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Report (6) zirts ZOl -- 072 . ROWELL ENGINEERING LS(x) �U� � 10570 SE Washington St CIVIL - STRUCTURAL ENGINEERING Suite212 Portland,OR 97216 Tel. 503-254-6292 j�jlt��F�Ld{U�'Rey� EiVED) Fax. 503-254-6761 LATERAL ANALYSIS MAY 1 2014 April 1, 2014 C>ITYOF 1r1GA(��® i;�1111I1L1<D�:G 1➢1i�1�41<®N Mascord Plan: 22115B - West Coast Home Solutions, LLC Ventura Estates, Lot 12 Tigard, OR 97223 100 mph 3-Second Gust, Exposure B Seismic Category D 2012 IBC / 2010 OSSC Mascord Design Associates 1305 NW 18th Avenue Portland, OR 97209 Tel. 503-225-9161 PRO, Rowell Engineering t��0`INFF. Project Number: P' 58367PE 140094 4 EGI 0�C�T22 ���, 'b.!) T R O`�� (42 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 CONSEQUENTIAL 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. . . • • _ 1 . • ,:1-1 1 , '•::,4---+ 1 , . :; C.Jr11 • ' 1 itZ 1 , . : ,' ',,. , , . • - , , , , Mr•-,-------i-,--r•-.. 11, 1 •\--'L''''t <--c / 4,`,,t."1 `;'''' !Iiill'111! i . 111•:, I . . -.S.:: -11.1:11 1/41 "- A-14 L-1-1-,-'''' 11,7T' , I I Itg,ic 1 Ii-Lf-' -z---1 -.:4--1-3-\:'\• - . ,-- , i__, F-Th I t.:: 11 I 1 -- 1 r ' r 7---7 1.,, ; !i; !1--,-t1: : 1,i_i,J_LLI LI iiI)HI 11 l.-_-_.,--1:,--i ri--4-1- :::4A:!:, 1-7---r----- Trilli v i'..( ',,1 I I: ilt•, ,------,,lirii,,1 11 i,, ir-i--1.4_ 11 it,i--- - ;.,.!1:-E !1 . ,_ !-------- --A, r 1 I ,,11!--=-,-_-=-„-: --,---L-7,i;i .1 I : i , ' :,-_-i-._=L--, --I-1 l'Irri IN U 1 _1_1_, ___ _11 / 1 ; , , I, 11 , i 1 i i i 11 .., , J_L,: 0 "I. 1 '1 1..____:____1 ; -__.17_-„1.7.-. 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Page 4 i I ---- Y4 -- --- -- - _ li' t r,s - i �:i-"-" � ,!-"� --;[_'i� i` i, �- :t i Le _ � -, - ,L I i- i' ! i ice t . j— -; ____ _ /�•{ ,.i J sdr 22115B —_F— c:rr=- • �v� 'O.,�r�jai 5 Page 5 DATE: 04/01/14 PROJECT: 221155 - West Coast Home Solutio WIND LOADS ' LINE A B C D LOAD mean roof height. h =WM ft V1 76 1322 least horizontal dimension, b = ilift V2 20 44 20 46 1433 O 0 a=min(0.1 b, 0.4h) >= max(3', 0.04b) V472 189 2472 V5 0 21 63 11 28 1323 0.1b= 3.2 ft V6 38 83 2330 0.4h = 10.4 ft V7 36 127 3049 min = 3.2 ft O 0 0 0 3' = 3 ft O 0 0.04b = 1.28 ft 0 0 max = 3 O 0 O 0 a = 3.2 ft 0 0 2a= 6 ft O 0 ' O 0 roof rise, y= 6 M1 118 14 2143 roof run, x = 12 M2 51 54 1584 arctan(y/x)= 26.57 DEG O 0 M4 203 3532 A= 23.3 psf M5 57 34 1921 B = 7.3 psf M6 57 80 2721 C = 17.4 psf M7 58 112 3301 D = 6.4 psf 0 0 O 0 0 0 0' 0 0 0 0 0 O I 0 O 0 0' 0 L1 170 2958 L2 38 886 L3 70 1218 L4 0 0 0 0 0 L7 65 43 2264 O 0 0 0 O 0 0 0 O 0 0 0 ,. 0 0 0 0 0 0 ' 1 I ', ,,..-7.:,, ,2% ..,,U4),a,r,..,-,•,.........-_, .-4 .C........\I p.,,,,.. 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I: — = 1 I.? 1 Tr. ,' '::::: .I „ il,I.. W... .:.,:::`,,, r-- . -,..S.C.,E -----:. 1 ir-- ,•:,_-. -,::-.: 1 ,: 1.I 4• 'd I*I 0 ->.-: < 1 I I e.-ILI-,•-•::',...47,,- ,..10, ^ 1 L'',I,I *Z7F,R$F,SII,,,,C,, _,„,,"' ' 4- 1 sv - ! I I , - --2' F. .--.... . = ,a, ., <1-12' a , 1 !11 I / 'ZII,,, , ,..r, —,,,, I , 1 - , i 1 `,,,,, Itt 0 I :( .:I. 1 j I 4• -.. —'r''\.17, •‹.....:..,"1 7-=-::.