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Home My WebLink AboutRevision; Engineering PackageENGINEERING PACKAGE Builder: Project: Model/Building: Lot Alt: Lot: 55 _ � Block: Address: 3218 TRINITY CIRCLE JobNumber: Revision Date: .s ----- ---- ----- _ -__. N333985 �� Unit: New Load #: CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 R101 ALPINE March 13,2015 ANW� Mr. Bob. Michaelis Carpenter "Contractors of Arn6riba,: Inc. 3000 Avenue G, Northwest ' Winter Haven,,:FL 33880-6201, Re: Alternative Installations for 6 single ply caffi6d-truss with a width less than the hanger Width, and wood.blockin v6 full design load value for face�mounted— gto achieve hangerattachment on a one ply supporting girder (Reference detail WA37-02). Dear Bob, For a single ply carried truss with a width less than the hangerwidth you can insia-fla prefabricated jack scab truss (?') for woc�d.filler blocking. The chord hoed sizes; chord grades, and Alpine connector plaf6(s) to be thesame as the single ply carried truss. The prefabricated jack scab truss (*) Will have a minimum length of 48" and will have a minimum pitch of 5/12, The single ply carded.truss shall have a reacti.on of 3,5064 or less. Attach prefabricated.jack scab,truss with:two (2) rows. of 0.1 28"x3.0" Gun Nails a . t 2'. O.C. per row, staggered 1" (See Figure I below). Pl6ase.hafer to.ft Simpson Strong -Tie Catalog C-C 2 Q 1 19, page 216, Figure 3, form, more information, 'Figure'I Fora single ply ',girder that requires wood blocking to,achieve.-full design load Value for facie -mounted hangers-k face of the single p attach one wood block(*) to the, back Ply girder with the tame size and grade.4sthe bottom chord,of the single ply girder. The: Wood block length to. besuch that hewbod blocking extends to each adjacent panel points ,(websand bottom chord intensecfioqq):. Attach wood block with two (2) rows of b.1 28° x3.01' Gun Nails atO" O.C. perrow,. staggered 3. 0" applied to the 6760, Forum Drive Suite 305, Orlando, R, 32821(000) 621-9790 - (8W) 422-8685 www.alpineitw-'oorn ALPINE M*CdMwM single ply girder face, With an additional (20) 0.128"x3.W Gun Nails at, each panel point applied ie to the �d wood block.face (See Figure ? below). Please refer to the Simpson Strong -Tie :Catalog C-C:2019, page 216; Figure 1 for more information. Figure Z: .. .. .. .. ... . . . ... The application of prefabricated jack scab truss for Wood fill&blockingot wood blocking to achieve foil. design load value for face -mounted hangers must be approved by the hardware manufacturer. All edge and end distances, and spacing for all nail conneciidns must, be sufficient to prevent splitting of wood. If I can.be of any further assistance. or if you have anyquestionsi please -give me a call. No. 70861 STATE dF It - William I-1. Krick P.E. Chief Engineer Alpine an ITW Company Engineering Departm.erit. Oirlando, FL 6750 Forum Drive. Suitef 306, Orfando, FL 32821 - (800,) 521-9790 - (863) 422-8685 WWW.alpineitw.c.b.rn ALPINE Mffwc� April 26', 2019 Mr. Bob MichaeHis Carpenter Contractors of America, Inc; 3901) Avenue. . G, Northwest Winter Haven, FL 33880-6201 Dear Bob,. M Strongback bridging on roof trusses. I I understand there is some concern over our recommendations for strongback bridging on roof'trusses.. Str ; ongback bridging for roof trusses is not a*requirement of ANSI-TP,l 2014 nor is it, a requirement of the Building jCornponent Safety information .(BGSf), But strongback bridging on roof trusses is recommended by Carpenter Contractors of. America. Strongback bridging Serves the: follovving two. functions: - One, bridging aligns. the bottom chords after they are set ;so they -are uniform along the ceiling line and heilps'41th . ceiling serviceability - TWoj bridging reduces relative deflection of. adjacent trusses:. Strongback bridging does not: reVent or reduce overall individual deflection, especially any roof trusses deflecting more than I./T inch,. Strongback bridging in roof. trusses does not serve As temporary .or permanent bracing and is not intended to .distribute. of share design lo ads', between trusses. Consequently, no design . load$ have been accounted for With this. detail end continuous strohgbac k.bg "s hould I d not be attached between common nMon and girder trusses. The.. use :of strongback, bridlging' sha I I I, n.0t.interfere with other design' esign considerations as specified by the Engineer of Record or the Building, Designer. The outer ends Of the strongback bridgino,shall be aftachedjo a. wall or 8nothersecure end restraint, or a.s.specified'by the Engineer of Record orthd Building Designer: Strongback bridging shall bear minimum :of 2x6 nominal lumber. oriented with thp depth verticaf.' Attach with (3) 1.6d common nails (0.1'62"xIT) nails at each intersecting member. When extending the strongback bridging overlap by. at,a minimum of two trusses.. The location of the. . strong back: bridging maybe specified b . y . the Truss Manufacturer,. Engineer of Record, or Building Designer. Olease refer to BCS1 ttrongbackin6 Prpvisions" or to AlDlmST.RBRlBR1014 detail for more information. The'. graphic; shown (FibUr6- 1) is forgeneric Mustrative'pUrpose only. 6760 Forum Drive guite305, 006ndo, FL32821:- (800) U1-9790-(863)422-8685 ViWmAlpineitw.com' i tf( . T. s Not Ji) Figure.l. if I Gan b6 of any further assistance or -if you have any questions, please; give. me a call. WilliabriR .Krick P_E. Chief Engineer Alpine an ITW:Company Engineering Department Odando, FL 32821 6760 Forum Drive Suite 306, Oriarido; Ft. 32821 4 (800) 521-9790 - (863)422-8685 WwW;alpirfeitw.corn STRONGBACK BRIDGING RECOMMENDATIONS p.-All scab -on blocks shalt be. cc mInImum,2x4 BuTT S7RDNGBACK I BRIDGING TOGETHER stress graded lumber,' >.-ALL strongback larl dging and bracing shall be a minimum 2x6 'stress graded lumber! 41 Do -The purpose of strongback bridging is to' --b- ATTACH SCAB WITH I0d:DDVGU4 develop Load sharing between, IndIVICIUDA trusses, .4! -V 2N6 1,Df.), NAILS TN RQWrAT 6.1 D.C.aresulting Inanoverall Increase In the .SCAB NOTE, 21M LIEU UF SPLICING AS SHOW, stiff �ness-.of the.*ftooir system. 2k6 LAP STRaNGBACK BRIDGING HEMBERS strongback brldglng�,, positioned as shbwn In FOR AT LEAST ORE .TRUSS SPACING details, Is recommended at 10' -0' O.C. (max;) STR13NGBACK BRIDGING :SPLICE I)ETAIL .1 and 12 are the attachment methods o--The -terms 'bridging' and 'bracirig' are sometimes mlstaken(y used Interchangeably. 'Bracing' Is ar Important structural, requirement of any Roar S RDNGB K BRIDGING T iAWC1, NE SPACING REQUIREkENTS Lb t� IV mw IV to,2V 2VAO, via �1 w at P� or roof' system. Refer, to the. Truss. Design Drawing (TID), for the: bracing requirements for - each Individuat truss component, Bridging, - particularly 'strongback.' bridging' Is a recommenda,tIdn for *a truss system to help control. vibration. In: additionto qkng. in the. distribution of point Loads betwe6o adjacent truss, strongback brIdgIng serves to reduce 'bouncL' or residual vibrationresulting, from ripyind point, loads, such as footsteps. The Performance of all floor systems are - enhanced by the. Installation of strorigback bridging and therefore is strongly recommended by Atpine. For additional Information regarding strongbagk larldgIng, refer to BCSI (Building, Component Safety Information). Li- PsF No. 708151 kDL zPSF r L :LL PSF P SF !;TAj[E_ F D, PSF Cracked or Broken Member. Repair De tall Load Duration = 07 This drawing specifies repairs for a truss with broken chord Member forces may be Increased for or web member. This design Is valid onlyy th for single ply trusses with 2x4 or 2x6 broken members, No more an one break per chord panel and no more than two breaks per truss are allowed, 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 palling distance on each side of damaged area (B) (S) = Two 2x4 or, two 2x6 side members, same size, grade, and s ecies as damaged member. Applyy one scab per face, Minimum side member lengths) = (2)(L) t (3) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' o,c„ rows staggered, Nail Into 2x6 members using three (3) rows at 4' o,c„ rows s aggered, Nall using 10d box or gun nails (0,12814', min) Into each side member, The maximum permitted Lumber grade fbr use with this ii50f, detail Is limited to Visual grade 91 and MSR g This repair detail may be used for broken connector plate at mid -panel splices. This repair detail nay not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tie -In loads, s. L� L _t_JLL tTypl al � S2' tagger + = Back Face IOd Box CO,128' x 3', min) Nails, o = Front Face 2x6 Member - Double RowwStnooeref NaK AN RW ODMPANY 133ROL,kehonl a,lw F.A CRY, NA 83045 acinq De-ta!L e•% a Duration of Load Maximum Member Axial Force . Member) Size L SPF-C HF DF-L SYP Web Only 2x4 12, 620# 635# 730# 8000 Web Only 2x4 18' 975# 1055# 129544 14150 Web or Chord 2x4 24 975# 1055# 1495# 1745# Web or Chord 2x6 1465# 15850 2245# 2620# Web or Chord 2x4 30' 1910# 19600 2315# 2555# Web or Chord 2x6 2230# 236541 3125# 3575# Web or Chord 2x4 36' 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42 2975# 30454 3505# 3635# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# IWALLUM. Inn sk �Mh M&U.TPI 1, v161tm" 2eVa PPM' L s L MlNnun 8 � L L PMSek, L Y' �Xx L REF REPAIR IDATE 10/01/14 1 24,0�� RlddA SO RP (2x%) MTTWCUaAW D" )61.0 are TRUSS TRUSMLJNDER VALLEY FRAMING %YXLLEEY RAMR-.OR RIDGE on tlj9l0PLt 1poleb'4r-V`Idr-30 psf (TL)and26 p.,9f f.Mj mBX fomthevaHioys br-SIGGPOM thaterlipte focktion.3 arm gerffd'between rAVIS1. L64 faW.nalls 516dloenalfs plaftlfrldflwo ZX6 $19opers. 4 16d toe4alrs -SWEP6 bd:frxui 4'16d tdLL. MiLs TwoxwEyffwftuz 316d offs;.nags,each slaep.er,&tmg . - .6. Rtdge:bohrA,(u T,.Dr black AUdtme-ndus Frldjarbq6M bktr.UN!s7 Cwdto�41L, 8. -Ruaritc(TYR), AlsdtdaaOs Tri=00R616404 4:16d.to.-filil$ 10. , fm3s td.-olopte� 4-16d-toe4rklIS x to d6,"W L �Trw I -32: •rrippIgAo PW" .13. wliebearn toa.6t 4 l6dltol-na*. 'OkM OF L4 .. 1 30 40 54 DL 10 zo 7 bL 0 0 G 0 'Ll, 0 0 0. 0 LD.SD 50 47 81 Face -Mount Hangers - I -Joists, Glulam and SCL These products are avallable with additional conoslon protection. For more information, see p. 15. Codes: See p.12 for Code Reference Key Chart, n 0 0 "».Carried Drmehslons +,''r : Fasteners'x' r - '' »� ' , Alldwa6le -Loads ». Actual ' ` r ",Meihber �,.'.(In) .r„{ `;; , 0n:).' , >" s,p. ¢ 'x ., 4»= „* DF/SP_ „' SPF/HF Joist Model" Min! code 4 No + .� `p wN Mac Header, Species Header Ref, t")4 • =m w�'•Hb = Aegtl I 8e Face. Joist .Species Snow Aaof Roor,{S' novel Roof ' •',.''Uplift'Floor, tioq)' ;(115) (160).1(115) (725). ,.... » .r�160). jtn) S2.5fi/16 - 2sh 16 2 Min. (14) OA48 x 3 - 70 1,660 1,805 1,805 1,425 1,595. 1,555 Max. (16)0.148x3 - 70 1,8:!5 1,H^,5 i,8i;5 1,555 1,555 1,555 jUU314 21h x 16 IU2.56/16 - 2% 15x/k 21h- (24) 0.162 x 3'h (2) 0.148 x 11/2 230 3,455 3;920 4,045 2.970 3,370 3,480 ✓ 2•/i, 10% 2 - (16) 0.162 x 31h" (6) 0.148 x 11h" 970 1,945 2,205 2,375 1,675 1,895 2,045 HU316/HUC316 • ✓ 2% 141h 21h - (20)0.162x 31h (8)0.148x 11h 1,515 2,975 3,360 3610 2,565 2895 3,110 C. 2 78 IMN2S6/18' „'; - 2,A6 C' 7Hg a 2eh '--� {2B)DA62'X3'h {2),A148 x.11h. , `23(Y 3745 4,D45 4,04 3220 3,480 3 48D LA x 7• .41U318tHUC3f8 k''b ✓,26As', v1 ,2?k= `- ,(2D)0162 x✓.3"k., '(8)`0.148x1,'h' 161,5 2,975 3,360,3,610 2,565. 2895 3;110: 21h x 20 MIU2.56/20 • - 2is 197As 21h - (28) 0.762 x 31h (2) 0.148 x 11h 230 4,030 4,060 4,060 3,465 3,495 3,495 21hx22 to26-'.. fMIU2S$/20`.' " ✓ ,2'h6'i 79Y6� 21h -� �. 1 ,» (2830.162X3S5 .12)0J48x1h 230 - 4030 d,060i4A6D ,»fn. 3,4$S:S;495'8,495- x 2sto x 8Yi to zs 2a66" wide joists use the same hangers as 2�h" wide joists and have the same bads. k '3x9"h, e19% `91h6 21h f-' (16j D1$243'!x {2)OJ48 x1'h,23 .2,305 2,6152820 }Y 980'2,245 2,425' - J1U210=27,,HUC270,2. i J.✓ 3Ya ;.319'is -2"}nOtzx.f10p4148 _ X8, 7,i;;'2,880'"3,020=3a250, 2,3052605 2,S0D, IBC, MIU112/11 - 31/a 111/a 21h - (20) 0.162 x 31/2 (2) 0.148 x 11h 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, 3 x 11 Ye HU212-2 / HUC212-2 ✓ 3Ve 10e/is 21h Max. (22) 0162 x 31h (10) 0.148 x 3 1.795 3,275 3,695 3,970 2,820 3,180 3,425 LA ;.HU A112(NUC3.25/12: •; 3J '.111 ^:,'2?h' .»(24j 6362 C314 (]2)'.0.148 x3 ,tea 3,570 4U3Q 4.,335 3,07513470, 3,736. �F F '.HU3 25/t6 T "� ° "v " Ii(In '{20) 026?, M3^h {8} Q 148 x3 1,515. 2,975 3,360i 3 610 �,560,� 2 890� 3.906= " HUC325/18' - _ 3'!a ,)3 6 �" 2+�. 2Y „. ax, '(26y-0,i 82,Knz - (12j 6.148 g3. ;i:v 3-870 4365.4,695 3,''ti ' 3,755 4A40: _ -31h 0M1Um.'HUCD2?02=SDS*' 9lv<,;-9,"F- „3=.'= 12)'l7x2Wz SDS .(8)Yd X21h;Si3S, i x, 4,c5:: 31&00 817a{f 4710 FL . HGUS3.25130'- 3YiI- $4u="t44 =. (46}0.1$2x'31h, p$)0±$2x31h A>fl95 %lbo 9,1016 9,1-00, 7,825.7825 7825( IBC, }i6US325712"='A. 31 ...':108(e '4'. "=; ,{5$j 0.162x 31h (20)0.162x31h 5;040 9400 9,400 9,460 8,085 A.085 8085 FL - I.GU3.25-SDS.s` 6'+ = 81/a b4o3D, :•, 4- {l6)Yi:x2 `SDS (72)YP ){'l,1/z SD5 5,fifi5 8720 7"fO 7�J3�4840 l6,2bc, qno HHUS46 - 3% 51h 3 - (14) 0.162 x 31h (6) 0.162 x 31h 1,320 2,785 3,155 3,405 2,395 2,715 2,930 31h x 51/4 HGUS46 - 3% 0s 4 - (20)0.162z31h (8)0.162 %31h 2,155 4,360 4,885 5,230 3,750 4,200 4,500 ':;HUS4$ _`vex ,. �'• y- yj,,.'613is"'^"'"2 •,(6)0162jf31h 0.162X31h.-1P'+"31,5951x815. 1,9601;365.'15551,680" 31hx7?ia. HHUS48' •..,: e 3g§ ,.FOT(tq 3_i .-4 i22)0,162,X31h ,(8)'0762x31A. ,l 41770 5,140 361514,095 4,415 HGUS48 •� -„ 3 "'!7Ns „4 = :..(36)OJ62F 3h, `{k)0182X3{h, 3235 7,460 7.460. $460 6,41516,415 6,415 IUS3.56/9.5 - 3% 91h 2 - (10)0.148 x3 - 70 1,185 1.345 1,455 1,020 1,160 1,250 MIU3.56/9 - 3•As 813/w 21h - (16)0.162x31h (2)0.148 x 11h 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 ✓ 39is 8'/6 2 - (14)0.162 x31h (6)0.148 x3 970 2,015 2,285 2,465 1,735 1.965 2,120 HUS410 - 39,is. 8141. 2 - (8)0.162 x 31h (8)0.162x 31h 2,990 2,125 2,420 2,615 1,820 2,070 2,240 31h 91h HHUS410 - N. 9 3 - (30) 0.162 x 31h (10) 0.162 x 31h 3.565 5,635 6,380 6,445 4,845 5,486 5,545 x H0410/HUC410 ✓ 3eA. 85A 21h - (36) 0.162 x 31h (12) 0.162 x 314 3,235 7,460 7,460 7,460 6,415 6,415 6,415 H000410-SDS - 3-°As 9 3 - (12)1/4" x 21h" SDS (6) Y4" x 21h" SDS 2,265 4,500 4:500 4,500 3,240 3,240 3,240 HGUS410 - 3% 91Aa 4 - (46) 0.162 x 31h (16) 0.162 x 31h 4,095 9,100 9,100 9,100 7,825 7,825 7.825 IBC, LGU3.63-SDS - 35A 8 to 30 41h - (16)1/4" x 21h" SDS (12)1/a' x 21k" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 �A MGU3.63-SDS - 3s/e 91/4 to 30 41h - (24)1/4" x 21h" SDS (16)1/4' x 21h" SDS 7,260 9,450 93450 9,450 6,805 6,805 6,805 JUS358/11.88_," t _ -'.3xh ,11 Th &2 .T ;412).0,14&x.3 * 2 - o"' ';3`:,1,420 `76)511746'1,2204,390 1,485'. (2)0.A,48X1'1h` ` :210+ 2;880 3,136k,3,135' 2,475 2,69512695' -}, `U414 :?5'^.�,} •;*!,j3¢`mi;,y80_.,2 -•:"(116'2N31h. 6).0 .", }(6)5,48R3j 2 yD3D5 2,64512820,Y 980 ;2.245'2445" '. #HUS410, x3Yz6,635 6,36ff;�64h5, 4,845 h5486'„`�1„"'^!. ».4HUS412 ; =" 3,•(ic �701ha° i<2)'%, -,:{`I;Qj01$2%3"$ (1Q)'OR2, ,1/Z .5.4s5 2,660 3025, 3{26512'275I^i,59D, 2795( • w'-"2 mn 7(16)--0:f82%3"h'••(6)�0.f48 x,3 i,136;"2,3W 2,685'2890i 2,050 .2,315, 249Q 3'fex tl xfa'-HU112"(HUC4i s r, U.:MaY:-2201$2:X3h t '; " 3hc,�"�•70iet '21h - {-} _ y. -:,id532753.695?�3970"2,820'�(3,1803,d251 '„':HUCO-0t2-SbS�;*,3 ' 3'!+e ;:, *11 ..,., .L. ;: - ' (14)'Y.';XYyz ;SDS d6)'l."><-•2'haSDS, "yFfi5' S` x4"a 5648 .5.C+4a (3,63G,13.6:iD 3,$3it' HGUS412 . . as 35§,°�} '10hs °4k -. j5$)0.}$2k3^h ,r(20)ro;182x31h 1504p 9;40d ,4Db'9,400 8,085;8"085 8,t)85, IGU3.63-SDS '36a 8jo30 4YA ,=t (1&)'!°x2^h' SDS (t2}.Y<"X2Yz 'SUS 5,565 6,720, 6,72D '6720 4,840 ;4=840 4,840. t :.i MG113.63-SDS',,,, - 3✓a j'91;4to 80 41fe` `= j24)r%X2ii`SPS (76)^7a',x21h'SDS 7260 $,4aF0 9ASD' 8,450�6,$05�6;805�6805 ' ", 4iGU8.63-SDS;;. > '- 35Ia t`1fta30, AWk ' (80;YV,x Z/"g0S (24'4/PK z' SDS �„��"t_1 '1.`4"3• ?.'i;# ; -,1, 9,4?5 .y,7j5 { ZS;.. 