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Plans (28) /Lt 57-,2-U -oiGt- '1b7s SL✓ /071, e-1- , R ow 10570 SE Washington St Suite 212 ENGINEERING, LLC Portland,OR 97216 STRUCTURAL ENGINEERING Tel. 503-254-6292 Fax.503-254-6761 LATERAL ANALYSIS July 15, 2016 Mascord Plan: 22155 - J.T. Roth Const. Medallion Meadows - Lot 21 Tigard, OR 97224 100 mph 3-Second Gust, Exposure B Seismic Category D 2015 IBC /2014 OSSC Mascord Design Associates 2187 NW Reed St, Suite 100 Portland, OR 97210 Tel. 503-225-9161 p PR9ftes Rowell Engineering v‘CafNF s« Project Number: ,:t PE' 160260 GON . q, 0�!22,1 \, 9 or. 8041 /► QEL. 31 , Ain EXCLUSION OF LIABILITIES I.DISCLAIMER AND RELEASE BUYER HEREBY WAIVES,RELEASES AND RENOUNCES ALL WARRANTIES(EXPRESS OR IMPLIED),OBLIGATIONS,AND LIABILITIES OF ROWELL ENGINEERING AND ALL OTHER RIGHTS,CLAIMS AND REMEDIES AGAINST ROWELL ENGINEERING(EXPRESS OR IMPLIED)WITH RESPECT TO ANY NONCOMFORMITY,IMPROPER INSTALLATION, WORKMANSHIP OR MATERIALS. II.EXCLUSION OF CONSEOUENTIAL AND OTHER DAMAGES ROWELL ENGINEERING SHALL HAVE NO OBLIGATION OF LIABILITY,WHETHER ARISING IN CONTRACT (INCLUDING WARRANTY),TORT(INCLUDING ACTIVE,PASSIVE OR IMPUTED NEGLIGENCE)OR OTHERWISE,FOR LOSS OF USE,REVENUE OR PROFIT,OR FOR ANY OTHER INCEDENTAL OR CONSEQUENTIAL DAMAGES. III.THIS PRODUCT IS FOR A SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION. .....„ Page 1 ... i 1 ., 1 11 , II ./....--- ,::\ . . 2 11 :rr ' rr 2 1: [r ' ' r: rr :: J...ri/rr...,".• :'\``‘:>:',:: r r ! r•r/rz`r>4'./;1' 1 i li r !r. d i '1i '0 :r‘';'./.:;::::1' ir. I!,'2',./,,t/r! :: i'r'rr''''''.\ i 1. /;- : = ; 1 • 1 ' 1.. ' ri t r-r/ ri 1 rr i B • '1 -21' 1 . _.. ---.-:1- . , --- t ,— , L_ - 1, '1:i_ L-=---- .---- -);1-::.-1-4[-- .;',1': , 1:1--'; .'11 tt1 1 . ;";1 •, t,, -4,`,7,-..; ' - ---17---...11:1_1;''1...--;'..; _ ..:-...__-_ .... ......,_ _. ,.. i- .7, -',-,-1'.-t-;' ,,-. 1 7-, ir ' it ' ', 0471., H1....-4-4 I:, 1 - ; ' :,‘—4--- .' '4 • ."''1,--71 .' 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WIND LOADS LOAD AREAS FROM CAD LINE A B C D LOAD mean roof height, h = ft O 0 least horizontal dimension, b = '35Jft V2 25 83 97 109 4723 O 0 a=min(0.1 b, 0.4h) >=max(3', 0.04b) V4 31 102 138 66 5332 V5 34 75 121 36 4350 0.1b= 3.5 ft V6 166 76 3752 0.4h = 12 ft V7 27 68 12 30 2150 min = 3.5 ft 0 0 0 0 3' = 3ft 0 0 0.04b = 1.4 ft 0 0 max = 3 0 0 0 0 a = 3.5 ft O 0 2a = 7ft 0 0 O 0 roof rise, y= 10 M1 32 93 2068 roof run, x= 12 M2 75 9 57 2734 arctan(ylx) = 39.81 DEG M3 159 2735 M4 68 33 2036 A= 21.6 psf M5 71 99 3236 B =' 14.8 psf M6 177 3044 C = 17.2 psf M7 75 33 2188 D = 11.8 psf 0 0 0 0 0 0 0 0 0 0 0 0 O 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 i Page 6 .-1 . , . . 1 1 1 V 1 ..,,.. V , ,,,,. v ...... s -,../. . I , I al ............11 1 ...-, 1 • , * EXTEND,,,,rE .c,k 6,-.E4.-.:..-'1...,...e. TC::)C; I ' ...I r 0 „L 1-4 ,14 L 1 0 , r g I . . 4 '-,...,,,'.' _ ,),„, ..! -,' ,,,,, e 177 :\4"-.-- ; , [ / . . 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H/35 Page 9 r TI— T �T f T SIMPSON "MSTA36" •. 1 1 1 EA. SIDE, (4)-TOTAL 1 1'I 2X CRIPPLE WALL OVER 71-[-:-3 L , 1 —1I-''-' . _ - -'1WER,/W/ i)GOVi2" SPLICE T.NAILING HEADER (CONTINUOUS) • /.:' ilk ` CONTINUE HEADER 0 .1•. TO BLDG.CORNER 4 Z 1• NAIL SHEATHING TO •I•�1 1•; HEADER W/ 0.148"4' X Q 1•.I 21/4' F. RH. P-NAILS ' 1 'I.. 1.. 3" O.G. BOTH WAYS 6 1•, O C-.1 (. A AG E _ i_ (OR OTHER OPEN'G) Zfill 1- 15/32' APA-RATED SHTH'G a ,FROM SINGLE SHEET, �'1' FASTENED PER SHEAR ll1 = Z I• SCHEDULE SPECIFICATIONS N AND NOTES W.p \-\- BLOCK ALL PANEL EDGES lQ1 PER SHEAR SCHEDULE T •I II . . SPECIFICATIONS 4 NOTES •I 'I • • REBAR oO GRADE z ±11 E -I 1 SEE SHEAR SCHEDULE AND • - w 111 NOTES FOR HOLDDOWN SPECS •I'I� . . PANEL WIPTI-I co i LI *3 TIES t /• '''' . _.__..'!_j 11 11 11 1111 (0 a) _ ==. II co IIS11 II 1111 2 Q 0 *3 TIES II a II u II E E 10" O.C. II II I 63 PLAN VIEW OF (3), I STEM WALL EACH SIDE 1II II II II \4 CONC. SLAB --71----Iri u n II 11 11 II 11 II II d#A__, 1----li= _II II II MN. 12"x12" CONT. _ *5 REBAR WI 24° HOOK FOOTING 6 GARAGE TOP 4 BOTTOM 6 CORNERS DOOR W/ (4) *4 CONT. y Ci-- , NAIRROLU S EAIR FANEL / NO SCALE (REDUCES PANEL HGT.) NRWSHEAR30 -7ir EMIIMIEIE173ERE CIVIL- STRUCTURAL ENGINEERS DATE—TE_ 02—23_11 10570 SE WASHINGTON ST. STE 212 PH: 15031 254-6292 1�t SC/ PORTLAND, OR. 97216 FAX 15031 254-6761 Page 10 EDGE NAILING (2) 2x OR LARGER EDGE NAILING 11 11 DEFENDING ON N.D. LARGEST STRAPS TOFCORNERT-4 ( ) µD rzwg if/ AD %AM �� LARGT OF THE (2) !I� C2) 2X OR LARGER �I HD'S ESCORNER % (DEFENDING ON H.D.) j FOUNDATION 6 UPPER FLOOR CO'N'I5I\E I IOI ID OWN �0 � SCALE: 3/4: = 1'-O" COMM-HD DRAWING NOT TO SCALE DRAWN 5'i'- JX. CIVIL- STRUCTURAL ENGINEERS DATE-- 02-23-11 10570 SE WASHINGTON ST. STE 212 PH, 15031 254-6292 7�"� S�/ PORTLAND, OR, 97216 FAX: (5031 254-6761 . Page 11 . DATE: 07/15/16 PROJECT: 22155 - J.T. Roth Const. vem1220DESCRIPTION: 2012 IBC, Binder-Stock SIMPLIFIED STATIC PROCEDURE-2012 IBC BY: WIND SPEED: 100 Adjustment Factor for Building Height A = .00 EXPOSURE: B Increase 110/B wind loads by O.: SEISMIC CAT: D to obtain 100/B Goo=2/3S.~) 0.850 1.2SD8U 1.02 I R: 8.5 snow load = 30 A upper1681 mean roof height, h = 30 ft A main: 2279 A lower: 0 V=1.2SoeVVoL/Fl ASD Load Combination V/I.4 ««U ASD DEAD V LOAD WALL HT. LINEAL SQUARE LOAD SEISMIC COMB. UPPER FLOOR PSF HEIGHT FEET FEET POUNDS POUNDS Eq. 16-18 ROOF/CEILING 15 1881 25215 3957' 2826 EXT.WALLS 10 8 184 7360 1155 825 INT. WALLS 8 8 200' 8400 1004 717 BRICK 40 0 0 0 0 - TOTAL 38975 6116 4369 MAIN FLOOR ' ROOF/CEILING 15 495 7425 1165 832 FLOOR 10 1504 15040 2360 1686 EXT. WALLS 10 9 176 7920 1243 888 INT, WALLS 8 9 100 3800 565 404 WALLS ABOVE 13760 2159 1542 DECK 10 280 2800 439 314 BRICK 40 0 0 0 0 TOTAL 50545 7932 5865 LOWER FLOOR -ROOF/CEILING 15 0 0 0 FLOOR 10 0 0 0 EXT. WALLS 10 0' 0 0 0 INT. WALLS 8 0 0 0 0 WALLS ABOVE ' ' 11520' 1808 1291 DECK 10 0 0 0 BRICK 40 0 0 0' 0 TOTAL ' 11520 18081291 REDUNDANCY FACTOR = 1.0 or 1.3 per ASCE 7-10 12.3.4.1 and 12.3.4.2 ^/U|VVwab/m Luod (p|f) Floor to Floor Holdown Floor to Foundation Holdown Shear wall wind/seis Tag Load Type Tag Load Type S' 280/260 1 1600 owur12x36^ 6 2684 STHD14RJ A 350/350 2 3430 omnr1ux4or 7 5090 HTT5 B 800/000 3 4700 uMST12x60^ 8 787U ' HDU8 C 896/840 4 6210 cwoT/uxru^ 9 9535 HDU11 D 980/080 5 _ 9215 cmer�oxeo'' 10 14445 HDU-14 E 1280/128/7 ' ? 14446 to high F 1540/1540 Page 12 DATE: 07/15/16 PROJECT: 22155 -J.T. Roth Const. • WALLS LOAD WALL SQ, FT. LINE LENGTH OF SHEAR WALLS(FEET) TOTALHGHT. BRICK NOTES 0.0w V2 3.0 4.6 3.0 3.0 13.6 8.0 0.0 V4 16.0 6.2 2.9 5.9 31.0 8.0 V5 5.6 4.1 3.9 8.4 22.0 8.0 V6 4.2 13.0 17.2 8.0 V7 6.2 6.2 8.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 90.0 M1 22.0 22.0 9.0 M2 2.0 2.0 3.0 3.0 10.0 9.0 M3 9.0 16.4 4.6 30.0 9.0 M4 4.0 15.2 5.9 25.1 9.0 M5 5.0 3.0 8.0 9.0 M6 2.6 8.0 10.6 9.0 '11/17 17.0 7.0 3.0 27.0 9.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 132.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Page 13 . DATE: 7/15/16 PROJECT: 22155 - J.T. Roth Const. WIND 110/B 100/B SHEAR ADJ. X= LOAD FROM TOTAL TOTAL WALL 110/B 100/B FRAME NOTES ABOVE LOAD LOAD LENGTH PLF PLF Y=CANT. 0 0 0 0 0.0 0 0 V2 4723 4723 3903 13.6 347 287 0 0 0 0 0.0 0 0 V4 5332 5332 4406 31.0 172 142 V5 4350 4350 3595 22.0 198 163 V6 3752 3752 3101 17.2 218 180 V7 2150 2150 1777 6.2 347 287 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0' 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0, 0 0 0 0 0.0 0 0 0 20307 M1 2068 2068 1709 22.0 94 78 M2 2734 4723 7457 6162 10.0 746 616 M3 2735 2735 2260 30.0 91 75 M4 2036 5332 7368 6089 25.1 294 243 M5 3236 4350 7587 6270 8.0 948 784 M6 3044 3752 6796 5617 10.6 641 530 M7 2188 2150 4338 3585 27.0 161 133 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0,0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 38348 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0' 0.0 0 0 0 0 0 0 0.0' o 0 0 0 0 0 0.0 0' o 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0' 0 0 0 0 0 0 0.0 0' o 0 0 0 0 0.0' 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0_ 0 0 0 0.0 0 0 0 0 Page 14 DATE: 07/15/16 PROJECT: 22155 - J.T. Roth Const. • SEISMIC SEIS. TOTAL SQR. % SETS. MAX. ADJUST DIREC. FLOOR FEET OF FLR WALL BRICK FROM TOTAL UNIT REDUN. REDUN. UNIT F-B L-R SHEAR SETS. SHEAR SE'S, SETS. ABOVE SEISMIC SHEAR FACT. FACT. SHEAR 0 4369 0% 0 0 0 0 1.00 0 V2 X 4369 693 41% 1801 0 1801 132 1.00 1.00 132 0 4369 0% 0 0 0 0 1.00 0 V4 X 4369 987 59% 2565 0 2565 83 1.00 1.00 83 V5 X 4369 678 40% 1762 0 1762 80 1.00 1.00 80 V6 X 4369 737 44% 1915 0 1915 111 1.00 1.00 111 V7 X 4369 265 16i% 689 0 689 111 1.00 1.00 111 0 4369 0% 0 0 0 0 1.00- 0 0 4369 0% 0 0 0 0 1.00 0 0 4369 0% 0 0 0 0 1.00 0 0 4369 0% 0 0 0 0 1.00 0 0 4369 0% 0 0+ 0 0 1.00 0 O 4369' 0% 0 0 0 0 1.00 0 0 4369 0% 0 0 0 0' 1.00 0 0 4369 0% 0 0 0 0 1,00 0 0 4369 0% 0 0 0 0 1.00 0 200% 0 8732 + M1 X 5665 240 11% 597 0 0 597 27 1.00 1.00 27 M2 X 5665 672 29% 1671 0 1801 3472 347 1.00 1.00 347 M3 X 5665 878 39% 2183 0 0 2183 73 1.00 1.00 73 M4 X 5665 730 32% 1815 0 2565 4380 174 1.00 1.00 174 M5 X 5665 689 30% 1713 0 1762 3475 434 1.00 1.00 434 M6 X 5665 972 43% 2416 0 1915 4332 409 1.00 1.00 409 M7 X 5665 378 17% 940 0 689 1628 60 1.00 1.00 60 0 5665 0%A 0 0 0 0 0 1.00 0 0 5665 0% 0 0 0 0 1.00 0 0 5665 0% 0 0 0' 0 1.00 0 0 5665 ' 0% 0 0 0 0 1.00 0 O 5665 0% 0 0 0 0 1.00 0 O 5665 0% 0 0 0 0 1.00 0 5665' 0% 0 0' 0 0 1.00 0 0 5665 0% 0 0 0 0 1.00 0 0 5665 0%' 0 0 0 0 1.00 0 200% 20066 O 1291 0% 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 1.00 0 O 1291 0% 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 1.00 0 0 1291' 0% 0 0 ' 0 0 1.00 0 0 1291 0% 0 0 0 0 1.00 0 0 1291 0% 0 0' 0 0 1.00 0 0 1291' 0% 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 1.00 0 O 1291 0% 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 1.00 0' 0 1291 0% 0 0 0' 0' 1.00 0 0% - 0 Page 15 . DATE: 07/15116 PROJECT: 22155 - J.T. Roth Const. WALL SUMMARY WIND Narrow INCR CONTR. MAX. SHEAR WALL min UNIT Panel SEIS DESGN UNIT UPLIFT w/nares w/o HOLDOWN sill NOTES SHR increase SHR W S SHEAR incr incr pit. 0 0 1.00 0 0 0 0 ORO V2 287 1.33 ' 177 X 287 2296 A A 2 OR 6 2x 0 0 1.00 0 0 0 OORO V4 142 1,38 114 X 142 1137 S S 1 OR 6 2x V5 163 1.03 82 X 163 1307 S S 1 OR 6 2x V6 180 1.00 111 X ' 180 1442 S S 1 OR 6 2x V7 287 1.00 111 X 287 2293 A A 2 OR 6 2x 0 0 1.00 0 0 0 0 OR 0 0 0 1,00 0 0 0 0 OR 0 0 0 1.00 0 0 0 0OR0 0 0 1.00 0 0 0 O OR O 0 0 1.00 ' 0 0 0 O ORO 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 O ORO 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 0 OR 0 M1 78 1.00 27 X 78 699 S S 0 OR 0 2x M2 616 1.75 608 X 616 5546 C C 4 OR 8 3x M3 75' 1.00 73 X 75 678 S S 0 OR 0 2x M4 243 1.13 196 X 243 2183 S S 2 OR 6 2x M5 784 1.50 652 X 784 7054 D C 5 OR 8 3x M6 530 1.73 707 X 707 4769 D B 4 OR 7 (2)2x M7 133 1.50 90 X 133 1195' S S 1 OR 6 2x 0 0 1.00 0 0 0 O OR 0 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 ' 0 0 0 0 OR 0 0' 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 OORO 0' 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 0 OR 0 0 0' 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 O OR 0 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0' 0 O ORO 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 ' 0 0 OORO 0 0 1.00 0 0 0 a O OR 0 0 0 1.00 0 0 0 O ORO 0 0 1.00 0 0' 0 0 OR 0 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 - 0 OR 0 0 0 1.00 0 0 0 0 OR 0 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. (0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - 01) Top chord 2x4 HF #2 120 mph wind, 22.15 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. :Lt Slider 2x6 HF #2: BLOCK LENGTH = 1.500' :Rt Slider 2x6 HF #2: BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X5= Al • 1,5X44111115.1 X4- #11111111111111.pplailliiiiiiiiiiiii.11111.11111 107-11-0 3X3X53X10(E3) III —J 5 3X10(E3) III /� 5L- 0-10-0 �� \ 0-10-0 A01_18-2-4 -T- 3X5(E3)e- 3X5(E3) 1-02 4-4-13 8-6-0 4-1-3 ""1_ 4-1-3 86-0 4-4-13 J 8-6-0 8-6-0 >. 