---:--,-:7 I I 1: 1 I I 1 I 1 i 1 1 i I I . I 22115B .------o_iND _ TION !___.4,.N __ . 1 , rl './ Ii a) a) 0) ('3 Cl— , • SHEAR WALL SCHEDULE • („ z%ELF. studs max. 16'O.C. • HOEDOWN SCHEDULE • SEISMIC ZONE D (2) Anchor bolts to be WO)-bate w/min. 7”embedment Into MARK SIMPSON FASTENERS CAPACITY APA RATED PLYWOOD OR ORIENTED STRAND BOARD (1) concrete. Secure with BP%-3 or BPS%,-3. (9) MODEL# (13) (LBS.) NOTES (3),(5),(6).(7) SOLE IE SILL PLATE BPS V"-3 requires an additional std. cut washer. No Connect btm.plate to FASTENERSALLOW holdown floor pt/rim/bm/blkg. N/A PANEL AB NOTES LOAD (3) required w/16d 0 4"O.C. / MARK THICKNESS TYPE 0 PANEL NAILING Intermediate studs nailed 0 12"O.C. EDGES 16d SIZE SPACING (4) Framing 0 adjoining panels to be 3x nominal or wider, CMST12 x (7)ISA common 1500 For SINKER (2) equivalent options, w/nailing staggered. 36" Long oats at each end. ase(10) Os;O6 0.131 y x 2)j' 2F(1 (5) 0.131"0% 2r2" F. RH P-hat may be replaced with CMST12 x (18)16d common 6" O.C. 6" O.C. 2X 48' O.C. 1 0.131"0X2)5"common not or 0.113"6 X 2)5"hot dip cc nets at each end. 3.430 For equivalent optive, 1,32'' F.RH.P-14411. tumbled galvanized box nod. 48" Long see(71) 0.148"0 X 3"F. RH P-not may be replaced with 0.1480 X • CMST12 x (22)laid common ) ,0, 7 • (6) dip 60" Long nate of each end. 4.700 For e.qu Bee (12 options. /(6 3" common nail or 0.126 0 X 3"hot or tumbled y,o�r 0.131 i x 21r 4' O.C. 4" O.C. 2X 46" O.C. N galvanized box not. 132" F.RH.P—HAL W (7) "F. RH. P—nail"— designates o full round—head power nail. CMST12 x (29)16d common note of each and. 6,210 72" Long 746• (8) Minimum 4X6 post 0 each end. or 0.131 0 x 2)5' 2" O.C. 3" O.C. 2X 13" O.C. see (4) 888 CMST12 x (39)16d common 34" O.C. SOO c (9) Haldowns occur 0 each end of each shearwall &fasten nous at each end. 8.350 1732" F.RH.P—NAL 3X Z to min. double 2X studs. Wall sileg. shall be edge nailed 5 90" Long to each holdown stud. �e CMST 14 X 36"L w 8 16dRetrom with HITS H or 0.131 y x 215' 2" O.C. 2" O.C. 3X 9" O.C. see (4) gg6 • (s.0) /( ) common each end. STHDI4RJ (30)led sinkers. 3.260 sprang of concrete walls ��/// 1%2" 0 MST 37 w/(10)16d common or sinker each end. occurs F.RH.P—NAL 22" D.C.O.C. MSTC40 w/(14)16d sinkers each end. Equivalent option 7 CMST 14 X 80"L w/(22)16d common or sinkers each end. HITS (26)16d sinkers 3080 w b on MDu-5 �(e" (11) 5846x24 /(14)SDS X"X or MST48 w/(16)16d commons 0 each end. 2$'screws. 0.131 0 5 275' 3" O.C. 3" O.C. DBL 2X 20" O.C. see 4 1%2 ( ) MSTC52 w/(22) 18d sinkers each end. EA. SIDE F.RH.P—NAL 3X 20" O.C. ..c..(3)2x r ex.a (12)CMST 14 X 72"L w/(29)16d common or sinkers each end. HDU-8 (20)SDSY"x yr 7,670 with studs nosed together 746• MST60 w/(23)16d common each end. screws,933f024 w/16d MilkerMilker0 6'O.C. MSTC68 w/(32)16d sinkers each end. Of (30)SOS Y�X 2$"screws. " 0.131 4x275' 2" O.C. 2.5" O.C. 3X 16" O.C. see 1280606 oat r.q'a 1 i28D 1's 0307 threaded rod A.B. D EA. SIDE F.RH.P—NAL (4),(8) (13)Use SSTBL In place of SST8 where 3x or dbl. 2X plates HDU-11 w/2z'x2Y4'.4k"plata or BPI 9.535 30%30x12"deep min.fug occur. blwn.