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Home My WebLink AboutTRUSS PAPERWORKSOUTHERN COMPANIES r Southern Truss 2590 N. Kings Hwy Fort Pierce, FL 34951 (772) 464-4160 " Fax: (772) 318-0015 /br.... �....�.. �... Job Numbe. r. J1901155 Customer. GHO Homes y` Name: MW-68-Grenadine Jam Address: Lat 68 City, ST, OR Saint Lucie County, FL ' General Truss Engineering Criteria 8t Design Loads Building Code and Chapter. Compufer Program Used: FBC2017rMI2014 MiTekVersion: 8.31 Jul SCANNED Gmvity: 1 Gravity: BY 45.0 psf ROOF TOTAL LOAD N/A St. Lucie C nionlu Wind ' Building Authodty: 160 mph from MWFRS(Envelope) ASCE 7-10(Low Rise) St. Lucie County No. Date Truss 1D# 1 0828/19 Al 2 08/2a/19 A2 3 08128/19 A3 4 08/20/19 A4 5 0828119 As 6 0828119 A6 7 08/28/19 A7 8 08/28119 AB 9 0828/19 A9 10 0828/19 A10 11 08/28/19 All 12 06/28/19 Al2 13 08/28/19 A13 14 0828119 A14 15 08/28/19 A15 161 0828119 1 A16 171 08/28/19 1 A17 181 0828119 1 B1 19 1 0828/19 1 B2 20 1 0828/19 1 B3 21 1 08/28/19 1 Cl 22 1 0828119 1 C3 234 0828/19 1 C4 24 1 Oa28/19 C5 25 :08/j'tf/12 C6 26 ;W28/19 CJ3 27 1 0828/19 CJ7 This cover sheet is provided as per Florida Sfatute 61 3 i of fgn a sealing each individual sheet An Index sheet of the d i s i ch d whl h i numbered and with the indentification and date of ea dr Engineer of Truss Design Package REVIEVIEO FOR Brian M. Bleakly FL Reg. Eng. No. 76051 CODE COMPLIANCE 2590 N. Kings Highway LUCIE COUNTY Fort Pierce, FL 34951 ST' SOCCi No. Date Tmss ID# 28 0828/19 CJ26 29 0828/19 D1 30 0828H9 02 31 0828119 D3 32 08; 8/19 A 33 0828/19 J3 34 1 0828/19 1 MG 35 0828/19 J5 36 082a/19 J7 37 082a/19 HA 38 0828/19 RG 39 08/28/19 J26 40 0828119 V2 41 0828/19 V4 01- RECEIVED SEP 2 7 2019 ST. Lucie County, Permitting Page 1 of 1 TYPICAL DETAIL @ CORNER. - HIP NOTE: NDS=National Design Specifictions for Wood Construction. 132.5f per Nail (D.O.LFoctor=1.00) nds toe nails only have 0.83 of lateral Resistance Value. 12 .^,CA� SCA) Sn HP GIRDER 12 Q 1OVER r i =-5 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT Q UP TO 265f — 2-15d NAILS REO'D. Q UP TO 394# — 3-16d NAILS REO'D. use 2-1 toe nail 0 TC & BC.,'l H7 Typical jack 45' —I—��------ attachment TYPICAL CORNER LAYOUT use 3-1 toe nail & 2-16 Typical Hip—jaclC attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — - — — — BC — — — — — —— 2-16dnails — — —-— J5 TO HIP JACK GIRDER TC — — — — — —— 2-16d nails —— —— BC — — — — — — 2-16d nails — — — — — J7 TO HIP GIRDER TC — — — — — —— 3-16d nails —-——— BC — — — — — 2-16d nails — — — — — HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16dnails ——-- ' ' MINIMUM GRADE OF LUMBER T.C. 2x4 SYP §2 B.C. 2x4 SYP 2 WEBS 2x4 51P No3 LOADING (P5� L D ,� 20 eOITDM 00 10 SPACING 24' O.C. s- WCR: 00% FeCt017 ' SOUTHERN TRUSS_ COMPANIES Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL' 34951 1800)232-0509 (772)464-4160 Fax:(772)318-0016 Bncn M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 TYPICAL DETAIL @ CORNER - HIP NOTE NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. 1=1.25) ®UP TO 265f = 2-16d NAILS rzEo'o. 32.5# per Nail (D.d.LFactor nds toe nails only have 0.83 of Q UP TO 394j = 3-16d NAILS REQ'D. lateral Resistance Value. 12 —1afiR 12 W12 .5 I ' -o use 2-16 toe nail C TO do SO. Typical jack 45' attachment XA a amj ell \ \ TYPICAL CORNER LAYOUT Typical Hip —jock' attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16dnails ---—— J5 TO HIP JACK GIRDER _ TC — — — — — — — 2-16d nails — — — — — 8C — — —— — —— 2-16dnails — — — —— TC — — — — — —— 3-16dnails —--— BC — — — — — — — 2-1 Gd nails — — — — — HIP JACK GIRDER (CJ5) TO HIP GIRDER TC - - - - - - -I 3-16d nails — — — — — BC - - - - - - - I 2-16d nails — — — — SOUTHERN TRUSS COMPANIES - IIMUM GRADE OF LUh T.C. 2s4 5YP 12 ILM - 2s4.SM 2 WEBS 214 SYP No3 LOADING (PSF) L o TOP. 20 BO MM 00 10 SPAMG 24' O.C. Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 4951 (B00)232-0509 (772)464-4160 Fax:(772)318-0016 _..._-. . . .... w.... — Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 R m 2 Hangers Face Mount Hanger Charts M ITe k� - - .... '` :::- --.. 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"a�°rmN1°xuws""` e4�w00njo'"`�O'°dsv 4°aao'Ewo Pn"ro%°' QMLK A FR �FpIVp-Oar"(f,Q p�pM �0.�R' 0�4 •,intl�' MFON.Mxomm' ANa 0 04 6flNCEN ZOM, 10 ltNmn� eC A MIN MUM of Box @' M almLfiBEc' 11NN 1• B'a � B� Rx4 m PW '8 E ca�a i dWmir�d In�dwlMf Gi Load so PSF I S Typ1 1 P6 MNIMUM GRADE OF LUMBER Tod Chon1 2S4 BYP /2 er h"Ua Rd Chord 2x4 5YP /2 or bdi.r ' Webs 2x4 017 ar boti F., I Wj441 10 SUM DEMON IN VASHm PIAM 'PAFaf811YI VDrtIGV9 Ar 4• 00 WHL C�a2D..MM MUST BE 9MOOERm 2a IM OBE MICE 1D EH@I6ER'S SEALED DERION FOR REDMRED PURUR APA0N0. 6LL IS APPLICABLE FOR TIM FOLIJOWRFO WIND COAOFIION& -4—wH wm mr MBW HOr. ASOE ma moss m-m Om ANYx1ORC.IN HOOP, r BL F1RIY DRAW b poo %_wq TO olp-a M/: ipF_D_ha DL. Par AS BUM BMCEDSARE FROM 4' OB *ATTACH PIGGYBACK WITH h i WEB BRACING CHART WEB LENGTH REQUIRED. BRACING 0' TO 'POO NO BRACING .. _ . . lx4 Or BRACE. SAME GRADE; SPECIES AS WEB 7'9" TO 10' MEMBER, OR BETTER AND BOX LENGTH OF WEB MEMBER. ATTACH WTIH Bd NAILS AT V 0/C. . 2x4 Or BRACE. SAME ORADE. SPECIES AS WEB 10' To 14' �WRH MFO�.IBER.' a' EACH Tea W1145 AT 4' o%c! \\ zz `\ to COX PLYWOOD WITH 4—#5d NAILS IN EACH BOTH FACES OW —Ow O.C. MAX. W cE r F--F T r--� 6.11. h.., to Rd Ou ropmuLBb of hm 1215t , �d■ JOINT TYPE SPANS UP TO 30' 34' 3B' 52' A 2x4 '' 2.50 2.50 3x5 B 4XG 5x5 5x5 5x6 C 1.5x3 1.5x4 1.5x4 1.5x4 D 5x4 5x5 5x5 5x6 I I. �c -C I � TGT�BIC C 0 Maximun Loading 99phf at 1.33 Ouratlan Factor 50pof at 1.25 Duration Factor 47pof at 1.15 Duration Factor I i SPACING AT 24" O.C. L-BRACE DETAIL Nailing Pattern. L-Brace size Naii Me . Nag Spacing 1x4or8 10d Bloc. 20, 8, or 8 18d B° o.c. Note: Nall along "entire length of L-Brace • (on Two-Ply's Nag to Both B6es): WtB3 vcv L-Brace must be same species grade (or better) as web member, Note: L-erasing to be used when continuous hateral bracing is unpractical. L-brace rrmst Dover Bn96 ofweb' lemitq u L-Brace Size for One -Ply Truss SpecMed Continuous Rows of lateral Bracing Web S'ce 1 2 2rGi or2x4 ix4 "^ 2x8 126 «+ ---�I cum iITUTIONNDTAPUCABM L-Brace Size forTwo-Ply Tnrss Specified Continuous: Rows of Lateral Bracing Web Size 1 .2 2Gior2x4 2x4 2x6 2xS «+ � DOU=SnBsnNrroNNOTAPUCARM .r_.4v.—aw .s►_W�ss�E'.T. :--�,..--. ;:�i.,,,,., ._.+...,,:-v,r.,,. __ ... ��g.-�,c-.�+'ao�,> _ -- .._ ..:_ �i.- r.Y SCAB -BRACE -DETAIL I ST-SCAB-BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (orT-Bracs) Is impractical. Scab must coverfull length of web 60. THIS DETAIL IS NOTAPLICABLE WHEN BRACING IS — REQUIREDArV3•POIM DRI-0RACEISSPEDIPIFD.-= . " APPLY2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d'(3-X 0.131") NAILS SPACED B"O.C. SCAB MUST BE THE SAME GRADE SIZE AND SPECIES (OR BETTER) AS THE WEB, MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH=•17-0, -'SCAB BRACE 2x4 MINIMUM WEB•SIZE- MINIMUM WEB GRADE OF#3 Nails� / Sermon Ded ®tom/Scab-Brace Web Scab -Brace must be same species grade (or better) as web member. ., G •:mac: �•.ens:��,!-IW.1M .. .. s'r+irs�... •.a.p, _q• .- "... .;��rac'm�u�.._. �.,., ... .._ c- a... .:.�sc�.Y:f�rY_�e�".N£. T-BRACE / I -BRACE DETML Note: T-Bracing / I Bracing to be used when continuous lateral bracing is fmpractiraL T Brace / I Brace must cover 90% of web lengttL Note: This detail NOT to be used to cmivert T-Brace / I Brace webs to continuous lateral braced webs. Nailing Patlem xce size Na0 S¢ee Nall Spading 1x4orUS 10d - 84= t or M or 2x8 I 16d 8' D.C. Nate: Nall along entire length vf•T-Brace / l-Brace (On Two-PVs Naa to Both Plies) attemate position r \, r1 , WEB 1 „t r 1' Naas Section Detail el T-Brace dl 2V� Web aftemste posNon Naas Web I -Brace Naas SPACING i T-BRACE _ Brace Sae for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Sae 1 2 2x3vr2x4 ix4(7T-Bracelx4(71-Brace • 2x6 US (7 T-Brace 2xs t-Brace 2x8 2xs T-Brace 2x8 t-Brace Brace Sae for Two -Ply Truss Specified Continuous Rows of Lateral Bracng 1 2 2x4T-Brace 2x4I Brace2x6 n T-Brace 2xs 1-Braoe2x8 T-Brace 2 Lc T,--Bate / I Brace must be same species and grade (or beW as web member. (') NOTE: If SP webs amused In tine truss, lx4 or 1x5 SP braces must be stress rated b� re wfth design values #cot aequal to (or beW the toss web design For SP toss lumber grades Bp to #2with 1)L brig malarial, use WD 45 forT-B For SP toss lumber grades up to 41 with 1llibra ft material, use IND 55 for T-Bracelt B Job Inuss N5a ype M BaCrehadme Jem Grenadine JimAl Roof SPadal 1 1 _ Job Reference optional) South mTnm;,FLPrerrm.FL,34951 ..9nn. 1t9-12 1i" 6.00 12 Dead Load Defl.=51161n 45 G 4 4x5 Q 6 5x5 3x4 W4 3X61 3 11 W6 7 6 NOP2X STP= NGP2X STP= — —-2wi-II— 7 5 13 2x4 II 7 6 7 q 9f 1 5xa= 14 . = 10 Iq= 17 16 3x6 = 12 11 3.5 = 615 = 2B II 2x4 II 5x5 = 3x5 6-9.12 19-1-0 20-0-0 2ti-5-0 3&11-0 40-0-0 1 fi-9-12 1 634 1 611-0 ] 1 5•fW 1 64)-12 1 Plate Offsets KY)— [2:0-4-12,Edge], [3:0.2-8,0-3-0], [6:0-1AU-2.0], I9:0-0-12,Edge],[11:0.2-0,0.2-8],113:0-5-12,034],115:0•5.12,0.3-0], (17:0.24,0-2-8], [18:0-2.3,0.1-0], [20:0-23 0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in ooc) Well Ltd PLATES GRIP MILL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.22 14-15 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.5413-14 >883 too BCLL 0.0 Rep Stress Ina YES WB 0.66 Horz(CT) 0.21 9 . rile nfa BCDL 10.0 Code FBC2017rrP12014 MaWx-MS Weight 239lb FT=20% LUMBER- BRACING. TOP CHORD 2X4 SP No.2 •Except• TOP CHORD Structure] wood sheathing directly applied. T3: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 63-3 oc bracing. BOT CHORD 2x4 SP No.2 *Except- WEBS 1 Row at midpt 4-14, 6-14 B2,B4: 2x4 SP No.3, B3: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except' W3,W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8.0 (min. 0.23), 9=0.8-0 (min. 0-2-5) Max Horz2=221(LC 7) Max UpIW=-548(LC 8), 9-548(LC 9) Max Grav2=1945(LC 1), 9=1945(LC 1) FORCES. Ob) - Max Comp./Max, Ten. -AN forces 250 Ob) or less except when shown. TOP CHORD 2-3=3434/885, 34=-32971891, 4-5=-2368/656, 5-6=-2398/674, 6-7-34011915, 7-8=3552/894, 8.9=34601892 BOT CHORD 2-17=85012987, 4.15-1401637, 14.16-712/2889,13.14=583/3163, 6.13=-90/671, 311=-06313017 WEBS 3-17F-329/190, 15.17=81412859, 4.14=11081507, 5-14=-361/15W, 6-14=1313/566, 11-13-602008, 8-11=-429/164 NOTES- 1) Unbalanced mof five loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Cpsf; BCDL=5.0psF, h=161 ; Cat. 11; Exp C; Encl., GCpi=0A8; MWFR5 (envelope); Lumber OOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=548, 9=548. LOAD CASE(S) Standard ENSF��ii PE 74051 =AIM— 4 ORID. Job lruss Iruss lype y MW�B&Grenedme Jam Grenatline Jam A2 Root spacial 2 1 ,lab Reference (optional) Seemarn IRMS I r 6x5 G NOP2X STP= 3x6 �2x6 II 3X s 87 6.00 12 �� 4x5 G 45 J 8 Dead Load Dell. -318 in NOP2X STP= 2x4 It 2 715 1124 11 1 5x8= t8 5x8= 12 19 18 3x8 = 14 13 3xs = sxs = 2x6 II 2x4 11 6xs = 3x5 = 1 331 6-9-1 13-1-0 20-0-0 I 2&SO I 14 I 40-00 :21212 63d 8-11-0 a.SO SF-4 ad-t2 Plate Offsets (KY)— [2:04-12,Edge), [20:G-23.0-1-01 [3:0-2-8,0-3-0], [/:038,0.2.4], [8:D.2.0,0-2-0], [l1:0-412,Ed9e], I13:0-24,0-2-8], [15:0-5-12,0-3-0], [17:45-12,034], I19:0-2-4,0-2-8], [22:0-23.0.1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.68 Vert(LL) 0.22 16-17 >999 240 MT20 2441190 TOOL 15.0 Lumber DOL 1.25 BC 0.84 Verl(CT) -0.5615-16 >850 180 BCLL 0.0 Rep Stress Inur YES WB 0.66 Horz(CT) 021 11 Na n/a BCDL 10.0 Code FBC2017/iP12014 Matrix -MS Weight: 238 to FT=20h LUMBER - TOP CHORD 2x4 SP No.2 `Except T4,T3: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 *Except' B2,34: 2c4 SP Nc.3, B3: 2x4 SP M 31 WEBS 2x4 SP N0.3 *Except' W3,W8:2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 11=0-8-0 (min. 0-2-5) Max Horz2=211(LC 7) Max UplifQ2-541(LC 8). 