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Report (25) /c S7`0t.a -cr3�� lI-1041/ sweft 111 10570 SE Washington St Suite 212 ENGINEERING, LLC Portland,OR 97216 STRUCTURAL ENGINEERING Tel. 503-254-6292 Fax.503-254-6761 LATERAL ANALYSIS ,---,,,, 1.,°, , T.,115,,::4P,„:: December 11, 2015 t ��1'� E 2015 Mascord Plan: 22109 - FOUR D CONST. `" ,,- ,, it n r e Medallion Meadows - Lot 20 Tigard, OR 97224 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 Rowell Engineering RSs1 Project Number: .cc,c. � I 150379 ICb f/Ife 507:e 'U 0�22,1s �`. kJ r RQ' VP:MS: DEC. 31, pit 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. Il.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. Page 1 ... 1 NJ 1 , 1 1 . ..., ....-' ...-, '' D J ;1 6,4 ..... -1. a ; ;;;; ;;;;J_ ,,...-1 j--- - -_-:-: _--. --,- --- :;-----"--s_.--;--- f 1-k- -...:;.1 IA........ '''!..P.._ F'1` :: T's' —••—, , ',. ' 'd' ,1 ---1 i I i E , --, 4.., _r.1 . t-, -',,' [,',- -,. •,,, I - '.' -''''' ,' -- . .., .1 11' l'. -1; '• '''.. '1 ''---, 21'..' r'`'—''''''—'... r "--"i•:1.-----7.., ;,. ,. :'',, :,: a i:,., , ', .. ''...; -,.,..,-;,:'..-.;:.;.,,,...,_,'1...:':..-._.-.7:-.'...:.;‘,.,...,',.. ‘•.,...1-f.1,, -,..f,•11--;.4-.1'4,'1.= '-:,......4-,'; j-;;'; ' ' ; - .1 k. . '.-"'1 -.....',..!f ". i 11!! . . LI , ' .4-'- . •".! -, 1!.' ' -',-._'''..--LI-•,".._!"-1-..-;.'1,-:17,. ' '-'-'11:------"! i )-1 "1"'-'-'-- "1,1 ! '' 'Cif i ' 1 ! •-•;!-- ' -1'!! ' ' 11 ' 1, '- -.1 ,4*,.._,.. _,! 1.-77-7•It'"4,,,77 ,' .Z-'-- ! • ..,,r-----.--- ri • '''' i'-! '11 ' :....:f........--1 .. • . ii*Zi' -'.1 ' '.:' t,. •' ' , :I'y:'.. .i'l-.-'''..`; .-.' ''' ' i ' i ...--,..----*-'7'-'';',,----, ,'......; '''''' ..!..,i''• '''..-,-*,.. ..„,;(,:::, 7".',„ 1, :.; 1, .; ;' ",;1,1"111'‘----1" . 1 f'! 1.' ' --,'-': .t.„,,,,I__f_t.—.-.2..--f-''.,-1!:1-7,4t.'*,-...•.!!"-nf.. ,''',,,••••'''`,.,'"!!!!•!,',"::!.:,,, ,,,01':-1----?1-:,,, : 1. 1` 1 1 ,1','111'''::1T-..,-:.-,.....;,,, .,., , 1 ' ., ; I. ';,-.1'1-- •._,,,,-,,,--j ..1 .--,-,-, ,'1,'',,,,,,, 1 . .' '1' 1-1'1-1'' e•-,*'1`1,:',11111'.'1'711'; - 1 1 ,_ , _, ,_ - , .,. ; - t - ,,-.- ,,:r.oc,,L,':,..,.:,,,,,:,.,..,,,..,,, - - - --= :.:'..,,,,•,-,7„,4--.:A'.,-.,..„?;,-, ,- 1 L6 L5 i , 22109 ..--.=---p0\--- EE,I,LN.'-1Omic ., It ROWELL _ .. .. ENGINEERING,LLC Page g , 1 , V i2 * 1 , , 1 ,.... f i 1 ' ,• A : ,_'- - - : • 4 I 1 23 - - C '1 , 1 H f . _ '.- . 1 ,, .,. , i , ,, •i, .: , 11 1 I . . , . i * M3 sli 22109RIG-, .-,- '-'--....-___L..E /4.-..' --, I 0 N 1 1 w RO ELL .. _ , ...._ I / / ENGINEERING,LLC cotirc , I C N _ .. Page 3 111111b4. V4 Jib V5 is V6 il b .... 