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HomeMy WebLinkAboutRevision; Engineering PackageBuilder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE DR HQRTON / STATEWIDE 7A5 CREEKSIDE 182EC,E 02G Lot: Block: Unit: C�__ Address: 3201 TRINITY CIRCLE _.._._........... .... JobNumber: N334501 Revis'on Date: WA ® O New Load #: CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 �RH01 ALPINE March 13,2010 mrrWu Me. Bola Michaelis Carpenter' CoritrActots of America, Inc. 3900 Avenue u, , GNorthwest , Winter Haven, -FL 33880-6201 Re: Alternative installations for a single ply carried truss With a width .less than the hanger width, and v wood.blockinoto achieve full design load vallue for face-7mounted. hanger;attachmerit on a one ply .Supporting'- girder (Reference detail WA37-02);, Dear Bob,: FoCa single ply carried truss With a. Width less than the hanger Width you can ins.!Alfa. prefabricated jack ack scab truss. for wood.filler blocking. The chard sizes;: chord, grades, and Alpine connector plate(s) to be the. same as the single ply carried truss. The prefabricated ja&sdaib truss (*).will have a. minimum length, of 48" and will have.a.'rpiniriqum pitch of 5/12. The single ply carried I * ru * ss shall have,a reaction of 3,500# or less. At . tach prefabricateidjack:scab.truss. With. two. (2) *rows of 0.1 28"x3.0.*GUn Nails at2' O.C.. pet row, staggered 1":(See Figure I below). Please refer to the Simpson Strong -Tie Catalog C-C 2019; page 216.-t Figure 3 for more information. RgLtre'l Fora single -ply: -girder that requir6s Wood blocking to, achieve full design load value for fac.enmounted hangers attach I I one wood block (*) to the back face. of the single ply girder with the; tame size and . - I... wood 1 1. . 1 11 with h. same grade..as the bottom cho*td.of the single ply girder. The.-LWood: block length to be such thatthe Wood &1ocking extends to each adjacent panel poihts:(websand bottom chord intersections); Attach wood block with "two'. 25 rows of'6.1 2EI" x3. 0" G' row, staggered 3.0" applied to the 6750 Forum Drive Suite 305, Od ando, FL. 32821 - (8001 U1-9790 - (653 . ) 422,8685 mwmalpfrieftw-com ALPINE M".Cd~ single ply girder face, With an additional (20) 0.128"Off Gun.Nails at each. panel point'appi . led . to'the, wood blodkface (See Figure 2 11610w). Please referto the Simpson :Strong -Tie Catalog C-0'20.19, page 216, Figure I for more information. Figure Z� The application of prefabricated jack'scab truss for wood fill6rblockingof wood blocking to achieve full design load value for face-mo.unt6d hangers Must be approved by the hardware manufacturer. All edge and end distances, and spacing for all nail connections must be sufficient to prevbritsplitting of wood. if I can.be. of any further assistance, or if you have any.questions; please give me a call. .11 N.O.708 1 STATE William H, Krick-P.E. Chief Engineer Alpine e an ITW Gompany Engineering Department. OHando,FL 6750 Forum Drive. Suite:'306, Orlando,, FL $2821 - (.800),52179790 - (863) 422-86B5 Wm.aOineitwx.om 1i ALPINE MMCW� April 2& 2019 Mr. Bob Michaelis Carpenter Contractors of America, Inc. 3900 Avenue �3; Northwest Winter r Haven, FL 33886-6201* Dear. Bob,. Re' Str6noback bridging on roof trusses. I understand there is,§oine concern over our recommendations' for strongback bridging on roof trusses. Strongback bridging for roof trusses is not a requirement of ANSI-TPI 2014 noris a requirement.of the Building Component Safety Information '(BQS(). But strongback bridging on roof trusses is recommended by Carpenter Cohlractdrs of. America. Strongback bridging serves the. following two. functions: - One, bridging aligns the bottom chords after they are set -so. they are uniform along the ceiling line and helpscWh-6aJiling serviceability - Twoj bridging reduces relative deflection of adjacent trusses.. Strpngback bridging.does not prevent or reduce overall individual deflection, especially any roof truss6s, _Aef*�fuh_g rnpre,than. 1.14. " 'Inch. $trongback bridging in roof. trusses does not serve as :temporary .or peftarent: bracing and Is not intended to .distribute. or share design loads. between trusses. Consequently', no design esidd loads have been accounted for With this. detail and continuous strongback.bridging should not be attached between common and ,girder trusses: The. use :of strongback bridging' shall not interfere with other er design esign considerations as specified by ft Engineer of Record or the Building. Designer. The outer ends of - the strongback back bridging shall be attached to a wall or anothersecure end restraint, or qs..specified'.by the Engineer of Record orthd Building.D6sijn6r. Strorigback bridging shall be'a minimum of 2x6 nominal lumber oriented with the depth vertical. Attach with (3), 1*,6d pqrT!rpon nails 0.1'62"x357) nails at.. each intersecting member: When extending the strongback bridging overlap by. at , a,minimum of two trusses,, The Joratioq of f . he, stron gback bridging Maybe specified by the Truss Manufacturer, Engineer of Record, or Building Designer. Please referto BCSI "Strongbacking Prpviiions" or to AlMne 8TRBRIBR1014 detail for more information. The graphic ghowrh (Figure-1) is for generic illustrative -purpose only. 6760 Fbru.1m Drive Suite 305, Orl5ndo, FL 32821t - (800) 521-9790,- (863) 422-8685 wwmalpineitw.00m� ALPINE Figure 1. if Lcan be of any further assistance' orifyou have any questions, please. give me a call. William H..Krick RE Chief*Engineer Alpine an 1'*TW'::Co.mpany Engineering Department FL 3=l MO . Forum Drive guite 305, Odando, FL 32821 - (8001521-9790 - (863).4224685 Www.alpideU.cqrrf 2� I low \�ATTACH SCAB WITH RX6 DInxWV) RtILS.: Calls .1. and .2 are O RECOM methods. TREINGBACX BRIDGING R S IV *.e . �.d 2V M W A� 2MO ic Do, 40' M =�*t *tar or ALL scgb7om bVocks shalt be:.a mInimum.,2x4 'stress graded lumber..' ALL strongback bridging and bracing shall . :be',a. minimum 2;6 'stress' graded Whber,' The purpose of strongback bridging Is. to develop Load sharing between Individual trusses, resulting In an overall. . . Increase In, •thg stlo:fness%oP -.the. floor system. 2x6 strongback bridging, posl.tlon6d as.,s_hqwn In details, Is recommended at 10' =&* o.c. , (max;) .The terms, 'bridging' and 'bracing' are some -times mistakenly' used -Interchangeably. 'Brac-thg' Is an I'mport6nt structural requirement of any flooror roof -system. Refer to the: Truss. De.519h Drawing MW. for the;.bracing rLcluir'Ments for each Individual, -truss component, 'Brldglnq;' particutarqy 'strongback.'brIdgIng' Is a�. rec6mmendatJon for *6 . truss system to help control Vibration. In: addition to aidIng-)n the d1strIbutlon of point Loads between adjacent truss, strongback bridging serves to reduce 'bounce' or residual vibration resulting from moving point loads; -such as footsteps. TKe Performance of all floor :systems -are enhanced by. the Installation of, strongback bridgIng and therefore iss.trbngky recommended by Alpine. For additional Information regarding stronqlaapk bridging, refer to BCSI Gukdlhg. Component Safety Information). PSF No. 70861. •DL ;PSF if PSF PSF T ATEIqFA -Ta I PSF apT . 0, is P d . ETS .. 0 F IONSORWTIGN JtA -T-Q Br pumd IS CA j LA!f% 0Efli . At. 14FIGNIN2 IOREPR'. T'NssrM. MORINa F. w.uwme.R, PLAMS AND.: A A E :-w AR r ... . .. ...... MIE116AL ANO bum: Ti bum: I At -To -p4!H�MVL . nr M OUPPUM'' - m MOM* fti Cracked or Broken This drawing specifies repairs for a truss with broken chard or web member,' This design Is valid onlyy for single ply trusses with 2x4 or 2x6 broken members, No more than one break per chord panel and no more than two breaks per truss are allowed, Contact the truss manufacturer for any repairs that do not comply with this detail. (B) - Damaged area, 12' max length of damaged section (L) - Minimum malting distance on each side of damaged area (3) (S) = Two 2x4 or two 2x6 side members, sane size, grade, and species as damaged member. Applyy one scab per face. Minimum side member lengths) _ (& ) + (3) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' ax., rows stagggered, Nall Into 2x6 members using three (3) rows at 4' o.c„ rows staggered, Nail using 10d box or gun nails (0,12810', min) Into each side member. The maximum permitted lumber grade for -use with this detail Is limited to Visual grade pl and MSR grade 1650f. This repair detail may be used for broken connector plate at mid -panel splices. This repair detail ma not be used for damaged chord or web sections occurring wlthln the connector plate area. Broken chord may not support any tie -In loads, S. L AL 4' o,c ' --ITyplcal � + o + o + o + o o + o + 0 + o + St2' agger + = Back Face loci Box (0.nn128' x 3', min) Nailsi o= Front Face 2x6 Member - TrrlpleeRowwstaooere NaIL Spadnq Detall Member. Repair Detall Load Duration = 07 Member forces may be Increased for Duration of Load Maximum Member Axial Force . Member, Size L SPF-C HF DF-L SYP Web Only 2x4 12, 620# 635# 730# 6000 Web Only 2x4 18' 975# 1055# 129544 1415# Web or Chord 2x4 975# 10551t 14954 1745# Web or Chord 2x6 1465# 15B5# 2245# 2620# Web or Chord 2x4 30 1910# 1960# 2315# 2555# Web or Chord 2x6 2230# 23650 3125# 3575# Web or Chord 2x4 36, 1 2470# 2530# 2930# 3210# Web or Cord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 2 29750 30454 3505# 3835# Web or Chord 2x6 43954 14500# 52254 5725# Web or Chord 2x4 3460# 3540# 4070# 4445# Web or Chord 2x6 S165# 5280# 6095# 666O4 =&Lam. DO' DRWG REPCHRD1014 �bhr, n /lvlila, n1 RV W congnrntr arew Nc aneu ,wr o TPI 4 v rrr o .ro.,l AN mW COMPANY 1Nr iroMro. snY /efurr i� b1Yl ihr 4nr F cmlar,unvr .HIS ANf TPl 4 d' fm IoM , aWPM�v, I ' Aiiel�m tiV�r_,irorf-px ew,r H urtYq tFL arc.Fa, Md .ny,r.Mn r.moruRlH.d.IY Ivr 1 /.r�pn M.n 'M de tafev L.k.M1onl a/w fan anY vtrusw k rn of 1M kNO MM Bvrgtn Wh afy, Mo B]B{B Por non Infvrotbn nr tAlr )oh'r qnote NPaA v,nwlFlrwllrsen� iPL rrr.tPYaEvrpl fa aN vn.rb 14�S u 7, Ha)gfiv. of vitlety 1� VALL RIOF P' N are Te -,j-,-----SiE�WN-DERV.ALLr. RAMFNG V.AUY RAFTM.OR RIDGE +CripF1ek,41-VIIGND psf (TLjandI6 p9f (,TDI Ma'x. f"thd valfoys br-sloopom 'im44o,kih)g:E;Wfd d0'c%6,Mid'sO'thaLcrlj6(s tocations are .laqgsrod bem"n -i. -ungiNiiii0slaii 4 IQ tdi-enlw Z &YVplh'tdfldj&. 4X6dto&MflF 3. 01p01fticRbfiok 416duo,mllk (I-) a 164 fate -naps faifz6't&%w7X6 sleepem-+ 410toe-dalft 5. -swapd? td-.ttda 4 16d tur&. ftHs .6. 'Mdge:bohra(u roof block 4 %6d WaqWgs .7. -FUd*je bq2Wd t0rUN:57 4 11446.7003 416dwe-bhll$ Ia. Trwrld;o1opti. 4 l4t-tc vrra)li til, T= to ulople. .32. Crjpplpto+pWfn. .13. . rAMPbe&M t"df 4 IWI*-naMs. LG 36 46 54 RCP DL+ 10' ZO 7 7 ATE T) 6L 01 -o 0 0 DRI Ll, 01 .0 0 0 L ).30 '7 b 4-7 81. 16 1 ,­'S07pson Strong-TibO Wood Constmctiob Connectom- Face-Mount Hangers I -Joists, Glularn and SCL a These products are available with additional corrosion protection. For more information, we p. 15. Codes: See p. 12 for Code Reference Key Chart. El 91 a Actual Joist Size (in.) Model Me. Carried `Member Dimensions (in.) Min./ Max. 'Fasteners, (in.) Allowable Loadk4 Cade Ref. Web Stiff Regd. i W f B Face Joist DFISP Species Header f SPFIHF Species Uplift I SiOt I Floor (1 O)IS now (I 'a.(100).. �I (1205') Floor (100) Snow (115) Roof (125) JUS2.56/16 - 25/. 16 1 6 2 2 Min. (14)0148x3 70 1,660 1,80 -,,555 1,555 Max. (16)0.148x3 - 70 1,805 1,805 1,805 1,555 1,555 1,555 21h x 16 MIU2.56/16 - 2% 15% 21A (24) 0.162 x 31h (2) 0.148 x 111 230 3,455 3.920 4,045 2,970 3,370 3.480 U314 ✓ 2-A6 1 O'h d17M6 2 - (16) 0.162 x Th" (6) 0.148 x 1 1h" 970 1,945 2,205 2.375 1,675 1,895 2,045 HU316 / HUG316 ✓ 29/16 14 'A 21h - (20) 0.162 x 31/2 (8)0.148 x 1112 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, 2%X18 MIU256/18'. 21� 'A 21h� ,(26) 0.162,X 31/2' 4kX E4 �23 0, 3,745 4,Q4 4;045, 3,220, 3,480 �3,480 FL LA HU316 / HUC316 14 Y. 2 'A (20) 0.162 x 31A`_ jja2 8 X 0.148 x I IT' 1515 Z97V 3,360'1,610 2,S651 2,895 3JIO 21h x 20 MIU2.56/20 29A6 197AB 21h (28) 0.162 x 31/2 (2) 0148 x 1 1h 230 4,0Z 4,060 4,060 3.46573,495 3,495 21h x 22 to 26 MIL12,56120 t v 2-A. 193i� 21h (28) 0.162 x 31h J2) 0.11 148 x 1 Ih 230 4,030 4,060 4060 3,465 I 3,495 3,495, 29Ao x 91/4 to 26 2N' wide joists use the same hangers as 21h" wide joists and have the same loads. I MIL1312/9 I 31A I 9ti. 21A 1 - 06� 0.16x3lh (2) 0.148 x N 1230 2,305 2,615; 2.8201 1,980 12.245 2,425 3 x 9% HU210-2 I HLJC210-2 V✓31A I 8'-is 21h Max. (18)0.162 x31h (10)0.148x3 1,795 2,680 - 3.020 3,250i 2,305 2,605 2,800 IBC, MIU312/11 - 31A 11 % 21h - (20) 0.162 x 31h (2) 0.148 x I 1h 230 2,880 3,135 3,135 2,475 2,695 2.695 FL, 3 x 117/. HU212-2 / HUC212-2 V 3'/6 109A6 21/2 Max. (22) 0.162 x 31/2 (10) 0.148 x 3 1,795 3,275 3,695 3,970 2,820 3,180 3,425 LA HU325/12/HUC3.25/12 31/4 115'4' 21h (24),0.1V)(.31h,• eil2i O.Wji 4.030 4;335 31,075 3,470 3,735 HU3.25/161 HUC3.25/16 31/4 13% 21h Min. (20) 0.1�62x 31h(8) 0.148 x 3 1,516 2,976 3,360 3,610 2,560 2,890 3,105 Max. (2610.162 x 31h (12) 0.148 x 3 -,-,�& 3,870..4,365 4,695 t3,330 3,755 4,040 315 gkilam HUCO210-2-SDS 31/4 9 3 (12) I/V x 2N'SDS, (SI/V x 21)V SDS 2345 4, 31 1 5 4;315 4.31513,600 3,71013,77 ILI FL HOUS3.251/10 31/41 8 6A 4 (46) 0.162'.x 31h (16)0.162x3l/, 4,095 9.100, 9,100 9,100 1 7,8251 7,825 7,825 IBC. ,HGUS3,25112 31/4 J < IOgA 4, (56) P.1 62-x 31h „,(20) 0.162x 31/1' 5,040 9,400 9,400 9,4001 B4OB5 8,085 8,985 FL 'LGU3.25-SDS 31/.] 8 to 30 41h = (16)1/VIi2I&'SDS (12)1/4" x2l/V SDS 5,556 6,720 J.310a 7,311, 4,840 5,261,5 5265 HHUS46 35TI. I 5A 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 31hx511, HGUS46 3 A Z�a 4 (20) 0.162 x 31h (8) 0.162 x 31h 2,155 4,360 4.885 5,230 3,750 4,200 4,500 HUS48 3-A.1 6'$A. 2 (6)0162.x 31h (6) 0.162 x 316 I,rZO` 1,595 1,815' 1,960 1,365 1,555 1,686 3% x 7Y4 HHUS48, s 316A 1 71/. , 3, (22)Q.152x3lh f810.162 X,3%II I ;+3,3: 5,140 3,615 4,095 4,415 14GUS48 35A f 71�6_ 4 (36) 0.162 x'31h (12) 0162 1 x3% 3,236 '7,460, 7,46 7,460 S A,415 6415 IUS3.56/9.5 35/91 9'h, 2 (10)0.148x3 - 70 1,185 1,345 1,455 1,020 11,160 11,250 MIU3.56/9 3% 8% 21h (16) 0.162 x 31h (2) 0.148 x 1112 210 2,305 2,615 2820 1,980 2.245 2,425 U410 ✓ 3% 8% 2 (14) 0.162 x 31h (6) 0.148 x 3 970 2,015 2,285 2.465 1,735 1,965 2,120 HUS410 34i6 8 1 -Yr a 2 (8) 0.162 x 31h (8) 0.162 x 31/2 2,990 2,125 2,420 2,615 1$820 2,070 2,240 31h x 91h HHUS410 HU410/HUC410 . . V 35h 3%6 9 85% 3 21/2, - (30) 0162x3lh (36) 0162 x 31h (10) 0.162 x 31/2 (12) 0.162 x 31/2 3.565 3,235 5,635 7,460 6,380 7,460 6,445 7,460 4,845 6,415 5,486 6,415 5,545 6,415, HUG0410-SDS . . - 3% 9 3 1 - (12)1/4' x 21h" SDS (6) 1/7 x 21h" SDS 2,265 4,500 4,500 4.500 3,240 3,24.0 3 -40 3,240 HGUS410 . . - 3% 9M. 4 (46) 0162 x 31h (16) 0.162 x 31/, 4,095 9,100 9,100 9,100 7,825 7.825 7, 825 7,825 IBC, LGU3.63-SDS . . - 3% 8 to 30 41h - (16) 14" x 21h" SDS (12)1/4" x 21/V SDS 5,555. 6,720 6,720 - 6,720 4,840 14,840,4,840 FIL, LA MGU3.63-SDS . . - 35A 91/4 to 30 41h - (24) I/V x 21h" SDS (I 6) 1/4" x Th" SDS 7,260 9,450,9,450 9,450 6,805 6,805 16,805 IUS3.56/11.88 - 3 5A 11 �fi, 2 (12)0J48x3 1,12011,615 1,745 1,220: 1 1,390 1,485 MIU3.56/11 3946 11 'A 2 Ih (20) 0.152 x 31A (2)0148 x 1% 210 2,88013,135 � 3,13512,47512,695l2i695 ,U414 . . . 10 2 (16) 0.162 x 31h (6) 0.148 x 3 giG 12,30512,615 12.82011,980 2,24512,426 HHUS410 . 36A P 3 (30) 0.162x3lh (10) 0162x3lh 3,5& 5,63516.380}6,445 14,845' 5,48615,5145, HUS412 . 34't6 10 A 2 (10) 0.162 x 31h (10)I0.162 Y, 31h 1535 2,660 13,025 [3 26512,275, 2,59012,795, 31h x 11 'A HU412 I HUC412 3-A.i I . N 21h1 rMim' Max. (16) 0.162 x31A (22) 0.162 x 31h , (6)0.149x3 � (10) 0.148 x 3 10352,380 1795 5 12,6B&I,2,89012,050 3.275 3,695 3,970 J 1 1,2,3151 2,820 13,180 2,490 1 3,425 MA6 11 SDS (6) 1/' x 219 SDS 2265 E.045 5,D45J_504513,63C-J B HOUS412 35A 10% 4 (56) 0.162x3lh (20) 0.162 x 31, 1 5,040 9,400 9,400 9,40018,085 8,085J8,085 LGU3Z3-SDS :38,6 6to30 41/5 (16) 1/2' xIZIh SOS (112) Y4" x 21%'SDS 5;555 6720 6,7201 6,72011 4,840! 4,840j 4,840 1 AGU3.63-SDS 3* 91/4to,30 4 "h' 7,260 9450 9,450 b,450116,aoslti,865j6,-8051 HGU3.63-SDS 13 1 %1 11 t030 416 (36)/4'Y2'h"SDS I(24)l/4"x2W'SDS 9,466 46 Sao footnotes on p. 150. THA/THAC Adjustable Truss Hangers This product is preferable to similar connectors because of (a) easier installation, (b) higher toads, (c) to we r ins bile d 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 specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within'/P from the edge of the top -flange members. For the THA29, nails used for joist attachment must be driven at an angle so that they penetrate through the comer of the joist and into the header. For all other top -flange installations, straighten the double -shear naifng tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum'b" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into _ the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails Installed into the face and top of the header. The lowest four face holes must be filled. Nalls used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift bads. Options: • THA hangers available with the header flanges turned in for 3%' (except THA413) and larger, with no bad reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart UT*'THAC422 SIMPSON 4 2 •o _o 'P W Zly' 091"THA29 ILF THA418 Donble4x2- 2face nails Use full table value ntr,n Single Face nails Top nails nailer per table per table . shear nailing tabs * a nails straight into Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face ofheada e Da Double- Dome Double -Shear I Na I Nailing Side Mew Side Mew; Top Vim Do not ((Available on TI Top View bend tab t some models) p double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation "',. Top Flange Installation 86 THA/THAC Adjustable Truss Hangers (cont.) 0 These products are available with additional corrosion protection. For more information, see p.15. 0 n iSIMPSON aL�o " .Model No. 0a' Dimensions' ! (in-) ^Min. . Top Flange (in.) Mm. Header Depth. I- ", ,= Fasteners" = . : (in.) carrying'Member •, +Carried ,Face Member' OF/SP ` SPF/HF Allowable Loads �. Allowable Loads ,. - Roof/ ' Roof/ Uplift Floor Snow Vied Uplift Floor Snow Wind. ,(160).(100)015)(i25/1§Of,(x60),.(100)', 015)-n25/160) ,...: " Code ,Ref. '�.l W ., B . C� ...:,, - , , _ .. FI2n'elnsialla0on ...... :. ^': z f " �•.,,*€i:. THA29 18 1s/e 91Ms 5Me Ph - (2) 0.148 x 3 (6)0.148x3 (4) 0.148 x 3 525 1,750 1,750 1,750 450, 1,330 1.330 1,330 - (4) 0.748 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2,610 2,61C 2,61C 450 1,985 1,9B5 1,985 W213, 18. '1Ys 13a4s 5'h". - t(4)0.148X3::;j OJ48 X3 (4)THA218 _. 18 i6 1 Hs '3% 17',9s 171Ms 5'h 8:•-.x r2346 - (4) 0148 x 3 3'h _._ (2) 0148 x 3 (2).0.162 x31h (4) 0148 x 1''A (6)0.148 x3 - - 1.460 1,96U 1,460 %aKl. 1460 - • ui9 t - .... 