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HomeMy WebLinkAboutRevision; Truss Company ChangeQ\ Vv\ OFFICE USE ONLY: DATE FILED: • REVISION FEE: `J • a0 LOCATION/SITE ADDRESS: PERNIIT # RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982.5652 V72) 462.1553 APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION ;4) 6 LOT# CROSSTOWN COMMONS S[�/ ftEC �t� AU6 0 6 : 020 Lucie County, Permitting DETAILED DESCRIPTION OF PROJECT REVISIONS: 0 0` � ` .55 I TRUSS COMPANY HAS BEEN CHANGED !�V �/ �i(J lJ CONTRACTOR INFORMATION: STATE of FL FEG./CERT. #: CRC1327068 BUSINESS NAME: D.R. HORTON INC . QUALIFIERS NAME: BRIAN DAVIDSON ADDRESS: 1430 CULVER DR NE CITY: PALM BAY STATE: FL PHONE (DAYTIME): 321-773-2111 FAX: OWNER/BUILDER INFORMATION: I AM[E: D.R. HORTON INC ADDRESS: 1430 CULVER OR NE CITY: PALM BAY STATE: FL PHONE (DAYTIME: 321-733-2111 FAX: ARCHITECT/ENGINEER INFORMATION: NANM: MICHAEL ANDERSON/AB DESIGN GROUP LLC 2194 HWY At A, SUITE 301 CITY: INDIHN HARBOR BEACH PHONE (DAYTIME): 321-1302-3591 SLCCC. 9123109 Revised 06130117 STATE: FL FAX: ST. LUCIE CO CERT. #: 29933 32907 ZIP: 32907 FILE Copy ZOO —A' SHINGLE 6 Fa' - PLUMB AUG o 6 .:-) STST. Lua� Permitting m `n "--Labeled End Mark Total Truss Quantity = 57 NO E 00 NOT CUE OR ALTER T Ifr MRMOl1r CONGENf R Mai OmCE ER GIURCfS MILL NOT BE ACCEPTED Y 0ON PROR WRRiEl1 APPROVAL BY OUR 3-MCE OFPARfMENf AT rusERlw corRRAcrDRs OF AYn4G. INC an-ays-s4eT THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAYANGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. ROOF DESIGNED FOR SHINGLE ALL REACTIONSAND UPI]EIS ARE SHOWN ON ENGUMMUHG WALL M DLSCRIPIION MIf. WlE en wer a..w s IfYD/ DERTWIpN Pdf. DALE CARPENTER BUILDER OIL HORTON STATEWIDE PROJECT CREEMME MODEL 1826/CAU/4EBB OCA PROJ/MODEL/ALT TA5/ 18=X ALT DESC OTC 8222 TRINW CU= LOT 64 BLOCK �DESIGNML PAGE 1 ° 9 17 p30 "N334496R SCALEA4 °=1' AND 14'-0' 4'-4' .. 21'-4' .. SHINGLE RO 6 2tr HEEW-3/1' �0 PLUMB f— Labeled :End :Mcrk Total Truss Quantity = 57 N DO CO NOT CUE OR ALTER TRUSSER WRHOHE CDNSENT OF THIS OFFlCC ER CRARGEB �_ WILL NOT BE ACCEPTED WRHOUT RPo O S OF APPRO'/AL BY OUR SFRNCE DEPARIMDVT AT CMPEIGER CONDYLTORS OF AIO]BCA WC. 87/-29}948] THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAVANGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. F ROOF DE9GNE0 FOR SHINGLE AM REACnONSAND UPLTFTS ARE SHOWN ON ENGUREER iG WALL KEY Mum DEsta�noN vWr. rwTE a MMDj OESCRIPIION BBE. MlE CARPENTER CONTRACTORS OF AMERICA 3 AWEMIE a N W. WINTER mM MERIDA 3P80 %ERI cs= 956-H806 FAX tB63J 291- 488 BUILDER DR HORTON ST mmi ll PROJECT CREEKSIDE MODEL 1BZB/CAII/4EHB CCA PROJ/MODEL/ALT 7M/ 182ECX ALT DESC OTC 9222 1'RII731'Y CIRCIE LOT 64 BLOCK DESIGNER PAGE FS 1 9 30 17 LANp N334496R SCALE1 "=1' ENGINEERING PACKAGE Builder: JDR HORTON / STATEWIDE Project: 7A5 CREEKSIDE Model/Building: 1182EC,E Lot Alt: Lot: �54 _-� Block: Unit: Address: 3222 TRINITY CIRCLE JobNumber N334496 0 m m� ®5n®� Revision Date: 0 n .0 C)New Load #: RH01 __. -_ Z70mn �0 o M �m �m m CARP ER CONTRACTORS OF AMERICA, INC � � a ® Wo 3900 AVENUE G. N.W. --- WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 S1 ALPINE March 13,2019 mmm� Mr. Bob Michaelis Car-penter.'Contmutors of Ameridat, inc. 3900 Ayenue G, Northwest WJnter.HaVen,:Fl_ 33880-6201 Re: Alternative installations for a single Ply carried truss with a width less than the hanger width, and wood. blooldrig.tuachieve full design load value for face . -mounted I hangerattachment bn a one ply supporting girder (Reference detail WA37-02); D.ear Bob, For a single ply carried truss with a width less than the hanger Width you ca,n, install`a prefabricated jack scab truss (*)for wood filler blocking. The chord sizes,;chord. grades, and Al pindconniectorplat6(s) to . y 1. .. The prefabricated jack scab truss (*).Will have a.minim m bethesarneasthiasinglap! camedtruss. minimum length, of 48" and will have a minimum pitch of 511.2, The single ply carried,truss shall have a reaction of 3,500# or less. Attach prefabricated,jack scab truss with. two .(2) tows of 0.128'x3.0.' Gun Nails at.2" O.C. per row, staggered 1":(See Figure 1 below). Pl&aserefert6 the-Simpso.ri Strong -Tie Catalog C-C 2619, page 216.: Figure - a for More information. HgLtre I Fora single ply girder that requires Wood blocking to.achievelfull design load value forface-mounted hangers attach one wood block (") to the back face of the single ply girder with the same size and grade as the bottom. chord. of the single ply girder. The wood block length to be, such that the wood &ocking extends to each adjacent panel points (webs and bottom chord intersections): Attach wood block(*) with two- (2) rows of 0.12T x&W Gun Nails 6.0" 0. , C., per row,. staggered 3.0 applied to the 6Mo Forum Drive Suite 905, orlan-do; FL M121 - (OG(l) 62.1-9106 -,(853) 42:M685 -.www.alpineihv_'com ALPINE single ply girder face; with an additional (20) 0.128`X3,W Gun Nails at each' panel point I applied. to the wood block fade (See Fi6ure'2 below). Please refer. to the Simpson Strong -Tie Catalog, C-C 2019, page 216, Figure 1 for more information. Figure.2: ........ .... .. .. .. The application of prefabricated jack scab truss for Wood filler blocking orwood blocking to achieve full, design load value for face-mo.unt6d hangers must beapproved by the hardware manufac: turer: All edge and end distances, and spacing for all nail connections must be sufficient to prevent -splitting of Wood. If I can.be of any further assistance,or if You have any:que.stionsi please .giye me a call. Williarn H, krick RE. Chief Engineer Alpine an fTVV Company Engineering- bepartmenit 0irlandoi FL 4 0:5( H, Am-!�1. No-70861, STATE Of 6750 Forum Drive S06305, Orlando,. FL 32821 - (800.) 521-9790 - (863) 422-8685 WW,alpineitw.cPm ALPINE maw� April 26, 2019 Mr. Bob Michaelis Carpenter Contractors of Arrierica, Inc. 3900 Avenue C1 Northwest Winter Haven, FL 33880-6201 Dear Bob, .Rei Strongback bridging on roof. trusses. .1 understand there is some concern over our reconimendati6ns for strongback- bridging 6 on toof'trusses. Strongback ongback bridging for roof trusses is n9ta—requirement of ANSkTPI 2014.n.or is it a requirementofthe Building Component Safety Information (136W). But strongback bridging on roof trusses it recommended by Carpenter C6htr4btdrs of. Ametica. Strongb6ck bridging serves the. following two. functions: One, bridging aligns the bottom chords after they are- set :so. they are pniform. along the ceiling line and helps,wi'th-celling serviceabili[ty, Two; bridging .reduce.trelative dLfie.ctbn.6f.adjacent :trUss6t4 strong back bridging' does riot:preVent or reduce overall individual deflection, especially any roof trusses deflecting_more than 1/0 inch. ..... . ....... . -------- . . .... Strongback bridging in roof trusses does not serve as temporary. or permanent bracing and is not intended to .distribute or share design' loads.' between Trusses. Consequently, no design loads. -have been accounted for With this detail and continuous str6hgback.bfldgihg should , ld not be:kttached between comr I non and girder trusses. The. use :of strongback bridging shall not'inteftere with other design considerations as specified , by the Enginee.r'of Record or the 1 I�e Building. The outer ends of - the strongback bridging shall be attached to a wall or anothersecure end restrain . I, or as s ecified'b the 5rigineer of Record or the Buildin-Des-ijn6r. . . p . y Building Strongback bridging shall be fa minimum of 2x6 nominal lumber. oriented with the depth vertical. Attach with (3) 1.6d common nails (0.1'62"x151 nails at, each intersecting r-hembeK When extending the strongback bridging overlap by at a minimum of two .trusses. The1ocation. of. the.. strongback bridging. maybe specified by the Truss Manufacturer,. Engineer of Record, or Building Designer Please refer -to BCS) "Strongbacking Provisions" or to Alpine: 8T.13131118!R1014 detail for more information. The graphic shown (Figure--1) isf6r.ge�neridillustrative purpose only.. .67.50 Forum DriveSuite 305, Orlando, FL 32821:- (800) 52.1-9790.- (863) 422-8685 vh me[;Jineitmoom� IN -ry ) Uc r". ' �1. , I ..�) Figure 1. If I, can be of any further assistance or -if you have! any ques-tions, ple.ase give. me a call,. Williarn.H.,Krick P.E. Chief En-qineer Alpine an ITVV,Company Engineering Dep6rtrnent -Orlando,, FL 328.2111 6760 Forum Drive Sulte:305, Orlando, FL 32821 n (800) 521-91790 - (863).422-8685 Wwialpineitvv.corn I A Details 1 and 2 ('s AN d attach. O NG RECOMMENDATIONS c P-All scab -.on blocks shall: bes a minimum.-2x4- 'stress graded .lumber;' >-AU strongback bridging .and bracing shall .be:a. minimum 2x6 'stressgraded lumber,' -Ea The purpose of strongback bridging. Is to YGUN . develop load sharing between- IndlyldUal t_russes,: WS`AT resulting In an Overall .Increase In -the stiffness oP the floor system, 2x6- strongback bridging", positioned ,as. shown in details, Is recommended at 10'-O'.o.c..Cmax:> methods to The terms 'bridging' And 'bracing' are sometimes mistakenly used' Interchangeably.- 'Bracing`- Is an Important structural requirement of any floor or roof system. Refer to the: Truss. Design i' Drawing (TDD) for thet.bracing requirements for each Individual truss component, Bridging,,' particularly 'strongback.' bridging' Is a: recommendatlonfor a truss system to help control.vibratlon. In addition to aiding In the distribution of point loads between adjacent truss, strongback bridging serves to reduce GNGBPCK BRIDGING.,- 'bounce' or residual vlbratlon resulting,, from -point a RENE s moving loads; such as footsteps; STR -b ]P rnr. r ulred 7 W.2C 'rw.4t curter d iD'b' 1HeAlA r /0" 'a raH slip' The performance -of all floor systems are - enhanced by. 'the Installation of strongback bridging and therefore Is strongly recommended by Alpine, For additional Information regarding strongback bridging,, refer to :BCSI (Building Component Safety Information). No.70861. TL4DL ;PSF i C L LL PSF 1 PSF 3TA7(E PSF �rw T OV PRO al-l'u-10-Domm P-0 a.. id, si! W406 wc H RX, l 90 MkiN.1 W-: 'p q Aso, -all -I ONY _lvT WON: '749RANAIm t 7 MOVIiV4 .4 E.)N 180-H':S CISON-0: WQ03HI Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member. This design Is valid onlyy for sl%e 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 nalling distance on each side of damaged area (3) (S) = Two 2x4 or two 2x6 side members, same slze, grade, and species as damaged member. Apply one scab per face. Minimum side member length(s) _ (2)(L) + (B) Scab member, length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' mc., rows staggered, Nall Into 2x6 members using three (3) rows at 4' o.c„ rows staggered Nall using 10d box or gun nails (0.1281x3', min) Into each side member. The maximum permitted lumber grade for -use with this detail Is limited to Visual grade 91 and MSR grade 1650f. This repair detail may be used for broken connector plate at mid -panel splices. This repair detall mnyy not be used for damaged chord or web sections occurring wlihln the connector plats, area. Broken chord may not support any tie -In loads, S. L IN I N L 4' o,c �TYPlcal O + O + 0 + O + ' Stagger += Back Face 10d Box (0,126' x 3', min) Nallsi 0 = Front Face 2x4 Member - Double Row Staggers 2x6 Member -_ Triple. Row Staggere Nail Soadna Detail AN RW MMPANY taaee L.k,h LGAw 5tAh My. MO 55545 Member'; Repair Detall Load Duration = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force . Member) Size L SPF-C HF DF-L SYP Web Only 2x4 12, 620# 635# 730# B00# Web Only 2x4 18' 975# 1055# 1295# 14150 Web or Chord 2x4 24 975# 1055# 1495# 1745# Web or Chord 2x6 1465# 15B54 2245# 2620# Web or Chord 2x4 30 1910# 19600 2315# 2555# Web or Chord 2x6 2230# 236541 3125# 357541 Web or Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42 2975# 3045# 3505# 3835# Web or Chord 2x6 43950 4500# 5225# 5725# Web or Chord 2x4 3460# 3540# 4070# 4445# Web or Chord 2x6 S165# 5280# 6095# 1 6660# 185TAUGM. o/ Vw AIIMp Galpn.. p.r AMSf/I!5 I i.ct. mNnun 8 L DI.Soner L L MEMBER REPAIR 10/01/14 )`Ns Face -Mount Hangers - I -Joists, Glulam and SCL These products are available with additional corrosion protection. For more information, we p. 15. Codes: See p.12 for Code Reference Key Chart. i iA Actual 'Joist Size (in) _ Model: No. "._ .Carried 1 - Memher Dimensio(in.)ns 1 `,F Mint Max Fasteners ',� (in.) Allowable Loads Code .Ref.' �. E i-s .e . y Web ` stiff - Aegd. " " W H B a+ ' ' Face •.,;, 'Joist ' OF/SP Species Header SPF/HF Species Header Uplift (160) Floor 000).,(115) Snow I Hoof (125); Floor (100)'. Snow (115) i Hoof IUS2.56/16 - 25/a 16 2 Min. (14)0.148x3 - 70 1,660 1,805 11,805 1,425 1,555 1,555 Max.E(20)O.162 48x3 - 70 1,805 1,805 1,805 1,555 1,555 1,555. 2'h x 16 MiU2.56/16 - 2916 15'1s 2'h -2 x 3'h (2) 0.148 x 11h 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 ✓ 2916 101h 2 - x 3'h° (6)0.148 x1'h" 970 1,945 2,205 2.375 1,675 1,895 2,045 HU316/HUC316 ✓ 2916 141h 2rh -2 x3'h (8)OA48x Ph 1,515 2975 3.360 3610 2,565 2,895 3,110 IBC, ,. - 2916 '1716� 2rh''-2x 3'/z (2)0.148 x1 Ih 230 3,745 4,0454,045 j3,2203,4803460, LA 2%x 78-.MIU2.56/18, HU316I HUC316 ✓ 29/-1414 2'1h - x3'h1515 2,975 3,360; 3610 12565"'2,895 3,110, 21hx20 MIU2.56/20 - 2916 19'1s 21h -2 x 3'h (2) 0.148 x 11h 230 4,030 4.060 4,060 3,465 3,495 3,495 2'hx22 to 26 IMIU256/20 i.� ✓ 2N6:.._19'h6 2'h ._ '- 280./62x3h ( ) ' C2)Oi748x 1'h .... 230 4.030 ._. 4.060 4,D60 34653,495 3,495 2ex 91h to 26 to 2916" wide joists use the same hangers as 2'h" wide joists and have the same bads. MIU3.12/9_ -.'315. 9Xe 2rh: - (16)0.162 x31h (2)0.148x11h 230 2,305 Z615, 2.820� 1,960'. 2,245 2,425' 3 x:9rh HU210-2I HUC_210-2 ✓ SIM. 2%. Max. (18)DA62 x3'h (10)0.148 x3 r,796 2680; 3,020� 3,25012,305' 2605. 2;800 IBC rh MIU3.12/11 11 'A 21h - (20) 0.162 x 3'h (2) 0.148 x 11h 230 2,880 3,135 3,135 2,475 2,695 2.695 FL, 3 x 11 HU212-2l HU0212-2 ✓ 10AS6 21h Max. (22) 0.162 x 3'h (10) 0.148 x 3 1795 3,275 3,695 3,970 2,820 3,180 3,425 LA .HU325/121HUC3.25/12 !31A �, 11�= 21/2 (24) 0.162'.x3'h (12)0.148 x3 1 r795 3.570 4,030 4,3351$075;,'347013,735HU32511$I '. HUC325/16' _ • :. 413'14e : 2'h Min.'(20)0182.x " 3'h (8)0148x3 1,515 2,975 3,360 3610 2,5602,890 3,105 (26)0.162:x3>z (12)'0148x3 ";795 3,870 -0365�4,695 3,3303755 4,040%guars HUCO210-2-SDS 1 9 3 ';- (12)'!a"x2h'SDS 16)'/Vx.2W SDS 23Z,5 4,31 5 ,4.315" 4,315 �3.6PL. 7.>10 3,710 FL HGUS3.25110 •- )3'/. "85% 4 - (46)0.762x31/2 (16)0.762x3'h 4,095 9,100 9,100, 9,100 7,82517,825.:7,825 18G, HGUS3 25/12 31/4 10% 4 - (56) 0.162 x 3'h (20) 0.162 x 31h 50040 9,400 9,400. 9.400 8,085 8,085 8,085 FL LGU3.25-SDS. • - - 3'/4 8to 30 41h - (16);Y4"x2'h°SDS (12)Y+'x2W'SDS 5,555 6,720 7310 7,310 j4,840 5,285 5,265 HHUS46 - 36h 5'h 3 - (14) 0.162 x 3'h (6) 0.162 z 3'h 1,320 2,785 3,155 3,405 2,395 2,715 2,930 3'h x 51A HBUS46 - 35fi 0. 4 - (20) 0.162 x 3'h (8) 0.162 x 31h 2,155 4,360 4,885 51230 3,750 4,200 4,500 "HUS48 1• 3s5s{. 6% 2' - (6)0.162 x 31h (6)0:162 x314 1320 1,595 1.815I 1,960 1,365 '1,555 1,680 31/x71/4 .. HHUS48 - 3%I' 71% 3 - (22)0162`X 3'h (8)`0.162x 3% i,780 4,210 4,770 5,140 36151'4,095 4,415 HGUS48 ` 3% . I' 7H6 4 - (36)0162:x 3'h (22)6.162 x 31h 3235 7,460 7460. 7460 6415 6,415 6,415. IUS3.56/9.5 - 36/6 9 h 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 1,160 1,250 MIU3.56/9 - 3916 81346 21h - (16)0.162 x 31h (2)0.148 x 11h 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 • ✓ 3916 834 2 - (14)0.162z3'h (6)0.146x3 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 - 3916 81i16 2 - (810.162 x 31h (8)0.162 x 3'h 2,990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 - 3s/6 9 3 - (30)0.162 x 31h (10) 0.162 x 31h 3,565 5,635 6,3B0 6,445 4.845 5.486 5,545 31h x 9'h HU410/HUG410 ✓ 3916 8% 21h - (36)0.762 x3'fi (12)0.162x3K 3,235 7,460 7,460 7,460 6,475 6,415 6,475 HUC0410-SDS - 3916 9 3 - (12) %!' x 2'h" SDS (6) W x 21h° SDS 2,265 4.500 4,500 4.500 3,240 3,240 3.240 HGUS410 - 3% 9M. 4 - (46)0.162 x3'h (16)0.162 x 31h 4,095 9.100 9,100 9,100 7,825 7,825 7.825 IBC, LGU3.63-SDS - 35/6 8 to 30 41h - (16) Ya z 21h" SDS (12) Y." z 21h" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 Lp MGU3.63-SDS - 35/e 9'/4 to 30 4'h - (24)14" x2'h' SDS (16) Y." x 2'h" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 3% ..MA.' 2 ��- (12)0,148A3 70 1,420 1,615, 1,745 1,220 -'1390 1.485, .. MIU3S6l11+ - 39Fia'� �f1rk' 21h -- (20),Djd2x 3^h (2j 0.148x1'h '210 2,880 3136 3,135i 2,475' 2,695 2695 U414 ✓ 391is 70 2 :'- (16)0,162:x 3'h (6)0:148x3 9J0 2,305 2,615.,i2820 1,9842,245 2;9251 HHUS410 • '• - 4 3%. " 9 3 . - (30) 0.162 x3'h (10) 0.162 x 31h 3,565 5,635 6,330 6,44514,845. 