox we total length Is 14'. Br ce �1 AK 2x6 BF.-L #2 or better diagonal brace, single T— Verticol length shown 8' • V h table above. 45' or double cut (as shown) L 1 • upper end.. anuo�slBearing Connect dlagonal at old oint of vertlaal web. 4N Refer to ell chart abt&LrSio1' mae weVARIGIf3n RGO A!0 ill1DV ALL NBIES W THIi IIRAVW(B eUP ,effee F R%VNI raS MVDG No Au C@RWtTORs IMienu6 TIE MTNILFS Trvises re"'re eetrene care In fabrbatlna. handfa iho bV, Nitalll and! Eredrp Refer to a .1� Lose •• Iv Iyt�� / \ le+ the late. ."— of SCSI (Blitok, Cow t Safety InfamaU.. y Tft ad SBW for safeH octb_es ylor to grfornhg the. funs .. LnisteUers sMll pravme t npmnr Ixa per SCSL noted athere(.. tno chord maR have araaerty atbl.vra stew t :h.�uaa mtme ewa • / �f� • O• `lo• /. AN rrW COMPANY \\137223 Fve"MDme \\BwIe120o \ 1 Maryland) Heighls \ 100) 63043 to Md the etru. M6mniorn tr cove. or cover wo. ueny thu an sddY far tlrt who — "Ad r remmwuty � Bulilp of Bracing Group Species and Grades. Group AI S rure-Pine-Fir Hen -Fir 01 / #2 Standard 12 Stutl a3 1 Stud #3 Skandartl Dou las Fir -Larch Southern Plnev N3 a3 Stud Stud Standard Standard Group BI Hen -Fir #1 b Bit, #1 Do u Ias Fir -Larch Southern Phew.. al #1 a2 a2 1.4 Braces shall be SRB (Stress -Rated Board). w•For Ix4 So. Pine use only Industrial 55 or industrial 45 Stress -Rated Boards. Group B values ma be usetl with these gratles. Goble Truss Detail Notesi Wind Load deflection criterion Is L/240. Provide uplift connections for 100 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood ovtrhong. Attach 'L' braces with IOd (0.128'x3.0' min) mots. )K For (1) 'L' brace, space nolls at 2' o.c. In IS- end zones and 4' ac. between zones. )VIFor (2) 'L' braces, space nails at 3' o.c. In IS- end zones and 6' o.c. between zones. 'L' bracing must be a mininum of BOX of web member length. Gable Verticol Pto Sizes t Refer to common truss design for peak, splice, and heel plates. Refer to the BWlding Designer for conditions not addressed by this detaB. REF ASCE7-10-GAB14030 DATE 10/01/14 DRWG A14030ENC101014 Vertical Len tin WhY*a No S lice Less than 4. 0' 2X4 Greater than 4' 0', but less than It' 6' 3xI Greater than II' 6' /X4 TOT, LD. 60 PSF SPACING 24.0' 78, Yoonhwgk Kim, FL PE #86367 Gable Stud Reinforcement Detail ASCE 7-101 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Uri 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Dr, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or. 120 mph Wind Speed, 15' Mean Height, partially Enclosed, Exposure D, Kzt - 1.00 S 2x4 Brace Gable Vertical pacing Species Grade Na Braces (1) 1.4 'L' Brace . (1) 2x4 -L' Brace R (2) 2x4 'L' Brace • (1) 2x6 'L' Brace e, (2) 2.6 'L' Brace t Group A Group B Group A Group B Group A Group B Group A Group H Group A Group B #1 / #2 3' 10' 6' 7' 6' 10- 7' 9- e' 1' 9' 3' 9' 7' 12, 2' 12, e' 14' 0' 14' 0' S P rr #3 3' 8' S' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12, 6' 14' 0' 14' 0' 0) U Stud 3' 8' 5' 9' 6' V 7' 8- 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Q H F Standard 3' 8' 4' It' S' 3' 6' 7- 7' V 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' Q% #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4- 9' 8' 12' 4- 12' 9' 14' 0' 14. 0' J S P 02 3' 10' 6' 7- 6' 10, 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12, B. 14' C' 14' 0' #3 3' 9' 5' 3- 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10' 11' ill e' 14. 0' 14' 0' c�u D F L Stud 3' 9' 5' 3- 5' 7' 6' 11, 7' 5' 1 9' 2' 9' 7' 10, Ill 11' 8' 1 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6. 7' 8' 4' 8' 11' 9' 8' 10' 4' 13, 1' 14' 0' U C #1 / #2 4' 5- 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13, 11' 14' 0' 14' 0' 14' 0' 4- S P r #3 4' 2' 7' V 7' 9' 8' 9' 9' 1' 10, 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' U Stud 4' 2- 7' 1' 7' 6- 8' 9' 9' 1' 10, 5' 10' 10, 13, 9' 14' 0' 14' D' 14' 0' O I I HF Standard 4' 2- 6' 1' 6' 5- 8' 1' 8' 8' 10, 5' 10, 10, 12, 8' 13' 7' 14' 0' 14' 0' #1 4 7' 7 7- 7 11' 9' 0' 9' 4' 10' 8- 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' 0 S P k2 4. 