(2)nuts.Nin 10'Hg req'd.0 en.anchor bolt. embed. (14)May use an HHD014 In place of HDU-14. (36)SDS Ye"X 215"screws, 606 post req'd. 410, re 0307 threaded rod A.B. 19S2" 0.148 0 0 IL 2" O.C. 2" O.C. 3X 13" 0.C. see ���rre�r��r 15 3X plate required where shown on foundation plan. HDU-14 /2ye x2Ythreadlute or BPs. 14,445 Navvy hex nut regd. EA. SIDE F.RH.P—NAL (4),(8) 1J4U ( ) see(14) bloom(2)nuts.Nin 10'fug 36%38X12'deep mh ftg. embed. req'a 0 as.anchor bolt. y MIN. H/3.7 y Page 10 I SIMPSON 'MSTA36' -r-TI- ' -I; - T• -IT--I-1 i 1 / 1 1 11 EA. SIDE, (4)-TOTAL •I' ; I i•1 1••' 11 I•I 1 I 2X CRIPPLE WALL OVER J'.. L_ , L. '. _I _ I I. -_Li HEADER, W/ 11'2' SPLICE - _7 -=- JOINT W/ CONT.NAILING DER (CONTINUOUS) • � - \\� • - CONTINUE HEADER \ TO BLDG. CORNER 4 ZNAIL SHEATHING TO 1- HEADER W/0.145'4' X '4 !. 21i4' F. RH. P-NAILS 9 W 3' O.G. BOTH WAYS d) , LL I • C-•1 GARAGE t- (OR OTHER OPEN'S) '� W = W 1- d) 15/32' APA-RATED SHTH'G = W I ,FROM I SINGLE SHEET, J FASTENED PER SHEAR = Z 1• SCHEDULE SPECIFICATIONS T) I AND NOTES W J•1 D -, _ - , , -BLOCK ALL PANEL EDGES /1•= Q 1I PER SHEAR SCHEDULE _ I�• II SPECIFICATIONS 4 NOTES II II 16 /11 ii•I REBAR &O GRADE W •1.11 Il•I f \III II 1 SEE SHEAR SCHEDULE AND W11- 11 it 1 NOTES FOR HOLDDOWN SPECS Kt U I I1 PANEL WIDTH -1 •I'IL ` 1•I• IL 1 1 _ _ LI "3 TIES df' lilt II iiii 10 6 01 d:E_-- ===fib !I 11 Co II I 1 a 11 n _z Q L O _O 01 "3 TIES II LI II a II E E im° o.c. u II II v FLAN VIEW OF (3)"S II II II STEM WALL EACH SIDE 0� II II ''4' CONC. SLAB -- -I----Ir- F _ II II II II II II II II II tt=E =r1----1i= II 11 H MIK '5 12"x12' CONT. "5 REBAR WI 24" OOK FOOTING a GARAGE TOP 4 BOTTOM 9 CORNERS DOOR W/ (4) "4 CONT. 12 NAiRIROLJ SEA PANEL NO SCALE (REDUCES PANEL HOT.) tNRWSHEAR3C 2C3WELL EMEIMELEGARII DRAWN Err- J.1'. 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 EDGE NAILING (2) 2x OR LARGER EDGE NAILING 1j Il DEFENDING ON H.D. �/ STRAPS 6LARGEST OCORNERF THE ) H D iiv.. A NEMr i A% 0 o LARGEST OF THE (2) rim -A" I (2) 2X OR LARGER H.D'S 9 CORNER 'Ai (DEFENDING ON H.D.) i MiliP4 A 9 FOUNDATION O e UPPER FLOOR Q COHEINED 1-IOLDOWN CONE J SCALE: 3/4' = l'-m. GOIABI DRAWING NOT TO SCALE RONYELLN L H gOMINC G30Mg DRAWN 5-1'- 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 12 DATE: 04/01/14 PROJECT: 22115B - West Coast Home Solution ver012208 DESCRIPTION: 2012 IBC, Binder-Stock SIMPLIFIED STATIC PROCEDURE -2012 IBC BY:MIMI - �yrII1i>E.yJ 1i i Adjustment Factor for Building Height A = 1111111 :/Ii1.9�171�� Increase 110/B wind loads by ' s may__ _1[_Z_-ril_i� to obtain 100/B (Sos=2/3 SMs) 0.850 1.2SDS 1.02 .111111 6.5 snow load =MEM upper: 1390 mean roof height, h=MOM ft 1165 ` ower:MUM V=1.2SosW0L/R ASD Load Combination =V/1.4 W DL 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 1390 20850 3272 2337 EXT. WALLS 10 8 161 6440 1011 722 INT. WALLS 8 8 120 3840 603 430 BRICK 40 0 0 0 0 TOTAL 31130 4885 3489 MAIN