5,486 5..545. HUS412' '.3% 101h 2 '- (10)0.162x 31h (10)0.162 x 31h 3,435 2,660 3,025 C3,265. 2,275;2,590 C2,795 31hx 111% HU412/HUC412 - • -• - 3% 10 , 21h Min. 06)0.162x 31h' _ (6)0.148 x3 1,135 2,380. 2,685I2,8902,05012,315..2,490 Max. (22) 0.162 x 3'h (10) 0.148 x3 ?;795 3,275 3,695. 3;970. 2,820 3,180 3,425 HUC0412-SDS 3%J 11 - (14)1/P'x2%°SDS (6)1/4"x2WSDS. 2,265 5D45 3,630P3630.:3,630 HGUS412 •'' - 3%A '10i46 4 :- (56)0.162x 314 (20)0.162 x 31h 5,040 8,085 "8,OB5 8,085LGU3.63-SDS •: - ash":8to 30 4'h: - (16)YPx21h"SDS (12)1l4'x2'h"SDS 5,555 19,4009,4001,9,40D 6720 4,840 4,840 4,840 MG03.63-SDS - 3% "4 to 30 41h - (24j'!+'x2'h'SDS {16)°T"u 2'h SDS 7,260 . 9.450 6,8D5;.6,B05 6,805 HGU3,63-SDS • "' - 3%1 11 to 30 '4'ls - (36)Ya'x219s' SOS (241W x'21h' SDS 9,4ti0 L 33,'t50 9,4?5 .91Zi 79,475.- 46 See footnotes on p. 150. Simpson Strong-Ti,° Wood Construction Connectors. THA/THAC Adjustable Truss Hangers A?o W This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower ins tailed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustabirdy 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 ZMAXe 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 yP 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 nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum r/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3s/e° (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 2rh'far THA422-2 TRA426-2 6THAC422 Sltraiigk v' 0 THA418 DoubhW- 2face nails usetulltablevalue (total) Single 4x2 Z III op nails nailSeele bltotap ls the double 36s and install into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of header. ® I Double -Shear Double- ' Nei Vin Dome Double -Shear Sid Shear ( gew; ,+ Nailing Side View j Nailing Do not (Available on Top View I OV bend tab some models) I and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation Referto footnote 5 on p.187 Typical THA29 Top Flange Installation `-Simpson Strong -Tie® Wood Construction Connectors. Adjustable Truss Hangers (cont.) ED These products are available with additional corrosion protection. For more information, see p. 15. 0 u a "Model No. v ,, •�; Ga.Top "FDimenslons" (in.) < Min. (in.) r- Min. : Header Depth- (in.) ; ^' 7Fasteners ��" :,' ` - (in.) Carrying Member Carried r - Mambar '-Top •,,41 Face, .L, -;°r OF/9P " ' ' ` Allowable Loads -. Uplift Floor Snow Roof/ f(160) (100 S wntl ) (.1'�. (125/160) '^ ,. ' ' `SPF/HF - Allowable Loads Uplift Floor'. �Snew Roof Wind- (160). '(115) (125/160) Code Ref. , W ..s H. ✓, -Flange G ' .•;t ange jJ g lnstalfailan. .A _ ;; "'. '� ,.... _- THA29 18 1% 91N6 5'/e 11h . — (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 1,750 1,750 1,750 450 1,330 1,330 1,330 2rhs — (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.748 x 3 525 2,610 2.610 2,610 450 1,985 1,985 1,985 THA213 18 -7sh 13Y,, 51h 1-2 w; (4)0,148 x3' (2)0.148x3 (4)0.148x1'h,'— 1;4B01269 T:46D' — 1,`.10`'9110 '1,110�: THA218 18 1% 17% 5'h 2 — (4) 0.148 x 3 (2) 0148 x 3 (4) 0.148 x 1'h — 1,460 1,460 1,46D 1 110 7110 1110 BG, T11A2182, ... '76 31(e71Rs 81"2 ---";i(4)0:(62x3'.;(2)0.1H2 x3th,'$8)A1d8x3,'' _ 1588 ( r;9.45.''�'—.,'r.450: .... -.. '1�'SJa,af19" FL, THA222-2 16 31/e 224'i6 8 2 — (4) 0.162 x 3'h (2) 0.162 x 3'h (6) 0.148 x 3 — 1 60 1 095 1,995 — 1,490 1,515 1,515 LA iTHA413, ` 18j_351e.-13§5s 4'h 2 —:j {4)0,148,x3 :�(2)0748x3 p_(4]0448 z3< r t,533 1- 9 _7,554 ', —. t,16y' 1165. THA418 16 3s/e 17'h 7% 2 — (4) 0.162 x 3'h (2) 0.162 x 3�h (6) 0.148 x 3 — 1.960 1.995 1,995 — 1:490 1,515 1,515 THA422 16 - A 22 77A 2 -, (4) 0.162 x 3'h (2) 0.162 x 3'h. (6) 0.148 x 3 1,n610 ",.' 9aS 1,205, � — ".,490: 1 015 1,51$.. THA426 14 3s/e 26 71h 2 — (4) 0.152 x 3'h (4) 0.162 x T'h (6) 0.162 x 311h — 2,435 2,435 2,435 — 2,095 2,095 2,095 THA422-2 14 711d 2'Ms 9,Y.I:' 2 —'`(4)OJ62 x31h (4)0.1S2X3'hl(8)0162x3h .'- 3;330 3;330 3,330 --2,865:2865 2,865'- FL THA426-2 14 7% 26'% 9-/, 2 — (4) 0.162 x 3'h (4) 0.162 x 3'h (6) 0.162 x 31h — 3.330 3.330 3,330 — 2,865 2,865 2,865 THA29 18 1s/e "" 9% CO°'' 5'/e — 9% — (16)0.148 x3 (4)0.148x3 525 2,265 2,265 2,265 1 450 1950 1950 1 1950 ?HA213 18 -'tsla 13i4u 5'h — 13iSs - (14) 0.148 x3..(4)0148 x 3 355 2,045 2,340 2456 735 1760: r,010 210a.. THA218 18 1 % 17% 5'h — 17396 - (18) 0.148 x 3 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105 2105 2105 'THA218-2 ._ 16 31/s 1719s' .._ 8 — 14'hs' - ( _ (22) 0.162 x 31h - (6) 0.162, x 3'/z 1,855 3 "s1C 3,310 131C 1,595 .. 2,8-5 2,845 2,845 IBC, THA222-2 16 31/s 22M6 8 — 14Re — (22) 0.162 x 31h(6) 0.162 x 31h 1.855 3,310 3,310 3,310 1,595 2,845 2,845 2.845 FL LA Ttid413 18 "3% 13% 4'1ei —' �^133`e'' -.� _ `(14)01 8x3..(4)0.148X3 $ru5 2048 2(34b ` -2;450 ' 735 T;i&(f, 20;0 ' 245`> THA418 16 3% 171h 7r/s — 14Ke — (22) 0.162 x 31h(6) 0.162 x 31h 1,855 3,310 3,310 3,310 1595 2,845 2,845 2,345 THA422 16 ash 22 77%, — 10s= (22)0.162x3?h(6)0.162x3'h °i,855 3,-,Io 3,'v, 3w10 .i lti 5 .2$qv, 2,845 2,845 THA426 14 35/e 26 7% — 16Yi6 — (30) 0.162 x 3'h (6) 0.162 x 3'h 1,855 4,415 14,4801 4,480 1.595 3,795 3.855 3,855 `THA4222 14 71/4 21Hs 91'4 16%. —-(30)0.162-x 3'h (fi)0.162x3'h'1,655 5,170 5,520 5520 1,595 4,445' 4,745 -4,745 FL THA426-2 14 71/4 26'% 9s/+ — 18 — (38) 0.162 x 31h(6) 0.162 x 3'h 1,855 5,520 5,520 5,520 1,595 4,745 4,745 4,745 1. Uplift bads have been increased for earthquake or wind leading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated loads for the THA29 with 1'A' min. top flange are based on a single 2x carrying member; all other top -flange installation bads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148' x 1',h' nab in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation bads. 6. Refer to installation instructions regarding fastener Installation into carded Qoist) member. Based on the installation condition, nails wit be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. 18 SIMPSON LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. The doubly -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the bad through two points on each joist nail for greater stn, ngth. 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 ZMAXe coating. See Corrosion Information, pp. 13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table bads. • Not designed for welded or nailer applications. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart i Double -Shear j Nailing Top View i i Double -Shear Nailing Side View ; �,. Do not bend tab Dome Double Shear Nvaila Side View (Available on some models) ,'for 2X5 tgs for4Xs� t Oi H 0' 01,11 • i .4ty� B LUS28 HHUS210-2 ICMUS28 n `n • b `c e s OrHUS210 (HUS26, HUS28, and HHUS similar) V HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 impson Strong Tie®Wood Construction'Connectors' SIMPSQN Face -Mount Joist Hangers (cont.) SS Ss 9 SS Ss Olt ss ffiA Model p} _ a Carrym9,s 4,^.Caryled;', . v°4++,7. Helght W ',.H B. Membar„ MetMC['. Single 2x Sizes LUSs4 2' `. _ ; 1 6 r Pv t : ° ' t4) a.1a9,x 1 ° ' (21 D.148's3 =m .'LUS26 '."r'� 78 , ,=•'�^i-°/i's• `,:.4.3/a' Y3':. MUS26 4n/1. 18 1§5s Rs 2 (6) 0.148 x3 (6) 0.148x3 HUS26 4iA. 16 1SA 53A 3 (14)0.162 x 31b (6)0.162 x3'h =HGUS2E '4•n'a ."s bi�12``,k9§%'� ?5 - " 5 .:(2(S)0.162%3?h,_ (8)00i64,4": 11JS28''= :a44is d_MR Yx.'ie^-, MUS28 65A6 18 14is 6'Yis 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61h 16 1 % 7 3 (22) 0.162 x 3'h (8) 0.162 x 31h HGUS28 6^/s 1 12 1% 7Ye 5 (36)0.162 x 31h (12)0.162 x 3Yz 1US216- '4'1{'," tdYB`- A%6 =:'.7'#is 4r :'-{81:014$x5.. ,`{4) 0148°X3.-- •HUS2101 ,gz/s. ;15 Ssls-;:.p°'' 3, �(307'69fi2x3'h {'fp}0.�62'x�'h.' H6U5210I. 80is °vo -`712' 1�/a •'..9rle` _5;: �461.IL762xS�h•-{16j 0;162 is3'h: 1. See table below for allowable bads. These products are available with additional corrosion protection. For more information, see p. 15. ® For stainless -steel fasteners, seep. 21. Many of these products are approved for installation 1 with Strong-DHve® SD Connector screws. See pp. 335-337 for more information. "` "''R;="OF Allowable)-aeds K '- =+f`SPAllowabte loads -.° SPF7HF Alknvsbte loads ."Mod'et - �- °'.' "r :Code:". No- iUpliftt,Flaor , Snow" Raoj ' W(nd Uppffl ` Floor snout Roaf , Wmd Up11ft1`: Floor ,'Snow - Roaf Wmtl . Ref, (160j„_{700) {f1S}" af251._„-.•{t6tl) ,{t60J ,., (100) ,(11Sj ;..(125j (169), (1601 % (.100}� , (115)„ ,{125)' . {160} Single 2x Sizes- =YUS24f 5 '.80, aC765'�t ...FS20,x tf}45 ,'2"'r�725°,..vi825 894 .;i7.0 n 0;�=495s Si S''.605s. "77b3;: LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1 1,000 IBC, FL, .1,169. -n"+'Sr LA HUS26 1,320 2,735 3,095 3235 3.235 1,320 2,960 3:280 3.280 3,280 1,150 2,350 2660 2,7B0 2,790 H6US26'r1.. : '4,340 ,, .4,856 7F,370: 5 390 5 -. =69P _ ;22d, _ 5;390 -'-390 ^,^+,'iQ% ,223' "-3.10' 3,870q, i3,965 ` IBC, FL WS28 1165 1100 1,260 1350 1,725 1,165 1195 1360 1465 1,730 865 810 925 1,000 1,270 .MUS2@: "€"320 '1,739, r1;97,8z =2,125 =2;?..� 1,ii2^.7;,:..a1875'4 2735= G2255 '55 iv3:75t1v ,1,270, '7455 1,575 • f.955c' IBC,AFL, HUS28 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4,095 4,095 4,005 1480 3,520 3,520 3,520 3,520 HGtJS28 f5"`is..27a;>iz^i7,27$ 7,'2757,Fa3T9 ;,i7,Y '7,2-76332`" 3,820. 4,250. IBC, FL LUS210 1,165 7,335 1,640 2,090 1,165 1,4501 1,655 1 1,775 2,270 1 865 1 985 1,120 1,215 1,500 IBC, FL, . i3US21q ,q3.Y •:�: 5.'#6 ,;:a;%'rx; ,x8'�J` °3C ,2,Fx3a:;,'ar895r; '. .TSB" '5 `s3 7= .222A _:. 2a 3.-'2 §s '25sk5 '3,i 5- LA HGUS210 1 2,090 1 9,100 1 9.100 1 9,100 1 9,100 1 2,09i1 9,i00 9,100 9,100 9,10i1 1,545 6,340 6,730 6,730 6,730 IBC, FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45° • For skew only, maximum allowable download is 0.85 of the table load • For sloped ony or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 Ib. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed ony to a maximum of 45°. Allowable loads are HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table bad W < 2" Bevel cut 0.72 of table load 0.46 of table bad 2" < W < 6" Bevel cut 0.85 of table bad 0.41 of table bad 2" < W < 6" Square out 0.46 of table bad 0.41 of table bad W > 6" Bevel cut 0.85 of table load 0.41 of table bad Acute 'side apecny angle Top View HHUS Hanger Skewed Right hoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). f:H1 LUS/MUS/HUS/HHUS/HGUS These products are available with For stainless Many of these products are approved for installation E3 additional corrosion protection. Q steel fasteners, 0 with Strong -Drive® SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. S5 SIMPSON �S£rougZ'ie" Model Min. Dimensions(nq, 'Fasteners(in.) D,F/SP Allowable Loads SPF/HF Allowable loads ' No. "- Neel= Height Oa: ' - W H ' g Y'Carrying ;' Member +Carried ° - ": 4' Member `Uplift=`Floor '-'snow (160) '(100) .(175) Roof. Wind -Uplift (125}" (160) (160).'(100). :-Floor Snow (iiSJ `hoot (125);1 `Wind (160) - Code : Ref. ' Double 2x Sizes i11S24-2. Vf/4, 19, 3'1*1 3Ye ,. 21 1 (4)0,162x3'h`M(4 x3'h" a'Ifl i 800 ; 905,,, 980; .1,245 355' : 690 780 . 845 1,070 LUS262' 4-A ' 18r 31A 4z,4 2 (4)Oa62x3'/z x 3Mt Y' u 1;030' 1, 1„26$; 7,59$ 910' 885 7005 7;090 1,370' HHUS26-2 45AG 14 334s 536 3 (14) 0.162 x 31h2 z 31h 1.320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 4-As 12 3-16 5z4s 4 (20) 0.162 x 31h2 x 31/z 2,155 4,340 4,850 3,170 5,575 1,855 3,730 4,170 4,445 4,795 L11S28.2 4Pi 18, B'A .T. `2 .(6)0162 k 31fi.,2%3"fi' '.;050' 1,31551494 `16101030 910 `i 1,130� 1,280''1,,385'1;745,' IBC, FL, HHU528-2 635s 14 33is 71/ 3 (22) 0.162 x31/z2x 3Ys; L760: 4;265 4,810 $,155 S,96g 1;515 '3,670 4,135 4,435 5,145 LA HGUS282 "6§5e 12 3% 73is 4 ;(3,6) 0.162x 3'h 2 x 3'k, 3,235 7,460 7,460 7,460' 7,4601 2;780.. 6415 6,415:. 6,415 6,415 LUS210-2 634, 18 31h 9 2 (8) 0.162 x 31h (6) 0.162 x 31h" 7,445 1,830 2,075 2,245 2,830 1,245 1.575 1,785 1,930 2,435 HHUS210-2 8 A 14 3ils 8'/e 3 (30) 0.1fi2 x 3'k (10) 0.162 x 3'h 3,550 5,705 6,435 6,485 6,485 3.335 4,905 5,340 5 060 5,190 HGUS210-2 8%6 12 3%, n6 4 (46) 0.162 x 3'h (16) 0.162 x 31h 4.095 9,100 9,100 9,100 9,100 3,520 7460 I 7825 1 7825 1 7825 Triple 2z Sizes "HGUS26.3 4L34s 12 41iis 51h 4 (20j9162x31/i." (8)0.162X31z 2,155 4,346 4,850 5;170: 5575 1,855.j3,730 4,170: 4,445 4,795"". IBC, FL, HGUS28-3 61MG 12 4% 71/4 4 (36)0162x 311h (12)0.162x 31h, 3,235 7,480 7,460 7,460:. 7,460 2,780. 6,415 6,415 5,415 6,415: LA HHUS210-3 8% 14 411hs 87/6 3 (30)0.162 x3'h (10)0.162 x 3'h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575, 5,575 FL HGUS210-3 81346 12 415hs 91/4 4 (46) 0.162 x 3'h (16) 0.162 x3'h 4,095 9,100 9,100 9,100 9.100 3,520 7,825 7,825 7,825 7,825 "HGUS212-3 " 10%` 12'" 4'iu 10'/a 4 (S6j 0.162x3'hr (2D)O.162 X3'/a 5,695 9.04S1 - 9.C45 904J: 5,045 '':900 "'{780 +;780. 7,780 7,780 IBC FL, LA :HGUS214, ,'12% 12 "4'iis 12$s 4 (66) 0162x 3'h; '122) 0,162x 31h 5,695 10,12510,12510,12510,125 " 4,900; 8,190 8119D- 8,190 8190 Quadruple 2x Sizes 'H6US26-4: 5'h 12 61,5s 5$s 4 (26)0162 X3'1h 6)0.162 x 3'h: 2,155 4,34014.850 -5,170 15,575 11,855":I3,730 4,170 4,445 4,795, IBC, FL, HGUS28-4 71/� 12 63'is 735s 4 (36) 0,162 x 31h (12) 0.162 x 3'h 3,235 7,460 7,460 7,460 7.460 2,780 6.415 6,415 6,415 6,415 LA HHUS210-4 8% 14 6'h 87h 3 (30)0.162 x3'h (10)0.162 x 31h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL :.HGUS210-4 9P4 12, 6� 9zh6 4' (46) 0.162x 3'h.'(16) 0.1620%, 4,095 9,100: 9,100 9,100 19,100 3,520,,7,B25 7,825 7825 7,825 H6I1S2124 10'h 12 63Ss 10% 4 (56)0.162x M, (20)0.162x3'/i 5,695 9045 9,045 Z045i 9045 4P00 7,780 7,750 7,780 7,v30 IBC, FL, LA '.HGU8214-4 12% 12, 6'hcF 12%.,4 (66,) 0.162 x3%,'_(22) 0.162x 316 5,695i 0,12510,12E 1Q,125 d,900 8,710 " 8,710 ;8710 8,710 4x Sizes WS46 __ �. 4% 18 We 4% 2.: (4)0.162 x.3'h (4)0.162 x3Y; ;466 1,030i 1,170 :1.265 1,595. 310 885 ,1,005: 1,090 1 1.370 IBC, FL HGUS46 47s 12 3%' 011 4 :20)0.762x31(q;„(8)0162,x 3?42. 4,340; 4,850; 5770. 5,575 1855. :3;730 4,170 ;:4,445 -4,795;. HHUS48 49, 14. SsA 539s 3 (14) 0.162 x3'W-'(B)& 62 x 31h �1;P2+i 2;830:' 3,190 3,415; A,250 1135;'`G435 2,745 '2,935 3,655. LUS48 4% 18 355s 63'4 2 (6)0.162 x 31h (4)0.162 x31h 11,060 1,315 1,490 1,610 2.030 910 1,130 1,280 1,385 1.745 IBC, FL, HLIS48 6'h 14 3%6 7 2 (6)0.162 x 3'h (6)0,162 x3'% 1,320 1,580 1,790 1,930 2,415 1,135 1,360 1$40 1,660 2,075 LA HHUS48 6'h 14 3% 71/e 3 (22) 0.162 x 31/z (8) 0.162 x3'h 1,760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 6'hs 12 3s/e 7%, 4 (36) 0.162 x 3'h (12) 0.162 x 3'h 3.235 7,460 7,460 7,460 7,460 2,780 6,415 6.415 6,415 6,415 11411 6Ya 18 3-As BY, 2 i '(8)0.162x3'h.:.. (6)0162,01/z:. 2445 1,830, 2,075. Z245: 2,830 1,245 1,575 1,785:. 1,930 2,435 „HHI75410 , B%' 14 34/as 9 : 3 P0) 0162, xB V2 =(10} 0162x 3'/z; a,co.i 7051 8A35, 15 a4tp ii,435 .'#.263= 4,905 '5,535 C` 533 � 57s HGUS410" B?G6 12 3% 9Rs :(16) 0.162 x 3'h:' 4,095 9,100` 9100 9,100 19,100 3,520 1,-K8 7,825,7,825 7825 IBC, FL, LA HE US412 103i6 12 3% 10316 4 (56)0.162 x 31h (20) 0.162 x 31h5,695 9,045 9,045 9,045 9.045 4;900 7,780 7780 7780 7,78,18C HGUS414 11 rh6 12 3s/e 12rh6 4 (66) 0.162 x 31h (22) 0.162 x 31h 5,695 10,125 10,125 10,125 10.125 4,900 8,190 8,190 8,190 90 Double 4x Sizes HGUS7.37/10 816s 12 735 83fs 4 (46) 0.162 x 31/z' (16)0.162x 3'h. 3,430. 1 9,095'" 9,095 91 9,095 2,950 7,820 :7,820, 7,820. -7,820 HGUS737/12 ' )n. 12-17% 703Ss 4 (56) 0162 x 31/1 "j20) 6.162 x 31h; 3,835. 9,295 1 9,295 1 9,295 9,295 1 3,300 .7,995 7995 '7,995 7,995 FL HGUSZ37114 1 11% 12; 7%' 12V,6 4 J,(% 0,152!:x 3'/s. 722) 0167x 3^fe 5,08Q 1b5ob70;5o010,50010,500 4,370'„:9030 1 9U30 19,030 1 9030 1. UpUt bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVIPI 1-2014. Simpson Strong-Te® Connector Selector® software includes the evaluation of cross -gram tension in its hanger allowable bads. For additional information, contact Simpson Strong Te. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162' x 2'h' nails in the header and 0.162' x 31h' in the joist, with no bad reduction. With single 2x carrying members, use 0.148' x 1'h' nails in the header and 0.148' x 3' in the joist, and reduce the bad to 0.64 of the table vaUe. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 19 HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable bads (with minimum nailing) apply to heel heights as low as 37/e°. Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 112' max. to allow for greater construction tolerances (maximum gap for standard allowable bads is %' per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge Finish: Galvanized Installation: • Use all specked fasteners; see General Notes • Can be installed filling round holes only or filing round and triangle holes for maximum values • See alternate installation for applications using the HTU26 on a 2x4 carrying member or H1U28 or HITU210 on a 2x6 carrying member for additional uplift capacity Options: • HTU may be skewed up to 671e. 