8-6-0 8-6-0 17-0-0 Over 2 Supports a R=838 U=38 W=5.5" R=838 U=38 W=5.5" RL=159/-159 Design Crit: IRC2012/TPI-2007(STD) ! PLT TYP. Wave FT/RT=2% 0% /4 0 16.01.00.l_.W?7_:e,, OR/-/1/-/-/R/- Scale =,3125"/Ft. Truss Components of Oregon ((503))357--118 •'WARN INGI••READ NO FOLD ALL NOTES ON THIS mom! Z... 6, TC LL 25.0 PSF 825N4thAve,Cornelius OR97113 ••1 + •• �N18HTHIS DIMINOTOALL CORMCTORSINm'WINGTHE INSTNlERS, 'cS REF 8717$- 68253 Truates edition a ams c re In nnComponen Safety Information. in telling and bracing.safety practices t follow COaG(NLC� �0 h.latest l o ergcsl (Building component Safety innrmetio. TPI and v cq for..f. r.«<se prior 7 i) .p 17 • TC DL 7.0 PSF DATE 07/14/16 „ e perform.alN have craa<.an.structural sheathingam Pot bo chord der oil hays aepr p ea occ...ae. 83294PE top mare shall properFye t sea < d .II h `coy. Q IIIT'� r-gitl ceiling. Lpcat Ions c r permanent lateral ns f web halisF a bracingPl�talletl perhBC51 ..,,,- BC DL 10.0 PSF DRW CAUSR7175 16196016 A I' ��N ' sections 87 or as applicable. Is Apply to nh race or er stand position hownsshov`r u. . e Joinc Oecewlz,unleca n e 160A-Z f and p tap,na,a g�,,d,s Ana ,6 nc.ea„,,, a soya, 07/14/2016 BC LL 0.0 PSF CA-ENG PBC/RTT wing,any failure to build the truss�n conformance with ANSI/TPI°1.or°ior',="i enipping'o TOT.LD. 42.0 PSF SEQN- 54017 AN ITW COMPANY instal lotion A bracing of trusses. OREGON . A Seal an this drawing or emus poggo lining til.drawing, Indiaat.s.ae.pt.nee or prar.Selwal.nginwing 13 ra.palbi Iity solely for tne design due.,. The suitability and we of Ni.dryT ,v drawing Ter any.epwr.1.elf m G ``n 14,200 0 8351 ROvaga CiRIe raapan.IGllity or the Building Designer per ANSI/T01 1 Sea,2. *sell t OUR.FAC. 1.15 FROM BB Sacramento,CA 93828 For mare lnrorm. ton chi.Jena g neral n web T»- ALPINE:www.alpineicw,camCTPl6w.w p zt, geIITCA.sam.sbcindustry.comi ICC,we.leesere,org RENEWS:6!302016 SPACING 24.0" JREF- 1VSC7175Z11 0 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - K ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x3 HF #2 :M9, M10, M11 2x4 HF #2: DL=6.0 psf. :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' :Rt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS with additional C&C member design. Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face and 24.0" span opposite face. Top chord Provide lateral wind bracing per ITWBCG wind bracing details or per may be notched 1.5'I deep X 3.5" at 48" o/c along top edge. DO NOT engineer of record. 2X3 studs require reinforcement at 70% of the OVERCUT. No knots or other lumber defects allowed within 12" of notches. length tabulated for 2X4 studs of the same grade. Do not notch in overhang or heel panel. See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind (a) Continuous lateral restraint equally spaced on member. bracing requirements. Bottom chord checked for 10.00 psf non-concurrent 4X5=-- Deflection meets L/360 live and L/240 total load. Creep increase bottom chord live load applied per IRC-12 section factor for dead load is 1.50. 301.5. 8 T T 10 , : 10-0-0 A 3X5 11111111111 ' 0-0-0 NN; 1* 0-0-0 p�T r T Y 9-1-0 5X5(E3)- 3X5- 5X5(E3)-- Y 3X7(E3) Ill 3X7(E3) Ill 1-0-01-0-0 ti I_ 11-0-0 J.. 11-0-0 -J l< 22-0-0 Over 2 Supports >1 R=122 PLF W=12-0-0 R=132 PLF U=8 PLF W=10-0-0 RL=17/-17 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00.' OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon (503)357.-118 "WARN INGI••READ ANO FOLLOW ALL NOTES ON THIS DRAWING! c..0%- •,... .,,s. ' S REF R7175- 68254 / S TC LL 25.0 PSF 825 N 4th Ave,Cornelius 0 97113 ••INPORTNm"a FURNISH THIS DAMNS TO ALL CONTRACTORS INCUIDINO THE INSTALLERS. `% iN Trusses r ems re in fabricating,handling,slipping. installing ane bracing.Refer t ♦♦...4� aG CIS O .latest edition extreme care Compo Safety Information.by TPI an RCA)r r safety p V C.p TC DL 7.0 PSF DATE 07/13/16 o wsM1gl C Component 1pravltle tmnp�rary bra Ing peer BC51.for less n yca[ac see BBZN4PE 9 ` / BC DL 10.0 PSF DRW CAUSR7175 16195055 ie ceiling L owe M1awn for pare e[I Cera area gralnt ave brat gp ellVeperBC81 ■[l l]N 6n[an,Blc[a s unCeas`eppiaaEe.,sMpl epaatec'E�aw aN f.ce Cf aur atnntlHptlalTo a aosfev [i frau[nis Ilul�-17 a Joln[0 [.e [n res . r t Ingz 160,1-Z f r 1 t [Alpine., ,,,."enl,e,ng"paPpn�[a Gra,Inc.anal I,� 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/PTT awing,a of lure[ uild t uzs in wn ormenee wi[M1 ANgI?PIbl,ror or antliing�"sdipping,o" AN ITW COMPANY instal at ion a braci.re.trusses S9ib1 /� OREGON TOT.LD. 42.0 PSF SEAN- 53993 cover weal on thio droving or eer peg.listing*h1•grainy Indleetee eeeept.nea of prefwlenel engineering N �e r..penalbl IICy solely for the design Chown. The suitability and use of this drawing for any structure I•The SLY 14,gy1P 0 8351 Romana Circle respanslbl Illy or the Building Designer per ANSI/IPI 1 Sae... SSelf Tai DUR.FAC. 1.15 FROM BB saerammlo,CASIU28 ALPINE.ww. p e,tw eam`TPI"www g.n.ral Stisg�as efp we' sale erg SPACING 24.0" JREF- 1VSC7175Z11 Ctpinst.crg:RCA. try.cam: ICC,www. RENEWS:6/382018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - K1 ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud :W2, W3 2x4 HF #2: DL=6.0 psf. :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' :Rt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X5= I1 T 1.5X4$ 1.5X4$ 10-0-0 107 —ALI 3X59llk 3X7(E3) III 3X7(E3)m 0-10-0 ;� - .. - , 0-10-0 9-1-0 — T 3X5= 17.1T 5X5(E3).- 3X5= 3X5= 5X5(E3) L1,J L1.J 5-6-0 I_ 5-6-0 l_ 5-6-0 r I_ 7-416-0 -4 50 6-0 7-4-0 T 7-4-0 '4 l- 11-0-0 ,I, 11-0-0 J 1< 22-0-0 Over 2 Supports %I R=1044 W=5.5" R=1044 W=5.5" RL=186/-186 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00 !.0-17eRlF� OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon 503 357-.118 ...WARN INGI••READ NO FOLLOW Au NOTES ON Tx1S DRAMS! 4 S TC LL 25.0 PSF REF R7175- 68255 po ( ••tIPDRTNIT•• FNIISH'MIS DRAM=TO ALL=TRACTORS INCLINING THE INSTALLERS. �/ �401W L.$. �0 825 N 4th Ave,ComeLus OR 97 13 and br ing.Itef.r< ro l Ian � C C-1' ; edition; TC DL 7.0 PSF DATE 07/13/16 latest on or BCS!(Building component safety Information.a TPI, MA)for safety practices prior 83284PE ceiling. Loc ion&sham for permanent lateral Pnt shall Par have installed vper acsi praper„y a e"ena•mtt I I I, .PrWC1c. BC DL 10.0 PSF DRW CAUSR7175 18195054 Bid cel Ing. Locations s axnfmrpermanenlleterelres 1 of w h g a dtper BCgI A I1� 0 N R,.RT.�N,o.a.eno "°Nara fl.�o � ear ata��d ' <^a nt octal la. le . 'afar< iNw_zer r PL<e P= "`•"'' ` d 07/114/2016s: BC LL 0.0 PSF DRW CA BFR/BTT �a tAlpine,.aim s or ITN a"ildlni con,onen c ^lnY. .b b ro.pona mg^Tor anyada on swing,any failure to bu Id the Tessa in m J, b 14;,,n Pl 1." ing,e^Ipp:"g. OREGON AN 1TW COMPANY installation A bracing or trusses. �y C TOT.LD. 42.0 PSF SEON- 53990 A seal en this draeinS Sr cover page listing this drawing. Indle..,acceptance or professional.ogln..ring 0, wLr 14,ab m responsibility solely for the design shown. Two suitability one uao of thio drawing for an,.trueWre Io n.. t DUR.FAC. 1.15 FROM BB 8351 Roy=Circle responsibility or the Building Designer per ANSIRPt 1 Seo.2. BelTan Sacramento,CA 93828 Pnr mo Icn sgeneral^ tl."`w•b RENEWS:613012A16 SPACING 24.0" JREF- 1VSC7175Z11 ALPINE':...min e,<w.cow TPI Ge ww.p IL st.org:NTCA:ewa.sbcindusery.crm; MC: wwa.icesafe.org THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - K2 ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF #2 :W1 2x4 HF Std/Stud: DL=6.0 psf. :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS with additional C&C member (a) Continuous lateral restraint equally spaced on member, design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Right end vertical not exposed to wind pressure. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 2X4 III 3X5ll 10-3-5 10 3X5 i 3X7(E3)III 0-10-0 M 5X5(E3)= 1•5X4 III 3X5(R)III 11,E I' 5-8-0 5-6-4 1"12 5-8-0 I 5-8-0 F11-4-0 Over 2 Supports R=577 W=5.5" R=497 U=56 RL=169/-78 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2% 0% /4 0 16.01.00 {'_`RR• _ OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon (503)357-2118 •NARNINGI'eREADANDFOLLOWALLNOTESDNTHISIxW1NCI 825 N 4th Ave,Cornelius OR 97113 ••INPOIrtAPT•• FURNISH THIS DRAPING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. r..,, �G(N'FFSAOTC LL 25.0 PSF REF 87175- 68256 Trusses require a ems re in fabricating,"ntlling,shipping, In tallingg antl r .Refer c foliaws latest on of SCSI(Butiding Components e y Information.by TPI an STLA)F act ces pr o (( DATE 07/13/16 nms^glchaeeefunctlona.`fartaller^eCallepr om rry�b ing ser HCcler a es owere, 83294PE 9 TC DL 7.0 PSF to chord a 1 properly y taahed structural ural ;dg tt hail" perly a /' BC DL 10.0 PSF gid eel have a lateralarea of web installed attached DRW CAUSR7175 16195059 n �� s B3,67 or 10,as applicable. Apply p d position a aboveand s A II PON : sections nt Details,unless no otherwise. a to face for stars ar positions. f n t"" 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/NTT ' V I l the a division or ITN G";ming Components croup Inc.ashen not a responsibleptor eany deviation OREGON ailuro build the truce d formanoe with ANSI/7P1b,,orforantlling.shipping. C TOT.LD. 42.0 PSF SEAN- 53995 AN ITW COMR4NY slowing,any 6 blure t of trusses. A goal en this drawing or cover Gaga hating this drawing, indicates amaptanw w profesalanal engineering 4 wLV14 god6 0 responalblllty solely for the design Yawn. The suitability and cam,of this drawing for ry atruotura fa the 8351 Rovaaa Curie rwpgnalblllb,>r Na Building Designer per APsl/TPI 1 Sac.Y. 88 elf Tan•.i DUN.FAC. 1.15 FROM BB Sacramento,CA 95828 or more;nforme Id!6s Job's notes page t,eae web s ALPINE:F.alpineite,wmCTPIwww p ',NrRA'wae.s ustry.con; ICC:rrw.iccsafe.org RENEWS:6/30/2D16 SPACING 24.0" JREF- 1VSC7175Z11 J THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - G ) Top chord 2x4 HF #2 120 mph wind, 23.10 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x3 HF #2 :M9, M10, 1411 2x4 HF #2: DL=6.0 psf. :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' :Rt Slider 2x6 HF #2: BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS with additional C&C member design. Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face and 24.0" span opposite face. Top chord Provide lateral wind bracing per ITWBCG wind bracing details or per may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT engineer of record. 2X3 studs require reinforcement at 70% of the OVERCUT. No knots or other lumber defects allowed within 12" of notches. length tabulated for 2X4 studs of the same grade. Do not notch in overhang or heel panel. See DWGS A12030ENC101014, GBLLET1N1014, & GABRST101014 for gable wind Bottom chord checked for 10.00 psf non-concurrent bottom chord live load bracing requirements. applied per IRC-12 section 301.5. 4X5.-=- Deflection meets L/360 live and L/240 total load. Creep increase (a) Continuous lateral restraint equally spaced on member. — factor for dead load is 1.50. 8 7- 10 9-9-14 11 10 1111111111111111166.: 1 3X5o� 3X59 0-10-0 �' iii �' 1 2 t 5X5(E3)= 5X5= 3X12(E5) UI 3X7(E3)III L1.J l- 10-9-7 _I_ 10-4-9 J 21-2-0 Over 2 Supports R=135 PLF W=12-0-0 R=107 PLF U=16 PLF W=9-2-0 RL=16/-17 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00 :�+,tRl}_x^/� OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon 15032357-2118 ...WARNING!**Ream No FOLLOW ALL xmEs oN'Ms°RANI.OI �( • `J' 825 N 4th Ave,Cornelius OR 97113 "eIYPpRTMR" FURNISH IMIs LOANING To ALL caliTRACTORs mamma THE INsrAUERs. \�4 �01t44n S'iOw TC LL 25.0 PSF REF R7175- 68257 Trustee r sprit ting,h Safety I,oM1lation. n to and enA r ins.Refer t folie. V -r 1 the latest ea" ar eesl(eunemg Componentracy Information.ey TPI a WrcA)* safety Pr. prior (V 88294PE 9 TC DL 7.0 PSF DATE 07/13/16 f. en;lccnet ara.etP, In �IIeH^ 'c'w t rtWe 1�'aceler e.e,wteae, ANIIIINk9mb,,.ea,N.l LeeB10. applicar Perm res as showniab. andGSI BC DL 10.0 PSF DRW CAUSR7175 16195o51 A I1 1.�1 N l� �t Rata g gist applicable. f ia� it Apply : see a aaPedtaPn� above e eta°i^` ° ` 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/STT IPI^ i ITW Bullhin Cmponen s Group Inc: respond It for vi Bien ar,nmy; an'r gie`c°b I a c.v In ew,ferm,na nmnule lirrlb`i er.er n,nal ing,:b aping. OREGON AN ITW COMPANY Intel ati .bracing of trusses. , TOT.LD. 42.0 PSF SEQN- 53985 A.cel en t Is drawing or aay.r pace listing cel.droning. Inela.tee acceptance of Pref...Ion.I.nelncerine 'VEY 14,20 0 . olb�is or Building oe:" r Thia NISI/TP�tI6See,z. e.e of cels arwlnA for.,.t at r.I.t,w tya DUR.FAC. 1.15 FROM BB 051 RovanaCimlee►l Tan Sacramento,CA 95828 Fnr mo ien t gen.r.l n eeb ALPINE:wan, ipi,Itr.c°m`TPI:now p .corp:IIRA:anra.sbcirclustry.com ICC,wt.lce,.fe.org RENEWS:6/302016 SPACING 24.0" JREF- 1VSC7175211 / THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - G1 ) Top chord 2x4 HF #2 120 mph wind, 23.10 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud :W2, W3 2x4 HF #2: DL=6.0 psf. :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' :Rt Slider 2x6 HF #2: BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X5= T E1 10 1.5X4% 7 1.5X4/// 9-9-14 10 3X5 o�3X7(E3)Ill .� Allikl3X5 , 1.2-, 0-10-0 =� _ .. = 408-2-4 _L _- 3X5= YY 5X5(E3)= 3X5= 3X5= 3X12(E5) Ill L1...1 5-8-0 I_ 5 1-7 'l_ 5-1-7 J, 5-3-1 ,7 I"' 7-4-8 i 6-9-15 I 6-11-9 '1 l- 10-9-7 _I_ 10-4-9 J Ic 21-2-0 Over 2 Supports R=1009 U=60 W=5.5" R=932 U=47 W=5.5" RL=174/-181 Design Crit: IRC2012/TPI-2007(STD) • PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00 fe11PIRDP6. OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon (503)357-2II8 •'WARN INGI••REM MO FOLLOW ALL NIMES ON THIS OWNING] 4� G wsj TC LL 25.0 PSF REF R7175- 68258 825 N 4th Ave,Cornelius OR 97113 ••I T •• FURNISH THIS MANNA TO ALL CONTRACTORS INCLUDING THE INSTALLERS. II��Gj ` l N(`�n O fabricating,handling, shipping, installing e and bracing. "s Refer to and ce£prior f4. 83294PE -r IP TC DL 7.0 PSF DATE 07/13/16 Trthe usses re extreme BCSca(Buildinge ii ricatinghSafety g,shiating,M n )f y practical p l(/ noted otheraise, it. tto op chord shat...tic., properly Installers anest Ie!sall heathing gvide temporary bracing per r all ` e properly ova anon r performing a proper„yettached st a etM1 Ing Cotton ,I M1eve properly a shown I'rT'TIIIII 11�--��-i�1� rigidM1ceiling.'hLocations. for perm raw of webs shall have bracing installed`p attached BC DL 10.0 PSF DRW CAUSR7175 16195041 A 1L El N `t Ions 83,R]or unless otherwise. R plafer to lateral not for r sttaandar` for positions. Prw this e,tint ge.,,n, a Refer ` face of:r °';plata P ° 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/PTT "Alpine.a division of ITW Building component,croup Inc.shallb responsible f any deviation OREGON with ANSI/TPI 1,or for handling,shipping. AN ITW COMPANY drawing, failure e°"t:usses.r""'"conformance "` r TOT.LD. 42.0 PSF SEAN- 53982 A aesl on this drwing or cover pogo listing this drawing, indicates eccptenw of Profwlan.l onglnesring <0!..,�L0 rrpenalGl l ley solely for the domicil Chaim. The suitability end use of this drawing far aro structure Is the 14 Y 14,� •`� DUR.FAC. 1 15 FROM BB 8351 RovanaCilcle rsapireibi lits of the B•I lelro Orions'per ANSI/TPI t Sec,. 01 Tan Sacramento.CA viazs For more Citssee a •J.••general" -�f' RENEWS:6326 SPACING 24.0" JREF- 1VSC7175Z11 ALPINE:wom.elp aitw.cemTPIOma p z.erg;WTCA:ww.ahcindus y w: ICCwaw.icesafe, g THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - G2 ) Top chord 2x6 HF #2 2 COMPLETE TRUSSES REQU I RED 1 2 Bot chord 2x6 DF-L SS Webs 2x4 HF Std/Stud :W3 2x4 HF #2: Nail Schedule:0.120"x3", min. nails :Rt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.652':Lt Wedge 2x6 HF #2: Top Chord: 1 Row @12.00" o.c. Bot Chord: 2 Rows A 4.00" o.c. (Each Row) Special loads Webs : 1 Row w 4" o.c. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Use equal spacing between rows and stagger nails TC- From 68 plf at 0.00 to 68 plf at 10.79 in each row to avoid splitting. TC- From 68 plf at 10.79 to 68 plf at 21.17 4" o.c. spacing of nails perpendicular and parallel to BC- From 10 plf at 0.00 to 10 plf at 21.17 grain required in area over bearings greater than 4" BC- 1223.65 lb Conc. Load at 1.44, 3.44, 5.44, 7.44 9.44,11.44,13.44,15.44,17.44,19.44 120 mph wind, 23.52 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Wind loads and reactions based on MWFRS. DL=6.0 psf. Deflection meets L/360 live and L/240 total load. Creep increase factor JT PLATE LATERAL CHORD for dead load is 1.50. No SIZE SHIFT BITE 4X8(R)In [ 5] W4X5 3.75 L 1.25 [ 6] W3X7 S 4.25 [14] W3X7 S 4.25 II [15] W4X5 3.75 R 1.25 10 I- 7 10 4X5[5]�i 4X5[15] /1141, 9-9-14 3X5o� 0-10-0 nk ...I . 1 111111 N 1111111111111116 _ 18-2-4 1 11 - 3X7[6] III 8X8= 6X8(82)= H0508= 6X8(E5) III 3X7[14]11 -5-4-12 T 5-4-11 w.w 5-4-11 + 4-11-14--x-I L. 10-9-7 _I 10-4-9 _I 21-2-0 Over 2 Supports R=7075 U=573 W=5.5" R=6817 U=554 W=5.5" Design Crit: IRC2012/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave „WARNINGI••RE.OMOFaLawT//RRT=2%(71115 0%)/4(0) 16.01.00�refPfWF4s OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon ((503))357-1118 „IM PORTANT„ FURNISH THIS DRAWING m AL1.CONTRACTORS 1NCLUDIMG TIE INSTALLERS. mak' aG INFO �p TC LL 25.0 PSF REF R7175 68259 825N4th Ave,Comellus01297t13 rrba,a.r Nene ,re;n rebrlaat;ng.M1,wling.eniPPing, in t.11;ng.nd Ina.Rarer tP antl C7 (p •Q 'la pgpsl (Building Component Safety Information,by TPI a NIDA) r safety practices p t4 832e4PE 9 TC DL 7.0 PSF DATE 07/13/16 �. °a IeM1latest alchose l l,Fw function a tfo Installers anme11P5a«de temporary bracing Per Bvvlbrallnlma noted otherwise, Qom'/ BC DL 10.0 PSF DRW CAUSR7175 16195053 'Pc Locetione oM1exn an etulateral rvs a of w Fall's II n ve g a Ietltp rwBC51 aa'M1 gs°geT er Gro,ea'eppl le.ele. ApplyR p e a I:.ae ef"" d pa.ltlo as M1e. d n 07/14/2016 L o�O M1e nt gaai I,. n`e=e a atl etM1e ;ea. efaraanaar.to 6�tz ae or a ""` `r" t 11 BC LL 0.0 PSF CA-ENG BFR/PTT /�1 T AlP;na.a d; ia;e ar I N RP;Iding edmpPnante cra P IRP.,n n reaPa ;elePr r am tl P OREGON Cawing,any failure o build the truss In on M1 ANSI/TPI 1.o Ing,shipping, ,A C TOT.LD. 42.0 PSF SEQN- 53988 AN RW COMPANY instal.tion s bracing of trbeeee. /'a A...1 an this droving or carer page listing this drawing, Indicates acceptance of pralu.ion.l ngineering 4 wLV 14,913 e respcn...111s,solely for the design ahem. 3h•suitability and use of this droving for aro struoturs i•the $8@"Tail.' OUR.FAC. 1.15 FROM BB 8351 Mom CitricresPdn.lbll lty or the Nplldlna Designer per ARSI/TPI T Seca. Sacramento,CA 95828 RENEWS:6/30/2016 SPACING 24.0" JREF- 1VSC7175Z11 ALPINE:ww.elp eits.con.TPawn P et.o gWITS: r„w.sbcinduet y.on, ICC:www.loccafe.org 11111.1.111 . THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - B ) Top chord 2x4 DF-L #1&Bet. 120 mph wind, 22.04 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x3 HF #2 DL=6.0 psf. :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' :Rt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS with additional C&C member design. Calculated horizontal deflection is 0.17" due to live load and 0.24" due to dead load. Truss designed to support 1-0-0 top chord outlookers and 5 PSF cladding on one face in area (0) only, and 24" span on opposite face. Provide lateral wind bracing per ITWBCG wind bracing details or per Top chord may be notched 1.5" deep X 3.5" AT 48" o/c along top edge. engineer of record. 2X3 studs require reinforcement at 70% of the length DO NOT OVERCUT. No knots or other lumber defects allowed within 12" tabulated for 2X4 studs of the same grade. of notches. Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101O14 for gable wind applied per IRC-12 section 301.5. bracing requirements. (5) Add 2x4 DF-L #1&Bet scab to be attached to one face Deflection meets L/360 live and L/240 total load. Creep increase of top chord with 10d (0.128"X3.0") nails at 6" o.c. 4X5(R1)/// factor for dead load is 1.50. Top edge of scab should be 1.5" below the existing top edge of the top chord. A'i► JT PLATE LATERAL CHORD 11% No SIZE SHIFT BITE ' 1444A f` S) [19] W1.5X4 S 2.50 (S) 2x4 x 6-0-0 2x4 x 4-0-0 7_8_8 10 � � 1I o�: 74i1ilii 73III. ■ . Now T- `=. , 18-2-4 5X.( 3)= 1.5X4[19] III 5X (E ) (0) t1 I- 10-9-12 tv1' R=961 U=42 W=5.5" I 8-3-0 I 8-3-0 _I RL=175/-175 R=217 PLF U=13 PLF W=4-11-8 16-6-0 Over 2 Supports Note: All Plates Are 1,5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00 %At!,PliOns OR/-/1/-/-/R/- Scale =.3125"/Ft. Truss Components of Oregon 503 357-2118 ...WARNING!**READ NO FDLLUM ALL NDTEs on nos DRAWING! �G,v' IN fi�S� TC LL 25.0 PSF REF R717$- 68260 po **IMPORTANT** FURNISH'MIs DRAWING TD ALL CONTRA°TdNi INCLUDING THE INSTALLER.. G E O 825 N4tl1 Ave,Cotneltus0 97113 Trusses rextreme re inn fabricating,handling.shipping. In tai antl Ing.Refer i fallow (9 4, " 'f. e latest edition care Safety Information.b installing NTCA)rP r safety practice.prier (y 83294PE 1, TC DL 7.0 PSF DATE 07/13/16 o '� mese fpufceip a Inetalleases lateral lde t rat Ing tler BCS!.for hated e1=7.;:n ehal ng installed nstr„ea e ! BC DL 10.0 PSF DRW eAusR7n5 16195061 t,�tlhcea nel L«atlanserfY�aiveGetlrmir tui h ares i oPt.rcb ins a b�par�aC51 All PONE d o �herrie. e fdrm:'Graf ;r:�oe�ndl i9 p iiI«a nm th,a eia°�t o�ia'1; neszn' ”"permanent ° s c,-=:r shcrn. 