1,110 =AT:T,51l4 1110 1110 : IBC.TNA218-2 FL,_....... THA222-2 16 3'h 22$s 8 - (4) 0.162 x 31h (2) 0.162 x 31h (6) 0.148 x 3 - 1960 1.995 1,995 - 1.490 1,515 1,615 LA T11A413 18 3% 13its 4?h. --. (4)0.148x3' (2)0.148x3.. (4)014B13 - 3.533 -15ao 1,165 1165. THA418 16 3% 171% 7r/s 2 - (4)0.152 x3'h (2)0,162 x 31h (6)0.148x3 - 1,960 1,995 1,995 - 1,490 1,515 1515 THA422 76 t8% 22 lye.. 2' - ?(4),0.-162x31h j2j 0762x3 .'(6)0.148x3' .- 't 80 7j0s,r*` 19ns > 't50='.'ai5 1, , 1.715 - THA426 14 3% 26 7rh 2 - (4) 0.162 x 3'h (4) 0.162 x 31h (6) 0.162 x 31h - 2.435 2.435 2,435 - 2,095 2.095 2,095 THA422-2 14 71A 211 93'+. 2, - (4) 0.762x 3'h •14) 0162 x 31h; (6) 0.762 x 31h - 3,330 3,330 • 3,330 2.865 2,865 2 865 FL THA426-2 14 71/4 26% 9s/4 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 2,865 x-73° -.� " "Face Monnt (Maz.)installa6an w i¢. - r`.V',„° y r ... ' THA29 18 1% 191%. 51/e - 91Ms I (16)0.1480 (4)0.148x3 1 525 2,265 2,265 2,265 450 1950 1950 1950 THA213 18 13'e 133is 5Yx� - 13M's:. - `(14)0.148z3',.(4)0.1d8x3 ,855'2ai4o 2340 -2,450 '. 735 1'[60.2010 2105 THA218 18 1 V. 17$s 5'h - ITM6 - (18) 0.1480 3 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105 2105 2105 'THA218-2 16_'31(e 171Mg .8 14Ms `:(22)�I62X3_%z (fi)0762x31% 7 ¢?SD Zalo!'33"u'i7ht952,84'2i$45 2a$a5 ,. IBC, FL, THA222-2 16 3'h 22i1s 8 - 14Ms - (22)0.162x31h (6)0.162x3'k 1,855 3,370 3,310 3,310 1,595 2,845 2,845 2,845 LA THA413 18, 3% 13-Ms 411h - 13% - " ,.(14)0148%3':(4)0.148xil ; a55 CA5 2,340 2,450 ', 735 1,760.:2.0"0 21do �. THA418 16 3% 171h 7% - 14Ms - (22) 0.162 x 31h (6) 0.162 x 31h 1,855 3,310 3,310 3,310 1595 2,845 2,845 2,845 74A422 w 'IS 3s% "22'7tlo-+ =° . 14Ms':,_ . p.'(22)Ot62x3'�(6)0762sr`3?)s );855 'i3'313'I%`.;^ay3X0a d595 2,Sa'*2 �4E t.8L5::': THA426 14 3% 26 7rh[71:1�6;A: - (30)0.162x3'h (6)0.162x31h 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,655 THA422-2 14 7%4 221M '9}i' - ,(30)0.162x3h(6)0.1620'h 4,855 5,770: 5j520 5,520 f 1,595 4,445 4,745 4,745THA426-2 14 71A 26Ms 9'/4 - (38) 0.162 x 3'6(6) 0.162 x 31h 1,855 5,520 5,520 5,520 7,595 4,745 4,745 4,745 1. Upift bads have been increased for earthquake or mend loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a downbad 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 11h' min. top flange are based on a single 2x carrying member, all other top -flange installation bads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 42 top chard or nailer applications, refer to the NailerTabb. 4. Face -mount installation bads are based on a two-ply 2x canying member minimum. For single 2x carrying members, use 0.148" x i h' nails in the carrying member and tabulated fasteners in the caned 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 naiing requirements (see drawing on p. 186) and achieve fug tabulated top -flange installation loads. 6. Refer to installation Instructions regarding fastener installation into carried (Joist) member. Based on the installation condition, nails will be installed either straight with straighted doubla-shear nailing tabs or slanted. 7. Fasteners: Net dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. is LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers N-EFAf�o This product is Preferable to similar connectors because ofa)easier installation, b)higher loads, c)lower installed cost, or a combination of these features. The doubly -shear hanger series, ranging from the tight -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the bad through two points on each oist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and,easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® 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 loads. • 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 Doubles Shear Nailing Side View Do not bend tab Dome Dble-Shear Naifng Sidoue View (Available on r? some models) 1'for2Kl 1'Fe'for V, la a c, o H 6 s• p. • lt G W B LUS28 65 HHUS210-2 SIMPSON �5 40�MUS28 �cf n' D :r V �! HUS210 (HUS26, HUS28, and HHUS similar) 6HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 2 O V d C C O V fA d) 7 F` a 4) M 19 Simpson Strong-Tlee Wood Construction Connectors Face -Mount Joist Hangers (cont.) Q Q 0 ModelF Na'. He ght 'Ga. .'Dimensions (in.) ,: s Fasteners•, W H g Carrying ,' Member Carried Member Single 2x Sizes LUS24 2% F.18 19is 311a, 131< (l)0.148x3 (2)0.148xi3 tuszs) ; dv f;, T�i6 , 4�12 1-14 (4)a148xa t (4pon48x3. = MUS26 4115s 18 1 %. 595s 2 (6) 0.1480 3 3 (6) 0.1480 HUS26 43is 16 1 % 5% 3 (14) 0.162 x 31h (6) 0.162 x 31h �HGUS26: .. 49s . 12 ,-76%: _._. 594 '5 (20}0.162x31fi (8)0.162 ir3Yz. WS28 491s 18 , 19. 6% t 134.. 6)0.148 z3- (4)OJ48 x3. MUS28 697s 18 1%. 6137s 2 (8)0.148 x3 (8)0.148x3 HUS28 61h 16 1 % 7 3 (22) 0.162 x 3'/2 (8) 0.162 x 3'h HGUS28 6916 12 1% 71h 5 (36)0.162x 31h (12)0.162 x 31k LUS210 41/. 18 19is. 719is ') 1?'i '. {8)0.148 x3' (4) 0.143x3 HUS210 M 16 1%: 9 )„3 (30)0.162x31i (10J 0.162:x 31h. HGUS210 f 8956. ,, 12 1 SA 91h 5, (46),0162,3 {76) 0.162 x N 1. See table below for allowable bads. SIIMPSO}Npv These products are available with additional corrosion protection. For more information, see p. 15. Q For stainlasssteel fasteners, see p.21. Many of these products are approved for installation 1 with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Model DF Allowable toads SP Allowable Loads - SPHHFAIIowable Loads ' Code No. - Upliftl (160) _' .'floor (100) Snow ,(115) Roof (125) .. Wind (160) Upliftl (160) Floor ! (100) I Snow -.(115) Roof (125) I Wind (160) , Upliftl -. (160) Floor (100) : Snow (115) Roof (125) .';. Wind (160) Ref. .. _ Single 2x Sizes LUS24� 435 '1 676 -765> W"J 1.046 4j$ 725 "825' 890 1.120 3Hn 495,` 553 605 .,.. 770P". LUS26 1,165 865 990 1,070 1,355 1.165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, MUS26 930 -, 1,295 1,480 '1,560 1,5660 923 1,405 1,560 1,590 1.580 81C- 955 1,090 1180 ° _:1,350. LA HUS26 1,320 2,735 3,095 3,235 3,235 1,320 2,960 3,280 3,280 3,280 1,150 2,350 2,660 2.780 2,780 HGUS26 975 , 4,340 4,850' 5,170 5;396 875 .: 4,690 5,220 5,390'..5,390 ,78D 3, 225 3;610 3,870 `_. ,<3,985`. 113C, FL LUS28 1165 1,100 1,260 1,350 1,725 1,165 1,195 1,360 1465 1,730 865 810 925 1,000 1270 MUS28 1'320 ':1,730 1,975:. 2,125 2 25a 1.32J `Li,875 2,135 2,255, 2;256 1,150 1,270 1.455 1,575 :j„g55 ": ISC, FL, LA HUS28 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4,095 4,095 4,095 1,480 3,520 3,520 3,520 3,520 HGUS28, 1,650' 7.275 7,275 7,275 7,275 1,650. . 7.275 7,275 7,275' 7,275 1325 : 51670. - 3,820 3.915 4.250: 13C, FL LUS210 1,165 1,335 1,530 i 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,275 1,500 IBC, FL, HUS210 •2,635, �,5.4 0 5,755) 5.63'0' Sj.43C'' ,2,635 ,;a,39u um' 5,&30. ; 5880 2:220 -2:330 2n55 R,h�5 - 3:. LA HGUS210 2,090 9,100 1 9,100 1 9,10n 9,100 2,D90 9,100 9?GG 9,100 3,100 1,545 6,340 6,730 6:730 G,730 IRC, FL 1. For dimensions and fastener Information, we table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped andlor 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 bad • Uplift loads for sloped/skewed conditions are 0.72 of the table bad, not to exceed 2,475 Up. • The joist must be bevel -cut to allow for double shear naring HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45". Allowable bads are HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table bad 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table bad 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table bad 0.41 of table bad %cute side bpecny angle Top View HHUS Hanger Skewed Right Uoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). V 94 LUS/MUS/HUS/HHUS/HGUS SS SS O•e These products are available with For stainless Many of these products are approved for installation additional corrosion protection. © steel fasteners, ®1 with Strong -Drive® SD Connector screws. For more Information, see P. 15. see p. 21. See pp. 335-337 for more information. SIMPSON ,�� Medel Min Heel No eight JH Ga 'DimensiOne (in:j :W ,+By CariFasteners (id:). Memhnr1, .I , carried, II DF/SP Allowable Loads 60 Fluor Snow Root Wmd ( ) ;(7 _ ), '(115) 11125)'. r(160) SPF/HF Allowable Loads-- Uplrtt Floor Snow' Roof Wind', '(160)"(100)' (115)�',=(726), (160)? Code Ref. - ^ '• 0 Double 2x Sizes LUS24-2 ' 2'/4 18 ' 3'1A 3'/e 2, (4) 01621i3!6 (2) 0162x31h 410 , 800 905' :'980 1,245 '355 . 690 780 ' 845. 1070 . E17S262" '•9ASsT„ 78`�.3 47/e ,2,=�a4)0.782 x.31h, ::•(4j 0,182 X3'Xi, ,ts{i64;'1{030-a 70"1F26a2=. t.595' E91Qi'885 1,OOS, s1,090 7370 HHUS26 2 444s 14 344s 534 3 (14) 0.162 x 31h (6) 0.162 x 3'h „320 2.830 3,190 3.415 4,250 1,135 2,435 2,745 2.935 3,655 HGUS26-2 4946 12 339s 57As 4 (20)0.162 x31h (8)0.162 x 31h 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4.170 4,445 4,795 ,WS2B-2 ,,. 434s , .18 •3'/s ;7, 2^ °(6)A162 x0�„ (4)0162x3'h y5g60 1315' tg90 1,679!(2,0�0 910 `{130 L2,80';'(3@¢ 1,745 IBC, FL, HHUS28-2 + 6141s '' 14 3446 71/+ 3 (22)0.1622 (%662X3*h '1:Z60 4,"285 4,870 5155' $;980, 1515; 3670 4135 (4438 5,1451 LA HGUS28-2 - i694s 12 3-'s 731s 4 (36)0,162 x 3% (12)016201A 3,235 7,460 7,460 7,460. 7,460 2,780- 6,415 6,415. 6,415' 6,415 LUS210-2 67As 18 31h 9 2 (8) 0.162 x 31h (6) 0.162 x31h 1,445 1,830 2,075 2,245 2,830 1,245 1,575 1,785 1,930 2,435 HHUS210-2 83i 14 344s 87h 3 (30)0.162 x3'h (10)0.162 x 31h 3,550 5,705 6,435 6,485 6,485 3,335 4,905 5,341 5,060 5,190 HGUS210-2 8% 12 334s 934s 4 (46)0.162x3h (16)0.162 x3h 4,095 9,100 9,10D 9,100 9,100 3,520 7,46D 7,825 7,825 7,825 Triple 2x Sizes k1GUS26'3 u' "'44is`' 121, ,PM,?S'h i4 , ;(20jf3:162 X-3M (8?'0,162x'3!h 2;785` 4,340° 4,850 5,'IPO. 5°575'v1 8551'.3730 4,176.':4,445 4,795? IBC, FL, HGUS28-3 .6134s 12 415bs 7% 4 (36)0,162x3'h` 01 )0.162 x31h 3,235 7,460 7460 7460 7,460 2,780 6,415 6,415'.'6,415 6415' LA HHUS210-3 8% 14 41%s 87h 3 (30)0.162 x 3'h (10)0.162 x 3'h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5.485 5,575 5,575 FL HGUS210-3 8134s 12 4134s 9'/4 4 (46)0.162 x31h (16)0.162 x31A 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 HGUS212-31 1055A 72� 4'�is 10 4. '(56)0.16201"k (26)0162x3h 5,695 4,045! 4A45 9U45; a045; d.9q(i''.7.,789 -7,780i7,%80 T�60116 L,A L, HGUS214-3.. 12'ii 12 41As 123/4 4 ';(66) 0.162 x 31h (22)0.1621316 5,695 10,125 10,125 10,125 10,125 4,90D 8,190 8,190.. 6190 8,190 Quadruple 2x Sizes 'H6US2fi•4' -5'h 72' O'/is'.5�c 4 ": 120)0162x3'fz`- 8)D362 x3'{z. 2155 " .,' 4340: 4,850 . , 5,1701•5,575 . 1,655', 9,730 4,170, 4,445 4,795; 18C, FL, HGUS28-4 71/4 12 6shc 73i6 4 (36)0.162 x 31h (12)0.162 x31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 836 14 6'h 8% 3 (30)0.162 x3'h (10)0.162 x3'h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS270.4 :'9'A 12" 6°x�s935s 4 s�(46}'Oil62x3'!z (18)t1.162 ,4;095 B,ipO 8700 '9100> 9,10g 3,520'7025 7,825 i'7,825' 7,B25 HGUS212-4 10 A 12 65iis 10% 4 :. (56) O.162 x 3'lh (20) 0.162 x3'fi 5.695 S O4S 9f145 9,04 t9,045 4 P00: '+,780 7,7K, T,780 7,780, IBC, FL, LA HGUS214-4 723% , 72 IiMs 12% 4 _;(66),0,162x31A (22)0,162x 3'1h 5,695 10,12510,12510,12510,125 4.900, 8,710 8,710 8,710. 8,710 4x Sizes LUS46' 4% 18 '344s 43'+ 2 "(4)6162z3h (4)0.162XW% ',C60 1,030i 1,17011,26511,5951 910 ', 885 1,0051. 11,I)SVI 1.370' IBC, FL HGUS46 4 f s 12 35A 47A6 4, (20) 0.162 x 3'h; (8) 0,162 x 3'i4:- 2,155 C340, 41850 15,370. 15,575 1,855- 3,730 4,170. 14,445 4,795 HHUS46 '.434si, 14 .4 5H6 ,3.0 �(74)0:162x�3'i'a,(6)0162x3Yr: T,.;,7^,41 .2,83P; ,81 QD 3,415-'i 4,250 1,,g5',2.435 2,7452,935 3656; LUS48 4% 18 39As 67/+ 2 (6)0.162x3'h (4)0.16201h 1,060 1,315 1,490 1,610 2,030 910 1.130 1.280 1,385 1,745 IBC, FL, HUS48 6''A 14 3546 7 2 (6)0.162 x 3'h (6)0.16201h 1,320 1,580 1,790 1,930 2,415 1,135 1,360 1,540 1,660 2.075 LA HHUS48 6'h 14 3% 71h 3 (22)0.162 x 31h (8)0.162 x 31h 1,760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 67% 12 3% 7H6 4 (36)0.162 x 34h (12)0.162 x3'h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LUS410 ". 61/4 18 W. 83: 2: ; (8) 0.162 x 31/2 (6)0.162x 31/2 ",445 :1,830 2.075 2.245' 2:830, 1245 1,575 1,785 1.930 2,435' ' HHUS410 J 84 14 , 35h' 9 3_, ..(30) 0.162 x 31/1 I(10) 0.162XWh s 550 -5,705'.. fi 435 i3485` 5,46 3,aag,„4,9g5 5,535'!7,".7A HGtf5410 8xAs 12= !3T/e. Oii`s 4'-'(46)o162x31h' (16)0-1627i3?h'.. 4,'b95 9,foi:t 9A 0o 9100 B100 3,520 `7;B'26 `2825 16C FLLA HGUS412 107As 12 35/e 107As 4 (56)0.162x3h (20)g.162x3'h 5,695 9,045 9,C45 9,G45 9,045 4.900 7.780 7,780HGUS414 117As 12 35h 12%s 4 (66)0.162x3h (22)0.162x3h 5,695 10,12510,12510,12510,125 4,900 8,190 8,190 Double 4x Sizes HGUS7.37/10 1 `83111 1 12 7% "s 1 4 !:(46) 0.162 x31hi,(16) 0:162-k3lh 1 3,430 9,095, 9,095 6,095' 9,695 1 2,950- 7,820 7820r 7,820 7,82q' HGUS7.37/12' 103is 1 12 17% 1034s 4 1 (56)0,162 XTW (20)0d62 x316 3.835 9,295' 9,295 9,295' 9,295 1 3,300'7,995 1 7,995. 7,995 7,995 FL HGbS7.37/19 ,7�7hs .12. 7-% 112941 4 (15(ijg162x31h] (22)g762x311 6080 10'SOg70'S0010,50Q10,500 4,370'.�9A30 9,030:[9,03g 8,030'.: 1. Uplift bads have been increased for earthquake or wind leading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may Omit allowable bads in accordance with ANSVFPI 1-2014. Simpson Strong Ties Connector Selactorm 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' nab in the header and 0.162' x 31h' in the joist, with no bad reduction. With single 2x carrying members, use 0.148' x 1 W nats in the header and 0.148' x 3' in the joist, and reduce the bad to 0.64 of the table value. 6. Fasteners: Nail dimensions in the tabb are fisted diameter by length. See pp. 21-22 for fastener information. r r?, 19 Simpson Strong -Tie°- Wood Construction Connectors 96 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 3%". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. ARemate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/z' max. to allow for greater construction tolerances (maximum gap for standard allowable bads is 1h' per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge Finish: Galvanized Installation: • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filing round and triangle holes for maximum values • See alternate installation for applications using the HTU26 on a 2x4 canying member or Fr U28 or HTU210 on a 2x6 carrying member for additional uplift capacity Options: • HTU may be skewed up to 671/s°. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. HTU26 Typical HTU26 Minimum Nailing Installation 'd max. gap between end of truss and carrying member HTU Installation for Standard Allowable Loads (for 112' maximum gap, use Aftemate Allowable Loads) Standard Allowable Loads (1/a" Maximum Hanger Gap) .:.OT Me Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HT U210 similar j -,l Model ', No. - Mm. `,Dimenslons'(in) Heel Height Fasteners pn.)nIIFISP ,x W H B 6rrying cared " Member Memher AIIowable.LoadsP ali ., y Uplift Floor Snow ''Roof Wmd (160) (100) (115) (1951 (160) SPF/HF-Allow able Loads> n( ` Uplift Flopr-¢ Snow Roof . Wind (160) (100) 1 (115) (125) (160) Code; pet, Single 2x Sizes HTU26 3'h 115/a 06' 3111 (20) 0.162 x 1/2 SOr ZQt0,2,670 2,67D 2,670 ' S50 ,1,6BJ. '1,13W a680 , ? 0"80= HTU28.1:35 5hs 3h.: (20)Oa62X3'Fe, (14)-0.148 x1'h 1,250 iZ,@,4A 3,200 .,32Si0 3;200 L075 1,852, 2.015 2015 2,015' HTU26(MaxJ7' S1- -1 `le `5'ba 31hi^(20)4162 x3'A (20)0148 x1.'h 1',555` ,2(940 ,T,52R 1'?afi0 `40i0 1,335' 2,530 t 3450' IBC, HTU28(Min.) 3% 1% 7Na 3'h (26)0.162 x 31h (14)0.148 x 11h 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 15A 7H6 31h (26) 0.162 x 31h (26) 0.148 x 11/z 2,020 3,820 4,315 4,655 5,435 1,735 3,285 3,710 4, ;05 4,675 LA HTU210 (Min.) 3'h 1-% 914, 31/z''(32) 0.162k 31h (14)0148 x.11h 1.33014,360 4,31M '' 4,300' 4.3b[i 1,145 3225.)3225 5.225 3225 HTU210 (Max:) 9'!s tale 9}4a 31z;. (32)0162 x3)h' (32)0.148 x-1 ,3,315 4'705 1'U ST,.t3 ,5,995:'. 2,850 4045 7e,56r, 4430 5,155 Double 2x Sizes HTU26-2(MinJ 3'/e 3.)5e .531, :31h (20)DA62 x:3'h (14)0,148X3 1,515 2940 3.2„'4 -3 €8G 3,91D 11305 1850 -1.2090 2;255 2,465' HTU26-2 (Max.) 51h Na 3h (20)0.148 X3� 2.175 2,940 3520 3,5SD 4.286. 1,970 2,530� 2,855 3,386 3,855HTU28-2(Min.) 3% 3;4e (26)0.162 x31h 04)0.148x3 1,53D 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,23HTU26-2 (Max.) T/4 3ile 15374.31/.(20)0162x (2fi)0.1fi2%31h (26)0148x3 3,485 3,620 4,315 4.655 5,825 2,995 3,285 3.710 4.",D5 501tt HTU210-2 (Min.) 3% 3%ii (32)0.162xT/2 (14) 0.148 x-3 1,755 ;4 705 4,815 a -0,815 4815 , 1,514 3530 3610 3 6 0 (3110HTU210-2 (MezJ< 9'14 3e`ria (32)0162x3"h ,(32)0.'t48%a= 4;11D :4,705 fiYP= A,T3-0'%Q,355'.,m35 4,045 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 bads govern. 4. Wind (160) is a download rating. S. For hanger gaps between Yd and'h', use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Imit allowable bads in accordance with ANSViPI 1-2014. Simpson Strong -Ties Connector Selector° software includes the evaluation of cross -gran tension in its hanger allowable bads. For additional information, contact Simpson Strong -Ts. 7. Loads shown are based on a minimum two-py 2x carrying member. For single 2x carrying members, use 0.148' x 1'h' nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. SIMPSON HTU Face -Mount Truss Hanger (cont.) ®1 Many of these products are approved for installation with Strong -Drive" SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member Min. MinimumFasteners(in.p DFISP Allowable. Loads SPFJHF Allowable Loads Model 'Snow No"" `• Hdef HeighI Membegr.'MemSegy ,.a �+*`. ind� (160) i '(1illt 160) ' {760) ift :, - Roof `.(125)' 'Wind( :Cotle fleL (n1i Member , (115)_' (125) ! (1604 (t00) (115) .. , g HTU26 (Min.) 3'% (2) 2x4 (10) 0.162 x 31h (14) OA48 x 11h 925 1,470 1,660 1,790 1,A75 795 1,265 1,430 1,540 1.815 HTU26 (Max.) 51h (2) 20 (10) 0.162 x 31h (20) 0.148 x 11/1 1,240 1,470 1,660 1,790 2,220 1065 1,265 1,430 1,540 1,910 IBC, HTU28jMaxJ ,7:11i. '(?J 2x6 ,(20)4162 x3'h (2&)0148 M.1J$; '1,970. .2,9d0 �,3 a � �30, 3,905'. 1695' 2163R 2E55 3ii180' 3,360s FL, LA ' HT71270 (Max) ; 9'i.,1 , (2) 2x6' {20) 0Y62 x 3ah' {92) b,148'y 1 y2�' 2760 4r2;94P +.1`"" 30 1' 3,905 a; 2i37S :2 534+ 2 °55. °au80 3,360-1 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h'. 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2n Maximum Hanger Gap) Model Min. Heel Height Dimensions W H g4_�.. .. - Fasteners(in.) ` Carrying, Cafried Member Member OF/SP Allowable Loads ' - tUpliftFlood Snow Roof, Wind (160)` (100)a (1;15) 1025)' (x60) . SPFIHF Allowable Loads -. Uplift' Floor Snow ,Roof, Wind': . (160) -�100). (115} `(125)' ,'(160)', Code Ref.