5' 7' 6' 7' 9' 8' 10' 9' 3- 10' 7' ill 0' 13, ill 14' 0' 14' 0' 14' 0' #3 4' 4- 6' 5- 6' 10' S' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' 0J D F L Stud 4' 4- 6' 5- 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14. 0' 14' 0' 14' 0' Standard 1 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10' 10' 1 11' 10' 12' 7' 14' D' 14' 0' #1 / #2 4' 10. 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P F #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 111 6' 12, 0' 14' V 14' 0' 14' 0' 14' 0' u' U LJ F Stud 4' 7' 8' 2- 8' S' 9' B' 10' 0' IF 6' 12, 0' 14' 0' 14' g' 14' D' 14' 0' O ri Standard 4' 7' T 0' T 5' 9' 4' 10' 0' II' 6' 12' 0' 14' 0' 14' g' 14' 0' 14' 0' X #1 5' 1' e' S' e' e' 9' 11' 10, 3' 11' 9' 12, 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' e' 3' 8' 7' 9' 9' 10' 2' It' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' aj k3 4' 9- 7' 4' 7' ]0' 9' 8' 30' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' D F L Stud 4' 9' 7' 4' 7' ]0' 9' 8' 10' 1' 11' 7- 12, 0' 14' 0' 14' 0' 14' D' 14' 0' .-I Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 1 11' 6' 12, 0' 13' 7' 14' 0' 14' 0' 14' 0' ble Truss Diagonal brace option, vertical length may be doubled when diagonal brace Is used Connect dlagon.( brace for 600N at each end. Max web tote) length Is 14'. Vertical length shaven In table above. 441 Connect diagona at LM VV IE AN RW COMPANY N 13723\Rivenpcd\0dva \\Suite%2W \ \ Mary land\ Heights.\ M 0\ 63043 le• L ME Brace 31f3C �_�t^r better di 9ord brace) T- + I ` single �� or double cut (as shown) at L 1 • upper end. 14`1 Wl Refer to chart abc%e*7cfF ma)(.,gapllrrWeptical ..yAR1602a R IVID F11.1llV ALL NORs Iw TRrs DIUVBIQ - t r L W, ..BPOiT(Nl.. F1WaL( THIS BRA, G TB N LWfRAalpiS DCULLO H8 nE D MALL RS •• )auFe ntrene can h FaMkathy hondYq, slVppny Mslelurq and trac4ry Rein to or✓� X, III alert edNan W BRI (BWtlhp Cmpolrnt Safety In .motlau Y VI eM SBW far fetY prbr to perfarrhp then funetlone. Intnaers e)nll pnvide tenpar•ary m'a= per KSL F • • • • • • ♦d atlgr.iso tap dvd eMn bave paper[r attached <ructnal snnUerp aM butler chei / L) [1 I trproperty ttacned rlggH ceiOnB• Lacatlard them far prnment Ialew reetnht P nbs ��� tJ/ �Ai. t ack, in.talled Per It St cectba B3. B) a- Due, os polcaHe. APPI, plate. to eod\ face / O •1 v nd Pasmbn ae me n .bave and on the Joint Detat., ard.n noted other.w. ��//lllllll llllll i .b,s WA-Z far .farrbrd pale pasiaxn C Bracing Group Species and Grades) Group AI S ruce-Pine-Flr Hem-Flr N1 / #B Standard a2 Stutl a3 Stud 1 1 N3 ISt.ird.rd Do u Ias Fir -Lurch Southern Pine... N3 •3 Stud Stud Standard Standard Group BI Hem -Fir N1 6 Btr NI DO", u law Flr-Larch Southern Pine... ql pl a2 a2 Ix4 Braces shall be SRB (Stress -Rated Boartl). exFor Ix4 So. Pine use only Industrial 55 or lnduslrlal 45 Stress -Rated Boordr Group H values me be usetl .Ith these ratles. Gable Truss Detail Notes, Wind Load deflection criterion Is L/240. Provide uplift connections for 75 PIP 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 IM (0.128'x3.0' min) note. A For (1) 'L' braces space nalis at 2' o.c. In IS- end zones and 4' c.c. between zones. )K)Wor (2) 'L' braces space relic at 3' o.c. In IS- end zones and 6' c.c. between zones. 'L' bracing must be . mlNnun of 80% of web member length Gable Verticol Plate Sizes Vertical Length No S flee Less then {' 0' 2x3 Greater than 4' 0', but 3x4 less than 11' 6' Greater than IF 6' 1 4x4 + Refer to common truss design for Peak, sPtic., and heel Plates. Refer to the Building Designer For conditions not addressed by this detail. REF ASCE7-10-GAB16015 DATE 10/01/14 DRWG A16015ENC101014 drawing, my fNw to build the Wes In arfarwee .tth ARSVTPl L or far handma. ulmono. .Italian t brad„, of W...a MA . TOT. LD. 60 PSF Seat m this dawFP a• :aver Pape the" this dmwkp. ktlmte. acceptance of prifeesbro( wiltring re sdety far the Jedat shoal The s4laML erq un of this drawk, any ztructw K th reapnnffiYty b4' the Maine Dedydr per NSVTPI I Sect 24.0' Pt/VWa78, Yoonhwak Kim, FL PE #86367 Gable Stud Reinforcement Detail ASCE 7-101 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Ore 140 MPH Vind Speed, 30' Mean Height, Partially Enclosed, Exposure C. Kzt = 1.00 Ore 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Ore 120 mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure D. Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces o) Ix4 'L' Brace • (1) 2x4 -L' Brace • (2) 2.4 'L' Brace -3 (D 2x6 'L' Brace w (2) 2x6 'L' Brace Us Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 8' 6' 3' 6' 6' 7' S' 7' 8' 8' 9' 9' 2' ll' 7' 12' 0' l3' 9' 14' 0' P F #3 3' 6- 5' 5' 5' 9' 7' 2- 7' 7' 8' 8' 9' 1' 11' 3' Ill 11' 13' 7' 14' 0' LiS Stud 3' 6' 5' 4- 5' 8' 7' 2' 7' 7' 8' 8' 9' 1' Ill 2' Ill 11' 13' 7- 14. 0' Q H F Standard 3' 6- 4' 7- 4' 11' 6' 2' 6' 7' 8' 4- 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' #1 3' 10, 6' 4' 6' 7- 7' 6- 7' 9' B' 11' 9' 3' Ill 9' 12' 2' 13' 11' 14' 0' J 1, S P #2 3' 8' 6' l' 6' 6' 7' 5- 7' B' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' 14- #3 3' 7' 4' 10' 5' 2- 6' 5' 6' ]1' 8' 9' 9' 1' 10, 1- 10, 10, 13, 8' D F L Stud 3' 7' 4' 10' 5' 2' 6' 5- 6' 11' 8' 9- 9' 1' 10, 1' 10, 10, 13' 8' 14' 0' Standard 3. 3' 4' 3' 4' 7' S' e' 6' 1' 7' 9' 8' 3' 8' 11' 9' 7' 12' 2' l3' 0' U r #1 / #2 4' 2' 7' 2' 7' 5' e' 5' e' 9' 10, 1' 10' 6' 13' 3' 13' 9' 14' 0' 14' 0' .P _ S P r #3 4' 0' 1 6' 7' 7' 5' 8' 4' 8' 8' 9' it, 10' 4' 13, 1' 13' 7' 14' 0' 14' 0' U LJ C Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' 8' 9' it, 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' O H r Standard 4' 0' 5' 8' 6' 0' 7' 6- 8' 0' 9' I]' 10' 4' 11' 10, 12, 8' 14' 0' 14' 0' #1 4' 5' 7' 3' 7' 6' 8' 7' 8' 11' 10, 2' 10' 7' 13' 5' 13, 11' 14' 0' 14' 0' Q S P #2 4' 2' 7' 2' 7' 5' e' 5' 8' 9' 10, 1' 10' 6' 13' 3' 13, 9' 14' 0' 14' 0' #3 4' V 5' 11' 6' 4' 7. 11' 8' 5' 10, 0' 10, 5' 12' 5' 13' 3' 14' 0' 114' V Q1 r D r L Stud 4' 1- 5' 11' 6' 4' 7' 11' 6' 5' 10, 0' 10' 5' 12, 5' 13' 3' 14' 0' 14' 0' Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10, 2' ill 0' 11' 9' 14' 0' 14' 0' #1 / #2 4' e' 7' 11' 8' 2- 9' 4' 9' e' to, 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' d S P F #3 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 1l' 11' 5' 14. 0' 14' 0' 14' 0' 14' 0' u J H F Stud 4. 5' 7' 7' e' 1' 9' 2' 9' 6' 10, 1l' 11' 5' 14' 0' 14' 0' 14. 0' 14' 0' O Standard 4' S' 6' 6' 6' II' 8' 8' 9' 3- 10, 1l' 11' 5' 13' 7' 14' 0' 14' 0' 14' 0' X #1 4' to- 8' 0' 8' 3' 9' 5- 9' 9' 11' 2' 11' e' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 8- 7' 11' e' 2' 9' 4- 9' e' ill 1' 11' 6' 14' 0' 14' 0' 14' 0- l4' 0' #3 4' 6' 6' 10' 7' 3- 9' t' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' ND IFL Stud 4' 5' 6' 10, 7' 3' 9' I' 9' 7- ill 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' Standard 1 4' 5' 6' t' 6' 5' 8' I' 8' 7' 10, 11' ill 5' 12, 8' 13' 7' 14' 0' 14' 0' Bracing Group Species and Gradese Group Ae S ruce-Plne-Flr Here -Fir 01 / #2 Standard N2 Sd,d 43 Stud X3 Standard Oou las Flr-Larch Southern Pine... q3 #3 Stud Stud Standard Standard Group Be Hen -Fir #I 8 Et, pl DO u las Flr-Larch Southern Pine... pt pl p2 p2 1.4 Braces shop be SRB (Stress -Rated Board). .:For lx4 So. Pine use only Industriol 55 or Industrial 45 Stress -Rated Boords. Group B values na be used with these ratles. Gable Truss Detall Notes, Vend Load deflectlon criterion Is L/210. Provide uplift connectlans for 135 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' o' outlookers with 2' 0' overhang, or t2' plywood overhang. Fbcvt� Attach 'L' braces with 1M (0128'x3.0' n0)) holes. 11 able Truss )K For (1) 'L' braces space .efts .t 2' ac. In 18' end zones and 4' o.c. between zones. )K)W.r (2) 'L' braces space roles at 3' ac. Diagonal brace optlon- Diagonal length may be T In 19' end zones and 6' ac. between zones. ,Isdoubled when diagonal Ia. XP 'L' br.dng must be . MNhun of 807. of web brace Is used. Connect L member length, at each al end.gth Mll'. webOp BrL ce #f XE ``� j111111d ,(o��, G Velrtlttel ti t Plate NSi Se Sizes 2x6 DF-L #2 or • • 'l`I 41 X0j Less than 4. O• 2X4 better diagonal + �1 Greater than 4' 0', but /X4 Vertical length shown brace( single 9 s.