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 EMMany of these products are approved for installation with Strong -Drive SD Connector srsews. See pp. 335-337 for more information. HTU26 HTU Installation for Standard Allowable Loads (for 1h' maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) .WEI'OnW Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) Model "`,ode Min. Heel ,' Height Dimensions (in.) W`' H . " 6 Fasteners (in.) ,Carrying Carried ':', Member Member - DFISP Allowable Loads SPFIHFAIIowable Loads Uplift, Floor Snow Roof Wind Uplift Floor Snow Roofs Wind (160) {700) {iiST {725) (160)..(160) (100) (116). (125)^,. (160) -_ p f. Single 2x Sizes HTU26. 31h 1% 5M. Th:1, (20)0.162x 3% ill)0148 x 11h 640 2j£.70 2,60 2}$70 267D -&50 1.66Q" 3.68D 1,6136 MTU26(Min.)-"' 371s 1Ye'5Z ,31h'5%13.162 x 3'hl(14)p148 0W 1,250 2940 3;200 :3,200 3,200 :. 1,075 11 7852`2.015 2DiS. 2015'. i. HTU26tMaxj Srh Zak 5 31h (20)0.162x31/, (20)0148x Iih 1, 555 2,940 3a2D 3 0 4,010'.;1,335 2,530`. 21156 3.3R3' 1450. IBC, HTU28(Min.) 37,1 1% 71ha 31h (26)0.162 x31h (14)9.148x11h 1,235 3,820 3.895 3,895 3,895 1,060 2,865 2.920 2,920 2,920 FL, HTU28 (Max..) 7Y+ 1 yn )Ka 31h (26) 0.162 x 31h (26) 0.148 x 1'A 2,020 3,820 4,315 4655 5.435 1,735 3,285 3,710 4,005 4,675 LA IHTU210ilt.} (M 37/a 1Ie 9Yta 3rh (32)0".t62X3"h,y`(14) (I146034" 1,33D 4,Aa 4330 :A:00 k$00: `7,145, 3.22S;' a,226'��3,2� �r92T HTU210 (Max:)'. 9V. 144 91ha 3;6 (32)0.16201h (32)cd1801/, 3,3t5 4,705 5,3M.173g 5,995 '2,850 1 4,045:Ij z865 4,930 5,155' Double 2x Sizes HTU262.(Min.) 37h 1 "a-,j 57ha 1 31h 1 (20)0162x31h•' (14}Mx3 1,515 2940 932Q 3,'" afl 3,910", 1,305 1,850.1 2090 2,255 2,465. HTU26-2(Max;) 51h 3 "6` 57/,, 3'h' t20j 0162x31h'{ ,(20)Q148 X3 2,17,5 ,2i94Q 3320 3a9tl 4;4$D "1,870 2,530 2,a55 3,083 '3,855' HTU28-2(Min.) 37h 3§1e 791a 31h (26)0.162 x 31/, (14)0.148x3 1,530 3,820 4,310 4.310 4,310 1,315ff 3,235 3.235 IBC, FL, HTU28-2 (Max.) 71h 3i4a 7Ra 31h (26j 0.162 X 31h (26) 0.148 %3 3,485 3,820 4,3t5 4,655 5,825 2,995 4,0D5 5,010 LA NTU21P.2{Min.} 37la 334a 9Ya 9'h .{32) 0.162k31h,.".(140148,0 1,755 4705 g815 .4;815 4815, .1,510.3610 3 10 HTL1210-2(Max.) 91A 3i1* 9Ni 31/z'. (32)0.162x 1,i: (321014ax 4,110 4;7Q5 5'13 u""3D 6515 '3SS5 4.93D 5,605' 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 leading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a combed rating. 5. For hanger gaps between 1h' and 160, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit atbv bls bads in accordance with ANSVTPI 1-2014. Simpson Strong-Te 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 downbad to 0.70 of the table value. The allowable upift 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. HTU Face -Mount Truss Hanger (cont.) i Many of these products are approved for installation with Strong-Drivem SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member "bra Model N0 , .Min. Heel. tl{in) t MUM UM mum Carrying.Code Member Fasteners (in.) DF/SP Allowable Loads SPF/HF Allowable Loads ReL .: M mbCaier , i.; Memberg•5 ; (16Iift 11)t : (100r Snow Roof (160) `i; ift (160) oor , (100)_ Snow (115) Roof (125), Wind 60) 11TU26 (Min.) 37h (2) 2x4 (10) 0.162 x 3'h (14) 0.148 x 11h 925 1,470 1,660 1,790 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 5'h (2) 20 (10) 0.162 x31h (20) 0.148 x 11h 1,240 1,470 1,660 1,790 2,220 1065 1,265 1,430 1,540 1,910 IBC, HTIU28'.(Max.) 7l (2) 2x6 -(20) 0.162 x 3'h .(26) 0.148 x 1.'h. 1,970 12940 3,320 3' ESO 3 905•'. 1,695 2,530 Z855 3.080 :3,360 FL, LA HTUP10(Max) 91K (2)2x6 (20)'0.182 x3'1k',(32)Qil48X1'h '. 2,760= 2,94p 3„32roJ SwzBU.3,905'-,2,375 2,530 2,E55 3,ii30 .3360. 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative Installation is V. 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (112" Maximum Hanger Gap) ` _ Min. Dimensions (in.) Fasteners (in.) DF/SP Allowable Loads - SPF/HF Allowable Loads Model - NO. . ... ... Heel- Height W .. H B Carryinge .... Carried Member_ . U Brio , (? ) Floor Snow (100) (115);; :.._ Roof (125) Wind (180), - Uplift; (160).. ..... :. FloSnow (,OCT0) "(115),-,(125) - Root ... Wind (160)' L Single 2x Sizes HTI726 3% '1% 5331.". 31h (20)0.152x Th 01j0.148x11h� 635 2395 2n9 '2,395 2395 545.-' 1510 1,510 1510 %51,0 HT1126(Min.) 37A 1% 5346 31h (2010162 x 3'h (1410,148 x 11h :1,175 '2,940 3,100, 3,100 3,100 1,010 1,955 1,955' 1,955 1,955 HTU26 (.May) 516 1/e 57hs 311 (2010,162 x 31/s (20) 0.148 x 1,h .1.215 940 :,= 3,80 a,630 1,045. 1,850 2090 22 2,2852 . IBC, HTU28 (Min.) 37/s 15/e 7'% 31h (26) 0.162 x 3'/2 (14) 0,148 x 1'h 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, HTU28 (Max.) 71/4 1% 7156 31/2 (26) 0.162 x 31h (26) 0.148 x 1112 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3,235 3,490 3,765 LA HTU210 (Min.) - 3% 1% 91ys 31h (32)616201h, (14)'.0.148 x 1 *h 1,250 3,600" 3,600 3,600 3,600 1,075' 2.700 2,700 2.700 2,700 HTU210(Max.)- 91/4 1% 915s 3j6 (32)0.162x3'h (32),0,148 x 11h 3,255 4,705 5,020' 5,020,1.9.020 2,800 3;530 3,765'. 3,765 3,765' Double 2x Sizes 'Ht26-2(Min.) 37/' 3$s` 5'/s �. `31h (20)0:162x 31h (14)'0148x3 1,515 2,940 3,3?0 3,500 -3,,500 1;305 2;205 '2,205` 2,2p5 2,205 HTU26-2(Max.) 51h Mi. 57Ae. Th (20)0.162 xTh (20)A.148 x3 f,910 21940' 3320 3,500 3,500 1645' 2,205 2,205 2,205" `2,205 HTU28-2(Min.) 37A 3Ns 71is 31h (26)0.162 x31h (14)0.148z3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, HTU28.2 (Max.) 71/4 35A6 71is 31h (26) 0.162 x 31/2 (26) 0.148 x 3 3,035 3,820 4,315 4,655 5.520 2,610 2,865 3,235 3,490 4,140, FL, LA FTC1)210 2'(Min`,j 371e 331s 9Hs '. 3h (32) 0.162 x 31/2 '' 114)0.148i3s' .1 12255 ,) 4 255' 4,255 4,� 5 1,5167, 3;190 3 i90 .3190' r3,100; HTU210-2 (Mdz.j 91/4 3416 949s : ! 3'h (32) 0162 x 31h ' (32)0.148 x 3 3.855 4,705 5,310 5,730 6;470 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 bads have been increased for earthquake or wind leading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating, 5. For hanger gaps between A' and 1h', use the Alternate Allowable Loads. 6. Truss chord cross -gran tension may limit allowable bads in accordance with ANSIRPI 1-2014. Simpson Strong-T& 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 0.14W x 1112' 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. 19 SIMPSON 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 Wth both flanges concealed, provided the W dimension is 25s" or greater, at 100% of the table bad. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 2-Vu" 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'/4' x 1 V4 TRen`= 2 screws (Model TTN2-25134H) for concrete and 'A' x 2'FI Titan 2 screws (Model T142-25234M, for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or EWP sections. Material: 14 gauge Finish: Galvanized; ZMW and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titan 2 screws. Titan screws for GFCMU ('/4" x 23/4" — Model TIN2-25234H) and for concrete ('/a° x 1 a/4" — Model TIN2-25134H) are not provided with the hangers. • Drill the 3;6-diameter hole to the specified embedment depth phis 1h'. • ARematively, drill the 34s"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical Interlock of the threads with the base material and will reduce the anchor's load capacity. • Titan Installation Tool Kits are available. They include a 35e° drill bit and hex -head driver bit (Model TTNT01-RC); a 3;6 x 4 W drill bit is also available (Model MDB18412). • A minimum edge distance of 1112" and minimum end distance of 37h" is required as shown in Figure 1 for full uplift load. • Where no uplift load is required, a minimum end distance of 1'h" is permitted. Codes: See p.12 for Code Reference Key Chart Can=led flanges HUC410 HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUG410 Installed on Masonry Block End Wall 23 S.{meson Strong-Tie®.Wood Construction'Connectors • , `$�MR$ON Medium -Duty Face -Mount Hangers (cont.) n These products are available with additional corrosion protection. For more information, see p. 15. C0' OR 3 �e Model„ r x No =•: a ° Sgndard Concealed FastedeSs,, .a=Allowable § ¢ * {m)."a a " 3 BFCMU ,' . Concretex " "• en.4 t ,1Jolst , Titeo°12 Titen®2x toads 6FCMU„ g ,w - Uplift •Down °{ )"„1, �700l12S) 76u at Concrete x^' ` . ; -Uplift ":Down (Y60}, {700A'S ` � Code Ref. " ". HU26 HU26X (4) Y4 x 23/a (4)14 x l3/4 (2) 0.148 x 11h 335 1,000 335 1,545 HU24-2 HU024-2 (4) 14 x 23/4 (4) 1/4 x 13/4 {41 a:148 x1ah (2) 0.148 x 3 '..• $A5 380 1OA"^'°;,760 1,000 "" 380 2,400•'' 1,545 ` HU26-2{Min.} ° ' lHUC26'2 ° . ' >:-' .. 'i$) a1.X 2vr'? I *'"(8)'1a7(,J'/a i , f4j t1lA$ X 3 ; `,* x66 W 2;Dg0 . (, •q;�fi0 „ 3,200, .. °°HU26=2 {M2x:).` jiLIC26`-$• :: ' (1 11ex2' (12j'/<`xtl�%ai ^(6I 0:14$,X 3, •°1135 ,3.`400, 7,'135' 3,95D :.. HU26.3(Min.) HUC26-3(Min) (8)1/4x 23/n (8)1/4 X 13/1 (4)0.14Bx3 760 2,006 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12) 1/n x 2'/4 (12)1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 ;HU2812�{Min`.} x HUG2$2{iv1i0.)x'',= ,-,(10)"14 x23'4 'j10)„::X i3la "` �a .(4{'0ia4BX3 7,60 ''g2 5�Q0 71 0 i1U2�,2,0ax}';, ,HUC282(MaX'}.".„ 1 (7,-0)�1ax 23g {1 A)Ye XiAy „n•"(6}Q d8x3 am ',1,1''S'a'E, „r,.:.3500 HU210 HU21OX (8) 74 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 11h 545 2,000 760 2,415 •HU210-2 (M�n)= •HUG21C{2,�Min}iPry: (•1A)„1ftx2�, '{14j+1. X;1.1'4�. {6}&�7A8 x3 i�'t 135� �359Qm �, *,1a5 i4,920'«y .-HU210-2{Max) ; HU210-3 (Min.) ` Hi1G21D 2,(Max,}' "' HU0210-3 (Min.) (181'ax2?Ir (14) 1/a x 23/4 {18)17d.X,;,1 §r4" (14) 1/<x l3/4 + -7777-777 (1C)0?d$x3 (6) 0.148 x 3- ,-1800' 1,135 44iDW 3,500 `' 1,$013 1,135 .'5,0951d= 4,920 HU210-3 (Max.) HU0210-3 (Max.) (18) Y4 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 1iU272•: HU212X ' ", 011 (10)1I4 x2,' {16) „X 1fl" .(6jx�;148 %1-fi . : ; 1 735 ,. - p „2,50Q,,,i •' . •a li'U5 2.665.:; HU212-2 (Min.) HUC212-2 (Min.) (16) Y4 x 23/4 (16)1/a x l3/a (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 (2 2) Ya x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 H[I212=3 {tvrQ,} " H0G2723 [#6} a K 20Ye XH Ya,a „{6) 6.148 x8• 113$ ° HU�12-3 {Max] HU214 HUG2123(Max ja,�•-xh(22)'laX2§'q HU214X (12) 14 x 23/4 � (22).'14,%4ie'a (12)1/4 x l3/4 {10f-0.148X3 , (6) 0.148 x 11h ' ,1�B00 ; 1135 '';bi0$5 2,665 ".. 1,d0Q 1,135 °•;S,O85 .'. 2,665 - HU214-2 (Min.} ' HllC219 2 (Min )' = (7$)1la x 2'G (78} 1/alx"] 3'4i ,g,{$) 0:'14$ x 3 ' ^" 7 5Y$ „ ,. ?tz500 •, „. 1,575 ' "' $,085 Y,„': .'HU214, 2{Maxj', xNUC2fi42(M2X).; (2d)x2'?/s•e(241'14.a HU214-3 (Min.) HUC214-3 (Min.) (18) Y4 x 23/4 (18)1/4x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24) 114 x 23/a (24)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU2l&1 4+HU216X _ ,>:-"-{18�'J s4 4. {18),l4'x 33':x.,.'($)-0:,1A@X,i 1h °T 8,515, a,2;929 ""I,$'I$ `�,92Q•'. ,. HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/4 (20) Y4 X 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)114 x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 1 2.015 5,085 2,015 5,085 :'HUZ76-3 {M�fx)' .`H1JC2„163={Min.); ,. (20r Ydx 3:' j20) 3c j'/x,`p a(8j`0.748x8 '; T,515 4 A'92D '1 .TMj fit' '.,14,920 ,,: HU216-3(Max,) HU7 (Min.) :'HUC2163(Max=js•: (Not available) .(26},lcat2' (12)1/4 x 23/a (26i arVl,,j (12)114 x 13/4 `{i2)0.14S%3`.a (4) 0.148 x 1'A 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16) Y4 X 11/4 (8) 0.148 x 11h 1,085 3,485 1,085 3,485 t3U9 {Mina (Nef ava�tlbla}Nµ {7,8) Y'x 23±- i3 t18)°Y<x 13�'a�4 ^6} 0.14$ x i `h , ' An139 „, '3 230 , r 1;135 ,. ^.x,23Q 1Atl9 {MaXj'•�T;945,- HU11 (Min.) (Not available) (22)114 x 23/4 (2 2) Y. x 13'4 (6) 0.148 x 11h 1,135 °e"3735 3,230 :�Y;485 1,135 '3,735 x1 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/4 x 13/4 (10) 0.148 x 11/s 1,445 3,735 1.445 3,735 HU1'4.{{�Aln) , .l', (N6tavallabla)°: ,,,. ., .{2B)fa.R Z?/i° i . (2$)�nx-13(r°(S)01148X41h o'R'txS15ry „°',0151�. , 'MU14 (Maxi '(Motav�l4iNlej.,+•'x', "{36)114x2Yi {36) ,%� ix '°(Mi•O.T 6%tali d;2d5` a.2;05$" ,4245".. 38 STAGGER JOINTS . TTP.T UPLIFT15HEAR ANC EACH TRUSS - SEE PLAN RAISED HEEL ROOF TRUSSES 5 PLAN ��JiYl�l� �a�ll��a�a► aaaa■aaaaaaaaaaaaa�aaaaa�aa�aaaaar� B/5KIf NOTE: ADD'L FRAMING NOT SHOW) FOR CLARITY �� RAISED HEFL TRUSS BEARING/ A u lws SKI ROOF SHEATHING- SEE SOFFIT/FASCIA- SEE RAISED HEEL ROOF TRUSSES -SEE PLAN CHEDULEPACINGENINGTOZ BBON BOARD- SEE !TWIWSEE SCHEDULE FOR SPACING 1TRUSSES ASTENING TO TRUSSES WALL SHEPLANVAF MIN. 15/32' COX PLYWOOD ORl/I6'OSB WITH 8d GUN NAILS (0131'X2IR7 a 6'O.G.i0GYP. CEILIN�MASONRN WALL- RIBBON BOARDS SEE PLAN 1 SEE RAN AN SCHEDULE DO NOT FASTEN RIBBON BOARDL- INTO END GRAIN OF ROOF TRUSS BOTTOM CHORD FW5ED HEEL TRUSS BEARING B scuexrs SKI RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT wit-165 MPH (2) 12d GUN W51' X 3.) 614sd•128 MPH) 2X4 BFM 24' TO EACH TRJ65, (4) EXP. B, NAILS AT JOINTS ENCLOSED wIWW MPH (2) I2d GUN (OJBI, X 31) (Vasd-II MPH) 2X4 5PF4 16, TO EACH TRU65, (4) EXP. C, NAILS AT JOINTS ENCLOSED SK.1 & ALPINE MqWCOWAW januaryl.0 2020' Catpenter'Contracton of America, Inc. 300 Avenue d, NW Winter Haven, FL-39,980-6201 Dear Matt: It.has come to my attention 'that some questions were raised. concerning S/ . W' diameter holes drilled thfu-the.ch6r(fs (wide face) of sys42 gableen ' d truss ' es i6,�allow' for threaded rods ,ti!�edfcir"ti&dbW,ns. Ifth6'�6,gableends,are,over,confinuoussupport: with one'face,fully,'sheathed-and the,holes are: drilled. about the --centerline of the wide face no close. than 4'-O;Cwithout'darna:ging any connector -plat6s'.6r-ver--it'cdl�-w-e'bs then no repair's required. The truss only suppbrts,`Zfeetof floor lba&4fid'no*additional load.. If you have any qti6sfibns;Pleage give me,arrall. Sincerely; No, 8636T 5TATEOF 6750 Forum Drive; Suite 305, Orlando, FL 32821 - (BQQ) 521-9790 —,(863)A22-,8685 WWW.a1bineitw.coM 'Hum dmvim-.0 haR t���+?tartmrurafiy r 819 �1'i[[W a0¢o nl5ronatarn Pnatetl J CIWP)ogl 1100bn IIrpvFg Sgt]8tu mYst( b�o Ve s ial. dusEngtRtorks'sfelectr veea'raa. mk j( ALPINE £Yw'r Al No, 70861 !. STATE OF r xa• A'UG 06 On Sr. Lu de CWDW, P8rmiteing Alpine, an ITV Company 6150 Forum Drive, Suite 305 Orlando, FL 32821 Phone.(800)755-6001. w .alpineltw.com Customer: CarpenteFG6ntractorsofAmerical _.. Job Number. N334496 _ Job Description., ,7A5 182ECE ,RHQl1l878/CALI14EBBELEV-C/E Address.' ._ io fin'" e' Cri"teiiaE DesignCode; FBC 6th, ed 2017 InfelliVIEW Version 17 02.02A ,7Ref # 1 W W689750058 Wind Standard ASCE 7-10 Wind Speed (mph). 160 Roof Load (pso: 20 00- 7.00- 0,00-10.00 Building Type: Closed . _ 'Floor Load62sj: None _ This package contains,general notes pages 24truss drawing(s) and 5 detail(s). IYe21 DPaWin' NUmkeT ', iktr59, 1 168.201225,30069 At _ 3 168 20,1225.29008 A2 5 168 20.1225 29289( A4- '7 168.201225.29149 A6 9 168.20.1225 29384 A8 11 168.20 1225 29539 A10 13 168.20,1225.28306 At4G 95 168.20,1225.28884. A13 - - 17 168,20.1225.30412 A16 19 1W20.1225.27621 C1GE'. 21 168,,20.1225.28136 CJ5 _ 23 168.20 1225 28026 CJt 25 A16015ENG101014 27 GSLLETIN0118 _ 7.9 VAL160101014 .tkart 2, I�rattiing Nur�rrbat'�'; � 168 20.1225 29695 T{elsg,,, :'"` rr .x . A1A 4 168,20.1225.27980 A3 6 168.20.122529929 A5 8 168,20.1225,29102 A7 10 16820.1225 28135. lA9 112 168.20,1225,28541' Al2 14 168.20,122529414 All 16 168201225:28197 A15 _ 18 168,20A22530070 B1GE 20 168.201226,29773 EJ7 _ 22 IM20.122530023 CJ3 24 16820.1225.24921' HJT 26 A18015ENC101014' 28 GBLLETIN1014 Fltdri,[a Certificate of Product ApproVal #FL1999 Printed 6116/2020 1 04;38 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 Engineers seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ]CC Evaluation Service report ESR-1118, available on-line at www.icc-es.oro. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic= Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tl)inst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com. Page 3 of 3 Job Number. N334496 Ply: 1 SEON: 75491 T10 COMN Cusl: R8975 JRef: 1WW689750058 ,7A5 ,182EC,E ,RHOI / 18281CAL114EBB ELEV.CIE Orr: 11 FROM: RWM DrwNo: 168,20.1225.30069 Truss Label: Al SSB / YK O6/16/2020 6'17 12'1115 19'10' 26'e"1 33'6°9 378" 6'17 6'10"8 6'1m1 6'10'1 6'10"B 6'17 Loading Criteria (ps0 TOLL: 20.00 TOOL: 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 10, Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 it TOOL 4.2 psf BCDL: 6.0 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 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, WS 2x4 SP #2 N: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and 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. =5X5 E 9'10" Snow Criteria (Pg,M m PSF) Pg: NA Ct: NA CAT: N! Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 61h.ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 910" Defl/CSI Criteria PP Defection in loc UtleO 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 �,�x1`P"A�jJ1 H. Loading Truss passed check for 20 psf additional bottom = u chord live load in areas with 42"-high x 24"-wide .* ;%. clearance. Wind S 'AT Wind loads based on MWFRS with additional C&C �L '•, z ,•� 4y ! t.-.•�• member design. •♦� \�1 iPT [' G cOA ONA1.E'0 11'' 'AMbr/1ar1Ha1N 06/16/2020 ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 1709 1308 /961 /- 1445 /8.0 H 1710 /308 /961 /- /- /8.0 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 8 H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-C 1488-3151 E-F 1102 -2027 C - D 1387 - 2871 F - G 1387 -2872 D - E 1102 - 2027 G - H 1488 - 3153 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2756 -1187 K - J 2276 - 889 L - K 2276 -863 J - H 2757 -1187 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 539 -206 K - F 485 -745 D-K 485 -744 F-J 540 -206 E-K 1361 -646 mi nethese functiolns tInstlallers shaill provideSte(Building B orary. have l saheagthing and bottom chord shall have a progeny haveins ailed et unless noted otherws e:07Refer to' ALPINE 1r any deviation from this drawin an failure to build the trussesA seal this dr�awiXg cover cing 00f on or pa4a Inslbllittyv sole) forthe design shown. The sult9abllity Desigder pePXNSITrPI 1 Sec.2. 13723 Rive on Drive IP Suite 200 n; TPI: w w.lpinster9; SSCA:.w Iednd.luv co.; ICQ wwwAc.afe.om Maryland Heights, MO 6304' Job Number. N334496 Ply: 1 SEQN: 7550/ T25 /COMN Cost R8975 JRef. 1WW689750058 ,7A5 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qly: 1 I FROM: RWM DmNo: 166.20.1225.29695 Truss Label: AIA SN / WHK 06/16/2020 T71°2 13' 1]'1"12 19'10" 31'B"14 39'8" T11"2 5'0"14 + 4'1"12 + TB"4+ 3'10" i 512 B'0"14 + T11"2 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" SECTION MAY BE REMOVED Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP:C Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 it Loc. from endwall: not in 9.00 it GCpi: 0.18 Wind Duration: 1.60 =5X5 F INSTALLATION. DO NOT CUT PLATES. 13' 1T 2XIT' 31'8"11 Snow Criteria (Pg,Pt in PSF) Deff/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell L/# Pf. NA Ce: NA VERT(LL): 0.280 P 999 360 Lu: NA Cs: NA VERT(TQ: 0.764 P 905 240 Snow Duration: NA HORZ(LL): 0.120 K - - HORZ(TL): 0,225 K - - Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 2014 RES Max TC CSI: 0.790 TPI Std: 2014 Max BC CSI: 0.979 Rep Factors Used: Yes Max Web CSI: 0.964 FT/RT:20(0)/10(0) Plate Type(s): WAVE, 18SS VIEW Ver: 17.02.02A.1213.21 Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N :T1 2x4 SP #1: Bot chord 2x4 SP #2 N Webs 2x4 SP 93:W6, W8, 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"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) 1t1111t1It11U++++hpy scabs for (2) CLR'S where shown. Scab1F� be reinforcement to same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails Q 6"oc. . y .•�°+•C °j•. ��/�'4. lS ., •' �3�\Y���\\JG �,• �• Plating Notes a All plates are 2X4 except as noted.708 1 Wind p' Wind loads based on MWFRS with additional C&C memberdesign. �: SAT 0 Laterally brace BC above filler Q 24" O.C. (or as designed) : y �` .:��jl" p Including a brace on BC directly above both ends of filler (if no rigid diaphragm exists at that , •e •••�� •' •� F ............ .••••.,+CDC point). �iF �° QNAANft�nonlvnao COA dadl 0" 06/16/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS a FI vi 1, or rorr acceptance any structure ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 1555 /308 /960 /- /445 18.0 1 1555 /308 /960 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 2.2 1 Min Brg Width Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1431 -2747 F - G 1352 -2067 C-D 1726-3278 G-H 1201 -2103 D - E 1428 -2551 H - 1 1445 -2775 E-F 1514-2527 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2374 -1108 L - K 2401 -1133 Q - M 2867 .1220 K - 1 2404 -1134 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C-S 441 -838 M-F 1684 -881 C-Q 549 -134 M-L 1745 -618 S - Q 2530 -1180 F - L 520 -425 Q - D 744 -361 L - H 458 - 686 D-M 516 -912 failure to build the nor The suitability ALPINE Drive PVry Suite Riverpod Dnve Suiteand Maryland Heights, MO fi3 Job Number. N334496 Ply: i SEON: 7551 / T9 / HIPS Cust:R8975 JRef: 1VVW689750058 ,7A5 ,182EC,E ,RH01 / 1828/CAL114EBB ELEV.C/E Oty: 1 FROM: RVVM DmNo: 168.20.1225.29008 Truss Label: A2 SSB / DF 06/162020 6'1 Is 2P 33'6"g 39'6" (' 6y'7 1 6'5"6 I 6'5"1 1'8 6'5"1 6'S"6 6.1°7 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 " ;5X5m5X5 E F s•to° e•1n° to' +r� 10' 19Y0" 2g•e° 39'6" Wind Criteria Wind Sld: 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 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 #1 Webs 2x4 SP #3 : W3, W4, W5, W6 2x4 SP #2 N: Lumber value set "138" 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. Wind Wind loads based on MWFRS with additional C&C member design. -IMPORTANT** FURNISHTHIS Snow Criteria (PgPf 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 Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE �k M COA Deft/CSI Criteria PP Deflection in loc UdeO U# VERT(LL): 0.172 L 999 360 VERT(TL): 0.470 L 999 240 HORZ(LL): 0.066 K - - HORZ(fL): 0.123 K - - Creep Factor: 2.0 Max TC CSI: 0.480 Max BC CSI: 0.855 Max Web CSI: 0.669 VIEW Ver: 17.02.02A.1213.21 A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 /309 /964 /- /428 /8.0 1 1556 /309 /964 /- /- /8.0 Wind reactions based on MWFRS B Min Big Width Req = 1.8 1 Min Big Width Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seal plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp B-C 1511 -2800 F-G 1123 -1779 C-D 1415-2521 G-H 1415 -2521 D - E 1123 -1779 H - I 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-1 2444 -1216 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M-D 508 -192 L-F 548 -381 D - L 482 -683 L - G 482 -683 E - L 548 -381 G - K 508 -192 ucnlral sneatrun and bonom chord snail nave a proppefl have breecln mat fed per BCSI sections B3, B7 or B10Y on the Jomi9Detaits, unless noted olherwlse. Refer to ALPINE u any deviation from this drawing,au, failure to build the cing of tttryyussesA seal on this drawl or cover pa e, , 13723 Rive ort Drive Oesiglfer peiPANSIFrPld1 Sec shown. The ant l9ablllty Suite 200 n:TPI: w tninsl.orn: SSCA: v wsbcinduslrv.com: ICC: vmw.icuafeom Maryland Heights, MO 63042 Job Number. N334496 Ply: 1 SEON: 7552 / T22 /HIPS Cusl: R8975 JRef: IWW689750058 ,7A5 ,182EC,E ,RH01 / 1828/CAL1/4EBB ELEV.C/E Dly: 1 FROM: RWM DmNo: 168.20.1225,27980 Truss Label: A3 FV / FV 06/6/2020 6'1'7 12'0"15 18'a'1 21'T95 277"1 33'6"9 39'e" r 61'7 SH1"2 + 3'7"14 5'N"2 + SY P'9 + 614 , ;5x5 =5x5 E F F1' 1a 9'10" 970" 10' 1� 10' 19'10" 29'8" 39'8" 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 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0" C&C Dist a: 3.97ft 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 Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80 % length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Snow Criteria (PaPf 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 6lh ad TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE as Def11CS1 Criteria PP Deflection in loc L/defl U# VERT(LL): 0.171 L 999 360 VERT(-rL): 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 BC CSI: 0.857 Max Web CSI: 0.541 VIEW Ver. 17.02.02A.1213.21 ♦Maximum Reactions (Ibs) Loc R I /Rw /Rh /RL /W B 1556 /312 /965 /- /408 /8.0 1 1556 /312 /965 /- /- 18.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 1 Min Brg Width Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 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 2054 -971 K - 1 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 ALPINE mm- 13723 Riverpon Drive Suite 200 Maryland Heights, MO 63042 Job Number. N334495 Ply: 1 SEON: 7553/ T8 /HIPS Cust:Re975 JRef: 1WW689750058 ,7A5,182EC,E ,RH01 / 1828/CALIMEBB ELEV.C/E City: 1 FROM: RWM DrwNo: 168.20,1225.29289 Truss Label: A4 FV / WHK 06/16/2020 T10'Y4 17' 22'8" 31'9"2 39'8" + T10"14 99"2 ) 5'8" 9'1"2 + T10Y4 , �5X5 o5X5 D E 39'8° Fr F 10' i s•1o" + s•10" 10' 1990" 29'8" Loading Criteria (ps0 Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 lost Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: In to 2h Spacing: 24.0" CBC Dist a: 3.97 f1 Loc. from endwall: not in 9.00 It GCpi: 0.18 Wind Dumtion: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) 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 "138" uses design values approved 113012013 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" oc. Wind Wind loads based on MWFRS with additional C&C member design. 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(I-Q: 0.149 J 999 360 Lu: NA Cs: NA VERT(TL): 0.408 J 999 240 Snow Duration: NA HORZ(LL): 0.060 1 - - HORZ(fL):0.1121 - - Code I Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ad 201 Max TC CSI: 0.760 TPI Std: 2014 Max BC CSI: 0.863 Rep Factors Used: Yes Max Web CSI: 0.629 FTIRT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.02A.1213.21 06/16/2020 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1552 /318 /965 /- /387 /8.0 G 1552 /318 /965 /- /- /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 Chard Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1532 -2755 E - F 1559 -2561 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 - I 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 -44B 1049111111 ALPINE 13723 Riverpon Drive Suite 200 Fpr more information see this job's general notes papa and these web sites ALPINE:www.alpineitw.ram: TPI: wwwlpinstarg' SBCA: w sbonduslry.com' ]CC: waw.iccsafeorg Maryland Heights, M06304� Job Number: N334496 Ply: 1 SEON: 7554 / T24 /HIPS I Cust: R8975 JRef: 1WW689750058 ,7A5 ,182EC,E ,RHOI / 1828/CALI/4EBB ELEV.C/E City: 1 FROM: RWM DmNo: 168.20.1225.29929 Truss Label: AS I FV / WHK 06/16/2020 6'1"7 6'1"7 16'0"1 23'7"15 33'6"9 39'8" 9'10"10 7'714 9110'90 ,o6X6 =6X6 D E 39'8" Fr ( 1a + 9"0" + 9.10" � 10' 19'10" 29 .- 39'8" Loading Criteria fpst) Wind Criteria Snow Criteria (P9,Pf in PSF) Defl/CSI Criteria G Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.156 J 999 360 B 1556 / 713 / 964 1- 1367 18.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.427 J 999 240 G 1556 / 713 / 964 /- /- / 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): 0.119 I - - B Min Brg Width Req = 1.8 NCBCLL: 10.00 Mean Height: 15.00 ft Code I Misc Criteria Creep Factor. 2.0 G Min Brg Width Req = 1.8 TCDL: 4.2 psf Bearings B & G are a rigid surface. Soffit 0.00 BCDL: &0 sf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.799 9 9 Load Duration: 1.25 P TPI Std: 2014 Max BC CSI: 0.855 Bearings B & G require a seat plate. MWFRS Parallel Dist: hl2 to h Spacing: 24.0" C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.614 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B-C 1622 -2852 E-F 1483 -2513 C-D 1483-2513 F-G 1621 -2852 Value Set: 13B (Effective 6/l/2013) D - E 1254 -1829 Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 Maximum But Chord Forces Per Ply (Ibs) Webs 2x4 SP #2 N :Wl, W6 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "13B" uses design values approved 1/30/2013 by ALSC B - K 2505 -1330 J -1 1780 -840 K-J 1780 -810 I-G 2505 -1359 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Camp. C-K 423 -469 J-E 381 -218 K-D 617 -314 E-I 617 -314 tHltlitfllfgitrr D-J 380 -218 I-F 423 -469 o. 708 1 SAT O •@r`' con"Av-rr7NAAL itoOjj1' 06/16/2020 "'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 shi ping, installing and bracing..Refer to and fpllow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) foi sa�ery practices prior to performing these functions. Installers shall provide temporary Iper BCSI, Unless ogled o"therwise,top chard shall have propedv atlachetl stmdural sheathing and bottom chord shall have a pro erly attach U r itl celhn locations shown for ermanent lateral resVaint bf webs shall hav@ bfaanaa ms7@fled p r BCSI sQcbons 83, 87 or �10, as app(Ira6�e. Applgy tales to each face, ofPWss and position as shown above and on the JOInfDelaAs, ungess notetl otherwise. Refer to ALPINE^ drawings 160A-Z for s�antlard plate positions. Alpine, a division of ITN! BuildlniComponents Group InG shall net be responsible for any deviation from this drawing ant, failure to build the truss In conformance with ANSIII PI 1, or for hantllin4GI� snippin9, installation and bracing of trussesA seal on this dr8wirig or cover pa e, , 13723 Rive art Drive listing this drawin indicates acceptance of pro7essional engineerin responsibilittyv sole lyy forthe desi nshown. The suiiabdity rp and use of this �rawing for any structure is the responsibility of the �uilding Desigder peYANSIRPI 1 Sec.2. Suite 200 For more information see this job's general notes page and these web sites: ALPINE: wmv.alpineitw.cam'TPI:w.xv.tpinsl.org;SBCA: wwx.sbandustry,com; [CC: ww J=.fe., Maryland Heights, NO 6304 Job Number. N334496 Ply: 1 SEON: 75551 T7 / HIPS Cusl: R8975 JRef: 1WW689750058 ,7A5 ,182EC,E ,RH01 / 1828/CALI/4EB8 ELEV.C/E Oty: 1 FROM: RWM DmNo: 168.20.1225.29149 Truss Label: A6 FV / WHK 06/16/2020 T10"14 15' 24'8" 3P9"2 396" 7'10"14 F g.2 + 9'8" T1"2 T10"14 T3 =6E6 Te6DX6 2 T 6 p �C5 @5F F o W m W1 B 1 G A H =4X6(A2) =5X5 =5X5 =5X5 =4X6(A2) 39'8" 10' 9'10" 990" 0-0' 10' F7'+ f 10' N . 29'8" F1'. + 39'8" Loading Criteria (ps0 Wind Criteria Snow Criteria (Pg,Pf in PSF) Deff/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 360 B 1552 / 328 1962 / - 1346 18.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.436 J 999 240 G 1552 / 328 / 962 /- /- / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.115 I - - B Min Brg Witlth Req = 1.8 NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor. 2.0 G Min Brg Width Req = 1.8 TCDL: .p Soffit: 0.00 BCDL: 5.0 at sf Bldg Code: FBC 6ih ed 201 Max TC CSI: 0.913 pat Bearings B & G are a rigid surface. 9 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Sid: 2014 Max BC CSI: 0.867 Bearings B & G require a seat plate. Spacing: 24.0" C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.572 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chard Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver. 17.02.02A.1213.21 Lumber B-C 1547 E-F 1547 -2537 68-2533 C-D 1287-1910 F-G 1547 -2729 729 Value Set: 138 (Effective 6/1/2013) D - E 1287 -1910 Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.0E: Bot chord 2x4 SP #1 Maximum Bat Chord Forces Per Ply (Ibs) Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Chords Tens.Comp, Chords Tens. Comp. Lumber value set "139" uses design values approved 1/3012013 by ALSC B - K 2363 -1228 J - 1 1847 - 899 K - J 1847 -870 I - G 2363 -1257 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) memberdesign. Webs Tens.Comp. Webs Tens. Comp. K-D 628 -363 E-I 628 -363 rr ���ygnunmlyurrr o. T08 1 SAT O A- coa'S490iVAJL rWlWh�pinniP 06/16/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricalina, hand ling shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, b TPI an SBCA) (o'r sa ety practices poor to performing these functions. Installers shall provide tempos bracing er BCSI.. Unless noted oytherwise,top chord shall have pro.eriv attached structural sheathin and bottom chord shall have a prop'q% attach%yrinld cellln Locations shown for ermanenl lateral restr�int bf webs shall have braclnQ Installed per BCSI sections B3, B7 or B10 as app Ica e. AppPy Plates to face, otptruss and position as shown above and on the Join Details, unless noted otherwise. Refer to'ALPINE inch drawings 160A-Z for s andard plate positions. AI ine, a division of ITW Buildin Components Group In ..shall not be responsible for any deviation from this drawin a failure to build the IN M/m lrrPss in conformance with ANSI PI 1, or for handlin s 1ppin , installation and bracing of tmssesA seal on this dr�lvPi�g or cover pa e listing this drawinn indicates acceptance of pro�esslonal engineering responsibility sole forthe design shown. this cawing for Is _ , 13723 Rive on Drive The suifablllty Suite 200 and use of any structure the responsibility of the uilding Desigder pe ANSIffPI 1 Sec.2. Far more information see mis'ob'S general notes page and theseweb sites: ALPINE: www.al ineitw.wm;TP1: www.t instm;SBCA: w xbdndue cem:ICC: wvwJ=are.o,, Maryland Heights, MO 6304 Job Number. N334496 Ply: 1 SEON: 7556 / T23 /HIPS Cust: R8975 JRef: 1WW689750058 ,7A5,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Oty: 1 FROM: RWM OmNo: 168,20.1225.29102 Truss Label: A7 FV / WHK 06/16/2020 6'17 14'0°7 19'10" 25'7"15 33'6"9 39'8" F 6'17 } 0"10 } 5'9"15 } 5'9"15 } 7'1 7'10"10 + 6'i"7 �5X5 1112X4 �5X5 D E F T T2 T 12 6 W T4 Y 65CX5 "X5 N W3 m B t H A I =-4X6(A2) =5X5 =5X8 =5X5 =4X6(A2) 39'8" 1' 10' 9'10° 9'10" to, 7' I' T 10' 19'10" } 29'8" I 39'e" Loading Criteria (ps0 Wind Criteria Snow Criteria (Pg,Pf In PSF) Deg/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed:160 mph Pf: NA Ce: NA VERT(LL): 0,176 E 999 360 B 1556 /715 /958 /- /326 /8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.482 E 999 240 H 1556 / 715 1958 / - /- 18.