FLOOR ROOF/CEILING 15 142 2130 334 239 FLOOR 10 1023 10230 1605 1147 _ EXT. WALLS 10 9 150 6750 1059 757 INT. WALLS 8 9 100 3600 565 404 WALLS ABOVE 10280 1613 1152 DECK 10 0 0 0 BRICK 40' 0 0 0 0 TOTAL 32990 5177 3698 LOWER FLOOR ROOF/CEILING 15 0 0 0 FLOOR 10 1028 10280 1613 1152 EXT. WALLS 10 10 150 7500 1177 841 INT. WALLS 8 10 50 2000 314 224 WALLS ABOVE 10350 1624 1160 DECK 10 102 1020 160 114 BRICK 40 0 0 0 0 TOTAL 31150 4888 3492 REDUNDANCY FACTOR = 1.0 or 1.3 per ASCE 7-05 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 5 260/260 ' 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 13 DATE: 04/01/14 PROJECT: 22115B - West Coast Home Solutio WALLS LOAD WALL ' SQ, FT. LINE LENGTH OF SHEAR WALLS (FEET) TOTAL HGHT. BRICK NOTES Vi 9.6 9.6 8.0 V2 6.0 6.0 12.0 8.0 0.0 V4 10.8 4.0 14.8 8.0 V5 28.6 28.6 8.0 V6 3.0 5.0 7.4 15.4 8.0 V7 3.2 5.6 3.4 20.0 32.2 8.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 112.6- Mi 12.6M1 9.6 9.6 9.0 M2 4.8 4.8 9.6 9.0 0.0 M4 5.4 4.0 94 9.0 M5 3.2 11.0 3.6 17.8 9.0 M6 3.0 8.2 11.2 9.0 M7 13.4 12.0 25.4 9.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 83.0 Li 9.6 9.6 10.0 L2 2.0 2.0 4.0 10.0 L3 2.6 2.6 10.0 L4 5.6 5.6 10.0 0.0 0.0 L7 19.4 19.4 10.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 41.2 Page 14 DATE: 4/1/14 PROJECT: 22115B - West Coast Home Solutii WIND 110/B 100/B SHEAR ADJ. X= LOAD FROM TOTAL TOTAL WALL 11'0/B 100/B FRAME NOTES ABOVE LOAD LOAD LENGTH PLF PLF Y=CANT. V1 1322 1322 1093 9.6 138 114 V2 1433 - 1433 1184 12.0 119 99' 0 0 0' 0 0.0 0 0 V4 2472 2472 2043 14.8 167 138' V5 1323 1323 1093 28.6 46 38 V6 2330- 2330 1926 15.4 151 125 V7 3049 3049 2520 32.2 95 78 0 0 0 0 0.0 0 0 0 0 0' 0 0.0 0 0' 0' 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 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 11929" M1 2143 1322 3466 2864 9.6 361 298- M2 1584 1433 3018 2494 9.6 314 260 0 0 0 0 0.0 0 0 M4 3532 2472 6004 4962 9.4 639' 528 M5 1921 1323 3243 2681 17.8 182 151 _ M6 2721 2330 5051 4174 11.2 451' 373 M7 3301 3049 6350 5248' 25.4 250 207 0 0' 0 0 0.0 0 0 ' 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0' 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0' 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 11929 271-32- Li 2958 3466 6424 5309 9.6 669 553 L2 886 3018 3904 3226 4.0 976 807 L3 1218 1218 1007 2.6 468 387 L4 0 3002 3002 2481 5.6 536 443 0 0' 0 0 0.0 0 0 0 0 0 0 0.0 0 0 L7 2264 3175 5439 4495 19.4 280 232 0 0 0 0 0.0 0' 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0- 0' 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0' 0 0 0.0 0 0 12660.59 19986- • Page 15 DATE: 04/01/14 PROJECT: 22115B - West Coast Home Solution: SEISMIC SETS. I U I AL SQR. % SEIS. MAX. 