� • �\ less then 12' 0• In t.bie above. or double cut X( 45' (as shown) at L 1 • 6 7 • t Refer to common truss design for upper end u L peak, splice, and heel plates. Connect dlagona at my4ud 1 s•Bearing • = Refer to the 110ding Designer for conditions mitl cent of ,ertIc.t web, Refer to chart abcgEi3cf- mn e t nl leA .� not addressed by this tle<n0.. .. ARIDlydwe READ wm 1,111DV AII. NOTES ITN This BMVIN° REF ASCE7-10-GAB16030 wppRfT/Mn FW®1 MS DAV Tp N @InGCTIPS M [IDIN6 TIE =TP � •• /� rr� Is Twases reeW-e extreme care N isbVcatha Mnd.4g, sHpplrq, Inrtpin�p pM broc Refer tp arv/� ?A • r Fal the m4rt .cRUM uF ]IM (McOnq Gon, nt Sniety Inior oam. by TPI and SBW ix some • 1 ORIOP �� DATE 10/01/14 y ctic.s year to perfornhg these Fvaeloni. InstnUr. zhdI yaNd, t.np.ry braWB par BCSL • • • • • • uv... hated other.I.., tea ahya matt have propMy att.ahsd rtr�cluroe x,wt)BiNmare -, S DRWG A16030ENC101014 sewn bye a yap.Ay attach B sl y.h& Low<bhe sYam For perhamnt IaserA rcstraht aF webs p S/ NAL TTFTTT l� [Mel Mve bocLp hSNlletl per BL'SI secLmu B3, B) w B10, as opy.IcnWe, bpiy p1aGs <a ende iatt % D f <wss aM posltbn as lawn above oM on tM Joht OetN[, ,news rwtea ath .Is.. f�lll 11111 ILr� Refer to drawee[ I6oA-z to- stawrd putt posnle,� 1111111 AN ITW COMPANY true, era.ohB, vl-ynfoiwn'to buiid the stIn-harh`wex' ith amr mi 1, or Fome r ha Ror e', e+ppnpirm hstau.tbn . bradn' of twsse.. <MATAT. LD. 60 PSF A seal on the. dra.h# or wver IaIew ebWp the my tp..M[aee. accepWaw of mrofe[.boe \\sw M 20iveRon\Drive f� �qe res Iwbiley I for the of � BWd, D..Wer per N4& T l Ishown. The sunbleft and . athis Ser �� \\Msee\200 \\Marylantl\HeipMs\Mo\6]O<3 For now,i, sLPINE wessaednmb<onpi TPbewe..ttlnzteraleSBCMe sic ABuetrvxv<� IC6-kchIfe.aree AX, SPACING 24.en 0' Yoonhwak Kim, FL PE 486367 CLR Reinforcing Member Substitution T-Reinforcement This detail Is to be used when n Continuous Lateral Restraint (CLR) Or T-Reinf, Is specified on a truss design but an alternative web L-Reinforcement: or reinforcement method Is desired, L-Relnf, Notes; This detail Is only applicable for changing the specified CLR shown on single ply sealed designs to T-reinforcement or L-relnforecement or scab reinforcement. Alternative reinforcement specified In chart below may be conservative. For minimum alternative reinforcement, re -run design with appropriate reinforcement type. Web Member Specified CLR Alternative Reinforecement Size Restraint T- or L- Relnf. Scab Relnf. 2x3 or 2x4 1 row 2x4 1-2x4 2x3 or 2x4 2 rows 2x6 2-2x4 2x6 1 row 2x4 1-2x6 2x6 2 rows 2x6 2-2x4W 2x8 1 row 2x6 1-2x8 2x8 2 rows 2x6 2-2x6W T-reinforcement, L-reinforcement, or scab reinforcement to be same species and grade or better than web member unless specified otherwise on Engineer's sealed design. W Center scab on wide face of web. Apply (1) scab to each face of web. Apply to either side of web narrow face. Attach with 10d (0.128'x3.0',m1n) malls at 6' o,c. Reinforcing member Is a minimum 80% of web member length. Scab Reinforcement: Apply scab(s) to wide face of web. No more than (1) scab per face. Attach with 10d (0,128'x3,0',min) nalls at 6' o,c, Reinforcing member Is a minimum 80% of web member length. 4-/ 54, e Is so No.86367 Scab .vfu,maa T" rxa mum f haflCs a iha muvwm - saemrwTro fTW�X T,as mnvac m xr. mnwsTws 3111a0DID „c marN.tcRs Tr -ts reo,M extreme mee M fabMcatMp, hanWq, sFlpprq. Instc,Y wd b d Refer to v.w �. W, • r� (4 �<•• LL PSF REF CLR Subst. rono. the mte.t .moon ei acn (aWmnR r�,pa,.nt safety u,vamwaon y TPI ana saw for safety practkes prlor to perfor" these fu a a Imtatwrs .hall proNde tempo—y bramnR per =L L�. . QRlQ� �1 • • • • • \ TDL PSF DATE 10/0I/14 DRWG BRCLBSUB1014 w... ,et.d athe,.w, top n,o-e :Ilan have property atltawa str .t .I .heatwrD ana bottom mwro shall ho.. a property att.ded rVd Sefln, Location, slm.n famr..t lateral restrat,t of etbe <o earn fao. °s�°i. arwna // S 0 ' , / NAL / B DL PSF d LP��E naleasaz: w ssaw,ntee etheribit. I: am y`hipm o:�m°"., :w:e'a, � i,','. Refer to dra.Yp. 160M2 fv sta d plate pasltlom. /� �111111111) 1�� C LL PSF AN ffWCOMYANY 9p mNsb, of m Vino Co,pa ents wwq Lc sign mt be prnmb,e for any a ktlon hm tNs mmh y fawre to b,md the truss h confer„ahm with AWS K h or for M1a,m SKO InR. T LD. PSF Wtallatbn s br.MO of trusses. A seal On tNs haws, o- mrm pope 1lstYp tHs o5,mN, Mamie. acm,00—or of P ro essbW D FAC. \113y23\Riv.Wrftadve e.gMMq ..:p>,.lanY oar am w m.1gh shown 1M .,dtatub arM ,mr a thk w..Mp fa• a,0' .