= ^° Single 2x Sizes HTU26 -'3% .1% 534s. 3'h (20)0.162 x 31h (11)D:148x11/z 1635 2,-695 2395 2,395 2,a95 .545 'S]0 i.S1a 1s'0 1,510 HTU26(Min) 3'/ 1-% 51N6 31h (20)0.162x31h it4)0148x 1% 3,175 U40�3;100. 3,100 3,100 1,010 14955 1.955 '1,955 1;955' .HTU26{Max) ,"' HTU28 (Min.) ,51K 3'% '11x, 144 „5's4ec 7146 ,3' 31h ,(20),0:162x31h (26) 0.162 x 31h (20)QI1 ff t1 (14) 0.148 x 11h :17215 1.110 2,940: 3,770 TM3, 20 3,770 3xo8if. 3,770 S;a'tk'• 3,770 1,045 955 1 850 2,825 r2,G r=,?2,285 2,825 2,825 " ;285=. 2,825 IBC, FL, HTU28 (Max.) 71/4 16% 7K6 31/z (26) 0.162 x 31h (26) 0.148 x 11h 1,920 3,820 4,315 41655 5,015 1,695 2,865 3,235 3,490 3.765 LA HTU210{Min.) "'3?h I% 9%c: 31h. (3v2)0;162x3'h (74).0,148x 11h 1;250 3,600 !3,600. 31600 3,60D 11075 2700 2.700 2,700 2,700 HTU2idg4xJ= 13%,. 914s 3'h,1 f32101G2 x3afr (32)4Y48x1'A .312-6 4795, 5620 ,lf20 5020 ,2,800 ,3530: 3,765 '3?65, 3,765; Double 2x Sizes HTU26-2(Min.) 3r/p 34i6 111 31h (20)0.162 x 31h -(14)0148x3 !1;515 2,9,40 3;320 `3,500 .3;500 1,305 >.2,205 2,205 '2,205 2,205; HTU26-2 (Met) 5 h 3FA. 5rHs 3'A J20) 0.162 x`31/z (20) 0.148 x 3 1910 2,940 ,11;320 3,500 3.500 1;645 2,205 {.2,205 i 2,205 7205, HTU28-2(Min) 9'% 344s 7146 31h (26)0.162 x3'h (14)0.148x3 1,490 3.820 3.980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 19C, HTU28-2 (Max.) 71/4 3446 7146 31h (26)0.162 x31h (26)0.148x3 3,035 3,820 4,315 4,655 5.520 2,610 2,865 3,235 3,490 4.140 FL, LA HTLI210-2(Min.) 31/e 3546 91te 31h (32)0.162x3*h (14).0148x3 1,755' 4,255 4,255, 055 4,255 1.510 r'3,190 3,19Q,, 3,190 3,19D: HTU210-2(Max.)i- 91/4 36A6 SM6 31h (32) 0.162x3'h'. (32)0148 x3 3855 4,7015 .5,313 a>733 1 3,315 -3,530 3,980'' 4,300 4,855 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further Increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between'%' and 1h', use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVFI 1-2014. Simpson Strong -Tie° Connector Selector¢ software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h' nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nall dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. p�p 19 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 23i6" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25A6° 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 1/4" x 13/i TRen® 2 screws (Model TTN2-251344 for concrete and 'A" x 2%" Titen 2 screws (Model TTN2.25234H) for GFCMU. Fallow all installation instructions and use the loads from the sawn lumber or aAVP sections. Material: 14 gauge Finish: Galvanized; ZMAX@ and stainless steel available Installation: - • Attach the hangers to concrete or GFCMU walls using hex -head Titan 2 screws. Tten screws for GFCMU ('/4" x 2Y'a° — Model TFN2-25234H) and for concrete 0/4' x 13/: — Model TTN2-25134H) are not provided with the hangers. • Drill the 3Y%-diameter hole to the specified embedment depth plus'h'. • Aftematively, drill the 3/%6 -diameter hole to the specified embedment depth and blow R 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. • TRen Installation Tool Mts are available. They include a 3S6" drill bit and hex -head driver bit (Model TTNT01-RC); a Yie* x 4'h' doll bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 3'h" is required as shovmm in Figure 1 for full uplift load. • Where no uplift bad is required, a minimum end distance of Ph" is permitted. Codes: See p.12 for Code Reference Key Chart HUC410 HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) M These products are available with additional corrosion protection. For more information, see p. 15. L - Mader, „ No;. -- Fasteners G°! Allowable Loads (DF/SP) . Code, GFCMU , Concrete... , ux.. "'"Statidartl - il 4w - Concealetl d GFCMU. Concrete Titen°2 &�°.lotsl ,.r M ° l*if1 �(760) Dawn ,^ (100Y725) U pliR „ . Dowo (100/125J Ref s. •_ HU26 HU26X (4) Y, x 2Y, (4) Y, x 13/, (2) 0.148 x 1'h 335 1,000 335 1,545 HU28 HU28X (6)Y, x234 ' (6)'/+z.1 x/+ - _j4[0.148%tYz „--:545 1;$00, 760 - _�2,400 HU24-2 HUC24-2 (4) Y+x 234 (4)'/. x 134 (2) 0,148 x 3 380 1,000 390 1,545 - HU26-2(Mm) 'HUC26.2 } (8)Yxx 234 • (8)14x l3/i" (4)0.148x3 ;_. 760 2,000 - - 760 3200 .,HU26-2(Max) - HUC26-2 - (12)Y+x 23/, (12)%+x 1% ,(6) 0.148 x3 1,135 3600 1,135 3,950: l HU26.3 (Min.) HUC26-3 (Min.) (8) Y. x 23/4 (8) Y, x 134 (4) 0.148 x 3 760 2,000 760 3,200 HU26.3 (Max.) HUC26-3 (Max.) (12)'/. x 235 (12)'/, x 1144 (6) 0.148 x 3 1,135 3,000 1,135 3,950 J1U28'2(Min),' fUC2$-2 {Midj,--,:a (10)Y+x 2,?/i`.a-.{]D)Ylx�1�/i -.(9,9J148 x3 .x2,�q;r760 211D„ 7¢Q,. ,,3,725 Y<5•••7'l, '(fi)-0148� 3„ �: 1`735. �; 35001,°4,920, HU210 HU21OX (8)1/, x 23h (8)1/, x 13/, (4) 0.148 x 11/2 545 2.000 760 2,415 HU210' 0iq HUG210-2(Min.)`. (14)'/.z 234 (14)%X JN (6J 0.148 x3 .. t,735 3,560 1,135 4,920 HU210-2 (Max:)' _ HUC210-2 (Max) (18)'/. x.23L 08)'/4 i 11L ,tlG) 0.148 x 3 1,800 4500 1,800 • 5,085 HU210-3 (Min) HUC210-3 (Min.) (14)1/4 x 234 (14)'/4 x 134 (6) 0.148 x 3 1,135 3,500 1,135 4.920 HU210-3 (Max.) HU0210-3 (Max.) (18)1/4 x 2Y, (18) Y, z 13'+ (10) 0.148 x 3 1,800 4,500 1,800 5.085 HU211 12 HU212X ; y (10)112 x 23. {70) Y+Y:13,'i ' (6) .148 x 11h - ,1,135 2,500 1135 2,665. HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 234 (16) %x 134 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUG212-2 (Max.) (22)1/4 x 23/, (22)1/4 x 134 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU212-3(Mm}` HU6212.3(Min.)< (16)'/,x231,l (16)14x'13/4 (6),0:148 x3 _1,135 4',000- „ 1,135 HU212-3(Max) HUC212-3(Max).. 122)'/+x23: (22)1%4x 115 ,x(10)0.148x3 1,800 5A85 1,800 :5,085,- HU214 HU214X (12)1/4 x 235 (12)1h %13h (6) 0.148 x 11h 1,135 2,665 1,135 2,665 HU214-2(Min.) HUG214-2(Min.) (18)Y,x 234 (18)Y.X 134 {8).6.148 x3 1,515 4;560 1,515 "'5,085 HU214.2 (Mai) HU0214-2 (Max.): (24) Y, x 23/i • (21) Y, x 134 (12),0148 x3 - _" i2,015 8 085 '_ 2;015 5,085 - HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 x 234 (18) Y, x 134 (8) 0.148 x 3 1.515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)1/4 x 2Y, (24) Y, x 13/, (12) 0.148 x 3 2,015 5,085 2,015 5.085 HU216 a ,HU216X„ ,.(J8)Y+x,?3j, , .(18)Ya Xt A)0:1d8x1Yi HU216-2 (Min.) HUC216-2 (Min.) (20)'/. x 23/. (20)'/a x 13'+ (8) 0.148 x 3 1,515 4,920 1 1.515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/ x 234 (26)'/, x 114 (12) 0.148 x 3 2,015 5,085 21015 5,085 HU216-3 (Min.) HUC216-3 (Min:) (2 0) Y, x:234 (20)' 11+ x 13h jfi .0.148 x 3 -::1,515 -4,920 11,515 4,920 -HU216-3 (Max.) HUC216-3 (Mai)' (26)1/4 x 234 (26) Y4 z43h - (112)0.1480. :_ 2,015 5,085 '' 2,015 5,085 ' HU7 (Min.) (Not available) (12)'/+x 234 (12)1/, x 13'+ (4) 0.148 x 1'h 545 2,980 760 2,980 HU7 (Max.) (Not available) (16) Y4 x 234 (16)'/, x 13/, (8) 0.148 x 1112 1,085 3.485 1,085 3,485 Hug (Min.) (Notavailabib) .. (18)Y, z,23', (18)Yix134 (6)0148x1'A "= •,1,135 3230 1,135 3,230. ?IU9 (Max.) pot availabiej.. j24) Y.s23/2 (24) Yoi114 - {70)0148 x 11h - '"`1;445 3;736 1,445 • ' V0, ; HU11 (Min.) (Not available) (22)114 x 234 (22)114 x 13/, (6) 0.148 x 1 Y2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30) Y+x 23h (30) IA x 13/, (10) 0.148 x 1'h 1,445 3,735 1,445 1 3,735 •HU14(Min.) (Not ovalable) (28)'h x24',_ (28)Yix134 ,($)U48x 11h- `t 1;515 3:4$5 1,515 3485 ' HU14,(Max.) - (Nol avaiable) (36)'I, x 234 (36)1/4 x 1314 (14);0.148 x 1 h ' 2,015 4245 - 2,015 - 4,245 38 STAGGER JOINTS - TYP.T RAISED HEEL ROOF TRUSSES SEE PLAN �'EIPI �i �Ma/I a'a �IKil■■f� aa�aaaaaaaaaaaaa�aaaaa�aa�aaaaau - UPLIFT/514EAR ANC _ EACH TRUSS - SEE PLAN B/SKIP NOTE: ADVL FRAIMG NOT SHOWN FOR CLARITY RAISED HEEL TR.I BEARING A sae nre SKI ROOF SWEATHING- SEE 5OFFIT/FA6CIA- SEE ARC; !O HEEL ROOF TRUSSES PLAN RIBBON BOAf9- 5EE SCHEDULE FOR SPACING 1 IBBON BOARD. SEE FASTENING TO w m CPEDULE FOR SPACING 1 TRUSSES 45TENING TO TRUSSES WALL SHEATHING -SEE PLAT - MIN. 15/37' COX PLYWOOD OR lA6' O58 WITH ed GUN NAILS -MASONRY WALL- (OJ31' X 7 1/17 a 6' O.C. TO 5HEAR GYP. CEILING- SEE PLAN RIBBON BOARDS R EACH VMFA SEE PLAN 1 SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRU55 RI'WALL- BOTTOM CHORD AN RAISED HEEL TRUSS BEARING B wu. xre SKI RIBBON 5GHEDULE DESIGN CRITERIA RBBON MATERIAL RIBBON SPACING RIBBON ATTAC41ENT wIt•i65 MPH (7) Ud GUN (0J31' X 3') (Va,d=128 MPH) 7X4 SFf-2 74' TO EACH TRUSS, (4) EXP. NAILS AT JOINTS ENCLOSESED wit=180 MPH (7) @d GIN (0.131` X 37 (Vasd=135 MPH) 7X4 SPF4 16, TO EACH TRJS5, (4) EXP. C, NAILS AT JOINTS ENCLOSED S K.1 AL-0.4' E MuwCamm January l,.O,;2020 Cai'periter -,Contractors of America, Inc. 300"venue Gj NW Winter Haven, F . L33�8 - 80-62Q1 Dear Matt: It has come.tb my attention'lthat=some questions were raised concerning 5/8" didrfi6t6f, hbles=drillbdthftithe: ch6rds:'.(Widtface) qf'sys42gable,endtrusses toF,allowfor threaded rods iised.fdr "ti646wns?'If these gable ends,are over continuous support with one face.fully'"sheathed and theh6les are drilled -abbufthe centerline of the wide face no close than 4V,O.Cwithout'darnaging.any tonnector'plates,or vertical webs then no'repairi's reqlifl.redjbe truss only- Z'feet)df I floor lbadload'sand nd additional supports: load:, If you hdVdany qil&sti6ns, p e"I" ,ase give me a,call, 6750'Fbrum Drive; SUite 369 Orlando, FL 32821, - (000) 621-9790 ---,(863) 422:-8685 WWw:q1pineifW.co,m No. 86367 0 o a s SiAT C?F 41 This.dwAnwit has been el"tronic* aignW aW aealod owing a Duel S4-wiure. Pdrdsd coploa wMwUtan od*ai wO*biro "wet be wdlled using the od*d ei®cRodc wmion.. _ ALPINE 1'L, RE,GN 21& Yponhwak Kim, FL PC 48067 Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, F02821 Phone;(800)755-6001 'www alpmetw,com Design Coder` FBC20176th Edition MtelfiVeW Version, 17 02 02A through 18.0201A JR`eff#� 1WW589750053 _ Wind Standard, ASCE 7-10 Wind Speed (mph), 160. Roof Load (psq 20 00- 7 00 0 00-10.00 By din Type: Closed Floor Load s `r _None _. This package contains general notes pages, 33 truss-drawmg(s)rend 5 detail(s'j, IteTll 1' i�isWijfg l�lirmker,.: 167.20.1454,21565 'figxias' �_.W„vim..: ._; Al 3 167.20.1454 21160 A2 5 167:20 1454 21175 A4 7 167„20 1454 21191 A6' 9 167.20.1454 21207 A8 1:1 167 20 1454,21331 A10 13 167,20,146421332 A1;1 - - 15 167.20.1454 2081.E A14GG _ '17 16TM145421689 A16 19 167,201454.2062.9 C1GE 21 167 20,1454.24357 D2 23 167.20-.1454,24077 V8. 25 167.20.1454.23630 HJ7' - - 27 167 20:1454 24107 EJ3 29 1672AD.1454,21566 CJ3; 31 167 20.1454,24295 CJ1A 33 167.20A45424123. HJ3 ---- 35 A18015ENC101014 37 GBLLETIN1014 ,min 2 bel�riiS1k16ei t „,- 167MA45421596 iruS� _,.., A1A 4' 16720,1454.20660, A3 6 167,20.1454.21393 .A5 8 167.20.1454,21 t61 A7 10 167.201454 20926 I A9 _ 1,2 167201454.21003 Ai2 14 167 20,1454 21143 A13 46 167 20,1454,20925 A15 18 167.20.1464,20644_ B1GE 20 167.20,1464.24202 DI 22 167.20,1454,24217 MG. _ 24 167 20.145a 24045 V4 26. 167.20.1464.23452 E)7A 28 167201454121065 CJ5 30 167,20.1454,24154 CJ1 32 167,20.1454 20613 HJ7 34 A16015ENC101014 36 GBLLETIN0118 38 VAL160101014 ; Ronda Certificate of Product Approval #FL1999 Printed 6/15f2020 3Ap;42 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or 1310 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es.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 Lldefl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.orq. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.toinst org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com. Page 3 of 3 Job Number: N334501 Ply: 1 SEON: 7603 / T10 COMN Cusc R8975 JRef: 11NW589750053 ,7A5,182EC,E ,02G,RH01/1828/CALIMEBB ELEV.QE Oty: 11 FROM: RWM DmNo: 167.20,1454.21565 Truss Label: A7 S5B / YK O6l15/2020 6'1"7 1211"15 1910" 26'8"1 33'6"9 39'e" 6'1'7 6'10"8 6'1tl71 6'10"1 6'10"8 6'P'7 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: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 it Loc. from endwall: not in 9.00 it GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2.N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) ed Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) 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. •'IMPORTANP• of =5x5 E 9'10" Snow Criteria (Pg,Pf in PSF) Pg: NA CC NA CAT: W Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE YXYBr Deg/CSI Criteria PP Deflection in too L/defl U# VERT(LL): 0.222 K 999 360 VERT(TL): 0.547 K 999 240 HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J - - Creep Factor: 2.0 Max TC CSI: 0.616 Max BC CSI: 0.982 Max Web CSI: 0.527 VIEW Ver: 17.02.02A.1213.21 °``1°ONH W �k *o, ....s No, 86367 m .� STATE OF r 39'8" ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 1709 / 308 / 961 / - / 445 18.0 H 1710 /308 /961 /- /- 18.0 Wind reactions based on MWFRS B Min Big Width Req = 2.0 H Min Big Width Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seal plate. Members not listed have forms less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-C 1488-3151 E-F 1102 -2027 C - D 1387 -2871 F - G 1387 -2872 D - E 1102 -2027 G - H 1488 -3153 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. B - L 2756 -1187 K - J 2276 - 889 L - K 2276 - 863 J- H 2757 -1187 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 539 -206 K - F 485 .745 D - K 485 -744 F - J 540 .205 E-K 1361 -646 F°.0ZORIO,P L FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 I110ATITll.[el PmPen dadcneu 1jihu ura, sneamin ano ooaom cnora snap nave a pro e i =stmint f webs shall have bragln ins ailed p r BCSI sections B3, B7 or 10 as shown above and on the Joini9Detalls, ungass noted otherwise. Refer to' ALPINE not be reS�lonsiirle for any deviation from this drpwinq anv failure to build the µ,r.,�„ p,,,r t'Inslallatl n an bracing of lrussesA seal on this dr3wirig or cover pa 13723 Rive a ort Drive engineeri a responsibility solely for the des nshown. The suitability rp bilityof the Building Designer per ANSI/TP11 Sec.2. Suite 200 LPINE: w alpineitwcom' TPI: w tpinstprg' SBCA: wewsbcindustry.com' ICC: wnw.iccsate org Maryland Heights, MO 63043 Job Number: N334501 Ply: 1 SEQN: 7604 / T25 /COMN Cust: R8975 JRef: IWW589750053 ,7A5,182EC,E,02G ,RH01/1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: AILS DrwNo: 167.20.1454.21596 Truss Label: AIA FV / WHK 06/1512020 T112 12' 1]'1"72 19'10" 23'8" 3T8"14 39'8" 7.11•'2 4'0•'14 6'1'12 2'8•'4 3.10'• 8'0'94 T112 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" =6X6 F <--I 12 34p 6 pH6 a)Wi 0 J =6X6=H0510(I) DP 8X8(I) �8X10 K _4X6(A2) SECTION MAY BE REMOVE�AFTER INSTALLATION. DO NOT CUT PLATES. Fi' 8'i'9 3'10"15 s' 6'8" 8.0••74 T11"6 1� 89"1 12' 17' 23'8" 3T8"11 39'e•' Wind Criteria Wind Sid: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP:C Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 It Loc. from endwall: not in 9.00 fl GCpi: 0,18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T1 2x4 SP #1: Bot chord 2x4 SP #2 N Webs 2x4 SP #3:W3, W6, W9, W11 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113'k2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. (1) - plates so marked were sized using 0 Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance, Wind Wind loads based on MWFRS with additional C&C member design. Laterally brace BC above filler @ 24" O.C. (or as designed) Including a brace on SC directly above both ends of filler (if no rigid diaphragm exists at that point). Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: 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. HS ALL NOTES ON Deg/CSI Criteria PP Deflection in loc Vdefl U# VERT(LL): 0.386 O 999 360 VERT(TL): 1.101 O 706 240 HORZ(LL): 0.168 K - - HORZ(TL): 0.314 K - - Creep Factor. 2.0 Max TC CSC. 0.791 Max BC CSI: 0.993 Max Web CSI: 0.958 VIEW Ver: 17.02.02A.1213.21 10 00 No. 86367 SLATE OF 4r�' v ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 1556 1308 / 961 1. / 445 / 8.0 1 1556 /308 1961 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 2.2 1 Min Brg Width Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seal plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1429 -2745 F - G 1353 - 2068 C - D 2160 -4245 G - H 1201 -2103 D - E 1504 -2794 H -1 1445 -2777 E-F 1610-2771 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens, Comp. B - S 2371 -1106 L - K 2402 -1133 Q - M 3738 -1618 K - I 2406 -1133 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 753 .1523 M - F 2007 -1002 C - Q 1476 -556 M - L 1864 - 657 S - Q 2850 -1328 F - L 440 -454 Q-D 1271 -597 L-H 458 -688 D - M 804 -1539 �j IJ • 9• .y�Ali A,ijmi`�,' 5 FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 INCLUDING THE INSTALLERS . Refer to and follow the latest e failure to build the orcover pa 9e n. The suitability ALPINE .w rzwowsnrvv Suite Riveryon Drive Suite200 Maryland Heights, MO 63043 Job Number. N334501 Ply: 1 SEON: 7605 / T9 / HIPS Cust: R8975 JRef: 1WW589750053 ,7A5,182EC,E,02G,RH01 / 1828/CAU14EBB ELEV.C,E Oty: 1 FROM: RWM DmNo: 167.20,1454.21160 Truss Label: A2 SSB / DF O6/15/2020 61"7 162'5""8 15 I I 1 36"9 6'65"l Is' T"1 6'5"6 + 63'99" , Loading Criteria (psg TOLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0." fe1 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 fl TCDL: 4.2 psf BCDL:5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 it Loc. from endwall: not in 9.00 ft 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 #1 Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",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 to 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. "WARNING" ;5X5=5X5 E F 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE DRAWING TO ALL KPIA Defl/CSI Criteria PP Deflection in too L/defl L/# VERT(LL): 0.172 L 999 360 VERT(TL): 0.470 L 999 240 HORZ(LL): 0,066 K - - HORZ(TL): 0.123 K - - Creep Factor: 2.0 Max TO CSI: 0.480 Max BC CSI: 0.856 Max Web CSI: 0.669 VIEW Ver: 17.02.02A.1213.21 1111111t11111►q, WAAr b��1GENs F ® s No.86367 _a`1 • '► 6 a STATE OF /01/Ii1b111b FL REG# 278, 06/15/2020 bb Yoonhwak Kim, FL PE #86367 10' 1 "Me �- ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 /309 /964 /- /428 18.0 1 1556 1309 /964 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 1 Min Big Width Req= 1.8 Bearings S & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1511 -2800 F - G 1123 .1779 C-D 1415-2521 G-H 1415 -2521 D - E 1123 -1779 H -1 1511 - 2800 E - F 1093 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1206 L - K 2030 -941 M - L 2030 - 911 K - I 2444 -1216 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M-D 508 -192 L-F 548 -381 D-L 482 -683 L.G 482 -683 E - L 548 -381 G - K 508 -192 ALPINE (rive M4NiY Suite Riverpad Drive Suiteand 200 Maryland Heights, MO 63040 Job Number: N334501 Ply: 1 SEON: 7606 / T22 /HIPS Cust: R8975 JRef: 1WW589750053 ,7A5,182EC,E,02G ,RH01/1828/CALI/4EBB ELEV.C,E Otyt 1 FROM: RWM DmNo: 167.20.1454,20660 Truss Label: A3 FV / FV 06/15/2020 12'0"15 18'0"i 21'7"15 27'7"1 33'6"9 39'8" 69"7 5'11"9 5'11"2 3'7"14 51112 5'11"9 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" Lumber 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: h to 2h C&C Dist a: 3.97 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 #2 N Bol chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N Lumber value set "136" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"xZY,min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CUR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. AND ,5X5 =5X5 E F 9'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ PC NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FSC 6th ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 29'8" DeFl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.171 L 999 360 VERT( Q: 0.467 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.124 K - - Creep Factor: 2.0 Max TC CSI: 0.415 Max SC CSI: 0.857 Max Web CSI: 0.541 VIEW Ver: 17.02.02A.1213.21 No, 8636 0 STATE OF o R IOP FL REG# 278, Yoonhwak Kim, FL 06/15/2020 TO ALL CONTRACTORS 39'8" ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 1556 /312 /965 /- /408 /8.0 1 1556 /312 /965 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 1 Min Brig Width Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1540 -2796 F - G 1154 -1794 C - D 1447 -2523 G - H 1448 - 2523 D - E 1154 -1794 H -1 1540 - 2796 E - F 1150 -1635 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2439 -1231 L - K 2064 -1000 M - L 2064 -971 K - I 2439 -1252 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 495 -180 L - F 523 - 335 D - L 470 -674 L - G 470 .674 E - L 523 .335 G - K 495 -180 INSTALLERS ow the latest edition of BCSI (Building 1s. Installers shall provide tempore nd bottom chord shall have a pro eriy led p r BCSI s cbons B3, B7 or 910, i. ungess noter�otherwise, Refer to ALPINE Irive'(OMMNY Suite Riveryon Drive Suite 200 Maryland Heights, MO 63041 Jab Number: N334501 Ply: 1 SEQN: 7607 / T8 / HIPS Cust:R8975 JRef. 1WW589750053 ,7A5,182EC,E,02G,RH01/1828/CALI/4EBB ELEV.QE Qty: 1 FROM: RWM DmNo:. 