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S TD of '5U -f-6P?n S� ROWELL SE Washington St Suite 212 ENGINEERING, LLC Portland,OR 9721MCIREP 6 STRUCTURAL ENGINEERING Tel. 503-254-6292 Fax.503-254-67 LATERAL ANALYSIS OCT 2 0 2015 October 6, 2015 B1RMN(C Djvysjo� Mascord Plan: 1103BA Bean Partition - Parcel 3 Tigard, OR 97223 100 mph 3-Second Gust, Exposure B Seismic Category D 2012 IBC / 2014 OSSC Mascord Design Associates 2187 NW Reed St, Suite 100 Portland, OR 97210 Tel. 503-225-9161 PR�F�ss Rowell Engineering �5 V\GINFF 29 Project Number: 58367P r 150312 . 2 O T. R 0�6'� P'W_"fn': DEC. 31, EXCLUSION OF LIABILITIES I.DISCLAIMER AND RELEASE BUYER HEREBY WAIVES,RELEASES AND RENOUNCES ALL WARRANI'IES(EXPRESS OR IMPLIED),OBLIGA"fIONS,AND LIABILITIES OF ROWELL ENGINEERING AND ALL OT't1ER RIGH'I'S,CLAIMS AND REMEDIES AGAINS"f ROWELL ' ENGINEERING(EXPRESS OR IMPLIED)WI-1-1-1 RE'SPE'CT'"1'0 ANY NONCOMFORMITY,IMPROPER INS"1'ALLA"I'ION, WORKMANSI-1113 OR MATERIALS. H.EXCLUSION OF CONSEQUENTIAL AND O"I'HER DAMAGES ROWELL ENGINEERING SHALL HAVE NO OBLIGA"I'ION OF LIABILI"1'Y,WHETHER ARISING IN CONTRACT (INCLUDING WARRAN"1'Y),"PORT(INCLUDING AC"I'IVE,PASSIVE OR IMPUTED NEGLIGENCE)OR OTHERWISE,FOR LOSS OF USE,REVENUE OR PROFIT,OR FOR ANY OTHER INCEDENTAL OR CONSEQUEN"IIAL DAMAGES. 111.THIS PRODUCT IS FOR A SINGLE USE ONLY AND IS NO"I' I'O BE REUSED WITHOUT'SPECIFIC AUTI-IORIZA"PION. (, � -— - --- - - ---- Page 1 I FpLTj tin LL C1CjC ��. J \� C1_C I I 7 N OI�I ! -I L\/� TION I I ©❑ RQ!'dELL a p ODE] ENGINEEPING Ci\':L- �V��L L'KG�NCCnS npr.iLc�D Oa S)T6 ,!`A!1 l:ra 4,4: Page 2 _ b INN SRI N-1 n RI f IJ-- z j i ,11 , r 1 -- c l - ROWELL ENGINEERING ' / Civ IL- STa uC�VA AL CNOiNE E'�S :M/O K•LSw�GtOh Si:t[I t S1L ]V rn1'A!1)'�.6)6] vpvlL�nL,p4 9]]6 s){ipl1)•J�•ti]Lt 00 ]AA 0 ME] Ziff] �-7 /,as 0 IV ff's Dal NZ . L<L Page 4 1 - r ►�i� Lrl FFT I IIIIII�II NSI Jj ' MA- W I 1 -� r Q�I ®� ROW N ���—. I I ELL J _ — pp EI!GINEERIfdG sc�= / ' / CIVIL- 5'I ra VC�U��L 6eJOI:JCCPS i i 10.10 Si 9>:�(wn5n•.1-1 5+4CF+Sf( 11) vH I�0li»�4M: vpu l�n,G,av 1'n..1�0lI IN.o>LI Page 5 DATE: 10/06/15 PROJECT: 1103BA WIN® LOADS LUAU AREA6 FROM CAD LINE A B C D LOAD mean roof height, h =®ft least horizontal dimension, b = ft 0 0 0 0 a=min(0.1b, 0.4h) >= max(3', 0.04b) 0 0 0.1b = 4.5 ft 0 0 0.4h = 8.4 ft 0 0 min = 4.5 ft 0 0 0 0 3' = 3 ft 0 0 0.04b = 1.8 ft 0 0 max = 3 0 0 a = 4.5 ft 2a = 9 ft 0 0 0 0 roof rise, y=® 1 42 166 41 163 5993 roof run, x = 12 2 88 96 110 138 6842 arctan(y/x) = 33.69 DEG 73--35 73 1836 M4 325 56 6251 A= 21.6 psf M5 263 25 4819 B = 14.8 psf M6 42 781 2062 C = 17.2 psf 0 0 D = 11.8 psf 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 U-) Page-6 UJ 00 j FTJ � a , •'r\ � I�f Q. I� 11 )> U) 11: )> ni 0> ni r U' �Nm i 60 ri i 1• 1 RIv 1 J 1 71 t� o I" - IY -i f---► Nd/ IN F OO'•- 'PL/-\N CIE] R ENGINEERING G� � Civ 1L_ S�uUC�Ud]nL CNGInCE AS 0 N � 1pn10 S(w'eSnlr:ll On SInCCI SlC ]] 1.. I!0'J}la.4}p) �� vOc;(dAJ.OF 9eT.4 d•flLL]la.