=Rcbs•e k y s^.Ponsbflly of the Mao, aeYyiar pNSI/IPI l SecE \1 slo.20D \\MaNIxnT Me4hk.\MO\630d) lnurd mt.agar ALppF �w.olphyfb2anl TPlee the � .Wnrterp, SafJr esbcbef kyoy, IW ww.!<mafe PACING VE 78- Yoonhwak Kim- FL PE #86367 Commentary, Camber may be built into trusses to compensate for the vertical deflection that results from the application of loads. Providing camber has the following advantages+ ! Helps to ensure level ceilings and floors after dead loads are applied, ! Facilitates drainage to avoid ponding on flat or low slope roofs. i' Compensates for different deflection characteristics between adjacent trusses. T Improves appearance of garage door headers and other long spans that can appear to 'sag,' ! Avoids 'dips' in roof ridgelines at the transition from the gable to adjacent clear span trusses. Deflection and Camber In accordance with ANSI/TPI 1 the Building Designer, through the Construction Documents, shall provide the locatlon, direction, and magnitude of all loads attributable to ponding that may occur due to the design of the roof drainage system. The Building Designer shall also specify any dead load, live load, and in-service creep deflection criteria for flat or low -slope roofs subject to ponding Loads, The amount of camber is dependent on the truss type, span, loading, application, etceteras. More restrictive limits for allowable deflection and slenderness ratio (L/D) may be required to help control vibration. The following tables are provided as guidelines for limiting deflection and estimating camber. Conditions or codes may exist that require exceeding these recommendations, or past experience may warrant using more stringent limitations. L = Span of Truss (inches) D = Depth of Truss at Deflection Point (inches) Recommended Truss Deflection Limits Truss Type L/D Deflection Limits Live Load Total Load Pitched Roof Trusses 24 L/240 (vertical) L/180 (vertical) Floor of Room -In -Attic 24 L/360 (vertical) L/240 (vertical) Trusses Flat or Shallow Pitched 24 L/360 (vertical) L/240 (vertical) Roof Trusses Residential Floor Trusses 24 L/360 (vertical) L/240 (vertical) Commercial Floor Trusses 20 L/480 (vertical) L/240 (vertical) Scissors Trusses 24 0,75' (horizontal) 1,25' (horizontal) Truss Type Pitched Trusses Sloping Parallel Chord Trusses Floor Trusses Flat Roof T Notes Tl a tkte ..VAROYda p D AHD f v ALL NUWS W TITS p6 Gg ..D FERTeNf.. i1RID5H nos pUVIHD m NL tW1IP/ Ms hld11DD6 T MSrPLLfRS 11*1 tat 11111 111, 1 1=1 fsao. es pTlm' U 'irfarrik, t Woo. netee otlxr.i:r, top C sYpa have properly atmcMe r .[t love hirnyC b,sWlled per F R.f•wto d'aelrp. HM-Z fo, sk AN RW WMPANY uws a 'N, ieny fol. to non °a wmuatiw t b ch, of trusses. A seW an Ws Cro1F0 o- mve, \\ 13723% RveWM DN. .110. resparuMkY .defy f. y = \\ Suite' 200 fw strua4sv b respm \\ M.rylana Heights,%MO\WD<3 for ncre lnfa .n ALPP'G 1o.aldnelt.<aq' 6. tlwen a.1 x zJtabtty aN pw oP tW dV.b,D of lip 9ldr I4syvr pass AHSI/IP, t S Recommended Camber 1,00 x Deflection from Actual Dead Load 1.5 x Vertical Deflection from Actual Dead Load (0.25 x Deflection from Live Load) + Actual Dead Load 1111111111/ p�WA� c9 tu2.k� deads(�A d 6slob, C868 gcyuc x Deflection from Live Load) + _Design Dead Load Deflection) be considerably less than F DEFLEC/CAMB TE 10/01/14 WG DEFLCAMB1014 WO&q78, Y... hwak Kim, FL PE B86367 'T Relnfo Menk Go Tr Trusses At.. the AN ITW COMPANY \\ 13723\RW.rpon\mme \1 Suite%200 \ \ MaryIMM Heights,\ MM 63043 Gake Detail For Let -in Verticals pproprlate Alpine gable detoll 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 lapped plates to span the web.I / P. 2X4 �j✓ ' 2x4 "'/irCJl� J�I2/Xe rroviae connections ror upurt specriea an me engineered truss design. Attach each 'T' reinforcing member with End Driven Nallsl 10d Common (0.148'x 3.',min) Nails at 4' o.c. plus (4) nails In the top and bottom chords. Toenailed Nallsl 10d Common (0.148'x3',min) Toenails at 4' o.c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 6 ASCE 7-16 Gable Detail Drawings C Al 015ENC100118, A2 015EN0 001 8, A200 5END/4� 001 �} d ' A1I530ENC100118, A12030ENC100118, A14030ENCl Q�KC�G/I��`, SITS 5A1803EN 100 18, S 20015ENCI00118, 14015ENN 0118 �efi-p:gqA 1891�Q��.