167.20.1454.21175 Truss Label: A4 FV / WHK 06/15/2020 T10"14 11 22'8" 31'9"2 39'8" T10"14 wl1l 5'8" 9'1"2 T10'94 10, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BOLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL:.4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist:h to 2h Spacing: 24.0" C&C Dist a: 3.97If Loc. from endwall: not in 9.00 it GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/l/2013) Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE Bot chord 2x4 SP #1 Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",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" Co. Wind Wind loads based on MWFRS with additional C&C member design. `"WARNING" ,5X5 5SX5 D E 19,10" Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE THIS DRAWING TO ALL 39'8" DeB/CSI Criteria PP Deflection in loc Udefl VERT(LL): 0.149 J 999 VERT(TL): 0.408 J 999 HORZ(LL): 0.0601 - HORZ(TL): 0.112 1 - Creep Factor. 2.0 Max TC CSI: 0.760 Max BC CSI: 0.863 Max Web CSI: 0.629 370 9'8" } 1. ♦Maximum Reactions (Ibs) U# Loc R /U /Rw /Rh /RL /W 360 B 1552 /318 /965 /- /387 /8.0 240 G 1552 /318 /965 /- /- /8.0 Wind reactions based on MWFRS B Min Big Width Req = 1.8 G Min Brg Width Req 1.8 Bearings 3 & G are a rigid surface. Bearings B & G require a seat plate. VIEW Ver: 17.02.02A.1213.21 �•�'``pNH WAk ��'',-.. �99 v�CENsef;�.iP'' oe No.86367 0 oe STATE OF a �4 p ®°lvN Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1532 - Z765 E - F 1559 - 2661 C - D 1559 -2561 F - G 1532 - 2755 D - E 1205 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 .1221 J - 1 1695 -768 K - J 1695 -738 I - G 2393 .1250 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 404 -448 J - E 389 - 234 K - D 770 -462 E - 1 770 -462 D - J 388 -234 I - F 403 -448 AL FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 OCmral sneatning and bottom Chord Shall have a progeny ham brycinfq ins, ailed pgr BCSI sections $3, 87 or B10 on lfte oln Details, un ass noted otherwise. Refer to' ALPINE it any deviation from this drpwinq u failure to build the Na,,,,,,,,. -ing of trussesA seal on this drawing or cover pa a mmc13723 Rive on Drive mslbilit solely for the desi nshown. The Sul ability N Desig erper ANSIrrPI1 Sec.2. Suite 200 r, TPl: wnw.lpinst oM; SBCA: w.vw.sbcindustry.com; ICC: vnxv. icesafe.om Maryland Heights, MO 63042 Job Number: N334501 Ply: 1 SEON: 7608 / T24 /HIPS Cust: R8975 JRef: 7WW589750053 ,7A5,182EC,E,02G ,RHOl 11828/CAUMEBB ELEV.C,E pry: 1 FROM: RWM DmNo: 167.20.1454,21393 Truss Label: A5 FV / WHK 0fi/15/2020 6'1"7 16'0"1 23.7"15 336"9 39'8" 6'1"7 9'10'Y0 T7"14 9'10"70 6'1"7 00' 1' Loading Criteria (psi) 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 fit NCBCLL: 10.00 TCDL.4.2 pat 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: 3.97 it Loc. from endwall: not in 9.00 it GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE Bot chord 2x4 SP #1 Webs 2x4 SP #2 N : W 1, W6 2x4 SP #3: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. THIS =_6x6 =sx6 D E 39'8" 19,10" 29'8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell L/# Pf: NA Ce: NA VERT(LL): 0.156 J 999 360 Lu: NA Cs: NA VERT(TL): 0.427 J 999 240 Snow Duration: NA HORZ(LL): 0.064 1 - - HORZ(TL):0.1191 - - Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ad 201 Max TC CSI: 0.799 TPI Std: 2014 Max BC CSI: 0.855 Rep Factors Used: Yes Max Web CSI: 0.614 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE as Ad No.86367 a1 e STATE OFrc�� O e • 10 39'8" ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 1556 /713 /964 /- /367 /8.0 G 1556 /713 /964 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 G Min Brg Width Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1622 - 2852 E - F 1483 .2513 C-D 1483-2513 F-G 1621 -2852 D - E 1254 -1829 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2505 -1330 J - 1 1780 - 840 K - J 1780 -810 I - G 2505 -1359 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 423 -469 J - E 381 -218 K-D 617 -314 E-1 617 -314 D-J 380 -218 I-F 423 -469 .„ 0 1DP�c` C FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 to build the ver pa e„ is sm blllty ALPINE wM my P" 13723 Riverpon Drive Suile 200 Maryland Heights, MO 6304: Job Number: N334501 Ply: 1 SEON: 7609 / T7 / HIPS Cust: R8975 JRef: 1WW589750053 ,7A5,182EC,E,02G,RH01/1828/CALI/4EBB ELEV.C,E Oty: 1 FROM: RWM DmNo: 167.20.1454.21191 Truss Label: A6 FV / WHK 06/15/2020 T10"14 15' 24'8" 31'9'2 398" T10'74 T1"2 T10'94 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" 19 Wind Criteria Wind Ste: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP:C Mean Height: 15.00 ft TCDL 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE: Bet chord 2x4 SP #1 Webs 2x4 SP #2 N : W 1, W6 2x4 SP #3: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 56X6 s6X6 DT3 E 9'10.. Snow Criteria (P9,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 ALL 39'8" 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.159 J 999 360 VERT(TL): 0.436 J 999 240 HORZ(LL): 0.0611 - - HORZ(TL):0.1151 - - Creep Factor: 2.0 Max TC CSI: 0.913 Max BC CSI: 0.867 Max Web CSI: 0.572 VIEW Ver: 17.02.02A.1213.21 N�44-10 WAk ,o N0.66367 P p• STATE OF a 4,,, A Maximum Reactions (Ibs) Loc R I /Rw /Rh /RL /W B 1552 / 328 / 962 / - 1346 18.0 G 1552 /328 /962 /- /- 18.0 Wind reactions based on MWFRS B Min Brg Width Reel = 1.8 G Min Brg Width Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1547 - 2729 E - F 1568 - 2537 C - D 1568 -2538 F - G 1547 - 2729 D-E 1287-1910 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens, Comp. B - K 2363 -1228 J - 1 1947 .899 K - J 1847 -870 I - G 2363 .127 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. K - D 628 -363 E - 1 628 - 363 '#'S;,/ONAL ��" 1uif unu►� FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 bottom cnoro snail nave a properly I p r BCSI sections B3, 37 or 910, ungessnotetl otherwise. Refer to ALPINE his drawing,anv failure to build the on this drawl or cover pa e,. 13723 Rive 1e desi n shown. The suit9ablllty rPon Drive TPI1 Sen. Suite 200 CA: w .sbcindusvy.Cem; ICC: rw,w.iccsafe.om Maryland Heights, MO 6304: Job Number: N334501 Ply: 1 SECN: 7610 / T23 /HIPS Cusc R8975 JRef: IWW589750053 ,7A5,162EC,E ,02G ,RHOI/1828/CALI/4EBB ELEV.CE Cly: 1 FROM: RWM OmNo: 167,20.1454.21161 Truss Label: A7 FV / WHK 06/152020 f 6'1"7 14'0"l 1110 25'7"15 336"19 39'8" + i 6'1"7 T10"10 5'9"15 + 5.9"15 } T10"10 + 6'i"7 ,5X5 1112X4 =5X5 D E F T T2 T 12 6 F,7- W T4 m g5X5 zz5G5 < C I� W3 n I B H A 1 I 4X6(A2) =5X5 =5X8 =5X5 =4X6(A2) 39'8" 10' 9'10" 9'10" 10, Fi'+ +1'� + F + 10' 19'10" 29'8" 39'8" Loading Criteria (ps0 Wind Criteria Snow Criteria (Pg,Plin PSF) Den/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT:NA PP Deflection in loc Udell U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.176 E 999 350 B 1556 / 715 / 958 / - / 326 18.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(rL): 0.482 E 999 240 H 1556 / 715 1958 /- /- 18.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.055 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP:C HORZ(TL): 0.121 J - - B Min Brg Width Req = 1.8 NCBCLL: 10.00 Mean Height: 15.00 R Code I Misc Criteria Creep Factor. 2.0 H Min Brg Width Req = 1.8 TCDL: .p s rigid Soffit: 0.00 BCDL: 5.0 at sf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.743 Bearings B & H are a g id surface . p Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.859 Bearings B & H require a seat plate. Spacing: 24.0" C&C Dist a: 3.97 R Rep Factors Used: Yes Max Web CSI: 0.322 Members not listed have forces less than 3750 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 Lumber B-C 1632-2515 E-F 1510 -2515 C - D 1fill)405 -2115 F - G 1632 -2822 Value Set: 13B (Effective 6/1/2013) D-E 1405 -2112 G-H 1632 -2822 Top chord 2x4 SP #2 N :T2, T4 2x4 SP #1: Bot chord 2x4 SP #1 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 2470-1332 K-J 1912 -950 L - K 1912 -920 J - H 2470 -1362 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp.es Tens. Comp. `,N'•� Irl KFnP((OiO° CGNVe4,e D-K 382 J-G 355 -177 -35 No.66367 • K a STATE OF a 0 Orr .,.,Ss ON A t�r FL REG# 278, Yoonhwak Kim, FL PE #86367 06/152020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building Component Safety Information, b TPI an r7 SBCA) r safety practices prior to performing these functions. Installers shall provide temporary, bracing�rer BCSI. Unless noted 0) herwise,top chord shall have roper) attached structural sheathingg and bottom chord shall have a properly attache, ngqld ceilln Locations shown for ermane t lateral restremt �f w bs shall hav b nnaa Installed per BCSI s lions 83, B7 or 610 as applicaale. App�y laces to each face otpiruss an as shown a�ove and on Ihe�oinrDetalls, unless noter�otherwise. Refer to'ALPINE^ position drawings 160A-Z for a andard plate positions. AI ine, a division of ITW Build'n Components Gr�u0 In .,shall not he reS onsiple for, any tleviation from this drawin a failure to build the trl�ss m conformance with ANSl111 or for handlitl s�1lppI bracing irussesA this tlre'wrXg mstallatl�n and of seal on or cover pa a 13723 Rive od Drive listing this drawin intlicates acceptance of proessional engineerin res onsibili(Nv solely forthe design shown. The suit9ahility rP to antl use of this rowing for any structure is the responsibility of the �ulldi�ig Desigrfer per ANSI/TPI 1 Sec.2. Suite 200 In§ sa I Sao For more information see iaw eneml notes a eantl these web sites: ALPINE: www.al ineibv.comD www.t iar ;SBCAI intlust .com ICC' www.iccsafeom Maryland Heights, MO 6304 Job Number: N334501 Ply: 1 SEDN: 7611 / T6 / HIPS Cust: R8975 JRef: 1WW589750053 ,7A5,182EC,E ,02G ,RHOi/1828/CALI/4EBB ELEV.QE ply: 1 FROM: RWM DmNo: 167.20.1454.21207 Truss Label: AB FV ! WHK 06/15/2020 694 13' 19'10" 26'8" 32'1012 39'8" 6'9"4 6'2"12 6'10" 6'10" 6'2"12 6'9"4 .5X5 N2X4 5X5 D E F 2 T T 6 $2X4 W g2 C m G o_ n ° W3 n B H MA F1 4X6(A2) =5X5 =-5X8 =5X5 =4X6(A2) 39,8" 10' 9'10" 9'10" 10 1� 10' 19'10" 29'8" 39,81. Loading Criteria fps0 Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Lac R ! U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 360 B 1556 / 716 / 953 / - / 305 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.523 E 999 240 H 1556 /716 /953 /- /- /8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - Wind reactions based on MWFRS EXP:C Des Ltl: 37.00 Mean Height: 15.00 R HORZ(TL): 0.121 J - - B Min Brg Width Req = 1.8 NCBCLL: 10.00 BCDL: 4.Code / Misc Criteria Creep Factor:2.0 H Min Brg Width Req = 1.8 psf Soffit: 0.00 BCDL: 5.0 Pat Bldg Code: FBC 6lh ad 201 Max TC CSI: 0.502 Bearings B & H are a rigid surface. : Bearings B & H require a seal plate. Load Duration1.25 MWFRS Parallel Dist h!2 to h TPI Std: 2014 Max BC CSC. 0.864 Spacing: 24.0" C&C Dist a: 3.97 R Rep Factors Used: Yes Max Web CSI: 0.431 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ItFT/RT:20(0)/10(0) Maximum Top Forces Per Ply (Ibs) GCpi: 0.18 Plate Typists): Chords Tens.Comp. Chords Tens. Comp. omp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B-C 1617 -2780 E-F 1504 -2289 C - D 1545 -2523 F - G 1544 - 2523 Value Set: 13B (Effective 6/1/2013) D - E 1504 -2289 G - H 1616 .2780 Top chord 2x4 SP #2 N BotWe chord 2x4 #3 #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs2x4SP#3:W3,W52x4 #2al Chords Tens.Comp. Chords Tens, Comp. Lumber value design uses design values /set2013 y approved 1/30/2013 by ALSC B - L 2421 -1306 K - J 1982 -1003 L - K 1982 -973 J - H 2421 -1335 Wind Wind loads ueS P(Ibs) member designed on MWFRS with additional CBC 1�iJ,fp!► ,,/��f''/�, Maximum Tens.Comp.Webs Tens. Comp. EAr°; /A _�P�� L-D 535 -255 K-F 425 -251 F e i D-K 425 -251 F-J 535 -255 ° • E-K 306 -391 No, 86367 a o STATE OF, i{� a p h' ` 14% e ' L Rio A °® of I e e` ✓"�_°° 0 a 0 0 �vifry a /OVAL FL REG# 278, Yoonhwak Kim, FL PE 986367 06/15/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! ••IMPORTAN• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS T' Trusses require extreme care in fabricating, handlin shlFping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an tl SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing Ter BCSI, Unless noted otherwise,top have chord shall properly attached structural sheathlno and bottom chord shall have a pro erly altac BU n Id cellln Locations shown for ermane t lateral rests nl of w bs shall have br cin installed per BCSI s coons @3, B7 or o10 a as appllcabte. Apply laces to each face, of truss ana position as s�lown s ove and on the,lolnf Details, unless noter�otherwtse. fiefer to' drawings 16OA-Z for a andard plate positions. ALPINE A�ine, a division of ITW Buildin Components Grou� InC. shall not be responsible for any deviation from this drawing,anV failure to build the u,mvmwua tr ss In conformance with ANSI PI 1, or or ha dll sfli pm , installation and bracing of trussesA seal on this drawirl or cover pape, , 13723 Rive on Drive listing this drawin� indicates acceptance o� rot'esstoonal engineerin responsibility solel for the desi n shov91 The suis rP and use of this Pawing for any structure is TPhe responsibility of the Ouilding Designer perYANSI/TPI 1 Sec.2. Suite 200 For more information see this job's general notes page and these web sites: ALPINE: www.al insiM.cem;TPI: wwwt instxr :SKA' wwwshcrndusyy,00m ICC: wJccsafeorg Maryland Heights, MO 6304 Job Number. N334501 Ply: 1 SEON: 7612 / T21 /HIPS Cust: R8975 JRef: IWW589750053 ,7A5,182EC,E,02G,RH01 /1828/CAU/4EBB ELEV.C,E Cry: 1 FROM:RWM DwNo: 167,20.1454.20926 Truss Label: A9 FV / WHK O6/15/2020 6'34 12'0"7 19'10" 27'715 33'4"12 39'8" 6'34 5'8"12 T9"15 T9"15 5'8"12 5X5 1112X4 =5X5 D E F 2 T T 6 o2X4 W �,2G n C v O W3 m B 1H l �A =4X6(A2) =X5 �5X 58 =-5X5=4X6(A2) 39'8" FT 10' 91101, 9'10" 10 1� 10' 19'10" 29'8" 39'8" Loading Criteria (psg Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL 20.00 Wind Std: ASCE 7.10 Pg: NA Ct, NA CAT: NA PP Deflection in loc Udell L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Cc: NA VERT(LL): 0.206 E 999 360 B 1556 / 717 1947 / - / 285 / 8.0 BCLL 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.564 E 999 240 H 1556 /717 /947 /- /- /8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - - Wind reactions based on MWFRS EXP: C HORZ(TL): 0.124 J - - B Min Brg Width Req = 1.8 Mean Height: 15.00 it Des Ld:CL 10.00 NCBCLL: 10.00 TCDL: .psf Code / Misc Criteria Creep Factor: 2.0 H Min Big Width Req = 1.8 s rigid Soffit 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max 7C CSI: 0.698 Bearings B & H are a g id surface. Load Duration: 1,25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.865 Bearings B & H require a seat plate. Spacing: 24.0" C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.610 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 itFT/RT:20(0)/10(0) Maximum lop Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B-C 1642 -2791 E-F 1617 -2492 Value Set: 13B (Effective 6/112013) C - D 1543 - 2524 F - G 1643 - 2524 D - E 1617 -2492 G - H 1642 -Z791 Top chord 2x4 SP #2 N BotWe chord 2x4 #3 #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs2x4SP W52x4 #2alu Chords Tens.Comp. Chords Tens. Camp. set "I Lumber value set "13B" uses design values design approved 1/30/2013 by ALSC B-L 2434-1333 K-J 2055 -1064 L - K 2065 -1034 J- H 2434 -1362 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per PI ( Ibs member design. f1t�f f'f,7lifl Webs Tens.Comp. Webs Tens. Comp. `tyttlHHl \���`ON'oWA�•eI`!!!!l0 L-D 498 -203 K-F 539 -324 a 9 F-J 498 -322 -203 �``�n O•�VEl1'S' ./�110 E-K 36 No.86367 90 STATE OF �wo�FSIDPN,,�°°� ,a6 AtLt�,,� FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 •'WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing, Refer to and follow the latest edition of BCSI (Building Component Safety Information, bV TPI an r� SBCA) foi $a�ety practices prior to performing these (unctions. Installers shall provide temporary. _ hracin9 per SCSI: Unless noted oytherwise,top chord shall have pro�erly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for armament lateral restr int of webs shall have bracin ins ailed per BCSI sections B3, B7 or tl10 as applicalfe. App�y?. atBs to each face. opiruss and position as shown above and on the Join Details, unless noted otherwise. Refer to' drawings 160A-Z for stantlard plate positions. ALPINE Alpine, a division of ITW Buildh Components Gr�u� Inc.. she not be res❑onsible for any deviation from this drpwing,an fa!lure to build the v„m lcuss in conformance with ANSllf9'PI 1, or for ham li shippin m tallati6n and bracing of trussesA seal on this tlrawir� gr cover pa e, , isting this drawin� Indicates acceptance of prg%ssionalq engineering responsibilitytv solely for the desi n shov�n. The suifability 13723 Riverpon Drive and use of this cawing for any structure is the responsibility of the Building Designer peIANSI/TPI 1 Sec.2. Suite 20D For more inlormation see this'ob's eneral notes a eantl these web riles: ALPINE viwwal ineiM1v.com; TPI: www.t instor ;SBCA: wwwsbcintlest com;ICC: www.iccsafe org Maryland Heights, MO 6304 Job Number: N334501 Ply: 1 SEON: 7613 / T5 / HIPS Cust: R8975 JRe(: 1 WW589750053 ,7A5,182EC,E ,02G.RH01/1828/CALI/4EBB ELEV.QE Oty: 1 FROM: RWM DmNo: 167,20.1454.21331 Truss Label: A10 FV / WHK O6/15/2020 28'8" 33'10"12 39'8" 4 5'2" 12 8' 9'8" + 52"12 5'9"4 ,5X5 =5Ei35 =5X5 D F 12 T 6 a2X4 W T C i2 ro -O G N W3 in m B 1s1 A H =4X6(A2) �5X5 =5X8 =--5X5 =4X6(A2) 39'8" 10' 9'10" 10 1� 10' 19'10" NN 39'g" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,P( in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7.10 Pg: NA Ct NA CAT: NA PP Deflection in Ioc L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0,213 E 999 360 B 1556 / 718 1940 / - 1264 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.584 E 999 240 H 1556 /718 /940 /- /- /8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - Wind reactions based on MWFRS Des Ltl: 37.00 EXP: C HORZ(TL): 0.127 J - - Mean Height: 15.00 itNCBCLL: B Min Brg Width Req = 1.8 10.00 Code / Misc Criteria Creep Factor: 2.0 TCDL: psf H Min Brg Width Root = 1.8 Soffit: 0.00 Bldg Code: FBC 61h ad 201 Max TO CSI: 0.870 5.0 BCDL: 5.0 psf Bearings B & H are a rigid 9 g surface Load Duration; 1.25 MWFRS Parallel Dist: h/2 to h TPI Bid: 2014 Max BC CSI: 0.865 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.969 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 it FT/RT:20(0)/l 0(0) Maximum Top Chord Forces Per Ply (Ibs) Gbon: 1Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B-C 1669-2804 E-F 1721 -2693 Value Set: 13B (Effective 6/1/2013) C - D 1547 - 2533 F - G 1552 -2539D - E 1783 -Z773 G - H 1663 -2797 Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE: Bot Chord 2x4 SP #1 Webs 2x4 SP 43:W3, W5 2x4 SP #2 N: Maximum But Chord Forces Per Ply (Ibs) Chords Cor Chords Tens. Comp. Lumber value set "13B" uses design values approved 1/30/2013 by ALSO B - L 2448 -1362 K - J 2163 -1134 L - K 2147 -1091 J- H 2440 -1384 Wind Wind loads based on MWFRS with additional C&C member design. 