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Report (5) e. tm 5 20 - bo 2_, eg1 2S rib \/\! 10570 SE Washington St 4. IiE:1 a _ I Suite 212 - ENGlNEE H N 9 G LLC Portland,OR 97216 STRUCTURAL ENGINEERING Tel. 503-254-6292 Fax.503-254-6761 LATERAL ANALYSIS April 28, 2017 JUN 6 2017 Mascord Plan: �� OF MA'', 22151 AD - T.F. CILLAN BUILDING DIVISION GREENSWARD SOUTH - LOT 1 TIGARD, OR 97224 120 mph Ultimate Wind, 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 Rowell Engineering PRact. Project Number: Afp, N�- ' 170180 - 55367PE / fpi' dEG. ` 0 i• 22 1� Nw Ob T. ROS EXPIRES:}: DEC. 31, 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 1NCEDENTAL OR CONSEQUENTIAL DAMAGES. In.THIS PRODUCT IS FOR A SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION. ______- ___ ________- ____ -- , ' Page 1 _ ' __.______-__--_' -__-______ _________ •'' -p.m') .,„,,-/- /[ . „, A' lid 11 !! Ilj II.J14 IP,A-1:_t_ L-,,,,-_;",-,[''r='-h-,n,!''1: 1 111-j ,,,H1-1!,,,,--,1-1,11----.11 g 1,1 !,1,1 1` 1 [11,_,,L,L,L,,_,L..„Lirt..,_____L__=:_±„..,..,:,:i..:L4.12-L,I.:F„-)L_LI -7:11-1H 1 li 1-.- " 1 i, 1 ,'.1 4i , i l!.iill rr—i i---„! :Till111 i d' hi i 2 1 I ! ' , 1 1 1 I „..:2....:_-_ -.?.----- -,--12,-_--:--7--- --:._:___-'--------_-4,__.. 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'ti NI. g .,r,.! •-tS, I ,A,,. ..L,, , 2 3.,- 2 ',L. ! ..5., 12, O.C-I ,e, ,1;24') I 4`.....--- ,Du--,,,,,I .,,......t-',I ,, I , , ----I , i i I 1 V.I.,I:I) , ,,O 1 /, . ,-,-!".•,"".;:'•I'l '`,',,' ,...13707/14 I CV;.1'• ii '`'c 1,, , 1,4 ld 1 - 1 kl 4 01 0 i 1 - N „ 1 j ... 1 i q Page 9 D0U5LE2X40f � FfRAMING LOCATION OF 1-IOLDO.UN. . I. I I- I II I _ HoLDouJN C = SEE SCHEDULE II II I \ II _ IIID II I _ _I i_ L-' ! _ 1_ ' 1 - z ---- I d1 I I H II Ti-4izEADED ROD II II II z 1/2 Ai=A I ATED 00 SHEATHING DSLEEVE NUT OLT SFLICE II � q_ II ! _ • I I'-1,SI"'pS0N11 STAB DOLT (SEE 04 BAfiR SCHEDULE) CONCRETE FOUNDATION „ - 0 • WN N ., SCALE= 3/411 - 11_011 - D—EXTEI`J 1:) ,ALUINC..1 NOT TO SCALE r/ -''IiiIIRDIkullIECEIRD 1 -1 DtRAUJN 5'1- JX. CIVIL- STRUCTURAL ENGINEERS D /� TE - 02 -23- 11 10570 SE WASHINGTON ST. STE 212 PH: 1503) 254-6292 �//� PORTLAND OR. 97216 FAX: 15031 254-6761 Page.10 , EDGE NAILING (2) 2x OR LARGER EDGE NAILING DEFENDING ON N.D. LARGEST OF TN€ (2) HD STRAPS CORNER FairI LARGEST OF THE (2) ►--- (2) 2X OR LARGER V H.D'S ' CORNER ;IA (DEPENDING ON N.D.) 