07/14GON BC LL 0.0 PSF CA-ENG BFR/GTT Alpi w ate„er rTr Gp nei..g eaanenents gr�p Inc.shall ow G reaps ate'prof any�de..ia.en f OREGON rs shy X brace to Gu now the irus..n ° w'h AN51/TPI 1,o n In Gipping. AN ITW COMPANY instal lotion®Gracing of traaaea• raiS r TOT.LD. 42.0 PSF SEQN- 53941 A oval an this shaming er cover page listing this drawing, Indleates ancept.nce of professional engineering 3 "ICY 14,1Gt 0 Ila l 11ty of tl�for l lain.Deeloner ps.ABS!suitability lSeea.,a we of this drawing for«,y.t...ee.r.i..... .sell.Fan a DUR.FAC. 1.15 FROM BB Bra oit5RovACircle582reeone _ _ _ gen,ra SPACING 24.0" JREF- 1VSC7175Z11 Sacramento,CA 9)$28 ALPINE:aar.alpineitr.co:TPI gleet.p„be g;NTCA:umm.shci Mus y oe; ICC:evm.,ccsafe.or9 RENEWS:6/3°2016 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. (0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - A) Top chord 2x4 HF #2 120 mph wind, 21.10 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x3 HF #2 DL=6.0 psf. :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' :Rt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' Wind loads and reactions based on NWFRS with additional C&C member design. Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face and 24.0" span opposite face. Top chord Provide lateral wind bracing per ITWBCG wind bracing details or per may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT engineer of record. 2X3 studs require reinforcement at 70% of the OVERCUT. No knots or other lumber defects allowed within 12" of notches. length tabulated for 2X4 studs of the same grade. Do not notch in overhang or heel panel. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Bottom chord checked for 10.00 psf non-concurrent bottom chord live bracing requirements. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X5= 1 10I iilk. 110 5-10-0 3X5 3X54./IM ■ 111111L.0-10-0 -10-0 -1- 5X5(E3)Em 5X5(E3)= 3X7(E3)III 3X7(E3) III 1 1°-J O-J L.- 6-0-0 _I_ 6-0-0 J k12-0-0 Over Continuous Support >1 R=123 PLF U=17 PLF W=12-0-0 RL=11/-11 PLF Note: All Plates Are 1.5X4 Except As Shown. • Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00 ' F'i,p OR/-/1/-/-/R/- Scale =.375"/Ft. Truss Components ofOregon 1503)357-1118 •aulalNGl••READ A10 FOLLOW ALL NOTES ONTHIS dwlN61 40fSs, 825 N4th Ave,Cornelius OR 97113 ofINPORTMfee FURNISH THIS°NNING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. `y 40IN�� /O TC LL 25.0 PSF REF R7175- 68261 Tramae requ erne r°In T:brl u[Inp.M1antlling,mM1ipping. Inacmll entl r logs Refer to antl Tollae the ° of BM(11urleing Component safety Information.by TPI and efrCA)f safety practices P 04 83294PE 'Q 9 ilI TC DL 7.0 PSF DATE 07/14/16 o �Perfar,s"gli nave propeOM1z. Inzvllec ralPzna °m ry hrecl�IPer nleaa notetl �e, am'' M1 ed st u atning anG�tam II n w a properly a`� r,gid°« Locations shows for permanent lateral restraint al have bracing :11051 BC DL 10.0 PSF All ,—`EIN he emotions D ai or unless noted'otherwise. Refer plates ctloraW n face of or stanch,°pl ite as positions.oVTra m a DRW CAusR7i7s lslssoi7 II LrJ) t Details."" a R°T°rc ,180A-z: to 07/14/2016 • BC LL 0.0 PSF CA-ENG PBC/RTT tAlpin°,°Ci..Sion of ITY Bulla ing Camponenta Group Inc.drawings wt a responsiblepfor eny Jwiation ' AN ITW COMB NY mace IIat�on cabracins r trusses.rr,,.In aonformana..Itn AxslirPlbi.ar far M1aneling.snipping. OREGON A Sul on tills sirwing or cover peps listing this drawing. Inlleates acceptance of prefveslensl engineering 3 "btYu,213 t 0 TOT.LD. 42.0 PSF SEAN- 54019 ponrespon.ibilicy of the Building ngfor the do.el pee ANSI suitability 1 S ."�use M this drawing for a,91 etrucYura Is the t DUR.FAC. 1.15 FROM BB 8351RBvana Ckle " *sell Tan Sacramo,I5CA95828 or sere inform:ion nia general n eeb SPACING 24.0" JREF- 1VSC7175Z11 E: . ALPINalp incite,tom eTPl�eva.ep inst.st.org,RCA:wwa.mbcintlus y,ae; ICC,eee.,ccsafe, g RENEWS:WO2016 3 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - F ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC ' Webs 2x3 HF #2 DL=6.0 psf. :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' :Rt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS with additional C&C member design. Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face and 24.0" span opposite face. Top chord Provide lateral wind bracing per ITWBCG wind bracing details or per may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT engineer of record. 2X3 studs require reinforcement at 70% of the OVERCUT. No knots or other lumber defects allowed within 12" of notches. length tabulated for 2X4 studs of the same grade. Do not notch in overhang or heel panel. See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Bottom chord checked for 10.00 psf non-concurrent bottom chord live bracing requirements. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase 4X5E. factor for dead load is 1.50. rte' 10 110 3X5.0 3X5@ 4-7-0 P ` 3X7(E3) III PI 3X7(E3) IU 0-10-0 ii ii .� . . . . . . 0-10-0 _ ._ . . . . . _ 1/ 9-1-2 i or 5X5(E3)= 5X5(E3) 1,‹ 1, 1-‹ 1' I— 4-6-0 _I, 4-6-0 ,J 1< 9-0-0 Over Continuous Support R=124 PLF U=28 PLF W=9-0-0 RL=11/-11 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP, Wave FT/RT=2%(O%)/4(0) 16.01.00 '-cOt °FE% OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-2118 ...IMPORTANT.. WW1NGI••READ AND FOLLOW ALL NOTES ON 1x13 DOMING! ��aGIN F �% TC LL 25.0 PSF REF R7175- 68262 825 N4 Ave,Cornelius OR 97113 FURNISH THIS dwING TO ALL CONTRACTORS INCLIMOg THE INSTAUERS. ane Truazer edition e t erne ere in febr,Pa_ nerng.a pwng. .1 i e,w .ng.Refer to feller (! '!' TC DL 7.0 PSF DATE 07/13/16 e latest o ofrBCSI (BOT'ding Compo Safety Information.byTPIa RCA)for safety prsoclees prier IQ 83294PE 9 mnnell�M1av pr pe z Inallemanns 1!ceaM1e rabr ptler ave bfeLn leas nocetl avteeo�an ��r -_ „o:a Oey a ee a M1e .mpa roger ly' BC DL 10.0 PSF now CAUSR7175 16195049 ,411116k tl ceiling. Locations eM1ownifor p r cu Mal Ces .i of web M1e11M1 9 ell perM1tl0C61 O) sl ,91.6>nr BID.e.ePPI ie.61e. APP pl.iee to. M1:ace of is ptian: BC LL 0.0 PSF CA-ENG BFR/RTT A L-F 1 N Aipi^nt Beiei la nnc as n-ee ocM1e pial„ sawn a n7';4: , r.t.arabanel a �::—frac-- 07REGO16 k___ .sip ion or ITN B";mens wrPonent,sro"P mo.sn reePo le for.nybaesi OREGON tl .any e re a f trusses. ru se „ae f .,-M1 ANSIrrPI ,.a na i° Ig. � TOT.LD. 42.0 PSF SEAN- 54015 AN RW COMPANY installationats drawing or coverer. d! C A...1 on this moiety or the design sign listingsheen. Thr uita i l i I aHUCa Srthisr h wig Tlw lens'structure .1 UV /T 2" ' ibittysolheBufaw rA suitability.e.use P. isdo.lnafar .w r.I..,. Waal'Ta OUR.FAC. 1,15 FROM BB 8351 82 Sacramento,CA 95828 e cM1e Feb RENEWS:6/302016 SPACING 24.0" JREF- 1VSC7175Z11 ALPINE'www.slPinelms.con:TPIwxw Ps.P g: RCA:waw.znci durtry.cam: CCwaw.iacsefe.org • THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - Fl ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS with additional C&C member Bottom chord checked for 10.00 psf non-concurrent bottom chord live design. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X5= I, 10 1111111 Hi, 1 10 3X5�i 4-7-0 3X3(R) el 1 3X7(E3) III lik) 1 1-8-0 0-10-0 III a: ■I ... 'JI 40-1-2 i , _ =� 3X5= 1.5X4 III • l< 1' > 5X5(E3)= I` 4-6-0 4-6-0 ''''' 3-6-0 3-6-0 3.1 I- 4-6-0 _I, 3-6-0 ,I 8-0-0 Over 2 Supports R=431 W=5.5" R=348 RL=28/-73 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(O%)/4(0) 16.01.00.0.R -Rgr OR/-/1/-/-/R/- Scale =.5"/Ft. Truss ComponentsAve,of CoOregon ((503))357-_118 aal r ...WARNING! • ISH THIS DRAWING TO ALL CORLOW ALL"�RACTOORoh S INCLII01llb THE INSTALLERS. .�4 �SSi TC LL 25.0 PSF REF R7175- 68263 825N4th Ave,ComeLusOR97113 Trusses req ems re In fabricating,handling,shipping. Installing and bracing.Refer t fella of? `G, GINa,FAA �O TC DL 7.0 PSF DATE 07/13/16 e on ofrRC51o(Building Component Safety Information,byTPIa RCA)for safety pre ea prior 2 ted ,00164, to,performingorhav functions. tache structural ratan ers shall provide and bo b per BCSI.have a pr properly aye and tla. a 8S204PE 9 to, shell these ses lateral r shall have reBofi, / BC DL 10.0 PSF DRW CAUSR7175 16195047 t. ition as amen A f�.�0 N yet ceiling. adivi or eo�fa=en shown otherwise. Group Inc.drawings notforstandard h'ev"®: fro •Joint 0eea11s Refer each 16w-x truss 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/RTT in Alpine,a d f ibu Rd the g Components Group Inshallhandling. "`ng•n; thiOREGON TOT.LD. 42.0 PSF SEQN- 53997 AN RW COMR4NY drawing, .aer•ae�ng of trusses. n &seal an this droving or moor pops listing this droving. Indicates Acceptance of professions!anglseoring rr u.,.,lY o4. rsspmalblilty mole',for the de fpn chow,. Tho wltshillty and use of thio drawl,for any atrveture Is the 4 14,2 ,fNP DUR.FAC. 1.15 FROM BB 8351 Roma Cllele reopenelbl l lty of the Hui'dire designer per ANSI/TN 1 sea.:. *sell Tan ` '.. Saolam.itCA95828 For more inform. on s Jab's general^ page. web SPACING 24.0" JREF- 1VSC7175Z11 ALPINE'.wwa.alpineite.co:TPI 6wwa p st.arg;RCA:aw.sbcindus y. a ICC a wre.locsale.org RENEWS:6/302016 o 1 1 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - F2 ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS with additional C&C member Bottom chord checked for 10.00 psf non-concurrent bottom chord live design. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X5= 10 I /�' l1 I 10 • 3X503X3(R)= 4-7-0 ::: 3) M \ 11-8-01110111' MIA mom w• , _ L t 9-1-2 666 � 5X5(E3)= 3X5= 1.5X4 III 4-6-0 3-6-0 r 4-6-0 3-6-0 I, 4-6-0 L. 3-6-0 Ic 8-0-0 Over 2 Supports R=353 R=353 RL=59/-55 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00.;,=_-.7. OR/-/1/-/-/R/- Scale =.5"/Ft. TrussCo entsofOr on 1503)357.1118 a"WININGI""READ AND rata ALL NOTES ON THIS DR/HINDI SEL FS TC LL 25.0 PSF REF R7175- 68264 825 N a R97113daI T ." FURNISH THIS DRAWING TO ALL CONTRACTORS INCUCING THE INSTALLERS. .< S Ave,Cornelius Trusses r ems re In fabricating, Ing,shipping. installing an Ing.Refer t follow sy GINE' �O the r fSBCCi`(Building.Co,po s fety Information.b aTPI an NSCSI. r safe C9 4a Fip 1r TC DL 7.0 PSF DATE 07/13/16 T. to performinghll ese have properly Installers,i.mtulal ll she ide em Tngho per have baae.a ss proper ly attached tt,Prior jj� 83294PE 9 top chord shall i have properly a t Ing a II h a properly e rigid ceiling. Locations a lateral ba I'binstalled`p.rhecsl a/� BC DL 10.0 PSF DRW CAUSR7175 16195040 83.87 or 810,as applicable. Appry plates toes faceofwebs and position as �I Ol�^ I I Isections Joint getei.e,unless noted otherwise. Refer to drawingsf'�A` 'standard plate deviation from to 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/RTT f-1 IIJJ�� I V Alpine,a f ITN Building Components Group Build t rues m conformance with shall 1,or ndling,nshipping.` OREGON TOT.LD. 42.0 PSF AN ITW COMRANY drawing, MSC,tat o11."eraCi,of tfns,eS.` h spade b SEQN- 54000 Aae.Aaa.inithisifty drawing gfor s cover pogo listing, . n:seulCablli hods."er°°Nmhis"dra ingfor y professional engineering Is"Ohs ' "t/tr14.�o,° 0 &351 Roma Circle reepmelblllq or she Building Oeeloner per ANSI/TPI 1 Bea.]