46 See footnotes on p.150. SIMPSON 1s� ■' Adjustable Truss Hangers This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX° coating. See Corrosion Information, pp. 13-15, Installation: • Use all specked fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within f/4" from the edge of the top -flange members. For the THA29, nails used for joist attachment must be driven at an angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top hag of the header. Not all nail holes in the straps will be flied. Nails must have a minimum'h" 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 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 tour 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 naifs must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 35A" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 1314 for THAG422 for a22.2 72a-2 THAC422 Face pert y5e dOit zi. • t x W 2�, O(THA29 v= Double 42- Use full table value 2fare nails (total) Single 4x2 I 4 top nails itsSee raflertalal _ ,_ (total) "'"x" Straighten the double z. shearnaiting tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps maybe installed straight or wrapped over with tabulated face nails installed into top and face of header. 0 ° y.�.,. Doubb-Shear Shear '+- Nailing Dome Double -Shear Shear s✓ " t. Side View; ' . Nailing Side View Nailing..; Do not ,. .?' (Available on Top View bend tab isome models) and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation Typical THA29 Top Flange Installation F-11 THA/THAC Adjustable Truss Hangers (cont.) E) These products are available with additional corrosion protection. For more information, see p. 15. KI SIMPSON Qlmen s}on$,... Qlmen s}on$,... V" fasteners ° x, # ` DFISP x '+ .1¢ °SPFlHF A '; r.ji,'4 A ' '� v Allowable loads ^+ AI(owa4le Loads ." '. ,Flange Top Headef Oep}h; -„ t a ;Carrying Member^ Carded r"+ Up11R FIo0r+:SnOw R0°(("u Uphft Flbor Snow 'ROaf f, coda Ref. `,aMember (760} (tOQ}(t#5) Wind`, a (160} (100)o- (175) wnd a w,rfop (125/180j. . e (126f160) i� �T_up-Flame.-fnsmlktlon'i '�a. ' "4. : .. u 1 Yz - (2) 0.148 x 3 (6)(3.1480 (4)0.148x3 525 1,750 1,750 1,750 450 1,3301,330 1,330, THA29 18 1a/e 9114e 5'/e 2346 - (4)0.148x3 (6)0.1480 (4)0.148x3 525 2;610 2,810 2,,6rr110 4S0 1,985 1,985 1,985 K (4�QYa48 7'203,Y'4fQ41 148x Y*h Ac3J _. THA218 18 13'e 1741. 5'h 2 - (4) 0.148 x 3 (2)0.148x3 (4) 0.148 x Ph 1 A60 1,460 1,460 1 ilo 1,1110 1,110 :THA218-2.7•31A '"th'2 0"1fi2x-3" BC, FL . LA THA222-2 16 3'/e 22M6 8 2 - (4) 0.162 x 3'h (2) 0.162 x 3'/z (6)6.1480 - 1,960 1.995 1,995 - 1.490 1,51- 1,515 'fY1A413»^ 18,:^33'a 733ia 4Yz. 2 (d)6Yx4Rx3;;`"(2)9149x3 ,� THA418 16 3% 1 1h 71A.... 2 - (4) 0.162 x 3'h (2) 0.162 x 3'/2 (6) 0.148 x 3 - 1.960 1,995 1,095 - 1.490 1,515 7,515 Tk1h422. "FY&`, 3;4e 22`•7'As 2 4J 016Z,.3"(2jTt,75?X3i%:: '*j5)0148x3 =-, ~��a(„,'`"S?'56,�` d5� ��ia Y,51;3 -. eri�,as.� THA426 14 3V. 26 7'/a 2 - (4) 0,162 x 31A (4) 0.162 x 3'/z (6) 0.162 x 31h - 2,435 2,435 2,435 - 2,095 2,095 THA4222a14':7'L.'22r+4a ,9i 2 '(4)0.162.1 .(4)0162 x�",1h (6jDY6Zx9'}a33A 3y330 3,330•;-. °,^ J2,095 2y$65 r 2;865 FL THA426-2 14 7'% 26'/s 9a/a 2 - (4) 0.162 x 31h (4) 0.162 x 3'h (6) 0.162 x 3'h - 3,330 3,330 3,330 - 2,865 2.865 A't z,J lo .. THA29 18 1 % 91%a 5Ya - 911A. - (16) 0.148 x 3 (4) 0.148 x 3 525 2,265 2,265 2,265 450 1950 1950 1950 -TFIA213'a�18°{a/e 1335_c":5ryz;',k U,334sig cif(34)4#14`$`k3'(4J0;118x3 3 2,su9'0'°=hd;3:i f3$ •;+"fdF:201Q ?1Qs::' THA218 18 1 % 17446 5'h - 173411 - (18) 0.148 x 3 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105 2105 2105 71A218;2, 16 w3'!e 7'Y+s 8,;• 1$'ua<'"*•,-g'}'1;.+(22J0162#31a ,3,31J•A'. r195 '?"v :28,,W,"2;3a5.:;: IBC, :6)04625(3'7855,w31g>#C THA222-2 16 3'/e 2234s 8 - 14% - (22)0.16201/2(6)0.162x31h 1,855 3,310 3,310 3,310 1,595 2,845 2,845 2,845 LA 18` Y3a/a, JA , 41h, au 13a1a::-'z g-y +` �::(74) 074b7 X 410.148 � � THA418 16 3% 171h 7'A - 14% - (22) 0.162 x 3'/z (6) 0.162 x 3'h 1,855 3.310 3,310. 3,310 1 1595 12,845 2,845 2,845 ;Tf'(A422 31fi,. 3sA 22T, �7 't4Yie "7'*v (22Y0162x3`Yz(6,0952%3'h t$5�, 3,°11 y14 yi',31f3'*yT THA426 3%26 16Ye - (30)0.162X3Yz (6)0.162x3'h 1,855 4,415 4,480 4,480 11595 3,795 3,855 3,855 Tt1A422`2 1!3 7'!a 22i16 :93'i' '1fii e' ' (3QJ 0 Y52 X3,"k j6j 01b2 X.3h -%,855 5170,.. j52Q 5 5'20' 1 To95 4,§45 4,745 ; .A;745, FL , y'", THA426-2 14 71/s 261, 18 - (38)0.162x3'/z(6)0.162x3'h 1,855 5,520 5,520 5,520 1,595 4,745 4,745 4,745 1. Uplift bads have been increased for earthquake or wind leading with no further increase allowed. Reduce where other bads govern. 2. Wind It 60) Is a download rating. 3. Min. top Flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 1 W min. top flange are based on a single 2x carrying member; all other top-ilangs installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x I'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 -gangs Installation loads. 6. Refer to installation instructions regarding fastener installation into earned Goist) 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 listed diameter by length. See pp. 21-22 for fastener information. 18 =- • Simpson.Strong-Teffi Wood Constructibri Connectors SIMPSON Face -Mount Joist Hangers G`�EERfp w 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 doubt -shear hanger series: ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature Innovative doubt -shear nailing that distributes the bad through two ports on each ;nisi nail for grey „r strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMW coating. See Corrosion Information, pp. 13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table bads. • Not designed for welded or nailer applications. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View pr. Double -Shear Nailing Side view •..:., Do not bend tab �r 4r Dome Double -Shear Nailing Side View + (Available on pw some models) I' for 2x's 1uc"tor 4Xs .� 41 s r LUS28 Or HHUS210-2 WMUS28 ,j _ z �tx K s41 �! Z HUS210 (HUS26, HUS28, and HHUS similar) OrHGUS28-2 Typical HUS26 Installation with Reduced Heel Height (muRipie member fastening by Designer) 19 1. 1S mpso'n Strong -Ties Wood Construction Connectors', - "SIMOSON i r.� Face -Mount Joist Hangers (cont.) D"mensions¢nl ,'aa Pastenels No W Heights z . W' Single 2x Sizes 1iJS24 ', ' 2s!"` • 4, ! •1 is '=:3Ye ] sl::.' ^ (4$ 0146x 3 ` � (2)•<4d98k;3, k t LfLS26; `' 4tkw- 9"'18,ua ,, ,.'#9'i6 4 a ' MUS26 4rFc 18 15A. 5iA6 2 (6) 0.148x3 (6) 0.148 x3 HUS26 4% 16 1% 5'/e 3 (14)0.162 x 3'/z (6)0.162 x 31/2 :HGUS26 :-01+e'^'.�=52I`w,S`•' {24'0.162 x3"Y'1, '"AS78 -J is5"a' '6%' _IN'+ �i6i0,a48z3 `" ':(aJ 0:l31 MUS28 R& 18 1516 619i6 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61h 16 1% 7 3 (22)0.162 x 31h (8)0.152 x 3rk HGUS28 6456 12 1% 7r/e 5 (36)0.162 x 3rh (12)0.162x 3'h LU010-, "14%, - 1'IS',,1*1',' -TY01 �1,'fi `;"(8)0.7+t$x'13 ^;t4),fl74$x-71 ;i HUS210,r � ,8% m 16`• 531a``- 9 '', i +? r+{30}'0,162sBly; ,(ID)d.16Z &Yz H6US2}p 1384t•.u`.. 12"• ',!.% .:9"% 'S: 'v44610:362'x3? i (t6}0.162, 3F 1. See table below for allowable bads. These products are available with additional corrosion protection. For more information, see p. 15. M For stainless -steel fasteners, see p. 21. Many of these products are approved for installation & with Strong -Drive® SD Connector screws. See pp. 335-337 for more -information. ' • Allowable777777 �' "s ; SP ble Loads ^,,,^;-. 'SPFIHF Allowable load,, '•I l DFoads aAllowa - - Codeti .No: Uptlftl '4ffoor gSnow Roof Wind Uphft1 'Floor „15ndw Roof =;"Wtrb H0lifi1 Floor -Snow+ Roof ;"Wind Ref, S;(106),it?�5�. 160) Single 2x Sizes l„!,' ,(8201'e ,7?D95 5u;; '(.,725?,. 1,165E 865 990 1,070 1,355 7,165 935 1,070 1,150 1,475E 865 635E 725E 785E 1,000 IBC, FL, ' 'a'9„„q �' r2 ill x,Ts3+8 }1405,. t1.56D; ¢4+0 #6L .613 555 i3O#30 1180 :i'n�Q,' LA 1310 2735 3090 3235 3,205E 1 it0 2960 3280 3L80 3,280 1 0 2350 2650 2780 2,78U6 a&?5+x4 340. 2Q,85p' 8170 5390 $7 :",A,694a '5,220 ,,,5;390.r_5390 ,. ?,..?3. 25. 3;610 -3,8711 3 IBC,FL 1,165E 1100 1260 1350 1,725E 1,165E 1195E 1,360 1465 1,73( 865 610 925E 1000 1,270:i, FHGUS210 ,726. `.Cfi730 w*1,976=„2125T e2t''""'1,27-0 1;455", 1,57$.,.1,^a$raIBC, FL, LA 1,760 4,095 4,095 4,095 4,095 1,760, 4,095 4,095 4,095 4,005 1F80 3,520 3,520 3,520 3,5206. 1.9°`n'�.""t5,".'t`s :.78157,275.:^4�.32Vi^3,fs70.; ,*`3,820v ;-3,975 ,4,250,:: IBC, FL0 1,165E 1,335 1,530 1,640 2,090 7,165E 1,450 1,655E 7,775E 2,270 B65 985 1,120 1,215 1,500 IBC, FL,0.r, t, 4ap..:. ` 5'U' i «,8 ', :!'..+xk' ' k ;s95' -5r7tlG' a,p3uw o+.16'.�ti &2;221!;' !'dx0'1 i ;2 t-:,�:.:' 3Z825 LA , 10 2,(19C 9,100 9,100 9,100 9,100 2,(19U 9�00 9,100 9,i00 9,1(10 ?,545 6,340 Fi,730 6,730 6,730 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 Ib. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 450. 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 OAS of table load 2" < W < 6" Bevel cut 0.85 of table bad 0.41 of table load 2" < W < 6" Square out 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table bad 0.41 of table load Acute -side apeciry angle Top View HHUS Hanger Skewed Right Qoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). <L! „SIMPSON t LUS/MUS/HUS/HHUS/HGUS These products are available with For stainless p additional corrosion protection. ED steel fasteners, For more information, see p. 15, see p. 21. a SS :6* SS A SS ( Many of these products are approved for installation 1 with Strong -Drive" SD Connector screws. See pp.. 335-337 for more information. {Min Dimensions in '; Fastener m DF1SP Allowable Loads' n �` SPF/HF Allowable Loads ' ;Model ( - &,, "" W� ) Cade' Heel Ga ;''; Not' Height W"Carrymgz s Gamred Uplift vFiooC fii 'Roof °Wind Uplift°,Floor' Snow; Hoof Wind' .: Ret 7,fulembeX-,,.�-, Membgt .; (160) (100}i (175)- (i2S] =(160) (160),;'(iO0) (175) ,(to5). (16g) Double 2x Sizes 'Li}S2427 '''(_''x--?fa, .. )8 3Ya:3Ya '2"; (4j; 0162i3.Ya"'(2}01,6'2`Y i `41C'3'4800- 905: t2451*355 69D ,.,78D 1,845 1,070_ 1U8264b,'''i,4 HHUS26 2 is 444s .'(8;. 14 `8'1s,; 3-A. Ale 53h 2 3 7(4i 41fi2 k31h,`=(4 V,182XXA- (14) 0.162 x 3'h (6) 0.162 x 3'h Gu"0 11320 1, 30` Cd7A 2,830 3,190 4'265;+1,59Bi 3,415 4,2513 '9110 1,135 885 2,435 Jim 2,745 �'4090 2,935 1,37Di 3,655 HGUS26-2 43/is 12 35A6 57F6 4 (20) 0.162 x 31/2 (8) 0.162 x 3'h 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 CJSZB :2A ,•14-6 16, 3'Je" 7 2 -j(610162x 'i;'"'{q)0,9fi2X ifPcO '534 i,490 1;61Q,`'ZQ30 `9t0-, 4,430 4,786,r;`ljM'.1,745'. IBC, FL, `HHUS2M',` t"6%1 '14, A5s, 7'} `.3';-:(22j0162"3�z? fa),p 2x$"ha [A4'', 9328`5; 48i0 `5,)S,rF, ,a`889 1,$15 ,3,670 4, 35 '4,435 5,146,LA ti0U528.2 : r 61+6, _'12r ,3$+s, 7°Fe{(12�'0162M(3,4 3,235 ;7480:. 7$60{ 7,4fiD:?r460 2,760',£Mfi �6;415')H/115 .6415, LUS210-2 671,U 18 311A 9 2 (8) 0.162 x 31/2 (6) 0.162 x 31h 1045 1,830 2,075 2,245 2,830 1 _45 1,575 1,785 1,930 2,435 HHUS210-2 2'14 311, 87A 3 (30)0.162X3'h (10)0.162 x 3'h 3,550 5,705 6,435 6,485 6,485 3,335 4,905 5,340 5,060 5,1gO HGUS210-2 B3hs 12 3ik, 9846 1 4 (46)0.162x316 1 (16)0.162z31h 14,095 9,100 9,100 9,100 9,100 3,520 7,460 17,825 7,825 7,825 Triple 2x Sizes HGUS26- ,,' ;4 s 12 '4'.3iis $'kg , 4T': "(ZOj,Ui62x3 h>:(8} .182 3'Fi 2a155 4;39U, 4.8�0 5;17D; .5;57 °i,85a 37�01 4JIO0� 4445 4,79541BC. FL, H6US28-3'.' 6'}Sc$ i2 4147i,6 3'/+ ,aA° `436)07G2'x 3uh" HHUS210-3 83/e 14 411h6 87h 3 (30) 0.162 x 3'h 112016273;h' (10) 0.162 x 31h 3235 3,405 7,460� 7,469c2.490-746D: 5,630 6,375 6,485 6,485 -2,7806477 Z,930 4,840 `8;4i5:8,415 5,485 5,575 6,415t 5,575 LA FL HGUS210-3 81$6 12 41i5s 9'/. 4 (46) 0.162 x 3'h (16) 0.162 x 3'h 4'095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 ,HOUS21 *3,9 .1U ,72,i'473i4 10 i �A _ � 6J 0162 x3fh.-`{20),0 i62X3 s ^x:6 ` ✓.,& -. tL Og' ', 'i 6„Cv74 „.54iD:al.' ST x7C" . `,7S>0 7IAO, IBC'AFL' 11GUS2143'-12- ;12 41{Xf 92%i 4,*`($6r q.162 k39z 12?�R7625'✓z 5595.70,i25,a0,725 iO,52510,125 4�.g00 t8190 $,190' 8;794- 8,190. Quadruple 2x Sizes HG(15264 , +5?h .j2). 6§is SH6 .A `.(?0)01623"Jz?:,-ej tl162x3h 2,155 4,340? A850 -5,1ZDi 5,575"1,855'3730 A,170; 4445 795`" IBC,FL, HGUS28-4 71/4 12 6sbs 744s 4 (36) 0.162 x 3'h (12) 0.162 x 3'h 3 235 7,460 7,460 7,460 7460 2,780 6 415 6,415 6,415 6,415 LA HHUS210-4 8% 14 61A 87A 3 (30) 0.162 x 31/2 (10) 0.162 x 31h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL IhG�1S210'4 "'yYl »''tQ "634c: 94'is '4 46�Q162x3 �i(16)O I3 4 4095 9100 9100 '91D0{8:100-8,520'.7B25 7,825 7,825 7.825. 'N US2f2-4-,' �193/e', .2 056 lb-' ,4' .1,56j0 S2X3 ,;(20j,O.162 A�3rfz 5,69a. 9,0,4iT ,.i%4»5 `-,04'�! � 45 ,',AOi1,'7,/aii :778ti 7sn4t 7E4. IBC, ,AFL, iiGU52f44,;,1.2s%6. `12- fi93s. 12�%ed'.`,(`{i6)0.162X3'h �(22),-0,1$2a3plz 5895 1012iQ72510,1251D125 d,9D0:'8,71p 871Q 8,710' 0,710 4x Sizes hl]546= . `'4'4 189, 39tiy, 43f4 "�Z .+ 1(1162,1( ,'!� ";n (4j'0.462x"3Y25 41i59 030i 1,170 1;28 ', ;595 . O;iD. ' 885, 1 005 �1080 1,370i IBC, FL ,HGUS46 "* %47. 2T2'I-A_. A77u ngt':3(201d162X 3'h:�-(8) 0162x 3'h;:= �;1555i7tl ,5,515 7,855i:. 8,730, 4;'Ijo, 4,445,14,795: :i1HUS46.7, . d%6- ,,74 3,3', 63%is `3 '(14},i1.162X3'h,�.,.q(6j.0,182it 3r`h'4 $.Q:'2,83g. 3,19Q 3;Q�5 4;260 , ±35 24351 2,745 2,935 3,65�5, WS48 4% 18 33ti6 63/4 2 (6) 0.162 x 3'h (4) 0.162 x 31h 1,060 1,315 1,490 1,610 2,030 910 1,130 1,280 1,385 1,745 IBC, FL, HUS48 6'h 14 33/,s 7 2 (6) 0.162 x 3'h (6) 0.162 x 3Y2 1,320 1,580 1,790 1,930 2,415 1,135 1,360 1,540 1,660 2,075 LA HHUS48 61h 14 3s/s 71h 3 (22) 0.162 x 31h (8) 0.162 x 31/2 1,760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4.435 5,145 HGUS48 67As 12 3s/e 7R6 4 (36)0.162 x 31h 02)0.162 x 3'h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 341D HHUS410 HGUSAl x vHGUS412 ;;,eg'axXi. j._8iis 10s 383iS@ 74 l 12 ;3*o 3-`k=, 33/e 8Fi I9 9'h6 107316 .2-1.{$)a14 3 4a 4 x,3Xt:C661B2. '(3D}0.1@2x334 ( )Oi627; 31h. (56)0.162x3'h 3V4 ;(10)C 3G2.x3'h' y16yb182k37Fi' (20)0.162x3'h ^4„8302075_:22,xi5 CrS `57Q5€ 6A35 4�095,97OHi 93OD 5,695 9,045 9,045 6u-9°u 9SO4i 9,045 293Q #- 8r100, 9,045 1:2a'11s7s.'1,785980�435i �.'uC::4905 3,520:7825 4,900 7,780 5535" 7,825: 7,780 5;§"".x 7,825 7,780 'i 7S'. 7825'.IBC 7;780 FL, LA HGUS414 11316 12 36h 123is 4 (66) 0.162 x3'h (22) 0.162 x 3'h 5,695 10,125 10,125 10,125 10,125 4.900 8,190 8,190 8,190 8,190 Double 4x Sizes w NGIiS7.3%10,86 u12e' 4. 8#'is ,{6)6762 x314,s{16)i3:162x3; 3,�930, z9,D85: JQ95 'ep9Si _90`95: 2,96D'.7810 7,82D''']820 ,7,820- ' FTGUS737f12 ; j0h6 72w. ,715: 10346 m` 4". ($6) 0.162 yllk ((20) O,i762.x 8ij 4,835 9;295 92g5 9:295j 9,295 ,3,3001 7,995' ,7995 17,995` 7.995: FL ,HGUS737J1A„ °14f34sr--12,x u7s(a`, i295s° 4„ (961,0`751'x,3'f�'i122j.03,H2x3 508A '(0 SU6106500 H0 SO01g5[IU 437094W, 903U -8,030 %d 0 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVFFI 1-2014. Simpson StrongTe® Connector Seloctord software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 2'h° nails in the header and 0.162" x 316' in the joist, with no load reduction. With single 2x carrying members, use 0.148' x 1'h° nails in the header and 0.148° x 3' in the Joist, and reduce the bad to 0.64 of the table vatic. 6. Fasteners: Nail dimensions in the tabls are listed diameter by length. See pp. 21-22 for fastener Information. 19 <<Simgson Strong Tie° Wood Construction Connectors SIMPSON' 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 37/6". 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 1h" max. to allow for greater construction tolerances (maximum gap for standard allowable bads is 1/e" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16gauge Finish: Galvanized Installation: • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling round and triangle holes for maximum values • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity Options: • HTU may be skewed up to 6711Y. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Dave® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table ®1 Many of these products are approved for installation with Strong-DrNe® SD Connector screws. See pp. 335-337 for more information. Typical-HTU26 Minimum Nailing Installation HTU26 �1/a max. gap between end of truss and carrying member HTU Installation for Standard Allowable Loads (for 112' maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) , Mm -, Olinenstons {in.) Fasteners Qn)'"' ;`,DFi5R A11owe61e Loads'4 _PHHF-A(lowable Loafs fi` " . _ Code Model . r ; . No Heet 1 `s,', Carrying ;R;1 x"0'Catrled'' sUpbffFlpor Snow ,Roof' Wind'!UphfN 'Floor; SnoWr ,.Rriof Wlnd Ref.; Helg0t VJa4 .i. .••_ Memluu.4 rat Memher t{i60J: {100j (t1 M e�125Jg't(76D} :j160) (100).� {116)12@) lt6g)„ •„ Single 2x Sizes HU2S.x',`+i ;;�rka qle,'.5hs.3ah`{20J.