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.121 J - - B Min Erg WidthReq = 1.8 NCBCLL: 10.00 Mean Height: 15.00 ft Code 1 Misc Criteria Creep Factor. 2.0 H Min Big Width Rest= 1.8 TCDL: .psf Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 6ih ed 201 Max TC CSI: 0.743 p Bearings B & H are a rigid surface. 9 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 ft Rep Factors Used: Yes Malt Web CSI: 0.322 Members not listed have forces less than Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver. 17.02.02A.1213.21 - B -C 1-2E -F 14D5 -21Lumber C-D 1510-2515 F-G 1510 -255 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: Bat chord 2x4 SP #1 Maximum Sot 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. Webs Tens. Comp. C - L 366 -395 K - F 383 -177 L-D 556 -253 F-J 556 -253 D - K 382 -177 J - G 365 -395 �114tPitlltlgtr uu•",. p p u r � a ; g O.7OB i SAT d ;4g COATI ONA1 No �rr�ntd�la�"t Ob/16R020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses re uire extreme care in fabricating, handlin shi ping, installing and bracing., Refer to and follow the latest edition of Componen� Safely Information, byy TPI an o SBCA) fo'r sa�ety to these functions. Installers BCSI (Building temporary, practices prior performing shall provide bracing per BCSI.. Unless noted olherwise,top chord shall have property attached structural shealhin0 and bottom chord shall have a properly attache ri id celun Locations shown for Oermanent lateral restrain( 5f webs shall hav bracin inalalled p r BCSI s ctions B3, B7 or 910, _ as applicable. Apply lates to each face oftruss antl as shown above and on tt a Joint9Details, ungess note otherwise. Refer to position drawings 160A-Z for a andard plate positions. ALPINE �LPP�I NN /�i AI ine, a division of ITW BuildUinn Components Grou Ina,shpll npt be respoonsible far any deviation from this drawing anv failure to build the 1Nss in conformance with AtJSI/TPI 1, For hantllirP bracing lrussesA this tlr8wirig or shippin inslallati0n antl of seal an re listing this tlrawin indicates acce lance of pro%ssionai engineerin responsibilittyv sole) for the desi nshown. this �iawingfor is the �uiltling DesiglSer Sec.2. pa4e, - 13723 Riverport Drive The sutCabiliry Suite 200 and use of any sPructure the responsibility of pelyANSUTPl1 For more inlormaGon sea Nis'ob§ eneral notes a eantl Neseweb sites: ALPINE: wwx.ai ineinv.com; TPI: w.•.w.l inslor ;SBCA: wwwsbtlntlus .wm; ICC: www.icesafoom Maryland Heights, MO 6304 Job Number. N334496 Ply: 1 SEON: 7557 / T6 / HIPS Cusl: R8975 JRef: 1WW689750058 ,7A5 ,182EC,E ,RH01 / 1828/CALIMEBB ELEV.C/E Oly: 1 FROM: RWM DnvNo: 168.20.1225.29384 Truss Label: AB FV / WHK 06/16/2020 6'9 13' 19'10" 26'8" 32'1012 39'8" ) + 6'9"4 6'2"12 6'70" 6'10" + 6'2"72 6'9"4 e5X5 1112X4 s5X5 D E F 12 T 6 k2X4 X4 m C o_ u e W3 M;?2r n B H l A Z33 4X6(A2) =5X5 =5X8 �5X5 =4X6(A2) 39'8" 1' 70' _ 9'10" 10, 1' T 70' 19'10" + 29'e" 39'8" Loading Criteria (psr) Wind Criteria Snow Criteria (P9,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 I0c Udeg U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(I-Q: 0.191 E 999 360 B 1556 / 716 1953 / - 1305 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.523 E 999 240 H 1556 / 716 / 953 / - /- 18.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - Wind reactions based on MWFRS Des Ltl: 37.00 F�P:C HORZ(fL): 0.121 J - - B Min Brg Width Req = 1.8 Mean Height: 15.00 It Code I Misc Criteria Creep Factor. 2.0 Noffit: 1 P H Min Brg Width Req = 1.8 TCDL: 4.2 psi Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 6tit ed 201 Max TC CSI: 0.502 .00 p Bearings B 8 H are a rigid surface. 9 9 Load Duration: 1.25 MWFRS Parellel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.864 Bearings B 8 H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Factors Used: Yes Max Web CSI: 0,431 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B-C 1617-2523 E-F 1504 2289 C - D 1545 -2523 F - G 1544 .2523 Value Set: 13B(Efrective 61112013) D-E 1504-2289 G-H 1616 -2780 Top chord 2x4 SP #2 N Bot chard 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 2421 -1306 K - J 1982 -1003 L - K 1982 -973 J - H 2421 -1335 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. L-D 535 -255 K-F 425 -251 D-K 425 -251 F-J 535 -255 Viet mur"u"uyr r�r E-K 306 -391 • w g H, i . \ljE Qr �oO � .. Y • SAT 0 �v OA mi a"t 06/16/2020 "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, handlingshipping, installing and bracing., Refer to and follow the latest edition Safety Information, TPI r of BCSI (Building Component by and SBCA) so Ely practices poor to performing these functions. Installers shall provide and bracing oer BCSI., Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall tempo ra have a properyrly aftachetl ri Id oelli Locations Shown for ermane t lateral restraint of webs shall have b Gn inst per BC51 5 ction5 B3, 07 or 610, as appllcabgle. Ap �. ?ntales to each face. of truss ana position as shown above and on the omlgDetalls, unless noterfotherwise. Refer to drawings 160A-Z fgrYa andard plate positions. ALPINE Alpine, a division of ITW Buildl1n44Components Group Inp.,shall not be responsible (or any deviation from this tlrawirig,apV failure to build the ,„n", tNss In conformance with ANSI/iPl 1, or for hantllirl sfllppin , Installatl6n and bracng of irussesA seal on this drawngg or cover pa a listing this tlrawin Indicates acce lance of Uroesslonal engineerin responsibilittyv solely forthe desi ?shown. and use of this �rawing far any s�ructure is [he responsibility of the �uilding Desiglfer ANSIRPI 1 Sec.2. 73723 Riverport Drive The suitability Suite 200 per Fm more iniortnation sea lhis'ob's eneral notes a eantl these web sites: ALPINE: www.al ineilw.com; TPI: www.t Insl or ;SBCA: wwwsbrAntles .wm;ICC: www.iccsafe.org Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SECN: 7558 / T21 /HIPS Gust: R8975 JRef: 1WW689750058 ,7A5 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Oly; 1 FROM: RWM DmNo: 168.20.1225.28135 Truss Label: A9 FV / WHK 06/16/2020 63"4 5 38'4"12 398" I + )' I { 96'3"4 45 7T9"5 53"2 { =5X5 1112X4 _SX5 D E F 12 6 t X4 02G4 m n O � W3 Z 91 B H I l 1 ate°' A =4X6(A2) =5X5 �5X8 =5X5--=4X6(A2) 39'8" t0' 9'10" 9'10" 10, 1� F7'+ + " 29'8+ 10' 19'10" ) 39'8" Loading Criteria (psr) Wind Criteria Snow Criteria (Pg,Phn 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 L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0,206 E 999 360 B 1556 1717 / 947 / - / 285 / 8.0 SCLL: 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 P' C HORZ L 0.124 J - - Des Ld: 37.00 ) B Min B Width Re 1.8 Mean Height: 15.00 ft NCBCLL: 10.00 Code! Misc Criteria Creep Factor. 2.0 H Min B� Width Req 1.8 TCDL: 4.2 psf Soffit: 0.00 BCDL: S.0 sf Bldg Code: FBC 6th ad 201 Max TC CSI: 0.698 P Bearings B 8 H are a rigid surface. 9 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 it FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1 113.21 Lumber 492 B-C 154-2524 E-F 1543 .2 C - D 1543 -2524 F - G 1543 2524524 Value Set: 13B(Effective 611/2013) D-E 1617-2492 G-H 1642 -2791 Top chord 2x4 SP #2 N 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 "l3B" uses design values approved 1/3012013 by ALSO B-L 2434-1333 K-J 2065 -1064 L - K 2065 -1034 J - H 2434 -1362 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. L-D 498 -203 K-F 539 -324 D-K 539 -324 F-J 498 -203 UUUOmIlgp„ E - K 361 -462 H s 0.708 1 _ ,oi SAT Ot /IFS ONAt. COA b1'b]R NO "40wou nMuse 06/16/2020 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWINGI 'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses revire extreme care in fabricating, handling shipping, installing and bracing.. Refer to and follow the latest edition Componen[ Safety Information, b TPI o SBCA) for functions. Installers of BCSI (Building an saty practices prior to performing these shall provide temporary bracing er BCSI. Unless noted o fterMse,lop chord shall have properly attached structural sheathin and bottom chord shall have a properl attacha ri id cellin .Locations shown for armament lateral restraint of webs shall have bfacma installed per BCSI s coons B3, B7 or B10Y as appli a. App�y plates to each face,ofPWss antl position as shown above antl on the JtanQDetails, unless nole�otherwise. Refer to andard dmwtngs 160A-Z fors plate positions. ALPINE Alpin6, a tlivision of ITIN Builtlin Components Group Inc..shall not be responsible for any deviation tram this drawing,an failure to build the ox➢.w, truss to cgnformance with ANSI/�PI 1, or for handlinq� shlppin tnstallatlon and bracng of trussesA seal on [his drawiXg or cover pa e, , 13723 Rivetport Drive listing this tlrawin indicates acceu[an�e of prooesstonai en ineerin responsibilityN sole)v for the desi nshown. The sui Qabtltty Suite 200 this RFawing for the �uilding Desigrfer vAN51lTPI 1 Sec.2. and use of any structure is the responsibilit�of pe Fa more inloimation sea this'ob's eneral notes a eantl these web sites: ALPINE: www.al inailw.comTPl: www.t inSLor SBCA: wwwsbuntlus[ .tom; ICC: www.Icrsa/e.ON Maryland Heights, M06304 Job Number: N334496 Ply: 1 SEQN: 7559/ T5 / HIPS Cust:R8975 JRef: 1WW689750058 ,7A5,182EC,E ,RHO111828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 168,20.1225.29539 Truss Label: A10 FV / WHK 06/16/2020 5'9"4 11' 19' 28'8" 33'10"12 39'8" 5'9"4 5'2"12 8' 9'8" 5'2"12 5'9"4 , se50X5 =5X5 �5F5 T3 2 T 6 -2X4 W C -2X4 m o G h W3 A 1 B H Z7 11 4X6(A2) =5X5 =5XB =5X5�4X6(A2) 39'8" 9'10" 9'10" 10, + 10' 19'10" 29'8" +1'� + 39,8" Loading Criteria (psq Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/de8 L/# Loc R ! U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 360 B 1556 1718 / 940 / - / 264 18.0 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 Ld: 37.00 EXP:C HORZ(fL): 0.127 J - - B Min Brg Width Req = 1.8 NCBCLL: 10.00 Mean Height: 15.00 it Code / Miss Criteria Creep Factor: 2.0 H Min Big Width Req = 1.8 TCDL: 4.2 psf 0.00 BCDL: 5.0 p sf Bldg Coder FBC 6th ad 201 Max TC CSI: 0.870 Bearings B & H are a rigid surface. 9 9 Load Duration: 1.25 TPI Sld: 2014 Max BC CSI: 0.865 MWFRS Parallel Dist: h/2 to In 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)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0,18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B-C 1669-2804 E-F 1721 -2693 C - D 1547 - 2533 F - G 1552 - 2539 Value Set: 13B (Effective 6/l/2013) D - E 1783 -2773 G - H 1663 -2797 Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 Maximum Sot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3:W3, WS 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 244E-1362 K-J 2163 -1134 L - K 2147 -1091 J - H 2440 -1394 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. L - D 470 -163 K - F 626 - 371 D-K 739 -462 F-J 466 -151 h E-K 419 -534 gp/t�gitlpLi]trryfgr re r r LA iYS i s 0.708 1 r S T © °4 �pr+arngnrwim�' 06/16/2020 "WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricatin , handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, b TPI an r� SBCA) safety practices prior to performing these functions. Installers shall provide temporary bracing er BCSI. Unless noted oytherwise,top chord shall have pro .erly attached structural sheathin and bottom chord shall have a pro psi ly. attacherPrl Id ceilin Locations shown for armament lateral reslr lint of webs shall hav braging ms�alled p r BCSI sectlons B3, B7 or B10, as AI pr°y Iates to each face. otptruss and position as shown above and on i(1a Joint Details, ungass notetl otherwise. face Afbr Refer to drawingsifia. wingsapplica160 standard plate ns. ALPINE� Alpine, a division of ITW Buildn Components Grog Inc., shall not be res onsible for any deviation from this drawing,an failure to build the µ�ygap'rry truss In conformance with ANSII/9-PI 1, or for handli bracing trussesA seal this drawing %q, shlppinp, Installalign and of on listing this drawin indicates acceutance of nrolesslonaf engineenna responsibilittyv sole )vv for the deal nshown. and use of this Lwing for any structure is the responsibility of the Building Desigrter pet ANSIITPI 1 Sec.2. or cover pa e, , 13723 Riverpon Drive The suit9ablllty Suite 200 Fa4 more information see this job's general notes page and these web sites ALPINE: wwx.al ineihe.com:TPI: www.t inst.or fSBCA www.sbdndust .coei:ICC: w .iccsafeer Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEON: 7560 / T4 / HIPS Cust: R8975 JRef: 1WW689750058 ,7A5 ,182EC,E ,RH01 / 1828/CAL1/4EBB ELEV.C/E Oty: 1 FROM: RWM DmNo: 168.20.1225,28541 Truss Label: Al2 FV / WHK 06/16/2020 9' 17' 22'8" 30'8" 39.8" + 9' 8' + S'8'. + 8' + 9' �5Ci2 D 5 =5X5 =4ET34 =5X5 F T 2 6 O (a) W (a) y W5 B G 1 A H =4X6(A2) =6X6 =6X6 -6X6=4X6(A2) 39'8" Ft'+ io' + 9'10" 10, 10' 19'10" 29'8" 39'8" Loading Criteria (ps0 TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria Wind 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/2 to h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0A8 Wind Duration: 1.60 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N: Sot chord 2x4 SP #1 Webs 2x4 SP #3 :W2, W5 2x4 SP #2 N: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) Bid Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Snow Criteria (Pg,Pf h 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 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in too L/deft L/# VERT(LL): 0.251 J 999 360 VERT(TL): 0.667 J 999 240 HORZ(LL): 0,081 1 - - HORZ(fL):0.1501 - - Creep Factor: 2.0 Max TC CSI: 0.939 Max BC CSI: 0.897 Max Web CSI: 0,306 VIEW Ver: 17.02.02A.1213.21 06/162020 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING] VT•' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS A Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W 8 1556 /720 /921 /- /223 /8.0 G 1556 /720 /921 /- /- 18.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.6 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 1595 -2705 E - F 1607 -2478 C - D 1608 -2478 F - G 1595 -2704 D - E 2001 - 3233 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2330 -1246 J - 1 3176 -1733 K - J 3174 -1732 I - G 2329 -1275 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp, C-K 718 -313 E-1 529 -834 K-D 527 -832 I-F 718 -314 failure to build the n. The sul8bility ALPINE AriveCOM1WJf/ Suite Riveryort Drive Suiteand Maryland Heights, MO 6304i Job Number: N334496 Ply: 1 SEON: 7561 / T28 /HIPS Cust: R6975 JRef: IWW689760058 ,7A5,182EC,E ,RH01 / iB28/CAU/4EBB ELEV.C/E Oly: 1 FROM: LPM DmNo: 168.20,1225.28306 Truss Label: A14G KD / OF 06/1612020 79' 28'4" 32'8" 39'8" 7• fi' + 6' 9'4" + + 4.4" 7' 1116C6 =4p4 -6XE -HiF14 6G 12 T2 T3 T4 T 6[:�77 T o (a) W a) h S lZ2A H li 5X5(A2) =H0510 =4X4 =6X8 1115X5K B3 _4X6=3X6(A7) 28'4" 11'4" j 1' e' 10'10"4 5'7"12 4A 4'4" 7' 1' F 8' 18'10'4 24' 28'4" 328" 39'W Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL 20.00 Wind Sld: ASCE 7-10 Pg: NA CL NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph PC NA Ce: NA VERT(LL): 0.179D 999 360 B 1922 /884 /- /- /- /6.0 SCLL: 0.00 Enclosure: Closed ILL: NA Cs: NA VERT(TL): 0,497D 999 240 K 4268 /1911 /- /- /- /8.0 BCDL: 10.00 Risk Category: ll Snow Duration: NA HORZ(LL): 0.048 L - - H 80 160 /- / - / - / 8.0 Des Ld: 37.00 FJ P: C HORZ(fL): 0.091 L - Wind reactions based on MWFRS Mean Height: 15.00 it NCBCLL: 0.00 CodeCode I Misc Criteria CreepFactor: 2.0 B Min Brg Width Req = 1.6 TCDL: 4.2 psf Soffit 0.00 Bldg Code: FBC 6lh.ed 201 Max TC CSI: 0.846 K Min Brg Width Req = 5.9 BCDL: 5.0 sf P 1.25 MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.844 TPI StilFa H Min Brg Width Req = 1.5 Bearings B, K, & H are a rigid surface. ng:2.Duration: Spacing: Spaang: 24.0 " C&C Dist a: ft 619 Rep Factors Used: No Max Web C51: 0.819 ors Bearings B, K, S H require a seat plate. Lac. from endwall: NA dwa 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.1213.21 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Value Set: 13B (Effective 6/l/2013) THIS TRUSS MUST BE INSTALLED AS SHOWN AND NOT END FOVIV. 