1 J5.4 B a ,..--- I # ''''''''' 7.3 • 1-7-----_--- -;- , I" „ „... . L. 1. i- ._ _I ;11 ; i : L _.. ; IA 1 # 7.c.. E ___ • ..,,,,,i. ,_ __ ____ . ' __ _ i 1 ..1[ _1 ,,,- „..— :,,---- ,I - 1„,_ ,, •1 , ,-.' 1 — __ ' .-': !I --'1 ; !—- • .:.,' r ' -- ' . 1 , 4 _ . ,. , 1 . _ ..,.1., .i• 1 M4 is MS is M6 is , 1 Es 22109 ,,--,=,z__,_:,-...) _::.----._E //.. , ---, 10 N ME I ROWELL _ -::: 1,,, 0, ,... ENGINEERING,LLC COLIFC' 1 ,7,t, , _^,......,-1. . ,,,,St wa,rs-kc,Tok 5 roEtt,” 21 ..1,2' ___ Page 4 1 i ib V7 V8 illib V9 1 1., D I 1 1 6.4 • a IT:1B • L_ • I . 1. _ . 1 . 'I . , IIII IN j 5 r r A .,:IL ,4 1 1C I 23:3 II -17:4- . I ........... .... ii- "---- I; a II 1 , a ..._...... ....... a , , -1.'. I ;• 1 ‘,.., ' /... • -, :.q. , t t i-4- -i----,-- ,. 07' -- I — j . # . , . 11111b M 7 1111111‘ M8 L9M i' 22109 ,,:__E--77--- 7----, ='//-L. TION _._-___ NE EN y ROWELL 1/ . , / ENGINEERING,LLC CCL1F( ` ION OP 4+.?fi _..., Page 5 DATE 12/11/15 PROJECT: 22109 - FOUR D CONST. WIND LOADS LOAD ARE 5 1-ROM CAL) LINE A B C D LOAD mean roof height, h = 33 ft V1" 70 33 1429 least horizontal dimension, b=( 3b �ft V2 55 24 1457 0 0 a=min(0.1b, 0.4h) V4 25 21 18 24 1203 >_ max(3', 0.04b) 5 105 95 2435 V6 60 0.1b= 3.5 ft 1398 0.4h = 13.2 ft V7 27 12 15 17 1087 V8 64 104 1779 min = 3.5 ft V9 27 47 21 29 1523 0 3'= 3 ft 0 0.04b= 1.4 ft 0 0 max = 3 0 0 0 a = 3.5 ft 00 2a= 7ft 0 0 0 0 0 0 roof rise, y= 0 roof run, x= 12 0 arctan(y/x)= 26.57 DEG M3 33 17 683 M4 70 85 3110 M5 164 2854 A= 23.3 psf M6 B = 7.3 psf 80 1864 C = 17.4 psf M7 62 43 2193 M8 174 3028 D = 6.4 psf M9 70 41 2344 0 0 0 0 0 0 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L5 162 2819 L6 77 1794 0 0 L8 0 L9 57 63 2424 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Page p 1:,1 IT : ::... / Inamal...—. i ....„,. , : Ef..EL.' ",,Z.7-::: I . 4,,.:„ : - i C`R.5,-+E4.1.5 i NittIR OR I2C,4 DE.4,,L.S 1 a I ii. . .•,/ '.' 14 ' . ' • [ \ ; ; 1 \ II 3; .•,.. , - /i',.. 0 - 0 ,-.7,t,T.c.--;#_,.. '/ i,..:1-;:s...i...;;,_\;..\,.;•7 1 i 1 1 22109 ...._ PE'---7----_;.? EL.00.,- .."' L,_/-,..N, MM ME j , _ ......,_ i ROWELL ,, it ENGINEERING,LLC COLIF11 :N I ' Page 7 1 ii.,. 1 , ! Y' V= I I — i''-' , , .-, -"•," i -ntemmtlis,s,,- (".•:-', . I . , 1 NOG< ,,„,.. N.- 0 1 E.:'IN N;_'..7 o IIIII , I _ I 1 I .._.= ( j > I 1 1 Il ffl...51,...................., II EY.TEN:1,5,-+EzoF L4 T'+-112C>..C;14 II ''‘,TER&ECT1N3 Lad-- ..' I I ' ' 1 . I 1 1 irill GR.:: ...:-I,•,\: .., '' , . b./ pm. 0 I ' 'II 1 ; 1 11 ,..„ •!. . I I .,"1 I/ I.t ; •I(''';','I'';.,,EI-7‘!.'I+"•,,5,::-:',:,;"*: '' L 1?.. . ,_...... . I---/FN .., 5-15.5,C., I ' #55011115111115 1 "'. 