1f fff flif/fl/ Maximum Web Forces Per Ply (Ibs) `ijill Webs Tens.Comp. Webs Tens. Camp. �'�®'old rt F-J 466 -151 ;`�NC NS �. F °. E-K 419 -562 . s ® No.86367 ® s ° -�b e4 STATE OF o 4k/�S °W �n X11 0 CORiDP 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, handlin shipping, installing and bracing. Refer to and fellow the latest edition of Component Safety Information, b TPI and SBCA) for safety to these functions. BCSI (Building practices prior performing Installers shall provide temporary bracing per BCSI.. Unless noted 0, herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly altach ri Id cellln . Locations shown forfpermaneat lateral restraint of webs shall have bracinfq installed pgr BCSI sections 83, B7 or o10, ld as app is as ape Is plates to face, o truss an position as shown above and on the Joln Details, un ess noted otherwise. Refer to lac 160. ZApip fbr 160A-Z for standard plate positions. ALPINE Alpinq, a division of ITW BuI'ISjy,.omponents G y lg shall not be responsible for any deviation from this drpwing,apV failure to build the µ,,,,me,,,,,,. truss m conformance wnh AI I Ig Pl 1, or for he dlirfq, snippinq,installation and bracing of irussesA seal on this drawnfg or cover pa a listing this drawin� indica�es acceptance o�pro1asslonal engineerin4 responsibility solely for the desi nshown. antl use of this iawing or any structure is the responsibility of the nuiltling Desig ANSIlTPI1 Sec.2. 13723 Rive on Dme The suifability rP Suite 200 er per For more inbrmation see ihis'ob's eneral notes a eantl these web sites ALPINEi www.al ineitw.com TPP www.l imter ;SBCA: wwwsbcindust com;ICC: wweiicuate on Maryland Heights, MO 6304 Job Number: N334501 Ply:-1 SEON: 7614 / T4 / HIPS Cust: R8975 JRef: IWW589750053 ,7A5,182EC,E,02G,RH01/1828/CALIMEBB ELEV.C,E Oty: 1 FROM: RWM DmNo: 167.20.1454.21003 Tmss Label: Al2 FV / WHK 06/15/2020 9' 17' 1 228" 30'8" i 39'8" 9' I + , 8' 5'8" 8' 91 �5C5 =5X5 =4ET3 4 =5X5 i2 D F 6 T 2 `-" 0 (a) W (a) n v TB W5 in G I" A H 37 =4X6(A2) =-6X6 =6X6 �6X6=4X6(A2) 1 39'8" FT+ 10' 9'10" 9'10" 10, 10' 19'10" 29'8" 39'8" Loading Criteria (ps0 Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Cc: NA VERT(LL): 0.251 J 999 360 B 1556 /720 /921 /- 1223 /8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(rL): 0.687 J 999 240 G 1556 /720 1921 /- /- /8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - Wind reactions based on MWFRS Des Ld: 37.00 EXP:C HORZ(rL): 0.150 I - - B Min Brg Width Req = 1.8 NCBCLL: 10.00 Mean Height: 15.00 0 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 1.8 Soffit. 0.00 BCDL: 5.0 p s rigid Bldg Code: FBC 6th ed 201 Max TC CSI: 0.939 Bearings B & G are a g id surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.897 Bearings B & G require a seat plate. Spacing: 24.0" C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0,306 Members not listed have forces less than 3754 Loc. from endwall: not in 9.00 it FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpr 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B-C 1595 E-F 15-2478 C - D 1608608 - 2478 478 F - G 159595 - 2704 Value Set: 13B (Effective 6/1/2013) D - E 20D7 -3233 Top chord 2x4 SP 91 :T2, T3 2x4 SP #2 N: Sot chord 2x4 SP #1 Webs 2x4 SP #3:W2, W5 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Lumber value set "l38" uses design values approved 1/30/2013 by ALSC B - K 2330 -1246 J - 1 3176 -1733 K - J 3174 -1732 I - G 2329 -1275 Bracing (a) 1X4 #3SRB or better continuous lateral restraint }} (((}�If Maximum Web Forces Per Ply (Ibs) ils(011311x2 spaced. 8d Box or Gun me }i}) �}�,",1 ebs Tens.Comp. Webs Tens. nato min.). Rest aint material to be �'♦♦ C supplied and attached at both ends to a suitable support by erection contractor. `� Qo r . 313 E -834 , A:m 0•\GENsLO.#��♦♦♦i K-D 527 I-F 718 �'N -832 -314 (a) or scab reinforcement may be used in lieu of CLR + 4 L `' restraint substitute (1) stab for (1) CLR and (2) 0 No, 86367 scabs for (2) CLR'S where shown. Scab o reinforcement to be same size, species, grade, and 0 0 80 % length of web member. Attach with 0.128x3" gun a nails @ 6" oc, n Wind STATE OF�9 a f� 6 Windloads based on MWFRS with additional C&C member design. member �4Ni °��� oe 44 A d ♦d � ♦ � # �R I�re�`+ .�♦��S,�N(A1 1E1e FL REG# 278, Yoonhwak Kim, FL PE #86367 06/152020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS russes require extreme care in fabricating, handlingshipping, Component Safety Information, b TPlan n installing and bracing., Refer to and follow the latest edition of BCSI (Building SBCA) fety practices prior to performing these functions. Installers shall provide tempos bracing per BCSI. Unless ngtetl oytherwise,top chord shall have prop. erly attached structural sheathin and bottom chord shall have a pro erlriy attach 0 ri id c Ilin Locations shown for ermanent lateral restraint of webs shall ham bradri9 installed p r BCSI s ctions B3. B7 or �10 as appeflcati e. eApplgy laces to each face of truss and position as shown above and on the Join Details, ungess note otherwise. Refer to' drawings 160A-Z for s�andard plate positions. ALPINE Alpine, a division of ITVJ B ildn Components Grouo Inc., shall not be responsible for any deviation from this drawin a failure to build the ress In wnfgrmance with XNSIIIIiPI 1, or for handli g, shlppmtq, installation and bracing of trussesA seal on this drBab/ri� or cover Pape hells. listin this rawinq Indies acceD�ance of nro7esslona and use this nrawingfor is the en ineerin4 res onslbili(tvv sole)V for the tlesi n sho n. The sui ability 73723 Riveryort Drive vANSI/TPI1 Suite 200 of any structure responsibility of theeuilding Desigrfer pe Sec.2. For more information see Ois job's general notes page and these web sites: ALPINE: cow«.al ineitw.wm; TPI: xww.t instor ;SBCA: www.sbcindas xom; ]CC: � .i caoteong Maryland Heights, MO 6304 Job Number. N334501 Ply: i SEON: 7616 / T2 / SPEC Cust: R8975 JRef: iWW589750053 ,7A5,182EC,E,02G,RH01/1828/CALI/4EBB ELEV.C,E Oty: 1 FROM: RWM DmNo: 167.20.1454.21332 Truss Label: At FV / WHK 06/152020 5'74 10'8" 1 '3"15 16'0"1 23'7"15 29'7"15 39'8" 5'7"4 { 5'0"12 5 4'8"2 { 77,14 '{ 6• { 10'0"1 '1 =5X5 5X5 =4X4 =5X5 =5X5 DE F G H 2 6 � '�2X4 T T C ry N O T5 - v � B T T 39A JT =4X6(A2) =SS1017 =5X5 = X10�3X6(Al) 3B'6" �T+ 10' 910" 10, 9AK +1'� { I + 10' 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 L 999 360 B 1556 /716 /933 /- /257 /8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.625 L 999 240 1 1556 1718 / 930 / - /- / 8.0 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.076 K - Wind reactions based on MWFRS Des Ltl: 37.00 F�P:C HORZ(TL): 0.142 K - - B Min Bag Width Req = 1.8 Mean Height: 15.00 it1 Min B Width Re 1.8 NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 r9 q = TCDL: 4.2 psf s Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6ih ed 201 Max TC CSI: 0.820 Bearings B & I are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.866 Bearings B & I require a seat plate. Spacing: 24.0" C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.811 Members not listed have forces less than 3750 Loc. from endwall: not in 4.50 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, 188S VIEW Ver: 17.02.02A.1213.21 Lumber B-C 1690 F-G 1529 -2878 552-2521 305 C - D 1443 -2214 G - H 1548 - 2649 Value Set: 130 (Effective 611/2013) D - E 1443 -2214 H - I 1548 -2649 Top Chord 2X4 SP #2 N :T5 2x4 SP 24001-2.0E: E - F 1486 -2258 Bot chord 2x4 SP #1 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Lumber value set "l3B" uses design values Chords Tens.Comp. Chords Tens. Comp. approved 1/30/2013 by ALSC B - M 2452 -1376 L - K 2605 -1515 Wind M-L 2814-1517 K-I 2266 -1220 Wind loads based on MWFRS with additional C&C t1�� f/I/ (/// member design. `,1\) 1� Maximum Web Forces Per Ply (Ibs) , , &AH Ak�,.,,� Webs Tens.Comp. Webs Tens. Comp. `�% � 1699 ���vi� Oy\CiENs'�ee7 M-E 597 -1872 K-H 693 -314 M-F 499 -742 o No. 86367 1 4 Al lei o �A� e r STATE OF ° z,, '•-,°IFS ;<oR,o,�;r������ NIA; ,�1, FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building Component Safety Information, b TPI SBCA) and for safety practices prior to pedorming these functions. Installers shall provide temporary bracing er BCSI. Unless noted o�herwise,top chord shall have pro erly attached structural sheathingg and bottom chord shall have a pro perly attache.TrL ceilin . Locations shown for ermane t lateral restrxint bf webs shall hav b qln In and per BCSI 63, 67 or 610, Fictions as appllca e. App�Y laces to each face. of truss an a position as shown above and on tt e oln(gDetails, unless note otherwise. Refer to drawings 160A-Z for a andard plate positions. ALPINE At ine, a division of ITW Build'n Components Gr u Ina., shall npt be res onslble for any deviation from this drawl ap failure to build the mmvmMoun hTs's In conformance with ANSIIIgI-PI 1, or for hanoIir� snlppin bracing trusses k this ,Installation antl of seal on rrra'wi g or cover pa e, , 13723 Rive od Drive listing this drawin indicates acceptance of pro essiona anglneerin responsibility sole forthe desi nshown. The suifability Riverport use of this gnawing for any s�ructure is [he responsibility of the Building Desigrier pe�ANSUTPI I S'�ec.2. Suite 200 For more information see this job's general notes page and these web sites: ALPINE: w al ineitw.com: TPI' www.t instor :SBCA: www.sbcindust .core; ICC: www.imsafa.or Maryland Heights, MO 6304 Job Number. N334501 Ply: 1 SEQN: 7636 / T20 /COMN Cust: R8975 JRef: IWW589750053 ,7A5,182EC,E ,02G,RHOI/1828/CAUAEBB ELEV.C,E Qty: 1 FROM: RWM DmNo: 167.20.1454.21143 Truss Label: A13 FV / WHK 06/15/2020 5'7"4 10'8" 13'3"15 217'15 317'15 39'8" 5'7"4 5'0"12 2'7"1 8'4" 10' 8'0"1 D T 12 E T3 =H0510 T4 =6X6 T G 6 �2X4 T G N rn e B H I1 -ri A I 1 3X6(A7) B1 _3X8 L K J-3X6(Al) 20'8" 5'8, 13'4" —� 1' 10'8" 5.4'. T10" T10" 8' 1' F + 10'8" 16. + 23'10" f 31'6" + 39'8" Loading Criteria (ps0 Wind Criteria Snow Criteria (Pg,Pf in PSF) Deti/CSI Criteria ♦ Maximum Reactions (Ibs), or •=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Cb NA CAT: NA PP Deflection in too L/de8 L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0.043 M 999 360 B 840 1395 / 549 ! - / 257 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.128 M 999 240 N• 315 1141 1160 /- /- / 68.0 BCDL: 10.00 Risk Category: ll Snow Duration: NA HORZ(LL): 0.015 J - - H 585 1240 1435 /- /- 18.0 Des Ld: 37.00 EXP: C HORZ(TL): 0.028 J - - Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height: 15.00 it Code / Misc Criteria Creep Factor. 2.0 B Min Big Width Raft= 1.5 TCDL: .psf Soffit: 0.00 BCDL: 5.0 sf P r WidthRe Bldg Code: FBC Stiffed 201 Max TC CSI: 0.957 N Min B9 q = - Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 H Min Big Width Req = 1.5 Max BC CSI: 0.546 Bearings B, N. & H are a rigid surface. TPI StdFa Spacing: Spacing: 24.0" C&C Dist a: It ors Rep Factors Used: Yes Max Web CSI: 0.546 Bearings B, N, & H require a seal plate. dwa Loc. from endwall: not in 4.50 it FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE, HS VIEW Ver: 17.02.02A.1213.21j Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Value Set: 13B(Effective 6/1/2013) B-C 844-1265 E-F 541 -628 Top chord 2x4 SP#2 N:T32x4 SP#1: C-D 676 -932 F-G 648 -274 :T4 2x4 SP 24001-2.0E: D - E 709 -911 G - H 258 -611 Bot chord 2x4 SP #2 N :137 2x4 SP #1: Webs 2x4 SP #3:W7 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Lumber value set "138" uses design values Chords Tens.Comp. Chords Tens. Comp. approved 1/30/2013 by ALSO B-M 1088 -604 K-J 924 -159 Bracing M-L 931 -462 J-H 455 -78 t )be quallyR paced. Attachor better(inuous with (2)lateralrestraint Box or Gun tiNAk �1f°°i Maximum Web Forces Per Ply nails(0.113"x2.5",min.). Restraint material to be `y�%t1'I (Ibs) • o • • �I�/j° supplied and attached both to • p• A Webs Tens.Comp. Webs Tens. Comp. QOC NV� ends a suitable ♦ V ' T V •.♦ �CIr a-' tr support by erection contractor. ; • �r • i D-M 619 -431 F-K 876 -1254 (a) orscab reinforcementmay, beused in lieu of CLR " o No. s i E-L 354 -564 K-G 655 -1043 86367 restraint. substitute (1) scab for (1) CLR and (2) w` • a L - F 903 .493 scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and a 80 % length of web member. Attach with 0.128x3" gun = a nails @6"oc' ape STATE OF il Plating Notes All plates are 5X5 except as noted. ,.�p��`S ;� fl R Wind '400 Wind loads based on MWFRS with additional C&C IA� `�N member design. FL REG# 278, Yoonhwak Kim, FL PE #86367 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 fabricatin , handling shipping, Component � installing and bracing.. Refer to and follow the latest edition of BCSI (Building Safety Information, byv TPI an SBCA) for sa�ety practices prior to performing these functions. Installers shall provide tempos bmcingper BCSI., Unless noted olherwise,top chord shall have properly attached a wctural shilathn� and bottom chord shall have a properly attache n Id ceilm . Locations shown (or ermanenl lateral laters restraint of webs shall have Braun ins alled per BCSI s etions B3, B7 or B10, as appllcabb e. Appy to each face. opiruss and position drawings 16OA-Z for a andard plate positions. as shown above and on the Joinl9Detalls, unless note otherwise. Refer to ALPINE d Alpine, a division of ITW Buildinuu Components Gr�up Ina, shall not be responsible for any�laviation from this hrawrro,rg failure to build the µ,my. tr ss m conformance with ANSI PI 1, or for ban lin s Ippm , mstallab n and bracing o lrussesA SSeal on t Is r 'wi or cover page listing this �Irawino indicates acceptance of �ro�'esslonal engineering responslbiliri sole lyV for the design shovin. The suitability 13723 Rive ort Drive and use o this iawing for any s acceptance is he responsibility the Building Desigrn(er 1 Sec.2. Suite 200 of perANSI/TPI For more information see thisjob's general notes page and these web sites: ALPINE: www.al ineibvcom; TPI- www.t inster ;SBCA: www.sbcindus com; ICC: w Jcoaafiaog Maryland Heights, MO 6304 Job Number: N334501 Ply: 2 SEON: 1017721 T12 /HIPS Cust:R8975 JRef: IWW589760053 ,7A5 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Oty: 1 FROM: JRH DrivNo: 167.20.1454.20816 Truss Label: A14G FV / WHK 06/15/2020 —x 2 Complete Trusses Required T 10, S'8" 10, T —6C6 —8p8 =-8X8 =6X6 12 T2 T3 T4 F T 6� m T o m B G a s�A H I 4X6(At) =8X8 -8X8 =8X8=4X6(A7) 1 39,8" 10, 10' 19'10" 2" 39'8" 9'8 Loading Criteria (ps0 Wind Criteria Snow Criteria (Pg,Pf in PSF) De0/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT:NA PP Deflection in loc Udell L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0.295 J 999 360 B 3135 / 1427 1- 1- l - / 8.0 BCLL: 0.00 Enclosure: Closed ILL: NA Cs: NA VERT(I-Q: 0.816 J 850 240 G 3136 11428 /- /- /- / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - Wind reactions based on MWFRS Des Ld: 37.00 EXP:C HORZ(TL): 0.121 I - - B Min Brg Width Req = 1.8 it Height: 15.00 NCBCLL: 0.00 G Min Br Width Re 1.8 Code / Misc Criteria Creep Factor. 2.0 9 q = TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 p sf Bearings B 8 G are a rigid surface. Bldg Code: FBC 6th ad 201 Max TC CSI: 0.676 9 9 Load Duration: 1,25 MWFRS Parallel Dist: to h/2 TPI Sid 2014 Max BC CSI: 0.507 Bearings B 8 G require a seat plate. Spacing: 24.0" C&C Dist a: 3.97 it Rep Factors Used: No Max Web CSI: 0.760 Members not listed have forces less than 3754 Loc. from endwall: NA FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B-C 1424-3094 E-F 1534 -3602 C - D 1533 -3601 F - G 1425 - 3094 Value Set: 13B (Effective 6/112013) D - E 2128 -4831 Top chord 2x4 SP #2 N :T2, T4 2x6 SP SS: :T3 2x6 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Bot chord 2x6 SP SS Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 SP #3 Lumber value set "13B" uses design values B - K 2752 -1257 J -1 4769 -2187 approved 1/30/2013 by ALSC K - J 4768 -2187 I - G 2753 -1258 Nailnote uTens.Comp.esP (1b Nail Chord: leRow @12.00'I o.c. 1"1 V✓�rlrrf�., Webs bs Tens. Comp. O�tJ(WAIr a A. `�\A�``" Bot Chord:1 Row @12.00"o.c. �t���••'CENS••�A_'j° C-K 1287 -417 E-1 727 -1297 Webs :1 Row @ 4"o.c. V •,,��lJ �� K-D 727 -1298 I-F 1287 -417 Use equal spacing between rows and stagger nails q,•. •e in each row to avoid splitting. No, 86367 d Loading o • • 3 0 #1 hip supports 7-0-0 jacks with no webs. % • � :^ Wind e STATE OF 441 Wind loads and reactions based on MWFRS. v Q ee F K -N • °°OOi 0RI�Pe` F' 410I�D /0NlA,1�,, FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT•• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricatin , handling9 shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety � Information, b TPI an SBCA) for safety bracing er BCSI.. Unless noted o) Envise,lop chord shall practices prior to performing these functions. Installers shall provide tempos have properly attached structural sheathingg and bottom chord shall have a properly attache rigid cellm Locations shown for ermanent lateral restraint of webs shall have bracm Inst@Iled per BCSI s coons 83, B7 or B10 as applicable. Appy lales to each face. otptruss and position as shown above and on the Join Details, unless note otherwise. Refer to'^ram standard drawings 160A-Z for plate positions. 