� S18➢I5ENC100118, S20015ENC100118, S20015E*10011a, SQ01�8�.S11530ENC100118, S12030ENC100118, S140300C'1"0'01f8, SM 7 # S18030ENC100118, S20030ENC100118, S2003utl y+kyd1le, S2003OPED100118 !n� w ,yy See appropriate Alpine gable detail for maxlmA unrWInforced-6d*^ertical is' MS Di R1flImiNG THE RISTALLERS 1TV Moire Ccep vents Greu, � shad not he respons6mte for enyY tlevi.tl re to bWd the truss Inrc eunforn.e .ft MSI/forTP1 4 or fhew�ms, sNpl .f truss... rp ce cover, pope U. ' tl 3a tp, htfios s oeupf.rxe of profrzsbel mY se41Y it the eleslm afio.n The s ft h ' . . of tN. dre.bq tM respmsW<Y of the Bukk' De grcr pee, 00113Vi 1 I Sect STATE OF Yoonhwak Kim, FL PE 486367 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Tae-n.11 - Or - End -moll TO convert from 'L' to 'I' 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' Brac 'T' Relnf. Mbr, Slze T' Increase 2x4 30 2x6 1 20 % Example, ASCE 7-10 Vlnd Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x8' 7'=11' 2' TOT. LD. 60 PSF FAC. ANY SPACING 24.0' LET -IN VERT 01/02/2018 GBLLETIN0118 ,I Relnfo Ment Go Tr ALPINE 1 \ 13723%Rhaponl Ddry \\Suile\200 \ \ MarylanM Heights.\ MM 63043 Gable Detail Fnr I at —in Vprticals pproprlote Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates, vertical plates overlap, use a to that covers the total area of lapped plates to span the web. e, 2*2X4 2X8 rroviae connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nallsl too Common (0.148'x 3.',min) Molls at 4' o.c, plus (4) malls In the top and bottom chords. Toenalled Nollsl Ild Common (0.14B'x3',min) Toenails at 4' o.c, plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A100I5051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 Gable Detail Drawings !�1@p1 / A18015ENCI01014, A20015ENCI01014, A20015END1010 (% 4� A1) f,/,`ftp A11530ENCI01014, A12030ENCI01014, A14030ENCN 1�"�' GpCIDlil�, •I A18030ENC101014, A20030ENC101014, A20030EN Oe�, Ag0 3QP • /� 511515ENC100815, 512015ENCI00815, 514015E O815i 0 �f �• 538015ENCI➢0815, 520015ENC100815, 520015QAD1008k5, OISP D y S11530ENC100815, 512030ENC100815, SI4030QJC100415, 0 J 518030ENC100815, S20030ENC100815, 520031t*00815, S20030PED100815 9 7f See appropriate Alpine gable detail for maxims unrRlnforcedZj e-2ertical IQ Z o CTATF nr wwvARlIlNpv pr.n PI10 fU1➢y ALL HOIES CN TxIS pRAV wwO TAwiww FUd Tills IRAVVIG TO ALL CIMTI IUS 114CLUDm THE DIZT RS eaulre e.trone core In febrbatlna, hanUbg, 1Nppbq, lru toUbq and bacbp. We, latest eolt(m of BCSI dulmno Coroarcnt Safety Infp tbn. by TPI and SBU) for 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Tae-noil - Or - End -mall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based an 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' Brac 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 X 2x6 20 X Example 11 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) = 30X = 1.30 (I) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7'=It' 2' ohe, a mvb4an of ITV BUM1 , Components Group fro shod rot be responsWe for any desvlla�tlm fron MaWq, ony folure 1. bubd the tmaa. In cmforrwnce .Uh MT1,7PI 1, or for ha ,ua<lan L araab,G of tra...c AX, TOT, LD. 60 PSF 1 on this tro.bq m cover pace iNtbp W dAa.bp, Indicates ..Mt.. fe.. t �eebg respons"Ity solely for the dez sh.m TheIndicatesof pror,.mbuty ana a.e of tw dra.lg DUR. FAC, ANY on)' shrove Is the rcsyam lblity of the ]Wlb, Di,,W AVS 1 1 Sect F LET —IN VERT TE 10/01/14 WG GBLLETIN1014 SPACING 24.0' RIGID INSERT DETAIL — REINF❑RCEMENT FOR HIGH STRESS C❑MPRESSI❑N J❑INTS THIS DETAIL IS TO BE USED WHEN STRESS AT A COMPRESSION SPLICE EXCEEDS 757 OF THE ALLOWABLE COMPRESSION STRESS PER TPI I SECTION 7.3.9.2 OPTION #ll APPLY A 20 GAGE MINIMUM METAL INSERT BETWEEN BUTTED ENDS OF COMPRESSION CHORD MEMBERS TO FULLY COVER THE JOINT BEARING AREA. BEND