�762z311a1i71J 0148 Xe1~<h o4ik.*ti'rIi"2`7f3='.;S„°A":QL''.'S„meVT01'.L•r11..?+.Ei?i7e i".Ts?l+Y,'"i330 .7,60.) HTU26(e1x11., '1Ma 5'+90s ,'h''{20t0.162X3��M.{14)4J.i�Fb��iY.'k1,1,2�4="Z940` 3j20Q' �3�200X. ,26Q'j 1,075 i�852>t 2.015': 2,015 `2015.- .H$1i26 {Mex14,. ,r 3,'h, 4i's ;57A6 $1h20 DAf.>2'X3-,120y'034B`>;:'h 1,555.-2§R4D, `;a,5 l.:" a ,401A=; i;1,338 .2;53U:12805:#>r3.45p` IBC, HTU28 (Min.) 37A 1% 71b6 31/2 (26) 0.162 x 31/2 (14) 0.148 x 1',4 1,235 3,820 3,895 3,895 3,B95 1,060 2,865 2,920 2,920 2,920 FL, . HTU28 (Max.) 71/a I% 7R6 31h (26) 0.162 x 31k (26) 0.148 x 11h 2,020 3,820 4,315 4,655 5,435 1,735 3,285 3,?10 4,fi05 4'675 LA HI`U2'1ij'{Mlttf', tu4?%.c.f"%. Q14s`t31h";i:l32}0.1{i2%3i,, .{14)074$xa3Yz 1i330 :4L'3E(0�t2sk'.$-s.:"�tflil. S4.`33:.{145. &'2.V:. '%.5 a;a3.,2'LS,: HTU2l1,Maz} 9%=1,$i'a ,'97,7is3''Fi.'i%•{32}016?u6A/z_ 2)t1;1"$x`.1;1fi, .3;315 ,,A;705.'°3:°#141 ,: 3i1C "' ;995`.!21$50'° d;086a as E9,a'!l• 5,155% Double 2x Sizes HTU26r2 {Mini#-+f `37xth'ie 657}i6'=3?h; (OSO.d62 X ,{14}r0,148i[3„ .,6Y6.'2-8k0.'ax;a- _ 3,910` 1,5051; 1;856' 2;090` 2255y.2,46f HTU26-2,€Max j 61k„'3;fi, 57h6 '.3"h°, "ui2Q) Q,1&2 M'3>I„t20)0.'t46 z34 ;;4175< 2Q40 ;Qe0j,s?raBiS:. 54t?rBz1 .LBZxi ,.2,53Q: 2,655 •0,035 {9,$55'. HTU28-2(Min.) 37h 354e 7Yie 31/2 (26)0.162 x31/2 (14)0.148x3 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3235 3,235 3235 IBIC, HTU28-2 (Max.) 71/4 3346 7'Aa 31/2 (26)0.162 x31h (26)0.148x3 3,485 3,820 4,315 4,655 5,825 2,995 3,285 "7"•x4?t"". ?f;?S^7"a,. „b",C '. LA 'HTU210=2 (Minj• ' 7 •` 35'ie 31✓ia `31/2'a(32)v,,,6gkraiii ;{1„o;ld8 X3- „?,765 05_ 4,815: `E"A'81 q,a15 47510 3,536, .3,G101 3,610-h3610i: 11TU210-2(Maxx),m 04iz` 24'. 9Q .3Yx's-.," ii' s,»"8€I. 'S, '.o,;.-.3,$9S ,9 dti5`xi t565<...3,at SaU5l 1. The maximum hanger gap is measured between the Joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been Increased for earthquake or wind loading with no further increase allowed, Reduce where other loads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 'A' and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may fimit allowable bads in accordance with ANSVIPI 1-2014. Simpson Strong -Tree Connector Selectore software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x I W 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. B. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 96 - _ , ", -i. Simpson.Strong-Tie®'Wood Construciion.Connectors •.- •- ,. " o "- Face -Mount Truss Hanger (cont.) Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 3351337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member a � . Faste4ers (in4}a;e# DF/SF AII¢waI Loads S1- Pllowahle Lazds B ` Model No,'Hf HdbIG 9h4� CI I u - p v, Soo. ' ` ind 'Code - fief. :># Membe9 Member Member., '.° (160} %(11� (S25) (160 160) , (a00) t" (115 i1o25) .. ., y y ,(704) * °(1g) HTU26 (Min.) 37h- (2) 2x4 (10) 0.162 x 34h (14) 0.148 x 11h 925 1,470 1,660, 1,790 11,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51h (2) 2x4 (10) 0.162 x 3lh (20) 0.148 x 1 rh 1,240 1,470 1,660 1,790 2,220 1065 1,265 1,430 1,540 1,9'0 IBC �HT1728,(Max)a g7%; :(20p01G2X3"fi.;126)-01A8H1"y'/xia7,97�0 �Z,9!79„ "s?2'u ,5'59Ds �'3,905�"1`695 ;2,5344+'3tl' -3.360.;FL,LA t i210 (Maxj m9x14" +`{2)2x6' .(340162X3'h"[32j074$x1 i m2760= 2940 0320W x580 t3905, 2375" '2,530 os °. 3 S0' 3,366 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is'h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) DFISF.AIIow"able Loads "Min ' Floor S2oyr „Huai Wmd uplift Floor Sn¢w,; Roof Wmd` Ret.00) P-;w (115) E (125)(160j' ,.. - -... .. .. .:. , Single 2x Sizes ' 11ii128's 'c3'Fi•' '"1'/sr .xale.-+3'h'j20)Q;362�Ms3'h ,2' HT(J26'(Mi2} , ., 3'la ,1 . 5?/F i, 3'a (20),�362 K3'h ,iz�4148 x1 l,176 ,�,940 a3k Rp x,3 iQ9�' 1ff0 1,070' 7,955 1,955,:"1955 (Max)°;.ry ';`5h.�✓e.'5'Fe 3'h (20)0.{62 xa'}S. (2Dj 6.148 x7+h '12'I a"xa273 a,'�"'' 1045"'i,856' 2d�'v z S":Sji:'. �,2,Ba0 _,3 IBC, HTU28 (Min.) 37A 15/e 7Yis 31h (26) 0.162 x 31h (14) 0.148 x 1 �h 1.110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, HTU28 (Max.) 7Y4 15/a 715s 31h (26) 0.162 x 31h (26) 0.148 x 1lh 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3,235 3A90 3,765 LA -H'%ll2S1!(Min).1 ; rl 9;J8'= 9 s.. „3xj8, ,i374. 102.x3! j14jG 48 1'!4 72,50y '36Qn %DD 3000°-8600s Yo751 27A0, 2;7Do' 2�700'. 2,700�. HTU,27©'(Maxy" n•9"Ja 'I5% 3^h (32)0162x 3?h {32)0"1dSk 2'fi 3;255 4705 Ni Sr�020,°"".020 2,800 §3530 3;765'�:'3765 3,765. . ,9"Jisa Double 2x Sizes rHTU26-2{Min) 37Jexs- 574s; ,,37h (2610.iB23'lz 7{i;4jilid$,x 3° Y,1,5 tI2 $40,..'ik?'°"fT B5Q4, 35©0 1,305 "2205 w2,205 ;22D5 2,205 HTU26=2 (Max1 `S a« 3Yis 5;is:i 3'h i29(:Q',6,?x 3?Iz „i2aJiad-�8 x3 ?;9-0 ,2y4Q 4-, ^. 35t10a;35P0• Y,645y 22g5�i,2,205,:'2,205, 2,205' HTU28-2 (Min.) 37/e 3Yia 7N6 31h (26) 0.162 x 31/z (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, FL, HTU28-2 (Max.) 7Y. 31As 7Y,s 31h (26)0.162 x 3'h (26)0.148 x3 3,035 3,820 4,315 4.655 5,520 2,610 2,865 3,235 3,490 4-,140 LA 'AT7121[f2lMin�,,:'Jp 33fs i9geii 3"h (32jA�162x3'h a{i4y4i48x3 64,755 ,g25511A42$a� pd1255 4255 75Y6r-?196 �x319o?:+3f90 31yD.1 }#I-Ij2112{Max) 9l<,. 3s 9s- 3Yh� (32j ¢'962x31h.(32){a1d$.�..3.� 3;855 47D511 S 3530" 3,986ji4300 §;8551 1.'Raw6M170; 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 we based on a minimum 2:12 pitch. 3. Up(nt bads have been increased for earthquake or wind loading wdh no further increase slowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between Ye• and 1/2% use the Alternate Albwable Loads. 6. Truss chord cross -grain tension may imit allowable bads in accordance with ANSVIPI 1-2014. Simpson Strong-' iel Connector Selector* software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0,148" x 17h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable upht is 100% of the table bad. S. Fasteners: Nall dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 19 1 "" S�mpsdn Strong,-Tie®Wood Construction Cgnnectors „ . " ` ° •SIMPSON 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 25/5" or greater, at 100% of the table bad. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 2-s" at 100% of the table bad. Specify as an 'X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 14" x 13/4" Titene 2 screws (Model TTN2-25134H) for concrete and 1/"x'2V Titer, 2 screws (Model TTN2-25234H) for GFCMU. Follow all installation instructions and use the bads from the sawn lumber or EINP 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. Titan screws for GFCMU ('/4" x 23/4" — Model TTN2-25234H) and for concrete (114" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Dill the 3/is'-diameter hole to the specified embedment depth plus'/2'. • Attemativety, drill the 3h5"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool ns are available. They include a 3/is° drill bit and hex -head driver bit (Model TTNT01-RC); a %" x 41h" dell bit is also available (Model MDB18412). • A minimum edge distance of 11h° and minimum end distance of 37h" is required as shown in Figure 1 for full uplift bad. • Where no uplift bad ism-.quired, a minimum end distance of 11h" is permitted. Codes: See p.12 for Code Reference Key Chart HU0410 1 u° HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HU0410 Installed on Masonry Block End Wall 23 SLr psonrStrong Tie®Wood Constrfktion Connectors° SIMPSON° Medium -Duty Face -Mount Hangers (cont.) D These products are available with additional corrosion protection. For more information, see p. 15. 91 1� " " 4e x Allowablel.oa�ds (QF_{,NSPo) � oodel f F3,a' st,e-xnr rS ncrete ; Code 1 ,°Concealed GFGMU °w•` xr Concrete' ., *' UpItH:,q ,Down ;Uplift , Qown Stantlartl ® m Jmst Titen 2 4 i }.-titan (160) x (100 125} ,(160) (1001125 ' w'x a HU26 HU26X (4)1/4 x 2'/a (4)'/4 x 10: (2) 0,148 x Ph 335 1,000 335 1,545 HU28 is .'. Htl28X m x 1?fa" (4) OlABix ' �t 5 �54,' -s .„7` ,i>t7."/a'K,2'f a HU24-2 HUG24-2 (4)'/4x23/4 (4)Ya x 1Va (2)0.148 x3 380 1,000 380 1,545- ,HU26:2:(Mlnj q `HUC26'-., (8)�"A3123Yxk ,{$j YaX1',la, (4)0e'148x3 ^x, 360 `2,004 '7§0 ?1U26.2;fMaxi •HUC26'2 , 7 (12) Il x 2J" 112) % x, 'I^, -'' f6) 014$ x 3 a "11354x�+ "' a,OQOr i`,135 3,950 . r t _ HU26-3 (Min.) HUC26-3 (Min.) (8) 1K x 23/4 (8)1/4 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HU026-3 (Max.) (12)'/<x 23/4 (12) Ya x 13/a (6) 0.148 x 3 1,135 ,000 1,135 3,950 WU28-2(Mln}:,;HUG2$2(Min.j.,-.:; f101"lgrx , ,„10)lt(l4 14i H148%3w7611' iHU210 HU210X (8)'/e x 23/a (8) Ya x 13/4 (4) 0.148 x 1 Vx 545 [2,000 760 2,415`HU210-2(MC)777�°'Jx8 -1135,u`00' '##135�' 4;92(f `HU210-3 , (Min.) HU0210-3 (Min.) (14)'/4 x 23/4 (14)'/a x 13/4 (6) 0.148 x 3 1,135,500 1,135 4,920 HU210-3 (Max.) HU0210-3 (Max.) (18) Ye x 23/4 (18)'/a x 13/a (10) 0.148 x 3 1,800 4,500 1,800 5,085 'HU212:a (10)y<xZ'l+: s ,*~,V70)Vg1f5¢ ; {6)44148k_1'h, w HU212-2 (Mtn) HUC212-2 (Min.) (16)'/4 x 23/4 (16)'/a x 131a (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)'/a x 23/4 (22) Y4 x 13/a (10) 0.148 x 3 1,350 5,085 1,350 5,085 �'3i,U242-3 (Mt0) �=.,1?IlG2123(Mln j��' {16}'Isg2'✓.x y x (I6},Ix x'173/a. 48x3 --7,135 t' •�4;900, p.',1135„ ,4,120 'HU272-3 (Max.1.^ m HUC212-3fMax:); 3 (22)1X23'i(22)Ya ill3/aw'{]0j 0;1d9`x3 ": c:,1 $00 %,aa_5,7i8j ,`1i800 777777 `. �v 5,�65,_•� - HU214 HU214X (12)'/4 x 23/ (12) Ya x 13/4 (6) 0.148 x 11h 1,135 2,665 1 1,135 2,665 HU214;2(MIIaj`"' ' HUC2742'1Mljijmrc (16i Tjex 2?x'wl'' r°{fi8)4/a% Sea, .'`, {$J 0:148 x.3 ' "'-:7515a HU214-2 (Max)p=,dN11C2142{M2x {24MKT" x''112)6148%3, HU214-3 (Mtn.) HUC214-3 (Min.) (18) 1A x 2'/a (18)1q x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3(Max.) HUC214-3(Max.) (24)Y<x 2Y44 (24)1/4x 13/4 (12)0.148 x3 2,015 5,085 2,015 5,085 '11U276_ ri HU216X' £: _ j1891'%`e i°73/4 ' (9j 0.a4{ix1s.:.77777�'`41515 T 2,777_' "1,51�5 k °',IAA, 0; ' , ,{3$}ilai(2_?7°.a HU216-2 (Min.) HUC216.2 (Min.) (20)'/a x 23/4 (20)'/a x 13/a (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUG216-2 (Max.) (26)'/4 x 23/a (26)1/4 x 13/a (12) 0.148 x 3 2,015 5,085 2,015 5,085 `WU2;f6'-3 (Mtn }' ;f1WjC2163fM1a�".n i2�)YxX'2/i -f201'h 1(",1"r +. (81 q;'{4BX3 HU2Y54'(Max)."I'3iUC2163{Nlau,j y '1`(12)T1148 x3 .,.f2015`,, 5;0852�'tf35,=3, x'5i08$;;at .. HU7 (Min) (Not available) (12)'/4 x 23/a (12) 3/a x 13/. (4) 0.148 x 1'h 545 2,980 760 2,980 HU7 (Max.) '(Not available) (16)'/4 x 23/4 (16) Va x 13/a (8) 0.148 x 1112 1,085 3,485 1,085 3,485 'WU9 (Mvr'j avZilabl6j a d°. (1.$!rc/+,`x 2i"+y (18)g'/<;7t3ji ($)0:148x1 Y`z`, ' 3r230 1,135°3,230f°, r',(Npt ,r.1&5 , . x".. �°{Nat (2AJxJax 2�1.k `(2p)Jix?f4 ":ai'-045 873y5ri� e* i;445,. 3.735 �''. -NU9 fMax} avatla6le)u x M s(10}U>�4SX1-'hv` .. a HUll(Mh) (Not available) (22)'/4 x 23/4 (22)'/a x 13/4 (6)0.148x 11h 1,135 3,230 1 1,135 3,230 HU11 (Max.) (Not available) (30) IA x 23/4 (30) Y4 x 13/a (10) 0.148 x 1Ih 1,445 3,735 1,445 3,735 46 (Mik x {1Jotava;6h15�8„4 yfi)0 48x1'h ,1�a 14515 �" 'R•T•"3�9$5 x:115#5 'v ": ..', 41')�4%�,a�0.6�{28J1V#aX1�lx3 .f3,485� HUJ4(MaxJ availble) .' S(36j VixZ3 (36},'/ ia31.i '. i94)048 xp1Yc_-215 x -0245x 2075' �4'295„ ,•.(o RS8 STAGGER JOINTS - TYP RAISED HEEL ROOF TRUSSES ROOF SHEATHING- SEE FLAN RAISED HEEL ROOF TRUSSES AB/SKI SEE PLAN -SEE PLAN SOFFITIFASCIA- SEE ARCH. z W Q w N O m RIBBON BOAS- SEE SCHEDULE U i i U z FOR SPACING 1 u 0. ti w tt�� RIBBON BOARD- SEE FASTENING TO d w d N U i>> Q a TRUSSES w 8 u> SCHEDULE FOR SPADINGRi " FASTENING TO TRUSSES WALL SHEATHING -SEE PLAN = - w z_ MIA 15/32' COX PLYWOOD OR 3 lA5' OSB WITH 8d GUN NAILS (Q) (0.131' X 2 1/21) a S' O.G. TO UPLIFT/SHEAR DTP. CEILING- UPLIEA H ANCHOR MASONRY WALL- RIBBON BOARDS ANCHOR EACH SEE PLAN 4 TRUSS EACH TRU55 - SEE B/SKI SEE RAN TRUSS- SEE PLAN SCHEDULE . PLAN - DO NOT FASTEN RIBBON BOARD NOTE: ADD'L FRAMING NOT INTO END GRAIN OF ROOF TRUSS MASSEE NRYPLAN WALL- SHOLLN FOR CLARITY BOiid'1 CHORD SEE RAN RAISED HEEL TRU55 BEARING/ A Y FW5ED HEEL TRU55 BEARING/ B .. nTa SKI ec tm% SKI RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACW'IENT WIt:IS$ MPH (2) 12d GUN (0.131' X 39 (Vasd=128 MPH) 2X4 5PFR 24' TO EACH TRU55, (4) EXP. B, NAILS AT JOINTS ENCLOSED W IL=I80 MPH (2)12d GUN (0.GI' X 39 (Vasd:139 MPH) 2X4 SPM IS' TO EACH TRU55, (4) EXP. C, NAILS AT JOINTS ENCLOSED ALPINE .mnvcamw January 10�2020 Carpenter,6ritractors of America, Inc. 3900zAvende G, NW Winter Haven, FL33 I 880-62Ql Dear Matt: It has corne.to my attention- thatzsome qtkestions were raised. concerning 5/8" diameter holes -drilled thi u thechords(wide face) of sys42 gable end trusses wallow for threaded rods used for "tie downs" lf these,gable endsare�over,continuous support with Qffo,'.ffice,lfully-'s4eathed,and the holes afe,dril'16d'�ab6utthe:centerllipe of thewide face no close than 4"%6,t without 'damaging ariy connector olates or verticdl-webs then n6's repalrll required. The truss only-suppo rts! . 2'feet�of I fl6bf'lbads:andmo I ad , ditional load,,, Ifyou haveanyquestions, please give me a,caIL, No. $6367 STATE OF 6760 Fbru,m Drive, Suite 30 . 5; qr I lalndq, FL 32821 - (8010) 521-97,910 -.(863),422-,8685 www.alpingitw.com a.. ,,,—._. `4�' '* � d NIo.86367 a� STATE OF RI R NI ` li IN$ docurmt tm bean wo**nice✓tl wwwd .and asalsd usN a D19W SWrwMa. Plkdsd. vkdfc d U$W y"QdQind**d oo6c vsislbn: ALPINE F.^r R C'^9kaY FL.REG* 278._ Yopnhwak Kim, FL PE 06367 Alpine an ITW Company 6750 Forum Drive: Suite 305 Orlando, FL 32821 Phone: (800)75$,6001 www alpineitw.com Cuslomer Carpenter Contractors of America. Job Number.` N333985 Job t)escr tion; ,7A5 ,167EC ,02G,RIOI 716721ARlAf4EAB ELEV.0 - - Address:.... _ - - -- 'This package contains general notes pages, 30 truss drawing(s) and 4 detail(s)., '.it>?naj .DJa"f✓iiq',tilonade;�"J.? , 167.20.1201A1541 �lir4's,.'�7:,+ �$x'9 v��1 t � ,R �.{�. x A9 3 167.20.1201.11713 A2 5 167.20.120111354 A4. 7 167,20.1201.11611 A6 9 1672QI201.11338 ASG 11 167.20A20108859 B1 13 167.20.1201.08905 CIGE' 15 167:20.120109967 D213 17 167,20.120111,464 V4 _ 19 167,20J20109887 MV2 21 %7.201120108890 ER 23 167 20,1201:09934 EJ3- 25 167.20,1201.15082 CJ5A 27 167.20.1201.08874 CJt 29 167.20.120111260 HJ7 31 AI6015ENC101014 33 VAL160101014. . r<'rr,rx 2 ,tlnaw,itg Nurllsei�?.( 167.20,1201,11432 T?uss' "'r A1A 4 167.20.1201;11479 A3 6 167.'2Q.1201.11542. AS _-- 8 16720;1201.11712 A7 10 167 20:1201 15113 A9G 12 167.20.1201,08827 BZGE 14 167.20,120109919 DI 16 167 20.1201.11448 V8 - 18 167.20.120U.09890 VI. 20 16720120109856 MV1 22 16720A20108843 EJ7A 24 167.20,1201.12291, CJ5 26 167.209201.15114. CJ3 28 167.201201,11401 CJ1A 30 167.20.1201.09966 HJ3 32 GBLLETIN1014 34, A18,015EN0101014 *Florida Certificate of Product Approvat:#EL1999 Printed 6✓1512020 1:04;45,PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.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. U# = user specified divisor for limiting span/deflection ratio for evaluation of actual Udefl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awo.org. 2. [CC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; www.aloineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 Job Number. N333985 Ply: 1 SEQN: 30180 / T18 COMN Cust: R8975 JRef: 1WW589750038 ,7A5,167EC ,02G ,Riot/1672/ARIA/4EAB ELEV.0 Oty: 8 FROM: RWM Drallo: 167.20.1201.11541 Truss Label: At KD / YK 06/15/2020 6'17 12'e"15 19'4' 25'11"1 326"9 38'8" 6'1"7 6'7'8 6'7"1 6']"1 67"8 6'1'7 Loading Criteria (psq TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit 0.00 Load Duration: 1.25 Spacing: 24.0" =5x5 E 9'4" 10 19'4" Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP 2400f-2.OE Webs 2x4 SP #3 : W3, W4, W5 2x4 SP #2 N: Lumber value set '1313" uses design values approved 1/3012013 by ALSC Bracing (a)1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails Q 6" 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. AND Snow Criteria (Pg,Pt in PSF) Pg: NA Ct NA CAT: N/ Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Deg/CSI Criteria PP Deflection in too Udell L/# VERT(LL): 0.193 K 999 360 VERT(TL): 0.478 K 999 240 HORZ(LL): 0.060 J - - HORZ(TL): 0.105 J - - Creep Factor. 