�.]41 • SHEAR WALL SCHEDULE • (1) 2X D.F. studs max. 16'O.C. • HOLDOWN SCHEDULE • SEISMIC ZONE D APA RATED PLYWOOD OR ORIENTED STRAND BOARD (1) (2) Anchor bolls to be %with 0 'W— oronto. 7l embedment Into MARK MODELSIMPSON FASTENERS CAPACITY NOTES concrete. Secure with BP�'-3 or BPS�•-3. (e) MODELS (13) (LBS.) (3),(5),(6),(7) SOLE IE SILL PLATE BPS 6/0—3 requires an additional std. cut washer. NO Connect btm. plate to FASTENERSALLOW holdown Boor}t/rlm/bm/blkg. N/A MARK PANEL NAILING AS NOTES LOAD (3) Intermediate studs nailed O 12" O.C. required w/16d O 4"O.C. THICKNESSTYPE O PANEL 16d SIZE SPACING ) EDGES SINKER (2) 9a3 11M (4) Framing*adjoining panels to be 3x nominal or wider. CMST12 x (7)16d common 1300 For equivalent options, w/naling staggered. 1 36" Long nage of each and. Bee(10) 346 (5) 0.131"0 X gyp F. RH P—nail may be replaced with '•+ 0.131 0 x 20 CMST12 x (16)16d common or 6' O.C. 6" O.C. 2X 48' O.C. 260 tumbled X 2va common nag or 0.113.0 X 2>4"hot dib or nails at each and. 3.430 Far equhdmt optima, 1�' F.RH.P—NUL tumbled golvanlzed Dox nab. 2 48" Long see(11) ♦ 8 0.148'0 X 3" F. RH P—nal may be replaced with 0.1480 X CMST12 x (22)16d common A 7 ( ) P 60' Long nails at each end. 4,700 For equale(t2 options, i(6 _ 3' common nail or 0.128 0% 3' hot di or tumbled or 0.131 0 x 214' 4' O.C. 4" O.C. 2X 46 O.C. y galvanized box nal. 1352" F.RH.P—NAIL 3JU W (7) "F. RH. P—nail'— designates a full round—head power null. CMST12 x (29)ttd common ` 4 72" Long nous at each end 8,210 7318 r (B) Minimum 4X6 post O each end. or 0.131 ♦x 214' 2" O.C. 3" O.C. 2X 13" O.C. see (4) CMST12 x (39)16d common 34' O.C. bUU o (g) to min. occur O each and of each eshall be a fasten L\ nails at each and. 6.350 1352" F.RH.P—NUL 3X ` to min. double 2X studs WWI shYg. aFldl be edge nailed \tea// 90" long to each holdown stud. 3i8 CMST 14 X 36"L w 8 Retrofit with HTT5 R 8 or 0,131 p x 214' 2" O.C. 2" O.C. 3X O.C. see (4) 8gg ♦ (10) /( ) 16d common each end. STHD14RJ (30)16d sinkers. 3,280 spdMg o«concreto wolfs �d0 MST 37 w/(10) 16d common or sinker each end. 1352' F.RH.P—NAIL 22 O.C. MSTC40 w/(14) 16d sinkers each and. Equivalent option 11 CMST 14 X 60'L w/(22)16d common or sinkers each end. HTT5 (26)16d"aro 5,090 1s.an HDU-5 ( ) SB x24 w/2X* SDs Y:x or N5T48 w/(18) 16d commons m each and. y4 wawa 0.131 ♦x 2W 3" O.C. 3" O.C. DBL 2X 20' O.C. see 4 1'�" _ ( ) MSTC52 w/(22) t6d sinkers each and. F.RH.P—NUL 3X 20O.C. EA. SIDE CMST 14 X 72% w 29 16d common or sinkers each end. HDU-8 (20)SDS+x 214" 7,870 Min.