0 e FOUNDATION e UPPER FLOOR 00 5IN D 4O DOWN CORN elGOMBINE- SCALE: 3/4" = I1-0" RD IDIR4UJINO1 NOT TO SCA_E MEDWELL fRALJ1\ 5Y- JX. CIVIL- STRUCTURAL ENGINEERS I ATE - 02 -23- 11 10570 SE WASHINGTON ST. STE 212 PH: 15031 254-6292 �/ PORTLAND, OR. 97216 FAX: 15031 254-6761 Page 11 DATE: 04/28/17 PROJECT: 22151AD - T.F. CILLAN ver20161111 DESCRIPTION: 2015 IBC, Binder-Stock SIMPLIFIED STATIC PROCEDURE - 2015 IBC BY:r -,� Y_ WIND S•EED: 120 Adjustment Factor for Building Height A = i EXPOSURE: B Increase 110/B wind loads by trims� SEISMIC CAT: D to obtain 120/8 (SDs=2/3 SMs) 0.850 * 1.2SDS1 1.02 I 6.5 snow load =aims A upper: 1794 mean roof height, h =1111111Mitft A main: 2425 A lower: 0 V=1.2SDsWDL/R ASD Load Combination =V/1.4 WoL ASU DEAD V LOAD WALL HT. LINEAL SQUARE LOAD SEISMIC COMB. UPPER FLOOR PSE HEIGHT FEET FEET POUNDS POUNDS Eq. 16-18 OOF/C-EILINC 15 41794 26010 4 23 3016 EXT. WALLS 12 9 225' 12150 1907 1362 INT. WALLS 8 9' 175 6300 989 706 BRICK 40 0 0 0 0 TOTAL Il 45360 7118 5084 MAIN FLOOR ROOF/CEILING - 15 •22 1 $30 2170 1550 FLOOR 10 1503 15030 2359 1685 EXT. WALLS 12 10 230 13800 2166 1547 INT. WALLS 8 10' 150 6000 942 673 WALLS ABOVE 18450 2895 2068 DECK 10 0 0 0 BRICK - 40 0 0 0 0 OTAL 67110 10581 7522 LOWER FLOOR .ROOF/C 1LIN - 15 0 0 0 FLOOR 10 0 0' 0 'EXT. WALLS 12 0 0 0 0 INT. WALLS 8 0 0 0� 0 WALLS ABOVE t _ 19800 3107 2219 DECK 10 0 0 0 BRICK 40 0 0 0 0 19500 3107 2219 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 I-loor Holdown Floor to Foundation Holdown wind/seis Tag Load Type Lag Load Type S 260/260 1 1500 CMST12X36" 6 2684 4 STHD14RJ A 350/350 2 3430 CMST12X48" 7 5090 HTT5 B 600/600 3 . 4700 CMST12X60"- 8 7855 - HDU8 C 896/640 4 6210 CMST12X72° 9 9535 - HDU11 D 980/980 5 9215 CMST12X90° 1014445 HDU-14 E 1280/1280 _? 14446 ' to high F'1540/1540' Page'12 , DATE: 04/28/17 PROJECT: 22151AD - T.F. CILLAN WALLS LOAD WALL SO, FT. LINE LENGTH OF SHEAR WALLS (FEET) TOTAL HGHT. BRICK NOTES 0.0 0.0 V3 3.0 3.0 3.0 3.0 12.0 9.0 0.0 V5 20.6 20.6 9.0! V6 18.6 18.6' 9.0 V7 3.1 7.6 4.5 15.2 9.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 66.4 M1 4.4 7.0 11.4 10.0 M2 1 7.6 7.6 10.0' M3 3.0 3.0 3.0 3.0 12.0' 10.0 M4 8.4 8.4 10.0 M5 13.0 5.6 18.0 36.6 10.0 M6 8.9 3.9 12.8 10.0 M7 6.0 5.8 3.0 3.0 17.8 10.0 M8 10.0 10.0 10.0 M9 - 3.0 3.0 10.0 0.0 0.0 0.0 0.0 0.0 0.0. 