2.0 Max TC CSI: 0.527 Max BC CSI: 0.623 Max Web CSI: 0.490 VIEW Ver: 17.02.02A.1213..I \\\ pNHWAk A_ 1 # No. 86367 )f • �1T : � i M[ � STATE OF % i ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1661 /301 /936 1- /433 18.0 H 1662 /301 /936 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 H Min Brg Width Req = 1.5 Bearings B R H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1442 -3042 E - F 1073 -1962 C - D 1343 -2763 F - G 1343 .2765 D - E 1073 -1962 G - H 1442 - 3043 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2659 -1146 K - J 2202 - 860 L - K 2201 -835 J - H 2660 -1148 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Camp. L - D 620 -199 D - K 471 -724 E-K 1318 -632 or. •. OR10P\\, L , 1S 9ff .,��S,ONIAi L�11 FL REG# 278, Yoonhwak Kim, FL PE 986367 06/15/2020 K-F 471 -725 F-J 521 -199 ALPINE any 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Jab Number: N333985 Ply: 1 SEQN: 30181 / T23 /COMN Cusl: R8975 JRef: IWW589750038 ,7A5,167EC ,02G,R101/1672/ARIA/4EAB ELEV.0 Qty: i FROM:PFH DrwNo: 167.20.1201,11432 Truss Label: A1A KM / WHK 06/15/2020 I �21',1d92 T10' 12'112 1T10"4 19'4 1512 2aV4 309"2 39'e" T10- 4 d'29d 5'B"8 1'5'12 94"8 + 4'2"14 T10'16 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 ===5x5 F S D T2 �4X4 y4X4 T3 12 D H 6 F,7-- W9 a SC5 �5X5 H J =-4X((A2) =5X14 =5X8 DF a"e =5X14 0 =4X6(A2) i' T11"5 4091 fi' 3' 5'4'0.11 111"5 1' H + Ttt"5 + 12' + 18' 21' 268"8" 30'9_i 98 Wind Criteria Wind Std: ASCE7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: In to 2h C&C Dist a: 3.87 it Loc. from endwall: not in 9.00 it GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP 2400f-2.OE :T2, T3 2x4 SP #2 N: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 : W6, W9 2x4 SP #2 N: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. BC may be removed in field after truss installation as shown. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 61h.ed TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Deg/CSI Criteria PP Deflection in too Udell L/# VERT(LL): 0.194 E 999 360 VERT(TL): 0.529 E 999 240 HORZ(LL): 0.100 L - - HORZ(TL): 0.186 L - - Creep Factor. 2.0 Max TC CSI: 0.464 Max BC CSI: 0.786 Max Web CSI: 0.824 VIEW Ver: 17.02.02A.1213.21 • �1 SS No.86367 • • i moo,• STATE OF�y�3 ♦ Maximum Reactions (Ibs) Loc R /U /RW /Rh /RL /W B 1518 /301 /936 /- /433 18.0 J 1618 1301 /936 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 2.1 J Min Brig Width Req = 2.1 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1382 -2661 F - G 1456 -2370 C - D 1298 -2277 G - H 1327 -2399 D - E 1317 -2355 H -1 1298 - 2275 E- F 1434 -2326 I-J 1382 -2662 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - U 2296 -1064 M - L 2294 -1073 U - T 2293 -1063 L - J 2297 -1073 R-N 1841 -645 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - T 300 -440 F - N 1047 .697 T - R 2101 -903 N - M 2115 .929 R-F 1049 -711 M-1 303 -446 IFS • O R IDPC�,•`' 5��u�A'L.l FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 ALPINE µ�m 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 i Job Number. N333985 Ply: 1 SEON: 30182 / T17 / SPEC Cusl: R8975 JRef: i WW589750038 ,7A5,167EC ,02G ,R101 / 1672/ARIAMEAB ELEV.0 CRY. 2 FROM: RWM OrwNo: 167.20.1201.11713 Truss Label: A2 KM / WHK 06/15/2020 6'1"7 12'8"15 19' 25'11"1 32'6"9 368" 6'1"7 69"8 6'3"1 611"1 6'7"8 6'1"7 1-1 Loading Criteria (p rl Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: ll EXP: C Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0" C&C Dist a: 3.87 it Loc. from endwall: not in 9.00 it GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP 2400f-2.OE Webs 2x4 SP #3:W3, W4, W5 2x4 SP #2 N Lumber value set "13B" uses design values approved 113012013 by ALSC Bracing (a)1 X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) ed Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80 % length of web member. Attach with 0.128x3" gun nails Q 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. =5x5 E 38'8" Snow Criteria Fg Pf in PSF) Pg: NA CL NA CAT: NP Pf: NA Ce: NA Lu:NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE "WARNING' READ AND FOLLOW ALL **IMPORTANT** FURNISH THIS DRAWING TO ALL C Deg/CSI Criteria PP Deflection in loc L/defl VERT(LL): 0.193 K 999 VERT(fL): 0.478 K 999 HORZ(LL): 0.060 J - HORZ(TL): 0.105 J - Creep Factor: 2.0 Max TC CSI: 0.527 Max BC CSI: 0.523 Max Web CSI: 0.489 ♦ Maximum Reactions (Ibs) L/# Loc R / U / Rw / Rh / RL / W 3601 B 1661 / 298 / 934 ! - / 427 / 8.0 240 H 1662 /298 /934 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 H Min Brg Width Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. VIEW Ver: 17.02.02A.1213.21 pNH WAk •! A N0. 86367 STATE OFr •cv� i0 • F Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1422 -3042 E - F 1052 -1962 C - D 1323 -2763 F - G 1323 -2765 D - E 1052 -1962 G - H 1422 - 3043 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2659 -1128 K - J 2202 - 847 L-K 2201 -818 J-H 2680 -1133 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L-D 520 -200 E-K 1317 -635 D - K 476 -723 F - J 521 -200 K - F 476 -724 S;ON(A� FL REG#278, Yoonhwak Kim, FL PE 486367 06/15/2020 ALPINE 'm"mw 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number. N333985 Ply: 1 SEON: 30183 / T16 /HIPS Cust:R8975 JRef: IWW589750038 ,7A5 , 167EC ,02G ,RI01 / 1672/ARIA/4EAB ELEV.0 Dry. 2 FROM: RWM DiwNo: 167.20.1201.11479 Truss Label: A3 KM / WHK O6/15/2020 T10"14 1T 21'8" 30'9"2 38'8" 7'10"14 9-1"2 4'8" 9'1"2 T10"14 =5X5 =5X5 D E 38'8" 9'4" F 10' 18.4" Loading Criteria tpsq Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL 20.00 Wind Std: ASCE 7-10 Pg: NA Ct NA CAT: Ni TCDL: 7.00 Speed: 160 mph Pf: NA Cc: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP. C Des Ld: 37.00 Mean Height: 15.00 it NCBCLL 1 TCDL: 4.2 psf Code / Misc Criteria Soffit: 0.00 00 BCDL: 5.0 psf Bldg Code: FBC 6lh.ed 201 Load Duration: 1.25 MWFRS Parallel Dist: In to 2h TPI Std: 2014 Spacing: 24.0" C&C Dist a: 3.87 it Rep Factors Used: Yes Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Value Set: 13B (Effective 6/l/2013) Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE: Bot chord 2x4 SP 2400f-2.OE Webs 2x4 SP #2 N : W 1, W6 2x4 SP #3: Lumber value set "13B" uses design values approved 1/30/2013 by ALSO Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80 % length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. **WARNING- READ **IMPORTANT** FURNISH THIS f 9'4" 28'8" Defl/CSI Criteria PP Deflection in too Udell U# VERT(LL): 0,174 J 999 360 VERT(TL): 0.416 J 999 240 HORZ(LL): 0.0601 - - HORZ(TL): 0.101 1 - - Creep Factor: 2.0 Max TC CSI: 0.760 Max BC CSI: 0.632 Max Web CSI: 0.628 VIEW Ver: 17.02.02A.1213.2I lilt lW ENSF�:'�AA',,. 86367 10 �1 10' ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1714 / 308 1940 1- / 385 / 8.0 G 1715 /308 1940 /- /- 18.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 G Min Brg Width Req = 1.5 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 1481 -3118 E-F 1509 -2927 C-D 1509-2924 F-G 1481 -3121 D-E 1157-2043 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2716 -1174 J - 1 1978 -720 K - J 1978 -692 I - G 2718 -1204 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 404 -443 J - E 387 -245 K-D 836 -463 E-I 839 -463 D-J 386 -244 I-F 404 -443 4 0 ORIto- o �,�` IAI lll► FL REG# 278, Yoonhwak Kim, FL PE #86367 06/152020 INSTALLERS is tInstlallers sh�alllprovideStemporary and bottom chord shall have a propperly led p r BCSI sections B3, B7 or B10, >. ungass noted otherwise. Refer to ALPINE DrroM� 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333985 Ply: 1 SEQN: 30184/ T15 /HIPS Cust: RS975 JRef: 1WW589750038 ,7A5,167EC,02G,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 2 FROM: RWM DmNo: 167.20.1201.11354 Truss Label: A4 KM / WHK 06/15/2020 7'10"14 15' 23'8" 30'9"2 7'10'Y4 7'1"2 8.8" 7'1"2 T10"14 i3 s 5E5 T;5p5 T 2 m 6 'C5 5F5 O � W o W7 B G t�8'e" A H g0 4X6(A2) =6X6 =6X6 �6X6 =4X6(A2) 38'8" 1' 10' 1O' 1' Loading Criteria (pen Wind Criteria Snow Criteria (Pg,Pl in PSF) Defl(CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deftection in loc L/de0 L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.182 J 999 360 B 1691 1319 /938 /- 1345 18.0 BCLL: 0.00 Enclosure: Closed LL: NA Cs: NA VERT(TL): 0.441 J 999 240 G 1692 1319 /938 /- /- /8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.059 1 - - Wind reactions based on MWFRS EXP: C HORZ L : 0.101 1 - - B Min B Width Re 1.5 Des �) q .00 Mean Height: 15.00 NCBCLL: 10.00 If I Misc Criteria Creep Factor. 2.0 G Min Big Width Req = 1.5 TCDL: 4.2 psf BldgCode: FBC 6th.ed 201 Max TC CSI: 0.888 Bearings B & G are a rigid surface. Soffit: 0.00 BCDL: 5.0 psf Bearings B & G require a seal plate. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.596 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.581 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 R FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver 17.02.02A.1213.21 B-C 1495 E-F 1496 -2856 Lumber 3048 C-D 1236-2197 F-G 1496 -3048 517-2854 Value Set: 13B (Effective 6/1 /2073) D - E 1236 -2197 Top chord 2x4 SP #2 N :T3 2x4 SP 24001F-2.0E: Bot chord 2x4 SP 2400f-2.OE Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Chords Tens.Comp. Chords Tens, Comp. Lumber value set "13B" uses design values approved 113012013 by ALSC B - K 2644 -1183 J -1 2082 -848 K-J 2081 -819 I-G 2646 -1212 Loading Truss passed check for 20 psf additional bottom �(� (If jili, Maximum Web Forces Per Ply (Ibs) load in ,►,,A,,/ areas with 42"-high x 24"-wide Webs Tens.Comp. Webs Tens. Comp. chordnivve W" ' K�(" \\`\'it / K-D 712 -369 E-I 714 -368 \ • •f.•I Wind 0�ljElysn•��,'�j www`\'�. Wind loads based on MWFRS with additional C&C w • `- • �� member design. aN0. 8636 7 •• STATE OF e 4L ORI post• •`� 'F • y,""1S' /ON(A k. ( 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 re uire extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building r Componengl Safety Information, b TPI ano SBCA) sa�ety practices prior to performing these functions. Installers shall provide tempos bracing er BCSI.. Unless noted oylherwise,top chord shall have properlyy attached structural sheathin and bottom chord shall have a pro erlrly altache�rl id LEIIin Locations shown for armament lateral restraint of webs shall have bracin installed per BCSI s ctions B3, B7 or �10, as applicable. AppVv, eulates to each face,otPWss and positiion as shown above and on the Join[gDetails, unless note�otherwlse. Refer to drawings 160A-Z torstandard plate positions. ALPINE Al me, a division of ITW Buildin Com on nts GroupIn shall not be res onslble for an deviation from this drlawin an failure to build the pw"un Nss �or of in conformance with ANSI%}PI 1, r handlia s iippm , installatlgn an tl bracing tmssesA seal on this drawiXg or cover pa e, , 2400 Lake Orange Dc listing this drawin indicates acceptance of pro7esslono engineering responslbili(lvv solely for the desigqn shown. The suil9abtltry Suite 150 and use of this orawing for any structure is lma responsibility of the building Desigtler per ANSIfTPI I Sec.2. For more information see this'oVs general notes page and these web sites: ALPINE: w .al inenvxom: TPI: wvw, instor:SIB A: wwwsbcinaust .wm: ICC: w Jocsafexn Orlando FL, 32837 Job Number. N333985 Ply: 1 SEON: 30185 / T14 /HIPS Cust: R8975 JRef: IWW58975003B ,7A5,167EC,02G,RI01/1672/ARIA/4EAB ELEV.0 Oty: 2 FROM: RWM DmNo: 167.20A201.11542 Truss Label: AS KM / WHK 06/15/2020 6'9"4 13' 19'4" 25'8" 31'10"12 38'8" f 6'9"4 } 6.2"12 } 6.4" } 6'4" + 62"12 6'9"4 OSX5 1:12X4 -5X5 D E F T 12 T 6 �2%4 W G G o C W3 1 B H A 1-1 e=4%6(A2) =6X6 =5%e =6X6 --4X6(A2) 38'8" 10' '4" 9'4" 10' FT I ) + ) 10' 129'4" 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Cl: NA CAT: NA PP Deflection in loc Udell U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(I-Q: 0.205 E 999 360 B 1665 / 699 / 931 / - / 304 18.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.507 E 999 240 H 1665 / 699 1931 /- /- 18.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.060 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.104 J - - B Min Big Width Req = 1.5 Mean Height: 15.00 fit Code f Misc Criteria Creep Factor: 2.0 H Min Big Width Req = 1.5 Noffit: 1 TCDL: 4.2 psf P Bearings B 8 H are a rigid surface. Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.495 9 9 .00 P Load Duration: 1.25 MWFRS Parallel Dist: h12 to h TPI Std: 2014 Max BC CSI: 0.523 Bearings B 8 H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 It Rep Factors Used: Yes Max Web CSI: 0.355 Members not listed have forces less than 375# Loc, from endwall: not in 9.00 it FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 B -C 1-E -F 142 -2498 Lumber C-D 1492 -2773 F-G 1492 -2775 Value Set: 13B(Effective 6/l/2013) D-E 1432-2498 G-H 1564 -3030 Top chord 2x4 SP #2 N Bot chord 2x4 SP 24001-2.0E Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "1313" uses design values approved 1/30/2013 by ALSC B-L 2641-1259 K-J 2171 -956 L - K 2170 -926 J- H 2642 -1289 Loading Truss passed check for 20 psf additional bottom ��I�f Maximum Web Forces Per Ply (Ibs) in Wind live areas with 42"-highx 24"-wide Tens.Comp. Webs Tens. Co -256 -224 ``6NHWgk��,' DWeKs -224 -256 . �4k ��CENs�(, Wind loads based on MWFRS with additional C8C w •• member design. w : No. 66$67 ? : d • a �� •• STATE OF • car <OR10PC��` L 0'nF': ,,,If"N(A1 Id, 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 shioping, installing and bracing., Refer to and follow the latest edition of BCSI (Building r Component Safety Information, byy TPI ana SBCA) safety practices prior to performing these functions. Installers shall provide temporarryy bracing oer BCSI, Unless noted 0lherwise,top chord shall have proper)v attached structural shgathing and bottom chord shall have a pro efly �10 attache tl n Id cetlln Locations shown (or ermanent lateral restraint Of webs shall hav brawnG instdlled p r SCSI s coons 83. B7 or as appltrabb e. Applgy lates to each face o�truss and position as shown above and on tI a JoinrDetalIs, ungess note otherwise. Refer to drawings 160A-Z for Andard plate positions. ALPINE Alpine, a division of ITW Build n,n Components Grou In .,shall not be reS onsible for any deviation from this drdwing,aR failure to build the truss in conformance with ANSI PI 1, or for handlit�qq,, s i pin , Installati n and bracing of tmssesA seal on this drawtr�g or cover pa e, , 2400 Lake Orange Dr. acceptance listing this tlrawinq indicates acceptance ofro7ess�onal engtneenn� responst6iliN solely for the design shown. The suti9abtltty Suite 150 for DesigAder ANSUTPI 1 Sec.2. and use of this avowing any s is a responsibility of the uiiding per For more information see this job's gereml notes page and these web sites: ALPINE: www.al ineitwcom: TPI: wwwt instor, :SBCA: www.sbcindust c m;ICQ www.ioaeafe.m Orlando FL, 32837 Job Number. N333985 Ply: 1 SEON: 30186 / T12 /HIPS Cust: R8975 JRef: IWW589750038 ,7A5,167EC,02G,R101 / 1672/ARIA/4EAB ELEV.0 Qty. 2 FROM: RWM DnvNo: 167.20.1201.11511 Truss Label: A6 KM / WHK 06/15/2020 5'9"4 it' 19' 2T8" 32'10"12 38'8" f + r' 5'9"4 5'2"72 8' 8'8., + + 5'2"72 5'9"4 .5D5 —5E5 -5F5 T3 12 T 6F1 2X4 T W o2 � C G N o In W3 T4 B H A 1 =4X6(A2) -5X5 -5X8 -5 (5=4Xfi(A2) 38'8" 1' 10' 10, 1' Loading Criteria (psq Wind Criteria Snow Criteria (Pg,pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Cb NA CAT: NA PP Deflection in loc L/deg L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.202 E 999 360 B 1625 / 701 1918 / - / 263 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.510 E 999 240 H 1625 1701 1918 /- /- / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.059 J - - Wind reactions based on MWFRS EXP' C Des HORZ L 0.105 J - - ) B Min B Width Re 1.5 q .00 Mean Height: 15.00 NCBCLL: 10.00 it I Misc Criteria Creep Factor: 2.0 H Min Big Width Real = 1.5 TCDL: 4.2 psf Soffit: 0.00 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.793 Bearings B & H are a ri 9 g d surface. BCDL: 5.0 sf p Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.495 Bearings B & H require a seat plate. Spacing: 24.0" C&C Dist a: 3.87 it Rep Factors Used: Yes Max Web CSI: 0.759 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 it FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B -C 16-2E -F 1-2815 C-D 1496 -2693 F-G 1499 -2697 Value Set: 13B (Effective 611/2013) D - E 1676 -2845 G - H 1612 -2955 Top chord 2x4 SP #2 N :T3, T4 2x4 SP 2400f-2.0E: Bot chord 2x4 SP 2400f-2.0E Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "l3B" uses design values approved 113012013 by ALSC B-L 2585-1315 K-J 2288 -1083 L - K 2278 -1047 J - H 2580 -1340 Loading Truss passed check for 20 psf additional bottom in Maximum Web Forces Per Ply (Ibs) chord areas with 42"-highx 24"-wide Webs T462C-161 Tens. Comp.