. use Sse�'Tan t OUR.FAC. 1.15 FROM BB SBcrsmento,CA95828 For m information a Job's general n mob SPACING 24.0" JREF- 1VSC7175Z11 ALPINE'.wad, p aita.cca;'Mk s waw.tpl st. g;■TCAdus y un. ICC,wwa.icczafe.or9 RFNFW9'6/302016 • 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - L ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IRC-12 section 301.5. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Right end vertical not exposed to wind pressure. for dead load is 1.50. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [ 9] W1.5X4 S 2.25 4X511 3 x-- 2-3-14 wi- +9-0-0 1.5X4[9] III 2X4(A1) L 1' 1 7-10-42 8-0-0 Over 2 Supports R=426 U=19 W=5.5" R=326 U=17 RL=37 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave (( FT/RT=2%(0%)/4(0) 16.01.00.0. OR/-/1/-/-/R/- Scale =.5"/Ft. T 82 N4t1TAv�e ComL�usOlt597�137±lis "MRlIIMGI•e READ AND paua ALL MOTES al EMS Mwwlewi ��REN -R.- Truss TC LL 25.0 PSF REF R7175- 68265 ••IMPONTNR•• FURNISH THIS MINIMS TD ALL=TRACTORS INCLUDING THE INSTALLERS. m.iaeeetreeq extreme re in fabricating.handling,shipping, in tai and bracing.Refer t .y G 1N E• �0 ", en o t g Component Safety Information.by TPI'.d STCSI.a safety practices pj(g �!� F,p 9 TC DL 10.0 PSF DATE 07/13/16 7;performing °"";^n these . `f°cInst%Ilers esnent Iter.. temporary b r Ba.,.bre°nies.noted otherwise, 332B4PE P� ��gld e" a hLmtatlmne functions.a,.'` °°"""shall provide esu"'�ef`:e;�s 'I b les�nsie:iW`per"a gl a/ BC DL 7.0 PSF DRW CAUSR7175 16195057 A I`1LJ I1 N ections S3.ST mr 510,es eppileabervis Apply plates oldraw aiiface rotr ear standapoaitlo Pe it mns. yrroaend tn ' `'°'"`°""" "" ""°"' `" ` ""`r` s 16""�` BC LL 0.0 PSF CA-ENG BFR/ITT drat CAipine,a d r ITR M"I id'ng tm�en p lnc.is truss e.nyfde�tl 07/14/2016 AN ITW COMPANY taIIat'"offailure ng°r cruses.truss m conformance wrcl,ANSI/TPIb1,°r for handling,chipping, °" OREGON TOT.LD. 42.0 PSF SEQN- 54010 • A E..i an'this drwlrq or=odor peg.listing Rh].drawing, indiestes.oe.pt.nw of profw•lanl engineering I) Z rap:mm.lbll it,solely for tin Wanly.down. Tim.uit.Nll ity and u..or this drawing for any.tnr•la the 4 ELI,14,2G 0 8351 Pavans CioIc reepon.Ibllity of th.S"Ilding Designer per NOSI/TPI 1 S.a.2. Ip t DUI.FAC. 1.15 FROM BB Sa mm,CA9i82S For more information this Job's general n page, web $ell Tao ramSPACING 24.0" JREF- 1VSC7175Z11 ALPINE: .aipineite.com;TPI waw.tpinst.mrg;RICA:waa.sbc s y.own; ICC,www.iccsefe.org RFNENS:6/302016 4 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - L1 ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Rot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x3 HF #2 :W1 2x4 HF Std/Stud: DL=4.2 psf. Truss designed to support 1-0-0 top chord outlookers and cladding load Wind loads and reactions based on MWFRS with additional C&C member not to exceed 5.00 PSF one face and 24.0" span opposite face. Top chord design. may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of Right end vertical not exposed to wind pressure. notches. Do not notch in overhang or heel panel. Provide lateral wind bracing per ITWBCG wind bracing details or per See DWGS A12015ENC101014, GBLLET1N1014, & GABRST101014 for gable wind engineer of record. 2X3 studs require reinforcement at 70% of the bracing requirements. length tabulated for 2X4 studs of the same grade. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 1.50. • i II 3 ( M 111 0 W1 2-3-14 ■ /////////////////////////// 2X4(A1) Lc 1' 7-10-4 1"121 1 8-0-0 Over Continuous Support R=108 PLF U=35 PLF W=8-0-0 RL=12 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00 '3'!-< . , OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon 503 57-2118 •'MRNINGI••READ NO FOLLOW KL NOTES ON nus mANISC1 a(i It ss� TC LL 25.0 PSF pon ( �3 ••INIPONTMT•• FURNISH THIS DIMINO TO ALL CONTRACTORS INCLUDING THE INSTALLERS. REF R7175- 68266 825 N 4th Ave,Cornelius OR 97113 .oJ 40I N FF Q Trusses r Lae re i„fabr;aponen.Safety Information. ormation. In call Add and br ns.Bets practices to and folio„ ,p Z TC DL 10.0 PSF DATE 07/13/16 e lateac edition orBcsl�Bwlmng Component Safety Inrarm.0 nn.a TPI a rrcq for safety a�" �� 832G4PE y mt".It Rev fpr; s• `rc CPa auntie ,ce.r. em Ina a r've br o less noted otC :`. �� ` "Laaat;o `'aw`` "' o:a "" a' �Resl BC DL 7.0 PSF DRW CAUSR7175 16195056 �I N .B3.gBT cr B,D.as apps mbla.r APPS platez'to a 'Yate cf<, handling, d' anoen ebove`end - A n 0 0.ei l.. nes.natal pt"e..,ae. Rarer to dr.. a ie�cz ear area a plae 'e iati Era t".. 07/14/2016 I' r ITTI e„i Id;nR e p Ina.aa any'd BC LL 0.0 PSF CA-ENG BFR/NTT any'. truss in conformance with"MSI/TPIh1,or for an �ng,sh'hh',=.� OREGON AN ITW COMPANY "n....lation a bracins r cruse' g"neMe ar u pone TOT.LD. 42.0 PSF SEAN- 54013 . A teal m Ni.edrwing or cover page listing this drawing. Indies.*acceptant*of professional engineering /1 'ZLY 14,zo04 respan.lblllty solely for eepety N.design MoanMsell Ta SI/TWI T Sec. Thu suitability ted use of Nis drawing for any structure le the S t DUN.FAC. 1.15 FROM BB 8351 Rovana Cla:Ie rnslbliiof the Building Designer per .2. r a _ Sacramento,CA 95828 mo Ian . ass g.n.r.l n aeb SPACING 24.0" JREF- 1VSC7175Z11 f ALPINE: .elpineitv.cane TPI aw ^ a p .org.RICA:ese..sbeindus y . ICC, awe.lcesafe.org RENEWS:653052016 i 1 9 IA THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - J ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x3 HF #2 :W1 2x4 HF Std/Stud: DL=6.0 psf. :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS with additional C&C member Truss designed to support 1-0-0 top chord outlookers and cladding load design. not to exceed 5.00 PSF one face and 24.0" span opposite face. Top chord may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT Right end vertical not exposed to wind pressure. OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. Provide lateral wind bracing per ITWBCG wind bracing details or per engineer of record. 2X3 studs require reinforcement at 70% of the See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind length tabulated for 2X4 studs of the same grade. bracing requirements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 1.50. i 1111111 W1 5-8-5 10 i 3X5 1111111 _k_ r� ��—■IIIIIIIIIIIIIIIIII�■�■�n .9-1-2 5X5(E3) 3X7(E3) III Le1'J 5-8-4 1"12 5-10-0 Over Continuous Support R=123 PLFIU=42 PLF W=5-10-0 RL=52/-9 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT Tom. Wave eg FT/RT=2) eel■PORTANT FURNISH %(0 )sTH( )A1C� 16.01.00��+ pFss� TC 25.0 PSF REF Scale- R7175- 68267 Truss Components of Oregon 503 357-2118 825 N4 Ave,Cornelius 0 9713 eln,g,ah;pPing. ga safety �� to,INEI�� y TC DL 7.0 PSF DATE 07/13/16 the ia escredition or 8051(Building Component safety Information.a 1v1 and MITA)r r ear y r. tee pr.or 83204PE 9 � appc menallbee'wfp op Inscallerm a sll P e Ing Ptl.r BCsI.fur noted o tee evo. BC DL 10.0 PSF DRW CAUSR7175 16195045 eilin9_ Lacatlane's rM1P rmt rent'let relres attweb n9 eePeraC51 r l�etl c ai nt c e ,4 „a.=n to e�e°w;. Pl a d..e n; files„ntll M pe IPv�9. �r� tb a � � e;=int oete�l.. Qe•e�� "°"-=f r or 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/RTT J—' i� e f'e R" 'n� eP'vevee o n"ANsvrPle,.re eH •' OREGON TOT.LD. 42.0 PSF SEAN- 54005 AN ITW COMRANY anetal.cion a bra,ng or«LI.ae,. ill In C is Or cover pogo thle drewing, aossistan 8351 Rovana Citric •e Ibivltyasolwof elyMforhe the Building n sheen.ATl.ou�;' _�erW use s erasing professional engineering the Ads ell'Tan t� DUR.FAC. 1.15 FROM BB Sacrammm,CA95828 SPACING 24.0" JREF- 1VSC7175Z11 ALPINE:eww.elp neltvcom:TPIewaw.tp at, g:MTOA:wam.sbcintstry.com: ICC:waw.iccsare.org RENEWS:6/30/2016 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - J1 ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS with additional C&C member Bottom chord checked for 10.00 psf non-concurrent bottom chord live design. load applied per IRC-12 section 301.5. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 1.5X4III 10 5-8-5 3X5rifr �i 0-10-0 —7 V......1.... ....mm 4_9-1-2 9-1-2 I 1.5X4 III 5X5(E3) 3X7(E3) III LE1'J 1 5-8-4 12'T -5-10-0 Over 2 Supports-->1 • R=337 W=5.5" RL=93/-49 R=251 U=31 • • Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00 • failure tea, rF OR/ -/1/-/-/R/- Scale =.375"/F t . Truss Components of Oregon (503)357-2118 w�ARNMixnmi� � w64- ASO ROMS EtksTC LL 25.0 PSF REF R7175- 68268 ...IMPORTANT.* FURNISH ilsliAi Cartminc-nirxa INSTALLERS. 825 N 4th Ave,Comelms 0 97113 tGlNEsZTrusses require extreme(re,nfabricae� handling.shipping, installing.nd)rfRap r � he c on SCSI (Building Component Safety Information, TPI,n rrcnr moiety p� � C'83294PE TC DL 7.0 PSF DATE 07!13/16 ,011164 toproprl. Inchedstructural provide bracing her SCSI. Unlets noted � pehd performing these e ya " f°toty ch /^ rig;ticeIing, Locatimea, owpermanent r... installed per gear BC DL 10.0 PSF DW CAUSR7175 16195062 6 2 n ne.ga.g,ergTCo Iha;`nof `fas ab • ove N the Details.unless otherwise. g6wtz for standard plate Fete.ad;v bran of IW Building Components Inc.s" bo for deviation fom tins 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/RTT ' ging � id`e truss In oemehANSI?Plhandling, hrr9 OREGON AN ITW COMPANY drawing, ngohru.,oa. TOT.LD. 42.0 PSF SEQN- 54002 • A...I an this di-swing or shyer peps listing this dreeins, Iwla.es acceptance or pref.eslvul rpin.srip /3/_ es. 14.Yat 0 responsibility solely Ter the Pet,risen. The suitability and Lime or this dr.ari,p for any structure Is the Y e DUR.FAC. 1.15 FROM BB 8351 Rmana Ciitie reepenelbi lity of the IAA loins Designer per ANSI/TPI I Seca. s$@H Tat.- Sacramento,CA 95828 Formore ion his fob's general web SPACING 24.0" JREF- 1VSC7175Z11 nforma w ALPINE:w .alpineitw.coa C TP1 a ww.tpinzt, g:RCA',ww.zbeinduz ryom, ICC: www.ieezafe.erg RENEWS;6/302016 IS 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - J2 ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x6 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. :Lt Wedge 2x4 HF Std/Stud: Wind loads and reactions based on MWFRS. Special loads (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Right end vertical not exposed to wind pressure. TC- From 68 plf at 0.00 to 68 plf at 5.83 BC- From 10 plf at 0.00 to 10 plf at 5.83 Deflection meets L/360 live and L/240 total load. Creep increase BC- 352.90 lb Conc. Load at 2.06, 4.06, 5.77 factor for dead load is 1.50. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. 1.5X4III i 10 3X50 • # 5-8-5 0-1 0 41• ■ 8.-7.224 J9-1-2 3X5 III 3X3.- 3X7(B2)(R) X3=3X7(B2)(R) III 1'"�12 Ic 2-9-4 2_9_4 31-0 10_2 1 I 5-10-0 Over 2 Supports >1 R=567 U=5 W=5.5" R=948 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2% 0% /4 0 16.01.00 a v"g, OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-1118 "WARN INGI•*READ ANo scum ALL NBTrs ON Tins LIDNINBI , rfi 825 N 4th Ave,Cornelius 01297113 ••INPdRAVr•a FURNISH THIS BRAVING TO ALL COINNACT'ORS INDUCING THE INSTALLERS. �'� aC,1N��'S6>O TC LL 25.0 PSF REF R7175- 68269 Trusses r extreme re in fabrtcatin,handling,shipping. installing and bracing.Refer to and follow /� e latest e'wa SCSI`(Building ComponentSafety Information,by'TP1 a WTGA)f r safety practices p 4'I4. 