1.� ALPINE VN Aline, a division o(ITW Buildin Components Grppp In shall not be responsible for any deviation from this drawing,an failure to build the tr ss In conformance wil ANSI PI 1, or for han Ilnq, s ipp!n)q, Installatl n and bracing of trussBsA seal on this drawl g or cover page listing this drawing,in testes acceptance of Ptro esslona engineerin responsibility sulel for the design shown. The suiCabllity 73723 Rive oM1 Drive this for is the Building Suite 200 and use of awing any sucture responsibility of the Desig%er pe�ANSVTPI 1 Sec.2. For more information see this aYs general notes page and these we5 sites: ALPINE: wvw.al ineitw.com' TPI: wvw.tpiru or �sgc www.slecindvs .comICC: wmacuareorg Maryland Heights, MO 6304 Job Number: N334501 Ply:1 SEQN: 7618/ T19 / COMN Cust: R8975 JRef: 1WW589750053 ,7A5,182EC,E,02G ,RH01/1828/CALI/4EBB ELEV.C,E Qly: 1 FROM: RWM OmNo: 167.20.1454.20925 Truss Label: A15 FV / WHK 06/152020 5'T'4 10'8" 15'3"15 23'3"15 31'8"1 32,'8" 39'8" i 5'7"4 f• 5'0"12 } 4'T'15 + 8' 8'4"2 11.1� 5 7' { -5X5 D 2 6 ea 2X4 T �5X10(SRS) a5 E14 -H0510 H T C T3 T4 G TT m B I IM Ie s�A J111 3%6(A7) =5X8 =5X5 -4X6 =4X4L =5X5 =3X6(A1) 111 21' 5' 13'8" i 5 5 58 8 8' -} } } 16' 21' 26' 31'e" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in P6F) DeB/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT:NA PP Deflection in loc Udeg U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.038 0 999 360 B 745 / 341 / 498 /- 1277 18.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.117 O 999 240 M 1429 / 650 / 723 / - /- / 8.0 BCDL: 10.00 Risk CategoryII Snow Duration: NA HORZ(LL): 0.017 K - L 629 1223 / 242 / - !- 18.0 Des Ld: 37.00 EXP:C HOF2Z(TL): 0.031 K - - I 534 /244 /399 /- /- /8.0 NCBCLL: 10.00 Mean Height: 15.00 it Code I Misc Criteria Creep Factor. 2.0 Wind reactions based on MWFRS Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 psf Bldg Code: FBC 6th ad 201 Max TC CSI: 0.796 B Min Brg Width Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 M Min Big Width Req = 2.0 TPI Std: 2014 Max BC CSI: 0.774 L Min Big Width Req = 1.5 Spacing: 24.0" C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.703 I Min Brg Width Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/10(0) Bearings B, M, L, & I are a rigid surface. GCpi: 0.18 Plate Type(s): Bearings B, M. L, & I require a seat plate. Wind Duration: 1.60 WAVE, HS VIEW Ver: 17.02.02A.1213.21 Lumber Members not listed have forces less than 375# Value Set: 138 (Effective 6/1/2013) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Top chord 2x4 SP #2 N :T3, T4 2x4 SP #1: Bot chord 2x4 SP#2N B-C 1173-1100 E-F Sao -686 Webs 2x4 SP#3 C-D 1078 -901 G-H 703 -618 Lumber value set"13B" uses design values D-E 886 -674 H-I 605 -SR approved 1/30/2013 by ALSC Bracing Maximum Bot Chord Forces Per Ply (Ibs) or ter lateral obeGun Chords Tens.Comp. Chords Tens. Comp. tostraint Attach x or be2.5 with mat a). 10 Ll- 530 m'IdRB toinuous Restraint material l ,,e����I1WAk ,i// O - N 5 0 -428 K -366 Q / supplied and attached at both ends to a suitable by • a // N - M 598 -426 K- I 451 -354 'l ij support erection contractor. �e� • 4�pENSFo•� a or scab reinforcement may be used in lieu of CLR restraint. f i o : ° °0 a Maximum Web Forces Per Ply (Ibs) substitute 1 scab r 1 CLR and 2 () () () r • No, 56367 • Webs Tens.Comp. Webs Tens. Comp. scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and � • . e 1 c Z_ C - O 468 -291 M - F 773 -732 80% length of web member. Attach with 0.128x3" gun i • �y�� ° O - D 489 -432 L - G 886 -898 nails @6"oc. a o ir- E-M 1630-1574 Wind p ° STATE OF r • 'rjO'� Wind loads based on MWFRS with additional C&C member design. ° • C OR IDP0%," /• • •a.14"A11� FL REG# 278, Yoonhwak Kim, FL PE #86367 06/152020 -WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! -IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme rare in fabdcatin , handling shipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building Component Safety Information, b TPlan � SBCA) r safety practices prior to performing these functions. Installers shall provide tempos 1mise,top bracing er BCSI., Unless noted oyt chord shall have proper)yy attached structural sheathin and bottom chord shall have a properyrly attachexri id ceilln Locations shown for�ermanent lateral restraint of webs shall hav brawn9 msi611ed p r SCSI s cbons 63, B7 or B10. as applicable. Apply laces to eac face,o truss and position as shown above and on it a Jomt Details, ungess nole�otherwisse, kefer to drawings 160A-Z for standard plate positions. ALPINE a division of Build�nq�Components Group In, . shall not be resolonsii [a for any deviation from this drawingk ap� failure to build the u,mvraueure trNs i with tr ss to conformance with AN I/TPI 1, or for handlin s ippin , installatl n an bracing o trussesA seal on this dr wi g or cover pa e, , 13723 Rive art Drive listing this drawing Indicates acceptance of prooessional engineerin responsibility sole) forthe des i n shown. The putabilityRiverport use of this drawing for is LI.e the guiding Designer t Sec.2. Suite 200 any structure responsibility of perANSVTPI For more informalionsee this'ob's glenerzl notes page and these web sites: ALPINE: www.al ineilw.com:TPI: www.t inst.or :SBCA: w .sbcindust .com;ICC: w Accsafeam Maryland Heights, MO 6304 Job Number: N334501 Ply: 1 SEQN: 7619 / T18 / SPEC Cusl: R8975 JRef: 1 W W589750053 ,7A5,182EC,E,02G ,RH01/1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: RWM DrvNo: 167.20.1454.21689 Truss Label: A16 FV / WHK 06/1512020 I�25'3"15 '9"15 5'7"4 10'8" f' 17'3"15 19'3"7521'3°15 23'6" 27'3"15 29'8° 32'8".I 39'8" 57"4 5'0"12 67.15 2' + 2' T 2.2"1{ F 2' + 2'11"15 7' =5X5 D 12 Z T 6 � —5L5 T m C a6E F G —8H8 I J e5X10KSR8) T ,e m o_ B ZA9 AE M I�� t 72 A N I 1-1 Y X W V U T S R O P O =3%6(A1) =5X5 =5X5 =4X4 1112X4(' =5X5=3%fi(Ai) =4%4 27 5 138"� 1'3"15 F 1'8"1 2' } 2' �1'3�"15 ) 2'1"1) 2,2„1 8' ifi' 1T "152, 21'[1 3'3'7525'3'I78�5,1' 27'3"7531S 93�15 21'3"15 28' Loading Criteria (ps0 Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in Iec Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(I-Q: 0.037 Y 999 360 B 774 1354 / 508 /- / 317 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT( Q: 0.112 Y 999 240 U 1323 /588 /635 /- /- 18.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(L.L): 0.016 0 - - R 711 / 237 1257 /- /- 18.0 Des Ltl: 37.00 EP:C HORZ(TL): 0.030 O - - M 531 / 246 1381 /- /- 18.0 Mean Height: 15.00 R Code / Misc Criteria Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 P TCDL: 4.2 psf B Min B Width Re 1.5 Soffit: 0.00 Bldg Code: FBC 6Ih ed 201 Max TC CSI: 0.931 r9 q = BCDL: 5.0 psf U Min Erg Width Req = 1.8 Spacing: Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Re Fa ors Max BC CSI: 0.571 R Min Brg Width Req = 1.5 Spacing: 24.0" C&C Dist a: 3,97 fl Rep Factors Used: Yes Max Web CSI: 0.571 M Min Big Width Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/10(0) Bearings B, U, R, & M are a rigid surface. GCpi: 0.18 Plate Type(s): Bearings B, U, R, & M require a seat plate. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber Members not listed have forces less than 375# Value Set: 138 (Effective 6/112013) Maximum Top Chord Forces Per Ply (Ibs) Top chord 2x4 SP #2 N Chords Tens.Comp. Chords Tens. Comp. Bot chord 2x4 SP#2N B-C 1167-1151 F-G 823 -821 Webs 2x4 SP #3 C - D 1095 -960 G - H 834 -831 Lumber value set "1313" uses design values D - E 849 -722 K - L 728 -548 approved 1/30/2013 by ALSC E - F 823 -821 L - M 667 -571 Plating Notes Maximum Bot Chord Forces Per Ply (Ibs) All plates are 2X4 except as noted. Chords Tens.Comp. Chords Tens. Comp. scaled plate plotdeailuire s for special positioning to ,�0A,1 JINJ �)�p��g.Y 978 -866 T-S 662 -551 requirements. �� V • • e • • • • � i� Y - X 627 -443 S - R 661 -551 O ^� o GEIV ♦ ��e X-W 462 -353 R-Q 424 -375 Wind ,��� •9 �\ SF �• �i` W-V 462 -353 Q-P 424 -375 Wind loads based on MWFRS with additional C&C • • 5 V-U 462 -353 P-0 424 -377 member design. a • No. 86367 • U-T 663 -550 O-M 445 -407 OC (or as d brace chord aboding a/below filteratn or • � �° • Maximum Web Forces Per PI Ibs (or ct designed) including a latent brace on chord • • y (Ibs) directly above/ below both ends of filler � "Q • • � � Webs Tens.Comp. Webs Tens. Comp. (if no rigid diaphragm exists at that point) o STATE OF a .n 4% C-Y 407 -257 U-AB 548 -605 �r0 •• P-a- �N YD 453 -347 AB-H 472 -522 '���� • ®� Q R - lOa • 4�- Z 1577 -1447 R -AE 959 -847 S • • • Z-U 1691 -1466 AE-K 943 .826 ON AL FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 ALPINE any 13723 Riveryon Drive Suite Suite 200 Maryland Heights, MO 63043, Job Number: N334501 Ply: 1 SEON: 7620 / T3 / GABL Cust: R8975 JRef. IWW589750053 ,7A5,182EC,E,02G,RH01/1828/CALI/4EBB ELEV.C,E Oty: 1 FROM:HMT DmNo: 167.20.1454.20644 Truss Label: B1GE FV / WHK 06/15/2020 4'8" -1 2, ----q (TYP) =4F4 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: 15.00It 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 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at .1.00 to 96 plf at 22.33 BC: From 20 plf at 0.00 to 20 plf at 21.33 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C memberdesign. Additional Notes See DWGS A16015ENC101014 & GBLLETIN1014 for gable wind bracing and other requirements. "IMPORTANT" 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 Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE as 21'4" MEN Defl/CSI Criteria PP Deflection in Joe Udell U# VERT(LL): 0.005 R 999 360 VERT(rL): 0.017 R 999 240 HORZ(LL): 0.004 L - - HORZ(TL): 0.006 R - - Creep Factor: 2.0 Max TC CSI: 0.323 Max BC CSI: 0.211 Max Web CSI: 0.092 VIEW Ver: 17.02.02A.1213.21 ♦ Maximum Reactions (lbs), or'=PLF Loc R /U /Rw /Rh /RL /W B' 125 / 48 139 /- / 11 / 256 Wind reactions based on MWFRS B Min Brg Width Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# \ I1111N111111/ OWAlr tr . \ •e• en it I a No, 66367 e n 1 p e l o STATE OFV a AL 114IJ FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 on ALPINE .W IIV/[pW.1NY Q6 Job Number: N334501 Ply: 1 SEON: 7621 / T1 / GABL Cust: R8975 JRef. 1VWd589750053 ,7A5,182EC,E,02G,RH01/1028/CALI/4EBB ELEV.C,E Qty. 1 FROM:RWM DwNo: 167.20.1454.20629 Truss Label: CIGE I I FV / WHK 06/152020 F 1, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP' C NCBCLL: 10.00 Mean Height: 15.00it TCDL: 4.2 psf Soffit 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc.. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Special Loads ------(Lumber Dur.Fac=1.25 / Plate Dur.Fac=1.25) TC: From 96 plf at .1.00 to 96 plf at 15.00 BC: From 20 plf at 0.00 to 20 plf at 14.00 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGSA16015ENC101014 & GBLLETIN1014 for gable wind bracing and other requirements. a 7' 7' 5. i— 2 _i (TYP) =04 D 14' 14' 14' Snow Criterta(Pg,Pfin PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell L/# PE NA Ce: NA VERT(LL): 0.007 J 999 360 Lu: NA Cs: NA VERT(TL): 0.021 J 999 240 Snow Duration: NA HORZ(LL):-0.004 H - - HORZ(fL): 0.009 H - - Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC Sin ad 201 Max TC CSI: 0.392 TPI Sid: 2014 Max BC CSI: 0.256 Rep Factors Used: Yes Max Web CSI: 0.135 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver. 17.02.02A.1213.21 as ' ON dW. kflop�P ® No.86367 0 . c 0 ATE OF�,4r� i A Maximum Reactions (lbs), or•=PLF Loc R I /Rw /Rh /RL /W B' 129 150 140 / - 112 / 168 Wind reactions based on MWFRS B Min Brg Width Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. Gables Tens. Comp. C - J 461 -403 H - E 461 -403 we'�. FS . to R10P I;b C Willi FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 ALPINE any AN nVI rONNNY 13723 Riverpon Drive Suite 200 4A SEON: 1017781 COMN Ply: 1 1 Job Number. N334501 CusCR8975 JRef1VVW589750053T13 / FROM: JRH Oty: 1 ,7A5,182EC,E,02G ,RH01/1828/CALI/4EBB ELEV.C,E DmNo: 167.20.1454.24202 Truss Label: D1 I / YK 06/152020 T 10, �4X4 C 12 T N is B D A Ee., F t—v 2X4(At) 1112X4=2X4(A1) 10, 10' +1� Loading Criteria (psr) Wind Criteria Snow Criteria (i in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0,007 F 999 360 Lac R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.013 F 999 240 B 434 /_ /_ /287 /202 /134 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.003 F - D 434 /- /- /287 /202 /- FXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.006 F - - Wind reactions based on MWFRS Mean Height: 15.00 ft B Br Width = 8.0 Min Re 1.5 NCBCLL: 10.00 TCDL: 4.2 sf Code / Misc Criteria Creep Factor 2.0 9 0 = Soffit: 0.00 p Bldg Code: FBC 6th.ed 201 Max TC CSI: 0,250 D Brg Width = 8.0 Min Req = 1.5 BCDL 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to hl2 TPI 2 Max BC CSI: 0Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Spacing: 24.0" C&C Dist a: 3.00 ItFa Rep Fac: Noo Max Web CSI: 0,081 .081 Loc. from endwall: not in 4.50 itFT/RT:20(0)/10(0) Members not listed have forces less than 375# GCpi: 0.18 Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19 Lumber B-C 358 -494 C-D 359 -494 Value Set: 13B (Effective 6/112013) Maximum Sot 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-F 3% -183 F-D 396 -183 Lumber value set "138" uses design values approved 1/3012013 by ALSC Wind Wind loads based on MWFRS with additional CSC ` 00lil1l1111^/ member design. `�O-``.0 wn`I j '/oA Additional Notes q^`,,�1�Q `�E M9, as / �j• Refer to General Notes for additional information V 4 ,!/ � � o No.86367 's o° STATE OF �'•�� °°9°°°(ORI'o T® �M C •i (�q eR�O� e� °'eSIONAL E! ''/1111i11111110 FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlinc7, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporaryry bracing er BCSI. Unless noted otherwise,top chord shall have propery attached structural sheathin and bottom chord shall have a properl attache.Trinld ceilin Locations shown for ermane t lateral restraint of webs shall hav br onnq Ins�alled p r BCSI sections B3, B7 or Bey as drawings e. Applgy �rlates to each face otptruss ana position as shown above and on the.�olnCDetaIts, ungess notetl otherwise. Refer to ALPINE drawings 160A-2 fors andard plate positions. AI in@, a division of ITW Buildmu psTponents GrOpU Ig shall not be resoonsl le for any deviation from this drawlr�0 anv failure to build the u, mrmx.�ur. IlrtPss m conformance with ANSIlfPI 1, or for hantlllo snippin , mstallati6n an�bracin f trussesA seal on this tlrawlri or cover paq e, , 6750 Forum Drive Istlnq this drawing Indicates acceptance of pro�'esswnal engineering respons�b�llttyV solelyV for the tlesi4Gn shorn. The suiCabdtty antl Gse of this r7iawing for any structure is the responsibility of the building Desigr(or perANSIlTPI 1 Sec.2. Suite 305 :or mare information see Nis job's general notes page and these web sites: ALPINE www.alpineitw.mm; TPI: www.tpinstarg;SBCA:www.sbcindustry.com; ICC: www.iccsafe.arg Orlando FL, 32821 SEON: 101775/ COMN Ply: 1 Job Number: N334501 Cust: R8976 JRef:1vWv589750053T14 I FROM: JRH pry: 1 ,7A5 ,182EC.E ,02G,RH0I / 1828/CALIMEBB ELEV.C,E DrwNo: 167.20.1454.24357 Truss Label: D2 / YK 0611512020 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" �4X4 C 2 T 6� _I N in B D A E t—V 8 2X4(Al) 1112X4 =_2X4(A1) Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 it GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/l/2013) Top chord 2x4 SP #2 N Bot 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 Refer to General Notes for additional information 10, Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pt NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE AND FOLLOW ALL NOTES ON Deff/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): 0.007 F 999 360 VERT(CL): 0.013 F 999 240 HORZ(LL): 0.003 F - - HORZ(fL): 0.006 F - - Creep Factor: 2.0 Max TC CSI: 0.250 Max BC CSI: 0.264 Max Web CSI: 0.081 VIEW Ver: 18.02.01A.0205.19 A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- /- /287 /202 1134 D 434 /- /- /287 /202 /- Wind reactions based on MWFRS B Big Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 358 -494 C - D 359 -494 Maximum But Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. B-F 396 -183 F-D 395 -183 FL REG# 278, Yoonhwak Kim, FL PE #86367 06/152020 . INCLUDING THE INSTALLERS tljoY ALPINE the mMwxr a ability 6750 Forum Drive Suite 305 docsafeem Orlando FL, 32821 SEON: 101787/ HIPS Ply: 1 Job Number: N334501 Cust: R8975 JRef: 1VVW589750053T17 / FROM: JRH DIV 1 ,7A5 ,I 2EC,E,02G,RH01/1828/CALIMEBB ELEV.CE DiwNo: 167.20,1454.24217 Truss Label: 133G / YK 06/15/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCSCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" 10, =4X13 4X6 12 C D 6 T T B E A F 2X4(A1) 1112X4 II12X4 =2X4(A1) 1�\Nl- 3112 31,„12 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 138 (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC 10, 3'8"8 6'10"4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Cc: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE 12 ' 3'1" 10 Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.022 H 999 360 VERT(CL): 0.044 H 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.016 C - - Creep Factor: 2.0 Max TC CSI: 0.288 Max BC CSI: 0.379 Max Web CSI: 0.059 VIEW Ver: 18.02.01A.0205.19 A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 625 /- /- /- /312 /- E 625 /- /- A /312 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Members not listed have forces less than 3759 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 4% -963 D-E 456 -953 C - D 381 -842 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens, Comp. B - H 829 -384 G - E 829 -384 H-G 842 -381 Special Loads (Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25) TC: From 56 plf at -1.00 to 56 plf at 3.00 TC: From 28 plf at 3.00 to 28 plf at 7.00TC: From 56 BC: From 20 plf al 100 0.00 to 20 lf at 7.00 to 56 plf at lf at 13 03 S`y\�OQ e p/wOC �'. Ir//d���''' BC: From 10 plf at 3.03 to 10 plf at 6.97 �Q ®o �\VENs[. BC: From 20 plf at 6.97 to 20 plf at 10.00 C' TC: 129 lb Conc. Load at 3.03, 6.97 ® No. 66367 0 TC: 65 lb Conc. Load at 5.00 0 , 0 v a BC: 80 lb Conc. Load at 3.03, 6.97 BC: 52 lb Conc. Load at 5.00 0w Wind STATE OF�0 v Wind loads and reactions based on MWFRS. ®0 1� Q+ / Additional Notes ,ei �.A 00 �UR1 0���1® Refer to General Notes for additional information ��J s 0 0 • ®®• 9 ��/0(ALt�\1 FL REG# 278, Yoonhwak Kim, FL PE #86367 FOLLOW ALL INCLUDING THE INSTALLERS failure to build the orcover pa e n. The sui ability ALPINE m muvw 6750 Forum Drive Suite 305 Onando FL, 32821 SEON: 28501/ VAL Ply: 1 Job Number N334501 Cust R8975 JRef:iWW589750053T33 / FROM: RWM Oly: 1 ,7A5 ,182EC,E ,02G.RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 167.20.1454,24077 Truss Label: VB YK / WHK 06/15/2020 3'11 "8 3'11"8 12 =4X4 6 T 6� �+=4X4(D1) 1 A Loading Criteria (psf) Wind Criteria TOLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzti NA Mean Height: 15.00 ft NCSCLL: 10.00 TCDC 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 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bet chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSO Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information See DWG VAL160101014 for valley details. Valley truss connection to truss below shall be designed and furnished by others . 