1596 -3565 E - F 169 -505 Tap chord 2x4 SP #2 N :T2, T3 2x6 SP #2 N: C - D 1465 - 3467 F . G 400 -180 :T4 2x6 SP SS: D - E 1332 -3056 G - H 538 -259 Bot chord 2x4 SP 2400f-2.OE :133 2x4 SP #2 N: Webs 2x4 SP #3: W6 2x4 SP #2 N: Maximum Chord Forces Per Ply Lumber value set "13B" uses design values Chords Tens.Comp- Chords Tenss.. Comp. approved 1/30/2013 by ALSC B - N 3126 -1377 L - K 786 -1874 Bracing N-M 3815-1821 K-J 786 -1974 (a) 1X4 #3SRB or better continuous lateral restraint M - L 2986 -1327 J - H 179 -399 to be equally spaced. Attach with (2) ed Box or Gun nails(0.113'k2.5",min.). Restraint material to be Maximum Web Forces Per Ply (Ibs) supplied and attached at both ends to a suitable Webs Tens.Comp. Webs Tens. Comp. support by erection contractor.�111mm1#1tr/r. ir•r (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) 1 t,N eyy., L��J ir Il, 4 'k�i r''' C - N 1089 -274 L - F 3047 -1224 N - D 440 -430 F - K 2007 -4053 scabs for (2) CLR'S where shown. Scab ``''`I^rp-••+•..••l�i 4� D-M 568 -883 F-J 1889 -778 reinforcement to be same size, species, grade, and 80% length Attach 0.128x3" �J'••`• G� ` �' ''. M - E 834 -67 G - J 344 -528 of web member. with gun �.�� E - L 1423 -3051 nails Q 6" oc. Loading s 01, 08 #1 hip supports 7-0.0 jacks with no webs. *, Wind Wind loads and reactions based on MWFRS. 5 �O 4 F VAL COA '�nleNnturinern 06/16/2020 "WARNING•' READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses reqUuire extreme care in fabricating, handling shipping, installing.and bracing., Refer to and follow the latest edition Component Safety Information, byv TPI and SBCA) or saty practices prior to performing these functions. Installers shall provide of BCSI (Building temporarryv bracing per BCSI. Unless noted olhemise,top chord shall have property attached structural sheathin and bottom chord shall have a propperly attached r6�ltl celhn .Locations Shown for pennanenl lateral restraint of webs Shall have�braang insldlled pgr BCSI s�ctions 03, B7 or 810, as applim e. Apply lates to each face.olbuss and position as shown above and on a Joint Details, un ess note otherwise. keferto drawings 16OA-Z for standard plate positions. ALPINE Aline, a division of ITW Build"n ComponPnts Grog Ina, tr ss in conformance with ANSII/�'PI 1, or or handle q, s Ippinq, shall not be resgonsible for any deviation from this dmwing,anZ failure InstallatI nand bracing o1 tmssesA seal on this drawl g to build the or cover pa a listing this tlrawinQ indicattes acceF�ance of professlonaf en ineerinv responslbili((vv sole for the desi nshown. 2400 Lake Orange Dr. The suitability 9 and use of this r7rawing for any structure is the responsibility of the Building Oesigrfer peYANSIFrPI 1 Sec.2. Suite 150 Far more information see this'ob's geneml notes page and these web sites: ALPINE: w al ineiWaxa; TPI: w.vw.t mm or;SBCA: www.sbGndest xorr: ICC: www.iccsafa.o Orlando FL, 32837 Job Number: N334496 Piy: 1 SEON: 7562 / T2 / SPEC Cusl: R8975 JRe(: 1WW689750058 ,7A5,182EC,E ,RHOI / 18281CAL114EBB ELEV.C/E Oty: 1 FROM: RWM DrwNo: 168.20,1225.29414 Times Label: All FV / WHK 06/16/2020 "15 715 '81" ,3"15 16"l 27129' i 39'8"0 7} + 10'0,11577'44 { =5X5 -15X5 -4X4 =5X5 �SXS DE F G 2 H fi i2X4 T TT D m r N iN I B T5 t N l�A J� =4X6(A2) _SS1017 =5X5 �5X10 =3X6(A7) 39'8" 10' 19'10" 29'8" 39'8" Loading-Criterra (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 Deffection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed:. 160 mph Pf: NA Ce: NA VERT(LL): 0.229 L 999 360 B 1556 1716 / 933 /- 1257 18.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERTCTL): 0,625 L 999240 1 1666/718 1930 /- /- /8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 K - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.142 K - - B Min Brg Width Req = 1.8 NCBCLL: 10.00 Mean Height: 15.00 it Code / Misc Criteria Creep Factor: 2.0 1 Min Brg Width Req = 1.8 TCDL: 4.2 pat Soffit 0.00 Bldg Code: FBC 61h ed 201 Malt TC CSI: 0.820 Bearings B & I are a rigid surface. s BCDL: 5.0 sf p Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.866 Bearings B & I require a seat plate. Spacing: 24.0" C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.811 Members not listed have forces less than 3759 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, 18SS VIEW Ver: 17.02.02A.1213.21 Lumber B-C 1690 F-G 1529 -2378 C - D 1552 - 2521 G - H 1529 -2305 552.2521 05 Value Set: 13B (Effective 611/2013) D - E 1443 -2214 H -1 1548 -2649 Top chord 2x4 SP #2 N :T5 2x4 SP 2400f-2.0E: E - F 1486 - 2258 Bot chord 2x4 SP #1 Webs 2x4 SP #3 Maximum But Chord Forces Per Ply (Ibs) Lumber value set"13B" uses design values Chords Tens.Cori Chords Tens. Comp. approved 1/3012013 by ALSC B - M 2452 -1376 L - K 2805 -1515 Wind M-L 2814 -1517 K-1 2266 -1220 Wind loads based on MWFRS with additional C&C member design. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 1699 -1052 G - K 435 -669 ditililillhrUrp M - E 597 -872 K - H 693 - 314 �Iryr Iq4 M-F 499 -742 • Q a F 8 s o.T08 1 A1. VA off'• CONZ. 06/16/2020 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses rev4ire extreme care in fabricating, handling shippping, installing and bracing. Refer to and follow the latest edition of BCSI (Building ComponenT Safety Information, by TPI SBCA) r functions. Installers and sary practices prior to performing these shall provide bracing Ver BCSI., Unless noted omerwise,top chord shall have proper) attached structural sheathingg and bottom chord shall temporary. have a properly attached n ld ceilln Locations shown for ermane t lateral restraint �f webs shall hav bracin9 inslelled p r BCSI sections D3, B7 0r B10, a as app iml5le. Appky places to each face opitruss an position as shown above and on ike Joint Details, ungess notetl otherwise. Refer to drawings 160A-Z for a andard plate positions. ALPINE ine, a division of ITW Buildin omponents Grrgup Ink.. shall not be regonsiigle for any aviation from this drawing an failure to build the tr triPss in cgnformance with ANSI 1 1, or for han lin% s 1ppin , installatt n an bracing o trussesA seal on this dr wl g or listing this drawing Indicates acceptance of Uroass lonal engineerinQ responsibilitNy solel1yv for the dear nshown. and use of this drawing for any s�ructure Is ine responsibility of the 9uilding Desigrfer perANSIFTPl 1 5ec.2. cover Pape, , 13723 Rive on Drive The so!abilitySuite 20o For.more information see this'ob's general notes page and 1heseweb sites: ALPINE: w of ineinwcam; TPI: w vt Instor;SBCA: www.sbandus .wm: ICC: wwwA=afe.cnr Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEON: 7576/ T20 / COMN Cust: R8975 JRef'. 1WW689750058 ,7A5,182EC,E ,RHOI / 1828/CALI/4EBB ELEV.C/E Oly: 1 FROM: RWM DrwNo: 168,20,1225.28884 Truss Label: A13 FV / WHK 06/16/2020 5'7"4 10'8" 13'3"75 27'7"Is 31'7"15 39'8" 5'7"4 5'0"12 2'7"1 8'4" 10, r' 80,1 D 6 � T 12<2X4 E T3 =HO70 FT4 —6G T T 5 N (a) 'O 1 B V H A I 11 3X6(Ai) B1 -3X8 L K J =3X6(A7) 20'8" 5'8" 13'4" 1' 10'8" 5'4" 7'10l 7'10" 8' 1' T 10'8" + 16' '}' 23'10 31'8••'I-' Loading Criteria (psh Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria G Maximum Reactions (Ibs), or•=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Cb NA CAT: NA PP Deflection in Ice L/deg 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 / 395 / 549 / - / 257 18.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.128 M 999 240 N• 315 1141 / 160 / - /- / 68.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.016 J - - H 585 / 240 / 435 / - /- 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 I Misc Criteria Creep Factor: 2.0 B Min Big Width Reg = 1.5 TCDL: 4.2 psf Soffit: 0.00 Bldg Code: FBC 61h ad 201 Max TC CSI: 0.957 N Min Br Width Re g = BCDL: 5.0 list P Load Duration: 1.25 MWFRS Parallel 0 to h/2 Max BC CSI: 0.693 TPI StdFa H Min Big Width Reg = 1.5 Bearings B, N, & H are a rigid surtace. Spacing: 24.0" C&C Dist a: It tt Rep Factors Used: Yes Max Web CSI: 0.546 ors Bearings B, N, & H require a seat plate. dwa Loc. from endwall: not in 4.50 tt 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.1213.21 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens, Comp. Value Set: 13B (Effective 6/112013) B - C 844 -1265 E - F 541 -628 Top chord 2x4 SP #2 N :T3 2x4 SP #1: C - D 676 -932 F - G 648 -274 :T4 2x4 SP 2400f-2.0E: D - E 709 -911 G - H 258 -611 Bet chord 2x4 SP #2 N :B1 2x4 SP #1: Webs 2x4 SP #3 :W7 2x4 SP #2 N: Maximum Chord Forces Per Ply (Ibs) Lumber value set "13B" uses design values 9 Chords Tens.Comp. Chords Tens. Comp. approved 1/30/2013 by ALSC B-M 1088 -604 K-J 924 -159 Bracing M-L 931 -462 J-H 455 -7B (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) Ed Box or Gun Maximum Web Forces Per Ply (Ibs) nails(0.113"4.5",min.). Restraint material to be Webs Tens.Comp. Webs Tens. Comp. supplied and attached at both ends to a suitable support by erection contractor. D-M 619 -431 F-K 876 -1254 (a) or sub reinforcement may be used in lieu of CUR pe464trrlrlrlrwt4tPeryr �rv4� I... E - L 354 -564 K- G 655 - ID43 L F 903 restraint. substitute sub 1) CLR and (2) i - -493 scabs for (2) CLR'S(1) whe a shown. Scab ♦A ... '. reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun t� a g� o•�r"' ••/'�",(1�'J �?a �. •°°�L 5�,` .e nails @6"oc.�•� Plating Notes i ° 0. 7Q$ i All plates are SXS except as noted. ' Wind Wind loads based on MWFRS with additional C8C = SAT O �, "+• •' fk.: member design. �+•�"�l •+•, ,•. +••A��w, Al COA v�-`��'"S��0 '-rNWAminannalO 06/162020 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, r installing, and bracing., Refer to and follow the latest edition of BCSI (Building Component Safety Information, b TPI an SBCA) safety practices prior to performing these functions. Installers shall provide bracing BCSI., Unless noted oythemise,top chord shall have attached structural sheathlnp and bottom chord temporary have a per attacha ri id cellln Locations shown for ermanent lateral properly shall restraint of webs shall have br cinaa ins; tied p r BCSI s chons properly 83, B7 or u10, as appI ab�e. App y lates to each face.offluss and position as shown above and on the .�oinFDetails, ungeas note otherwise. Refer to drawings 16oA-Z for s�andard plate positions. ALPINE Alpine, a division of ITW Buildl1nqq�Components Grog Ing shall not be reg8onsll�le for any deviation from this drawing,an, failure to build the u+mvcauvurc installatl bracing drawl truss In conformance with AN81/TPI 1, or or hantlli Q, s ippin(�, n an of trussesA seal on this g or sting this drawin indicates acceptance of pro) essionaf en ineerm res onsibilittyv sole )yy forthe design shown. use urawing for is adding Desigder 1 Sec.2. cover pa a 13723 Riveryort Drive The suitabil ty Suite 200 and of this any seructue fhe responsibility of the peYANSI/TPI For more information see this'ob's general notes page and these web sites: ALPINE: w .al ieeitw.com'TPI: www.i instor SBCA: w sbdndust mm:ICC: yr Jmsafsorg Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEON: 7564 / T19 /COMN Cust:Re975 JRef: IWW689750058 ,7A5,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Dly: 7 FROM; RWM DmNo: 168.20,1225.28197 Truss Label: A15 FV / WHK 06/16/2020 5'7"4 10'8" 15'3"15 23'3"15 Via" 32'a" 39'8" 5'7"4 5'0"12 4'7"15 8' 8'4"2 lit 7' =5X5 D 12 T 6 a2X4 T zZ5 E14 =HOF10 a5X10(SRS) H m T3 T4 G TT!4! N ih oI ^II iIo L(a) B I A J 111 � =3X6(A7) =5X8 =5X5 =4X6 =4X4L =5X5 =3X6(A7) 21' 5' ITS' 6 5 5 58 8 8' ( ) + + I1'i 16' 21' 26' 31'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (PgPf in PSF) DeB/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# .Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph PC NA Ce: NA VERT(I-Q: 0.038 O 999 360 B 745 / 341 / 498 / - / 277 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.117 0 999 240 M 1429 / 650 / 723 / - /- 18.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 K - - L 629 / 223 / 242 / - / - / 8.0 Des Ld: 37.00 EXP. C HORZ(TL): 0.031 K - 1 534 / 244 / 399 / - / - 18.0 Mean Height: 15.00 it NCBCLL: 10.00 Code I Misc Criteria Creep Factor. 2.0 P Wind reactions based on MWFRS TCDL: 4.0 psf Soffit: OA0 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.796 9 B Min Big Width Req = 1.5 BCDL: 5.0 psf Load 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Max BC CSI: 0.774 M Min Big Width Req = 2.0 L Min Brg Width Req = 1.5 24.Duration: Spacing: Spacin : 24.0 " C&C Dist a: 3.97 it 8 Rep Factors Used: Yes Max Web CSI: 0.703 Fa ors 03 I Min Big 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: 1 (Effective 6 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Top chord 244 SP #2 N :T3, T4 2x4 x4 SP #1: Bot chord 244 SP #2 N B - C 1173 -1100 E - F 800 -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-1 605 -577 approved 1/30/2013 by ALSC Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) Bd Box or Gun B - O 936 -830 M - L 540 -410 nails(0.113`4.5",min.). Restraint material to be O-N 570 -428 L-K 530 -366 supplied and attached at both ends to a suitable N - M 598 -426 K-1 451 -354 support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR �r{11ti111rt11n1rtrhry '`rrir5, Maximum Web Farces Per Ply (Ibs) restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab 1 IJ• l' Webs Tens.Comp. Webs Tens. Comp. reinforcement to be same size, species, grade, and % length Attach `y,3 \ o•r•r•••+•.••� '•� C - O 458 -291 M - F 773 .732 80 of web member. with 0.128x3" gun ,,��"" ��•s•,4` •:�'Y O - D 469 -432 L - G a86 - 898 nails @6"cc. �`T ••�. E-M 1630-1574 a Wind :' Wind loads based on MWFRS with additional C&C member design. i r 10 • �F. ............ COAdYb7,��ii� 06/162020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing., Refer to and follow the latest edition of eCSI (Building temporary Component Safety Information, b TPI an SBCA) r sa ety practices prior to performing these functions. Installers shall provide tempos bracing oqr BCSI.. Unless noted oytherwise,top chord shall attach o rl id ceilln Locations shown for ermane t lateral have pro attached structural sheathin and bottom chord shall restr2lnt Of webs shall have braeln ins�alied per BCSI sections have a pro B3, B7 or o10 as appe(Icab�e. App y Iates to each faceopitruss an g position as shown above and on the Join Details, unless noted otherwise. Refer to'ALPINE drawings 16OA-Z for sQandard plate positions. Alpine, a division of ITW Buildin Components Grog InC.,shall not be res onsible for any deviation from this drawin an failure to build the truss In conformance with ANSI PI 1, or for handllrPq, a ippinlq, Installatign and bracing of trussesA seal on this drawngg or cover pafge, , 13723 Riverpon Drive 1372300 listing this drawin indicates acceptance of uuro esslona and use of this grawing for any structure is the responsibility en"ggineerinn responsibilitlyy sole) forthe desi n shown. of the Building DeslglSer peyANSIRPI 1 Sec.2. The sui ability Suite Fw more information see this job's general notes page and these web sites' ALPINE: w al inei[w.com' TPI: www.l instor ;SBCA: www.sbcindust .cam; ICC: w. kuafexni Maryland Heights, MO 6304 Job Number. N334496 Ply: 1 SEQN: 7565 / T18 /SPEC Oust R8975 JRef. 1WW689750058 ,7A5 ,182EC,E ,RH01 / 1828/CALIMEBB ELEV.C/E City: 1 FROM: RWM DmNo: 168.20.1225.30412 Truss Label: A16 FV / WHK 06/16/2020 25'3"15 5T4 10'8" 1'9"15 2T3"1 2-4-21 1T395 19'39521'31 271' � 5'7"4 � 5'0"12 + 1 6'715 F 2'+ 2'+ 221i � 2' 2'4'2Y 2'11"1 2't 1"15 7" 7' =5X5 D Loading Criteria 1psf) Wind Criteria TOLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BOLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: ll EXP' C Des Ld: 37.00 Mean Height: 16.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.97 It Loc. from endwall: Any GOP!: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bat chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 113012013 by ALSC Plating Notes All plates are 2X4 except as noted. (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Wind Wind loads based on MWFRS with additional C&C member design. Laterally brace chord above/below filler at 24" OC (or as designed) including a lateal brace on chord directly above/ below both ends of filler (if no rigid diaphragm exists at that point) "WARNING" READ VT'• FURNISH THIS C 5' 8' 1'3"15 1'8"1 2' 2' i'3"15 2'1"11 8' 1' 16' 1T3"1F 5?, 21'�3{"1�3~3'1625'3'II7�I127' "152,2" 31'8' 39'8" 19.3 15 21'3"15 26' �296- Snow Criteria (Pg,Pf In PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.037 Y 999 360 Lu: NA Cs: NA VERT(TL): 0.112 Y 999 240 Snow Duation: NA HORZ(LL): 0.016 0 - - HORZ(TL): 0.030 O - - Code / Misc Criteria Creep Factor. 