11=641(1-C 9) Max G av2=1945(LC 1), 11=1945(LC 1) BRACING TOP CHORD Structure] wood sheathing directly applied or 2313 oc pudins. BOT CHORD Rigid ceiling directly applied or 643 oc bracing. WEBS 1 Row at midpt 4-16. 8-16 FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. ' TOP CHORD 23=3437/870, 34=-3293I869, 4.5=23751632, 7-8=2409/647, 8-9=33951893, 9-10= 3547/871, 10-11=34641878, 5.6=20381621, 6-7-20381621 BOT CHORD 2-19=82912991, 4-17=1421642, 16-17=-67712872, 15-16=55513143, 8-15=-93/677, 11-13=65013021 WEBS 3.19-3331188, 17-19=800/2877, 4-16=1057/480, 6.16=-33311448, 8-16=12631539, 13-15=-59612924,10.13=-434/163 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vug=160mph (3secend gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.GW,, h=16ft; Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate -drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcumant with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at]oinl(s) except at -lb) 2=541, 11=641. LOAD CASE(S) Standard Truss N5a ype y i,1wEaGrenadNB Jern Grenadine Jem A3 F0p 1 1 ' Jab Referenceo tional aaumun , rasa, rr. rrerca, r�., .xaa, �13-1-0 N, -- �---17-0-0 ~3.PH 5x5 = 6.00 F12 5 NOP2X STP= 20 11 2 1 3x5 = 5x5 = 6 M Dead Load Deb. ='5116In x4 If 11 LOADING(Pef) TCLL 20.0 TCDL 16.0 BCLL 0.0 BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.26 Lumber DOL 1.25 Rep Stress Ina YES Code FBC20171TPI2014 I C81. TC 0.80 BC 0.84 WB 0.90 Matrix -MS I DEFL in Poe) • Ude6 Lld Ved(LL) -0.50 14-15 >956 240 Vert(CT)-0.7814.16 >616 180 Horz(CT) 0.20 10 n1a nla PLATES GRIP MT20 2441190 Weight 240 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. SOT CHORD 2x4 SP No2 *Except* BOT CHORD Rigid calling directly applied or 65.10 oc bracing. B2,134: 2x4 SP No.3, B3: 2x4 SP M 31 WEBS 1 Row at midpt 7-15 WEBS 2x4 SP No.3 *Except* W3,W8: 2x4 SP No2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2-048.0 (min. 0.2-5), 10=0-8-0 (min. 0-2-5) Max Horz2=191(LC 7) Max Uplifl2=525(LC 8), 1D=525(LC 9) Max Grav2=1945(LC 1), 10=1945(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 Pb) or less except when shown. TOP CHORD 23=34381837, 3-4=-3284/828, 4-5=2663/666, &6=23341628, 6-7=26891661, 7-8=3446/853, 8-9>35291831, 9-10=34691847 BOT CHORD 2A9=-7812993, 417=210/690, 1&17=6162852, 1S46=3372334,14-15=50513103, 7-14=158/675, 10-12=-62513029 WEBS 3-19=3291189,17-19=8012849, 416=988/465, &16=2011825, 6-15--141/771, ' 7-15=10901476, 12-14=6312909, 9-12---034/171 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.0psF h=16ft Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Ali plates are MT20 plates uNess otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other five loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 2=525, 10=525. LOAD CASE(S) Standard Job Miss Imes lype Mw dine Jena Grenadine Jam A4 Kp JWIY JVIY 1 1 _ Jab Reference (optimal) Cagnem Muse, m Mena, r', Aq i WmT7 :a.310a"I Zuls M=&3feaJld 27 Zr119 MRek ulduemee, me Wed AugW13A7:392019 Pege1 ID:v1Mtdbje5e_VKiMQgOz6lSyoYWSgKKegh4G9O8VCUoev2EAFt?gOJcgwSWbWzNNLTy1JT2 -2-0-0, 6-9-12 , 13.1-0 V 17-0-0 23-0-0 2a-5-0 33-114- - 210-0b Deed Load Defl. - 5/16 in Sx5 = Sz5 = 6.00 12 5 6 4xs a 4 4x51 7 5x5 G 3z4 Q 3x6 1 8 wa 8 9 NOP2X STP— MOM STP-- 2z4 11 2 7 14 102x4 11 1 1 Sol = 16 15 6x8 19 18 3z4 = 3x4 = 13 12 36 = 6x5 = 2x6 11 2x4 II 5x5 = 3x5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Ono) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.80 Ved(LL) -0.50 14-15 >956 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.7814.15 >616 180 I BCLL 0.0 Rep Stress Ina YES WB 0.90 Hom(CT) 020 10 n/a We BCDL 10.0 Code FBC201711'PI2014 Matrix -MS Welght240lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. SOT CHORD 2x4 SP No2'ExcepY BOT CHORD Rigid ceiling directly applied or 6-6-10 oc braclng. 132,B4: 2x4 SP No.3, 83: 2x4 SP M 31 WEBS 1 Row at midpt 7-15 WEBS 2x4 SP No.3'ExcepP W3,W8:2x4 SP No2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. D-25), 10=04W (min. 0.2-5) Max Horz2=19l(LC 7) Max Up002--525(LC 8), 10--525(LC 9) Max Gmv2=1945(LC 1), 10=1945(LC 1) . FORCES. (Ib)- Max CompdMax. Ten. - Ali forces 250 Qb) or less except when shown. TOP CHORD 2.3=-3438/837, 3-4=3284/828, 45=2663/666, 5-6=-2334/628, 6-7=2689/661, ' 7.8= 16/853, 8-9=35291831, 9=10=-3469/847 ' BOT CHORD 2.19=781/2993, 4-17=2101690,16-17=61612852, 15.16=-3372334, 14-15=50SM103, 7-14=1581675,10-12=62513028 WEBS 3-19=329I189,17-19=-8012849, 4-16=9881465, 5-16=2011825, 6-15=141IT/1, 7-15=1090/476, 12-14=-6312909, 9.12=434/171 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vut=160mph (3second gust) Vasd=124mph; TCDL=S.Opsh BCDL=5.0psf, h=16ft; Cat 11; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Ali plates are MT20 plates union otherwise Indicated. 5) This truss has been designed for a 10.0 pelf bottom chord live load nonconcument with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except (it -lb) 2=525, 1g=525. LOAD CASE(S) Standard i f / oG7l!ltn1;1 i��`��4ORI N //��//`SS�ONA� e russ ruw Iwo y Ina Jem Grenadine Jem A5 MP 1 1 Jab Reference (national) 2x4 5x5 = 6.00 12 2x4 II Us = H - _ 5x5 = 2xe II 2x4 11 5x6 = W 3x5 5k8 = LOADING(psf) I SPACING- 2-0-0 CSL DEFL in (foe) Ildefl Ud TOLL 20.0 Plate Grip DOL 1.25 TO O.66 Ven(LL) -0.23 15.16 >999 240 TCDL 16.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.62 16-16 >771 180 BCLL 0.0 Rep Stress Inv YES WB 0.67 Hom(CT) 0.22 11 We We BCDL 10.0 Code FSC20171TP12014 Matrix -MS LUMBER-. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 'Except' BOT CHORD B2,B4: 2x4-SP No.3 WEBS 2x4 SP No.3 *Exwpl' W2,W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=048-0 (min. 0.2.5), 11=041-0 (min. D•2.5) Max Ho¢2=171(LC 7) Max Upll112=506(LC 8). 11-506(LC 9) Max Grev2=1945(LC 1). 11=1911) FORCES. (lb) - Max. CompJMax Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2.3-34397797, 3-4=-3284f767, 4-5= 32391876, 5-'i =27721641, 6.7=2772J641, 7-8=-05151908, 8-9-34351788, 9-10=J5241766, 10.11=-3472I809 BOT CHORD 2-19-7282994, 4-17=311236,16.17=-42612550, 15-16- 3212646, 8-15=-330244, 11-13=592I3032 WEBS 3-19- 3311174,17-19=7192902, 5-17=392I998, 5-16-1821504, 6-16= 400232, 7-16-1781514, 7-15=.39WI126, 10-13=-0361168,13.15-5642968 Dead Load Defl. = 3181n 20 II 12 ja 4 PLATES GRIP MT20 2441190 Welght 250 lb FT=20% Structural Wood sheathing directly applied or 2-4-11 on pudins. Rigid ce0ing directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.0paF, h=16ft; Cat 11; Exp C; Encl., GCpl=0.18; MWFRB (envelope); Lumber DOL=1.60-plate grip DOL=1.60 3) Provide adequate drainage to preventwater pending. 4) All plates are MT20 plates unless otherWse Indicated. 5) This buss has been designed for a 10.0 psf bottom chord rive load noneoncunant with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withst2nding 100 lb uplift atjoint(s) except Qrib) 2=506. 11=506. LOAD CASE(S) Standard 1 % vF vnsl Job I m99 Imes lype lyy &Grenadine an Grenadire Jan A6 Roor Spedal 1 1 Job Reference o Bonet __-..,... .._...,. • _. _._... _, _..._. 9 842 -0 I 36 -- . 174-0I ,.,'o..,.,,a .,.,., �,,.o.,,,,,. o..,.,, ""�,,,e,.,,,=.,,,ore, ID:vlMldbje6e7VKWX1gOz61SyoYWd-4Rv5N6Xh10C1 20-9I 27-0-0 3314 41 115-0 I I 3fi4I 116- 3x6 = 6.00 12 W4 54 = Us . 6 6 2x4 11 54 = q 7 20 11 9 5x5 q 3x4 M 3 1011 5 8 • NOP2X STP- 11 2 2x4 It 2 g i6 d 1 17 6x8 = ' 20 19 3x8 = 15 14 3X5= Sx5- 2x4 II 2x411 54= 5x8 = Us =' Dead Load Deal. - Will in. 2x4 II 12 .1 13 LOADING(psf) SPACING- 2-0-0 CS]. DEFL In Qoc) OdeO Vd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.87 Ver(LL) 0.24 16-17 >999 2,40 MT20 2441190 TCDL 15.0 Lumber DOL 1,25 BC 0.84 Vert(CT) -0.5617-18 >853 180 BCLL 0.0 Rep Stress Inc YES WB 0.67 Horz(CT) 0.21 12 Na Na BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weighc2511b FT=20% LUMBER- GRADING. TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2'ExcepY BOT CHORD Rigid ceiling directly applied or 10.0-0 ca bracing, Except B2,64: 2x4 SP No.3, B3: 2x4 SP M 31 6.93 no bracing: 2-20 WEBS 2x4 SP No,3 'Except* 6-8-5 oc bracing: 12-14. W2010: 2x4 SP No2 WEBS 1Row at midpt 4.6 OTHERS 2x4 SP No.3 , REACTIONS. (sae) 2=0-8•0 (min. 0.2-5), 12=0.8-0 (min. 0.2.5) Max Horz2-172(LC 6) Max UpIW=5o8(LC 8), 12=597(LC 9) Max Gmv2=1945(LC 1), 12=1D45(LC 1) FORCES. (lb) - Max. CompJMax Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 23=.34381801, 3-0=-32861838, 6-7=,32701977, 75=-3270/977, B-9=-3463/1110, 9-10=342711030,10d1=-3518/1008,11-12-3473/1009 BOT CHORD 2-20=733/2993, 4-18=22811011, 17-18=547/3140,16.17=-5552824, 12-14=-77113033 WEBS 3-20=331/173, 3-18=-286/211,18-20=716f2907, 6.18=600/243, 6-17=121/379, 7-17=-417/241, 8-17=197/597, 8-16=316/917,11-14=434/l94, 14-16=74512953, 4-6=27181744 NOTES- 1) Unbalanced roof live loads have been considered for this design. . 2) Wind: ASCE 7-10; VuB=160mph (3-second gust) Vasd=124mph; TCOL=5.Opst BCDL=S.W,, h=1lift: Cat II; Exp.C; End., GCpl=D.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) A0 plates are MT20 plates unless otheWse Indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nenconcurrent vdlh any other live loads. 6) Provide mechanical connection (by others) of truss to hearing plate capable of wlthslsnding 100 lb uplift at)oint(s) except at -lb) 2=508, 12=597. LOAD CASE(S) Standard M'.IBt r♦ . � r PE 7 051 I � 1 v _ 1 I Job ress truss I ype M -681wenadine Jam Grenadine Jam A7 Roof Spedal t 7 Jab Reference (optional) Dead Load Dea. = 7118In 3x6 — 6.0D 12 US 4 5 85x5 = . 4 5x8 — 6 3x4 = Sx6 G T 3x4 3 W5 8 NOM STP— 11 2 NOP2X STP= 2x4111 2 6 14 10 It1 4 15 6x10 = 11 18 17 3x4 = 73 12 9x5 _ INS = M 1 1 2x4 II 54-- 34 5rd1= LOADING(psf) SPACING- 24F0 CSL DEFL. in poc) Vda' L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 VergLL) 0.29 14 S. > 99 240 MT20 2441190 TCDL 16.0 Lumber DOL 1.25 BC 0.84 Vad(CT)-0.7214-15 >670 180 BCLL 0.0 Rep Stress Ina YES WB 0.72 Horz(CT) 0.24 10 n1a We BCDL 10.0 Code FBC20171 I312014 Matrix -MS Weight: 2421b FT = 20 % LUMBER- BRACING- ' TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc pudins. BOT CHORD 2x4 SP No.2 "Except• BOT CHORD Rigld calling directly applied or 6-0-0 oc bracing. B2,84: 2x4 SP No.3, B3: 2x4 SP M 31 WEBS 1 Row at mldpt 6-16.4-6 WEBS 2x4 SP No.3 *Except! W2,W10: 2x4 SP No.2 ' OTHERS 2x4 SP No.3 REACTIONS. (size) r080 (min. 0-2-6),10=04W (min. 0.2-5) Max Hoa2=172(LC 7) Max Uplift2=508(LC 8), 10=597(LC 9) Max Grav2--1945(LC 1). 10=1845(LC 1) FORCES. Qb) - Max. CompJMax Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3439/801, 34=.9280/840, 45=280/143, 66=298/107, 6.7=-395111097, 746k(1121989,8-9=-353811026,9-10=-3470/1007 BOT CHORD 2-18=73312993, 4-16=.32211416,15-16=781I3950,1415=-BU/3778,1 D-127-769/3028 WEBS 3-18=-328/175, 3-16=2911209,16.18=72612885, 6-16=1397/471, 7-15=691334, 7-14=8031278, 9-12=-44BH92,12-14=738GO44, 4E=2666f7i9, 8-14=-27811238 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opst; BCDL=5.Opsf h=16ft; Cat II; Exp C; End., GCPI=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconc ment with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except at -lb) 2=508, 1D=597. LOAD CASE(S) Standard \\\�\'w MI I BL 1//jf =(� PE7051 �1 1 � 1 v 1 ORI?Pr �N' O ms6 ress 08 fffi & nrnadtno Jem Grenadne Jam Ae RoofS"dai 1 1 Jab Reference (optional) • ,-2-0-0. 