0.0 119: 0.0- 0.0 0.0 0.0 0.0 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: 4/28/17 PROJECT: 22151AD - T.F. CILLAN i,IN I 110/B 10/B SHEAR ADJ. X= LOAD FROM TOTAL TOTAL WALL 110/B 120/B FRAME NOTES ABOVE LOAD LOAD LENGTH PLF PLF Y=CANT. 0 0' 0 0' 0.0 0 0 V3 .3198 3198 2379 12.0 267 198 - 0 0 0 0' 0.0 0 0' 'V5 4915 4915 3655 20.6 239 177 V6 4917 4917' 3657 18.6 264 197 V7 4005 4005 2979 15.2 264- 196 0 0 .0 0 0.0' 0 0 0 0 0 0' 0.0' 0- 0' 0 0- 0 0' 0.0 0 0 0 0 0' 0 0.0' 0' 0 0 0' 0_ 0 0.0 0 0 0 0 0 0' 0.0' 0 0' 0 0 0 0 0.0- 0 0 0 0 0 0' 0.0- 0 0 0 0' ' 0- 0' 0.0' 0' 0' 0 17034 M1 1041 1041 774 11.4' 91 68 M2 2600 2600 1934 7.6 342 254 M3 4294 3198 7492 5573 12.0 624' 464 M4 2009 2009 1494 8.4 239 178' M5 - 5188' 4915- 10103 7515 36.6 276 205- M6 4697' 4917 9614 7151' 12.8 751 559 M7 4813 4005 8818 6559 17.8 495 368 M8 4891' 4891 3638, 10.0' 489 364 M9 2025' _ 2025 1506 3.0 675 502' 0 0' 0 0 0.0 0- 0 0 0 0 0 0.0- 0 0 0' 0 0 0 0.0 0 0 0 0 0' 0 0.0' 0 0' 0 0 0 0 0.0 0 0' 0 0 0 0' 0.0 0 0 0 0 0 0 0.0 0 0 48592 0 0 0 0 0.0 0 0 0 0' 0 0 0.0 0 0 0 0 0 0 0.0 0" 0 - 0. 0 0' 0 0.0 0' 0 , 0 0 0' 0.` 0.0' 0 0 0' 0 0 0 0.0. 0 0 -" 0 0' 0_ 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0- 0 0.0 0 0 0 0 _ 0 0 0.0 0' 0' _ 0 0' 0 0'_ off 0' 0' 0' 0' 0 0 0.0 0 0' 0 0 0+ 0 0.0 0 0 0 0' 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: 04/28/17 PROJECT: 22151AD - T.F. CILLAN SEISMIC _ EIS. TO1 AL SQR. % SEES. MAX. ADJUST DIREC. FLOOR FEET OF FLR WALL BRICK FROM TOTAL UNIT REDUN. REDUN. UNIT F-B L-R SHEAR SEIS. SHEAR SETS. SEIS. ABOVE SEISMIC SHEAR FACT. FACT. SHEAR ._ ..__- . .. - s,0i • i i 1.i0. 0 0 5084 0% 0 0 0 0 1.00 0 V3 X 5084 740 41% 2097 0 2097 175 1.00 1.00 175 0 5084 0% 0 0 0 0 1.00 0 V5 X 5084 906 51% 2568 0 2568 125 1,00' 1.00 125 V6 X 5084 887 49% 2514 0. 2514 135 1.00 1.00 135 V7 X 5084 1054 59% 2987 0 2987 19.7 1.00 1.00 197 0 5084 0% 0 0 0 0 1.00' 0 0 5084 0% 0 0 0 0 1.00' 0 0 5084 0% 0 0 0 0 1.00 0 0 508. 0% 0 1 0 0 1.00 U 0 5084 0% 0 0 0 0 1.00 0 0 5084 .0% 0 0 0 0 1.00 0 0 5084 0% 0 0 0 0 1.00 0 0 5084 0% 0 0 0 0 1.00' 0 0 5084 0% 0 0 0 0 1.00' 0 200% S 10166 4 :: I 388- 34 1.00 1.00 34 M2 X 7522 304 13% 943 0 943' 124 1.00 1.00_ 124' M3 ' X 7522 765' 32% 2373 0' 2097 4470 373 1.00 1.00 373 M4 X 7522 274 11%' 850 0 850 101 1.00 1.00 101 M5 ' X ' 7522_ 1234 51%' 3828' 0 2568 6395' 175' 1.00 1.00 175 M6 X 7522 762' 31%- 2364' 0 2514 4877 381 1.00 1.00 381 M7 X ' 7522 1018 42%! 