11,.-- . ,-; ,--- DECK ,/i,,,. ,. . . 1,..... a.--—• a 4,1 ...pir i ,.. . , . , ... 1 1 11 ..,. 22109 \ .1N - ocy;;-, pL,LN I MM so R ROWELL I /. , / ENGINEERING,LLC col.LL,.., ! ....-.N S,R,4.-ri,,,,, rt,1,..NCE,.•,,, ,SF wn.50,,,,, 1,,P,Aldo PR t.,..Z. Page p , F i Lij iv, I E .1 1 rtL,ii-, 117.._ ., .,•,,.., . oa, -,.. ,..,,,-,-...-, . ----,4 ilr,./w...i.itili 4 ____F=J41'..."5-....v.::.-' ;4).- -..Ct.) OR ' , 414•C' ",f ' VIP - 1 5 . .... ' — _..__..,... ,F CiE 410 H 0 '..)' ' 1,....r: I 44 - - CE L._IS- 7 ..,„7 G.„„R4.,GE ST4 4, ,I6-- E ,1/ “44,-40"G'0'..44•4 I 4,415CvE 4, '' 41 t :„..„,!_na,), :J1 , ' r r I .................-., . .1 rr,..,-)!:,I. I ---.` , ,44‘4'.S',E4.•P 1 1 ' ''''''':'''''''' \''' ',4 L:_ zr - :4', 1,,,,1 4 , I (5- t Lir711. it of • -no 1 : 4 'L --- -7 i1 F t .1 ! :, , -, ------ 1 , 22109ON4- flO\ j IROWELL ENGINEERING,LLC 0[ [ :. [ . C.,N co a) D) (1s 0 • SHEAR WALL SCHEDULE • (1) 2XD.F. studs max. 16"O.C. • HOLDOWN SCHEDULE • SEISMIC ZONE D (2) Anchor bolts to be • bolts w min. 7"embedment Into MARK SIMPSON APA �� PLYWOOD OR ORIENTED STRAND BOARD (1) 4fi 1— / FASTENERS CAPACITY NOTES concrete. Secure with BP 9`'-3 or BPS%"-3. (9) MODEL# (13) (LBS.) ( )( )( )( ) SOLER SILL PLATE BPS%"-3 requires an additional std. cut washer. No Connect btm. plate to FASTENERS 3,5,6,7 ALLOW hoidown floor ! rim MARK THPC NESS O PANEL NAILING AB NOTES LOAD (3) Intermediote studs nailed 0 12" O.C. required w/ed 0 4 O.C.. kg N/A TYPE EDGES 16d SIZE SPACING A SINKER (2) (4) Framing O adjoining panels to be 3x nominal or wider, V CMST12 x (7)16d common w/naling staggered. 36" Long nails at each end. 1.500 For aqu�l(1t0)tions, 8 �e 0.131 z 2)j' (5) 0.131"0 X 2) F. RH P—nail may be replaced with or 0 6" O.C. 6" O.C. 2X 48" O.C. igii CMST12 x (16)ted common 1 0.131"0X21¢"common nail or 0.113'0 X 214"hot dip or nolle at each end. 3.430 For ( options, " F.RH.P—NAIL tumbled galvanized box nal. Z 48" Longequivalent 7 ) • (6) 0.148'0 X 3" F. RH P—nail may be replaced with 0.1460 X G CMST12 x (22)16d common r 0.131 p x 21§' 8 tU3"common nail or 0.128 0 X 3"hot dip or tumbled 60" Lon nails at each end. 4700 For equivalent options. 4. O.C. 4" O.C. 2X 46. O.C. `V y galvanized box nal. g see(12) 9132° F.RH.P—NAL .3J W (7) "F. RH. P—nail"— designates a full round—head power nail. J ` CMST12 x (29)16d common `�/, 72" Long nails at each and. 8,210 ifs (8) Minimum 4X6 post 0 each end. 13 0.131 0 x AJr IL 2" O.C. 3" O.C. 2X 13" O.C. see (4) �QQ CMST12 x (39)16d common ��// l�sz" F.RH.P—NAIL 3X 34" O.C. 6(16 O (9) Hddowna occur 0 each end of each shearwall &fasten nails at each end. 8.350 to min. double 2X studs. Wall sht.g. shall be edge nailed 8 90" Long to each hoidown stud. 8 7/(8 Retrofit with HITS If 0.131 x211; 2" O.C. 2" O.C. 3X 9" O.C. see (4) (10CMST 14 X 36"L w/(8) 16d common each end. STHDI4RJ (30)16d sinker*. 