6-9-12 _ — 15-2-0- --- 21d� ' Dead Load Deb. =12 In Sx8 MT20HS= 6.00 12 2x4 II 6 4 Sx5 . T 6x6 = 2xe" II 6H8 = . Ws 6 7 . 3 4 NI7 2x4 NOP2X STP— 9 0 NOP2X STP= J 2x4 II 2 6 1 2x4 II 14 t1 10 IQ 16 7x10 = 11 18 17 4xe = 13 12 ' 6x6 = 2A II 3x5 = 2x4 II bz12 = 3x6 — 6x8 = 6•&12 13.1-0 21-4-0 28-5-0 310-0 40-0-0 8312 I 63d i 83-0 I 7-1-0 2 70 SO-0 Plate Offsets (X,Y)- [2:0-0-12,Edge], [3:0-2-0,0-3-4], 15:D-4H4,Edgel, [6:0-5-4.0S4]. [7:0-M,0-1-0), [8:0.5,12,0-1-12], [10:0.5-11,Edge), [12:0.5-8,0.241, 114:0.4-8,Edgel, 115:D-1-12 ,0-1-81, fl6:0-2.4.03-41 f19:0-2-00-1-01 f21:0-2-3.0-lq LOADING(psf) SPACING- 2-0-0 • CSI. DEFL to goo) 0de0 Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Ved(LL) 0.42 15 >999 240 W20 244/190 TCOL 15.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.80 15.16 >531 180 MT20H5 1871143 BCLL 0.0 Rep Stress Inv YES WB 0.94 Horz(CT) 0.27 10 nla nfa BCDL 10.0 _ Code FBC20171rP12014 Matrix -MS Weight 237 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 *Except! TOP CHORD Structural wood sheathing directly applied. T3,T4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 -Except! WEBS 1 Row at midpt 5.15, 6-14 B2,B4: 2x4 SP No.3, B3: 2x4 SP M 31 - WEBS 2x4 SP No.3'Except• W2,W5,W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 ' REACTIONS. (size) 2=0-8-0 (min. D-25),10=041-0 (min. 0-25) Max Horz2=172(LC 6) Max Up1102=-508(LC 8), 10=-597(LC 9) Max Gmv2--1945(LC 1). 10=1945(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD, 23--3439/801, 3-4=32921838, 4-5=3223/884, 5E=5864/1698, 6-7=4178112.58, 7-8=-0115/1236, 8.9=-3150/935, 9-ig=3492I1059 BOT CHORD 2-18=733/2994, 4-16=2881214,15.16=-41812543,14-15=-1124/5060, 7-14=-4231265, 10-12=-82913071 WEBS 3-18=338/173, 3.16=2821211, 16-18=-71512946, 5-16=-3631984, 5.15=-117913801, 6-15=25801946, 6.14=9821247, 8-14=-644/2467, 8-12=819/214, 12-14---580PL822, 9-12=368/245 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.OpsQ h=16iq Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates.unless otherwise indicated. 5) This buss has been designed for a 10.0 pelf bottom chord five load noncencurrent with any other live (cads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atlolnt(s) except at -lb) 2=508, 40=597. LOAD CASE(S) Standard OF -Na (; PE 7�051 n Job Iruss Inusslype Fly Grenadlre Jam A9 ROOFSPECKLGIRDER 1 1 2 jMW-6&Grenadv.Jern Job Reference a tional Dead Load Dal. =12Irk 8.00 12 Sx7 = 2x4 IISx5 = 4 5 6 2xa If 5x5 i .T 4 5x5 = 2x4 II 5x8 = 3 6 3.4 = 10 AG y 3 0 1 NDP2X STP- 5 2x411 2 - 1 21 1Rk 12 2x411 7IIQQ 20 13 lq 1' 25 24 24 22 5xa = 16 15 36 14 3x5 = 2x4 11 3x8 - 3x9 = 2x4 11 3x4 = 3x4 11 4x7 = NOP2X STP= Sx8 _ 2x4 II 4x5 - 7x10 = 2x4 11 84}4 13440 165j 20-4-0 2538 28" 0-1-1 33-OA 40.0.0 S9< 6-2-12 3-SO 311-0 411-9 3.1-7 -8-1 2-1L 7-0-0 Plate Offsets KY)- [3:0-2-8,0.3-0], [4:0{r4,0.2.8], [6:02-0,0.2-0], [11:0-6-0,0.2-4], (12:0.2-0,0�411[14:0.2-0,0-2-8], [15:0-2-0,0-0-12], [17:0-0.4,Edge], [20:0-2-8,0-2-0],121:0-2-12 0.2-12 , 23:0-2-00.1-8 6:D-2-3 9-1 28:0-2-3 0.1-0 LOADING(psf) SPACING-. 2-0-0 CSL DEFL. In (too) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 125 TO 0.90 Vert(LL) 0.45 19 >999 240 MT20 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.78 Verl(CT) -0.8719-20 >550 180 SCLL O.0 Rep Stress Ina NO WB 0.84 Hoa(CT) 0.26 12 We We BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weighb513'Ib FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 -Except- BOT CHORD Rigid ceiling directly applied or 9-7.4 oc bracing. B3,136: 2x4 SP No.3, B4: 2x4 SP M 31, B5:2x6 SP No.2 WEBS 2x4 SP No.3 -ExcepP W14,W13: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (s@e) 2=048-0 (min. 0-1-8), 12=D-8-0 (min. 42-1) Max Horz2=151(LC 6) Max Uplifl2-a56(LC 8). 12=1156(LC 9) Max Grsv2=2397(LC 1), 12=3527(LC 1) FORCES. Ob) - Max. CompJMax. Ten. - All forces 250 Pb) or less except when shown. TOP CHORD 2-0=-4438/1129. 34379911058, 4-5=-040911287, 5-6=4427/1291, 6-7=745412233, 7.8=-7430M37. 8-9=1093313286, 9-10=10329/3260. 1035=1018513220, 1135=10185/3220, 11.12--70382263 BOT CHORD 2-25=1008f3885, 2425=1010/3881, 23-24=101013881, 20-21=100614568, 19-20=-302a/10891, 18-19=313O/10823, 17-08=-3130/10823,1536=227R15, 1436=227/715,12-14=186616201 WEBS 3-25=01270, 3-23=673I348, 4-23=-629I196, 421=618/2215, 21-23=-717/3320, 6.21=812/35Q 6-20=142614400, 7.20=265/185, 8-20--5556/1776, 8-19=-575/574, 9.19=469f/17, 9.17=12041794, 11-17=159215554111-14=1341/515, 14-17=171815767 NOTES- 1) 2-ply truss to be connected together with 10d (0,131')W) nails as follows: Top chords connected as follows: 2x4 -1 row at D-7-0 oc. Bottom chords connected as follows: 2x4 -1 row, at 0-7-0 cc, 2x6 - 2 rows staggered at 0-9-0 oo. Webs connected as follows: 2x4 -1 row at G-9-0 co, 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (13), unless otherwise indicated. ,3) Unbalanced roof live Icalls have been considered for this design. 4) Wind: ASCE 7.10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=168; Cat. II; Exp C; End., GCp1=0.18; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) Ali plates are MT20 plates unless otherwise indicated. 7) This thus has been designed for a 10.0 psf bottom chord live load nonconwment with any other live loads. \ // 8) Provide6mechadlcal connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except at -lb) 2=658,��\\`AN 9) Hanger(s) or other connection device(s) shall be provided sufOdea to support concentrated Joe d(s)13 lb down and 13 lb up at 3"vp'�'n+��c\, �� V\GENSF-�f -41L. j 303-8, aand 184 lta d 96 b down nd at 31Ito -4-12at 3 d 377lb down)b down and 1D3lb up atd 296 l32 11.4 oat n bottom on drord. The deslgniselekdion of such conection/ Cof�iYiff�Q%"ponsib9ity of others. _ PE 7 051 1I V l Oo 4 ORID %' /////�ss/ONAL ENG\\\\\ Job Imam Imss lype w-66G,en�meaem Granadlrie Jem AS ROOF SPECIAL GIRDER 1 2 Job Reference a donal w satuwea nup ze ts:a�:as zote Nagez IDviMldbJeSeTVKW)(ZgWISyaYNSzgFo84AfwZOVMZe.go.glLo_370'9.' 72ff4!ZS'I LOAD.CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=125 uniform Loads(plf) Vert:14---70, 4-6=70, 6-8=-70, 8-11=70, 11-13=70, 22-30=20, 18.21=20, 15-16=20, 12-15=20 Concentrated Loads, Qb) Vert: 1 t-201(F)17=1270(F)14=-341(F) 35=-144(F) 36=-78(F) .�CENgF81E,L, f ; PE M51 n ,� =�:9iq;� e NSS N66 yjle Mw-0ailtmudme Je111 Grana3ee Jem A10 Roor Spetlal 1 1 Job Reference fnlnnao • � _..� an _ _. _eat 3x5 = IWe:-1e9 jw"Len ID:vlMldbje5eTVKW 12-7A 15-0-0 1&8-0 22<-0 2211 5-&13 12-0-8 F 3-B-D 3.8-0 ~24A5-0-0 6.00 12 54 2x4 II 4x5 = 7xe = c 6 7 e [Y [C 29411 4x6= 5x10= 2x4 II 5xa 15 2x4 II Sx8 = LOADING(pst) SPACING- 2-0-0 CSI. DEFL in Doc) Wall Lid TCLL 20.0 -- Plate Gdp DOL 1.25 TC 0.891 Vert(LL) -0.34 19-20 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Verl(CT) -0.7719-20 >627 180 BCLL 0.0 Rep Stress Ina YES WB 1.00 Horz(CT) 0.47 12 n1a nla BCDL 10.0 Code FBC2017frP12014 Matrix -MS LUMBER- BRACING. TOP CHORD 2x4 SP N0.2'ExcepY TOP CHORD T2: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP No.2 *Except• B5,B7,F1: 2x4 SP No.3 WEBS 2x4 SP No.3 •Fxcepr W7,W11: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2-0-8-0 (min. 0-2.5), 12=D-e-0 (min. 0.2-5) Max HorzY171(LC 7) Max UpI1f 2=506(LC 8). 12=505(LC 9) Max Gmv2=1945(LC 1112=1945(LC 1) FORCES. (lb)- Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 24=4417/809, 3.4=2879/658, 4-5=29741708, 56=-3S03f782, 6-7=-35331776, 7-8=.35391720, 8-9=2963/698, 9-10=44321793, 10.11=J5191771, 11-12=4471/809 BOT CHORD 2-24=741/2968, 23-24=7422966, 22-23=74212966, 6.20=447/205, 19-20=50013567, 7-19=2991226,16-17=435/3082, 9-16=1261591,12-14=59213031 WEBS 3-22=5661363, 4.22=609/148, 5-2D=-30411732, 20.22--492/2836, 8-19=483/2625. B-17=12231245, 17-19=-3B1/3252, 9-17=-8 rJO, 11-14=431/163, 14-16=579I28B7 14 5x5 = Dead Load Deft. = 71161n 214 II 12 — 13 EM PLATES GRIP MT20 2441190 Weight 269 lb FT = 20% Structural wood sheathing directly applied. Rigid calling directly applied or 2-2-0 oc bracing. Except 10-" oc bracing: 2D.21 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.W, h=161k CaL II; Exp C; Encl., GCpi=6.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate-drelnage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live leads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)olnt(s) except Qt=1b) 2-506, 12=506. LOAD CASE(S) Standard (f PE 7 051 1 � v �i��`��tORIOp% iyS/ONAI ENG\\\ I D Job Truss Iniss Iwo Fly n,=Itne Jem Grenadine JIM All Roof special 1 1 Job Reference o Banal JWNEIIIIN69, �L 1•ItR ©. 1'4, JYtlal ` - - • 7RN O_eAI1 47M1n • Dead Load Dell. -7116 in 6.00 F12 Sz5 = 2x4 II 4x5 = 5x5 =26 II 4 5 6 y e 5x5 q 3x41 3x8 3 910 % a 6 _ N0P2XSTP— 7 7 NOP2X SIP= qq • 2x4 II _ 2 10 = 7WI 2x4 11 N 11 1 II 2x41116 72 1 21 20 19 5x5 = 14 13 3x5 = 2x4 11 4x8 = 5x10 = 6x5 = 2x4 II 2x4 11 5x5 = 3x5 = ZA II 5xl2 ' 8-9.10 13-0-0 ~ 18-8-0 19$g22-17.0 $4�4-0 27-9-0 337-4 40-0-0 6-0.10 I 6-2-e 1- 5-&0 , 30-0 I�-5 1 'ln' I 6-4-12 Plate Offsets (X,Y)- [2:0.4-12,Ed9e1, [3:0-2-0,03-4], [4:0-3-0,0.2.81, [7:0-3-0,0.2-81, [6:D•3-0,0-ae1,111:0-4-12,EdgeL [13:0-2-4,0-2-01, [15:D312,0-2-81,116:0-2.8,030], [17:0312 1-3-018:0-2-12 D-2-019:D-2-8 0301. F20:0-2-0.0-2-81.[23:0-2-3.0-1-M,5:0-23 0.1-0 LOADING (Pat) SPACING- 2-0-0 CSL DEFL In (IDc) Ydell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.33 17-18 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.7817-18 >618 180 BCLL 0.0 Rep Stress Inv YES WE 1.00 Horz(CT) 0.36 11 rda rda BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 256 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP Na.3 `Except* BOT CHORD B1,B6,B8,B2 2x4 SP No.2, B4: 2z4 SP M 31 WEBS 2x4 SP No.3 •Except• W8,W8: 2x4 SP No2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=D-8-0 (min. D-2.5), 11=0-8.0 (min. 0-2.5) Max Horz2=15l (LC 7) Max UpIM2-486(LC B), 11= 486(LC 9) Max Gmv2=1945(LC 1), 11=1945(LC 1) FORCES. (Ib)- Max. CompJMax. Ten. - All fames 250 Qb) or less except when shown. TOP CHORD 2-3=-34401758, 3-4=28171666, 45=4401/1g48, 5E=-0426/1049, 6-7=-02271946, 7-8=3593/a21,8-9--34031762,9-10-.34181737, 10-11=3453f764 BOT CHORD 2.22=676r2996, 21-22=-67712993, 20.21=-67712993, 5-18=430253,17-18=7624271, 6.17=-6031315, 8-15=730216, 11-13=54913009 WEBS 3-22=0261, 3-20=-6631338, 4-20---6021181, 4.18=5252440, 18-2D=52612612, 6.18=1711339,15.17=-49213178, 7-17=.550IM7,10-13=374/153, 13-15=5402877 Structural wood sheathing direly applied or 2-2-0 oc pudins. Rigid calling drectly applied or7-0-11 oc bracing. Except: 10-0-0 oc bacing: 1849,16-17 NOTES- 1) Unbalanced roof Me loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding.. 4) All plates are MT20 plates urdess otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s) except (It-Ib) 2486, 11=486. LOAD CASE(S) Standard NO M.St8j"Z11 f PE7 051 it 1 1 � 1 v Job IMM Truss Type 4em Grenadine.iem Al2 Roof Special 1 1 Job Reference o onal LMM 6.0D 12 2x4 J 3 - - NOP2X 31P= 2X4 II 2 1 20 19 Us = US 3x4 = 314 = 3x6 =2X4 11 3x4 = 5x5 = 5 6 7 8 9 SOS= 18 17 5X8= 2X61t 14 5x5 = 2A 11 2A II Dead Load Der. - 3/6 in 3x4 1 70 rI 1 d� p NOP2X STP= 112.4 11 12 I 773a �� 13 SX6 = 3X5 = 9�7-0 16-&12 22-11-0 27-9-0 28-0-0 34-2-12 40-0-0 O_7d I 9_7S 1 Lid 1 dAM �'l1 L6d Plate Offsets ()LY)- [2:04-12,Edge], [21:0-230-1-0] I4:0.2.8,0.2-01,19:0-2.8,0-231, [11:0-4-12,Edge], [14:0-2A,03.0], [15:030,0-3-01, [16:0.3-4,0-34], I17:0-M.0-0.8], [18:0.1-12,0-2-0], [23:D-2-30-1-01 LOADING(psr) SPACING- 2-D-0 CSI. DEFL. in (loc) Mail Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Ved(LL) -027 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.6415-16 >747 100 BCLL 0.0 Rep Stress bra YES WB 0.69 Horz(CT) 0.22 11 nfa n/a BCDL 10.0 Code FBC2017f1P12014 Matrix -MS Welghb 241 1b FT= 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2'Excepr B1: 2x4 SP M 31, B3,B5,F2: 2x4 SP No.3 WEBS 2x4 SP No.3'Excepr WS,W8:2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-1-10), 11=0.8.0 (min. 0.2-5) Max H=2=131(LC 6) - Max Upli82-463(LC 8), 11=463(LC 9) Max Grav2=1945(LC 1), 11=1045(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 10-0.0 oc bracing: 14-15 BOT CHORD 2-20=7402990, 19-20=-600/2578, 18-19=600/2578, 7-16=339/190,15.16=758/3549, 9.15=271/1273,11.13=-639I3048 WEBS 3-20- 39W84, 4-20=1181517, 4.7B=3411920, 5.18=983/400, 5.16=226/858, 16.18=-73513064, 8-'16>2051627, 8.15=8271336,10.15-1381261, 10-13-481/178, 13-15=-01312972 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsF, h=16ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Pmvlde adequate drainage to prevent water ponding. 