7'11" 7'11" 7'11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Cade: FBC 6th.ed TPI Std: 2014 Rep Fee: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in foe Udefl L/# VERT(LL): 0.028 999 360 VERT(CL): 0.051 999 240 HORZ(LL):-0.010 - - HORZ(TL):0.019 - - Creep Factor: 2.0 Max TC CSI: 0.312 Max BC CSI: 0.381 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 C \`I\11111WA 1111►11j��1 No.86367 a ° z ++ STATE OF�c4,�9 wo'� e*G o ORIO�� `�`q L °i°iFs+eee°o � '%N1A, 1�\\ FL REG# 278, 06/15/2020 D 141 ♦ Maximum Reactions (Ibs), or•=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D` 75 /- /- /34 /28 /8 Wind reactions based on MWFRS D Brg Width = 95.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 399 -366 B - C 399 .366 Yoonhwak Kim, FL PE #86367 ALPINE any µ�m-- 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 28502/ VAL I Ply: 1 Job umber: N334501 Cust:Re975 JRef:1WW5a9750053Ti6 / FROM: RWM Oty: 1 ,7A5 ,N182EC,E ,02G ,RH01 / 1828/CALII4EBB ELEV.C,E DrwNo: 167.20.1454.24045 Truss Label: V4 YK / WHK 06/15/2020 Loading Criteria (psi) TOLL: 20.00 TOOL 7.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" 111"8 3'11" 1'11"8 1'118 12 6 =4X4 B T-4X4(D1) =4X4(D1) A C =am 10'6"3 D Wind Criteria Wind Sid: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt NA Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 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 #2 N Bot chord 2x4 SP #2 N Lumber value set "l36" uses design values approved 1/30/2013 by ALSO Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General.Notes for additional information See DWG VAL160101014 for valley details. Valley truss connection to truss below shall be designed and furnished by others . FURNISH 3'11" —� 3'11" 3'11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration, NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Ptl Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.004 999 360 VERT(CL): 0.007 999 240 HORZ(LL):-0.001 - - HORZ(TL): 0.003 - - Creep Factor: 2.0 Max TC CSI: 0.070 Max BC CSI: 0.104 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (lbs), or `=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D' 75 /- /- /31 /22 /6 Wind reactions based on MWFRS D Brg Width = 47.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# ``��6o 0,-0WAk11r1% No.86367 'l$P o o yQ<• • ®, STATE OF ee y:q �i S ssos o At - FL ►��` REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 of ire to build the The suiun e„ The bility ALPINE ww wm Fortan 6750Suite 305ando Drive Orlando FL, 32821 Job Number: N334501 Ply: 1 SEON: 101767/ T15 /EJAC Cust:R8975 JRef: 1WW589750053 ,7A5,182EO,E,02G ,RHOI/1828/CALI/4EBB ELEV.C,E ply: 8 FROM: JRH DMNo: 167.20.1454.23530 Truss Label: EJ7 KD / WHK 06/15/2020 C 12'2"11 12 6 m M V B -7" A B,B„ 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: Il EXP: C Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psi 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 it GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/l/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord, Provide (2) 0.131"x3.0", min, toe -nails at bottom chord. FURNISH Snow Criteria (Pg,Pf in PSF) Pg: NA Cb NA CAT: NI Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Ste: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSt Criteria PP Deflection in loc Udefl 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: 0.627 Max Web CSI: 0,000 VIEW Ver: 17.02.02C.0211.16 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 331 /117 /259 /- /173 /8.0 D 127 /20 1101 /- /- /1.5 C 171 /133 /91 /- /- /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. Bearing B requires a seat plate. Members not listed have forces less than 375# ���.yo0��1WAk�''°• P No, 86367 0 oa STATE OF ''•��FS :j OR IDP���'�;'• C +'++S/�NmAl lE FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 as snown above ana on 6750 Forum Drive Suite 305 Odando FL, 321121 Job Number: N334501 Ply: 1 SEQN: 1017701 T11 /EJAC Cust:R8975 JRef: 1WW589750053 ,7A5,182EC,E ,02G,RHO1/1828/CALIAEBB ELEV.C,E Qty: 6 FROM: JRH DrwNo: 167.20.1454.23452 Truss Label: EJ7A KM / DF 06/15/2020 Loading Criteria (pat) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed:160 mph BOLL: 0.00 Enclosure: Closed BCOL: 10.00 Risk Category: 11 EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0" C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 61112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/3012013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min, toe -nails at bottom chord. Snow Criteria (Pg,Pfln PBF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Deg/CSI Criteria PP Deflection in Joe Udefl U# VERT(LL): NA A Maximum Reactions (lbs) Loc R / U / Rw / Rh / RL / W A 270 /79 /188 /- /151 /8.0 Lu: NA Cs: NA VERT(Ty: NA C 128 / 21 / 104 / - / - / 1.5 Snow Duration: NA HORZ(LL): 0.018 C - - B 174 / 135 / 95 / - / - / 1.5 HORZ(TL): 0.033 C - - Wind reactions based on MWFRS Code / Misc Criteria Creep Factor: 2.0 A Min Bug Width Req = 1.5 Bldg Code: FBC 6th.ed 20V Max TC CSI: 0.725 C Min Brg Width Req = - TPI Std: 2014 Max BC CSI: 0.533 B Min Brg Width Req = - Rep Factors Used: No Max Web CSI: 0.000 eearing A is a rigid surface. FT/RT:20(0)/10(0) Bearing A requires a seat plate. Plate Type(s): Members not listed have forces less than 375# WAVE VIEW Ver: 17.02.02C.0211.16 , TO ALL \\I a r.� o w~ a e '0" e i '"id"k 4 FL REG# 278, Yoonhwak Kim, FL 06/15/2020 JCtural sn9aumn and bottom chord shall have a properly 1avt brjgnfq insRalled per BCSI s�clions 93, B7 or 910, tee Refer �� on oin Details, unless note otherwise. to ALPINE ,r any deviation from this drawing,anv failure to build the Jng trussesA this drawl vg of seal on or cover pa e, , nslbllgiri soV, forthe design shown. The sutf4abillty Desi ANSIITP11 ec.2. 6750 Forum Drive Suite 305 er a r TPI: w Apinstorg; SECA:.. sbcnd.s"o.m; ICC: WWV k.c .fs, m Orlando FL, 32821 � SEQN: 101539/ EJAC Ply: 1 Job Number: N334501 Oust R8975 JRef.1WW589750053T28 / FROM: JRH ply: 3 ,7A5,182EC E,02G,RH01 / 1828/CAL1/4EBB ELEV.C,E DrwNo: 167,20.1454.24107 Truss Label: E,13 / YK 06/15/2020 Loading Criteria (ps0 TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" Lumber V Wind Criteria Wind Std: ASCE7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height, 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/l/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 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 3' 3' Snow Criteria (Pg,Pf in PSF) Pg: NA CC NA CAT: W PC NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE r M O Deft/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D - - HORZ(TL): 0.002 D - Creep Factor: 2.0 Max TC CSI: 0.216 Max BC CSI: 0.123 Max Web CSI: 0,000 VIEW Ver: 18.02.01A.0205.19 t����amrrnrr H'"Ak �` oP ��GENSF No. 8636 j P o ne STATE OF 10711 LID co N A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 188 A /- /162 (/6 /86 D 52 /- /- /41 /6 /- C 65 /- A /31 /51 /- Wind reactions based on MWFRS B Brg Width=8.0 Min Req=1.5 D Brg Width = 1,5 Min Req = - C Brg Width=l.5 Min Req= - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ''e'�F °• �ORIDPC.` L S '•ooe® e tAetLf,- FL AEG# 278, Yoonhwak.Kim, FL PE #86367 06/15/2020 ON THIS DRAWINGI :TORS INCLUDING THE INSTALLERS of failure to build the n r The ,he pa ALPINE .W IM1 oNmy 6750 Forum Drive Suite 305 Orlando FL, 32821 Job Number: N334501 Ply: 1 SEQN: 7622/ T35 /JACK I Cust: R8975 JRe(: 1WW589750053 ,7A5,182EC,E,02G,RHOl/1828/CALI/4EBB ELEV.C,E Oty: 4 FROM: RVVM DrwNo: 167.20,1454.21065 Truss Label: CJ5 KID / YK 06115/202C T 1, 4'11"4 4' 11 "4 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: II Des Ld: 37.00 EXP: C Mean Height 15.00 R NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00 it Loc. from endwall: not in 4.50 it GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/l/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. `"WARNING" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct. NA CAT: NF Pt 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 THIS DRAWING TO ALL Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERTCTL): 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 17.02.02A.1213.21 C ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W B 256 / 95 1207 / - / 128 18.0 D 89 /13 168 /- !- /1.5 C 118 /92 161 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ,�111111111►1I/ .�`�pNH Wilk rjl'f'E Ns No, 86367 to STATE OF FS o C °go ° �eeo b fill A' k� it FL REG# 278, Yoonhwak Kim, FL PE 486367 06/152020 JCmral sneamin and bohm ochord shall have a properly 1av bryclntg Installed per BCSI gcbons 133, B7 or tl10, the kefer on oin Details, unless note otherwise. to ALPINE r any deviation from this drpwing,anV failure to build the of,((trvvussesA seal on this drawl Xg or cover e, �rvmvmrnwury pa , nv Desigrfer peryANSthe TPdI Sec shown. The suif9ablllty 13723 Rive on Drive Suite 200 y TPI: w tpinst org: SBCA: wm dnduslry mm; )cc: wuxJ=afe,om Maryland Heights, MO 63043 Job Number: N334501 Ply: 1 SEQN: 7623/ T34 /JACK Cust R8975 JRef. IWW589750053 ,7A5,182EC,E,02G ,RH01/1828/CAU14EBB ELEV.QE City: 4 FROM: RVJM DmNo: 167.20.1454,21566 Truss Label: CJ3 FV / WHK 06/15/2020 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP. C Mean Height: 15.00It 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 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. FURNISH Snow Criteria (P9,Pf in PSF) Pg: NA CC NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ad TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE C 2' 11 "4 2' 11 "4 Defl/CSf Criteria PP Deflection in too Udell U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.001 D - - HORZ(TL): 0.001 D - - Creep Factor: 2.0 Max TC CSI: 0.206 Max BC CSC 0.115 Max Web CSI: 0.000 VIEW Ver. 17.02.02A.1213.21 ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 185 /75 /160 /- /84 18.0 D 50 /6 141 /- /- /1.5 C 63 /50 /29 /- /- /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. Bearing B requires a seal plate. Members not listed have forces less than 375# IgInn?pope � r�` pNM WAk 'o,. No. 86367 ;ems STATE OF rjr'I�nl 0 0 e �e0ON(A� ��ttil 5 FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 V THIS DRAWING! 'ORS INCLUDING THE INSTALLERS to build the e S eab„ ui lllty ALPINE Drive Suite Riverport Drive Suiteand 200 Maryland Heights, MO 6304: Ply: I Job FROM: RWM 4 / JACK Qty: 4 ,7A5N182EC,E 02G5RH01 / 1828/CAL1/4EBB ELEV.C,E DmNo8167.20.1454.2415450o53T32 / Truss Label: CA / YK 06/152020 Loading Criteria (psf) TCLL' 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" I 6 � C Wind Criteria Wind Sid: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: Any GCp1: 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 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. "IMPORTANT" FURNISHTHIS 114 11 "4 Snow Criteria (Pg,Pf m PSF) Pg: NA CC NA CAT: N/ PC NA Cc: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th.ed TPI Sid: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE I'm M M I Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL):.0.000 D - - HORZ(TL): 0.000 D - - Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 9'21-5 ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R. / Rh / Rw / U / RL B 143 /- A 1148 179 /41 D 11 /-2 A 118 /12 /- C - A15 /- /27 /32 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.6 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 00 No.66367 a y STATE OF <u� •iti"S1 °e°°•o e� FL REG# 278, Yoonhwak Kim, FL PE #86367 06/15/2020 oonom chord snail nave a pro any 1 p r BCSI s ctions B3, B7 or 810, Refer unless note otherwise. to ALPINE this drrrl %apg, failure to build the on this rwi g or cover pa a doSA nshown. The suitability 6750 Forum Drive TPI 1 ec.2, Suite 3o5 ICA: w,vw.sbcindustry.com; ICC: w .iccsafe.om Orlando FL, 32821 SEON: 1017811 JACK Ply: 1 I Jab Number: N334501 Cust: R8975 JRef:1WW58975W53T27 / FROM: RWM City: 4 ,7A5 ,182EC,E ,02G,RH01 / 1828/CALIMEBB ELEV.C,E DMNo: 167.20.1454.24295 Truss Label: CJ1A I / YK 06/152020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber 12 6 � C V Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C KzC NA Mean Height: 15.00 fit TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/l/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "138" uses design values approved 113012013 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'S6.0", min. toe -nails at bottom chord. "IMPORTANT" 1, 11"4 11114 Snow Criteria (Pg,Pf in PSF) Pg: NA Cb NA CAT: W Pf. NA Cc: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE c) i Deb/CSI Criteria PP Deflection in loc Udeg U# VERT(LL): NA VERT(CL): NA HORZ(LL):-0.000 D - - HORZ(TL): 0.000 D - - Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 9'2115 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- 1- /148 f79 141 D 11 /-2 A 118 112 /- C - /-15 A 127 132 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# .C.fel se No.86367 m STRTE OF �b AL eiifuu►u� FL REG# 278, Yoonhwak Kim, FL PE #86367 06/152020 the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a pro erly I p r BCSI s ctlons B3, B7 or 910, ungass note otherwise. Refer to ALPINE his drawin a�ng, failure to build the uum.mwervr q le desi n ssho'wn. or The suitability 6750 Forum Drive TPI 1 Sec.2. Suite 305 CA: ww.v.sbcinduslry.com; KC- w Accsafaorg Orlando FL, 32821 Job Number. N334501 Ply: 1 SEON: 7626 / T26 /HIP_ Cust:R6975 JRef: 1WW589750053 ,7A5,182EC,E,02G,RH01/1828/CALI/4EBB ELEV.C,E Oty: 2 FROM: RWM D.No: 167.20.1454.20613 Truss Label: HJ7 KM / YK 06115/2020 5'3"5 9'10"1 5'3"5 4'6"11 4-33 �— 1'5„ Loading Criteria (ps0 Wind Criteria TCLL: 20.00 Wnd Sld: 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 NCBCLL: 0.00 Mean Height: 15.00 it 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 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 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Provide (3) 0.162'k3.5", min toe -nails at top chord. Provide (3) 0.162'k3.5", min toe -nails at bottom chord. 9'2"2 9'2"2 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct NA CAT: W Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE DeB/CS1 Criteria PP Deflection in loc L/deti VERT(LL): 0.040 F 999 VERT(TL): 0.111 F 999 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 L/# ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W 360 B 326 /154 /- /- /- 110.6 240 E 364 / 84 / - / 0 10 / 1.5 - D 214 /177 /- /- /- /1.5 Wind reactions based on MWFRS B Min Bag Width Req = 1.5 E Min Brill Width Req = - D Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. VIEW Ver 17.02.01A.1115.21 �o-\vr—ryJ`. No, 8636� 0 ^� STATE OF 0 e �c Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-C 394 -562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-F 531 -358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 -583 "I;<' of/-ORIo�:1�•, C ,,,,,,Ss,QN1Ai 1�,e FL REG# 278, Yoonhwak Kim, FL PE #86367 06/152020 any 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 SEON: 101537/ HIP_ Ply: 1 Job Number. N334501 Oust Ra975 JRe1:1vM599750053T29 / FROM: JRH Oly: 2 ,7A5 ,182EC.E ,02G,RHOI / 1828/CALI/4EBB ELEV.C,E DmNo: 167.20.1454.24123 Truss Label: HJ3 I / YK 06/15/2020 12 C 4.24 T 10'2"6 v B r cM T A N 8,$„ D Loading Criteria (ps0 TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 1'5" 4'2"3 4'2"3 Wind Criteria Wind Sld: ASCE7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3,00 ft Loc. from endwalb NA GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Sot chord 2x4 SP #2 N Lumber value set "l3B" 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 Refer to General Notes for additional information Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. "WARNING" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th. TPI Std: 2014 Rep Fac: No FTIRT:20(0)/10(0) Plate Type(s): WAVE DRAWING TO ALL DefilCSl Criteria PP Deflection in loc Udell U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D - - HORZ(TL): 0.002 D - - Creep Factor. 2.0 Max TC CSI: 0.120 Max BC CSI:0.074 Max Web CSI: 0.000 VIEW Ver. 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 84 /- /- /- /45 /- D 28 A b U I- C 64 A /- /- 148 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 D Brg Witlth = 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# 1g11111111/1f s``� ONH 1 No, 86367 ® s 10 STATE OF r o '` R P '•.'IFS 0 to to , AI FL °//°llllil111111,6 FL REG# 278, Yoonhwak Kim, FL PE 486367 06/15/2020 6750 Forum Drive Suite 305 Orlando FL, 32821 Gable Stud Reinforcement Detail ASCE 7-101 160 Mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Drj 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Dr. 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Dro 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure D Kzt = 100 S 2x4 Brace Gable Verticnl pacing Species Grade No Braces (1) Ix4 'L' Brace . (1) 2.4 'L' Brace • (2) 2x4 'L' Brace • (1) 2x6 'L' Brace • (2) 2.6 'L' Brace Group A Group B Group A Group B Group A Group B Group A Group 13 Group A Group B S P F #1 #2 , U #3 3' e' 5' 9' 6' 2'' 7' 8' 7' I1' 9' 1'91 9' 6' 12' 0' 12' 6' 14. 