83294PE 'f' 2 TC DL 7.0 PSF DATE 07/13/16 opperforming c d shall naVefpprop Installers trum cal sheath ng and bbootton`ing def ave'bracing eproperlyss noted otherwise. C ,4116 , �oigld°� n 'properly a +r�'_ BC DL 10.0 PSF DRW CAusR7175 16195050 ceiling. Locations shown perms u sheathing Int of wsbs`hnallslhi Il M1 installed per M1BCSI n'I s B3.B7 or B10.as appl iceb e. Apply platesltc each face of trussd position'as shown A 1��ll N the Details.unless noted otherwise. Refer to drawings 160A-Z for standard positions. above d h . l O 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/RTT draping,e t Ibu Building the g Compare p Inc.snail,w Ing.any.ai�.e to bui m the truss '�n'nconformance wiu ANsI ANSI/7P, rc�Poc�inendi`nganyshipping, hd.H ng an OREGON AN IPA,COMPANY ins.IIation.'bracing or trusses. C pTOT.LD. 42.0 PSF SEON- 54008 A..al on this droving or cover pegs listing this drawing. Indio...copt.nw of profession.'engineering wLV 14.400 r. vlelbl l ity solely lar the[beige mess". The wltebl l ltyd esdrawing and of this Gring for at,rstructure I.them t DUR.FAC. 1.15 FROM BB 835]ROyaRB Circle responsibility of the Building Designer per ANSI?PI 1 Seca. ,QB ell Tan Sacrammto,CA95828 For more Information a Job's general these web SPACING 24.0" JREF- 1VSC7175Z11 ALPINE:aww.alpineitw.cow C TPI:won.p t.org:giCA:aw.sbcindusery.cam: ICCs wra.iecsafe, g RENEWS:6/30/2016 • I 1 1 GCa80lc C-tool `e1nf D'r'CF'I'lPrlt 1)et0.11 A 3,LF 7--1U' 120 mph 'Wind peed, 30, NIiE:Qr1 Hi=ieh—E, IIISCLOsedI, !_Xp1151�re 33, Kzt, = 1 C0 ❑r' 100 Mph alind Speed, 30' Mean Height, Parte a ly Enclosed, Eeposure C, Ezt = 1.00 Or, 100 mph Wind Speed, 30' Mean Heigh", Enclosed. Exposure D, azt = 1.L 2x4 '56,6 Brace I I s, 164 6 9rd e 0 dd 264 "L" Brace w (2) PX4 "L" Broca +-CI 2x6 " Broce *1<r. 266 "L' B. Ice !;, Bracsa Oroup Species and Grades uuble '✓e al No - - w Soaclrg Specie- S' Ide� 1 &race=_ G-oup A `Group B group A &roup BjGroup A Gr ip 2 1Grou9 A [Group R (drroup A !Group B 1 1 Group A, l 1 S - -- �kl - k2 ti 7:_10" - - I - - ii _.Spr P' Fir Hen Fir I j _ % 1 4' 7" '' 1" �9' 3" 9' 7° L 14' 3" 4' 2' 4' 0 4' o` wI i n2 st nda a tad_ U C 53 4 4 �7 _ H" 9' ]" 9' S' 10 10 _11 4" 14 J' _14' 0" 14' 0' 14' F_ x3 Stud _I [a :Standard Cid I Stad 4' 4" 7 _ 1 7" 9, 1" 9' 5 -!�10' 10' 11 4" _14' 0" _14' 0' 14' 0" 14 =_ (� �� Standard 4" 4" 6 2 6' 7" 8' 2" 8' - I 10' 10' 1. 16 4' 1 12' 17" I 13' 9" 14' 0" 14' L" Doug. F'r Larch 8o r r, ___ I a; 1 dl 4' 10 .16_7' 11= 8' 2' 9' 4" 54 9' H 11 b' 4' 0 4 0 14 0 A aid re p-2_- t B' 1" 9' 3" 9' 7 - 11' 0" 11' S" 14' 0" 14' 0' 14' 0" 1/ 0" - - -.-- stud tandard _ ' title rd-1 71" 1 8' 4' 6" yJ 6" b' 11" 8 7 9' 2 1 10 1' 1: 4' 3 6 X14 0" 14' 0" 14' 0" _ _ 1 __- I Etc-ndaad 41 / H64,4� 8 ll" 31" i0'7 1 181' ' I 12 e7 11' l'" 4 11' 10' 14' 10' 14' 0" 1 14' 0Y Group4' 0 B. _-- I1 _ -_ J P F I 8s 5' 0" 8' 10= 9' 3" 10` 5' 10' ]0° 12' S" 12 11" 14 0" 14 9" 14' 0" c4' p° H1 4 ate _ 1 P-' �I 1 iE -Stud 5' 0'_ 8 p 9 2" 1D S' 10 10 12' 5 1' 11 14' C" LI 14 I" 14' 0" 14' 0" -- p1 1 Standard d S' 0 T b" 8' 0' 10 10' 9 "2 S' 1p 1 14 C' 4 0 14' 0" 14 0' aua Lcr•ch Soetrern R,ne 66 �-- 81 S 6' 9 1' 9 S5 to 11' 12 8' 1 - 14' 0" ! 14' 0' 14' 0" 14 0" l p1 A. j '%p #2 5' 3" 8' 11" 9' 3" ]0' 11 L" 12' 7" 13 14' 0" 14' 0° 14' 0" 14' 0" IL 42 k2_ i- ! Lr� #3 5' 7' 11" 8 5 10' 6" 16 11 6' 13' 0' 14' 0" 14' 0" 14' 0" t 1x4 Braces shall r xe _ted Board) Q1 r t I A E_ 7t,d— 5' n" 7 11" 8 5 10' 10 11 _6" 13' J" 14 0" 4 '14 0" 14' J' �. r 14 _ Pinemy i d steal 5 or I', Standard 5 0 7 0" 7' S" 9' 4 10 0 2 5 1E 11" 14' 0° 14 t, 14' 0" 14' 0" rau t '045 Stress Rated dsGroup B1 - - - 14 I. COa be used with t de_. , #1 N2 S' 9" C` ]0' 2" 11' 7 12 2 t' 0° 14' n' 14 0_ ,4' 0" 14' 3"� y these 00 ..ICI�t 413 5 6' 10' 1 ll' 6 1" ,'38" 14 0' 14' 7" 14 0' 1 14 0° 14' 0" Gable 11^u S Detail IN o e'e y- 1 r1 11 HP tud 5' 6" _8" 10 i 11' 6 11' 13' 8" 14' 0" � 14' 0" 14 0' 1 14' 0" 14" 0" I wind Load deflect s 240. Sea lard 6" 8 8" 7' 3 11' 6" '1' � 13' 8" 14' 0" j 14' 0" 14 0' .4' 0' 14' 0" Provide upcvt connections Dor72 plf Cro ver X ---�? _ 81 6 10 0" 10' 4' Il 9" 12 14 0" 14 0" 1 14' 0" 14' 0 --6' 14 0°_ 14' 9" c ont�nuous bear. g 5 ps0 SC Dead Load). S.I 82 S 10' 10' 2 11' 7" 12 1' 13 14' 0" 14' 0" 14 0 14' 0" 14' r" ,,able end supports load from 0' putloaker s _ ! #3_ S 8' 3r r" - 9' 9 i ll' 6" 12 f�1:' 9" 14 0" 14' 0" ]4 U 14 0" _i 14' 0` wkh 2' a" overhang, or 12" plywood overhang . L -`� L�- -Stud T S' R° 9'-2" 1 9' 9 �T ll' 6" 12 L ]S 9" 14 9` 14' 0" 14' 0�t 14 0' I 14' 0" I SLtandard 5' 6' 1-8' 1" 1 8' 7" 10' S" 11' 6" ( 13' 8" 14- 0"� '14' 0" 14. 0" 1 14' 0" I 14 0 1_ r u'= _ -- _._ Al uti Att n L C .P h IO3 (0128'5,30'. min) !lapis __ x U b. nails 2 l;/Cabin T /f2 ��- ,, r H4/ 18COdd 4°e between 20 D' g era, brace opti / l '\ o L braces; space o nv5 e .cal length nay be / l [ T \� 4l 18 d N 6 between doubled when 4agonal 18' bra roust L mm a n.nuof 80% of web brace s n rect L _\- -A member g"h d'agona k for ,) 385# " / \ "L" „1) ot eaCr)- Max Het '/ 1 Brace 1 L IE Ver ca. Plote Sizes total length Is 14'. ,X / 1---_ Ins>".*' 11 V l L gth N Splice I DF L #2 or = Ver a 0 11x4 or 283 �j !better ra oral 7 - �� 1a. 4 0', but 1 2x4 Vertical oba�eh snowy /�'� b ce single 18' 3H I i I 'I --5----, „r Greater`I thaan n S6 ' 1 3b Iin I V do of _.utn I �' Au6 : _ sl wn> - i I 1- J. rl 1 I t Al I I I ! ' ! Q 4 R _o common truss d for �� upper end � �-- iLE MY ■ Ell- p k WIC, and heel p t - I ,/ 28- Connect n I L/ T / ont o,s Hec r,ng� / fr r Refer t t 2.1'�ldno Designer r,- Conditions c n ct d og- - a, no e midpoint Cl ve t-a�. web -Lai-3'c N� Refer '':o chart above {'or max`• ,K. -a len@14n addressed_sed by the. derail Jew00IMP0RTANT `FURNISHi THISEAD AND DRAWING FOLLOW T0 ALL�CONL TRRACTORS INCLUDINGOTES ON THIS I THE INSTALLERS. '�`� S{s> �EF ASCE 7' Il�-G ABIB030 Imposes q'. ext CCC' g handling,shipping, 1 9 d B ochg Refer to and � 4G1NE- O DATE 10/01/14 boaca t4 diJ f BCSI�B d 0 Component Safety I f by "1 and TIC f safety G r/ S32B4PE Z Dr-1 T t. p be. p t p f g the tions- Insia.ers p temporary b. g p 6CSI. 9 J n ted otheress hors hol have Otto t oth'n bottom chord 1 P properly g / DRWG Q.cG30ENC101014 .. Yal o properly at H:_h Cr rigid�e'Ilny. Loco-Rona shave permanent*sero est r"=r-t of webs g'started per BCS(sectcns 3,B7 r BIO pp cob o Appy p c s to e /Q C-�L A 1 s s a p ar, s For and"e and ant c i t Det l s nrCCC e ve e acn.ace 07/14/2016 �-L _Jr �L R to drawings 1604-Zstandard plate p 'P. , d' 1TW oB g p is G P 1 t e P f - y n fro" O7 r\I,L.L LOAn PAIV t i g .. b 1-th t n { ��c 'th AN. .'IPS f dt g hip Ding, r fMAX, T[T -D60 FS-'-` P V this d page listing thisdrawing. nd' i acceptance f professional (jqt14,20P0:0 'engineer gresponsibility solely forthedesign M Th t titity ed f this drawing for any t t 10 thep sblty f the Bud'g Designer p ANSI/TPI I S oB88ep Tant 13389 Lakefront Dive Earth City,MO 63645 information see thesJob's genet,notes page and t sites, ALPINE:w op'ne'tw.co,TP] CCC CC role,„ SB,;A'.wow.sac d s.ry or,ICI..www. oo Fe org RENEWS:6/30/2016 NAX. SPACING 24.0” Y f UCl ( G iJe 0, Ii _ I Fon Let-in Verticant i Goble Truss Plate Size ry.^I i 6—/ Refer to appropriate Alpine gable detail for Agog � miming,. plate sizes for vertical studs. i ---- . - li r+Refer to Engineered truss design for peak, / / \\ , I splice, web, and heel plates. /..6:/! \� 66,,g!!!!!,_--,„,,,,, ,.-� 1�1If gable vertical plates overlap, use a / , e plate t n ens t.tai Ones of \ �� '� the o e lapped plates to pan the web. i' , v too; i rpie %1 1,2X4 �,�2X8 ' t 7 ��-V '7 Joein0or e.�_nt Attachment Detail ,rt �� ---� "T Reinforcing 'T' Re, pining ! �\ r� {ray/ — Member Me,G 7;/3/ ��. �� Toe n l - G' - End-nail �� To convert from to "7 e' ford g members, Provide connections for uplift ly T increase by ten Uth. baseC e.. 1 specified on ..he engineered truss design. appropriate Atpne gable do toll) 1 Attach each "T" reinforcing member with End Driven Nails, Ma iStn allowable T reinforced infor ed gable vertical • I0d Common (0,146/x 3". ? No at 4" asci pais length is 14' from top to bottom chord. i4? mails in the top and bottom chords. 'T" reinforcing member material crust match size, Ij Toer:a'lea Jzlis specie, and grade of the L relict-or-ging g ;member. Rigid Sheathing I' 104 5 mon m.148:*3,mlr Toe ar t 4 p , Web Length Increase d/ Brunel I ! a Nails c4) tC pits 'r the top anG batt c'or A ,Ty t This d t,aa to be used with the appropriate ..p ne gable detail for ASCE I Mbr, Sze I grease Relnforchg wind load II I 26 4 30 N • Member2 6 20 % 1 i1 ASCE 7-05 Gable Detail Drawing E pie Ii A13015051014, A12015051014, A11015051014, A10015051014 A14015051014, ASCE 7-10 Wind Speed = 120 mph A13030051014, 412 0300 5101 4 A11030051014, #t0030051014 414030051014 Mean Roof Height 30 Et Kzt 1.00 GabteNaas Cable Vertical _4 o.c, SP #3 i! Truss paced At ASCE 7-10 Gable Detail Drawing. 4' 411515EI<C101014, 812015ENC101014, A4015E NC 101014, A16015ENC101014, ," Reinforcing Member Size = 4 i I A18015ENC 101014, A0 15ENC101014, A7001 SEND101014, 400015PED1 D1014, T" Brace Increase (From Above') = 30'G = 1.30 I c A11530ENC 1=1014, A12030ENC101014, A14030ENC.0?014 A16030ENC101e14, 1 I 2,4 'L" Brace Length = 8 7" 1 A18030ENC101 G"4, A20030ENC1<1 14, A200 pE'J P1010 4 A27030FED101014 1i Maximum!, 'T' Reinforces; Gable Vertical Length I Gee appropriate Alpine gable d€tall for maxmum unpin Forced gable vertical leng'I L-- —_ ilj L4 Nails --- V', ilm-i I ``_ ,. 4 wwWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWINGI *A PEELE[—IN VERT wreIMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. `C 0INF /0 Trosses reovine extreme core n fabricating,bundling,shipping,installing and bracing. Nerer to and W 4e. �� DATE 10/01/14 nohow 1 edit,on ed H'S] d g Component ety I f t' b/TPI and SECA) r s Fety U../... V 83294pE 9 practices pnion to performing t. Functions. t t 1, l provide p Y bracing per BG 1. notedUnless otherwise.tap cLorcl shod have p'p > attached stedctural sheatning and botton claord it/La LRWG GLLLETIN1014 shehose roper.y attached rigd c king. L c shown r permanent:a estnaInt o webs . I /- i g,stalled pen BC}] s B3 H or B10,os applicable Appy plates to each face /'Z l i ..)]�L L� nave d P n ab �d n e Joint Detain ..r ess t e. 07/14/2016 %'—L Wi1.1 L I T Refer to drawings 100A-2 for standard plate positions.Again, d - TW B'I Components 6 p 1. sha.l not be responsible o y ioton from 0,tOTR/� 14.YVehgAN ITW COMPANY thisdrawing. y f t b Id thetruss n once with ANSI/TPI L g A ping, + C MAX. T OT_ tL, 60 PSI bbA l tdrawing o rove page listing this(rowing,indicates acceptance of p f somal `� engineering responsibility solely for the design shown. The suitability old use of this drawing • Tan DUP. FAC. ANY 13369 Lakefront Drive For any structure is the responsibility of the 0lding Designer per AN 1/1P1 I S c2. r Earth City,MO 63045in-for-notiont-: job'sgeneral p ge a t webRENEWS:6/3012016 MAX, SPACING 24,0 ALPINE,ww wolp'retyonori TPI,rot tp'nstarg SBC#,ww bcndustry.org'ICC,www`ssaf_.org t A ASCE 7--1C1 1C'01 1�lgg, 30 MELLr--I Height , L-dsd Ex[ l_�,supe - L,Ur"li llni'l f`-,)-`S �Y2I'I ILZ I'. ._]Q!_-) F' E._Y':CA \✓v' �1( r rii� Fagl + - - `,+ir I' c- b ate: R �I Willer � T =t> er, 120 mph, 3Oft. Mean Hot, ASCE 7-10, Enclosed, Exp C, op H Less than, 4'6" - no stead bracing require:? 