-3355 clearance.load `,`,01A1A hjr Wintl r�•r1L•: ��I� K-Fs D-K 680 -394 F-J 460 -155 ,��yd eN��Et • r Y S� e• �i� Wind loads based on MWFRS with additional C&C �� • �� E- K 311 -491 member design. : N0, 86367 ; STATE OF <v�? ''��'��r • ;� O R I�P�N L S ••e +A' 1�,1 5 FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing,and bracing., Refer to and follow the la est edition of BCSI (Building Component Safety Information, by TPI and SBCA) �o'r sa�ery practices poor to performing these functions. Installers shall provide temporary bracing 8er BCSI, UnleLss noted o herwise,top chord shall have properIgp attached structural sheathing and bottom chord shall have a progeny a0ache_ n Id celhn ocations shown for armament lateral restraint bf webs shall have braGng ins alled p r BCSI s ctions B3, B7 or 10. as appllcabgle. AFT y plates to each face.o�russ and position drawings 160A-Z for standard plate positions. as shown above and on the JOinI Details, ungess notesgothenvise. Refer to ALPINE Alpine, a division of ITW B ildn Components Grog In%. truss In conformance with.�NSlI PI 1, or for handli s Ippinlq, shall not be responsible for any deviation from this drowing,any, failure to build the µ,,,,,m,,,w,., Installation and bracing of tmssesA seal on this drawls q or cover pafge, �, listing this drawin indicates acceptance of pro essiona engineerin responsibilitNy sole)y for the desi nsho n. and use of this Drawing for any aPructure is [he responsibility of the Outlding Desigrfer peYAN51rTPl 1 Sec.2. , 2400 Lake Orange Dr. The suiablllty Suite 150 For more iarormabon see Nis'ob's general notes page and Mesa web sites: ALPINE: www.al iaeitw.cam: TPI: wwwJpimtor, SBCA: www.sbdndus .com: ICC: www.icmafaa Orlando FL, 32837 Job Number. N333985 Ply: 1 SEON: 30187 / T71 ]HIP S Cusl:R8975 JRef: IWW589750038 ,7A5,167EC,02G,R101 / 1672/ARIA/4EAB ELEV.0 Cry: 2 FROM: RWM DrwNo: 167.20.1201.11712 Truss Label: A7 KM / WHK 06/15/2020 9' 1T 29'8" 38'8" 9. 418 :6C6 T2 =5p5 =4E4 T3 '13 F6 2 fi T T °mo (a) W (a) n � B W5 VI G H1 1 3DA -*8.8• 3%6(A1) =6X6 =SX5 �6X6 =3X6(A7) 38'8" 9N 19 r �' 288" 38'8" Loading Criteria (psq Wind Criteria Snow Criteria (Pg,Pf in PSF) DeB/CSI Criteria • Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg. NA Ct: NA CAT: NA PP Deffection in loc L/de8 L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.207 J 999 360 B 1518 / 703 1900 /- / 222 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.566 J 999 240 G 1518 / 703 / 900 I- /- 18.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.060 1 - - Wind reactions based on MWFRS EXP: C Des Ld:CL HORZ L : 0.112 1 - - B Min Br Width Re 1.5 (T) 9 q= 10.00 Mean Height: 15.00 ft NCBCLL: 10.00 Code / Mlsc Criteria Creep Factor: 2.0 G Min Big Width Req = 1.5 P TCDL: psf Sod BldgCode: FBC 6th.etl 201 Max TC CSI: 0.857 Bearings B & G are rigid 5.0 ion: BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h asurface. i TPI Std: 2014 Max BC CSI: 0.504 Bearings B 8 G require a seat plate. Spacing: 24.0" C&C Dist a: 3.87 it Rep Factors Used: Yes Max Web CSI: 0.280 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 it FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A1213.21 B-C 1545 -2622 E-F 1557 -2395 Lumber C - D 1557 -2395 F - G 1545 -2622 Value Set: 13B (Effective 611/2013) D - E 1915 -3079 Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N: Bot chord 2x4 SP 2400f-2.OE Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3:W2, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "138" uses design values approved 1/30/2013 by ALSC B - K 2256 -1202 J -1 3036 -1647 K - J 3035 -1648 I - G 2255 -1231 Bracing ter continuous lateral restraint u Per Ply (Ibs) to be equallyspaced.AttachGun p (ma d Boterial t bs Tens. Comp. Webs Tens.Comp. Webs inn`). Restraint \\�,.�oNHyygk • �A_ �j� C K 690 E 485 supplied and attached at both ends to a suitable support by erection contractor. \\\�� • • CE ^I • • - -290 -1 -765 �\ • SF •-rl i� K-D 484 -763 1-F 690 -291 •• (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) i • No, 86367 scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, and • 'k grade, `"` "• 80 % length of web member. Attach with 0.128x3" gun . • • �-9 • nails @6"oc. Wind • �.�. -� •• STATE OF • cam.` Wind loads based on MWFRS with additional C&C ,0Ir ��L`�•(•�QR�O 'f��V member design. • S• • • • • O\ A4 �affuu,ili►�� 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 SCSI (Building i� functions. Installers tempura Component Safety Information, by TPI an SBCA) safety bracing per BCSL Unless noted ovherwise,top chord shall have practices prior to performing these shall provide properly attached structural sheathlnp and bottom chord shall have a properyrly attachep n id celln Locations shown for ermanent lateral Apo�y to face,opiruss restraint of webs shall have br cin installed p r BCSI s ctions B3, B7 or tl10, the �ointgDetails, un�ess noter�otherwise. Refer to as appllcab�a. platys each and position drawings 16OA-Z for stantlard plate positions. as shown above and on ALPINE Alpine, a division of ITW Buin�LComponent Group Inc., shall not be repponslble for any deviation from this drewing,apy failure to build the w,mvmuoun truss in conformance with AM SllTPI 1, or foriandlino, shippinq, Installation an tl bracing of trussesA seal on this drawing or cover paq�e, ,ry 2400 Lake Orange Dr. listing this drawinG indicates acceptance of pro essiona engineedn4 responsibilityry solely for the desiGn shown. The sui b111 Suite Lake for is the the Building Desig%r ANSIITPl l SeL.2.150 and use of this drawing any structure responsibility of per For more information see ihis'ob's general nodes page and mesa web sites: ALPINE: wviw.ai ineitw.com;TPi: wvw. inslor :SBCA: www.sbcindus .com;ICC: www.i=.fi.'org Orlando FL, 32837 Job Number. N333985 ,7A5 ,167EC ,02G ,RI01 / 1672/ARIA/4EAB ELEV.0 Truss Label: ABG Ply: 1 SECiN:30188 / T32 /SPEC Cust:RB975 JRe(: 1WW589750038 City: 1 FROM: RDP D;wNo: 167.20.1201.11338 KM / WHK 06/15/2020 64" 8.8" 5'1"12 5'6"4 7' aSX5 =4X4 =SS0712 4X4 s5X5 12 C D T2 E F T3 G T 6El (a) 0 B H 1 AA =4X6(A2) B7 =8X8 62 1116X8 1113X6L 4X4 =5X5=3X6(Al) Loading Criteria (ps0 TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCOL: 10.00 Des Lot, 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" 21' j 5' 1 12'8" V 8' Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.87 It Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 61112013) Top chord 2x4 SP #1 :T2, T3 2x4 SP 2400f-2.OE: Bat chord 2x4 SP #2 N :B1 2x4 SP 2400f-2.OE: :132 2x6 SP SS: Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1130/2013 by ALEC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0. 11 TxZV%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 60% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads and reactions based on MWFRS. 8'8" 4'4" 4'10"4 4'9'12 8' 1' 21' + 25'10"4 + 30,8.. II Snow Criteria (Pg,PI in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Deg/CSI Criteria PP Deflection in too Udefl U# VERT(LL): 0.082 N 999 360 ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 1681 / 821 /- / - / - / 8.0 Lu: NA Cs: NA VERT(TL): 0.235 N 999 240 L 2666 /1269 /- /- /- 18.0 Snow Duration: NA HORZ(LL): 0.022 M - - K 524 1234 /- 1- I - 18.0 HORZ(fL): 0.041 M - - Creep Factor: 2.0 H 391 /186 1- /- /- 18.0 Wind reactions based on MWFRS Code 1 Misc Criteria Bldg Code: FBC 6th.ed 201 Max TC CSI: 0,753 B Min Brg Width Req = 1.5 TPI Std: 2014 Max BC CSI: 0.748 L Min Brg Width Req = 3.7 Rep Factors Used: Yes Max Web CSI: 0,973 K Min Brg Width Req = 1.6 H Min Brg Width Req = 1.5 FT/RT:20(0)/10(0) Bearings B, L, K, & H are a rigid surface. Plate Type(s): Bearings S. L, K, & H require a seat plate. WAVE, 18SS VIEW Ven 17.02.02A.1213.21 ------(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 56 pit at -1.00 to 56 pit at 7.00 TC: From 28 pit at 7.00 to 28 pit at 21.00 TC: From 56 pit at 21.00 to 56 pit at 39.67 BC: From 20 pIf at 0.00 to 20 off at 7.03 BC: From 10 pIf at 7.03 to 10 pit at 19.06 BC: From 20 pIf at 19.06 to 20 pit at 38.67 TC: 292 lb Conc. Load at 7.03 TC: 93 lb Cone. Load at 7.06 1T os 171 lb Conc. Load a,��q,pV1AA,A6p�,��6A s TC: 174lb Conc. LXt9116WAk BC: 1271b D "CµaBC: 492 lb �0 i sF16iTf� i 17.06,19.06 Q No. 86367 : 1 STATE OF a. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1496 -3039 D - E 443 -1080 C-D 1300-2822 E-F 621 -321 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp S - N 2645 -1275 L - K 431 - 909 N - M 2493 -1294 K - J 291 -570 M-L 431 -910 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - N 664 - 89 E - L 1292 -2487 N-D 428 -7 E-K 391 -137 D - M 1095 -1825 K - F 370 -662 M-E 2554-1126 F-J 796 -354 S ;<ORIOP��`.•`� L ��s,�N +A1 1�y, FL REG# 278, Yoonhwak Kim, FL PE 486367 06/152020 "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS failure to build the I or cover pa e„ n. The sW ability ALPINE uimvmuoury 2400 lake Orange Dr. Suite 150 Orlando FL, 32837 SEON: IG58241 HIPS Ply: 2 Job Number. N333985 Cus1:Ra975 JRel:1Ww5897500WT5 I FROM:RDP Oty: 1 ,7A5,167EC,02G,RI01/1672/ARIA/4EAB ELEV.0 DmNo: 167.20.1201.15113 Truss Label: A9G / YK 06/15/2020 E� 2 Complete Trusses Required 7' 23'8"36'8" 7' 8' 8'8" 8' 7' =6X6 =8X8 =SX8 =6X6 12 C D E F T 6� T m T1 o TS v B G 1 1J A H -4X6(A1) =8X8 =8X8 =8X8 =4X6(A1) 38,81, 1' 10' 9'4" 9W 10, 1' F + 10' i 19'4" 28'8" I 38'8" �- Loading Criteria (ps0 Wind Criteria Snow Criteria (Pg,Pf in PSF) Def#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): 0.281 J 999 380 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.531 J 667 240 B 3053 /- /- A /1391 A BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.058 1 - - G 3054 A !- /- /1392 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.110 I - - Wind reactions based on MWFRS Mean Height: 15.00 ItCode/ Misc Criteria CreepFactor: 2.0 NCBCLL: 0.00 TCDL: 4.2 pat B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 SCDL: 5.0 sf Bldg Code: FBC 6lh.ed 201 Max TC CSI: 0.523 P G Br Width = 8.0 Min Re 1.8 9 q = Duration: 1.25 MWFRS Parallel 0 to h/2 TPI 2014 Max BC CSI: 0.475 Bearings B & G are a dgid surface. Bearings B 8 G require a seat plate. Fa 508 Spacing: 24.0" C8C Dist a: 3.87 It Rep Fac: No Max Web CSI: 0.508 ng:24. Spacing: It Members not listed have forces less than 375# Loc. from endwall: NA FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver. 18.02.01A.0205.19 Lumber B-C 1372 -2985 E-F 1520 -3530 C - D 1520 -3529 F - G 1372 -2985 Value Set: 13B (Effective 6/1/2013) D - E 1957 -4508 Top chord 2x6 SP #2 N :T7, T5 2x4 SP #2 N: chord Bot chord 2x6SPSS Maximum Sot Chord Forces Per Ply (Ibs) Webs We#3 Chords Tens.Comp. Chords Tens. Comp. Lumber value set "138" uses design values B - K 2650 -1207 J -1 4419 -2043 approved 113012013 by ALSC K-J 4419-2043 I-G 2661 -1208 Nailnote Nail Schedule:0.1 Maximum Web Forces Per Ply (Ibs) Row LCJ1 .1 Top ��jA�i Tens. Comp. bs T1332C0473 Co1075 ChoChord: rd: ll Row2@122.0"1o.c \�`NN rW. Webs :1 Row @4"o.c. �.0 AI°°•�/��i� Eebs CeK K-D 633 -1076 I-F 7333 -473 ••BSc Use equal spacing between rows and stagger • Lr 1' S L� • �� nails �� \ in each row to avoid splitting. ° `- No.86367 Loading & #1 hip 7-0-0 • supports jacks with no webs. �� •*' • a Wind :'° : STATE OF Wind loads and reactions based on MWFRS. o • �G!„ Additional Notes ��,(�°t1° P eI, � ° Refer to General Notes for additional information gee FL REG# 278, Yoonhwak Kim, FL PE 486367 06/152020 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r saety practices prior to performing these functions. Installers shall provide bracing per BCSI., Unless noted otherwise,top chord shall have proper) attached structural sheathln and bottom chord shall tempos have a propmy attache0 rl id ceilln Locations shown for ermane t lateral rests nl �f webs shall have br un installed p r BCSI sections B3, B7 or 810, as applicable. Ai pt, plates to each face. oftmss an a position as s�Iown above and on the .toinDetails, ungess noted otherwise. Refer to drawings 16DA-Z I a andard plate positions. ALPINE Alpine, a division of ITW Buildin Compon nts Gmuu Ins,shall not be rea onsible for any deviation from this drawing,an failure to build the .w m.m truss m conformance with ANSI PI 1, �or handlirtt, installab8n and bracing of trussesA seal this drawing or slppin?, on listing this drawin indicates acceptance of proesslona engineerin responsibility solely for the design shown. this gnawing for is fha the Building Desig%er ANSIrrPI 1 Sec.2. or cover Paqa 6750 Forum Drive The suiPability Suite 305 antl use of any a rructure responsibility of per For more information see mis lows geneml notes page and these web sites: ALPINE: w al ineitw.com;TPI: www.t instor ,SBCA: wmv.sbundm .com:ICC: www.i=afe.onip Orlando FL, 32821 Job Number. N333985 Ply: 1 SEON:30190/ T13 /SCIS Cust:R8975 JRef: IWW589750038 ,7A5,167EC ,02G,R[Ol / 1672/ARIA/4EAB ELEV.0 CRY: 3 FROM: RWM DmNo: 167.20.1201.08859 Truss Label: B1 I KM / DF 06/15/2020 5'1'4 12'8' 4V12 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA CL NA CAT: W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA Des Ld: 37.00 EXP' C Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Code / Mist; Criteria Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Spacing: 24.0" C&C Dist a: 3.00 it Rep Factors Used: Yes Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N :T2 2x4 SP 24ODf-2.OE: Bot chard 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Shim all supports to solid bearing. —4X4 D DeWCSI Criteria PP Deflection in too Udell U# VERT(LL): 0.014 C 999 360 VERT(fL): 0.039 C 999 240 HORZ(LL): 0.007 F - - HORZ(TL): 0.013 H - - Creep Factor: 2.0 Max TC CSI: 0.641 Max BC CSI: 0.522 Max Web CSI: 0,714 5'4" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL I B 605 1313 /340 /- /194 18.0 G 466 l99 /432 /- /- 18.0 1 350 /233 /227 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 G Min Brg Width Req = 1.5 1 Min Brg Width Req = 1.5 Bearings B, G, & I are a rigid surface. Bearings B, G, & I require a seat plate. Members not listed have forces less than 375# VIEW Ver: 17.02.01A.1115.21 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 913 -812 D-E 452 -249 C - D 767 -582 Alf F�'�' •AA 1 • No. 86367 • STATE OF i 0 • Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-H 6B6 -773 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 462 -304 D - G 255 -427 "0jl#l161kll0� 5 FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 allure to build the or cover pa e The suitability E - F 559 -305 ALPINE u, rtacannxr Suite Lake Orange Dr. Suite 150 Orlando FL, 32837 Jab Number. N333985 Ply: 1 SEON: 30191 / T2 / GABL Cust: R0975 JRef: IVM589750038 ,7A5,167EC,02G,R101/1672/ARIA/4EAB ELEV.0 City: 1 FROM:RWM DrwNo: 167.20.1201,08827 Truss Label: B2GE I KM / DF 06/15/2020 _ TYP)P) =4F4 . , 12a" 6'&' Loading Criteria (par) Wind Criteria TCLL: 20.00 Wind Std: ASCE7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP. C Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/l/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGS A16015ENC101014 & GBLLETIN1014 for gable wind bracing and other requirements. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 611h.ed TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Deff/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.0121 999 360 VERT(TL): 0.038I 999 240 HORZ(LL): 0.008 I - - HORZ(TL): 0.012 1 - - Creep Factor. 2.0 Max TC CSI: 0.396 Max BC CSI: 0.398 Max Web CSI: 0.065 VIEW Ver. 17.02.01A.1115.21 ♦ Maximum Reactions (lbs), or •=PLF Loc R / U / Rw / Rh / RL / W B 214 /89 /114 /- /210 18.0 B' 61 119 /47 1- 1- /140 L 405 /260 /290 1- /- 18.0 R' 155 /69 /108 1- /- 124.0 M / 114 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 B Min Brg Width Req = - L Min Brg Width Req= 1.5 R Min Brg Width Req= - Bearings B, B. L, & J are a rigid surface. Bearings B, B, L. & J require a seat plate. Members not listed have forces less than 375# .