4) An plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencuvent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at ]oings) except at -lb) 2=463, 11=463. LOAD CASE(S) Standard Job Tmss I nrss type raw-ss-Grereaina dam GweAne Jem A13 Roof Spedal 1 1 Job Reference (optional) Saathem Tmbs, tL Pxxm. FL.3 851 _9N. SA6 1M1A.a 19d1, 19-]JI Sx5 II 5x8 II 6x8 MT20HS= a 5x7 = 3x4 = 5x5 — 8 5x5 = 8.00 12 S g TA 2x4 \\ 3 0 NOP2X STP• I { t zx4111 2 7 22 21 20 19 18 8.00112 16 15 3x4 = 4x6 = = 3x4 = 7x12 MT20HSa 3x5 = 7 Tg 7.8 IA0 12 5x8 �7-8 = LOADING(psf) SPACING- 2-" CSL TCLL 20.0 Plate Gdp DOL 1.25 TC 0.68 TCDL 15.0 Lumber DOL 1.25 I BC 0.87 BCLL 0.0 Rep Stress Ina YES WB 0.98 BCDL 10.0 Code FBC2017/rP12014 Matrix -MS LUMBER. TOP CHORD Nil SP No2 BOT CHORD 2x4 SP No.2 *Except B3,M: 2x4 SP M 31, F1,F2: 2x4 SP No.3 WEBS , 2x4 SP No.3 *Except* W9: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-BA (min. 0-2-5), 12--0-8-0 (min. 0-2-5) Max Horz2-141(LC 7) Max Uplifl2--606(LC 8), 12=507(LC 9) Max Gmv2--1945(LC 1). 12=1945(LC 1) DEFL. in Qoc) Udell LJd Vert(L-) 0.44 17 >999 240 Vert(CT)-0.9016.17 >534 180 Horz(CT) 0.28 12 We We Dead Load Dell. =12 in, 2A 11 5 NOP2XSTP= „y 2xa II 12 r q 14 13 30 = 3x5 = PLATES GRIP MT20 2441190 MT20HS 187/143 Weight 253 lb FT = 20% BRACING- TOPCHORD Structural wood sheathing directly applied or 235 no pudins. BOT CHORD Rigid ceiling directly applied or 5-9-4 oc bracing. WEBS 1 Row at rridpt 7-18, 9.15 FORCES. (@) - Max CompJMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-0=-348611041, 3-4=-338211105, 45=382011229, 5-6=3908/1196, 6-7=-388911136, 7-8=-508311451, 8-9=439911179, 9-10=3074I829,10-11=34061874,1142=3512/034 BOT CHORD 2-22=93613050, 21.22=71512607, 20-21=7152607,19.20=-928/3354, 18-19=105813908,17-18=135315324, 16.17=74113285, 16-16=-990/4463, 14-15=-5712733,12-14=-646I3080 WEBS 3-22-3352571 4-22=233/562, 4-20=74012570, 5-20=23131755, 5-19=-2461/31, 6-19=-404211, 7-18=2846/684, 7-17=0/394, 8-17=881/2879, 8-16=-416/1470, 9.16=24911192, S•15=3315/823, 10-15=260/950, 10-14=-169/437, 11-14=277213 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.OpsF BCDL=5.0psf; h=16ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Al plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord Me load noncencummt with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except (It --lb) 2=606, 12=507. LOAD CASE(S) Standard p�_,E94 i f / PF 7S051 n 1 40RIOP GN*1 Job I Ns9 I Ns6 Iype UTY ply MWfi&Gn?n2KJam Grenadine Jem A14 Roof special 1 1 Job Reference o Gonal 6.00 12 NDP2X STP= 2x4111 z 3x5 — 5x7 II 3x4 = 4x8 = 5x6 II 9vdJl 6 AA II a ,o 4x4 = 2x4 11 6x12 = le ro w 2.4 II 5x/= 314 = 3x5 = Dead Lead Dell. - 9116 H 20 II 13 LOADING(psf) SPACING- 2-G-0 CSI. DEFL In Qoc) Ildeff L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.56 Vert(LL) 0.48 20-21 >997 240 MT20 244/100 TCDL 15.0 Lumber DOL 1.25 I BC 0.94 Vert(CT) -0.9720-21 >497 180 BCLL 0.0 Rep Stress Ina YES WB 0.86 H=(CT) 0.25 12 n/a nla BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight 241 lb FT = 20% LUMBER- BRACING- ' TOP CHORD 2x4 SP No.2•ExcepV TOPCHORD Structural wood sheathing directly applied or 23-4 oc pudins. T3,T6: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bradng. SOT CHORD 2x4 SP No.2'Except• B3:2x4 SP No.3, 82:2x4 SP M 31 WEBS 2x4 SP No.3 *Except- W3,W8,W10: 2x4 SP No.2, W7: 2x4 SP M 31 OTHERS 2x4 SP No.3 ' REACTIONS. (size) 2--0-8-0 (min. 0.25), 12=0-8-0 (min. 0.25) Max Horz2-141(LC 7) Max Upif82=-W6(LC 8), 12- SV(LC 9) Max Grav2=1945(LC 1). 12=1945(LC 1) FORCES. Qb) - Max. CompJMax Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 23=348111052, 3.4=3271/1034, 4-5=536211651, 5-6= 4649/1390, 6.7=521611434, 7.8=5200I1497,8.9=-449011206,9.10=-446811158,10.11=298lf767,11.12--3389t786 BOT CHORD 2-23=945/3048, 22-23=71612598, 21-22-716I2598, 20-21=1352/5053, 17-18=741/3288,14-15=810/3655,12-14==-604t2935 WEBS 3-23=3421254, 4-23=-159/501, 4-21=107813732, 521=2680/919, 6.21=4741179, 520=1864/562, 18.20=1410/5335, 518=7691318, 8.18=92=983, 517=46VI669, 1517-839Yd831, 10-17-87/418, 10-15=1423/332, 10.14-1166/340, 11-04=237/1114 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psF BCDL=5.0pst h=16fh CaL II; Exp C; End., GCpl=0.16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water paneling. 4) Ali plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) Provide mechanical connection (by others) at truss to bearing plate capable of withstanding 100 lb upl'dt atjoint(s) except at --lb) 2=606. 12=507. LOAD CASE(S) Standard r ; PE 74051 n \ Job rues iruss Iype W-6&Grenadine env Grenadine Jem A15 Roof Spedal jury Im i 1 Job Reference (optimal) s,ru.-s.,nc vvvo.w ,a:..rm cum reae, - — ID:vlMtdb]e5eTVKWXZgOz6ISyoYW3d gc3P7EO5Pne4U68AFIzEGt2t VOmTLcVVHVOZIDy)JSr. • 2-0-0- - -5-7-0--10-8-0 16-0-0 18-0-0 22-11-0 25-0-0 27-9-0 32-0-0 1 111 40-6-0 d2-0-0 r 2-0-0 I S7-0 1 SO-12 + 580 12-D-01 4.7-0 1 2•SO 1 2-SO 1 47-0 12-8-0 I SO-0 r20.0 r Dead Load Defl. a 11/16 in Us II SA 11 4 2x4 II 8 2x4 11 fi.Od 12 5x5 = 7 9 2x4O fts= 4 gam= 54= 3 5 0 10 NOP2)(STP= - NOP2X STP= 7 2x4 11 2 2x4 II 0 1 8 17 P 12 13 1 av 23 ZZ 21 64 = 20 19 16 15 14 3x5 3x4 = Us = 5,8 = 6xl4 MT20HS= 2x6 11 246 11 7x8 = 3x4 = 3x5 = 7x14 MT20H5= 7.6-5 13-&11 18-40 22.1" 27-9-0 32' 35-0-0 40-0-0 7-e-5 83-6 485 4-7-0 410-0 47-0 2-0-0 SO-0 Plate Offsets (X,Y)- I2:0.4-12,Edge1. (4:0-2-8,Edgel, [5:0-2AG-3-0], (6:0.2.8,0.3.0], [10:0-54,03.0], [71:0-2.8,0-2.4], [120-4-12,Edge], 114:0.1.8,04-81, I16:0.3-0,0-1-01, (17:D•2-12 .Ednab N8:0-4-0.Edgel, 119:03-0D-0-41 r20:a2-0.0-2-121 (21:04-0.D-2-01 (24:0-23.0-1-01 (26:0-2-3.0-1-01 LOADING(paf) SPACING- 2�0 CSI. DEFL. in goo) Was Ltd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.86 Vert(LL) 0.61 20 >792 240 MT20 244/190 TCDL 15.0 LumberIDOL 1.25 BC 0.96 Vert(CT)-1.2119.20 >396 180 MT20HS 1871143 BCLL 0.0 Rep Stress Inv YES WB 0.96 Horz(CT) 0.28 12 n1a nla BCDL 10.0 Code FBC2017fIP12014 Matrbt-MS Weight 2401b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except! TOP CHORD Structural wood sheathing directly applied or 1-11-5 oc puriins. T2: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. SOT CHORD 2x4 SP No.2 *Except! WEBS 1 Row at mldpt 5-21, 6-18 133: 2x4 SP No.3, B2: 2x4 SP M 31 WEBS 2x4 SP No.3'Except' W3,W9,W11: 2x4 SP N0.2, W8: 2x4 SP M 31 OTHERS 2x4 SP No.3 REACTIONS. (size) 2-0-8-0 (min. 0-25), 12=0-8-0 (min. 0-2-5) Max Horz2=14l (LC 6) Max Upli62=-606(LC 8), 12=507(LC 9) Max Grev2=1945(LC 1), 12=1945(LC 1) FORCES. (III - Max. Comp.IMax. Ten. - All farces 250 gb) or less except when shown. TOP CHORD 23=.347511050, 34=•3266/1033, 45= 476311416, 5-6=-689011947, 6-7=522811418, 7.8c525111523, 8-9= 4531/1219, 9-1D=-450611155, 10.11=-3111p81, ll-12=-3479813 BOT CHORD 2-23=942J3042, 22-23=721Y2607, 21-22=721f2607, 20.21=1919/6739, 19-20=751275, 7-18=2901215, 17-18=73Bf3280, 9-17=287I213,1415=947/43D4, 12-14=62913038 WEBS 3-23=-3351247, 423=-1521486,421=85013137, 521=3627/1093, 520=73290, 6-20=1653/455,18.20=191916921, 6-18=25461B23, 8-18=95613044, 8-17=-08511620, 1517=93S/4247,10.17=439239, 10-15=-877249, 10-14=16981431, 11-14=281/1293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=5.Dpsf; BCDL=S.Dpsf', h=16ft Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. ' 4) AO plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a I psf bottom chord live load nonconanent with any other live loads. 6) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Is uplift atjoint(s) except at --lb) 2=606, 12=507. LOAD CASE(S) Standard ,_M BL /��iz X \��\GENSF��X I I pF A051 n i \YAIq; iO.b `<C_ORIUI . ��i�� Job ruse Imss type y MWfi&Grenadna Jam Gmnadne Jam Afe ROOF SPECIAL GIRDER i 2 Job Reference O tlonal SOumem Truss, FL PWM PL, 34951 5,5 = 6.00 12 4 2x4 Q 3 ' T NDP2X STP= 2x4 II 2 c 28 25 3x4 = 3x6 = 3x5 = Run: 8.310s JWZr 201908.3108 JW272018 NOTek Intluahi in¢ ea 2813:47532079 Paget ID11MidbjeSeTVXWXZgQzSiSyoYw3-GIA.TF2s)Nffj'& UTpgbIP75yPDCgM'.97gtbJSq_ Sx5 = 2x4 II 9(4 II 2x4 II 3X4 a 10 5 5X9= 7 5x8 = 24 23 22 21 18 Dead Load Deli. = 71181n 3x4 C 11 &S = 5x5 = \14 Tx NOP2X STP= -,u 37 17 16 38 Us = 2x4 II 4x8 = 2x4 II 2x4 ]I 4x72 = 3x4 = 5x9 = EM 2x411�� 14 1 15 t 1$ -0I 0 22-11-0 27-9-0I 31340-88I 34-4-0 40.0.0 7785 6 M . I -0 I 338 I 541-0 Plate Offsets MY)-113:0-2-8,0.241 H6:0.1-12,0-1-01117:0-5-4,0-2-81.119:0-2-120-3-41.120:G-2-lZO-M1 f22:D-1-80.1-81.124:D-2.8,0.1-121127:0-2-00.1-91129:0.2.3.D.1-01 LOADING(psf) SPACING- 2-0-0 CSI.• DEFL. in Qoc) Vdefl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TO 0.26 Vert(LL) 0.39 22-23 >999 240 MT20 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.77 22-23 >622 180 BCLL 0.0 Rep Stress Ina NO NIB 0.81 Horz(CT) 0.15 14 nla n1a BCDL 10.0 Code FBC2017/TP12014 Matrb(-MS Welght4931b FT=20% LUMBER - TOP CHORD 2x4 SP No.2, BOT CHORD 20 SP No.2'ExcepY B3:2x4 SP No.3, B2: 2x4 SP M 31 WEBS 2x4 SP No.3'Except' W10: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2-0•80 (min. 0.1-8),14=0-0-0 (min. 0-1-8) Max Horz2=141(LC 6) Max Upll112=620(LC 8),14-700(LC 9) Max Gmv2=1978(LC 1), 14=2428(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc pudins. BOT CHORD Rigid ceiling directly applied a 10-0-0 Do bracing. FORCES. (1b) - Max Comp.Mlax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2J=354911083, 3.4=3340/1066, 4.5=5110/16D8, 5-6=5093/1510, 6-7=-613011737, 7-8=5450/1530, 8-9=5427/1597, 9-10=.4764/1325, 10.11=478311280, 11-12-4737/1231, 12.13=-614211581, 13-37-4106A107, 14-07=-4260/1139 BOT CHORD 2-26=97313109, 25-26=745I2666, 24.25=745/2666, 23-24=2506/8765, 22-23=250618765, 19-20=81413455,16-17=1542/6260,16-38>959/3784, 14-35-959/3784 WEBS 3-26=3431256, 4.26-158/488, 4.24=104513534, 6.24=-4966I1418, 20-22-1535/5621, 7-20=-877/357, 9-20-957/3061, 9.19=-W/1743,17-19=100214255,11-17=-WS/213, 12-17=2250/673,12-16=12631475,13.16=-64912771, 7-22-205f645, 6.22=-4120/1247 NOTES- 1) 2-ply loss to be connected together with 10d (0.131'An nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all piles, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7A0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsh h=161t; Cat. II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) Ail plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. trum to 100 lb ers) of uprd at connection evyico(s) suPle of withstanding Hanger(s) ovide rotherconnection tll at-620. Port concentrated load(s) 25416 tloiovm aned4p6 6t up)700. shall be provided snutfia1ent to 37- 9) on top chord, and 312lb down and 134lb up at 314.12 on bottom chord. The designlselection of such connection device(s) is the` responsibility of others. ( �� ndard _(f 6Qk� PE 7451 1 r Job IMSS Imes no y MWEBfvm ne Jem Gmadne Jem A16 ROOF SPECK GIRDER 1 2 Deb Reference optional) SouNam Tauea, FL R=o, FL, 34981 _ Rume.3109 JW272ateP &3f0aJWN2019M,Teklntl Ine WeG�A�u&2813:47 2019 Pa e2 - - - - ID.MMldbje5eTVKWXLgOIMSyoYx3M)kpgprbdllM nDWIM1ixCMISaGJDipVgMSpJSp_ LOAD.CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Inaease=125, Plate Increase=125 Uniform Loads (plQ Vert 1-4=70, 45=70, 6-9 -70, 9-12=70,12-13=70,13-15=70, 21-31=20,19-20=20, 1&34=-20 Concentrated Loads gb) Vert 37=214(8)38=303(13) (; PE 7405, v 1 1 ///ccSs�aNAt . ��\ Job russ Imes Iype Uly ery rdW-58-6 dine JErtl Grenadine Jem A17 Root Spatial 1 1 .lob Reference o tlonal aoumem lnms, rc Hama, rl..,.»wa w R718 6.00 MY 5,5 = 4 2x4 II 2YA II i e 2.4 \\ 5 Sxe _ 9 e 5x5 = 9 2x4 II 10 3x4 H 22 21 6x12 = SxB = _— 20 19 16 17 14 314 = 318 — Sx9 = 2x4 11 5x14 = 2x4 II 2x4 11 Dead Lead Den. - 518In 12 1j M 13_ 56 = 3's 7fr5 13•&11 17-4-0 01,20-0-I 9_10 22-11-01M27-H 3I" 37-4-0 11 41412 I Plate Offsets (KY)—r2•Edae0-0-0i r4:0-2-0a1-121 l9.0.2-0o-id21113'D-2-4D-2-8i t15.6.2-40-3:41116:0-a40a-Dt,nB:O-4-taa2-81120:0-4-Bat-121 t23:o-2a.9-1-DI LOADING(Psf) SPACING- 2-0-0 CSL' DEFL in (too) Well Lld PLATES GRIP TOLL 20.0 Plate Gdp DOL 1.25 TO 0.52 Vert(LL) 0.55 19 >811 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -1.07 19 >418 180 BCLL 0.0 Rep Stress Ina YES WB 0.93 Horz(CT) 0.22 12 nla Na BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight.22316 FT=20°% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-2 oc pudins: BOT CHORD 2x4 SP No2'Except• BOT CHORD Rigid ceiling directly applied or 6-3-15 0o bracing. 