100 mph, 30E t, Mean Hg-t, ASCE 7-10, Enclosed, Exp A or 100 moll, 3,"T, Mean Hgt, ASCE 7-10, Part Endo.ed, Exp C, H Greater than 4'6" to 7'6" In length Kzt = 1,00, Wind TC DL=5,0 psf, Wing BC 4I2=5,0 osf, provide a 2x6 sti7fback at raid-height and brace v,ti-Fback to roof diaphragm every 6'0" (see detail below or Lateral chord bracing repuirements refer to DRWG A12030ENC101' 4), Top' Continuous roof' shsathinc, Bot Continuous ceding diaplaragn H Greater than 7'6" to 12'0" max, provide a 2x6 stifTlfback at raid-height and brace See Li - eer's sealed design referencing this detail to roof' diap: ring every 4'0" (see detail below or Dor lumber, plates, and other vaDairrictlon not shown reler to DRWG Al2O3OENC-O1014). on this detcll' { ,ttacF,ed Optional 2x L_-rem orcenent Nails, 10x4 box or grin (0228"-73",imin) malls, t. . stif6back_ with 10d box or grin 1 128" x 3" mind nails t a,c, I ',,K'" -1--,,,, „,/ _.::>-.3r-- . i/l 2; 4 Biocking ,\\ nailed to ,7„ i i l , �� \45° sheathing and --.1.}- !-E4" Man IP Cl truss , i �l �� - — — \� 1 C d� F I 11 I X4 DF L_ #2 } 1 r I i rki 1 or better � �i diagonal brace, I 1 I \A, ill i �!Attach each enc) \, or 5604 } �� Contin.aous Bearing % iw 12x6 #2 Siffback attached to each. Stud w/ (4) 1Od box or gun )0123" X 3", rain.) nails. �EpPRpp wwWPRNINGIaw REND AND FOLLOW ALL NOTES ON THIS DRAWING 'c� �s� REF 'GE WHALER waIHPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. �w`GJ , e'NF� O Tr.,sses reg"hr etre ere ting and'ng ct p'.g instating d broc' Refer to and C9 meow the latest edit r BCSl pe F g Component s ety Information. TP,end SBCA/ soh surety it 83294PE '0 DATE 10/01/14 practice p p he f tions t s l provide t p dry bracing per BCSi. at /" r - Uh r t t p chord shell have p F t0 h tl trust lsheathing and bottcr chord B Sh,l: a property ached rigid ceiling LocaY0 5 Forroe restraint of webs - DRWG C]41dRS 111014 r r c properly Bc I t , BB.57 lam, ti b -s to each face 1 lI �1 s t."_ d position .to t Deists.dies,noted°otherwise 07/14/2016 �Z I l� �_IJ� 1—� Refer t 160A-7 d pl positions -�( 61 Alpine, FEW B'Id U is Gross Inct b responsible Ford tion F ONR�� H', TV, ' l PANE r d g Fa'. t d t ',Apes in f ,.e 't A4 I'HPI I or forhandling, 'om lot on a b b�Y14 2 04 0 MAX TOT, LD b__ OS` Au seal on the drawing orcover page listing the drawing,indicates acceptance of professional 4458 "�a w� engineering res0onsibility solelyForthe design shown. The suitasillty and useF this drawing a n' 13389 Lakefront Chin for any structure is tresponsibility of'Inc Building Design perANSI/TPI I Sec 2. _ Earth City,MO 63045 For nor,inhornetion tee tEE job,g rotes g t web t RENEWS:6/30/2016 MAX. SPACING ALPINE, eww.np e,twcori TPI www tpinst,orgl SBCAI www sInc,(7,15,y.-rg,Ft, w w.ccsaFe org f 4. L L__ 1� Je Ir' ,-J - CH f , , er , <Jl;_ r, `NLN kJ + i JI 1G 1 T-Re;nfoincement This detral Is to be used when o. Co t:naou-, Lateral Restraint CCLR? or T-RelnF \ \ a specified an 4 trdss design but an alternative web L-Renf oncementa' or NN, -ein- orcement method as de r cd- L-Reinf. ^� r�hC u Apply to either side of web mar row face. �� //�' Attach with 100 C0128 x -0',minv nails �,/' at 6" o,c Reinforcing me.nber is i No tee: a minimum 80% Of web �� ' member length. hi. T\ Tris detail Is only appy ;Tole for changing the specified CLP shown on single ply sealed de gns t -relnForcernent or / / relrf urecen nt or scab r elnt orcemelrt, S/ , , — Al !�� _X\. Alternative reinforcement specified chart No mayiae conserc ve. `A r n ElTor- minimum alternative -e:cAorcemen , re-run design with appropriate — --_ ,i%1 i! reinforcement type. /\ I� \� h/ II L-Ne'urN. Web Member Specified CLR Alternative Re'nforecerenN I Rein-For Size 'Restr'aint T- or L- Relnf. Scab P.einf- ScabKelnf AN UN el'lt' 12x3 or 2x4 1 row 2x4 1-2x4 Apply scabs) to wide Pace of web, 12x3 or 2x4 2 rows 2x6 2-2x4 I No more than (1) scab per face, I—! — jA . och with 10d C0.128 x30",mrn; nails i 3>6 1 ' ow a4 2x6 i 0 C �f Ne4- orclr:g member is a *4 I j6 - rows .x6 :-'x4C'U) min c-J_ 8u/, of• web member' length LxH =xv 2r6 8 ,ii 2x8 2 cows __- .__ 2x6 2-2X6(3) III Scab Reinj 1 l T-relnfarcement, L-reinforcement, or scab rein>orcelnent to be sane species and grade or better than web nem0Br unless speclfledI ' :- otherwise on Pncneer' sealed design. i% t (x) Center scab on wide face of a;ek7, Apply <1) scab to each 1 1 / i'' face of webi so PRop wwWARNINGIww READ AND FOL OW ALL NOTES ON THIS DRAWINGr TC LL 4 F" PLP C 4 R S��lb s t y wwIHPORTANT FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 4G1NEF susses require es-trees. .b' *'np shipping. ol- g aha bos sRefer to° oil I- 40 TC DL PS1 DATE 10/01/14e t. editionPCS' fabricating, g Component Safety I f t by TPod SDC sfety proctices pr.or to p.eform.mg Oh. fors-Moos I provide tertoscery brDcirS Pfic 0331 H-' l _ . i i ` - thief_noted th w t -h r al hove properly h d strut 1 h thrd bottom chord �� DL F'SFDRWC il-_ LBS LB1014 Oho,h properly t o rigidceilingLn f p t o iestrant of webs el RI g tI d p Dt 63 DT .339, pr pb; hes to each face 07/14/2016ZQ II3 rl - f t d t. a n tl a D ssrotted c r BC L PSC c_�1 Lr- J� fF d 9 160P-Z t d plaitsposition, 07' " AN tTW C ,MPiv IlP' d TN g tfh pt shn onpo nnc '.h /PI .r o Fo dnich' ro' � "tEO cTn LDPST n to,10 a bracing f ` i4,20 ( A seoI t drawing coverpage feting the drawing,indicates acceptance of professional 3$8/'Ta� engineering p nslty I ly f thedesign shown, The ' y and use of this drawing L.T Ca, for any structure is the pen Igll'ty of the Bultling DesignerperANSI/TPI I Sec2. 13389 Lakefront Drive RENEWS:6/30/2016Earth City,,083045 For informs-don obs ge ere) t page d these we SPACINGALPINE wwwelp netw,ecnPIww..P'nstora SHGAw s_hcihaus. � g,'CC www cosn£e.a-9 10 Gakle Stud Rein-For geent Detail FACE -10: 120 mph \'incl SpoeH 15Moan Height, Enclosed, Exposure , Kz-L, _ 100 Or. 100 mph Wind Speed 15' Meon Height, Partially Enclosed, Exposure C. hot = 1.00 Or. 100 mph rdlyd Speed, 15' Mena Height, Enclosed, E hxposure 0, kzt = 1,00 c'x \Bra e > x4 " Hrace ( 1> 2,4 "0" Brace t' (21 24/4 L" Brace ..L1) 2z6 "L' Bruce . I x6 "L' B ace 'Eoa C'^g Graup Spec=es ana Grades. 1 able Verticalaj4B No I — -- — - -- rg-_ Soa 'rvg Species l Grade I B eS !Group A Group B i oup A Group 8 Group A ur u{ B IGroap A Group B IOr oup A oup B 11 j Mr o.Xp A, ]I1 � --1 ` Spr e P e-Fir H Fir #1 %#c _ 0" l 2" 8' 6 I 8" 10 1 11' 0 1 0 --L 14' C' 11 0" . 14' 0" 0 - 11 r _ nl i s i --- s- stud co he, r i #3 7 a' 1 9_ 7" 9' 11 _ n 5' 1t 1 " 1 14' o" a v° 4' c" 4' 0 —1 !I ��s d na tannara i ET) hs1 -1 ji �� g; ! «_ _ Stud 4 7 8" 8'_ '3' U" 17 5" 11 0 14 0" 14 0 14' 0" 4 0' _RI ��_ Stand -d ( ° 7" 7' 7 0" 8 10" 9' S" ll 5" 11 1 1"l 70 14 0 14 0' 0 Doug. Fir-Lerch so t p' _ CD 71 J I 8 4" 8' 7 10" 10 2 11' 8" 7 14 0 14 14' 0" 4 0 3 a # 4 i0" 8 2' 8' 6 W 1" _ 14_ 0'_�14' D" 0° p 1 l d I a 9' 10' 11' 6' 12 0 14 !t — -- _ #3 4 8" 0" - S } °' ," g' 17" 115" 11 11 I 14 0 14' 0" 0 1 Standard S lord_ -- (i 'S L .,tud 71° e" 7 0" ' S 9' 9' 11 11' 5" 11 1 ' 14 0" 14 0' _ 1 CS 1 Standard v' 7' o 6' 7 9' 0' 8' 9" �� n' 1' 11 1_ 10` 15 9" -_ 14' 0° a' u' l i SI oUp E U C _81 / #2 5 6" A 5 9' 9" 11' 1' 11' 6" 13' 2" 1 ' 14' 0 1 0' l4' 0" :4 C �, He +' _ �P F #3 _7 - 3' 3' 9' 9" 1I 1J 11' 11' 4 13' 0 1 14 ., 14 0' 1 14' 0"I 1 ' 0" _ al 8 Bt=--j �_ I u Stu 1 a' 1 v 9' 7' 1 10' 11" 11' 4 j 13 0 --1 7 t14 -- 14 0 I 14' 0" 14 0 _ 1,1 81 Ltil ! (� -H r St ndar9 S' 3" 8' 1' l 8' 7' x...10' 10 ,1 4 13' 0" 13 " 1 14 14 0" I 14' 0' '1' `1" nougl . _ ' _t Flee r mar 41 __ 5' 9" 9 6" I 9' 1011' 3 11 8 13 4" 1 0" 1- 14 __ 14 0__ 14' 0" 14 0" _ kl Al / _ P 82 5' 6" S 9' 9 11' 1" 0 6 1 13' 2' I 139 { 14 0" 14 0"_ 14' 0" 1' _ N a _ t#3 S' S" 8 69' 1 11 0 S° I 13 7" 1 8' 14 J" 14 0" 14` 0" 11 - 'x4 B-a e. 860 be SRB 1Stres. Rot d Boards. 1 �� M S u 1 — 5' ti 8-6" 9' 1' 71' G II I�I 13' 1' 13 8" 14' D" 1 0" I '4' 0" 14 ,r.wl 184 So. Ore s Only ] dhs. cl 55 or _Stand,rc1 S' 3" 7' 6" 8' 0" 10' 0 1C' 9 13' 0" i 7' 14' G" '14 0" J t4' 0" 14 1" ]nda t --1 45 Street-Raced Boards group B Q ___/ #t2 5' 1" 10' 4 10_ 8" 1 c^ ??' 8 _13 2" _ 14" U" _ 4 0" 14' 0" 14' J" 1-1 i nay Ue + with these gr_d 7. _ #3 5' 9" 10' 2" 10' 7 12' 0" 1 12 6' 1 14 0' 14' 0" 4 0" 14' 0 14' 0" 14 0" Gab Ti---,_12,5 `>] ii Notes. 1 U Stud _ 5' 9" .0_2" 10' 7" _ 12' 0' 12 6 ( 14' 0" *4' 0" 4' 0" 14 0' 14 01 14 w- Lo deflection is V240 N i r.-7, _ Ct r :lo d 5' 9" 9 4' 9' 11` 12 0 12 6' r 14' 0' 714' 0" 4 D" 4 0° �4' 0° 14 u= p ov de ift t Fo oib over #- 6' 4" 70 6' 10' 10" ]2' 4 12 10 = 14 0'" 14' 0" 14 0" 14 0' 14' 0° 14 cont bearing .5 psi; TC D_:d Loadf. 3.P 3 ", 6' 1= _0 4 108" 12 12 '81 14 0" 14' 0' :4' 0" 140" 14' 0° 11 Goble end Supports load from 4' C .o ookers _ 8 _ 5' 11" 9 10" 10' 6" 1=01 12 7" , 14' 0' 14 0" :4 0" 14 0" 14' 0" I 14 0" r+itr, COoverhang, or 12' plywood overhang. �7 Dr C-.ud 5' 11" 9 10' 16' 6" 12 1" 1c' 7 7 14 14' 0' 14 0" '14 0" 14' 0" 14' 7 _ Star d:rd 5_9" 3 9' 3' 71' 7 .3 " �14 � 14 14 0" 14' 9 14 0" 14' 0" _ m i�L A ut Attach L b s with 103 (01748",70" n ails. _ —_ - X For c L' grace. space nails ' Til/Gable Tr�,ss i] , 'n 18 d o, 4 bet t r zones Diagonal brace optic, / ' _ i T CR 1HF or a zones ana e o L" braces. space I _t 3 res vertical l gtl y be ' / IV� (� in 18 b.tweer ��_. doubled I d°a ganpl I /.( ! 18" f x I / 6 bra g oo,st b aoroun 8J/, of web b e d. Connect 1 T enber g d gono.l t for 3358 "L" 1— t each 1 w eb �i� BraceI li Cacle fro l Plat Size I� total to gth 14'. / / i_;p3, 8 I v al L o.0 IN 32p3 1 I / 1 2x4 DF-8 k2 r ! than 4' 0 84 . 2X3 % / better d a ra. — t I 1 Y,� Gr t than 4' '1', bot Vertical length showy _/ brace; single 13' �' �\ I than 11 6 2X41 in tab,e above. double of ., ' Q I +O \� Lr_to thou 3X � ��4s _ " shown) a_ 1 'J-, I A1, �* < Recer tci trust despr for 1 V \45. _ auPGar end. G J i —7i.- • peak, sp.ce� d I, el patesj. . J ' ! I / /' ,/ // ont' ,lows Ben a % ,nett d'agora at / i Refer the build- Designer for conditions Con9peint of vel .lcal web. 07 NJ'', Nr&, Refer to chart .above for inexAWINGI !•^' '-' • I cat length. 20-t. addressed by this detai IMPORTANT FURNISH wwWAPNING!wTHIS* EPO DRAWING AND GTOL ALL OWCONTRACTORS INCLUDL OTES ON THIS ING THE INSTALLERS .�'lea •F�ss1' RF ASCE7 10-GP.BI�LU15 lw a' r g n. sh'pp g t ng bracing Refer to and aG1p O follow .t t dip f BC /Building Component Safety War/nation, y 141 d SRC.. Pets co iA DATE 10/01/14 practices prior to oer80,01.8g/hese f sInstotlers 5880 provide teoporar,bracing per SCSIti/ 83294PE y --- Unless noted otnerwise,top ichord shaIl) e properly coached structural h tong ord bottom '� shallTM have o -openly at,aahed riga" :in Locations shown for per anent latera restraint o /- LM�^/X A1201�EN�1C"�14 -T 7_,-_,2,n ha'I ha b B'. t ed p ,i BCSI s B3 3 r B10. Ppl' bl P p y P atec to e ns t of truss d F t'n ab - ,d on th t Pet ,u,ess notzd other tel each tote - i'—L L� L ,., Refer to drow.ngs 1608-0 foo otandard plate pcsoioos 07/14/2016yyyypp/�yy this IT Building L p : Group Inch b responsible for y deviation Fon A\I17 COMPAN UNRYP� w g 1 434 t d.'.d t snr h aN.I-11 1 h dl g h'pping,r MAX. TOT. LD, 60 p2M instoilotion&brocin0 08 tru8ses w/.