(3)2x a S. (t2) /( ) Nth es dpaled together 346*346* as' MST60 w/(23) 16d common each and. ° ° 0, ��i24 w/ted sinker o e'O.C. MSTC66 w/(32) 16d sinkers each and. 0.131 ♦x 214' 2' O.C. 2.5" O.C. 3X 16" O.C. see �Rl1 (3e0)A307 th905 Y."x 214'rooded roocraws,e A.B. 6x6 post req d 1 • 1' '� (4),(g) ILOV (13 tree SSTBL in place of SSTB where 3x w dbl. ZX plates HDU-11 w 2Y4"x o.xt]'plate or BN 9.535 30X30x12'deep min.it% EA. SIDE F.RH.P—NUL )occur. bt.(2)nota Nin 10'ftg. rsq'd.O as anonw Wt. (14)May use an HHDO14 In place of HDU-14. (36)SDS y:X 2W=so% 6X6 post raq'a. 1'e A307 threaded rod A.B. 3148 0 x 3' 2' O.C. 2" O.C. 3X 13" O.C. see 15 D q P HDU-14 w/2y4'x2y4'x44'plate or Mn 14,445 38�HeaXy hoo n"t regd. F 1%2" F RH P—NAIL 3X late required where shown on foundation Ian. EA. SIDE (4),(B) T ( ) see(14) btm.(2)nuts.Nin 10"ng. deep mir belt. embed req'd.O ea.mchor Dolt I r n ' MIN. H/3.5 Page 8 i •I T �T I�T —I SIMPSON 'MSTA3�o' I I EA. SIDE, (4)-TOTAL I• I I I I 2X CRIPPLE WALL OVER L_ J _ i __ HEADER, W/ 1'%' SPLICE --- — — -- ---� JOINT W/ CONT. NAILING HJ. EADER (CONTINUOUS) I I ——— —— CONTINUE HEADER TO BLDG. CORNER d ..1 NAIL SHEATHING TO I'I HEADER W/ 0.14,5'(P X Q [• 21/4' F. RH. P-NAILS a w 3' O.G. 50TH WAYS N LL ° G; 4 F; 4AG;E (OR OTHER OPEN'G) w i- N •I' 15/32' APA-RATED SHTH'G w I•I ,FROM SINGLE SHEET, J FASTENED PER SHEAR = Z I. SCHEDULE SPECIFICATIONS -z AND NOTES o 5LOCK ALL PANEL EDGES Q I PER SHEAR SCHEDULE SPECIFICATIONS 4 NOTES (III II I REBAR X00 GRADE z w I'll II'I -1 III III SEE SHEAR SCHEDULE AND w �I �•� NOTES FOR HOLDDOWN SPECS N 9 .1 Il I• • L. PANEL WIDTH "3 TIES 1 1 dfkt=- ==ddb II II � 03 TIES II u 11 u II ------------ m 10 O.C. I I I I PLAN VIEW OF (3) "5 ii 11 ii STET"I WALL EACH SIDE I II II 4' CONC. SLAB II II II II II II II II II II II II MIN. 12'x12' CONT. "5 RESAR W/ 24' HOOK FOOTING o GARAGE TOP 8 50TTOM m CORNERS DOOR W/ (4) 04 CONT. 12 NAizizOUJ S1�E,4R P,4NEL NO SCALE (REDUCES PANEL NGT.) NRWSHEAR30 DRALJN BY- J.Y. 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 9 DSC CONNECTOR PER PLAN o o TOP PLATE MANUF. TRUSS 50 ��C 'a) TRL 5S DSC-, SCALE: 3/4' = P—O' l V J G30�C�C�� - C�G�1C��Cr�10ECEG3��7C� D1R,4UJN CIVIL- STRUCTURAL ENGINEERS DATE 11/15/12 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 NAIL[ G DEPENDING= ON N.D. LARGEST OF THE (2) H.D STRAPS g CORNER 0 LARGEST OF THE (2) (2) 2X OR LARGER N.D'S e CORNER (DEPENDING ON H.D.) m FOUNDATION a UPPER FLOOR �01"f� INED --IOLD0LJN � �OfiI!N�E � SCALE: 3/4' = i'-0' 1 i DRAWING NOT TO SCALE DRAWN BY- J.Y. 