`' ON►;WAk`'''� �Y ENSF •� No. 86367 STATE OF �v�a Ai1�11 FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 ALPINE COMNM 2400 Lake Orangee Dr.Or. Suite 150 Orlando FL, 32837 Job Number. N333985 Ply: 1 SEON: 30192 / T1 / GAEL Cust: R8975 JRef: 1WW589750038 ,7A5,167EC ,02G,R101/1672/ARIA/4EAB ELEV.0 Oly: 1 FROM: RWM DmNo: 167.20.1201.08905 Truss Label: Cl GE JB / WHK 06/15/2020 II 2'2" 8'4" 2'2" 2' 2' 2'2'• �4X4 D 8'4" '" 2' 2' F'" 1 2 T 22,2„ 'f' 4,2„ 1 6,2. 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: ll EXP. C Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00ft Loa from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 61112013) Top chord 2x4 SP 92 N Bot chord 2x4 SP #2 N Webs 2x4 SP 93 Lumber value set "13B" uses design values approved 113012013 by ALSC Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGS A16015ENC101014 & GBLLETIN1014 for gable wind bracing and other requirements. + MEMBER TO BE LATERALLY BRACED FOR HORIZONTAL WIND LOADS. BRACING SYSTEM TO BE DESIGNED AND FURNISHED BY OTHERS. "WARNING" READAND "IMPORTANT" FURNISH THIS DRAM Snow Criteria (Pg,Pf In PSF) Pg: NA Ct NA CAT:Ni Pfr NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 84" � '" DefIICSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.0031 999 360 VERT(TL): 0.0081 999 240 HORZ(LL): 0.001 H - - HORZ(fL): 0.003 H - - Creep Factor. 2.0 Max TC CSI: 0.223 Max BC CSI: 0,095 Max Web CSI: 0.086 VIEWVer. 17.02.01A.1115.21 ♦ Maximum Reactions (lbs), or •=PLF Loc R I /Rw /Rh /RL /W B' 185 /B7 /135 /- /59 /24.0 F• 185 187 1135 /- /- /24.0 Wind reactions based on MWFRS B Min Brg Width Req = - F Min Brg Width Req = - Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# `` ,I>,11111111111/ Opp, ''�►. N0. 66367 STATE OF • �c, Of. too to 4lliflf,,14ON0464 IAk LEII FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 ALPINE a wraeoun 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333985 Ply: 1 SEON: 30193/ T9 / COMN Cust: R8975 JRef: 1WW589750038 ,7A5,167EC,02G,RI01/1672/ARIA/4EAB ELEV.0 Oty: 2 FROM:PFH DmNo: 167.20.1201.09919 Truss Label: D1 JB / WHK 05/15/2020 5' + 10, 5' 5' =4X4 C T 2 6 0 N 1 B D 1' A E =2X4(A1) 1112X4-2X4(Al) 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 Des Ld: 37.00 Mean Height: 15.00 fit NCBCLL: 10.00 TCDL: 4.2 psf Soffit 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" CBC Dist a: 3.00ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bol chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 10, 5' 5' Snow Criteria (Pg,Pf in PSF) DeBICSI Criteria ♦ Maximum Reactions (lbs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.007 F 999 360 B 434 1202 / 287 /- / 134 15.5 Lu: NA Cs: NA VERT(TL): 0.019 F 999240 D 434 1202 /287/- /- /5.5 Snow Duration: NA HORZ(LL): 0.003 F - - Wind reactions based on MWFRS HORZ(TL): 0.006 F - - B Min Brg Width Req = 1.5 Code I Misc Criteria Creep Factor. 2.0 D Min Brg Width Req = 1.5 Bldg Code: FBC 61h ed.20V Max TC CSI: 0.418 Bearings B & D are a rigid surface. TPI Sid: 2014 Max BC CSI: 0.264 Rep Factors Used: Yes Max Web CSI: 0.081 Members not listed have forces less than 375# Maximum Top Chord Forces Per Pie (Ibs) FT/RT:20(0)/10(0) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver: 17.02.02A.1213.21 B - C 612 -494 C - D 613 -494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 -332 F - D 396 - 332 ENS. F e No.8636; �••� STATE OF .p F '• �ORIDP�% L •0 •••• �. s10NAt- E FL REG4 278, Yoonbwak Kim, FL PE 486367 06/15/2020 ALPINE 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number. N333985 Ply: 1 SEQN: 301941 T31 /HIPS Cust: R8975 JRef: 1WW589750038 ,7A5 ,167EC ,02G ,13I01 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: PFH DnvNo: 167.20.1201.09967 Truss Label: D2G JB / WHK 0611512020 ■1 3' 7' 10' f 3,4� =4X4 �4X4 12 C D 10, in 1 11 3'112 3'1"12 3'8"8 6'10"4 312 10' 1 Loading Criteria (Part Wind Criteria Snow Criteria (Pg,Pf in PSF) Deg/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Cl: NA CAT: NA PP Degection in loc Udell U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.013 G 999 360 B 496 / 238 /- / - /- / 5.5 BCLL: 0.00 Enclosure:. Closed Lu: NA Cs: NA VERT(TL): 0.035 G 999 240 E 497 /239 /- /- /- 15.5 BCDL: 70.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.005 G - Wind reactions based on MWFRS Des Ld:EXP' C HORZ : 0.010 G - (Fac B Min Br Width Re 1.5 CL 0.000 NCBCLL: 0.00 Mean Height: 15.00 R Code I Misc Criteria Creep Factor. 20. E Min Big Width Req 1.5 Soffit: 0.00 TCDL: 4.2 psf Bldg Code: FBC 6th ed.201 Max TC CSI: 0.235 Bearings BB 8 E are a rig id surface. 9 9 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.246 Members not listed have forces less than 375# Spacing: 24.0" P C&C Dist a: 3.00 R Rep Factors Used: No Max Web CSI: 0.041 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: NA FT/RT:20(0)/10(0) Chords Tens.Comp, Chords Tens. Comp. GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE VIEWVer: 17.02.02A.1213.21 B-C 306 -700 D-E 306 -700 Lumber C-D 250 -608 Value Set: 13B (Effective 61112013) Maximum Bot Chord Forces Per Ply (Ibs) Top chord 2x4 SP #2 N Chords Tens.Comp. Chords Tens. Comp. Bot chord 2x4 SP #2 N Webs 2x4 SP#3 B-H 598 -253 G-E 598 -253 Lumber value set '1313" uses design values H - G 608 -250 approved 1130/2013 by ALSC Loading #1 hip Wind supports 3-0-0 jacks with no webs ,``.1. ))) ,/ CNN a a, Wind loads and reactions based on MWFRS. ♦♦♦�♦..,� �\^ C Af� •.�� //// ♦ V4r'1 `L.� No.86367 r + + *' —— •�: 110 STATE OF <v�a �100A 00 �OR10P zcft C 0i FN +•r1+V ifill )111111)1►111 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 fabdcatin�, handlin shiping, installing and bracing., Refer to and follow the latest edition of BCSI (Building Component Safety Informagon, by TPI an SBCA) fo'r sa ty practices prior to performing these functions. Installers shall provitle lemporafy bracin per BCSL,Unless notetl oyherwl5e,top chord shall have property attachetl stmciural sheathln9 and bottor0 chortl shall have a pro0erf y attach rl id ceilln Locations strown for ermanent lateral restraint of webs shall have br cin installed per BCSI s coons B3, B7 or 610, as applicebgle. Ap lq totes to each face. ofPtmss and position as shown above and on the Jolnl9Details, unless note�otherwlse. Refer to ALPINE drawings 160A-Z fgis�andard plate posiuons. Alpine, a division of ITW BuildlIn4 Components Grog In�. shall not be regonsible for any deviation from this drawing,an, failure to build the ,„m,�w,,,,, truss in conformance with ANSIQ PI 1, or for handli p, s Ippmq, installatl n and bracing of,trussesA seal on this draw! g or cover page, , 2400 Lake Orange Dr. listing this drawin indicates acceptance of ro essiona, engmeerin responsibility solely forthe des! n shown. The sui ability Suite 150 and use of this gnawing for any s�ructure is �tle responsibility of the Building DesigNer per ANSUTPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www_aipineitw,com;TPI: www.Ipinslor9; SBCA_ wew,sb_6nCusey.wm: ICC; www.icosafeeng Orlando FL, 32837 Job Number: N333985 Ply: 1 SEON: 30195 1 T25 1 VAL Cust: R8975 JRef: 1 WW589750038 ,7A5,167EC.02G,RIOI/1672/ARIA/4EAB ELEV.0 City: 1 FROM: RWM DrwNo: 167.20.1201.11448 Truss Label: V8 KM / WHK 06115/2020 311'8 r 3'118 3'11"8 =4X4 12 B T 6[�7- 4X4(01) 1 �a A Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: ll EXP. C Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 pat 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 fl Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "130" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C8C member design. Additional Notes See DWG VAL160101014 for valley details. 7'11" 7-11" Snow Criteria (Pg,Pf in PSF) Pg: NA CC NA CAT: N/ Pf: NA Ce: NA ILL: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th.ed TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE DefYCSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.028 999 360 VERT(TL): 0.084 999 240 HORZ(LL):-0.010 - - HORZ(TL): 0.019 - - Creep Factor. 2.0 Max TC CSI: 0.412 Max BC CSI: 0.381 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 C ♦ Maximum Reactions (lbs), or'=PLF Loc R I /Rw /Rh /RL /W D' 75 128 134 / - / 8 195.0 Wind reactions based on MWFRS D Min Big Width Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A-B 644 -366 B-C 644 -366 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 330 -492 +yp�N WAk ��'�. No. $6367 • � x STATE OFft Ift AL FL REG# 278, Yoonhwak Kim, FL PE #86367 06/152020 failure to build the I or cover pope 2400 Lake Orange Dr. n. The sui pope Suite 150 ry.com: [CC: wmaJ=afeerg Orlando FL, 32837 Job Number: N333985 Ply: 1 SEON: 30196 / T24 /VAL Cusc R8975 JRef: IWW589750038 ,7A5,167EC,02G,R101/1672/ARIA/4EAB ELEV.0 Oty: 1 FROM: RWM DmNo: 167,20,1201,11464 Truss Label: V4 KM / WHK 06/15/2020 1'11"8 3'11" "8 12 6 =4X4 B T A4X4(D1) =4X4(D1) C �1a 10'6"3 D Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: ll EXP: C Des Ld: 37.00 Mean Height 15.00 it NCSCLL: 10.00 TCDL' 4.2 psf Soffit 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" CBC Dist a: 3.00 It Lac. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . THIS 3'11" 3-11" 3'11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE De0/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.004 999 360 VERT(TL): 0.011 999 240 HORZ(LL):-0.001 - - HORZ(TL): 0.003 - - Creep Factor: 2.0 Max TC CSI: 0.085 Max BC CSI: 0.104 Max Web CSI: 0.000 VIEW Ver. 17.02.02A.1213.21 ♦ Maximum Reactions (Ibs), or'=PLF Loc R /U /Rw /Rh /RL /W D' 75 122 / 31 /- / 6 147.0 Wind reactions based on MWFRS D Min Brg Width Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# •` 1j111111111►11 I'� ,•� ONH*gof, '' No, 66367 's STATE OF �a r.z�, • S:C0RIV C At- ��• �b11111111►11,1 FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 CONTRACTORS INCLUDING THE INSTALLERS of failure to buildthe n. The sua ability ALPINE any mvmwun 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number. N333985 Ply: 1 SEON: 30197/ T70 / VAL Cusl:R8975 JRef: IWW58975003B ,7A5,167EC ,02G,R101/1672/ARIA/4EAB ELEV.0 Oty: 1 FROM: RWM DmNo: 167.20.1201.09890 Truss Label: V7 I JB / WHK 06/15/2020 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP. C Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0" C&C Dist a: 3.00 it Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 5/1/2013) Top chord 2x4 SP #2 N Sot chord 2x4 SP #2 N Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWG VAL160101014 for valley details. "IMPORTANT* any I 5 2511913�1 '" I , =-4X4(D1) 12 =4X4 64X4(D1) T A C N W —V4 Lrzz D i 2'11"9 Snow Criteria (P9,Pf in PSF) Pg: NA Ct: NA CAT: Ni PC NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 2'11"9 2'11"9 ' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.002 999 360 VERT(TL): 0.005 999 240 HORZ(LL):-0.001 - - HORZ(TL): 0.001 - - Creep Factor. 2.0 Max TC CSI: 0.033 Max BC CSI: 0.062 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 ♦ Maximum Reactions (Ibs), or •=PLF Loc R /U /Rw /Rh /RL /W D' 75 /18 /29 /- /5 135.6 Wind reactions based on MWFRS D Min Brg Width Req = - Beanng A is a rigid surface. Members not listed have forces less than 375# EN No, 86367 STATE OF (via 6 ��'''�S;ONAL E► FL REG# 278, Yoonhwak Kim, FL PE #86367 06/35/2020 installing nd bracng.. Refer to and follow the latest edition of BCSI (Building ectices prior to per ormmg these functions. Installers shall provide temporary proper) attached stm.tm I sheathing9 and bottom chortl shall have a proparty :svalnl �f webs shall In braclniq Instdlletl pgr SCSI sections B3, 87 or tl10, as shown above and on the Join Details, tin ass notetl otherwise. Refer to ALPINE not be responsible for any deviation from this d wing,ag, failure to build the ,am„m�.,,,, installation and bracing of,trussesA seal on th a drawl g or cover paqe, , 2400 Lake Orange Dr. engineedny responslbill(y solely for the designshown. The suitability bility of the 9uilding Desigrier peYANSIrrPI t Sc.2. Suite 150 LPINE: w alpineiM.com: TPI: w .tpinstorg: SSCA: w sbcinCusftyxom; ICC: w .imsafe.om Orlando FL, 32837 Jab Number. N333985 Ply: 1 SEQN: 30198 / T7 / VAL Gust: R8975 JRef: 1M589750038 ,7A5,167EC,02G,RI01/ 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM:RWM DmNo; 167.20.1201.09887 Truss Label: MV2 JIB / WHK 06/152020 Loading Criteria fps0 Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 37.00 Mean Height: 15.00It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0" C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/112013) Top chord Zx4 SP #2 N Sot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWG VALI 60101014 for valley details. "IMPORTANT" FURNISH THIS DRAWING of any 12 6 1112X4 B 4X4(D1) A 1N � 1 1 213119 2'3"9 2'3"9 Snow Criteria (PitP 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 6lh ad TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.000 C - - HORZ(TL): 0.001 C - - Creep Factor. 2.0 Max TC CSI: 0.047 Max BC CSI: 0.048 Max Web CSI: 0.030 VIEWVer. 17.02.02A.1213.21 ♦ Maximum Reactions (lbs), or•=PLF Loc R /U /Rw /Rh /RL /W D' 75 113 149 /- / 10 127.6 Wind reactions based on MWFRS D Min Big Width Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# ` �111t111111111/ IJ ENSF�'/.� No. 86367 STATE OF RVA ,y��S,ON1A;III 1��1 FL REG# 278, Yoonhwak Kim, FL PE 486367 06/152020 properly auacnea structural sneatmn and bottom chord snap nave a pro silly :slraint of webs shall have bra cinu mslalled per BCSI s ctions B3, B7 or B70 as shown above and on the JolnoDetails, unless note r� otherwise. Refer to,ALPINE not be res onsible for any deviation from this drawing,any failure to builtl the ALPINE t'enginleel8n4anrespons96 li1tivvNsolely seat on dealgnrsh, . The suifabilily 2400 Lake Orange Dr. biliry of the Building Deslgrier per ANSIRPI I Sac.2. Suite 150 LPINE: vmw.alpioeiWoom; TPI: w Jpinstorm sack sw.sbcindustn.wm; [CC: wwxJ=.fe.om Orlando FL, 32837 Job Number: N333985 Ply: 1 SEQN: 30199/ T6 / VAL Cusl: R8975 JRef: 1WW589750038 ,7A5,167EC ,02G,RI01/1672/ARIA/4FAB ELEV.0 Qty: 1 FROM: RWM DmNo: 167.20.1201.09856 Truss Label: MV1 JB / WHK 06/15/2020 �b i 4'3"9 4'3"9 4'3"9 H2X4 B Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf In PSF) Defl/CSI Criteria ♦ Maximum Reactions (lbs), or•=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Cc: NA VERT(LL): NA D` 75 / 16 / 52 /- / 12 / 51.6 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA Wind reactions based on MWFRS BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.004 C - - D Min Brg Width Req = - Des Ld:CL 37.00 EXP: C HORZ TL 0.007 C - - ( )t BearingA is a rigid surface. g NCBCLL: 10.00 Mean Height: 15.00 R Code / Misc Criteria Creep Factor: 2.0 Soffit: TCDL: psf BldgCode: FBC 6th ed.201 Max TC CSI: 0.242 Members not listed have forces less than 375# BCDL: 5.0 psi 5.0 Load Duration: 1.25 ion: MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.204 Spacing: 24.0" C&C Dist a: 3.00 R Rep Factors Used: Yes Max Web CSI: 0.108 Loc. from endwall: not in 9.00 R FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1,60 WAVE VIEW Ver. 17.02.02A.1213.21 Lumber Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See DWG VAL160101014 for valley details. CENSF•.�i No, 86367 STATE OF��t¢,.'' -dr • ,�OftID�;� �, 0/0N1A; 1E,1 FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 of ALPINE p4D r.CpMiAM' Suite Lake Orange Or. Suite 150 Odantlo FL, 32837 Job Number: N333985 Ply: 1 SEON: 302001 T8 / EJAC Cust: R8975 JRef: 1WW589750038 ,7A5,167EC,02G ,RI01/1672/ARIN4EAB ELEV.0 Oty: 16 FROM: RWM DiwNo: 167.20.1201.08890 Tmss Label: EJ7 JB / WHK 06/15/2020 C 12 6 M o_ N M V B A D 1 — 7' Loading Criteria (psf) Wind Criteria TCLL 20.00 Wind Std: ASCE7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 37.00 Mean Height: 15.00It 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 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 611/2013) Top chard 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131'k3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. READAND Snow Criteria (Pg,Pf In PSF) Pg: NA Ct: NA CAT: NF Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.017 D - - HORZ(TL): 0.031 D - - Creep Factor: 2.0 Max TC CSI: 0.713 Max BC CSI: 0.527 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 •o."ONIli H WAk ,q,o No. 86367 1 D;. S ATE OFr r�cv ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 331 / 117 / 259 / - / 173 / 8.0 D 127 120 /101 /- /- 11.5 C 171 1133 191 /- /- /1.5 Wind reactions based on MWFRS S Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ,401q� ►ll,�� FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 ALPINE .W nW �M➢AM' 2400 Lake Orange Dr. Suite150 Orlando FL, 32837 Job Number: N333985 Ply: 1 SEQN: 30201 / T4 / EJAC Cusc R8975 JReb. i WVV589750038 ,7A5,167EC,02G,RI01/1672/ARIA/4EAB ELEV.0 Cry: 5 FROM: RVJM DwNo: 167.20.1201.08843 Truss Label: EJ7A KM / OF 06/15/2020 T Loading Criteria (ps0 Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration:. 