�� C, A 1 thisdrawing over page(sting thisdrawing,indicates acceptance of professional "` wLY14r201� '-- - —'—" engineering nesponsmbllty solely for the design shown The suitability and use of tris drawing S •(� 13389 Lakefront Drive for any structure Is the responsibility of the Building Designer per AND(/TF]t Seel. 8Q"Tar r Earth City,MO 63045am -t' s a -not pogo ,d these woo LPN,. wwwap'ne-tw.tom,TP w. org,SRC,.we sbc.ndustry.erg;ICC.www r csa e.or9 RENEWS:6/90/2016 MAX. SPACING 24 0" 9 'orS -- --..-.-- et . _ LEGEND GENERAL NOTES .FRAuiNG CUP SPACING SCHEDULE 0.C.• • SHEAR WALL SCHEDULE * a.... * HOLDOWN SCHEDULE . 1 . .-E..4 C'E NO7E ' Row.s,_:. 3 68347PE ?;3, ,,,,,?,r x,,r,, 4,1:50,6?2,BSB6211111 .011111.11111111 '- VO,,f.S.Ni-,-„, ', NCLS .: T-E -c-cr E-3-.4.C.-4 6,4-=;.= ,... ..._ --;',..E.T SE , .....,,,,,,,-3,, 3.,,,,,,, 3 7if,,..?,,,,.E.:. .',;()Y,..,..A.x',%yi,..1.4C,,,..,•,, APA RATED PLYWOOD OR ORIENTED STRAND BOARD 3(1 4 ,,,, i A4C.E..,1 ,..s..i ,,,...,.5C 10,,, ..APA=0;.4. x 3,,V•.(; ,,,..`,. -, ---- , --'' 3 CONNECTEr.; TO 1.-E coRe-: N0 03,, 3 t. ,,,, r,A'3, , H :.-1•,...„7-.;:r.:,..,:.':'..,',' .„. : 1,5E,t,CT D 3 .,`%• 34ib o s.T,' 1111 z, (-3.) ,7..1s. .),,22. i F_OCR 64-,E.?---NG 31.,-.1E 50-107"1 C-EC H I 4-- ,,,„...„4,,,,,,,,,,,,,;„, ... 1...„,, ,,,,,,,,.., 1 ,,,, ,.,0 a s 1..4:84,,U,,* L,4,,4,74,,cs,s4.7s,4,ts.C 1 i.'L , 4)O 1.PC)44 SF,E AR 5,,A 1.'S .,...404 T.,,,3,.. i If 5: ', E ,,--,-- -,af ,,,,,,,,,, ,ri 1..A.Nr.., 54-,EH ..:..!.--V4.4 r-H5T SE CON\ECTEZ-; 'a-HE 1 3....i.'H 4:;HA,hr 0;,..:V ' 1 . {...) SOS ""4434-47,,- ,3 3,4,e'cu.,r3c ' ,,- 4 I .43(40 +.4, , . FL 0.C.7, 6.,-;-.14,;-41NG OR-0N ON EEE ,24',..- , A-, ,....,,-.. , \,/ • ' , .., ..:....,. I ,. Typ!C4.... C.0,,,,,EC-ON E.,'ETA ,..S.';,-;.-,-„R ...... 7 k, 4,-, {IC't.,,344,44, . . 1.)432e)'4,. NS, v 44, r,4 i'SC '17,ts,..nl, 1 4S.,.... ,,.0 ,' ... ! f .:. t i :. . Ss0 ,F7 ,..C .01P, 0 , 1 4.PPROF:R,47E c 0,,,\Ec-ON /...,‘ ,, ! -4- ; ...!- ! th; ----; _ 4 " -r 4 3 4.W.,4 4/,.7473773 34,t,0 4434,,.A7,7,a. . _..3: :3111 11 '-i ,...., ' r 3,, l„, 1 ANALYSIS 1"1111::: "Jr "0 - !! ,, : , ',' I , ,„, Is.' ' , ) ,,,,,,,,, -,.2,a,,•-•44,,wm,,-,t,0: \\?::...i!..':'l ''4 - 1 ia.w i:1 ,,,, T ''',2''', ,,,, ,',, .,•. , ,',.,,.'„ ..-,-...,.. ,,,,, 1 0,1 i`t . .., i ., ,,.....07. sys.,i.0,7c. '. t,, ••-,i77,'so, " 1 e.s.0 s,c., , ,...L.,',2.1 i..a.....,... • ' - M..= 1 A gee a ! Z ' :::::',47,,,:,:„.",:r "' ".“.' '''''''''' \'''''I- ' :i 1.. 1 4' 7 t .' I .., „. r 7 s. :S' pl . l'''',;!::',',*:,.{:',..',E,.:,.!„,',',.?,',Tr,:„..,'-;,...”:..., ''''''IS,41..4R. 1,7 ''''`./->1. ' ' , 1 '' '* '. ,.. ! ' ..t..0.se....0 s'..7.7'.. f .,,,! ,,,,,' x.,,c't,./(22",,fir ss,,,,,,,,,,s.s,,,,•ss, s <,„).1 -rss A' S.<,o--sos,s 0033,2 t ; ms,..104 yta S77476,6 0,.i 07,me 's; 1 s , s-' 0 t." ' 3 c0 10f. "..,'L' • ' '1' 6]'...0, P.•,i5.3 it ‘s.7 7, ..i,' ''..'' : ' ' 1 ' . ' -''' Sii r...700,./.0 001 0s0s,.,-.s.es., -1: '/ ils'SOS '....." 4,l tne4 7 0 .-,3 43 ..' i , 1- ,4,4,CM,'4 X Yr,.00,at,s,,e,..,....u...,r.....0,,. i'—, 1,E0,# I .! t.,....:'''4.Z„..,;"/ : 7. I • .11.3."raseo Ivem. ......f.t+Si.:14,s.,,,,<a,.•,,, \ ' 1-- ,-.... -,4r),, t X" V' I ,...—,„..1E_ .-.kV,731.31,134,rw ok II r s,s .., ;' 3,......_• ____, .t.`.... :;:; ':,,,% . 11 \,','I f.;:'''','/;,/''. ''r!*,!;•;.; ; , Q ./44/07 ,4, ''', !! —0::,;;,,,,,,..,,,,,,i ',,,d•.ar,....., MI ( ION0 P 1 '. C) 0 , . , : 1 .,=, r•) 1 , - , P41,C., P 1 -2‘ • 0 „4.., , v c . , • i . J [1.••1-.24_ 1 \0 ... 1 1 i 7.t.,.... ,,,,,„, t .' ,•,',,,.) -...i, 1 ,,i- I/ p- I < , ,......114t,i f\i'7.)# / ''' '( 1 . 111111.111....' r''. ...) , ,. ' .i.` 12 . 3 .... v..... o......st, .0,-,,s. ..,..... \/ \ . 1 NTE \ ,.. ..,.. ....,-. , . „ . , / S-E R. . _ _.- . ,,,,:r.„ •E 47 ,..R---.., ...IL ! / L , _ .... ..... . r .\„, -: 0 E"'"4. r 9 .., , ,...., 1 . . . , , COD . ............ . , ',., Li r-- , . .i 1 , / p . Ez'",• -'. 44 ' - 1- . !! - .-,-- Ej , , .. _ . . „. I, '„„ .„„:' : 1„i \- .5,-T NG. li .(--7 I ' 't"-11'4P4-4P4i4-7744,P.PPP43,,,D, C) . , ..- '4-74 1/ , ..‘ I , - - - , • , , ; . . 0 =, . : f i 1 le) I 1 1 . ..' .. , a r E4 C). , / \ , r 1 - r1::::li . -...f.4., .,.. . - I , ...A.....6.k4.... 7:,.. _ „ ,. ., ...-.R.C.P.:,Ell ; , oa;:„...el....,t- .\ , . 1, , t ' / 1 1<-4.,' ' •0..7 s.- .0' .' , , ,, 11111.1=11111111111% ./ I . 25*SNOW LOAD •, L _ . „.... .t...2s 2,4.....1..!>i • 0 ,---,-- I I ; . . „L. ',.",".`,?, ..„,'• ,-4.- ,. 0 ..: ..d.s.l.i,..0,16. N'TEQ.ECT,,C., ,t : .:4"..1.. i'? '• 1111.10111.1111.11. 22155 I L1 .11001- „,,,„.., ,r,..; .,,,.... 1,47P.41 .4.74,4,4.4 14P -4 - 1.. , s —J- ; tia z,. -, w e, ....; , w.. t, OZ , .... 01%* Nail' ti , \ ... OR e.setitt Er4E.Ad-0,4 r A E 5.,.C4',,.. .. I Ir a De=t,v1,4o,-L-, 1 t t..• i7r•As•CCER. , MiC,12,=4--.CTO.7,==. pite.Cce,,,,,27=x1221 Is III ,..,#., I 4 1 1 1 , •40JNC,1-C, se,RRER F,OCR i s . si" e - 1 CO" . NE 4-1CLC-,m,..,1•. -a' CONE 3,* ..'/ r---,-.--, .e.4.,::. fl, „, „..,. , .... , 4 fif L.,.."=”7:',.',Aj4'.;,„ .I Y !\41.,/i 1+1 ' i 2 > 60,E*CFR OR CCeT,Gefs.LE.,, ei/ I ti:241,\•Ili ) s,exe,'1. 4E 't s.12 SR,0E 0,-,OR 024e,'" stiO,T*AOTOR 4- CT 9LTO kErs't*'0 A *,TECT.R4- e ii fOXOATIO,C...AN I i l'''ii‘if C's \ ‘ 001.1,0`..et OF 1., 't 1 TO 0...^2.3 C..^....,E R• P ' l'' 11' ' k f Niel. .C.4,4'...,.•,,,` CID =O.0,ett CRE*0, Ii RE,teete-E t*RET 4 FtEess'EN£0*t*tott* 10 l' T F I ' \ t0,222,2f EPS,.04.1e0e,t fsP i e ' 4 -.....' !•-kb''ssSH5t*e''''ttelr"- CM) ', ', ‘ ''' \ ) 5;E0,64- ,,54 r,c,..-E:. •'11elwe .)\ /r\;('I - IREE4RC:,etNCEL 142"11:C",,=. tr,'7 .= E=, E-.,„.. .„. ,,/, *0Ttt154*40.05400*S*E02 , ' % ) s \ kEm..ill44 s,e i ',5.ENTI1 'ne F 't ' ' • Li , frz4,,,,,, 4. , .i'00*1 , 1,oet,...,-,-.•-,00, =cc,,,,,•GA*ARE. .., 'T •e'''' ,... - , limininne2„ N,Z: RO:,..; 5-E [-*,) i 'it. 0 b • 254 SNOW LOAD . ..... ... ......_ c4\...E.,•_ ,,k.;w th ...-.-----. .,. z' . 5,5' 0 '," 6 %,. .,, ... 0 .5. ,.. . 0 .........• : 22155 L2 m „„ ,,, ,,, __, „ . ,_.,.-, _ . _ . \11111.1111111111111111MII TYPICAL SHEAR WALL DETAILS ,. . .... ,.......... 1.1 Roof sheathing - iLl „ ,,_, ..... ..IC't Root ratter or truss ABC Sheckp required at l j .- athing -_ bocked \ \ diaphragms(see RBC schedule) -,. - ' \ „..rei . Beveled blocking . ,"'" Strnpsen lit clip @ 24'c c - z 0 -- - „ ...., 0 e g g ,‘ no, Z., •,-,..: Sheathing pee schedule ,,,tt Boundary nailing.84 , ,..,,e, Top chord , lI \ .J,„"---."7 LIM t. 1 studs m comons @ 6-00 UN° - W At'.. BAEATANC. r ,.,... :I / J - A”' ‘ Blocking wih 8d 3-0c t. t t t" ,eC 14 1 Shearnhng ,, , ' atile' Vi Sheathing lo - _,,,' / .^r--- match below -7' ,' --. , , Upper floor edge nailing - -,- ,. I ' ' , .., . . . , . 4 Shear nailing .,„/6 ,+-tti , ,00- I 4 /t 2'max ...., ' ''''' 'I'.i'i 771tr' '""' ', / 2e each Ode of 1 . .1.; , ' / = Sheathing 1 '' II, , . ' 1)1101 , .. / Lid..., ..4- , ,'' / break 1 / / 1 'RBC SCHED010EWeb 00040100 I (Roof Boundary Clip) i t) '11. . .. .....,- el:0'CA AA:A..eELce. i Q t-st;-tt ,, i map ''' L7.-7- --- I C2SE r,e i:'eg‘1 i'er i gi 1 unh ad'pools:9'n'gl1 o r a u s-s - .0 Blocked diaphragms only ''.- 7eEe 5.E Ce CA I I' ... Shear nailing 1 ,-NI'., / 3=1-5,4 h , !..Reg ming.1 Ckp spaoing t tatte,,50,.'..a.-., • , '' / Lower floor edge nailing ' "..-'t, 1 •tA,,tti,Es„oc, „. ,.: 1,A.-BELO., . , ,._ . -.„, • . Lower#001'Staggered / t,t 1 .1 tt .,'_ _.. Eci„mai, t'. '''''_,"5,,' ''''.-...-9 „ i.17- I , ' 8d alt.4" i 1 : ,. . Edge nailing '.. 1 l'C'" „. ,,' 2,studs ' 10d 54- 12-Os , 5.,F...-.tv,, .,. ' . ' Sheathing_ , . Shealhing.see , 000 t..EC..4.1 , ,`,.. tr'1 ) , , ' ' t C schedule 2 it studs t 111 ' V SECT C C ., En Rafter/Truss at eaves Scale l's 1'0" 04lb:teach side Interior shearwall parallel to trusses . Beveled blocking al Floor joists parallel . _ Interior shearwall perpendicular to trusses , 130 clips at blocking It Scle l'=1'0' .. t Scale r.v 0a * Boundary nailing into lookouts or , s blocking adiacent to brace \ - , 8d commons @6*oc t 't,\-"titin INTERIOR ROOF DETAILS . I Sheathing see schedule .- — , Blocking with shear rialing 1. . t tt,BFloor ; ....._k..., Floor sheathing , _ ' olo Iii' t i t -4- 1 4 '45' i k'''''. "....11 „ Floor sheathing Lipper floor edge netting - „ , . 20 blocking with shear nailing ",,,, tt,, t Edge nailing ---' P 1 2.4 flat stritenei ' into top plate See schedule , , - Nailing lo match shear wall 204 angled brace 6. , .,..,. ., ,...,-: i,./ s ' ' ' , edge nailum requirement Sheathing to match . " . Nailing 10,000010 shear wall ' ' *-,...ittl,.*`‘,..,-”,.....1 -,' / ,' „.. Shear tuning see 211100 _. r i wall below - .--- -6 ,...,.. . ' ,f (By. . 1111..111=.1111 edge naihng requirement schedule tto., r A — I. Floor sheathing Sheatt.ing , 'iTteihaecneeris'lels bt'llanT" i 20 blocking break .il -1- t. . , . Framing clip(see :: / SECT, A-A I. 1, Lower floor edge na2i'kri:' .:,,T-11.. .._;.--*, . , scedule) it t t't;/ " t AT Scale 1 1 2's 1'0* 4 =- ji .4:': ..A ' 4 „ , Lower hoof staggered ci 1 I •);,,,4.44.:,' 11 edge narkng —. "' . Edge nailing ''' '. ,, , Sheathing 1,.' -'-1 I \1 Connect polio blocking i20 sf040 . ! ' SheatNng -- . -7 , 3 Boundary nailing into blocking-, ' ' 1 ' with shear naaing 2.blocking Edge nailing Wdlreig se e ., L30 clip 2.51tedS .^', ' Edge Nailinih0g p '''..-.:'-' Structural sheathing Top chord ,, I Sea,nailing see ." -u i, schedule - 2 a studs [ EIMM. I I2 st 4 angled braces 48'o c- , I Z ..,„:.-,-1 . 6 ',-' „ --..'. floor toist tti t t-t 2 x Studs I -t- Can . - i Z Floor joists perpendicular Scale 1 _.... 1 , Scal'=1*0' = 2 a 4 angled brace S11'61:31..1 Sheathing '''''': 0 I.. (4)lPd blocking to brace - ' Gable end truss SECT Et Parallel to joists Wall Perpendicular to oasts wScale'1l0- Sale.1 12's 1'0 aii.b. EXTERIOR UPPER "s t e * Scala 1*=v cr sraie v.v cr = INTERIOR UPPER FLOOR DETAILS FLOOR DETAILS EXTERIOR ROOF DETAILS ,. ... ... , 21 studs 2.sluds , ,. , 1 ' , Sheattung see rt, ! 7 fl.:4• C,t. Mudsill with anchor Sheathing see Mudsill wah anchor, li schedule ', t bolts see schedule. ' '. r. ., 5str",...C.Ct., ' .....a0.-ek 20 studs schedule 1.i , i bobs.see schedule Sole plate with Shear Sole plate with shear sL , 0t-tr,,,,,,,,4 1., Decking 5.7..E'Ac.',..t.Sf.t..„E t, .., k •• nailino see schedule '' ' ' 41. Enadgili:g.sieehnoschedute ,7. Sheathing.see , - ,, I! t ' . ,.. ,' ' , Decking 4,... - t,, 00050 0. schedalo tt .=.r„, 5.5E SC-E:,,-E fMcaudreg'dluisreeernesn'thsed'de It Edge nailing--- - ti I i , -- EIMII4;',r..., .t2..." ' ....- it. Edge nanl,ng 0,...7.4.... '"t,„---,--,-.1 Floor to mudsill 25t SNOW LOAD Et:Attie t......., I . ,. Shea,hadlog. 1 ' See SChedUle 1 1,.. t,_ __--_ -E • :. '.. . .„ 4 t ''.1 •t E"---i',' •''''1 r'1'',C?..c.,[.-:,--; . . 1' r'-j' • '1E-,'r.--kLI, • ' ' • ,, l'r- ,y' . t•••" . • ',.:.,' ,-:-1.-:',-.- • ' '-' ' ,- • .. 'I., . I 1''... , . , . IIIIIIIIIIIIIIIIIIIIIIIIIIIMI Interior post and beam Standard A.B. Detail Garage slab Post and beam Girders flush with mudsill 22155 ., Scale l'=1'0" SCale 1 S'tt V 0- . _. . Scale I's 1'0' Scale r-,l'0- t/ L3 i .,,J, INTERIOR FOUNDATION DETAILS EXTERIOR FOUNDATION DETAILS 1 ,i,l(sTti. ,.., .. ..... . .... ... ___ _,