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 V1 x 3489 108 8% 271 0 271 28" 1.00 1.0 2 V2 x 3489 307 22% 771 0 771 64 1.00 1.00 64 0 3489 0%' 0 0 0' 0 1.00 0 V4 x - 3489 718 52% 1802 0 1802 122 1.00 1.00 122 V5 ' x 3489 364 26°I° 914 0 914 32 1.00+ 1.00 32 V6 x 3489 559 40% 1403 0 1403 91 1.00 1.00' 91 V7 x ' 3489 723 52% 1815 0+ 1815 56 1.00 1.00 56 0 3489 0% 0 0 0 0 1.00 0 0 3489 0% 0 0 0 0 1.00 0 0 3489 0% 0 0 0 0 1.00 0 0 3489 0% 0 0 0 0 1.00 0 0 3489 0% 0 0 0 0 1.00 0 0 3489 0%' 0 0 0 0 1.00 0 0 3489 0% 0 0 0 0' 1.00 0 0' 3489 0% 0 0 0 0 1.00' 0 0 3489 0% 0 0 0 0 1.00 0 200% 0 6916 M1 ` x 5698 159 14% 505 0 2/1 776 81 1.00` 1.00 81 M2 x 3698 377 32% 1197' 0 771' 1967 205 1.00 1.00 205 - 0 3698 0% 0' 0 0 0 1.00 0 M4 x 3698 532 46% 1689 0' 1802 3491 371 1.00 1.00 371 M5 ' x 3698 256 22% 813 0 914 1726 97 1.00 1.00 97 M6 x 3698 386 33% 1225 0 1403 2628 235 1.00 1.00 235 M7 x 3698 620 53% 1968 0 1815 3783 149 1.00 1.00 149 0 3698 0% 0 0 0 0' 1.00 0 0 3698 0% 0 0 0 0 1.00' 0 0 3698 0% 0 0 0 0 1.00 0 0 3698 0%' 0' 0 0 0 1.00 0 0 3698 0%- 0 0 0 0 1.00 0 0 3698 0% 0' 0 0 0 1.00 0 0 3698 0% 0 0 0 0 1.00 0 0 3698 0% 0 0 0 0 1.00 0 0 3698 0% 0 00 0 1.00 0 200% 6976 14372 L1 x 3492 255 23% 788 0 776 1564 163 1.00 1.00 163 L2 x ' 3492 150 13% 463' 0 1967 2431 608 1.00 1.00 608 L3 x 3492 289' 26% 893 0 893 343 1.00 1.00 343 L4 x 3492 241 21% 745 0 1745 2490 445 1.00 1.00 445 0 3492 0% 0 0 0 0 1.00 0 0 3492 0% 0 0 0 0 1.00 0 L7 x 3492 202 18% 624 0 1891 2516 130 1.00 1.00 130 0 3492 0% 0 0 0 0' 1.00 0 0 3492 0% 0 0 0 0 1.00 0 0 3492 0% 0 0 0 0 1.00 0 0 3492 0% 0' 0 0 0 1.00 0 - 0 3492 0% 0 0 0 0 1.00 0 0 3492 0% 0 0' 0 0 1.00 0 0 3492 0%' 0 0 0 0' 1.00 0 . 0 x 3492 672 59% 2076 0 2076 0' 1.00 1.00 0 0 x 3492' 448 40% 1384. 0 1384 0 1.00' 1.00 0 200% 6380 13353.8 Page 16 DATE: 04/01/14 PROJECT: 22115B - West Coast Home Solutions, LLC WALL SU i",'MARY 'WIND Narrow INCR CONTR, MAX. SHEARWALL min • UNIT Panel SETS DESGN UNIT UPLIFT w/nares w/o ' HOLDOWN sill NOTES SHR Increase SHR W S ' SHEAR incr incr plt. V1 114 1.00 28 X 114 911 S -S 0 OR 0 2x V2 99 1.00 64 X 99 790 S S 0 OR 0 '2x 0 0 1.00 0 0 0' 0 OR 0 V4 138' 1.00 122' X 138 1104 S S 1 OR 6 2x V5 38 1.00 32 X 38 306 S S 0 OR 0 2x V6 125 1.33 121 X 125 1000 S S 1 OR 6 2x V7 78 1.25 70 X 78 626 S ' S 0 OR 0 '2x 0 0 1.00 0 0' 0 OORO 0 0 1.00 0 0 0 0OR0 ' 0 0 1.00 0 0 0 O OR O O 0 1.00 0 0' 0 0 OR 0 0 0 1.00 0 0 0 ' 0 OR O O 0 1.00 0' 0 0 0 ORO ' 0 0 1.00 0 0 0 OORO O 0 1.00 0 0 0 O OR O 0' 0 1.00 0' 0 0 0 OR 0 v •: .is ';;- - • - x M2 260 1.00 205' X 260 2338 S S 2 OR 6 2x 0 0 1.00 0 0' 0 0 OR 0 ' M4 528 1.13 418 X 528 4751' B B 4 OR 7 2x M5 151 1.41 136 X 151 1355 S S 1 OR 6 2x M6 373 1.50 352 X 373 3354 B B ' 2 OR 7 2x M7 207 1.00 149 X 207 1860 S S 2 OR 6 2x O 0 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 O OR O 0 0 1.00 0 0 0 ' 0 OR0 0 0 1.00 0 0 0 O OR O 0 0 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 O OR O O 0 1.00 0 0 0 O OR O L1 ® 553w 1.00 163 X 553 5530 B B 4 OR 8 2x L2 807 1.75 ' 1063 ' X ' 1063 8065 E C 5 OR 9 3x L3 387 1.75 601 X 601 3872 C B 3 OR 7 2x L4 443 1.00 445' X 445 4447 B B 3 OR 7 2x .0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 O OR O L7 232 1.00 130' X 232 2317 S ' S 2 OR 6 2x 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 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 