1.25 MWFRS Parallel Disc In to 2h Spacing: 24.0" C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 R GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 61112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumberrvalue set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"0.0", min. toe -nails at top chord. Provide (2) 0.131"0.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct NA CAT: N1 Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in too Udeff U# VERT(LL):. NA ♦ Maximum Reactions (lbs) Loc R / U / Rw / Rh / RL / W A 270 /41 /188 /- /100 /8.0 VERT(TL): NA C 128 / 13 / 104 /- /- / 1.5 HORZ(LL): 0.018 C - - B 174 /81 /95 /- /- /1.5 HORZ(TL): 0.033 C - - Wind reactions based on MWFRS Creep Factor: 2.0 A Min Brg Width Req = 1.5 Max TC CSI: 0.725 C Min Brg Width Req = - Max BC CSI: 0.533 B Min Brg Width Req = - Max Web CSI: 0.000 Bearing A is a rigid surface. Bearing A requires a seat plate. VIEW Ver: 17.02.OiA. 1115.21 Members not listed have forces less than 375# �.�``NONHWAk- �-%90 �CENS'•��i�''% No, 66367 's k• •,k= STATE OF w� �ORIDP C 41f0 • off `4,N,A FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 1LL CONTRACTORS INCLUDING THE INSTALLERS installing. and bracing., Refer to and follow the latest edition of BCSI (Building actices yprior to performing these functions. Installers shall provide temporary straint lbf webs shallrhav rtiraclnp inslailed per BCSI sections B3V B7 or 10ly as shown above and on tI a Join unless noted otherwise. Refer to ALPINE . IIWC.M 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333985 Ply: 1 $EON:. 302021 T22 / EJAC Cust: R8975 JRef: 1vWV589750038 ,7A5 , 167EC ,02G ,R101 / 1672/ARIAr4EAB ELEV.0 Oty: 3 FROM: PFH DmNo: 167.20.1201.09934 Truss Label: EJ3 JB / WHK 06/15/2020 V 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 Des Ld: 37.00 Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. of Snow Criteria (Pg,Pf in PSF) Pg: NA Ct NA CAT: NP PC NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE C M �3 M O Defl/CSI Criteria A Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W VERT(LL): NA B 188 176 1162 /- /86 /5.5 VERT(TL): NA D 52 /6 /41 /- /- /1.5 HORZ(LL): 0.001 D - - C 65 151 131 /- /- /1.5 HORZ(TL): 0.002 D - - Wind reactions based on MWFRS Creep Factor: 2.0 B Min Brg Width Req = 1.5 Max TC CSI: 0.216 D Min Brg Width Req = - Max BC CSI: 0.123 C Min Brg Width Req = - Max Web CSI: 0.000 Bearing B is a rigid surface. VIEW Ver: 17.02.02A.1213.21 ,1111111111i)I//I// of CNs ed�i` . �� • ♦ 0 ® No, 66367 le STATE OFr,� Members not listed have forces less than 375# �FiP.CORIPl �•� C AL Ec , !l1111111111111, FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 READ AND FOLLOW ALL NOTES ON THIS DRAWING! THIS DRAWING TO ALL CONTRACTORS INCLUDING ALPINE 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333985 Ply: 1 SE0N: 1058271 T3 JACK I Cusl: R8975 JRef: IWW589750038 ,7A5,167EC ,02G ,Riot 11672/ARIA14EAB ELEV.0 City: 5 FROM: RVMA DmNo: 167.20.1201.12291 Truss Label: CJ5 KD / YK O6/1512020 10 11'2"5 12 6 Cl) m rn N M ,3 B $ 8 A D 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: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 it GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 138 (Effective 6/1/2013) Top chard 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"0.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 4114 4'11"4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 61h.ed TPI Sid: 2014 Rep Factors Used: No FT/RT:20(0)110(0) Plate Type(s): WAVE DeWCSI Criteria PP Deflection in loc Udell L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D - - HORZ(TL): 0.010 D - - Creep Factor: 2.0 Max TC CSI: 0.411 Max BC CSI: 0.254 Max Web CSI: 0.000 VIEW Ver: 17.02.02C.0211.16 11\1111III III1f1jt ONNWAk 'A''� .� '090' 4- No. $6367 : 1` STATEOF ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /207 /95 /128 D 89 /- /- /68 /13 /- C 118 /- /- /61 /92 /- 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# 0NIA; 1�11 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 failure to build 4 the n. or The suitability ALPINE any M. W. r 6750 Forum Drive Suite 305 Odando FL, 32821 SEON: 1058211 JACK Ply: 1 Job Number: N333985 Cust: Ra975 JR811.2' Od589750038T19 / FROM:RDP City.1 ,7A5,167EC ,02G ,RIOI/1672/ARIA/4FAB ELEV.0 DmNo:. 167120.120I. 15082 Truss Label: CJ5A / YK 06115/2020 Loading Criteria (pst) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit 0.00 Load Duration: 1.25 Spacing: 24.0" T Wind Criteria Wind Std: ASCE 7-10 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 4.50 R GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0A 31"x3.0", min. toe -nails at bottom chord. 411 "4 4'11 "4 Snow Criteria (P9,PI in PSF) Pg: NA Ct NA CAT: NF Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Sid: 2014 Rep Fac: No 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): 0.006 C - - HORZ(TL): 0.012 C - - Creep Factor: 2.0 Max TC CSI: 0,425 Max BC CSI: 0.292 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 A 192 /- /- 1133 155 /106 C 89 /- /- A3 /15 /- B 122 /- /- /66 195 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 C Brg Width=l.5 Min Req= - B Brg Width=l.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# `�� , tAtiAWAk '��►, .��N�d o C,EN,9 No, 86367 se STATE OF a �? X4* Z OR IPC,,S1,,,,SONA';(", FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 as shown aoove ana on THE INSTALLERS failure to build the or cover TsulFbility, ALPINE .W IIW COMiONi Suite Forum Drive Suite 305 Orlando FL, 32821 SEON: 1058181 JACK I Ply: 1 I Job Number: N333985 CueCR 8975 JRef: 1lMN589750038T21 / FROM:RDP Cry: 6 ,7AS,167EC,02G ,11101/1672/ARIPAEAB ELEV.0 DrwNo: 167.20.1201.15114 Truss Label: CJ3 / VK 06/15/2020 Loading Criteria (ps0 TCLL: 20.00 TCDL 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber C 12 10'2"5 6 Ce) 6) m B I C7 CV A $r$„ D �-- 1' Wind Criteria Wind Sid: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP:C Kzb NA Mean Height: 15.00 0 TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0,18 Wind Duration: 1.60 Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 2' 11 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA CC NA CAT: NA Pt : NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): NA \ VERT(CL): NA HORZ(LL): 0.001 D - - HORZ(TL): 0.001 D - - Creep Factor: 2.0 Max TC CSI: 0.206 Max BC CSI: 0.115 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / B 185 /- /- /160 /75 184 D 50 /- /- /41 /6 /- C 63 /- /- /29 150 /- 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# ``,`` 1111111111►1/ 1 i No, 66367 STATE OF 0'�cy�3 s .,�.01S�0N+Ai►► ,1 FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 INCLUDING THE INSTALLERS failure to build the orcoverpa e„ n. The sui ability ALPINE u,m.mnrurc 6750 Fcmm Drive Suite 305 Orlando FL, 32821 Job Number. N333985 Ply: 1 SEON: 302051 T27 /JACK Cust: R8975 JRef: 1WW58975OD38 ,7A5,167EC,02G,RI01 / 1672/ARIAe4EAB ELEV.0 Oty: 6 FROM: ROP DrwNo: 167.20,1201.08874 Truss Label: CA I I JB / WHK 06/152020 Loading Criteria (psi) 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 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP:C Mean Height: 15.00 it TCDL: 4.2 psf SCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 61112013) Top chord 2x4 SP #2 N Bol chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0A31"x3.0", min. toe -nails at top chord. Provide (2) 0.131'SK&0", min. toe -nails at bottom chord. "IMPORTANT" FURNISHTHIS `N 6 C Snow Criteria (Pg,N in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Cc: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ad TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 11114 11114 DeMCSI Criteria PP Deflection in loc Udell L/# VERT(LL): NA VERT(TL): NA HORZ(LL):-0.000 D - - HORZ(fL): 0.000 D - - Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver. 17.02.01A.1115.21 ♦ Maximum Reactions (lbs) Loc R / U / Rw / Rh / RL / W B 143 179 /148 /- /41 18.0 D 11 112 /18 /- /- 11.5 C -15 132 127 !- /- /1.5 Wind reactions based on MWFRS B Min Big Width Req = 1.5 D Min Big Width Req = - C Min Big Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# �•`'��NH a 9 , 4-1Alle CENS No. 86367 is SLATE OF �a ORIOP �.•'� C AL EC� uuw FL REG# 278, Yoonhwak Kim, FL PE 486367 06/152020 AND FOLLOW ALL NOTES ON o1herwise,top chord shall have properly attached structural sheathingp andbottom hord shall have a propeil shown for permanent lal2ral restraint of webs shall hav brawn inslalletl per BCS�I sections 63, 87 or tl10y tach face,ofbuss and position as shown above and on tFta Join Details, unless noted otherwise. Refer to ALPINE late positions. '�Components Grou Inop.,shall not he responseple for any deviation from this drawin ap failure to build the � PI 1, or for handlerq. 5111ppm installation and bracing of irussesA seal on this drgawlXq or cover page, , 2400 Lake Orange Dr. acceFtanc. of pprolesstonal en ineerinq respons1611ity sole/y for the design shown. The suifabelety Suite 150 any structure is the responsibility of the 9uilding Desige5er perAN511TP1 1 Sec.2. .rat notes Dace aM these web sites: ALPINE: www.aeoineilw.corn:TPI:www.toinstorn:SBCA:www.sbandustmoom; ICO: www.icosareoM Orlando FL, 32837 Job Number. N333985 Ply: 1 SEDN: 30206 / T29 /JACK Cust:R8975 JRef: IWW589750038 ,7A5,167EC,02G,R101116721ARIA14EAB ELEV.0 cry: 4 FROM:RDP DmNo: 167.20.1201.11401 Truss Label: CAA KM / WHK 06/15/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit 0.00 Load Duration: 1.25 Spacing: 24.0" 12 6 [7- C Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 R TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 R Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set I3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x1l)", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. "WARNING" READAND 1 11114 11 rr4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NF Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th.ed TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE M DeB/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(TL): NA HORZ(LL):-0.000 D - - HORZ(TL): 0.000 D - - Creep Factor. 2.0 Max TC CSI: 0.196 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver. 17.02.02A.1213.21 9'2'15 ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W B 143 179 /148 /- 141 /5.5 D 11 /12 /18 /- /- /1.5 C -15 /32 /27 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# `111111111111/fItp, ONH WAA-''p, 00 No, 86367 . y �� STATE OF ,If z . S t o' i��s,ON1A1 1��` FL REG# 278, Yoonhwak Kim, FL PE 986367 06/15/2020 ALPINE an 2400 Lake Orange Dr. Suite 150 Odando FL, 32837 Job Number: N333985 Ply: 1 SEON: 30207 / T28 /HIP_ Gust: R8975 JRef: 1WW589750038 ,7A5,167EC ,02G,RIOI / 1672/ARIA/4EAB ELEV.0 Cry: 3 FROM: RVJM DiwNo: 167.20.1201.11260 Truss Label: HJ7 KM / WHK 06/15/2020 5'3"5 910"1 4'6"11 12'2"3 12 4.24 p o C4 _e w i7 n -v B is A FE =2X4(A1) =4X4 Loading Criteria (psq TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" Lumber 1,5„ 9,2„2 T,14 9'2"2 9'10'1 Wind Criteria Wind Sid: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: It EXP: C Mean Height: 15.00 it TCDL: 4.2 psf BCDL 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 _ Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP 2400f-2.OE Webs 2x4 SP #3 Lumber value set "138" uses design values approved 113012013 by ALSC Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Provide (3) 0.162'k3.5", min toe -nails at top chord. Provide (3) 0.162'k3.5", min toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Cb NA CAT: Nf Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th.ed TPI Sid: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE DeB/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.040 F 999 360 VERT(TL): 0.111 F 999 240 HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C - - Creep Factor. 2.0 Max TC CSI: 0.546 Max BC CSI: 0.416 Max Web CSI: 0.260 VIEW Ver: 17.02.02A.1213.21 o`k",ONE0 `ol ' o, 10 1: No.86367 : ` x 0 ; oATE OF�,`� re ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /.RL /W B 326 1154 /- /- /- 110.6 E 364 /84 /- /0 /0 11.5 D 214 /177 /- /- /- 11.5 Wind reactions based on MWFRS B Min Big Width Req= 1.5 E Min Brg Width Req = - D Min Brg Width Req= - Bearing B is a dgid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 -562 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 -358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C-F 394 -583 F'•�ORIDP E� `logo ((uuw``11i FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TOALL CONTRACTORS INCLUDING - of ALPINE µ Suite Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333985 Ply: 1 SEON:30208/ T20 /HIP_ Cust:R8975 JRef:IWW589750038 ,7A5,167EC,02G,RI01 / 1672/ARIA14EAB ELEV.0 Cry: 2 FROM: PFH DrwNo: 167.20.1201.09966 Truss Label: HJ3 JB / WHK 06/15/2020 Loading Criteria (psi Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 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 Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 2-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min, toe -nails at bottom chord. C 10 T 4'2"3 423 Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Cb NA CAT: NA PP Deflection in loc Udell U# Loc R / U / Rw / Rh / RL / W Pf. NA Ce: NA VERT(LL): NA B 84 145 /- /- /- /7.0 ILL: NA Cs: NA VERT(TL): NA D 28 /- /7 /- /- / L5 Snow Duration: NA HORZ(LL): 0,001 D - - C 64 /48 /- /- /- /1.5 HORZ(TL): 0.002 D - - Wind reactions based on MWFRS Code / Misc Criteria Creep Factor: 2.0 B Min Brg Width Req = 1.5 Bldg Code: FBC 6th ed.201 Max TC CSI: 0.120 D Min Brg Width Req = - TPI Sid: 2014 Max BC CSI: 0,074 C Min Brg Width Req = - Rep Factors Used: No Max Web CSI: 0.000 Bearing B is a rigid surface. FT/RT:20(0)/10(0) Members not listed have forces less than 375# Plate Type(s): WAVE VIEW Ver: 17.02.02A.1213.21 ,11111111111/)//)/j' No. 86367 •, STATE OF cc,� '••: �OR6 IS IOP�rgr C `'��nu t ►%1 FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 failure to build the I or cover pa e„ n. The sui ability ALPINE wmvrowu Suite Lake Orange Dr. Suite 150 Orlando FL, 32837 Gable Stud Reinforcement Detail ASCE 7-10i 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 (Ire 140 mph Wind Speed, 15' Mean Height, Partlnlly Enclosed, Exposure C, Kzt = 1.00 ire 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Dr. 120 moh Wind Sneed, 15' Mean Helaht, Partlnlly Enclosed. Exposure D. Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species I Grade No Braces <D lx4 'L' Brace x (1) 2x4 'LBrace • (2) 2x4 'L' Brace we, (1) 2x6 'L' Brace • (2) 2x6 'L' Brace If Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B r #1 / #2 3' 10' 6' 7' 6' 10, 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12, 8' 14' 0' 14' 0' US P r #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' O H F Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' l' 8' 11' 9' 6' 10' 4' 111 1' 14' 0' 14' 0' #1 4. 0' 6' 8' 6' Il' 7' 10' 8' 2' 9' 4' 9' 8' 12, 4' 12' 9' 14' 0' 14' 0' _J • S P #2 3' 10' 6' 7' 6' to- 7' 9' 8' l' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' 14- #3 3' 9' 5' 3' 5' 7' 6' ll' 7' 5' 9' 2' 9' 7' 10, I1' III 8' 14' 0' D F L Stud 3' 9' 5' 3' 5' 7' 6' 11' 7. 