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ENGINEERING, LLC COIL[ Page 5 DATE: 06/27/16 PROJECT: 22155 - J.T. Roth Const. WIND LOADS LOAD AREAS f-ROM CAD LINE A B C D LOAD mean roof height, h = 30 ft 0 0 least horizontal dimension, b = 35 ft V2 25 83 97 109 4723 0 0 a=min(0.lb, 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 0 0 2a= 7ft 0 0 0 0 root rise, y=I 101 M1 *i2 93 2Ut o roof run, x = 12 M2 75 9 57 2734 arctan(y/x) = 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 o 0 0 0 O 0 , 0 0 O 0 0 0 0 0 0 0 O 0 0 0 O 0 0' 0 0 0 0 0 O i 0 O 0 0 0 0' 0 0 0 0 0 0 0 1 . „ ! , 1, ! ,,,,,,,,,...:/,‘,If,c.,,,,,,,,wo,me *!!'"' ti e 6 , ' .(C;;;;!' '';'; ' ' I — !'; -; ''; -'; ! 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(241/01,114 1 2.44222. . . . . Y . . . 1 1 k1;) ri.:: <4... :.)3 It 1''•.' (f) . • ; ; 111.111.111.11.111111111.1 . , k'.... . ; •; ›..‹ ; ... ,r MIN. I-1/35 Page 9 • —TI—.• T •F �T--17 SIMPSON "MSTA36" EA. SIDE, (4)-TOTAL I•I 2X PPLE WL 111 , J I. HEADCRIER, W/ I�zA" SPLICELOVER I .- ---g JOINT W/CONT.NAILING HEADER • (CONTINUOUS) Z 101.....,, CONTINUE HEADER TO BLDG. CORNER 4 .I NAIL SHEATHING TO 1— III P•1 HEADER W/ 0.148"' X 1.• 21/4" F. RH. P-NAILS •Eii U 1•I.I�I 3" O.G. BOTH WAYS ti_N O � U A A E ~ (OR OTHER OPENG) z w L1 I F- N • 15/32" APA-RATED SI-IT1-I'G •j• FROM SINGLE SHEET, - FASTENED PER SHEAR Z SCHEDULE SPECIFICATIONS N AND NOTES 4 \--•, .� • _ — • - BLOCK ALL PANEL EDGES PER SHEAR SCHEDULE W .I I . . SPECIFICATIONS 4 NOTES I1 1 • 1 . . REBAR &O GRADE z z ••1.11 •1 I w-II SEE SHEAR SCHEDULE ANp w •• I 1 NOTES FOR HOLDDOWN SPECS •I I 1 PANEL WI®TN U II g, _ -_L 'Jr *3 TIES • 1I ' 1 (0 8 78) fit_- == klb II II co HI, 11 1111 ? q lQ o 0) 3 TIES 11 a II a II Z y • 6 10" O.C. It II II �+___ --=fib co PLAN VIEW OF (3)s II -- 11 STEM WALL EACH SIDE II II II I II II �4" CONC. SLAB --71----Ir II II II II II II 11 II II a= — I----1i= _ II II II MIN. 12"x12" CONT. "5 REBAR W/ 24" HOOK FOOTING a GARAGE TOP 4 BOTTOM 6 CORNERS DOOR W/ (4).4 CONT. 12 NARROW S EAR PANEL NO SCALE (REDUCES PANEL 1-IGT.) NRWSHEAR30 --Ar. El [MEEL12[11N DRAWN E (- JX. CIVIL- STRUCTURAL ENGINEERS DATE - 02-23-11 10570 SE WASHINGTON ST. STE 212 PH 15031 254-6292 PORTLAND. OR. 97216 FAX. 15031 254-6761 Page 10 • EDGE NAILING (2) 2x OR LARGER EDGE NAILINGI LARGEST OF THE (2) HDDEPENDING ON H.D. STRAPS 9 CORNER & LARG H.p'S EST� OROF NER THE (2) yin M �// (2) 2X OR LARGER I ��`� (DEPENDING ON H.D.) C Gg FOUNDATION G 6 UPPER FLOOR CO'-' 5IN D -OL OWN CONE 1 SCALE: 3/4" = 1'-m" GOMB114E40 DRAUJfNG NOT TO SCALE rA G3CXIEDJL —A' E- MKIMEEG3IIM D12AWN f:5Y- JX. CIVIL- STRUCTURAL ENGINEERS DATE- 02-23-11 10570 SE WASHINGTON ST. STE 212 PH: 15031 254-6292 PORTLAND, OR. 97216 FAX: 15031 254-6761 1 Page 11 DATE: 06/27/16 PROJECT: 22155 - J.T. Roth Const. ver012208 DESCRIPTION: 2012 IBC, Binder-Stock SIMPLIFIED STATIC PROCEDURE-2012 IBC BY: J.Y. malimmuidal oil ., .illan. Adjustment Factor for Building Height A = 1.00 10111111M1.1111111' II Increase 110/B wind loads by 0.83 al ,Iugazstammini 1 to obtain 100/B (S0s=2/3 SM ) 0.850 1.2SDS 1.02 1111111111111111111WINIMMI snow load = 30 upper: 1.81 mean roof height, h = 30 ft 11111.1.1=1=111=111 ower:IIIEIIIII V=1.2SosWDL/R ASD Load Combination =V/1.4 vvix ASU DEAD V LOAD WALL HT. LINEAL SQUARE LOAD SEISMIC COMB. UPPER FLOOR PSF HEIGHT FEET FEET POUNDS POUNDS Eq. 16-18 ROOF/CEILING 15 1681 25215 395r-2826 EXT.WALLS 10 8 184 7360 1155 825 INT. WALLS 8 8 200 6400 1004 717 BRICK 40 0 0 0 0 1 OTAL - 38975 6116 4369 MAIN FLOOR ROOF/CEILING 15 495 7425 116b 832 FLOOR 10 1504 15040 2360 1686 EXT. WALLS 10 9 176 7920 1243 888 INT. WALLS 8 9 100 3600 565 404 WALLS ABOVE 13760 2159 1542 DECK 10 280 2800 439 314 BRICK 40 0 0 0 0 TOTAL 50545 7932 5665 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 1808 1291 REDUNDANCY FACTOR = 1.0 or 1.3 per ASCE 7-10 12.3.4.1 and 12.3.4.2 Allowable Load (plf) Floor to Floor Holdown Floor to Foundation Holdown Shear wall wind/seis Tag Load Type Tag Load Type S 260/260 1 1500 CMST12X36" 6 2684 STHD1413-1 A 350/350 2 3430 CMST12X48" 7 5090 H1'T5 B 600/600 3 4700 CMST12X60" 8 1870 HDU8 C 896/640 4 6210 CMST12X72" 9 9535 HDU11 D 980/980 5 9215 CMST12X90" 10 ' 14445 Htl1J-14 E 1280/1280 ? 14446 to high • F 1540/1540 Page 12 DATE: 06127/16 PROJECT: 22155 - J.T. Roth Const. WALLS LOAD WALL SO, F F. LINE LENGTH OF SHEAR WALLS (FEET) TOTAL HGHT. BRICK NOTES 0.0 V2 3.0 4.6 3.0 30 13.6 8.0` 0.0 V4 16.0 6.2 2.9 5.9 31.6 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 90.6 1Vi1 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 M7 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.f 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.6 • Page 13 DATE: 6/27/16 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 0r 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 O 0 0 0 0.0 0 0 O 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 6 20301 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 a 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.06 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 00 0 0 0 0 0 0' 0.0 0 0 0 0 0 0' 60 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 6 6 Page 14 DATE: 06/27/16 PROJECT: 22155 - J.T. Roth Const. SEISMIC SEIS. I O fAL SQR. % SEIS. NTAX. ADJUST DIREC. FLOOR FEET OF FLR WALL BRICK FROM TOTAL UNIT REDUN. REDUN. UNIT F-B L-R SHEAR SEIS. SHEAR SEIS. SEIS. ABOVE SEISMIC SHEAR FACT. FACT. SHEAR O 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 16% 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 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 0 4369 0% 0 0 0 0 1.00 0 200% 6 8(32- M1 X 5665 240 11% 597 0 0 597 27 1.06 1.06- 2? 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% 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 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 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 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 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% 0 • Page 15 DATE: 06/27/16 PROJECT: 22155 - J.T. Roth Const. WALL SUMMARY WIND Narrow INCR CON(R. MAX. SHEAR WALL min UNIT Panel SEIS DESGN UNIT UPLIFT w/narw w/o HOLDOWN sill NOTES SHR IncreasE SHR W S SHEAR incr incr plt. 0 0 1.00 0 0 0 0 ON 0 V2 287 1.33 177 X 287 2296 A A 2 OR 6 2x 0 0 1.00 0 0 0' 0 OR 0 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 0 OR 0 0 0 1.00 ' 0 0 0' 0 OH 0 ' 0 0 1.00 0 0 0 0ORO 0 0 1.00 0 0 0 0OR0 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 0 OR 0 • M1 78 1.00 27 X 78 699 S S 0 ON 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 OORO 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 0OR0 0 0 1.00 0 0 0 0 ORO 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 0 OR 0 0 15 1.00 0 0 0 O OR O 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 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 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 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 0 OR 0 0 0 1.00 0 0' D 0OR0