3158 0 2987' 6145' 345 1.00 1.00 345' M8 - ' X ' 7522' 169 7%' 524' 0 524 52 1.00 1.00 52 M9 X 7522 200 8%- 620 0 620 207 1.00 1.00' 207' 0 7522 0%' 0 0 ' 0 0 1.00 0 0 - 7522' 0% 0 0- 0 0 1.00 0' 0 7522' ' 0% 0 0 0 0 1.00' Q 0 7522 0% 0 0' 0' 0' 1.00 0' 0 7522 0% 0 0 0 0 1.00 0 0 7522 0%' 0 0 0 0 1.00 0 0 7522 0% 0 0 0 0 1.00 0' 00%'' 25215- 0 52150 2 10- 0%� 0- a 0- 0 1.00- 0 2219 0% 0 0 0 0 1.00 0 0' 2219 0% 0 0 0- 0' 1.00' 0 0' 2219 0% 0 0 04 0 1.00 0' 0 2219 0% 0. 0 0 0 1.00 0` 0. 2219' 0%' 0' 0 0' 0 1.00 0' 0 2219 0% 0 0 0 0 1.00 0 0 f 2219 0% 0' 0 0 0 1.00 0 0 2219' 0% 0' 0 0 0 1.00 0 0y 2219 0% 0 0 0 0' 1.00 0 0' 2219 0% 0 0 0 0 1.00 0 0 2219 ' 0% 0' 0 0 0 1.00 0 Cr - 2219 0% 0 0 0' 0 1.00 0 0 ' 2219 0%' 0 0 0' 0 1.00 0' 0 2219 0% 0 0 0 0 1.00 0 0 ' 2219' ' 0%. 0 0 0 0 1.00 01 N 0% 0 Page 15 DATE: 04/28/17 PROJECT: 22151AD - T.F. CILLAN : ..kLL SUF,1M4.PT°Y WIND Narrow !NCR CONTR. MAX. SHEAR WALL min UNIT Panel SEIS DESGN UNIT UPLIFT'w/narw wio ' HOLDOWN sill NOTES SHR IncreasE SHR W S SHEAR incr incr pit. 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 ' 0 ORO V3 1984 1.50 262 X ' 262 1784' A S 2 OR 6 2x 0 0 1.00 0 0 0 0 OR 0 V5 177 1.00 125 X 177 1597 S S 2 OR 6 2x V6 ' 197 1.00 135 X 197 1770, S S 2 OR 6 2x \./7 196 1.45 285 X ' 285' 1769L A S 2 OR 6 Tx ' 0 0 1.00 4 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 4 ' 0 0 1.00 0 0 0 ' 0 OR 0 0 0 1.00 0 0 0 0 OR 0 , 7 0 0 1.00 0 - 0 0 0 OR 0 0 0 1.00 0 0' 0 ' 0 ORO 0 0 1.00 0 0 0 0 OR 0 v i: . 4 ;i ;-i ' - 1 1. 1 X M2 254 1.00 124' X - 254 2544 S ' S ' 2 OR 6 -2x M3 464 1.67 621 ' X 621 4.644 C B - 3 OR 7 2x ' M4 178 1.00 - 101 X ' 178 1779 S S ' 2 OR 6 2x ' M5 205 1.00 ' 175 X 205 2053 S S 2 OR 6 2x M6 559' 1.28 ' 489 X 559 5587 B B 4 OR 8 2x 1v17 368- 1.67 575 ' X 575 3685 B B 3 OR 7 -2x M8 364 1.00 52 X 364 3638' B B 3 OR 7 '2x 'M9 ' 502 1.67 - 345 X - 502 5021 B - B 4 OR 7 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 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 ORO 0 0 1.00 0 0- 0 0 0- I 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 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' 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' 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 - 0 OR 0 Page'16 , r i "< ,',,-.`,:„',fir/'',< r N -.