0OR0 0 0 1.00 0 0 0 0 OR 0 Page 17 LAI'48 PIA. i i .WITH 3Ak? "M" . z-- u4@IO" O.C. • • 2" CI- Ar.' GACKFILL WALL WITH Fr:M-PRAJNING�?ZANLLAR I MAIM& H I t?FGAR "M" �" PIA.PEW PIPE , WITH FIL I FAGI IC i . H/2 J . #4 016" O.C. J � \/\//ii�\�<Mr3APO� \i\i\;i iLEVEL GpgDF M >T EXNCA • fV" cLAp \ • :"--= ' MINIMUM OF 21' 11OM FACE OF �_ � 1 t HT" WALL. 13EYONl7 THIS POINT THE I 5LOPE MU5T NOT EXCE EE2 2:1, h-3" 3" CLI AI L \4•' 1 Y 1 Ws IC A ' P I: (3 - 1 R I RETAINING WALL DETAIL - LEVEL BACKFILL DRAWING NOT TO SCALE,SEE WALL SCHEDULE FOR DIMENSIONS RETAINING WALL SCHEDULE . H Ws A C B Bar"M" Bar"N" Bar"0" 4' 8" 8" 1'-4" 2'-8" #4- 18" oc #4- 18" oc #4- 18" oc 6' 8" 8" 2'-10" 4'-2" #4- 18" oc #4- 18" oc #4- 18" oc 8' 8" 8" 4'-2" 5'-6" #4-8" oc #4- 16" oc #5- 10" oc 10' 8" 1' 5'-6" 7'-2" #5- 9" oc #4- 18" oc #5 - 8" oc 1 ALL SECTIONS: CONCRETE Fc 3000 PSI REBAR GRADE 60 EFP = 35 PCF _ LEVEL BACKFILL ONLY Hfill - Ht 1' 81.2 Customer: Mascord Design Associates Rowell Engineering Project: Cantilever Wall. EFP=35 PCF 45 SE 102nd Avenue Sheet Number: 0 Portland, OR 97216 Al Date: 10/24101 RJM (503) 254-6292 i Page 18 ROWELL RETAINING WALLCAD - Sottware Release Number 81.2 Version B 1/28/97 RJM ENGINEERING CONSTANTS Soil Density 110 OTM Factor of Safety I 1.5 I Concrete Density 150 Stem Factor of Safety _ 1.7 - PHIvu 0.85 Heel Factor of Safety 1.4 PHias 0.80 Sliding Factor of Safety 1.5 Sliding Coefficient 0.35 PROJECT PARAMETERS Client Name Mascord Design Associates Detail Number I A Project Number Sheet Number! Al -"' Project Name Cantilever Wath—EFP=-35 PCF ...... . - . Concrete Fc -3000ITS .. Max G^u ru'ri.,g tae — 15nn I par Steel Grade 60 I 60000 Equivalent Fluid Pressure 35 J Lbs/tt"3 Wall Thickness 8 in Height of Soil at Toe I 0 J in Footing Height 12 in SECTION 1 DESIGN H,Wali Height ft. I 4 1 ft B,Total Footing Length,in. 32 in 2'-8" Rebut Stem Rebar Heel Rebar A,Toe Length 8 in 8" Size OC Bar"M" Bar"N" Bar"0" C,Heel Length 18 in 1'-4" 4 16 1356% 10852% 1233% Running Length/Catc Length 1.00 1 I 1 4 12 1793% 14342% 1644% %OTM Factor of Safety 324% 4.86 4 8 2641% 21131% 2466% %Sliding Factor of Safety 103% 1.55 4 6 3458% 27667% 3288% %Max Sell Bearing Pressure 43% psf 645 4 5 4089% 32713% 3946% Min Sot Bearing Pressure 285 psf 4 4 4997% 39976% 4932% %Allowable Shear Stress 4% kpsl 5 5 12 2745% 21962% 2569% 5 8 4002% 32013% 3853% Size OC 6 4 7305% 58443% 7706% Rebar"M" 4 18 1209% 8 8 5541% 44330% 5548% Rebar"N" 4 18 9674% 6 6 7067% 56534% 7398% Rebar"0" 4 18 1096% 6 4 9635% 77082% 11097% SECTION 2 DESIGN H,Wall Height 1t. I 8 i� It B,Total Footing Length,in. 50 in 4'-2" Rebar Stem Rebar Heel Rebar A,Toe Length 8 in 8" Size OC Bar"M" Bar"N" Bar"0" C,Heel Length 34 in 7-10" 4 16 293% 2344% 212% Running Length/Calc Length 1.00 I 1 I 1 4 12 387% 3098% 282% %OTM Factor of Safely 327% 4.91 4 8 571% 4564% 423% %Sliding Factor of Safety 103% 1.55 4 6 747% 5976% 565% ' %Max Soli Bearing Pressure 65% est 969 4 5 883% 7086% 678% Min Soil Beanng Pressure 367 psf 4 4 1079% 8635% 847% %Allowable