RIGID INSERT OVER THE TOP OR BOTTOM OF THE COMPRESSION MEMBER A MINIMUM OF 1' AND SECURE IN PLACE WITH A KEEPER NAIL. KEEPER NAIL IS TO BE SIZED AND SPACED TO AVOID SPLITTING OF THE LUMBER. --� �-1,0" MIN. sss 0 0 0 KEEPER NAIL RIGID INSERT JOINT LOCATIO OPTION #2l APPLY A 20 GAGE MINIMUM METAL INSERT WITH SLOTTED TEETH BETWEEN BUTTED ENDS OF COMPRESSION CHORD MEMBERS TO FULLY COVER THE JOINT BEARING AREA. HAMMER RIGID INSERT SECURELY IN PLACE AND FLUSH WITH BUTTED END. 0 0 0 • Na. $636,7ID iNSES WITH JOINT RIGI INSERT A MOlXZUN OF LOCATION • �'Q�— 57SLOT M(VOID) RM ^re faaav w- rolcs nn °uWN° : "'p TMTo {1 lv T ➢23V m ML SWTR CT s BICLU m TIE =TN1fRS Tw,se, pore eMww h Pabicathp, barft sNpp4q, butal " Wtliq. Refer to wee •I L VVLL �t •� r/ A PSF REF RIGID INSERT DATE 10/01/14 fake ti. let,ct mho- afwec's'I iBalana Conpment safety mfp.aewa $v 1PI ones sew for caf.ey proctke, prbr to wrfo-w• tho.. fp�pemnc. wmn.rs .hau proylde t..po-a r brapho per BUL L� • \ QRIQT`\ \,1• • • 4100 \ /I S( T�DL PSF ➢RWG RIGINSRT1014 W ... notes .Wrsise, top dtora sWt have properly tt&Vxd stnactwl tlxowoo orp bptton cFON ,MLL have property attached rlyd ce b Locati. s teen far wrroneM IaGrol re,treht oP .eke sYaU have brace, hstallea =1 .... &3, W w B1Q as a kohl,. 0pply to ead\ feu P, w (^ 1 �, � O i B DL PSF wr plates cira o`oc �mtaardard �u ht n.taoe, w°Y.l,c wtea oa»r.lse. ,L7/ /i l� /�s. llllilll llll` C LL PSF R.fortoo 1=60Mz of to AN MCOMPANY µ e�ri.N o". of Try . Wd Conpbanea Gwp Iz Omlt ru< be wspMp'tle for am cls tk fran o, any fnfwe to buBd Me tract M cm omprre .Ith P31S l L or fam ha,slr wppho, T LD, PSF \\ 13723\ Rv¢ryan\ Onvo in talladon L wawp of trusses. ,t zeal an tMs traWq or cam wp B,tttY tN, 6'ashy Mubc acupWce oP pra4. ircl snypert.p .ecpmctl y satyr fo- the a..pn ,leer. Tir sambuey arse ,.c. w ew 6v.hB D R. FAC, \\sWe\zao vo- any cb+ctre 5 ere w:pmsWley of the actaro BrsWpr wwr wavlrl I s,cz PACING \\Marykna HeiSMs,\MO\63003 �PIXEw<Ignelb.wN TPir .sstphs<.wq�SBfN ve,9shC trI ISO mlccsavear VE ktbi'1 L78, Yoonhwak Kim, FL PE #86367 NOTE: Details 1 COMMON <0,14B'x3.0') OR SCAB -ON BLOCK, ATTACH STRONGBACK TO BLOCK W/ (3) 10d COMMON 0.148'x3.09 NAILS OR (4)10d BOX/GUN (0.128'x3.0') NAILS. STRONGBACK BRIDGING RECOMMENDATIONS ►All scab -on blocks shall be a minimum 2x4 BUTT STRONGBACK'stress graded lumber' BRIDGING TOGETHER ►All strongback bridging and bracing shall be a minimum 2x6 'stress graded lumber,' —Q- \ATTACH SCAB WITH 10d BOX/GUN 4' -0. 2x6 (0.128'x3.0') NAILS IN 2 ROWS AT SCAB 6' O.C. NOTE, IN LIEU OF SPLICING AS SHOWN, LAP STRONGBACK BRIDGING MEMBERS FOR AT LEAST ONE TRUSS SPACING STRONGBACK BRIDGING SPLICE DETAIL and 2 are the preferred attachment methods ATTACH STRONGBACK TO WEB W/ (3) 10d COMMON (0.148'x3') NAILS OR � O O NAILS STRONGBACK BRIDGING SPACING REQUIREMENTS 1p to to' None required 10' to 20' I rm (at canter of ' to 30 2 raa (I It ea h 113 Ms) W to 40 3 rats 0 at "Ch V4 Ms) Nor 40' Spom raa at IT ac ts) The purpose of strongback bridging Is to develop load sharing between Individual trusses, resulting in an overall Increase in the stiffness of the floor system, 2x6 strongback bridging, positioned as shown In details, Is recommended at 10' -0' o.c. (max.) The terms 'bridging' and 'bracing' are sometimes mistakenly used Interchangeably. 'Bracing' is an Important structural requirement of any floor or roof system. Refer to the Truss Design Drawing (TDD) for the bracing requirements for each individual truss component. Bridging,' particularly 'strongback bridging' Is a recommendation for a truss system to help control vibration, In addition to aiding in the distribution of point loads between adjacent truss, strongback bridging serves to reduce 'bounce' or residual vibration resulting from moving point loads, such as footsteps. The performance of all floor systems are enhanced by the Installation of strongback bridging and therefore is strongly recommended by Alpine. For additional information regarding strongback bridging, refer to BCSI (Building Component Safety Information). ° ° t \t1111111►I////I 41 1 ��ZlllATTA= : /LVi o, 86367 ' ATc