\\/,/,,,,,,,,-,-\„,\/,,, MD-Al: N 7- LAP'8 PIA. I /'/ WITH >3AR "M” i i. - -- x-- #4c10" O.C. - . I _ 2" CL-M , 13ACKFILL WALL WITH F Iy-C ,'AINING 61;ANWAt; MATFPIAL i H i C3Al2 M , -57 a " PIA,pEW.PIPE 1 WITH FL-rm FAORIC rH/2 I *4 e 16" O,C, s i:/ /./, /.// /i —; V' CI- Ak \I— j �t_r f Hf ` v„ ,, CLAl? . i' .�.._..--___ i�.An MUST EXT�Nn A { t MINIMUM OF 24' MOM FACF OF w WALL, 13FYONP 11-115 row fit C .--—.—A--- 51-0pF MIJ5f NOT FXCFF 2:1. _ r RI 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"O" 4' 8" 8" 1'-6" 2'-10" #4- 18"oc #4- 18"oc #4- 18" oc 6' 8" 8" 3'-2" 4'-6" #4- 18" oc #4- 18" oc #4 - 18" oc 8' 8" 8" 4'-10" 6-2" #4-9" oc #4- 18"oc #5 - 15"oc 10' 8" 1'-2" 6'-4" 8'-2" #5-9"oc #4 - 18" oc #6-9" oc ALL SECTIONS: CONCRETE Fc 3000 PSI EFP = 40 PCF REBAR GRADE 60 LEVEL BACKFILL ONLY Hfill Ht 1-3 � NO T 81.2 ' Customer: Mascord Design Associates Rowell Engineering I I Project: Cantilever Wall. EFP=40 PCF 45 SE 102nd Avenue Sheet 1 Number: 0 Portland, OR 97216 Al Date: 10124/01 RJM (503) 254-6292 r Page 17 ROWELL RETAINING WALLCAD Software Release Number B1.2 Version B 1/28/97 RJM ENGINEERING CONSTANTS Soil Density 110 OTM Factor of Safety 1.5 Concrete Density 150 Stem Factor of Safety 1.7 PHIvu 0.85 Heel Factor of Safety 1.4 PHlas 0.90 Sliding Factor of Safety 1.5 Sliding Coefficient 0.35 PROJECT PARAMETERS Client Name Mascord Design Associates Detail Number A Project Number Sheet Number Al Project Name Cantilever Wall. EFP=40 PCF Concrete Fc . 3000 psi Max Soil Bearing Pressure 1500 psf Steel Grade •80 60000 Equivalent Fluid Pressure _ 40 Lbs/ft"3 Wall Thickness 8 � in Height of Soil at Toe I 0 ] in Footing Height 15 in SECTION 1 DESIGN H,Wall Height ft. J 4 J ft B,Total Footing Length,in, 34 in 2'-10" Rebar Stern Reber Heel Rebart A,Toe Length 8 in 8" Size OC Bar"M" Bar"N" Bar"O" C,Heel Length 18 in 1'-6" 4 16 1541% 12327% 1339% Running Length/Calc Length 1.00 1 1 4 12 2037% 16292% 1785% %OTM Factor of Safety 328% 4.92 4 8 3001% 24005% 2877% %Sliding Factor of Safety 101% 1.51 4 6 3929% 31430% 3570% %Max Soil Bearing Pressure 47% pat 706 4 5 4645% 37161% 4284% Min Soil Bearing Pressure 271 psf 4 4 5677% 45412% 5355% %Allowable Shear Stress 4% kpsi 4 5 12 3119% 24949% 2789% 6 8 4546% 36366% 4183% Size OC 5 4 8299% 66390% 8367% Reber"M" 4 18 _ 1374% 6 8 6295% 50358% 6024% Rebar"N" 4 18 10990% 6 6 8028% 64222% 8032% Rebar"0" 4 18 1190% 6 4 10946% 87565% 12048% SECTION 2 DESIGN H,Walt Height ft. I 6 I ft B,Total Footing Length,in. 54 in 4'-6" Rebar Stem Rebar