5' 9' 2' 9' 7' 10, ill III 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 1 6' 2' 1 6' 7' e' 4' e' 11' 9' 8' 1 10' 4' 13, 1' 14' 0' U #I / #2 4' 5' 7' 6' 7' 9' e' 10, 9' 3' 10' 7' ill 0' 13' 11' 14' 0' 14' 0' 14, 0' S P F #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10, 5' 10, 10, 13' 9' 14' C' 14' V 14' 0' i LJ IF Stud 4' 2' 7' l' 7' 6' 8' 9' 9' 1' 10, 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' �l Standard , 0.1 O 4' 7' 7' 7' 7' 1' 9' 0' 9' 4' 10' 6' 1/' l0 l4' 0' 14' 0' 14' 0' l4' 0' S P #2 4' 5' 7' G' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' S' 6' 10' 8' 6' 9' 1' 10, 6' Ill' 11' 13' 4' 14' 0' 14' 0' 14' 0' Q1 D F L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14. 0' 14' 0' Standard 4' 2' 5' 8' 6' C' 7' 6' Be 0' 10' 2' 10, 10, 11' 10, 12' 7' 14' 0' 14' 0' .Q #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' V 14' 0' 14' 0' 14' 0' 14' 0' S P F #3 1 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' l� Lf Stud 4. 7' 8' 2' 8' 5' 9' 8' 10' D' ill 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' O H F fl Standard 4' 7' 7' 0' 7' 5' 9' 4' 10' 0' Il' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' I0, 3' I1' 9' 12' 3' 14' 0' l4' 0' 14' 0' 14' 0' S P #2 4' 10' 8' 3' 8' 7' 9' 9' to, 2' 11' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' d #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' 0-1 D F L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' I1' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' .--I Standard 4' 7' 6' 6' 6' Ill 8' 8' 9' 3' ill 6' 12, 0' 13' 7' 14' 0' 14' 0' 14' C' ble Truss Diagonal brace optlon- 'T vertical length may be I doubled when diagonal 18' 3I( brace Is used. Connect dlagonol brace for 600a 'L' � ANITYlFCOMPANYAlpha, a dlN.bnW Wq n of V BCorPoCrag nents CraInc. ideal robe far respmAWle for any deNaflan f nua ara.irp. my fuaw to bead the wza In cmfa�nawence .nh ANSIrtPI 1, o- Far romnrp, wppino, Mse dee a bracma of A [Cal an tha dra.he ar coven x," astal thew dro.hn• bdcaue atapNnre -1 gwfaselarol \113721\Rveryoel pave mptrertg rv. etle(y for tM Ceaw. TM adtp war aM use oP tNs drawing \\Hvilt\BBB fen ^^Y eNx:nre h ..APa,mny' aP n &Idrg Be.dvAr Ayer ANSVIPI I Sect \\ M.n Inal Ha'hm\Mo\8]Oa3 plpStfi Feal mantBMoun TPsaw ➢ wwt�e b'. SILICA,I n .b[ .and Map "eb a tea a W^u.try KI Im .weal fafeuro Bracing Group Species and Grades, Group AI S rote -Pine -Fir Hen -Fir pl / q2 Standard tl2 Stud #3 Stud p3 Skandard ➢au las Flr-Larch Southern Plnevr #3 R3 Stud Stud Standard Standard Group BI Hen-Flr pl 6 H!r a1 Oou dos Flr-Lurch Southern Plneex. at al p2 p2 Ixd Braces shop be SRB (Stress -Rated HOardX rrPor Ixd So. Pine use only Industrial 55 or Intlustrlol 45 Stress-Rotetl Haortls. Group H values ma be used with these rodes. Gable Truss Detnll Notes - Wind Load tleflecklon criterion Is L/240. Provide uplift connections for 75 pli over continuous bearing (5 psi TIC Dead Load). Gable end supports load from 4' 0' ou<lookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with IOd (0.128'x3.0' nIn) nulls. IE For (ll 'L' brace, spoce Halls at 2' o.c. In 18' end zones and A' o.c. between zones. X(?t(For (2) 'L' braces spoce ..Its at 3' o.c. In 19' end zones and 6' o.c. between zones. 'L' bradn8 Host be o MNnun of 80% of web member length. Gable Vertical Plate Sizes * Refer to common truss design for peck, splice, and heel plates. Refer to the BWdE+g Designer for conditions not addressed by this deto0. Verklcal Len th No S Ilce Less than 4' 0' 2X3 Greater then 4' 0', but less than ]t' 6' 3X4 Greater than Il' 6' 4X4 TOT. LD. 60 PSF PfliNa 24.0' a 111111a lee 41' law shown) at 1 DATE 10/Ol/14 DRWG A16015ENC101014 78, Yoonhwak Kim, FL PE 486367 'T Relnfoi Merck Go Tr Gable Detail Fnr I Pt -in VPrtirnla ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a .te that covers the total ore. of lapped plates to span the web. e 2X4 2X4 *2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nallst 10d Common (0.148'x 3.',mIN Nails at 4' a.c. plus (4) nails In the top and bottom chords. Toenalled Nallst 10d Common (0.148'x3',m1n) Toenails at 4' O.C. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Goble Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 Gable Detail Drawings IOIO 14 Al O15ENC101014, A200 SENC10 0 4, A200 SENCDOI(}pQ'iyg�'�g� drl � A1153CENC101014, A12030ENC101014, A1403CENCI i�QjjS3f16't9 VENWismill, Iri�l A18030ENC101014, A20030ENC101014, A20030EN OlIyVAgo 30P�L1 SII5ISENCI00815, SI2015ENCI00815, SI40I5E OB156wS1 0 �tP1C 4w SI8015ENC100815, S20015ENCI00815, S20015�OD100865, �j,2�j �oEP D w S11530ENC100815, S12030ENC100815, S14030Q4C100815, %0 0 S18030ENC100815, S20030ENC100815, S20032:t*01815, S20030PED100815 0 77ff y See appropriate Alpine gable detail for mnxlm,wt unrRinforcetl'�aFRe berticnl IS I. STATE OF .wvNG@G$. HnD MO FII1Dv ALL rmci W TIOs ➢RAVIG 1 wwppIRTAWw. FURNISH TITS DRPVDL TO ALL lXHIMUCTIRS Dl W THE INSTALLERS Ptpb,e, o Avlsbn of ITV Hugtllnp Components Gro Ima sW1 not be recpanslbte for wy devlatl AN DW COMPANY d,lz Avwlrq, anY fa umr to "d Mbros.In. e ss or.. wlM PNSLTPI L or for InMlny sNpi Mt.LLatlan L brnckV of trusses. A sent an ti c trawbp or cover pone Hstk, biz olo kg b tes o tancv aP ProPeztlmal \\ 137231RIveryonl0nve cpaasWll xay iw w ae slam The s ty wW. oP Ws &o"' \\Sui1e1]00 Pm anY ry is creapansbNty of "&Q D.W rwr W AFS l 1 Sect \\MarylanMHeights,\M0163043 for mare Infortation see tWc Jab's aerwral notes pane aM tbece .eb t'f�r 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nalt - Or - End -null To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based an appropriate Alpine gable detalt). Maximum allowable 'T' reinforced gable vertical length Is 14' From top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. Jeb Length Increase w/ 'T' Brace 'T' Relnf. Mbr. Size 'T' Increase 2.4 1 30 X 2x6 1 20 X Example, ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP N3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 3OX = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8'7'=I1'2' OAX. TOT. LD. 60 PSF DUR, FAC, ANY MAX. SPACING 24.0' LET -IN VERT 10/01/14 GBLLETIN1014 Valley Detail - ASCE 7-10: 160 mph, 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better. Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better. �Ox Attach each valley to every supporting truss with, (2) 16d box (0.135' x 3,5') nails toe -nailed for ASCE 7-10 160 mph. 30' Mean Height, Enclosed Building, Exp. C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-10 140 mph. 30' Mean Height, Enclosed Building, Exp. D. Wind TC ➢L=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted In lieu of fabricating from separate 2x4 members. All plates shown are ITW BCG Wave Plates. Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 length of web, sane species and grade or better, attached with 10d box (0.128' x 3.0') nails at 6' o.c. In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web Is permitted with diagonal bracing as shown In DRWG BRCLBANC1014. Top chord of truss beneath valley set must be braced with, properly attached, rated sheathing applied prior to valley truss installation. Or Purlins at 24' o.c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design. xxx Note that the purlin spacing for bracing the top chord of the truss beneath the valley Is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. 4X4 12 3X4 2X4 /// 12 Max. � Palle S acing / 2X4 X4 Pitched Cut �e-0-0 max Bottom Chord Square Cut Bottom Chord Stubbed Valley Optional Hip End Detail Joint Detail Valley roe -nailed Valley 4X4 rr / 12 Common T-usseE 12 Max. I at 2 ' o, . 1 11 IF / 1X3 X3 ``,,gili ll S t 6-0-0 • 4 1X3 5X4 SPL (Max Spacing) IX3 2X4 P (.\\'(`�Q`` o(^��', • �� ri0, mom T Partial Framing 20-0-0 (++> _i . * • at• 1sses o.c. Plan Supporting trusses at 24' o.c. maximum spacing. • • :'L1 • • 3 .wfamrd.. ,FAD A!ID fdlLY w.I alre8 a TI,S DRA3Nq .mcmtxm. nsDa� rws DRAv,w TD w.i DIaIIDDfi tRf asrxaPcs. : •L �y •• F� • 30 30 40PSF REF VALLEY DETAIL Trusses requbr extrrne care h fabrl=tbr,, hoM W sh'ppig, hztot1 q eM b=% Refer to ana fatow tM htrst edtbn of =1 aa4 Cmyment S°fetY Mfmrrotbn, by TPl aId SBW for safety praoH=s Vor to Perf,nbg these fuectbns, Installers Doa pma ttrbor°ry bra , per BCri Uiess ,� / • oRioP �� Cl • • • • • // U �,�D� 20 \ 15 7 PSF DATE 10/Ol/2014 n°bC °tMr"se• tcp Uvd sMII h°xr ,°pert, °tt°ch" s4"atwt Il,e. , and bettor mars sMll lnvr a ,o,.-H, attaaMtl Hod ieshp [etatpxl2 slnm for P.mv�ent lateral rertraht of reb. �. / O / NAL C D 10 10 10 PSF DRWG VAL160101014 '11 Mvr braa6q h tdl.d prr BCSI cttons M, P7 o, DID, as ep Ycabin Pppl q tes to eatlt faa of P tram ana Mon a. M— .bore don mr .wnt D.trer, ", ..b roUd o�,e A... / •��l/ll 11111 BC L 0 0 0 PSF to aa.in,f 16a-z for ,taw parr poanan� IYIII AN rrWCOMPANY the m':n,,"ay fa urb to n. `hews wf'r`a Fora rc°ia1v °MSSI1IPI °1.. or for na�mna INS. TOT. D. 60 55 57PSF t1137231 R'„f pn kDr- h.toU.Von L b—&,, °f Vusses. A seal °n < dvMp or mver pope Usthp Ws drc.bp, ndlr tvs a pt-tw of profezW t r"✓1ee't"o rebpa sty ralety for me de`y' eo.,t Tlr Atwft and �. of !ha ba.h, for any atet,chrr a the r..PmshM, of the Btu, Derl• Par AM.SI/RI I Sf Z DURF .I.25/1,33 1.151.15 \\Suile1 z00 IIMaMonm nt� Ms,1M0\630tl 9 For nor. Wor,.te re. tar Jobs ,vneral noa. =,. aW t"...eb me:. AIPIHO v..olpnelt.,cow1 TPI, ..r,tphstnr0l SIGH —wbbdr strycNI ICO vv.lccsafeorp SPA ING 24.0' 78, Yoonhwak Kim, FL PE #86367 Gable Stud Reinforcement Detail ASCE 7-101 180 mph Wind Speed, 15' Mean Height, Enc(osed, Exposure C, Kzt = 1.00 Dr, 160 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1,00 Or 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 "1 140 moh Wind Rosen. 15' Mean Helaht. Partially Enclosed. Exmosure D. Kzt = 1.00 S 2x4 Brace Gable Vertical pacing Species Grade No Braces o) lx4 'La Brace . (1) 2x4 'L' Brace a (2) 2x4 'L' Brace x (1) 2.6 'L' Brace x (2) 2x6 'L' Brace x Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 6' 6' 0' 6' 3' 7' 1' 7' 4' 8' 5' e' 9' 11' I' 11' 7' 13, 3' 13' 9' S P F #3 3' 4' 5' 1' 5' 5' 6' 9' 7' 3' 8' 4' e' 8' 10' 7' 11' 4' 13, V 13' 7' U L� Stud 3' 4' 5' 0' 5' 4' 6' 9' 7' 2' 8' 4' 8' B. 10' 6' 11' 3' 13' V 13' 7' O rl F Standard 3' 4' 4' 4' 4' 7' 5' 9' 6' 2' 7' 10' 8' 5' 9' 1' 9' 8' 12' 4' 13' 2' 01 #1 3' 8' 6' 1- 6' 4' 7' 2' 7' 5' 8' 6' 8' 10' 11. 3' I1' e' 13' 4' 13, 11' _J S P #2 3' 6' 5' 9' 6' 2' 7' 1' 7' 4' 8' 5' 8' 9' I1' 1' 11' 7' 13' 3' 13, 9' #3 3' 5' 4' 7' 4' 10' 6. 1' 6' 6' 8' 2' 8' 9' 9' 6' 10, 2' 12, 11' ou D F L Stud 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10' 2' 12' 11'914'0' Standard 3' 1' 4' 0' 4' 3' 5' 4' 5' 9' 7' 3' 7' 9' 8' 5' 9. 0' 11' 5' U #1 / #2 4. 0' 6' 10, 7' 2' 8' 1' 8' 5' 9' 8' 10, 1' 12' 9' 13' 3' 14' 0'SPF #3 3' 10, 6'2'7' 2' 8'0'8' 4' 9' 7' 9' 11' 12' 7' 13' V 14' 0'u Stud 3' 10' 6' 2' 6' 7' e' 0'e' 4' 9' 7' 9' 11' 12, 7' 13. 1' 14' 0'\Qj H F 1a, OStn#1and 4' 3' 7' 0' 7' 3' 8' 3'8.6'9'9'0. 12, 11' 13' 5' 14' 0'/ S P #2 4' 0' 6. 10, 7' 2' 8. 1'8'5'9.8'10, 1' 12' 9' 13' 3' 14' 0'#3 3' 11' 5' 7' 5' 11, 7' 5' 7. 11' 9' 7' 10, 0' 11' 8' 12, 6' 14' 0'Ql DFLStud 3' Il' 5' 7' 5' 11' 7' 5' 7' 11' 9' 7' 10' 0' 11' 8' 12' 6' 14' 0' Standard 3' 9' 4' 11' 5' 3' 6' 7' 7' 0' e' 11' 9' 6' 10' 4' ill 1' 14' 0' 14' 0' #1 / #2 4' 5' 7' 7' 7' 10' 8' 11' 9' 3' 9' 8' ill 1' 14' 0' 14' 0' 14' 0' 14' 0' S P F #3 4' 3' 7' 2' 7' 7' 8' 10, 9' 2' 10' 6' 10, 11' 13, 10' 14' 0' 14' 0' 14' 0' �]' Lf IF Stud 4' 3' 7' V 7' 7' 8' 10, 9' 2' 10' 6' 10, 11' 13' 10' 14' 0' 14' 0' 14' 0' O fl Standard 4' 3' 6' 2' 6' 6' 8' 2' 8' 9' 10, 6' le' 11' 12' 10, 13, 9' 14' 0' 14' 0' X #1 4' 8' 7' 8' 7' ll' 9. 0' 9' 5' 10, 9' 11. 2' 14' 0' 14' 0' 14' 0' 14' D' P #2 4' S' 7' 7' 7' 30' 8' ll' 9' 3' 10' e' ill 1' 14' 0' 14' 0' 14' 0' 14' 0' d #3 4' 4' 6' 5' 6' 10' 8' 7' 9' 12' 10, 7' ill 0' 13' 5' 14' 0' 14' 0' 14' 0' CU D F L Stud 4' 4' 6' 5' 6' 10' 8' 7' 9' 12' 10' 7' ill 0' 13, 5' 14' 0' 14' 0' 14' 0' x--I Standard 4' 3' 1 5' 8' 1 6' 1' 1 7' 7' 1 8' 1' 1 10' 3' 10, ll' 11' 11' 12, 9' 14' 0' 14' 0' About Y able Truss IN ..not brace optiona� vertical length y be T doubled .hen dhgonal 18' 31E brace Is used. Connect L of ..... l brace for 775# 'L' at each end. Max web total length Is IV. Br ce t 3EME 2x6 DF-L #2 or Vertical length shorn In table above, better diagonal brocel single or double cut 18' _t( •. • upper end. nuous•Bea Connect dioaoha at aVN#oyL. fEAB . fiLl➢W ALL laths 011 11112 ➢PAvQaB .DFVRTN ftR.m' 1 TIUS IpAVIMG TO ALL CWIRACfO>tS DIILBRY TIE IISfM1FA5. i • /� WyW •Mre.• care InfobMrn<Bq, hondit, yJppNo. Mstatth eM brodno- Refm <o ar%/.•• r1 iest at. of Best (Bind,,# Co+paren< Sa'wty Tnfarfall., ty 1PI antl SBW for sah<y • •\ p to mrfarNn these f m ans provide Installers Ones temoorory brad,a pm BCSI. AIpW, a evtsbn of ITV BWNe Cmpanmts fir Lr. shall rot be respon MAe For my deviotbn f AN IfW COMPANT' this drowkV. any fatee to bia the truss In wnfwnmle whh 0SI/TPI L or for hvMhy sipping, nstalladm b blade, of trusses. A sell an this draM' ar over gage axon, this drawn , YM[ates ameptarce of sal \\13723%Rwo,aoM Dnve en h\ o myba respsUlly savvy far the d•sbn dam The srktabxty and use a this dretlmesa \\Suke\200 fa' any str,elve K the re ponsibuty of the &iAp medgner per,1IJ4/IPI 1 Sec2 \\MarylalM\Nei9M%.\MO\6J0<3 yplxE .sthIs 'SSabpage ...acczo...tpnefean' TPPrtp1n.�trwfe.arg off • Bracing Group Species and Grades, Group AI S ruse -Pine -Fir Hem -Fir #1 / 02 Standard k2 Stud #3 1 Stud 1 M3 Standard ➢... Us FIr-Larch Southern Ph.... #3 #3 Stud Stud Standard Standard Group BI Hen -Fir kl 6 Htr #t ➢ou las Flr-Larch Southern Pine... #1 41 #2 #2 1.4 Braces shah be SRB (Stress -Rated Board). ..Far lx4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group H values mo be used with these wades. Gable Truss Detail. Notes, Wind Load deflection criterion Is L/240. Provide uplift connections for 100 plf over continuous bearing (5 psi TC Dead Load). Gable end supports load from 4. 0' autlookers with 2' 0' overhang, or IV plywood overhang. Attach 'L' braces with 10d (0.128x3.0' nin) nails. 1E Far (1) 'L' brace, space m.BB In IB' end zones and 4' o.c. between zones. )OW.r (2) 'L' broces space nails at 3' o. . In l8' end zones antl 6' o.c, between zones. 'L' bracing must be a MWnun of BOR of web member length. Gable Vertical Plate Sizes Vertical Length 1 No lice Less than 4. 0' A, Greater than 4' 0, but 00 less than 10' 0' t Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detafl. REF ASCE7-10-GABI8015 DATE 10/01/14 DRWG A18015ENC101014 TOT. LD. 60 PSF SPACING 24,0' WkWbii, Yoonhwak Kim, FL PE #86367 R VALLEY FRAMING 8e BRACING DETAIL Lumber Size and Grade Minumum Reauirements wmy rppnes w ranaya mu, me mnmuons Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum ..an roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp 6,1=1.0, Kxt=1.0 -Or A Maximum of ASCE 7.20, 180 mph, Enclosed, Exp D, Kxt--1.0 .Install blocking under cripples It cripples fall isbetween I I lower truss top chords and lateral bracing not used. I -Apply all nailing in accordance to current NOS requirements. Nails are common wire nails unless noted otherwise. aVrlamxYe READ N6 FLL1IN N1 Nll£S IN Tar aaAVDal m•mrrxra rtLeaas tsar aaxvac m xt.1 mxrpActua anlaaw nc LE=A -- lI II \ILA nr wr .1 i, . rt. p.tr Frame. - AN RW S OMRANY d� . r anmi .s VV ¢�aw�o cuyw.,,ts fives tic .mu not be rc',vioiow F: cry a v 1sst droAA Lang any uI to In Cni the tnus h cmiornercr elM IJ4r l 4 ar Far IwMkp, tlJq • ml m tltr herb a cover eeae Wkv this oiae YiJwtes .m%,uuo or ryeFeNvd awt ro- de m. ao uaestatesvm paw r to r.epuacutyFIR —Lse aapr.r`�yw`mrm�[ toescz �' EaM Far ry Maow.dan xee this Job's p,e,vl rrotn a end Mew nb sitea H, No.70861 STATE OF TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE as ~CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 lost (TD) Max. :e the crippes for each raw starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gored between rows. Typ) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (") 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlinto(Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails Collar beam to rafter 416d toe -nails E: 16d (0.162"x3.5") COMMON NAILS TC LL 20130 40 54 TC DL 10120 7 7 PC DL 01 0 0 C BC LL 0 0 0 C TOT. LD.30 50 47 61 DUR. FAC. 1.25/1.15 SPACING SEE ABOVE REF VALLEY FRAMING DATE 10/01/14 DRWG VACNV1801015