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 11 DATE: 10/06/15 PROJECT: 1103BA ver012208 DESCRIPTION: 2012 IBC, Binder-Stock SIMPLIFIED STATIC PROCEDURE - 2012 IBC BY: S.A. IND PEED: 100 Adjustment Factor for Building Height A EXPOSURE: B Increase 110/B wind loads by 10.83 SEISMIC CAT: D to obtain 100/B (SDS=2/3 SMs) 0.850 1.2SDS 1.02 R: 6.5 snow load := 30 A upper: 0 mean roof height, h = 21 ft A main: 2703 A lower: 0 V=1.2SDSWDL/R ASD Load Combination = V/1.4 wDL ASD DEAD V LOAD WALL HT. LINEAL SQUARE LOAD SEISMIC COMB. UPPER FLOOR PSF HEIGHT FEET FEET POUNDS POUNDS Eq. 16-18 F/ EILIN 15 0 0 0 EXT. WALLS 10 0 0 0 0 INT. WALLS 8 01 0 0 0 BRICK 40 0 0 0 0 TOT7L 0 0 0 MAIN FLOOR ROOF/CEILING 15 2703 40545 6362 4545 FLOOR 10 0 0 0 EXT. WALLS 10 9 244 10980 1723 1231 INT. WALLS 8 9 202 7272 1141 815 WALLS ABOVE 0 0 0 DECK 101 i 0 0 0 BRICK 1 401 0 0 0 0 TOTAL 58797 9227 6590 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 18252 2864 2046 DECK 10 0 0 0 BRICK 401 1 0 0 0 0 TOTAL 18252 2864 2046 REDUNDANCY FACTOR = 1.0 or 1.3 per ASCE 7-10 12.3.4.1 and 12.3.4.2 Allowable Shear wall Load (plf) Floor to Floor Holdown Floor to Foundation Holdown wind/seis Tag Load Type Tag Load Type S 260/260 1 1500 CMST12X36" 6 2684 STHD14RJ A 350/350 2 3430 CMST12X48" 7 5090 HTT5 B 600/600 3 4700 CMST12X60" 8 7870 HDU8 C 896/640 4 6210 CMST12X72" 9 9535 HDU11 D 980/980 5 8350 CMST12X90- 10 14445 HDU-14 E 1280/1280 ? 14446 to high F 1540/1540 Page 12 DATE: 10/06/15 PROJECT: 1103BA WALLS LOAD WALLQ, FT. LINE LENGTH OF SHEAR WALLS (FEET) TOTAL HGHT. BRICK NOTES 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 mi 10.9 16.0 26.9 9.0 M2 34.0 10.0 14.0 58.0 9.0 M3 2.8 3.5 6.3 9.0 M4 5.0 2.8 7.8 9.0 M5 16.0 3.0 3.0 22.0 9.0 M6 2.6 2.6 5.2 9.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 = 0.0 0.01 iJ 0.01 1 126.2 0.0 0.0 0.0 OA 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: 10/6/15 PROJECT: 1103BA WIN® 110 100/B SHEAR ADJ. x_ LOAD FROM TOTAL TOTAL WALL 110/B 100/B FRAME NOTES ABOVE LOAD LOAD LENGTH PLF PLF I Y=CANT. 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 0.0 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 ol 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 ol 0 0 0.0 0 0 01 ol 0 0 0.0 0 0 0 0 M1 5993 5993 4953 26.9 223 184 M2 6842 6842 5655 58.0 118 97 M3 1836 1836 1518 6.3 294 243 M4 6251 6251 5166 7.8 801 662 M5 4819 4819 3982 22.0 219 181 M6 2062 2062 1704 5.2 396 328 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 ol 0 0 0 0.01 0 0 ol 0 0 0 0.0 0 0 27802 0 0 0 ol 0.00 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 ol 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 ol 0 0 0 0 0 0.0 ol 0 0 0 0 0 0.0 ol 0 ol 0 0 0 0.0 0 0 ol 0 1 0 0 0.0 0 0 ol 0 0 0 0.0 0 0 0 0 • •- •D UST UJNIT �� • :• . - MEEM