133: 2x4 SP No.3, 82: 2x4 SP M 31 WEBS 1 Row at midpt 6-20 WEBS 2x4 SP No.3'ExcepN W3,W1 1,W14:2x4 SP No2, W10: 20 SP M 31 OTHERS 20 SP No.3 REACTIONS. (size) 12=Mechanical, 2--0-8.0 (min. 0-2-3) Max Hotz2=151(LC 10) ' Max Uplih12=-393(LC 9), 2=580(LC 8) Max Grav12=1676(LC 1), 2=1829(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3223/996, 34=-3013/978, 4.5=4449/1430, 5-6=441611328, 6.7=5124/1467, 7-8=415511269, 8-9=4430/1336, 9.10=3561/1008, 10.11=-35811954,11-12=-33101801 BOT CHORD 2-22=91712819, 21-22=68712370, 20.21=687I2370,19.20=215517391, 18.19=2155ff391,15.16=63BI2702, 12-13=665/29D4 WEBS 3.22=348I256, 4-22=1591492, 4-20=90313004, 5-20=2891197, 16.18=-1329/4770, 7-16=-8881348,9-18=875/2742,9.15=-337I990,13-15=-64712842, 11-15=-67/332, 11-13=-542(194,6.20--405211170,7-18=177/611, 6-18=.352011083 NOTES- 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Gpsf, BCDL=5.W, h=16f ; Cat II; Exp C; End., GCpi=0.16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated, 5) This truss has been designed for a 10.0 psr bottom chord live load nonconcunent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jomt(s) except Ot=lb)12=393, 2-580. , LOAD CASE(S) Standard I ! PE 051 i05' �<lORIfl %'. N ///�/�SS1ONAL Job mss Imes Iypa WfdGrenadlne Jere Grenadine Jem Bt Reof Spedat 1 1 Job Reference o tional ' aoumem r,us+. r� rium, ram., .w�, 6.00 12 NOP2X 2 i 3x4 4 3 4x7 = 2x4 II 4 5 SM = 6 Dead Load Dell.=31161n 4x4 = iYA II 3x6 = 7 8 _.9_ 6x8 = 13 sx8 = 18 17 16 is 314= 11 10 yQ = 1x4 II 3x4 = 2c4 II 2x4 II 2x4 II 4x10 = 69-4 1141-0 185-0 22.5-0 28-5-0 304-0 s.o-4 � S2_12 I ri611 � a.n.n I enn I f_f�-0 � Plate Offsets_QLYI= 12:0-0-8;Edoel, f4:0.5-0.0-2-01 p:0-1-12,0-2-01 (9:0-2-0.0-1-81 11242-12 0-MI, r14:0-2.O,D-2-81, f16:0-1-8.0-1-121 f19:0-2-3,0-0681 LOADING(psf) SPACING- 24a0 CSI.' DEFL. In Qoc) VdeB Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Veri(LL) -0.15 13-14 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 Sc 0.88 Vert(CT) -0.3613-14 >999 180 BCLL 0.0 Rep Stress Inv YES INS 0.71 Horz(CT) 0.17 10 n1a nla BCDL 10.0 Code FBC2017frPI2014 Matrix -MS Weigh61601b F7=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 33-14 cc puriins, except T3: 2x4 SP M 31 and verticals. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid calling directly applied or 6-D-0 oc bracing. B3,B5: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 10=Mechanical, 2=0-8-0 (min. 0-1-12) Max Hom2=222(LC 8) Max Upliftl0=334(LC 9), 2=392(LC 8) Max GmV10=1353(LC 1), 2=1508(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 23=-2530/568, 3-4=2013/459, 4-5-22411550, 5-6=2247/548, 6-7=2919/626, 7-8=1384/324, 8-9=13221321, 9-10=13161334 BOT CHORD 2-1 B=6D4/2194, 17-18=-604/2184, 16-17=-6042194, 5.14=322/192,13-14=41612070, 12-13=-07013548 WEBS 3-16= 548f278, 14-16=38611670, 4-14=2221743, 6-14=-149/436, 6-13=169/820, 7-13-1154/449,7-12=24011606, 9-12---43911810 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Volt=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=16ft; Cat 11; Exp C; End., GCpi=O.'16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to pmverd water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live lead nonconcurrent with any other live loads. 6) Refer to girder(s) for buss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at lolnt(s) except Gt=Ib)10=334, 2=392. LOAD CASE(S) Standard Z Ns PE ! PE76051 ii� ' O� ,_ ORI� rtrss irum lyps MW-66Gren me Jam Grenadine Jam 62 jVw Irly ♦fip 1 1 Job Reference (optional) Sauthem Truce, FL Pierm, FL, 34 1 04 = 3x4 = 4x7 = Dead Lead Defl. - 311619 '7 b STP= 8 1 3r5 i 3,8 = NOP2x STP= 3x4 = 3M = 314 = 314 = 15-10-0 21-0-0 304-0 9-0-0 &10-0I 5-6-0 ~ 9-0-0 l Plate Offsets (X,Y}- [20-2-10.0.1-81. 16:0-5-40.2-01 [8:0-0.12.Edge1 [13:0-23.0-0-61 LOAOING(psf) SPACING- 2-0-0 CSI.' DEFL in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TO 0.71 Vert(LL) -0.14 9-17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.63 Vert(CT) -0.30 9-17 >578 180 BCLL 0.0 Rep Stress Ina YES WB 0.91 Horz(CT) 0.01 8 We We BCDL 10.0 Code FBC20171TR2014 Matrbc-MS Weight 154 lb F[=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 8=0-8.0 (min. 0-"), 2=D-8-0 (min. G-1-8), 10=0-8-0 (min. 0.2-0) Max Hoa2=124(LC 10) Max Up1188=158(1-C 9), 2-227(LC 8), 10=-396(LC 5) Max Grav8=511(1-C 18), 2=737(LC 17),10=1681(LC 1) FORCES., Qb) - Max. CompdMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 23=8341248, 3-4=-4881120, 4-5=3841144, 5z=m52g, 6-7=-35VI28, 7-8=7111267 BOT CHORD 2-12=2311715, 9.10=01261, 8-9=1701616 WEBS 3-12=392/255, 5.12-1747727, 5-10=10191384, 6-10=-9531230, 6.9=521431, 7-9=-4131269 Structural wood sheathing directly applied or 6-0-0 cc puriins: Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracng: l0-12. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=t60mph (3-second gust) Vasd=124mph; TCOL=S.Opsf, BCDL=5.0pst h=16R Cat. II; Exp C; End., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent wafer ponding. 4) All plates are Mf20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonwric ment with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Qt=lb) 8=158, 2=227, 10=396. LOAD CASE(S) Standard (; PE 7$051 n °,� :`off runstruss lypo Mw-e8�dvre em Grenadine Jem 93 ffp GINer JQIY 1 IPIY 1 Job Reference (optional) Dead Load Dail. - 3/161n txd II 4x4 = 3x4 = 3x4 = 3x4 = 3x4 = 4x4 = ..rr 4 26 , 52D 6 7 30 8 31 _ 932 33 10 MILMI F'A, 19 34 1s 35 36 1716 15 QJ 37 3x4 = 1x4 11 NOP2X STP 314 = 3x4 = 5x8 = 3TP= 12 14 3839 13 1x4 II 314= 3x6= 1 7.0-0 109-0 1 14-6-0 11s10-4 19-7-0 1 z3-4-0 I ao�-0 i 74F0 3-9-014-0 3-9-0 39-0 7 Plate UMW LX,Y)- I12:0.6.0.0.0-81 I15:0.4.0 0.3-01, f20:&2-0 0-0-81 0-0 LOADING(psr) SPACING- 2.0-0 CSL' DEFL In (Ioc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.17 13-24 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.95 Vert(CT) -0.3113-24 >558 180 SCLL 0.0 Rep Stress Ina NO NIB 0.78 Hotz(CT) 0.09 12 n/a We SCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weighb1591b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2z4 SP No.3 OTHERS 2z4 SP No.3 BRACING - TOP CHORD SWUural wood sheathing directly applied or 3.5-8 oc pudins: BOT CHORD Rigid calling directly applied or 64-0 oc bracing. REACTIONS. (size) 12=041-0 (ndn. 0-1.8), 2=041-0 (min. 0.1-12),15=0-8-0 (min. 03 a) Max Horz2-106(LC 8) Max Up1i012--444(LC 9), 2=-549(LC 8), 15-1070(1-C 5) Max Gmv12=1228(LC 1), 2=1506(LC 1), 15=2831(LC 1) FORCES. Ph) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 23=2584/947, 34=-2318/858, 4-28=2044/803, &28>2044/803, 5-29=1179/501, 6.29=1179/501, &7=1179/501, 7-30=711/318, 8-30=7111318, &31=7111318, 31-32=711/318, 932=7111318, 9-33=-1764f723,1033=-1764f723, 10-11=2027/774, BOT CHORD 2-19=-847/2249, 19.34=6922044, 1834=-69212044,18.35=-6Wno44, 3536=-692/2044, 17.36=-69212044,16-17=>371/1179,15.16=-371/1179,1537=-54911764, 3738=549/1764,1438=54911764,1439=-549/1764, 13.39=-549/1764, ' 12-13=74712078 WEBS 3.19=288209, 4-19--641647, 5-18=01348, 6.17=1238/492, 7-17=245/954, &16=-316/236, &15=1549/615, 9-14=0/424, 10-13=-W614, 11-13=3B61229, NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psh, BCDL=S.Opsf; h=161t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (emrelope); LumberDOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonamcurrent with any other live loads 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift adjoint(s) except Qt--Ib)12=444, 2=549, 15=1070. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 296 lb up at 7-D-0, 134 lb down and 16216 up at 9.0-12, 134 b down and 162 lb up at 11.0-12,134lb down and 162 lb up at 13.0-12, 134 lb down and 162 b up at 15-0-12, 134 lb down and 162 lb up at 153-4, 134 lb down and 162 lb up at 1734,134 lb down and 162 lb up at 1934. and 134 lb down and 162 lb up at 2134. and 249 lb down and 296lb up at 23-4-0 on top chord, and 377 lb down and 103lb up at 7-&0, 91lb down at 9-0-IZ 91 lb t 1 �� b 91 lb down at 17-34,9 down at 1 D-34, and ) is 91 lb dpown at 21onsIbIlidy -3 , and 377 b down and 103 b at 11-0-12,91 lb down at 13-0-12, 91 lb up at 2334 on bottom ochord. Them at ddesign/selection of 8) In the LOAD CASE(S) section, loads applied to the face of the truss am noted as front (F) or back (B). LOAD CASE(5) Standard � � PE 7 051 � � Continued on page 2 f + V 9b�q //vim 400 Imes lype WEBOnawdina Jan Cma.dm Jam B9 Hp Girder Jury 1 Irly 1 Jab Reference o Donal aeunam,um,� .wv=, Ifae:a.31U a Jw 27 Zole Pant 8.310 a JW 2) Zola M1llTa<wd0awes,lnn Wad 0 IM4T.58 Me Papal .W-.VW1dble5eTVKW)QgOzBISyoYx3c_zK1BJBhFXooPZIXY4eW 30250[43WRItVsyjJ51 LOAD CASE(S) Standard 1) Dead+Roof Live (balanced): Lumber Increase=125, Plate Inmase=126 Uniform Loads (pm Vert 1-0=-70, 4.10=70, 10.12=70, 22-25=20 Concentrated Loads Ob) Vert 4=-201(F) 6=134(F)10=201(F)16=-134(F)19=441(F)13=-341(F) 28-134(F) 29=134(F) 30=268(F) 31-134(F) 32=134(F) 33=134(F) 34--67(F) 35=-67(F) 36=67(F) 37=-67(F) 38=67(F) 39=-67(F) \�\\0�,L VXCENSF��i� r� PE7 051 �t 1 � 1 v 1 `9.i i�O.c``��4ORIDp% /////�SS/ONAL ENG\\\\ Job Nee fruss lype y MW-eaGrenetli�re Jean Grene6ne Jem cl Roof Spe" 2 1 Jab Reference o 0onel 3tlolhern Tr=. Ft. M=e. FL. 34551 4x5 = Dead Load Dell. - 3116 in Mmotl P= 4X4 = Plate Offsets (X.Y)- 12.0-0-4 Edael f5'42-8 03-01 t7'0.1-12 0-2-07 111.0.2-30-0-81 LOADING(psf) SPACING- 2-" CSI.' DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.97 Vert(LL) -0.21 7.8 >999 240 MM 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -OAS 7-8 >599 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.06 7 n1a ' Na BCDL 10.0 Code FBC20177(PI2014 Matrix -MS Weight 123 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP Not WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigld ceiling directly applied or 2.2-0 an bracing. WEBS 1 Row at midpt 5-7 REACTIONS. (size) 7=0A-0 (min. 0.1.8), 2=03.0 (min. D-1.8) Max Horz2=290(LC 8) Max UpIH17=310(LC 9), 2=-321(LC 8) Max Grav7=1022(LC 1), 2=1180(LC 1) FORCES. (lb) - Max CompJMax Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 23=1790/428, 3-4=15791410.45=1700/334 BOT CHORD 2-10=S48f1539, 9.10=-31111098, 8-9=311/1098, 7-8=60012112 WEBS 3-10=3631265, 4-10-1751493, 4-8=711652, 5A=792/302, 5-7-22231635 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Ope,, h=lW,, Cat II; Exp C; End., GCpI=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent ureter ponding. 