2.0 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.931 TPI Sid: 2014 Max BC CSI: 0.771 Rep Factors Used: Yes Max Web CSI: 0.571 FT/RT:20(0)110(0) Plate Type(s): WAVE VIEW Ver. 17.02.02A7213.21 r .. o. 708 i • coA lUz7�NA1 f+n,brne„te O6/162020 5 ON THIS DRAWING[ P ♦ Maximum Reactions fibs) Loc R / U / Rw / Rh / RL / W B 774 /354 /508 /- /317 /8.0 U 1323 /588 1635 /- /- 18.0 R 711 /237 1257 /- l- 18.0 M 531 1246 1381 1- /- 18.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 U Min Big Width Req = 1.6 R Min Big Width Req = 1.5 M Min Big Width Req = 1.5 Bearings B, U, R, & M are a rigid surface. Bearings B, U, R. & M 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 1167-1151 F-G 823 -821 C - D 1085 -960 G - H 834 -831 D-E 849 -722 K-L 728 -548 E-F 823 -821 L-M 667 -571 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-Y 978 -866 T-S 662 -551 Y-X 627 -443 S-R 661 -551 X-W 462 -353 R-Q 424 -375 W-V 462 -353 Q-P 424 -375 V - U 462 -353 P - O 424 - 377 U - T 663 -550 0 - M 445 -407 •• ("' % Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C -Y 407 -257 U -AB 548 -605 - D 453 - 347 AB- H 472 - 522 E - Z 1577 -1447 R -AE 959 - 647 r Z-U 1591 -1466 AE-K 943 -826 € failure to build the '—" ';,•,m:. I or cover pa e, , 13723 Riverport Drive n. The sui ablllty, Suite 200 ry.com; ICQ a 1=2fe.org_ Maryland Heights, MO Job Number: N334496 Ply: 1 SEQN: 7566/ T3 / GABL Cust: R8975 JRef: 1WW689750058 ,7A5,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: HMT DmNo: 168.20A225.30070 Truss Label: B1GE I I KD / DF O6/162020 Loading Criteria (poll Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: ll Des Ld: 37.00 EXP. C Mean Height: 16.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 it Loc. from endwall: 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 "l38" uses design values approved 1/3012013 by ALSC Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGS A16015ENG101014 & GBLLETIN1014 for gable wind bracing and other requirements. 10e- (TYP) =4F4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct NA CAT: NO Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Cade: FBC 6th.ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria A Maximum Reactions (Ibs), or •=PLF PP Deflection in loc Udefl L/# Loc R / U / Rw / Rh / RL OW VERT(LL): 0.004 R 999 360 B 245 / 106 / 137 / - 1244 / 8.0 VERT(TL): 0.012 R 999 240 J' 72 / 33 / 35 / - /- / 248 HORZ(LL): 0.005 L - - Wind reactions based on MWFRS HORZ(TL): 0.005 L - B Min Big Width Req = 1.5 Creep Factor. 2.0 J Min Big Width Req = - Max TIC CSI: 0,228 Bearings B & B are a rigid surface. Max BC CSI: 0.176 Bearings B & 8 require a seat plate. ear. woh r:Cl- n naB VIEW Ver 17.02.02A.1213.21 Members not listed have forces less than 375# **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building quire Information, by TPI and SBCA) for sa i ty practices prior to performing these functions. Installers shall provitle tempos r )3CSI., Unless noted otherwise,top chord shall have proper) attached structural sheathin and bottom chord shall have a pro arty e. cAlDD V plateslto each facfor opiruss andtsositlonraas shown above anld onvthe JoiniDatdaais. it unless noted othe Weise. B7Referr to' A1411161111,1 L NE .r. .. .r.v.. ..... �. .r v....a...v.... v...........,..........�. ...v .r .. .i n. INIrW (OMiMM tr ss In conformance with A PI 1, or or han li q� sIppin9, installatl n an bracing of trussesA seal on this drawl g or cover page 2400 Lake Orange Dr. listing this tlrawlnq indicates acceptance of pro assigns engineerin4 responsibility solely forthe des i n shown. The suitability g and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150 Fat more information see this job's general notes page and these web sites: ALPINE: www.alpin=itw.com; TPI: w MpimLorg; SBCA: w sbcinduslry.wm; ]CC: wwx.iccsafe.org Oder, FL, 32837 Job Number. N334496 Ply: 1 SEON: 7567 / T1 / GASL Cusl: R8975 JRO: IWW689750051 ,7A5 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Oty: 1 FROM: RWMI DrwNo: 168.20.1225.27621 Truss Label: C1GE KD / WHK 06/16/2020 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sld: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP. C NCBCLL: 10.00 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: 3.00it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Plating Notes All plates are 2X4 except as noted, Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGS A16015ENG101014 & GBLLETIN1014 for gable wind bracing and other requirements. "WARNING" 7 (TYP) �4X4 D 14' Snow Criteria (Pg,Pt in PSF) Deft/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in Ioc Udell U# Pf: NA Cc: NA VERT(LL): 0.005 J 999 360 Lu: NA Cs: NA VERT(TL): 0.014 J 999 240 Snow Duration: NA HORZ(LL): 0.004 H - - HORZ(fL): 0.006 J - - Code I Misc Criteria Creep Factor. 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.277 TPI Std: 2014 Max BC CSI: 0.196 Rep Factors Used: Yes Max Web CSI: 0.137 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.02A.1213.21 06/162020 THIS DRAWING TO ALL CONTRACTORS AMaximum Reactions (Ibs), or•=PLF Loc R I /Rw /Rh /RL 1W B' 68 /30 /38 /- 113 1159 F 268 /134 /205 /- /- 18.0 Wind reactions based on MWFRS B Min Big Width Req= - F Min Big Width Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 401 -238 H - E 461 .238 Donom cnora smau nave a pro erry B7Referr unless noted otiherwIse. to ALPINE :his drBwinn and failure to build the this dr on wi g or cover pa e le den shown. The suitability 2400 Lake Orange Dr. TPI 1 S'gec.2. Suite 150 iCA: wew.sbdndustry.wm; ICC: wm J=ale.org Orlando FL, 32837 Job Number. N334496 Ply: 1 SEON: 7574 / T15 /EJAC Cust:R8975 JRet: 1WW689750058 ,7A5,182EC,E ,RH01118281CALIMEBBELEV.C/E Oly: 14 FROM: JRH DrwNu: 168.20.1225.29773 Truss Label: EJ7 I FV / YK 06/162020 C 12 6 c rn io �y -v B A D 7 1 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 Des Ld: 37.00 EXP: C Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.00 it Loc. from endwall: not in 4.50 it GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/l/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N 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. Provide (2) 16d common 0.162"x3.5", toe -nails at TC. Provide (2) 16d Common 0.162"x3.5", toe -nails at BC. Snow Criteria (Pg,Pf in PSF) Dell/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in Ice Udell IJ# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.017 D - - HORZ(TL):0.031 D - - Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.713 TPI Std: 2014 Max BC CSI: 0.527 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)110(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE 0 zt 1V % 0A, a;k( 1 -'o4_; .6�` 06/16/2020 "IMPORTANT" FURNISH THIS DRAWING TO Trusses require extre1na care in fabricating, handling shi pin Component Safety Information, b TPI an o SBCA) r sa�ety I bracing er BCSI., Unless noted o' herwise,lop chord shall hav altachef ri id ceihn Locations shown fortpermanent lateral as applicabgle. App�y plates to each face truss an positior drawings 160A-Z for standard plate positions. AI ine, a division of ITW Builldn Components Group In .,shp ♦ Maximum Reactions (Ibs) Loc R I /Rw /Rh /RL /W B 331 1117 / 259 / - / 173 / 8.0 D 127 /20 /101 1- I- /1.5 C 171 /133 /91 /- !- /1.5 Wind reactions based on MWFRS B Min Big Width Req = 1.5 D Min Big Width Req = - C Min Big Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 3q to the ALPINE 13723 Riveryon Drive Suite 200 MO Job Number: N334496 Ply: 1 SEON: 7568 / T11 /JACK Cust: R8975 JRet'. 1WW689750058 ,7A5 ,182EC,E ,RH0l / 18281CALl14EBB ELEV.CfE Oty: 4 FROM: RWM DmNo: 168.20.1225.28136 Truss Label: CJ5 KD / YK 06/162020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" 1, T 4'11"4 4'11 "4 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 it TCDL 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 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: 138 (Effective 6/V2013) Top chord 2x4 SP #2 N Bat chord 2x4 SP 42 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Snow Criteria (Pg.Pf in PSF) Pg: NA Ct NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ad TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE DeflICSI Criteria PP Deflection in roc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.005 D - - HORZ(TL): 0.010 D - - Creep Factor: 2.0 Max TC CSI: 0.411 Max BC CSI: 0.254 Max Web CSI: 0.000 VIEW Ver. 17.02.02A.1213.21 C G Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W B 256 195 1207 / - 1128 18.0 D 89 /13 /68 /- /- /1.5 C 118 192 /61 1- /- 11.5 Wind reactions based on MWFRS B Min Brg Width Req= 1.5 D Min Brg Width Real = - 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# ALPINE maw a Suite Riveryod Drive Suite 200 Maryland Heights, MO 6304: Job Number: N334496 Ply: 1 SEON: 75691 T26 /JACK Cust: R8975 JRe(: 1WW689750058 ,7A5 ,182EC,E ,RH01 / 18281CALlt4EBB ELEV.C/E City: 4 FROM: RWM DmNo: 168.20.1225.30023 Truss Label: CJ3 FV / WHK O6/162020 Loading Criteria (psf) Wind Criteria TOLL: 20.00 Wind Std: ASCE7-10 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 8 NCBCLL: 10.00 TOOL: 4.2 psf Soffit: 0.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bol chord 2x4 SP #2 N Lumber value set "136" uses design values approved 1/30/2013 by ALSO Wind Wind loads based on MWFRS with additional C&C member design. C 2' 11 "4 211 "4 Snow Criteria (P9,P1 in PSF) Deff/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/deff L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.001 D - - HORZ(TL): 0.001 D - - Code I Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.206 TPI Std: 2014 Max BC CSI: 0.115 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.02A.1213.21 06/16/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! VT'• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS co m A Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W B 185 / 75 1160 / - 184 18.0 D 50 /6 /41 /- /- 11.5 C 63 /50 129 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ALPINE WZ1 1 13723 Rivemm-t Drive Suite 200 Job Number. N334496 Ply: 1 SEON: 7570/ T27 /JACK Cust: R8975 JRef: 1WW689750058 ,7A5,182EC,E ,RH01/l828/CAU14EBBELEV.CtE Qty. 4 FROM: RWM DmNo: 168.20A225.28026 Truss Label: CJ7 I FV / WHK 06/16/2020 IN Loading Criteria (psf) Wind Criteria TCLL 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL 4.2 psf Soffit 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00it Loc from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. "IMPORTANT' FURNISHTHIS 12 6 � C B C) A D 2X4(A1) 1 11rr4 11114 Snow Criteria (Pg,Pf in PBFj Deb/CSI Criteria Pg: NA CL NA CAT: NA PP Defection in loc Udell L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL):-0.000 D - - HORZ(TL): 0.000 D - - Code / Misc Criteria Creep Factor. 2.0 Bldg Code: FBC 6th ad 20V Max TC CSI: 0.196 TPI Sld: 2014 Max BC CSI: 0.025 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT.20(0)/10(0) Plate Type(s): WAVE VIEW Ver. 17.02.02A.1213.21 LOW ALL TO ALL C 06/162020 S ON THIS DRAT T C7 ♦ Maximum Reactions (Ibs) Loc R I /Rw /Rh /RL /W B 143 179 1148 1- 141 18.0 D 11 112 118 /- /- /1.5 C -15 132 127 /- /- 11.5 Wind reactions based on MWFRS B Min Big 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# failure to build the n. The suiAbility ALPINE Iri6MiIl(/ 13723 Riverpod Drive Suite Suite 200 Job Number. N3a4496 Ply: 1 SEON: 7571 / T16 /HIP_ Cust: R8975 JRef: 1WW689750058 ,7A5 ,182EC,E ,RH01 / 1828/CAU14EBB ELEV.C/E Oty: 2 FROM: RWM DrwNo: 168.20.1225.24921 Tress Label: HJ7 KM / YK 06/16/2020 5 910"1 _I 5'3"5 4'6"11 4-3 D F— 1,5,' 9'2"2 7"14 9'2"2 9'10.1 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C8C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP 2400f-2.0E 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"x3.5", min toe -nails at top chord. Provide (3) 0.162"x3.5", min toe -nails at bottom chord. r Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.040 F 999 360 Lu: NA Cs: NA VERT(TL): 0.111 F 999 240 Snow Duration: NA HORZ(LL): 0.010 C - - HORZ(TL): 0,018 C - - Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 61h.ed 20V Max TC CSI: 0.546 TPI Std: 2014 Max BC CSI: 0.416 Rep Factors Used: No Max Web CSI: 0.260 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.01A.1115.21 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 326 /154 /- /- /- /10.6 E 364 184 / - 10 / 0 11.5 D 214 /177 /- /- /- 11.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 E Min Brg Width Req = - D Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-C 394 -552 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 ,LL CONTRACTORS INCLUDING THE INSTALLERS installing and bracing.. Refer to and follow the latest edition of BCSI (Building actices prior to pedorming these functions. Installers shall provitle lempora ro p.erly attached s ructural sheathing antl bodom chord shall have a proparty str�nt of w bs shal� hav brac)n Installed per BCSI sections q3, B7 or B70, 2s shown a�ove and on iEte Jolnl9Details. unless notetl otherwise. Refer to failure to build the lorcover pa e„ n. The sui[gability ALPINE Dr. 2400 Lake Chang. Dr. Suite 150 Orlando FL, 32837 Gable Stud Reinforcement Detail ASCE 7-101 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Orl 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Dr. 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure B, Kzt = 1.00 or, 120 moh Wind Screed. 15' Mean Helaht. Partially Enclosed. Fxnnsure D. Kzt = IM S 2x4 Brace Gable Vertical Spacing Species I Grade No Braces (D Ix4 -L' Brace . (1) 2x4 'L' Brace . (2) 2x4 'L' Brace . (I) 2x6 'L' Brace . (2) 2.6 'L' Broce AN Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B ['' #1 / #2 3' 10' 6' 7' 6' 10, 7' 9' 8. 1' 9' 3- 9' 7' 12' 2- 12, e' 14' 0' 14' 0' U S PI #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 111 9' 1' 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' C' O Standard 3' e' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11. 1' 14' 0' 14' 0' D% #1 4' 0' 6' 8- 6' 111 7' 10' 8' 2' 9' 4' 9' e' 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, 8' 14' 0' 14' 0' #3 3' 9- S' 3- 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, ill 11' 8' 14' 0' oj D I L Stud 3' 9- 5' 3- 5' 7' 6' 11' 7' S' 1 9' 2' 9' 7' 10, ill 11' 8' 1 14' 0' 1 14' 0' Standard 3' 6' 4' 7• 4' 11' 6' 2' 6' 7' 8' 4' B' 11' 9' 8' 10' 4' 13, 1' 14' 0' U #1 / #2 4' 5- 7' 6' 7' 9' B' 10, 9' 3' 10' 7' ill 0' 13' 111 14' 0' 14' 0' 14' 0' S P F #3 4' 2- 7' I' 7' 9' 8' 9' 9' 1' 10, 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' U H F Stud 4' 2' 7' V 7' 6- e' 9' 9' 1' 10' 5' 10, 10, 13, 9' 14' 0' 14' 0' 14' 0' 0 fl Standard 4' 2- 6' I' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10, 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7- 7' 7• 7' 11' 9' 0' 9' 4' 10, e' I1' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' S' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14. 0' #3 4' 4' 6' 5' 6' 10' B' 6' 9' 1' 10' 6' 10, ill 13' 4' 14. 0- 14. 0' 14' 0' N D F L Stud 4' 4' 6' 5' 6' 10- 8' 6- 9' l' 10' 6' 10' 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10, 111 10' 12' 7' 14' 0' 14' 0' .4 #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' l2' 1' 14' 0' 14' 0' 14' 0' 14' 0' _ S P F #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' Il' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' 0 U F Stud 4' 7' 8' 2' 8' 5' 9' S. 10' 0' ll' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' 0 �l Standard 1 4' 7' 1 7' 0' 1 7' 5' 9' 4' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' S' 8' 8' 9' ll' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3- ' 8' 7' 9 9' 10, 2' 11' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' N #3 4. 9' 1 7' 4- 7' 10' 9' B. 10, V 11' 7' 12, 0' 14' 0' 14. 0- 14. 0' 14' 0' ti D F L Stud 4' 9' 1 7' 4' 7' 10' 9' B. 10, V 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' ll' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14. 0' able Truss Diagonal brace oPti.rw vertical length may be T doubled when dlaganol 18' #( brace Is used Connect L I r➢agonal brace far 600# 'L• at each end Mnx web Brace I} total length Is 14 p(#( 2x6 ➢Ft #2 or better dlo,onal r Vertical length shown I brace, single 8' )K it T 1 aq,2 h table above. 