Shear Stress 12% kpsi 13 5 12 593% 4744% 441% 5 8 864% 6915% 662% Size OC 5 4 1578% 12624% 1323% Reber"M" 4 18 261% 6 8 1187% 9575% 853% Rebar"N" 4 18 2090% 6 6 1526% 12211% 1270% Reber"0" 4 18 I 188% 6 4 2081% 16650% 1900% . SECTION 3 DESIGN . H,Wall Height ft. I 8 I ft B.Total Footing Length,In. 66 in 5'-6" Rebar Stern Rebar Heel Rebar A,Toe Length 8 m 8" Size OC Bar"ht" I Bar"N" Bar"O" C,Heel Length 50 in 4'-2" 4 16 107% 854% 80% t� Running Length/Catc Length 1.00 1 1 I 1 4 12 141% 1129% 107% i %OTM Factor of Safety 313% 4.70 4 8 208% 1663% 161% %Sliding Factor of Safety 101% 1.51 4 6 272% 2178% 214% %Max Soil Bearing Pressure 88% psf 1,325 4 5 322% 2575% 257% Min Soil Bearing Pressure 433 psf 4 4 393% 3147% 321% I, %Allowable Shear Stress 23% kpsi 25 5 12 216% 1729% 167% 5 8 315% 2520% 251% i, Size OC 5 4 575% 4600% 502% i, Rebar"M" 4 I 8 208% 6 8 436% 3490% 361% 3 Rebar"N" 4 I 16 854% 6 6 556% 4.450% 482% { Reber"0" 5 I 10 201% 6 4 758% 6068% 723% SECTION 4 DESIGN t, H,Wall Height ft. 1 10 I ft B,Total Footing Length,in. 86 in 7-2" Rebar Stem Rebar Heel Rebar A,Toe Length 12 in 1' Size OC I Bar"M" Bar"N" Bar"O" • C,Heel Length 68 in 5-6" 4 18 50% 402% 35% Running Length/Calc .1.00 I 1 I 1 4 12 66% 531% 47% - i- %OTM Factor of Safety 334% 5.01 4 8 98% 783% 71% %Sliding Factor of Safety 100% 1.50 4 6 128% 1025% 94% %Max Soil Bearing Pressure 98% psf 1,404 4 5 151% I 1212% 113% , Min Soil Bearing Pressure 635 pat 4 4 185% 1481% 141% %Allowable Shear Stress 38% kpsi 42 5 12 102% 813% 73% ` 5 8 14.8% 1186% 110% ' Size CC 5 4 271% 2165% 220% Rebar"M" 5 I 9 I 133% 5 8 205% 1642% 159% Rebar"N" 4 18 358% 6 6 262% 2094% 212% Reber"0" 5 6 110% 6 4 357% 2855% 317% i RM t9413tt1ascmd was-35 PCFrrslOaugn 10/241171 12:49 PM Page I nil i i 3 Page 19 j • i ,.i�l,�i;i�i,ice. P. DAP N V LAP 48 PIA. i/ WIN P.F.C3AP "M" „,-- 4@' 10” O.C. i .i-• tl 2" CLE4W j . BACKFILL WALL W11N ' F -WANING GPANILAP MA1c JAL H 1ZE13At?"M" —� • N 3" IAA.PEW PIP WITH F11.--M FAt3PIC • H/2 44-4 @ 16" O.C. INSTALL_. SLAt3 • '1 15ACKFILLING 3" CLEAR 1-- . ski---- ��'/.✓��% ,fir, ;, /Y�r.��,,�. tt 3 CLOAK L._. 3 i W5 CA .-- 0 6 EZ RETAINING WALL DETAIL - LEVEL BACKFILL DRAWING NOT TO SCALE,SEE WALL SCHEDULE FOR DIMENSIONS RETAINING WALL SCHEDULE H Ws A C • B Bar"M" Bar"N" Bar"0" 5'-4" 8" 10" 10" 2'-4" #4- 18"oc #4 - 18" oc #4 - 18" oc 7'-4" 8" 1'-2" 1'-2" 3' #4- 16" oc #4- 16" oc #4- 18"oc 9'-4" 8" l'-8" 1'-8" 4' #5 -9"oc #4 - 18" oc #4 - 18" oc 101-4" 8" 2' 2' 4'-8" #5- 9" oc #4- 18" oc #4- 18" oc . ALL SECTIONS: CONCRETE Fc 3000 PSI REBAR GRADE 60 EFP = 35 PCF LEVEL BACKFILL ONLY Ht 1' , A1.2' Customer: Mascord Design Associates Rowell Engineering Project: Cantilever Wall with slab. EFP=35 PCF 45 SE 102nd Avenue Sheet Number: 0 Portland, OR 97216 Al Date: 10/24/01 (503) 254-6292 • Page 20 ROWELL RETAINING WALLCAD • Software Release Number A1.2 Version B 1/28/97 ENGINEERING CONSTANTS Soil Density 110 OTM Factor of Safety 1.5 . Concrete Density 150 Stern Factor of Safety 1.7 PHivu 0.85 Heel Factor of Safety 1.4 PHlas 0.90 I PROJECT PARAMETERS Client Name lMascord Design Associates Detail Number A Project Number Sheet Number Al Project Name Cantilever Wall with slab. EFP=35 PCF Concrete Fc 3000 psi Max Soil Bearing Pressure ! 