Heel Rebar A,Toe Length 8 in 8" Size OC Bar"M" Bar"N" Bar"0" C,Heel Length 38 _ In 3'-2" 4 16 299% 2392% 232% Running Length f Calc Length 1.00 1 J 1 4 12 395% 3162% 309% %OTM Factor of Safety 339% 5.09 4 8 582% 4658% 464% %Sliding Factor of Safety 100% 1.51 4 6 762% 6099% 619% %Max Soil Bearing Pressure 67% psf 1,011 4 5 901% 7211% 743% Min Soil Bearing Pressure 366 psf 4 4 1102% 8812% 928% %Allowable Shear Stress 12% kpsi 13 5 12 605% 4841% 483% 5 8 882% 7057% 725% Size OC 5 4 1610% 12883% 1450% Rebar"M" 4 18 267% 6 8 1222% 9772% 1044% Rebar"N" 4 18 2133% 6 6 1558% 12462% 1392% Rebar"0" 4 18 206% 6 4 2124% 16992% 2088% SECTION 3 DESIGN H,Wall Height ft ( 8 J ft B,Total Footing Length,in. 74 in 6-2" Rebar Stem Rebar Heel Rebar A,Toe Length 8 'in 8" Size OC Bar"M" Bar"N" Bar"O" C,Heel Length 58 in 4'-10" 4 , 16 104% 834% 81% Running Length/Calc Length 1.00 1 ] 1 4 12 138% 1102% 108% %OTM Factor of Safety 348% 5.22 4 8 203% 1623% 161% °%Sliding Factor of Safety 101% 1.52 4 6 266% 2125% 215% %Max Soil Bearing Pressure 88% pat 1,323 4 5 314% 2513% 258% Min Soil Bearing Pressure 475 psf 4 4 384% 3071% 323% %Allowable Shear Stress 25% kpsi 27 5 12 211% 1687% 168% 5 8 307% 2459% 252% Size OC 5 4 561% 4489% 504% Rebar"M" 4 9 181% 6 8 426% 3405% 363% Rebar"N" 4 '18 743% 6 6 543% 4343% 484% Rebar"O" 5 15 134% 6 4 740% 6921% 726% SECTION 4 DESIGN H,Wall Height ft. J 10 J ft B,Total Footing Length,in. 98 in 8'-2" Rebar Stem Rebar Heel Rebar A,Toe Length 14 in 1'-2" Size OC Bar"M" Bar"N" Bar"O" C,Heel Length 76 in 6'-4" 4 16 48% 383% 35% Running Length/Calc Length 1.00 J 1 I 1 4 12 63% 506% 46% %OTM Factor of Safety 382% 5.73 4 8 93% 745% 69% %Sliding Factor of Safety 101% 1.51 4 6 122% 976% 92% %Max Soil Bearing Pressure 92% psf 1,386 4 5 144% 1154% 111% Min Sop Bearing Pressure 727 psf 4 4 176% 1410% 139% %Allowable Shear Stress 41% kpsi 45 5 12 97% 775% 72% 5 8 141% 1129% 108% Size OC 5 4 258% 2061% 217% Rebar"M" 5 9 127% 6 8 195% 1563% 156% Rebar"N" 4 18 341% 6 6 249% 1994% 208% Rebar"O" 6 9 139% 6 4 340% 2718% 312% RM 144f31Maacod WOS-40 PCF.x151Design 1024471 1:04 PM Page f of 1 ............ I WIND&SETIC 7pE. -. I °,, SHEAR WALL SCHEDULE ' HDLD0WN SCHEDULE •FRAMING CLIP SPADING SCHEDULE O.C.+ GENERAL NOTES LEGEND I Atvni YSIs 5` �tss II a• 5E w-E 01 I t�1II. ..vY 'x ® - .,,:P"._aztiF[ulf'70NE A ..'.*w"..' 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