0' 14' 0' H F Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Q Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' V 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' I1' 7' 10' e' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' J S P #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12, e' 14' 0' 14' 0' #3 3' 9' S' 3' S' 7' 6' I1' 7' S' 9' 2' 9' 7' 10' 11' I1' B' 14' 0' 14' 0' d N F Stud 3' 9' S' 3' S' 7' 6' 11' 7' S' 9' 2' 9' 7' 10, ill 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' e' 4' 8' 11' 9' S. 10' 4' 13, 1' 14' 0' U SPF#1 / #2 4. 5' 7' 6' 7' 9' e' 10' 9' 3' 10' 7' li' 0' 13' ll' l4' 0' 14' 0' 14' 0' 4' 2' 7' 1' 7' 9' 8' 9' 1 9' 1' 1 10, 5' 10, l0' 13' 9' 14' 0' 14' 0' 1 14' 0' U 1 II— Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' to, 5' 10, 10' 13, 9' 14' 0' 14' 0' 14' C' O1 0 fl f Standard 4' 2' 6' 1' 6' S' 8' 1' 8' 8' 10' 5' to, to, 1 12, 8' 13' 7' 14' C' 14' 0' #1 4' 7' 7' 7- 7' 11, 9' 0' 9' 4' 10, 8' II' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9. 3' 10' 7' 11. C. 13' 11' 14' 0' 14' 0' 14' 0' #3 4. 4' 6' 5' 1 6' 10' 8' 6' 9. 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' U1 D F L Stud 4' 4' 6' S' 6' 10' 6' 6' 9' 1' 10' 6' 10' 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' S' 8' 1 6' 0' 7' 6' 8' 0' 10, 2' 10, 10' 11' 10, 12' 7' 14' 0' 14' 0' #1 / #2 4' 10, 8' 3' 8' 7' 9' 9' 10, 2' 10' 7' 12' V 14' 0' 14' 0' 14' 0' 14' 0' d S P F #3 4' 7' 8' 2' 8' 5' 9' 8' 10' 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' L7 U H F Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' Ill 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' V 8' 5' 8. 8' 9' 11' 1 ' 3' I1' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d P #2 4' 10' e' 3- 6' 7' 9' 9' 10, 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4- 7' 10' 9' B. 10, i' 11' 7' 12' 0' 14' 0' 14. 0' 14' 0' 14, 0' ti I D F L Stud 4' 9' 7' 4- 7' 10' 1 9' B' IO' I' Standard 1 4' 7' Diagonal brace options ertical length nay be doubled when diagan.l brace Is used Connect dagonal brace for 600# at each end Max web total length Is 11'. Vertical length shown In table obove. Connect dl.gon Tat midpoint of vertical .ek d Lill- —d V g AN ITWNMFAHY \)1372MRivsMod%Wve u suilek= ) k Maryb m% Helghb.%Mo) 63043 Truss 2.6 DF-L #2 ar better diagonal brace) single or double cut 45' (as shown) at upper end. race L p1( on�uaus PHearing AU - Refer rg. W to chart abcill2R4' mex. mhl¢ver_tir. ..VAAIDAda READ AND I LLLDV ALL HDIES 04 w.DPDRTINfwe nRnSR TIES IPAwTG TD ILL CRDRfCTDRT Mve b asraLLfHs � #s a euRefer 1. 0 rt� # braWD per BCSL .. (T_ 0 ua%a #, vvy fut rte bu i tfvetress h eonforbnceaslM eN6l be l 1, fo-o- anY devhfM f allofbn t bvdrp of trusses � aP' 1 m thleemJ wwllmg v' cove' Pow Itlbtkl tw droehp, Mcate. a� teec, of profeseNml veering s4�feic Is W r*wPPWelyotsk y of the Packing Designer n Tile � ANS11,11`11 of Easse o-°wM Fw nep. hfarnatbn see thle Job's Devrol notes Pace aM these two allow, Bracing Group Species and Gradesi Group AI S ruce-Pine-Fir Hen-Flr #1 / #2 Standard N2 Stutl #3 1 Stud 1 #3 lSt.nd.rd Dou Ins Fir -Lerch Southern Ph..#. p3 #3 Stud Stud Standard Standard Group Bi Hen -Fir at A Btr #1 Dou las Flr-Larch Southern Plne.•. #1 #1 p2 1 1 p2 1.4 Braces sh.LL be SRB (Stress -Rated Board. Ix4 So. Phe use only Industrial 55 or ["For tndustNal 43 Stress -Rated Hoards. Group H values no be used with the..roses. Gable Truss Detall Notes, Wind Load deflection criterion Is L/24D. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Goble end supports load from 4' 0' outlookers with 2. 0' overhang, or 12' plywood overhang. Attach 'L' braves with 10d (0.1281x3.0' nin) nags. 7f For (1) 'L' braces space malls at 2' o.c. In IS' end zones and 4' o.c. between zones. )K)W.r (2) 'L' braces space nails at 3' a. . In 18' end zones and 6' ac. between zones. 'L' bracing must be a Mnhun of 80% of web member length. Gable Vertical Plate Sizes Vertical Len ih No S Iice Less than 4. 0' 2X3 Greater than 4. 0', but less Shan 3.4 Greater than 11' 6' 1 4X4 t Refer to c....n truss design for Peak, splice, and heel plates. Refer to the Bulking Designer for conditions not addressed by this det.0. REF ASCE7-30-GAB16015 DATE 10/01/14 DRWG A16015ENC101014 TOT. LD. 60 PSF Gable Stud Reinforcement Detail ASCE 7-101 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Orl 160 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure ➢, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed Exposure ➢ Kzt = 100 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) Ix4 'L' Brace . (1) 2x4 'L' Brace • (2) 2x4 'L' Brace • (1) 2x6 'L' Brace • (2) 2x6 'L' Brace Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B � F- S #1 / #2 3' 6' 6' 0' 6' 3' 7' 1' 7' 4' e' S' B. 9' 11' 1' ll' 7' 13. 3' 13' 9' 0) U P F #3 3' 4' 5' V 5. 5' 6' 9' 7' 3' 8' 4' 8. S. 10' 7' 11' 4' 13' 1' 13' 7' HL F Stud 3' 4' 5' 0' 5' 4' 6' 9' 7' 2' 8' 4' 8' H' 10' 6' 11' 3' 13, 1' 13' 7' o 1 Standard 3' 4' 4' 4' 4' 7' 5. 9' 6. 2' 7' 10' 8' 5' 9' 1' 9' 8' 12' 4' 13, 2' #1 3' B' 6' V 6' 4' 7' 2' 7' 5' 8' 6' 8' 10' ill 3' ill 8' 13' 4' 13' I1' _j S P #2 3' 6' 5' 9' 6' 2' 7' 1' 7' 4' 8' 5' 8' 9' Ill l' 11' 7' 13' 3' 13' 9' #3 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10' 2' 12, 11' 13, 8' c�u D P L Stud 3' S' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10, 2' 12, 11' 13, 8' Standard 3' V 4' 0' 4' 3' 5' 4' S' 9' 7' 3' 7' 9' 8' 5' 9' 0' 11' 5' 12, 3' U I— #1 / #2 1 4' 0' 6' 111 7' 2' 8' 1' 8' 5' 9' 8' 10, 1' 12, 9' 13' 3' 14' 0' 14' 0' -P S P F #3 3' W- 6' 2' 7' 2' 8' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13' 1' 14' 0' 14' 0' U L� r Stud 3' l0' 6' 2' 6. 7' 8' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13' 1' 14' 0' 14' 0' 01 O I II Standard 3' l0' 5' 4' S' 8' 7' 1' 7' 7' 9' 7' 9' 11' 11' 1' ill 11' 14' 0' 14' 0' #1 4' 3' 7' 0' 7' 3' 8' 3' 8' 6' 9' 9' 10, 2' 12, 11' 13' 5' 14' 0' 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' 14' 0' #3 3' 11' 5' 7' 5' ill 7' 5' 7' 11' 9' 7' 10, 0' 11' 8' 12' 6' 14' 0 14' 0' QJ D F L Stud 3' 11' 5' 7' 5' 111 7' 5' 7' 11' 9' 7' 10, 0' 11' 8' 12' 6' 14' 0' 14' 0' Standard 3' 9' 4' 11' 5' 3' 6' 7' 7' 0' 9' 6' ID' 4' 111 V 14' 0' 14' 0' d #1 / #2 4' 5' 7' 7' 7' 10' e' 111 9' 3' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P F #3 4' 3' 7' 2' 7' 7' e' 10' 9' 2' 10, 11' 13' 10' 14' 0' 14' 0' 14' 0' L7 U F Stud 4' 3' 7' l' 7' 7' 8' 10' 9' 2' 10, 11' 3' 10' 4' 0' 14' 0' 14' 0' O Fl Standard 4' 3' 6' 2' 6' 6' e' 2' 8' 9' 10, ill 12, 10, 13, 9' 14' 0' 14' 0' X 01 4' 8' 7' 8' 7' 11' 9' 0' 9. 5' 11' 2' ffiloll 14' 0' 14' 0' 14' 0' 14' 0' C3 S P #2 4' 5' 7' 7' 7' 10' 8' 11' 9' 3' 11' l' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' S' 6' 10' 8' 7' 9' 12' I1, 0' 13' S' 14' 0' 14' 0' 14' 0' N 7� D F L Stutl 4' 4' 6' S' 6. 30' 8' 7' 9' 12' il' 0' 13' 5' 14' 0' 14' 0' 14' 0' 5' 8' 6' V 7' 7' 8' 1' 10, 111 Ill ill 12' 9' 14' 0' 14' 0' able Truss I Diagonal brace option, vertical length noy be T doubled when Nagonal brace Is used. Connect L diagonal brace for 775# 'L' IIIII III I/II at each end. Max web Hr Ce total length Is 14'. 3EdE `�. A %� rl 2x6 DF-L #2 or better dbgon#t 1 O O Vertical length brace) single shown 1e, #( In table above. 45 or double cut p (as shown) at L 1 0 upper end. '1177onTU_ Connect dl.gonal at ;s Dearing erne= ,(:1g A101 rTLLDg nL Im6 0 m is DRXW J I M I C V1� a04'a(T/M.. il1#a91 nos IDAVOG 10 wll fR11R,1LT06 a16Da01G T1E B8Tal1FmS a - inaura ewb.ne con h Pabrboteg, bandit' hp, h.m(wp am avdna Rarer <e a1Am %`/ O�IO�. 4s< emtlm or aCS[ (Bulmna Cmpannt Sare<y lnfolmatom, M TPI and sew far safety (l I l Vf•. oaPrior vrwu eop dhand these have �.,HY Qtt ccm. shall �H,�att smeathima af118 eena,�%ore �d�L) t% 0.0 O 0 Q s\Y AN II hIC0WPN y I 41FAe, a zbm of ITv Maine Owsaxents Guuqq Lc zM1a' not be spansbl. For a y avbt' this tl tbn anY faun to bula the truss In oniamarca hh aMSUIPT L for halMeq, sit, Fs<allatlm a bracing of trusses, • seat on the anvil, or cover Mae Ilsem, this dnwlp, hmcate. pc[eptucv or pre ess el \\ I3723\Rivemom Dove eryYweMna spduhflb aMy far the dewl , Onwn The wyyylty an, . of thh a art, \\Suite\200 ro- onry ztncb.e h Ha n-p-mg. ty of tke Bldha pad" 1 w, Am6UTPI I SwcZ. \\Maryialm\Hei,#m,\Mo1B3043 F"wswarBCn.t.e�..s>ftw. MPIIIntaime' 'i we Wtst.I SwM.w1m Bracing Group Species and Grades) Group A' S ruce-Pine-Fir Hem-FIr pl / #2 Standard #2 Stutl a3 Stutl 1 #3 Stondord ➢... toe 111-Larch Southern Pine... p3 p3 Stud Stud Standard Standard Group B, Hen -Fir #1 S Btr #1 Do", u I. Fir -Larch Southern Pine... # #21 12 Ix4 Braces shaft be SRH (Stress -Rated Board). ..For Ix4 So. Pine use only Industrial 55 or 1. dusthial 45 Stress -Rated B..rds. Group B values may a be used with these gratles. Gable Truss Detail Notest Wind Load deflection crlterlon Is L/240. Provide upOft connections for 100 pill over continuous bearing (5 psf Tc Dead Load. Gable end supports load from 4. 0' outlookers with 2. 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' min) malls. )K For (D 'L' brace, space naps at 2' o.c. In 18' end zones and 4' ac, between zones. )K)IFor (2) 'L' braces space malls at 3' o.c. In 18' end zones and 6' o.c, between zones. 'L' bracing must be a minimum of 80% of web member length. Gable Vertical Plote Sizes Vertical Len th No S Ice Less than 4' 0' 2%3 Greater than 4. 0', but 4%4 Less than 10. 0' + Refer to common truss design for peak, splice, and heel plates. Refer to the Bu#ding Designer for conditions not addressed by this det.0, REF ASCE7-10-13018015 DATE 10/01/14 DRWG A18015ENCIOIO14 TOT. LD, 60 PSF SPACING 24.0' Wh b8, YDonhwak Kim, FL PE 486367 'I Relnfo Menk G. Tr Gable Detail Fnr I Pt —In Vprtirnic: 3proprlate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overtop, use a to that covers the total area of upped plates to span the web. / 2X4 2X4 42VX8 Provide connections for uplift specified on the engineered truss design. Attach each 'I' reinforcing member with End Driven Nall., 10d Common (0.146'x 3,',nln) Nails at 4' O.C. plus (4) nails In the top and bottom chords. Toenalled Nallst IOd Common (0.148'x3',min) Toenails at 4' O.C. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings ��p1 1 00 A18015ENCI00118, A200 SENC100118, A2001 EN011001 Q11' s� a L// AI1530ENC100118, A12030ENC100118, A14030ENC1 .,lrVdl—A �16C�0t1.'1� 0 A1803GENC100118, A20030ENC100118, A20030EN pry, A60 �p]EQ, y I� SIISISENCIOOIIB, 512015ENCI00118, 514015EN 01, 61ZBi S18015ENC100118, S20015ENC100118, S20015E*10011a, S 15P�FtQQ1AfID�8��. •w S11530ENCI00118, S12030ENC100118, S14030,1,3gM'C''11""0''010, S Im1�1EtII4j / 0 S18030ENCI00118, S20030ENC100118, S2003ftdl18, S2003OPEDIOOIIS 0 JJaa • See appropriate Alpine gable detail for moxlmA unrWInforced'cdy a ,ertical Ip ssl7Ala0)riv RCA➢ AM f➢.ILW ALL MITT ON THIS gR,tV n0•'miTNlfu flPraSll THR IPA m ALL CQ41R)1CTIR4 D4l1 m TMT =TN1FRS Trusses require extrem camb fabW rkap, handlbg sWpphg, hSWlurq aryl bradmg. Refer nlas the latest odtm f BCI (Banding Cory mnt Safety Nfm'natbn, by VI and SBCA) Par ilctkws Friar to Peefarn[hg theca f�ncews, Instaners mall ProvNe tenpamrY �bradm pe ess rated 6t rslsea. tap chwd shall have praperlY attached structural rhea= mamba' iaa have a amosAv ttawd rkm r.uaa. Laos... st,n.. run n...n...,.t .. AIpI e, a Avisbn of IIW Bullydno Cw mts (ro Imo shall rat be responsible farany deNatl AN IiW C)JNIPANY this drawbq, any fatwIE M e to bJe truss N mnferms. sIth Msr/TPI 1, er fw manam" eNpi lnctalt.lk. b br.abg of trus'.c. A teat m tHs dra", or ovum page asltp t a a.w , Mrntec acceptance of professimal \k I3723\Riveryon l)nve anabseeft re=-UltY solely far !Ae tleslgn ynsn Ter .4tabtlt, and use of !Ns drosbq \\Suile%200 far any structure Is tM mymdb1V pf the PAW* ➢esly per MELT 1 I Slc2 \=M IanNHeighls.WO\03043 far mere hPormtlm see tHS Job'c Oemml mtec Page aM these vb dtOL�1.SF71 ALPWO wwwalphellw.wnl Wit www.tphctwgi m swas U0:n:Yargi IeO wswlc STATE OF rF• :lORIOP V''aS11. NAl...k Yoonhwak Kim, FL PE #86367 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe -nail - 0, - End -nail To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detall). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. ✓eb Length Increase w/ 'T' Brace 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 X 2x6 20 X Example, ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'I' Reinforced Gable Vertical Length 1.30 x 8'7'=11' 2' TOT. LD. 60 PSF FAC. ANY SPACING 24.0' F LET -IN VERT TE 01/02/2018 WG GBLLETIN0118 Relnfc Rem GI T, Gable Detail For I Pt -in Vartirnlc RInIA fMnn4Flnn ^cing er 4 Man be Nails uss Spaced At 4' a.c. 4 Nall Celling wwp I`Www AN ITW COMPANY \N3n3\RI,vMon\Ofte ena'rcer \asmleQW r: enY \ \ Marylon n HeIq W.\ MO\ 63043 ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a to that covers the total area of lapped plates to span the web.. / 2*2X4 Ij 2 "/��I II/X8 Provide connections for uplift specified on the engineered truss design Attach each 'T' reinforcing member with End Driven Malls. 10d Common (0.148'x 3.',min) Nails at 4' O.C. plus (4) nails In the top and bottom chords. Toenalled Nallsi 10d Common (0.148'x3',m1n) Toenails at 4' C.C. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A140150510141 A13030051014, A2030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 Gable Detail Drawings A 1530ENC101014, A 2030EN 101014, g1401014, 03 END10101 1wd2 QEIt / AI8030ENCI0I014, g20030ENC101014, A20030EN �1y�,,„f�l ��114 /I� S11515ENC100815, S12015ENCI00815, S140I5E OBI�aS•00 ••w SI80I5ENC300815, 520015ENC100815, 520015�9D1008►5, �$��j,�0015P D 8 y w S11530ENC100815o S12030ENC100815, S1403ONC100815, S19A10 ,/ S18030ENC100815, S20030ENC100815, S200AtWOe815, S20030PEDIOO815 it 0 ,,4� See appropriate Alpine gable detail for maxlmlw unrWInforced"64 e`vertical 119 STATE OF >�T,a lam. :.� •. taninp a.d brvaYy. Refer to a� • FS • aC ORIO;: lbn, by TPl end SBGJ for safety .we wroo on` e ilaaawra ���//�.�QI tl A to bWd the W,zs 6, mnformrlceWPIIM ANSVTPIorbier InMlNp eslNpl m wow. p aWelYpeps azttip pYs tlrawbq, Mca4s eCCeplance of rofwssbml io- Me MLy1 tlmwm The cWtabNty u , e of twe Nueh, zpuzHlty eP'mw "AV D.Myer per NCI l t Seel I. see" Jobk omeral aMs ... amd aem w b sf�.11f n! 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe -nail - Or - Entl-mart To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'I' reinforced goble vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. Jeb Length Increase w/ 'T' Brace 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 7. 2x6 20 Example) ASCE 7-10 Wind Speed = 120 mph Mean Roof Height - 30 ft, Kzt = 1,00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x8' 7'=I1' 2' TOT. LD. 60 PSF FAC. ANY SPACING 24,0' REF LET -IN VERT DATE 10/01/14 DRWG GBLLETIN1014 Valley Detail - ASCE 7-10: 160 mph, 30' Mean Height, Enclosed, Exp, C, Kzt=1r00 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. �x 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 DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members. All plates shown are ITW BCG Wave Plates. 3X4 12 12 Max. � 2X4 X4 -�� B-0-0 max 4X4 12 12 Max. I 1X3 1X3 5X4/SPL 20-0-0 (++) Supporting trusses at 24' o.c. maximum spacing. AN fnYCOMPANY \\ 137MRivf"MDnve Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 length of web, same species and grade or better, attached with lOd box (0.128' x 3,0') nails at 6' o.c. In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANCI014. 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. wrw 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'. Vallev Spacing Pitched Cut Square Cut Bottom Chord Valley Bottom Chord Toe -nailed Valle / y rr ,`�191i 1 11 11 / Fatal d'i��C, o � s No.mt e a .MHMH ss Who Nm P1l1IN NA HOES W TBS BMVp� /.! a W 1 I, �T Pl9®1 Ms row To M CmRRPCImtS B4lmQL rIB: II6fNLFRS r utre estrene core M fobricetk W h oG s . Eetsft, antl b - Refer tP oM 0 0 a• , 0 Meet "ton of BCSI Gutdhg CoryoneM Safety Afwwtoo, by TPI wi SB[N Far =, I 0 peo r to perfornbq tab Vese furcUerrs. installer s 9wur P�v . to '. y br g e 3CS1. 0, e r t nv BUP CmpreMs CP 4 s4mU not be respbuW. for any d—IoV.n f M to ffd tFe Wss F confer .e .HAh MW/1P11. or for barcLNP, sIMPWq. of oes 'q >' rover' Ma UsUrV this , fl s Btlntes ncceptuce of Prohssbnl ty relay fo- the ere the anon lne aV tabnny erne . ei tNs o-a.nP tl,e resymsMity of the BIAy peapr�r qr MSI/IP[ 1 see2 2X4 4X4 Stubbed Valley Optional Hip End Detail Joint Detail Partial Framing Plan sCIr z 0$1- 30 30 40PSF VDK 20 15 7 PSF C D 10 10 10 PSF BC L 0 0 0 PSF 55 TOT. D. 60 57PSF DUR.F .1.25/1.331.151.15 SPA ING 24.0' VALLEY DET 10/01/2014 VAL160101014 Yoonhwak Kim. FL PE #86367 VALLEY FRAMING & BRACING DETAIL I R 8C % of Lumber Size and Grade Minumum Reauirements must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'.0" -Maximum mean roof height: 30 feel -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp 8, 1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kxt=1.0 n:ec.c.:-a10:cr EaMGIy. pO6am6 Installed Into ridge board anstall blocking under ratter if sleepers are not used. -Install blocking under cripples if cripples fall between lower truss top chords and lateral bracing Is not used -Apply all nailing In accordance to current NOS require Nails are common wire nails unless noted otherwise„ m/W rfa" aim F9111v aLL INtS M Ties IMa nmrv6Taxta i1Na5a Lies GRav M Ill a111R/{IDK sx6lIDaf, Trc ne, a .tlm, rf [TV "LL ' fanD.tr G a Inc .4 ,rvt b. nspm fw are' a O- I W lav to b d tnr trvs In cmrrnw,xe Mh axtt/IPT L a fm W.Kng, YWtYn 4 brvtlry of trvaaaa. snl en tltl 6v.Me o' coven VrP UMV tNc 0 Wo tAahr 0¢.pWrc. of Pehc �aarlp wIMY I: tl,. yr% afore lhr W WvtY e,d ,s oT tlK !oM ury rb„cY� 6 ^gvrcgnY M thY6V a.tl�' P' M6I/IPt t SIa-1. rm ,vim Ma.wntbn n = Jpunt! rota ytrrr,"J ww xab tltY w HP1tFi mdWltcai lfl, o�e, H. * Y* STATE OF fQ .40R10P�'�a�� S/ONA1_ E�G\�c TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. ce the Grippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gated between rows. ITYPI Inflection Requirement Notes 2x6 rakers to ridge 416d toe -nails Cripple to ridge 416d toe-nalls Cripple to rafter 416d toe -nails (") 8I6d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 4led toe -nails Two 2x6 steepen to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlln to (Typ) 316d toe -nails Truss to blocking 4 36d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails Collar beam to rafter 416d toe -nails E: 16d (0.162"x3.5") COMMON NAILS TC LL 20 30 40 54 TC DL 10 20 7 7 BC DL 0 0 0 0 BC LL 0 0 0 0 TOT. LD.30 50 47 61 DUR. FAC. 1.25/1.15 SPACING SEE ABOVE REF VALLEY FRAMING DATE 10/01/14 DRWG VACNVISO1DiS