1500 psf Steel Grade 60 60000 Equivalent Fluid Pressure I 35 Lbslft^3 Wall Thickness 8 in Footing Height 12 in SECTION 1 DESIGN Rebar Stem Rebar Heel Rebar H,Wall Height ft. I 5.33 I ft Size OC Bar"M" Bar"N" Bar"O" B,Total Footing Length,in. 28 in 2'-4" 4 16 451% 3609% 2159% A,Toe Length 10 in 10" 4 12 596% 4770% 2879% C,Heel Length 10 in 10" 4 8 878% 7026% 4318% %OTM Factor of Safety 170% 2.55 4 6 1150% 9202% 5757% %Max Soil Bearing Pressure 46% pat 686 4 5 1360% 10880% 6909% Min Soil Bearing Pressure 411 psf 4 4 1662% 13295% 8636% %Allowable Shear Stress 9% kpsi 10 5 12 913% 7304% 4498% 5 8 1331% 10647% 6747% Size OC 5 4 2430% 19437% 13493% Rebar"M" 4 18 ! 402% 6 8 1843% 14743% 9715% Rebar"N" 4 18 3217% 6 6 2350% 18802% 12954% Reber"0" 4 1 18 1919% 6 4 3205% 25636% 19430°,' , SECTION 2 DESIGN Rebar Stem Rebar Heel Rebar H,Wall Height ft. I 7.33 I ft Size OC Bar"M" Bar"N" Bar"0" B,Total Footing Length,in. 36 in 3` 4 16 144% 1155% 845% A,Toe Length 14 in 1'-2" 4 12 191% 1527% 1126% C,Heel Length 14 in 1'-2" 4 8 281% 2249% 1690% %OTM Factor of Safety 137% 2.05 4 6 368% 2945% 2253% %Max Soil Bearing Pressure 70% psf 1,050 4 5 435% 3482% 2703% Min Soil Bearing Pressure 280 psf 4 4 532% 4256% 3379% %Allowable Shear Stress 19% kpsi 21 5 12 292% 2338% 1760% 5 8 426% 3408% 2640% Size OC 5 4 778% 6221% 5280% Reber"M" 4 16 144% 6 6 590% 4719% 3801% Rebar"N" 4 16 1155% 6 6 752% 6018% 5069% Reber"0" 4 18 751% 6 4 1026% 8206% 7603% SECTION 3 DESIGN Rebar Stem Rebar Heel Rebar H,Wall Height R I 9.33 I ft Size OC Bar"M" Bar"N" Bar"0" B,Total Footing Length,in. 48 in 4' 4 16 63% 507% 330% A,Toe Length 20 in 1'-8" 4 12 84% 670% 439% C,Heel Length 20 in 1'-8" 4 8 123% 987% 659% %OTM Factor of Safety 134% 2.02 4 6 162% 1292% 879% %Max Soil Bearing Pressure 84% psf 1,254 4 5 191% 1528% 1054% Min Soil Bearing Pressure 276 psf 4 4 233% 1867% 1318% %Allowable Shear Stress 33% kpsi 36 5 12 128% 1026% 686% 5 8 187% ' 1495% 1030% Size OC 5 4 341% 2730% 2059% F Rebar"M" 5 I 9 I 168% 6 8 259% 2071% 1483% Reber"N" 4 I 18 I 452% 6 6 330% 2641% 1977% Reber"0" i 4 I 18 293% 6 4 450% 3601% 2966% SECTION 4 DESIGN Rebar Stem Rebar Heel Rebar • H,Wall Height ft. I 10.33 I ft Size OC Bar"M" Bar"N" Bar"0" B,Total Footing Length,in. 56 in 4-8" 4 16 45% 361% 205% - A,Toe Length 24 I in 2' 4 12 60% 477% 273% C,Hee!Length 24 J in 2' 4 8 88% 703% 410% DIM Factor of Safety 141% 2.12 4 6 115% 920% 547% i, %Max Soil Bearing Pressure 84% psf 1,264 4 5 136% 1088% 656% Min Soil Bearing Pressure 359 psf 4 4 166% 1329% 820% 1 %Allowable Shear Stress 41% kpsi 45 5 12 91% 730% 427% 5 8 133% 1064% 641% Size OC 5 4 243% 1943% 1281% Rebar"10" I 5 9 119% 6 8 184% 1474% 923% Reber"N" 1 4 1 18 322% 6 6 235% 1879% 1230% Rebar"0" f 4 j 18 182% 6 4 320% 2563% 1845% 194131Mascord LW5.35PCFxls'Deslgn 10124,01 12:45 PM Page 1 of 1