4) AO plates are MT20 plates unless otherwise Indicated. 5) This truss; has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at)olnt(s) except at -lb) 7=310. 2=321. LOAD CASE(S) Standard (! PE 7$051 - / � mac. :An 4 0RIO Job fWW Nee type M -6aGmnadtrm Jem Gnnadlne Jem C3 Common Italy 3 lviy t Job Referenw (optional) 44 = 4 3 I, Dead Load Den. - i/e in 11 Plate Offsets MY) - 12:0-0-4.Ednel, f6:0-1-0 0.0.21, r10:0.2-30-681 LOADING(psf) SPACING- 2-0-0 CSL' DEFL In (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.08 7-14 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.60 Vert(CT) -020 7-14 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.21 Horz(CT) 0.04 6 We Na BCDL 10.0 Code FBC20171fP12014 Matrb(-MS Welght 101 m FT = 20% LUMISER- TOP CHORD 2(4 SP Not BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (sae) 6=0-6-0 (min. 0-1-8), 2=G4 .0 (min. 0.1.8) Max Hom2=139(LC 10) Max Uplift6=257(LC 9), 2=-324(LC 8) Max Grav6=953(LC 1), 2=1112(LC 1) FORCES. (lb) - Max Comp./Max Ten. -AII forces 250 (Ib) or less except when she=. TOP CHORD 2-3---16461435, 3.4=1433/416, 4-5=-14581435, 5E=16591455 BOT CHORD 2-9=-405/1413, 8-9) 168f951, 7-8=-166/951, 6-7=32911446 WEBS 4-7=1921547, 5-7=3901274, 4.9=1701508, 3-9=-36g1262 BRACING - TOP CHORD Strudaral wood sheathing directly applied or 4-1-9 oc pur ins: BOT CHORD Rigid wiling directly appf(ed or 9-2-14 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=5.Cpsf; BCDL=5.0psf, h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 3) All plates are MT20 plates unless othervilse Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at)oint(s) except Qt-Ib) 6=257, 2=324. LOAD CASE(S) Standard PE 7 051 \1 1 � 1 r. GRID S G� L1 Ns6 I Nss I ype MWE&Greeedine em CRenedlne Jem C4 Common 5 1 Job Reference (optional) SOWiem T... FL Pierce. FL. 34951 Run: 4x4 = 7-6.5 13.9.11 21-0-0 7-9-5 1 63-6 I 7-6-5 Dead Wad Dell. - 1/8 in w II ]q 0 Plate Offsets 0(.Y)— f2:0-0-11 Edgel, I6:0-0.4,Ednel it 1:0.2-3.0.0.81, it3:0.2-3 0.0.81 LOAOINGO:s SPACING- 24)-0 CSI.I DEFL, in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ved(LL) -0.08 10.17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.1810.17 >999 180 BCLL 0.0 Rep Stress Inu YES WB 0.19 Hoa(CT) 0.04 6 nla We BCDL 10.0 Code FBC2017/rP12014 Matra -MS Weight•1071b FT=20% LUMBER - TOP CHORD 2x4 SP No2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=043.0 (min. (1-1-8), 6=0-8-0 (min. 0-1-8) Max Horz2=127(LC 7) Max Uplifl2=323(LC 8), (19) Max Grav2=1105(LC 1), 6=1105(LC 1) FORCES. (lb) - Max. Comp -/Max Ten. - All forces 250 (Ib) or less except when shown. 7OP CHORD 23=16321432, 34=14191413, 45=14191413, 5-6=16321432 BOT CHORD 2-10=38011400, 9-10=1401937, 6-9=1401937, 6-8=26311400 WEBS 4-8=1721510, 5-8=-3691262, 4-10=171/510, 3-10=3691262 BRACING - TOP CHORD Structural wood sheathing directly applied or 4312 oc pudins. BOT CHORD Rigid ceiling directly applied a 9-6-6 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16f', Cat 11; Fxp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)olnt(s) except Qt=1b) 2=323, 6=323. LOAD CASE(S) Standard \P M 9C / - N��\\�—vf f ; PE A051 �n �q % `� �.c��: <ORID %�� Job I nraa Truss TwoI i6Grere&ne Jem Gmnedne JM cs 16p 1 1 Job Reference tonal eoaNem nLv,FL Pierm,F , 04 = 4x4 = 9-0-0 12-4-0 214 -0 Dead Load Dell. = 31161n Plate Offsets (X,Y)— f2:G4-12,Edeel 17:04-12 Edcel I12:0-2 3 0-0-81 rl4:0-2.30-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/de8 Lld PLATES GRIP MILL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(L-) -0.16 11-18 >999 240 M720 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.37 11-18 >694 180 BCLL 0.0 Rep Stress Inv YES WB 0.15 Horz(CT) 0.04 7 nla me BCDL 10.0 Code FBC2017/TP@014 Matrbt-MS Weight 1041b FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=050 (min. 0-1-8), 7=04B-0 (min. 0-1-0) Max Horz2=111(LC 7) Max UpIi82=309(LC 8). 7=309(LC 9) Max Grav2=1105(LC 1). 7=1105(LC 1) ` FORCES. (1b) - Max. Comp./Max. Ten. -Ali forces 250 (Ibl or less e BOTCHORD WEBS BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10.14 oc purihrs. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opst BCDL=5.Opsf; h=16ft; Cat. II; Exp C; End., GCpi=O.1B; MWFRS (erwebpe); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at)oint(s) except a -lb) 2=309. 7=309. LOAD CASE(5) Standard f PIP 719051 / 1 '16T711 40R/////�SS/ONAL Joe Imss nrsa type M Gnmadne Jan at Hip Gtdar 1 1 I-680ranadnaJern Job Reference o tlonal SowlAem Tnm, FL Pierte, FL, 3485 4x8 = 10 11 4x1 = 7.0-0 i 10.8-0 1 i:- -0 1 971—V � 7A9 3A-0. 3�&0 741-0 Dead toad Deb. -118 In ka II 11 Plate Offsets (X YY)- 120-4-12 Edcel f3:D5-4 0.2-01, f5:054 D-2A7, 16:0.4-12.Edae1 1120-23 0-0.81 r14:0.2-3 0.0.81 LOADING(psf) SPACING- 2.0-0 CSL' DEFL. In Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Ved(LQ 0.13 9 >999. 240 MT20 244/190 TCDL 15.0 LumberDOL 1.25 BC 0.96 Vert(CT) -022 9 >999 180 SCLL 0.0 Rep Stress Ina NO WB 0.24 Hoa(CT) 0.10 6 n1a nla BCDL 10.0 Code FBC2017RP12014 Matra -MS Weight 107 lb FT=20°% LUMBER - TOP CHORD 2x4 SP M 31 *Except* T2.2x4 SP No,2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (size) 2=0-8-0 (min. 0-2-5), 6=0-M (min. 0-2-5) Max Horz2=91(LC 7) Max Upl182=711(1-0 8). 6=711(LC 9) Max Grev2=1948(LC 1). 6=1948(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc Purim. BOT CHORD Rigid ceiling directly bppfied or 5-7-15 oc bracing. FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3399/1225, 3-22--3329/1265, 4-22-�329I1265, 4-23=-3329/1265, 5.23=332911265, 55=-039911225 BOT CHORD 2-11=1025[2944,11-24=102712966,10-24=-10272966, 9-10=1027/2966, 9-25=9772966, 8.25=9772966, 6.8=97612944 WEBS 3.11=-37/635, 3.9=2911586, 4-9=5651405, 5.9-2921586, M-381635 NOTES. 1) Unbalanced mof live loads have been considered fa this design. 2) Wind: ASCE 7-10; Vult=169mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsF, h=16ft; Cat II; Fxp C; End., GCp1=0.18; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise (ndicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of Truss to beading plate capable ofwithstanding 100lb uplift stjoint(s) except (Q=1b) 2=711, 6=711. 7) Hanger(s) or other connection device(s) shag be provided sufficient to support concentrated load(s) 249 lb down and 296 lb up at 7.0-0, 134lb down and 1621b up at 9-0-12,134 lb down and 162 lb up at 1041-0, and 134 lb down and 162lb up at 12-3-4, and 249 lb down and 296 lb up at 144-0 on top chord, and 3771b down and 103 lb up at 7.0A, 91 lb down at 9-0.12, 91 Ib down at 10-8-0, and 91 lb down at 12-3.4, and 377 Ib dawn and 103 Ib up at 143-4 on bottom chord. The design/selection of such connection devioe(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=125, Plate Increase=125 Uniform Loads (plf) Vert 13=70, 35=70, 5-7=70,16-19=20 Concentrated Loads Qb) Vert 3=201(8) 5=201(11)11=-341(8) 9=-67(i) 4=134(3) 8=341(B) 22=-134(3) 23=-134(B) 24=67(3) 25=-67(B) \N\�\ ��GENgF\��ii (; PE 74051 Job Nay I mail lype d'me Jern rnn Gadine.iem CJ3 DIAGONAL RIPGIRDFR i 1 Job Reference o donal southern TrM. K Fern, FL, 34957 -2-9-15 3510 3510 Plate Offsets KY}- f2:0-4-5 0441, f5:0.2.3.041A1 LOADING (PSI) SPACING- 240-0 CSL DEFL. in (too) Vdell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.05 4-11 >842 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(CT) 0.05 4-11 >847 180 SCLL 0.0 Rep Stress Ina NO WE 0.00 Horz(CT) 0.00 2 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight 20 ib FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3--Mechanical, 2=0-10-15 (min. 0.1.8), 4=Medtanieal Max Horz2=135(LC 4) Max UPIW=46(LC 17), 2=293(LC 4), 4=93(LC 17) Max Gmv3=59(LC 31), 2=323(LC 31), 4=99(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. -AO forces 250 0b) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 35-10 0o pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 co bracing, NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsh BCDL=5.OpsY h=16R Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, ar censuft quatfied building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2.0-0 M. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 1001b uplift at)oint(s) 3, 4 except at -lb) 2--293. 7) Hanger(s) or other connection device(s) shall be provided suffidem to support concentrated load(s)100 lb down and 138 lb up at 1.6-1. and 100 lb down and 138 to up at 1-0.1 on tap chord, and 40lb down and 96lb up at 1-6.1, and 40 lb down and 96 lb up at 1-6-1 on bottom chum. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced):. Lumber Inaease=1.25, Plate Increase=1.25 Uniform Leads OM Vert: 1-0=70, 4-9=20 Concentrated Loads Qb) Vert.• 12=115(F=57, B=57)13=107(F=53, B=53) (; PE 7k051 WYA fF ��\ O mss russ ype y MW- rwaft.j= Gnmadlne Jem CJ7 GIagma]Mp Gtder 6 1 Job Re(emnrJa optional) „uaa,r----- -.—. --------•----- - - Rn4.'.. JN(/MIW6ae5.. ID:viM1dbje5e35OGW8Va:99:O021n9 Ye el H�_1FiGMwC)V�)JSf_ -2-9.15 5-1.3 9-9-5 - 1 2-9.15 1 5-13 4-8-1 A Plate Offsets 0(.Y).- 18:0-23.0.0-81 LOADING(psf) SPACING- 2-0-0 CSL DEFL in (Joe) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Verl(LL) -0.10 7.14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) 0.09 7-14 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.37 Horz(CT) 0.01 6 We n1a BCDL 10.0 Code FBC2017JTP12014 Matrix -MS Weight 49 lb FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 20 SP No2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING. TOP CHORD Structural wood sheathing directly applied or 5.9.7 cc pudlns: BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (size) 4=Meehanhal, 2=0.1G-15 (min.0.1-8), &Mechanical Max Horz2=247(LC 4) Max Uplift4=120(LC 4), 2=319(LC 4), 6---88(LC 8) Max Gmv4=167(LC 1), 2=608(LC 31), 6=355(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-15=-8461157, 15-16=7921182, 3-16=7221176 BOT CHORD 2-18=2701717,18-19=270f717, 7-19=270f717, 7-20--270f717, 6-20=2701717 WEBS 3-7=01257, 3-6=774n91 NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3second gust) Vasd=124mph; TCDL=5.OpsF BCDL=5.0psf; h=161t; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord five load nonconctment with any other Ilve loads. 3) Refer to girders) for truss do truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 DO lb uplift at)oint(s) 6 except Qt=1b) 4=120, 2=319. 5) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s)100 lb down and 138 lb up at 1.6-1. 