BORiQ VITHto c m • STRONGBACK BRIDGING ATTACHMENT ALTERNATIVES •er nIRnM I T 1SA0 "I• fII1 AL A1La'q RS TM. 0ING o3 .nwonwrt.. f]3A'I]H ))p3 PRAMRtG m ALL CWIRICI M Ix INSO 3ME 1I6TALLati irvtu.. Irry e.bviv cart N foerloft,, Mhaft, rp Natell °M MocNp R.i.r M arJ • r�-j4 ��• /` A LL PSF REF STRONGBACK iaib. r iatest.41 M of DMI aea.dho corgaent Safttt, Infor—olon, TPI and sew f:..f.t vacuoSs pH to p*KppN o th.at luncoto". InitaU.r. hall Prankr t.np°rary yp�y�p p.r BCSL Wits. °t.0 eMer.ls., Up ohortl =='C have Oft d QR�Qf'� , (� • • • p �� / C�DL PSF DATE 10/Ol/14 shall property attached .4°etwal a,d cL shag M1nve propedy attacird = c.Rq. Lac°ams .ro.n far *rron.nt eabrai restraht of e: haw br.cap In.taned 1 B3, Be BID, d,OIAS. AS* lace U , S/ Ar ^ ( Q BC L PSF DRWG STRBRIBR1014 sI I� a II II�I� ILI�III� .han per s ct( o M as a Platr. to Seth of truS. M IBM a, Shashi obave " on tine Jdnt Oe<Nis, w.lso. hoU4 athor.1,,. R.fer t° era. . emn-z `far .tanmrd PtaU pasiaMs. / /�. 111 /IIHIII II) LL PSF AN IIW COMPANY p s dmotha .� feiw w�h ne Der rOO"m.;t In �°�O WHIn nhs'Sv I °1. Or ion namivq .u�o�r T . LD. PSF \\1])23\Riveryod\OrWe Fiuftolo.A ..al M IfU iInra°h•a.hp or oov tNs dro . SSSUU. so pap d.tsltAM th That __ os. of of ar,or , ^� b��°OIN�spm�bWr d° W 9/Jry a 6VRi 1 S.eE. •'a•N D , FAC. 1.00 \\suiio\2oU \\MaNland\Heghis,\M0A63N3 qnw p.rYNShot ro. I„pre InPMhat. of. W. J.W. e.I netts Pao. and w.....• AUP ALPING v.Stphelo.o. M. ....tpbiaLb'& SBG, ....shctpustrY.Me1 [CG ..slcczaie.wp ACING ff fttY Q78, Yo0nhw.k Kim, FL PE 486367 VALLEY FRAMING Sx BRACING DETAIL I Lumber Size and Grade Minumum Reauirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this Is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing Into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'.0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feat -ASCE 7-05, 140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 280 mph, Enclosed, Exp D, Kxt-1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® ~CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. -,.the crippes for each raw starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gored between raves. TYp) infraction Requirement Notes L6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails I'•) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 336d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 3 16d toe -nails Truss to blocking 4led toenails Truss to cripple 436d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES. NO Cold(0.16lar mx3.V)C to 4LS toe -nails NOTE: l6d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint s. Or min. T required for reinforcement t nailed le to flat to nailed w12.10d (0.148"x3") nails. Or 2xd'T' . scab reinforcement nailed to gat edge of eri�ple with 0'.010dlong requro nails at 's or both or seal must be s scab. of cripple length, g r de es overt & b long common two CLR's or both faces w/ "T'. or scab. Use stress graded lumber 6 box or common nails. ,Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are Installed Into ridge board .Install blocking under rafter If sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing Is not used. -Apply all nailing In accordance to current NDS reyyulreme wis Nails are common wire nails unless noted othere. �\� H. (� •y '1 w, • �V Sic �f• iIL wxemraw tea2 alb O ALL !LL IN[s Q1 nos DxaVall mswrxma rtseasx s n pY,vac TTo rnllpaaT66 polmpG Tlc [xsrrauas pm. u aHsu, M m =u neca r m. riop p p K rot b. r.spamUe fx any drr I AN fIV/CTMIFWIY errs ov.ro, arty fNv. m bVltl tla Ms t s n co f.lance .nh aNSVIP[ 1, x f, WAN. tl*VM n oW an a u b..aae pr a,a..ss... n tliL bv.Yp ce..r pope &. tll. rYa.e,p. Fdm4D Kvptvv of perescHW .I.n,. me swwb .r.a m ar tw arv.•,b i99694Fenwa LMe f: ar,y .b,eee• � �"� L� i� P.r' Mm/IP[ t Rr2 EaMCty, MO6xN6 For �. Marrwtlon s.e tkk Mb'. prvral ,wtr. Pae. oN thou ..b Wt. NP➢E mnlpMldsw TPI.....tpinslory SBCN .... YuVI [CO m.kuafrey STATE OF f•Q S/llRJAl LL 20130 40 54 IREF VALLEY FRAMING TC DL 10 20 7 7 DATE 10/01/14 BC DL 0 0 0 0 1 DRWG VACNV1801015 BC LL 01 0 0 0 TOT. LD.30I 50 47 61 DUR. FAC. 1.25/1.15 SPACING SEE ABOVE