41 or double cut (as showN at .L 1 Ly f upper end. Connect dlogana at a s°• �'r midpoint of vertical web. Refer to chart 68r x gab, v r ICp1 w� W.WOYdu RGO Hm 113L3LV . t s UN TH6 IPAVaYd Z ! wDP➢RTANfu ITHDSH TILES DMWVXi To ALL C INTRACTIRS UNAMih6 TIE DISTH &,o ' .t Q. f Trvsses npuH "breie Care h fabrlcatbg, handing hbone• L'"na, ro and ba R", 'a eM6 fUlo. the ,start eaHon of BCSI <&IIOH9 ea+ponen< Safety Inf—ton, by TPI and SIG) f�wfety� ncZea ark, to Perfarah, these Metbns ➢,staaers shall Pravda t tra j, ., UYr trdo lYvrwixp top Uwrd Imp have papMy attached strucWaI shggdro aN be *.;d wb.n Iwv. a praperlr a".Wd , c. 0. Locoaom zho.n for penwaneM la<ervl nv.wh P ins bncbq Instnped BCSf D3. •� of t V. per RT , elo, nw urtt..We. d .y ,lads tin we[t on P arts end yy sml16 az fern move and to the .plot D.taas, wem rota aNerwlse. - Re Par to dwwags 16M-Z it !. (tI /7 a .' � AN IIW O]MA4MY 'ia=e steMerd p1aG pozl#av, V thsl dd a,wlap. danynfoiw to b Butang w os In cwfrnance,.la i MITPZ�L�� sa'�Mn�mZ+waevia yD \ U723\9vo,,.Manve eetaltaWn ! bracing of A seat on View drawn, r [aver pale thrUg Vats dravka. Idcabe acoapWCe oP pofeesbnl enebeerbg ne%=bK y .ddy far the deden dawn TM at W*Ry and ua of Ues dra.rg a°•e°elnpeww•w4•� \\S.itA200 far any swca'a Is the reapmffi4ty a the "dwo ➢edVer par NI53/iPi 1 Sec2 V G`vwt, r's`r�ail/i�. \\ Mamland,Heighty.\MO\630(3 Mernatbn ee We 1m's ,mast rote. p.e. and these web dGm /16/2020 ALPOE� ew�at,4 t." M.....tanstmry SSab ewwsbeMustryur„ Ica wwdxwaf..rp M Bracing Group Species and Grades, Group AI S ruce-Pine-Fir Hen -Fir 01 / #2 Standard #2 Stud #3 1 Stud Ip3 Standard Oou Ins I'll -Larch Southern Phew.w p3 #3 sass Stud Standard Standard Group BI Hen -Fir Of 6 Be, #1 Do u los Flr-Larch Southern Plnev. pl #1 q2 #2 1.4 Dr... sK.0 be SRB (Stress -Rated Baartl), ..Far lx4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values ma be used with these rases. Gable Truss Detail Notes) Wind Lood deflectlon crlterlon Is L/240. Provide uplift connectlons 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' braces with 10d 00.128'x3.0' min) naps. A For (I) 'L' brace- space nails at 2' .... In 18' end zones and 4' owe between zones. p()Wor (2) 'L' braces, space nods at 3' ac. In 18' end zones and 6' c.c. between zones. 'L' bracing must be . minlnun of 80% of web ,,ember length. G¢hle Verticnl Plate Sizes ♦ Refer to common truss design for peak, splice, and heel plates. pd Refer to the Buhg Designer for conditions not addressed by tHs det.M. REF ASCE7-10-GAB16015 DATE 10/01/14 DRWG A16015ENC101014 Verticnl Len th Na S Ilce Less than 4. 0' 2%3 Greater than 4. less than II' 0', but 6' 3%4 Granter than TOT. LD. 60 PSF SPACING 24.0' al e Gable Stud Reinforcement Detall. ASCE 7-10i 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Ors 160 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Ori 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure D, Kzt a 1.00 S 2x4 Brace Gable Vertical Spacing Species I Grade No Braces (1) lx4 'L' Brace 4 (1) 2x4 'L' Brace a (2) 2x4 'L' Brace we (1) 2x6 'L' Brace K (2) 2.6 'L' Brace we Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 6' 6. 0' 6' 3' 7' V 7' 4' 8' 5' 8' 9' 11' 1' 11' 7' 13' 3' 13, 9' - S P F #3 3' 4' 5' V 5' S' 6' 9' 7' 3' 8' 4' 8' 8' 10' 7' 11' 4' 13' V 13' 7' H Stud 3' 4' 5' 0' S' 4' 6' 9' 7' 2' 8' 4' e' e' Ic, 6' It' 3' 13, 1' 13' 7' Q rF- Standard 3' 4' 4' 4' 4' 7' 5' 9' 6' 2' 7' 10' 8' 5' 9' 1' 9' 8' 12' 4' 13' 2' Q% #1 3' 8' 6. 1' 6' 4' 7' 2' 7' 5' 8' 6' e' 10, 11, 3' ill e' 13' 4' 13' 11' _J S P #2 3' 6' 5. 9' 6' 2' 7' 1' 7' 4' 8' 5' e' 9' Ill V 11' 7' 13' 3' 139' #3 3' 5' 4' 7' 4' 10' 6' V 6' 6' e' 2' e' 9' 9' 6' 10' 2' 12, Ill OJ D F L Stud 3. 5' 4' 7' 4' 10' 6. 1' 6' 6' 1 e' 2' e' 9' 9' 6' 10, 2' 12' 11' 13, 8' d Standard 3' I' 4' 0' 4' 3' 5' 4' 5' 9' 7' 3' 7' 9' 8' 5' 9' 0' 11' S' 12' 3' U #1 / #2 4' 0' 6' 10, 7' 2' e' 1' 8' 5' 9' 8' 10, 1' 12, 9' 13' 3' 14' 0' 14' 0' S P F #3 3. 10, 6' 2' 7' 2' 8' 0' 8. 4' 9' 7' 9' I1' 12' 7' 13' V 14' 0' 14' D' i U I IF Stud 3' 10' 6' 2' 6. 7' 8' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13' V 14' 0' 14' 0' O Hl Standard 3' 10' 5' 4' 5' 8' 7' 1' 7' 7' 9' 7' 9' Ill 11' 1' II' 31' 14' 0' 14' D' \ #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' e' 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' G1 D F L Stud 3' 11' 5' 7' 5' 11' 7' 5' 7' 11' 9' 7' 10' 0' 11' 8' 12' 6' 14' 0' 14' 0' Standard 1 3. 9' 4' 11' 5' 3' 6' 7' 1 7' 0' 8' 11' 9' 6'1 10. 4' ill 1' 14' 0' 14' 0' #1 / #2 4' 5' 7' 7' 7' 10' 8' ill 9' 3' 9' e' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P F #3 4' 3' 7' 2' 7' 7' 8. 10' 9' 2' 10' 6' 10, Ill 13' 10' 14' 0' 14' 0' 14' 0' V' U I IF Stud 4' 3' 7' 1' 7' 7' 8' 10' 9' 2' 10' 6' 10, ill 13' 10' 14' 0' 14' 0' 14' 0' O fl Standard 4' 3' 6' 2' 6' 6' 8' 2' 8' 9' 10' 6' 10, ill 12' 10' 13' 9' 14' 0' 14' 0' X #t 4' 8' 7' 8' 7' 11' 9' 0' 9' 5' 10' 9' ill 2' 14' 0' I4. 0' 14' 0' 14' 0' d S P #2 4' S' 7' 7' 7' 10' 8' 11' 9' 3' 10, e' ill 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 7' 9' 12' 10' 7' ill 0' 13' S' 14' 0' 14' 0' 14' 0' s--i D F L Stud 4' 4' 6' 5' 6. 10, 8' 7' 9' 12, 10' 7' ill 0' 13' 5' 14. 0' 14' 0' 14' 0' Standard 4' 3' 5' 8' 6' 1' 7' 7' 8' 1' 10' 3' 10, ill it, it, 12. 9' 14' 0' 14' 0' able Truss lI Diagonal brace optlon� vertical length may be T doubled when diagonal brace Is used. Connect IB' L X dlaganal brace far 7750 •L, at each end. Mox web Br ce total length Is 14' 2x6 DF-L 02 or Vertical length shown In table above. 45' better diagonal bracel single or double cut Co. sho.m) at '�- 18' L 1 upper end. / Connect diaoone at I I I I Refer to chart WC£]D Na) AALL IQIET 01 Tldt QGVDfd oppnNIM1. nURNISH PHIS HtViNa To ALL. Cl9(IRgLTp6 pYlll➢plG TIE pSTN.IER.S Mpbr, o NNzbn of IN ➢WtlYq Cewoonmts Gaup lam AW not be maponsIXe for any dwvktl .414IfW WMPANY this Mes4p, any foive to W,d the mass In confernence aKh MSI/TF1 L or for honrug, shim Inrtab_ 4 brad,p of trusps. \\t])xT f➢veryon\D(rve A seal on ones arewha a' cover Pape IMLp this dwsFe. lnAcatea acaptasce of p,of.s owd erg6Tn reapasbflty woody fam tM de9X shown iM sultaWty eM use of this; deAp 1\suile\xao im oar atruabwe Is the ,espat b0ty of tiv lnfiAq ➢edarer ppeer NR/IP1 I Act \\Maryland, HeipM1ts,\MO\fi]➢43 aLPlld) wea dpInKt.i U1tim , wethkt we,tpb,�meS�Nl nmabmqustry ore, IM .. me! these wela.I efe.ore Bracing Group Species and Grades, Group AI S race -Pine -Fir Hen -Fir NI / N2 Standard N2 Stud N3 Stud 113 Standard Dou Les Flr-Larch Southern Pineus N3 #3 Skutl Stud Stand., I Standard Group BI Hen-Flr pl 6 Htr al Do u Ias Flr-Larch Southern Pine.. pt BI a2 R2 Ix4 Braces shall be SRB (Stress -Rated Board). weFor lx4 So. Pine use only Industrial 55 or Intlustrhl 45 Stress -Rated Boards. Group B values ma be used with these ratles. Gable Truss Detall Notes, Wind Load deflection criterion Is L/240. Provide uplift connections for 100 elf over continuous bearing (5 psf TIC Bead Load), Gable end supports Load from 4' 0' outlookers with 2' 0' overhang. or 12' plywood overhang. Attach 'L' braces with led (0.128'N3.0' W0 halls. )N For (1) 'L' brace. space malls at 2' me. In 18' end zones and 4' me. between zones. )R)W., (2) 'L' braces. space malls at 3' o.c. In 18' end zones and 6' me. between zones. 'L' bracing must be a minimum of 80% of web member length. Gable Vertical Plat!deslgn Vertical Len th e Less than d• 0' Greater than 4' 0', but less the. la' 0' t Refer to common trussor peak, splice, and heel p Refer to the Building Designer for conditions not addressed by this detail REF ASCE7-10-GAH18015 DATE 10/01/14 DRWG A18015ENC101014 TOT. LD, 60 PSF SPACING 24.0' 'T Relnfoi Herat Go Tr Gable Detail Fnr I at -in Vartirnlc Plate Sizes Dproprlate Alpine gable detall for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a to that covers the total area of upped plates to span the web. *2X8 1, 2X42X4 rrovlae connections tar uputt spearlea on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nally 10d Common (0.148'x 3.',min) Nalls at 4' O.C. plus (4) nails In the top and bottom chords. Toenalled Halls. IOd Common (0A48'x3',min) Toenails at 4' O.C. plus (4) toenails In the top and bottom chords. This detall to be used with the appropriate Alpine gable detail for ASCE wind load, ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 6 ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENCI00118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A1603CENC100118, A18030ENC100118, A20030ENC100118, A20030END10011B, A20033PED100118, S1I515ENC100118, S12015ENCI00118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015EN010011 9affletnml S11530ENC100118, S12030ENG1DD11B, 514030ENC L,9 330 100*1 518030ENC100118, 520030ENC100118, 520030E 0l '$'�Q ♦�i'110we.81i J See appropriate Alpine gable detail for max wwe � ti aftl wNAR1Qgo RPAB alai fIIIAV ALL hgTFS W wvpeutTANiww IIpdSH THIS DRAVIHa Ta DLL CRIIRILIOIS shall hoe• a properly abbCed rigo ceiling. Locations show for p•manmt lateral restraht f r M I WI �� 1� shall lave bradrd installed per SCSI sections BJ, B7 or BID, as apWkaNa. apply prya<ve b ea I u)� f truss antl peskbn as whom above and an the Joht Debate, unless rated othe oe. (� L_ Refer to draw Is 160A-2 for stontlard plat posltIs.. O e �� •���I a� Alyh•, a dvisb of ITV Buldnp Components fwrq Inc still not be mspa . fw anyy;!. n: •....wvsrr.... ` tom@" AN rIW COMPANY tWz drpdrp, any falwe to bun tie truss h con ormnc• with MSVTPI 1, or for hoaaln0, zNpp4 r sD� hctallata L bracro of trusses. SS 14 �. • weal an tNe arwwro or mew pea Mellon sbo rt The, tables wool ur rxw of professbnol \\ ISRS\Rirerpwnl Dove en0hearag mzpasstlny srdely..p far twitKy f the shoal The saver per o.ia an of u+w ea•Dp 4q tt0 /16/2( \\euite\200 far any strvcbr b dk respoom see of tho s gero at noes per arol I t Swe2 \\Marylanm Heigats,\MO\fi30a3 Per awe oltuxoliw see ..to Job's aen•ral rates Page and these web albs ALPBIE, ...alphel<.<am ran ....tpheeorai sera ...,dao-,mwtrrarel Ica ...1«soanre 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nallV, - Or - End -Fall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based an appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase w/ 'T' Brace Example, 12 ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SIP 03 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307. = 1.30 (1) 2.4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Goble Vertical Length 1.30 x8'7'=11'2' 'T' Relnf, Mbr. Size 'T' Increase 2x4 30 2x6 20 MAX. TOT. LD, 60 PSF DUR. FAC. ANY MAX. SPACING 24.0' REF LET -IN VERT DATE 01/02/2018 DRWG GBLLETIN0118 'T Relnfoi Merck Go Tr Gable Detail Fnr I o+-in \/ortirnlc pproprlate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, gib, and heel plates. vertical plates overlap, use a de that covers the total area of lopped plates to span the web. si 2X4 4:2X8 2X4 Provide connections for uplift specified on the engineered truss design Attach each 'T' reinforcing member with End Driven Nails, 10d Common (0,148'x 3,',min) Nails at 4' o.c. plus (4) malls In the top and bottom chords. Toenalletl Nails. 10d Common (0.148'x3',m1n) Toenails at 4' O.C. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 Gable Detail Drawings AII515ENC101014, A12015ENC101014, A14015ENC101014, A16015ENC101014, A18015ENC101014, A20015ENCI01014, A20015ENDI01014, A20015PED103014, A11530ENC101014, A12030ENC101014, A14030ENC101014, A16030ENC101014, A18030ENC101014, A20030ENC101014, A20030END101014, A20030PE➢101014 S11515ENC100815, S12015ENC100815, S14015ENC100815, S16015ENC100015, S18015ENC100815, S20015ENC100815, S20015EN01008 11JR119 0815, S11530ENC100815, S12030ENC100815, S14030EN `�`� 03 C100 JAp SI8030ENC100815, S20030ENC100815, 52003:�0it O'♦�]'{Og3D1 to See appropriate Alpine gable detal for mnxirglkl eIIlF'gr(2g�e�Ogtk nvaaaav READ AND n11fN ALL tai ON THIS roAv nDPOtTANIww RRMSH THIS Ixili D TO ALL fWIRALT6ti DlU11DD6 M rIg P.,anwn� .n ea,' p � ofotl hove brad' h.UU.d per St nctlans 23, RT or HID, .c apdia.M.. A,p 'totes to II it li� f truss nd renbn as shown above d an the Joint Detals, unless noted atherdae. I IL�IIr� Refer <e dra.Mas IW-2 for standard plate padtb coy AN ITWCOMFANY <m Alpine, a dvis[ynfof IT Va badong Conpaa,ent In ii LTon�mnc with not be 1.. or fw ham. 01, mwtauaaon a brwd ' of true.... A wool m the trawN or cover paW UstYq box drown , baaatew a¢eptarrce of profr.sMml \\13nMRIv Mon\Onve erpKerirp n wddY inn M desk, shown The saltabsltY oral . of tees are" \\Suilsk= far any .tn.care m respmstwity of tie asap D..4fer per ANSI/3PI I Serf. 1\Ma NlanNHelghlc,\MO\e30a3 For mare Nfareatlon see the Job's general notes {age and these web cites. AIPM. snaipbeibComi V1.....tpbwtorm slick w..zbdnductrvcror too ...raa.of.arwa 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Tae-nail - Or - End-noR To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detalt). Maximum allowable 'I' reinforced gable vertical length Is 14' from top to bottom chord, 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. Web Length Increase w/ 'T' Brace Example, ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP q3 'T' Reinforcing Member Size = 2.4 'T' Brace Increase (From Above) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Reln Nbr, Slzf.e T' Incrense 2x4 30 2x6 20 TOT, LD, 60 PSF FAC, ANY SPACING 24,0' REF LET -IN VERT DATE 10/01/14 DRWG GBLLETIN1014 Valley Detail - ASCE 7-101 160 mph, 30' Mean Height, Enc(osed, Exp. C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better. Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better. xx 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 12 12 Max. i- 1X3 - 8-0-0 max 4X4 1X3 5X4/SPL 20-0-0 (++) Supporting trusses at 24' o.c, maximum spacing. AN If W COMPANY \\ 137M R'rvemm00nve \\Suiie\200 \ \Maryland\ Helphk,\ M M 63043 av�amr�lr. rang um fmaw mwtru�r.. f313US11 THs ronvac To au Trazses rewW eatrerie cnrc N feheVm<bn. I,erdlln, 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 10d box (0.128' x 3.0') nails at 6' o.c. In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web Is permitted with diagonal bracing as shown in DRWG BRCLBANC1014. Top chord of truss beneath valley set must be braced with+ properly attached, rated sheathing applied prior to valley truss Installation. Or PUrllns at 24' o.c. or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design. xxx Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord. ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. Pitched Cut Bottom Chord Valley 2X4 psru,ree m eoa, mr.. of Rv aunmre 6e^ .T — — Go�p Irc. zFaa net be responsble far om aevlauon 1 ,R , . y fnt re io "d Me t ss F cenfo-narce slfh fN$I/1P[ 1. ar fer hcm g, wppbv. sea\ M of trusses. rFp m mver pope YaMp 1Ns dreMry. VYcptes accepea,ca of pofes9vnl x"riq reWa/,5611b 5"y For Me CeSm worn lFe ald6Vty wp . of t J .k, onY strucNe k the refll-aA H of Nr DA&V peslgar per N1V/Ipt I h Square Cut Bottom Chord Vallev qP 2X4 4X4 Stubbed Valley ❑ptional Hip End Detail Joint Detail Partial Framing Plan LL 30 30 40PSF REF VALLEY BETS f 20 15 7PSF DATE 10/01/2014 DL 10 - 10 PSF DRWG VAL160101014 LL 0 0 0 PSF LD. 60 55 57PSF 24.0' 4r n • T, W v " N I VALLEY FRAMING & BRACING DETAIL I R a( Lumber Size and Grade Minumum Requirements This drawing applies to valleys with the following conditions: Spans (distance between heals) 40'.0" or loss -Maximum valley height: 14'.0" -Maximum moan root height: 10 test -ASCE 7.05, 140 mph, Enclosed, Cat II, Exp B,1=1.0, Ktt=1.0 -Or A Maximum of ASCE 7.10, 180 mph, Enclosed, Exp D, Krt 1.0 %XU9UWlP"0 EV Cq AWfZus wrwmxa. mxmr.nre rvx4sR n install blddxing under rafter If sleepers am not used, install blocking under cripples If cripples fall between lower truss lop chords and lateral bracing Is not used. -Apply all nailing in accordance to current NOS requirei Nails are common wiro nails unless noted elheml.o. aarxtams We, n JN a m cn .0 Group Lac tlpu mt dvAy aL. fwbrm"WY( Y 1" to bfi thry.Hh 4' ranxtp .lmesn . sr�dea or ersm. eu m w. aeMn or co... wa u*txa aw ea.tc. bzeez amptarc. oe prcr.sYaef or ue o-e+c .rr r r.spmmuy oc audq msb..p.r xfavmf r s.rz NPp F_ H. SF p STATE OF .�•c� �S<aR10,,'�aC��ptr /l1/tI R► _.o TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® "CRIPPLE ripples 4'.0" for 30 psf (TL) and 20 psf (TD) Max. co the crippes for each row starting from the valloys or sleepers working Inward to the ridge board so that cripple locations are gored between rows. RYP) innection Requirement Notes 2x6 rafters to ridge filed toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) Bled face -nails Rafter to sleeper or blocking 5led toe -nails Rafter to me 2x6 sleepers 4led toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper& truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails purge to (Typ) 316d toe -nails Truss to blocking 436d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails Collar beam to rafter 416d toe-nalls E: 16d (0.162"x3.5") COMMON NAILS (A) (B) ("1 IC LL 20 30 40 54 ?C DL 10 20 7 7 k 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 VACNV1801015