1001b down and 138 lb up at 1-6-1, 1101b down and 421b up st 44-0, 1101b down end 421b up at 4-4-0, end 901b down and 103 lbup at 7-1-15, end 901b down and 103 Ib up at 7-1-15 on top chord, and 40 fb down and 96lb up et 1-6.1, 40Ib down and 961b up at 1-6.1, 281b doom and 3lb up at 4 1 201b doom and 3lb up at 4.4.0, and 47Ib down st 7-1-15, and 47Ib dawn at 7-1-15 on bottom chord. The design/selection of such connection device(s) Is the responsibiity of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Inaease=125 Uniform Loads (plf) Vert 1-4=-70, 5-12=20 Concentrated Loads pb) Vert: 15=115(F=57, B=57)17=75(F=38, B=38)18=107(F=53, B=53) 20-- 54(17 2V. B=27) \�Z RL� I \GENgF- /'�ji f 1 PE 7$051 JL- ,i\� �� Job Imn fruss lype Lay My mwE&Grena eJem GrenadN8Jem W26 Magma] Hip Girder 1 1 Job Reference [optional) SaWhem Truss, FL Plere .34951 341-15 3-4-15 Plate Offsets(Y—Y)- 12:0.45.0.0.41 15:0-2-3 0-Ml LOADING(psf) SPACING- 2-0-0 CSL' DEFL in Doc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.05 4-11 >861 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(CT) 0.05 4-11 >864 180 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(CT) no 2 nla n1a BCDL 10.0 Code FBC2017J P12014 Matrix -MP Weight 20 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical,2=D-10-15 (min. OA-8),4-Mechanlcal Max Horz2=134(LC 4) Max Uplf83=50(LC 17), 2=-295(LC 4), 4=96(LC 17) Max Gmv3=57(LC 31), 2=322(LC 31), 4-100(LC 20) FORCES. ((b) - Max. CompJMax Ten. -All forces 250 (Ib) or less except When shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc pudlns. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-116; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.OpsP,, BCDL=S.Opsh h=16ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL=1.60 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qua8fied building designer as per ANSVTPI 1. 3) Gable studs spaced at 2-M oc. 4) Thls truss has been designed for a 10.0 psf bottom chord live load nonconcurrerd with any other live loads. 5) Referto gbder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atJoint(s) 3.4 except (IMb) 2=295. 7) Hanger(s) ar other'connection device(s) shall be provided sufficient to support concentrated load(s)100 lb down and 138 lb up at 1-6.1. and 1001b down and 1381b up at 1-6.1 on top chord, and 40Ib down and 96lb up at 1-6-1, and 401b down and 96Ib up at 1-6.1 on bottom chord. The designfselection of such connection device(s) js the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Uve{balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Loads (pit) Vert 1.3=70, 4-9=20 Concentrated Loads Qb)- Vert 12=115(F=57, B=57)13=107(F=S3, B=53) M IB[v��q��/ (� PE 051 n 40RID 'A /�//�S8/0NAL o Inns, mss ype y tfiY�98-Gren .eJem Grenaca Jem D7 GABLE 1 1 Job Reference (optional) saamem � russ, r� riuce, i 4x4 = 10 26-0 7-2.8 11-9-4 164-D 1 20-0-0 2E-0 4-83 4-6-12 46.12 3-0-D Dead Load Dell. -118 In Plate Offsets MY)— 13:0-3-8.Edae1 [810-2-0 0-M] r10:0-2-0 M 113.0-2-00-1-81 I16:D-1-12 03.81 120.0.2-0 0.1.81 124.0-2-30-D-81 LOADING(psf) SPACING- 2.0-0 CSL' DEFL. in Qcc) I/de8 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.72 Vert(LL) 0.11 2D-22 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.2120-22 >934 180 BCLL 0.0 Rep Stress Inv NO WB 0.60 Horz(CT) 0.03 19 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight 152 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD BOT CHORD 2x4 SP Ne.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BOT CHORD JOINTS REACTIONS. (size) 2=0-8-0 (min. 0.1-8), 19=0-M (min. 0.1-B) Max Horz2=217(LC 8) Max UplifI2=284(LC 8), 19=293(LC 9) Max GMV2=888(LC 36), 19=1078(LC 37) FORCES. (lb) - Max. CompdMax Ten. -A9 forces 250 (lb) or less exceptwhen shown. TOP CHORD 2-31=1524/376, 331L1465/387, 3-0=2430f796.4-6=24301796, 6-8=-1885f448, B-9=1885f448, 9.11=1885/448, 11-13=1885/448 BOT CHORD 2-23=48211423, 2332--08611410, 32-33=-086/1410, 2233=-086/1410, 22-34=79612430, 2134=79612430. 21-35=7962430, 2035=7962430 WEBS 3.22=323/1081, 6-20=5671362, 9.20=314195,13-20=-49812022, 13-19=885282, 7.8=3021129, 4-5=266218, 11-12=-3021102,14-15=259210 Structural wood sheathing directly applied or 4-9-2 cc pudin; except endverticels. Except. 1 Row at midpt 3-6 Rigid calling directly applied or 6-0-0 cc bmdng. 1 Brace at Jt(s): 16, 6, 13, 8, 11 NOTIES- 1) Unbalanced roof two loads have been considered for this design. 2) Wind: ASCE 7-10; VuB=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsh BCDL=5.Opsf; h=1bit Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind lads in the plane of the truss only. For studs exposed to wind (normal to the face), we Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1. 4) Provide adequate drainage to prevent water pending. 5) AB plates are MT20 plates unless otherwise indicated. 6) All plates are 1x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 24-0 cc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 9) Provide mechanical connection (by others) of truss to baring plate capable of withstanding 100lb uplift atjoint(s) except Qt4b) 2=284, 19=293. 10) Graphical pudin representation does not depict the size or the orientation of the Perlin along the top andfor bottom chord. 11) Hanger(s) or other connection devices) shall be provided sulndent to support concentrated load(s)130 lb down and 149 lb up at 2-8-0, 87 lb down and 45lb up at 2-9-15, 87 lb down and 45 lb up at 5-1-12, 87 lb down and 45lb up at 7-1-12, 87 lb down and 45lb up at 9-1-12, 861b down and 441b up at 11-1-12, and 871b dawn and 451b up at 13-1-12, and 87 lb down and 451b up at 15-1-12 on top chord, and 88Ib down and 124 ib up at 2-6-0, 28Ib down and 6lb up at 3.1-12, 281b down and 6Ib up at 51-12, 28Ib down and 6Ib up at 12) In the Oand 6 lb AD CASEEE S section, loads applied to theom chord. The fewoftheththhe truss am nnoteon of such connection s front des the vice(s) (B)Pasiblliry of o8ie2rsand 281b \\owner PN\G 5� all ��/ -LOAD CASE(S) Standard PE 7 051 �l l Continued on page 2 ,- bF- r 40RIDP%'�� 0 Ruse PAW-0 Geenatline Jem Gmneduta Jem DI GABLE IUW 1 Fly 1 Job Reference (optional) aoumem,nwx. Fu ruuw, F ,34951 MM53108 JM 213019 RInC 83108JW T12%9 MRek lntlustriss,lrm Wed A 2 I3:46072019P"ee&a0"2 -- -------- __-__ '..0)slMldbjeSeTVKWXZgQz6lSyoYW,TOkYG(;gZOBWNnllZxldN jbFPLC6jyK9sKry}iSc_ LOAD CASE(S) Standard 1) Dead + Roof LNe (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert 13=70, 18-28=20, 3-10=70, 10-17=70 Concentrated Loads (lb) Vert 23=61(F) 31=63(F) � y (; PE 7k051 n \ ///�/i�S,S�ONAL E�G\�� Job N6a truss lype MW-654arenadine em GrenadinoJem D2 Common jUry 1 JVIY 1 Job Reference o danal 3x4 = 4 3 1) _.P= 3x4 = Dead Load Dell. -118 In Plate Offsets 0(,Yl - 14:0.2-0.Eddel. t8:0.2-3 0-0-M LOADING(psf) SPACING- 2-0-0 CSI.. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 - Vert(LL) 0.11 7-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1,25 BC 0.60 Vett(CT) .0.18 7-12 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.29 Horz(CT) 0.02 6 Na n1a SCDL 10.0 Code F13C2017frP12014 Matrix -MS Weight TT lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=04e-0 (min- 04-8), 6=041-0 (min. 0-1-8) Max Horz2--296(LC 8) Max UpU112=240(LC 8), 6=215(LC 8) Max Gmv2=823(LC 1), 6=658(LC 1) FORCES. (Ib)- Max. CompJMax. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 2-3=93(1/194' BOT CHORD 2-7=3181754, 6-7�3187754 WEBS 3-6=-800/346, 3-7=(1/344 BRACING - TOP CHORD Structural wood sheathing directly applied or S-0.13 cc purling, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-11-10 cc bracing. WEBS 1 Raw at midpt 3-6 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vu1r160mph (3-second gust) Vssd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=1 fife Cat II; Exp C; End., GCpi=D.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) A0 plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcorrent with my other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at)oint(s) except at -lb) 2=240, 6=215. LOAD CASE(S) Standard 1 : PE 7$051 o -17,T9 ;4�\ �� `i� O job ruse Iruss Iwo Y Mwi&Grermdine Jmn Grand" Jmn D3 Cmnmm t 1 Job Reference tlonal aoumem hrvss, r,. r,erta, �L... .I 3x4 = :h4 = 1x4 11 N¢P2X$TP= 3x4 = 77-8 15-0-0 7.741 I ].d..a I Dead Load Dell. =1B In Plate Offsets (XY)- f1:0-14.Ed0el. 13:0.2.O.Edael, r4:Edne 0.1-121 LOADING(psf) SPACING- 2-0-0 CSI.' DEFL. in (loc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Ved(LL) 0.14 6.9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BG 0.64 VeR(CT) .0 6.9 >808 180 BCLL 0.0 Rep Stress Ina YES WB 0.31 Horz(CT) 0.02 5 nla nta BCDL 10.0 Code FBC2017f1P12014 Matrix -MS Weight 71 lb FT=20% LUMBER- 'BRACINO- TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (size) 1=0-8-0 (min. 0.1-8), 5=D-S-0 (min. 0.1-8) Max Horst-255(LC 6) Max UpIM-173(LC 8), 5=-221(LC 8) Max Gmv1=668(LC 1), 5=668(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - AO forces 250 (Ib) or lass except when shown. TOP CHORD 1-2=943l210 BOT CHORD 1.6= 3351783, 6-6=3351783 WEBS 2-6=01351, 2-5=8311*66 Structural wood sheathing directly applied or 4-9-6 oc pudins; except and verticals. Rigid ceiling directly applied or 9-6-2 oc bracing. 1 Row at midpt 2-5 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE MWFRS (envelope); Lumber ph (3-s econd 80 plats gust)griVwd 1 80 ph; TCDL=5.Opsf; BCDL=S.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; 3) AD plates am MT20 plates unless otherwise indicated. 4) This truss has hem designed for a 10.0 psi bottom chord 0ve load noncancurrehd with any other live loads. 5) Provide mechanical connection (by other:) of truss to bearing plate capable of withstanding 100 lb uplift at loint(s) except at -lb) 1=173. 5-221. LOAD CASE(S) Standard ENS i (; PE 7�051 n I i��•c` �� C ORIDp% o mee mss Iwo y Mw-e&Grenatlme Jem Grans& le Jem J1 Jadt-Open 14 1 Job Reference (optional) a Crn , lose, rL nerae, mny mmus JW2/21nu mnC H:110 eJVl Ll2altl MIl¢x mausmes,Iw Wep Au 28 /3:9a992m9 ----- -- -- - - - -2-0-0 ID:IdMtdb)eSeTVKWXZgOz6� oYW3 068UncR55ewEd5vPglnD5CF3JP2eyE100aezO .ISe 2-0-0 1-0-0 1-0-0 I 1-0.O I Plate Offsets (X,YI- i2:044 Edne , f5:0.23.041-81 LOADING(psf) SPACING- 24)-0 CSI.• DEFL in Poo) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.00 9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.06 Vert(CT) 0.00 9 >999 180 BCLL 0.0 Rep Stress Inv YES WB 0.00 Horz(CT) -0.00 4 We nfa BCDL 10.0 Code FSC20171TPI2014 Mstdx-MP Weight 101b FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2M SP N0.2 OTHERS 2x4 SP No.3 REACTIONS. (sae) 3--Merhanicai, 2=0-8-0 (min. 0-141), 4=Mechanical Max Horz2=66(LC 8) Max Uplif13=39(LC 1), 2=163(LC 8� 4=68(LC 1) Max Gmv3-�4(LC 4), 2=340(LC 1), 4=50(LC 4) FORCES. Pb) - Max. Comp./Max. Ten. - AU forces 25D Ph) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1.0.0 oc pudins: BOT CHORD Rigid ceiling directly applied or 10-11-0 no bracing. NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=5.Opst BCDL=5.Opsh, h=16ft; Cat. II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) Referto girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1DO lb uplift at lolnt(s) 3,4 except Pt --lb) 2=-153. LOAD CASES) Standard 12 PE 74051 n % Iv�r iOORID /////�SS310NAL \\G\\\\\ !l Jul)11U5a truss typeI y AfW-6&GRnBdN0 Jam GRnadIne Jem J3 Jack -open 10 1 Job Reference ttonal S avE an, 1 ROB. IL everre. l'L. A .' 1 1 30-0 a�Ln Plate Offsets KY)— 12:0-6-4.0.0-101 f5:0.23.0-0.61 LOADING(psf) SPACING- 2-0.0 CSI., DEFL in Qoo) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.33 . Vert(LL) -0.00 4-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vart(CT) .0.01 4-9 >899 180 BCLL 0.0 Rep Suess Ina YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight 16lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins: BOT CHORD 2x4 SP No2 BOT CHORD Rigid co01ng directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-&0 (min. D-1-B), 4=Mechanical Max Horz2=114(LC 8) Max Upiilt3=47(LC 8), 2=114(LC 8) Max Gmv3--"LC 1), 2=328(LC 1), 4=15(LC 3) FORCES. (Ib)- Max. Comp./Max. Ten. - AV tortes 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vesd=124mph; TCDL=S.OpsY BCDL=S.Opsf; h=16ft; Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 pad bottom chord live load nonconcumem with any other live loads. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100(b uplift at)olnt(s) 3 except Qt=1b) 2=114. LOAD CASE(S) Standard Job Intw; truss type MWL&ereradma Jem (lrenadins Jem J3G Hatt HIp Older 1 1 Job Rafemnce o Uonal SWNam Trk69, FL Plerce,FL.34&51 _' _. _- 3x7 = 2x4 II - STP= Plate Offsets (XYl— f1:0-2-4.0-0-91, f2:0-3-8.0-2-01 LOADING(psQ SPACING- 2-0-0 CSI.' DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC OAS Vert(LL) -0.01 5-7 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.83 Vert(CT) -0.03 5-7 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.04 Horz(CT) OAO 5 Na n1a BCDL 10.0 Code FBC20177rP12014 Matrix -MP Weight 13 lb FT=20% LUMBER- BRACWG- TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 3-D-0 oc pudins: SOT CHORD 2x6 SP No2 BOT CHORD Rigid calling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. Ail beadngs Mechanical except fit=length)1=0.6-0, 5=Mechmimi. Qb)- Msx Horc1=64(LC8) ' Max Upli t All uplift 100 lb or less at joint(s) 2,3 except 1=-294(LC 8), 5=114(LC 8) Max Grav At reactions 250lb or less atjolnt(s) 3 except 1=1228(LC 1), 2=307(LC 1), 5=364(LC 36) FORCES. Qb) - Max. CompJMax.Ten.- Allforces 250 Qb) orless exceptwhen shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1SOmph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Dpsf; h=1Sit Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcum mt with any other live loads. 6) Refer to glyder(s) for truss to truss connections. 7) Refer togirder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 2, 3 except Qt=lb)1=294. 5=114. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 10) Hanger(s) or other connection device(s) shall be provided sufficent to support concentrated load(s) 96 lb down and 95lb up at 2-11-4 on lop chord, and 16561b down and 413 lb up at 1-0.12. and 91 lb down and 111 lb up at 2S8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Uve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1.2=70, 2-3=70,1-4=20 Concentrated Loads Qb) Vert 3=37(B)5=49(3)7=1656(F) Job Nss Imes 1YW kAy MY .ane em Gronedl"J= is JadeOpen 10 I i I jf�N Job Reference o 'anal 1 Plate Offsets QM7 R:034,Edoal r5:0-2-3.0-0-81 LOADING(psf) SPACING- 24)-0 CSL' DEFL in goo) Wall Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(-L) 0.03 4-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.24 Vert(CT) -0.06 4-9 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 rda nla BCDL 10.0 Code FBC2017TrP12014 Matrix -MP Weight 22lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 cc pudins: BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 on bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanica1,2=0.8-0 (min. 0-1-8),4=Mechanical Max Horz2=165(LC 8) Max Upll113=96(LC 8), 2=120(LC 8) Max Gmv3=137(LC 1), 2=397(LC 1).4=89(LC 3) FORCES. Qb) - Max. CompJMax Ten. - A8 farces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL-5.Opsf; BCDL=5.0psf; h=16ft; Cat 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) A0 plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconament with any other live bads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at (olnt(s) 3 except (K-lb) 2=120. LOAD CASE(S) Standard Job rues Ifflas lype PryNW-6s Gren Ine Jem Greradne.1 m J7 J�y Jack-0pen .. 16 1 Job Reference o tlonal u,am i�.vu vsw .FL.,ww, nun:&. ws Jagl Lele PnnC e3fa sJa T]ZaIa MIT¢It lneuffiles, mC Wetl Aa 7B 13:4a:13 Ta19 P 1 — -- ----- ID:vlMidb)e5eTVlcvnzyDz6lsyorwsglNapJuussag5CAvasd�C�6o15nspn�craxvy1�8sW_ I z-0o Tao zoo l 7a0 Dead Load Dee. -118 In Plate Offsets (XY)- r2:04 -4.0a101, r5:0.2a.0-0-81 LOADING(psl) SPACING- 24)-0 CSU DEFL in Poe) 0defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 035 Vert(LL) 0.13 4.9 >634 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.55 Ved(CT) -024 4-9 >348 180 SCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 2 Na n/a BCDL 10.0 Code FBC20171 P12014 Matrix -MP Weight 28 lb FT = 20% LUMBER - TOP CHORD 20 SP No2 BOT CHORD 2x4 SP No2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=D-8-0 (mIn. 0-"), 4=Mechanical Max Horz2=215(1-0 6) Max UpIW=143(LC 8), 2=133(LC 8) Max Gmv3=204(LC 1). 2=478(LC 1), 4=131(LC 3) FORCES. Pb) -Max. Comp.IMax. Ten. -AOforces 250(Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc pudins: BOT CHORD Rigid ceiling directly applied or 1D-0-0 cc bracing. NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3second,gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsh h=16(b CaL II; Exp C; End., GCpW.16; MWFRS (eiweldpe); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed fa a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift at )olnt(s) except Qtdb) 3=143, 2-133. LOAD CASE(S) Standard I : PE 051 ii T Job InUss Iruss lype Y MW Grenadine Jem Grenenlne Jenn J/A Jack -Open 1 1 Job Reference o floral Scu hem TN49. K Ple=. FL. M951 Dead Load NIL - 3116 In Plate Offsets_(X.YI— I1:0-6-0.0.0.101 LOADING44 SPACING• 2-40 CSI. DEFL In (loc) I/dell Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.17 3-6 >490 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.28 3-6 >301 180 BULL 0.0 Rep Stress Inn YES wB 0.00 Horz(CT) 0.01 1 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight 22 to FT = 20°% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS: (size) 1-0-8-0 (min. 0.1-8), 2=Mechanical, 3=Mechanical Max Hors 1=174(LC 8) Max Uplift1=60(LC 8), 2--149(LC 8) Max Gmv1=312(LC 1), 2=214(LC 1), 3=136(LC 3) FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING• TOP CHORD Structural wood sheathing directly applied or 2-2.0 cc puriins: BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-seoond gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.OW,, h=16ft; Cat 11; Exp C; End., GCp1=0.18; MWFRS (envelope);, Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord rive load noncencument with any other live loads. 4) Refer to girder(s) for- truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s)1 except Qt=1b) 2=149. LOAD CASE(S) Standard M IBL z (! PE A051 Job IMSS Iruss lype LiWfi&Gnwtline em Grenadine Jam J70 ILlty Imy Jerk -Open Gmbh 1 t Job Reference(optional) Soutlrem Truss. FL =e. FL.369a1 30 = a 11 4 NOP2x STP= 40 = LOADING(pst) SPACING- 2-" CSI. DEFL. in poc) Udell L/d PLATES GRIP TCLL 20.0 Plate GripDOL 1.25 TC 0.26 Ved(LL) .02 6-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 Sc 0.38 Vert(CT) -0.04 I 63 . >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight 35lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD SWctural wood sheathing directly applied or 5-3-15 cc puriins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=041-0 (min. 0-1-8), 3=Mechanical, 5--Mechanical Max Ho¢1=174(LC 8) Max Uplift!=148(LC 8), 3-12(LC 8), 5=-392(LC 8) Max Gmv1=653(LC 1), 3=16(LC 1), 5=1290(LC 1) FORCES, cab) - Max. Comp.lMax. Ten. -All forces 260 cab) or less except when shown. TOP CHORD 1-2-10661216 BOT CHORD 1-0=287/901, 5-6=2871901 WEBS 2-6=a 11439,2-5=1553M94 NOTES- !) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; SCDL=5.0psf, h=16ft; Cat. I I; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load noncencurrentwith any other live loads. 4) Refer togfrder(s) for buss to truss connections. 5) Refer to glrder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100lb uplift at)oint(s) 3 except Q --Ib)1=148. 5=392. 7) Hanger(s) or other connection device(s) shall be provided suf cledt to support concentrated lood(s)1333 Ib down and 354 to up at 6A•12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Inmase=1.25, Plate Inmase=125 Uniform Loads (pit) Verb 13=-70,1-0=20 Concentrated Loads (Ib) Vert: 6-1333(B) NN�Q NS' f " PE 7k051 P5 2-1 JJlz ,4�N U \ �j JOD Iruss truss lype y Jem GrenadMe Jem J26 JadeOpen 7 7 jmw-wawad6ie Job Reference o donel aoumem i rvsa, r� rie�m, r�., sa7aa LOADING(psf) SPACING- 2G-0 CSLI DEFL in (Ioc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.00 9 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.00 9 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hoa(CT) 0.00 2 nla rda BCDL 10.0 Code FBC2017?P12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3--Mechanical, 24-84) (min. 0.1-8). 4--Mechanical Max Morz2=102(LC 8) Max UpIHM=J3(LC 8), 2=116(LC 8) Max Gmv3=44(LC 13), 2=315(LC 1). 4=33(LC 3) FORCES. Ob) - Max. Comp./Max Ten. - Ali forces 250 Ob) or less except when shown. PLATES GRIP MT20 2441190 Weight 14 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-&0 oc pudins: BOT CHORD Rigid telling directly applied a 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3secnnd gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.Opst h=16ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates ate MT20 plates unless otherwise indicated. 3) This buss has been designed for a 10.0 psi bottom chord live load noncencueent with arty other live loads. 4) Refer to girders) for buss to truss connections. 5) Provide mechanical connection (by others) of buss to beadng plate capable of withstanding 100 lb uplift at )olnt(s) 3 except at -lb) 2=116. LOAD CASE(S) Standard 0GENSF�� Pr— 7rnsi 9iq %�, �ORID?: �\�� Job I N5a =a iype Qty MW-eB-Gaemalme Jam Grerudine Jam V2 VaOay jV1y 1 1 I Jab Reference o tional aoemam cruse. rL Rmu 8.310s u1212019 nE 89fOsJ T72019 NLTek lsdusldes, Iris ed Aug 2613: 6:1fi 2019 Pege1 - -'— - -- - - - - IDv1M1'dbJeSeTVKW%ZgQz6lSyoYvfd-5S37RLXUI noFyAldaJPeFg2L�OSvfRm210'4ppJST 2x4 G 2 3 I ' LOADING(Psf) SPACING- 2-M CSI. DEFL In Coo) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC '0.06 Vert(LL) Na - Na 999 MT20 2441190 TCOL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n1a - Na 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) .0.00 2 Na No BCOL 10.0 Code FBC2017rrP12014 Matrix-P Weight 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD SOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=2.0-0 (min. 0.1.8), 2=2-0-0 (min. 8-1-B), 3=2-0-0 (rnm. 0-1.8) Max Hors 1=35(LC 8) Max Upliflt=12(LC 8), 2--36(LC 8) Max Gnw1=62(LC 1). 2=48(LC 1), 3=28(LC 3) FORCES. Qb) - Met. CompJMax. Ten. -All forces 250 (Ib) or less except when shown Structural wood sheathing directly applied or 2-0-0 oc puriins. Rigid oefling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL-5.Opsf; BCDL=5.Opsf; h=16ft; Cat II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) Bearing at)ofngs) 2 considers parallel to grain value using ANSVfPI 1 angle to grain formula. Building designer should verify capacity of beadng surface. 5) Provide mechanical connection (by others) of thus to bearing plate capable of withstanding 100 lb uplift atjoint(s)1. 2. LOAD CASE(S) Standard =f / PE7051 f � I v I o 1 :- -A�kN 140RIU!" �� G'. 0, J00 truss truss lype MWaaGrenedne Jem CxenAM Jem V4 Valley 1 1 Job Reference (optional) d 3 ' 2x4 9 2x4 II I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Well Ltd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO ' 0.35 Vert(LL) We - We 999 MT20 2441190 TOOL 15.0 Lumber DOL 1.26 BC 0.21 Vert(CT) n1a - We 999 BCLL 0.0 Rep Stress Inv YES WB 0.00 Horz(CT) 0.00 We n1a BCDL 10.0 Code FBC2017f PI2014 Matrix-P Weight: 141b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0.0 oc pudins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied a 10-0-0 oc bmdng. REACTIONS. (size) 1-0-0-0 (min. 0-1.8), 3=4.0-0 (min. 0-1.8) Max Horz1=81(LC 8) Max UpllRi=28(1-0 8). 3=69(LC 8) Max Grav1=146(LC 1), 3=146(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. NOTES- 1) Wmd: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsh, h=16R, Cat II; Exp C; End., GCpF0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upid at)oint(s)1, 3. LOAD CASE(S) Standard