1 F.RH.ANAL 22" 0.C. 840 )MST 37 w/(10)16d common or sinker each end. 3,280 mailing of curs. walk occurs. MSTC40 w/(14) 164 sinkers each end. Eau 3r(a (11)CMST 14 X 60"L w/(22) 16d common or sinkers each end. HTT5 (26)16d sinkers 5,080 Is at HOU 5 SB x24 W/(14 SDS A X 41.) or 0.131 0x2$" 3" O.C. 3" O.C. DBL 2X MST48 w/(16)16d commons 0 each end. 2 1 " 20" O.C. see (4) MSTC52 w/(22) 16d sinkers each end screws. EA. SIDE F.RH.P—NAL 3X 20" O.C. 12 CMST 14 X 72"L w/(29)16d common or sinkers each end. HDU-8 (20)SDs+ 7,870 x21¢" Min.(3)2x or ex. sed together 3,(g" MST60 w/(23) 16d common each end. screws,S8?%x24 /led sinker a s"0.C. or MSTC66 w/(32)16d sinkers each end. 41*1) 1' A.B. IM Po 0.131 0x214• 2" O.C. 2.5" O.C. 3X 16" O.C. see 128p ( )SDS ,X ,1 0 Aithreaded rod A. et raq'a. EA. SIDE F.RH.P—NM. (4),(8) T280 (13)Use in place of SSTB where 3x or dbl. 2X plates HDU-11 w/ z2$•x1i plate or Bpi 9• 30X30X12 deep min.Ng. r. Wm.(2)nuts.Min 10"fig. req'd.0 ea.anchor bolt. embed. (14)May use an HHD014 In place of HDU-14. `38)SDS Jr X 21¢"screws, 6X8 13s2.• 0.148 0 x 3" 2. O.C. 2" O.C. 3X 13" O.C. see t 0 Awl thended rod A5. post reqs. io F.RH.P—NAIL 3X ate required where shown on foundationplan. HDU-14 w/ Heavy hex nut regal EA. SIDE (4),(8) (15) a q see(14) bzj nuts"ilio 10"ftg.t14.445 36X36212"deep min.fig. req'd.O ea.anchor bolt. A— . Page 10 • DOUBLE 2 X 4 OR & FRAMING e LOCATION OF HOLDOWN. III_` III I NOLDOWN SEE SCHEDULE II LI, I \ iI I —41 I_ Z- 1 I IIII 1 I i I e- THREADED ROD II Z 1/2" APA RATED 0 IIII SHEATHING �l SLEEVE NUT e M I u, BOLT SPLICE _ -i_ LT Al Et II I , H � If1'Sf1„IFSONI' STA H II EOLT (SEE II #4 BAR Il SCI--1E1DULE) II 1 U CONCRETE FOUNDATION ri 10 ED OWN N \ / SCALE: 3/41' . 1'-0" - D—EXTEN 1D1RAWING NOT TO SCALE E--All E--- EINUMIFEGAM 1D1RAWN 15,Y- J.Y. CIVIL- STRUCTURAL ENGINEERS D /ATE- 02 -23-11 10570 SE WASHINGTON ST. STE 212 PHS 15031 254-6292 DATE PORTLAND, OR. 97216 FAX 15031 254-6761 „.. r IN. H/3. Page 11 T TI T ---1 - I� -- EA.SIDE, l4)-TOTAL � SIMPSON "MSTA36” - I'I 2X CRIPPLE WALL OVER _I' L , _1__ 1 . _ HEADER, W/ 11 2" SPL ICE - - -i - 1 --- - -- JOINT UJ/ CONT. NAILING HEADER (CONTINUOUS) TI• • .....w• CONTINUE HEADER 0 •1•• TO BLDG. CORNER 4 Z I.. NAIL SHEATHING TO I•.I 14 •I•' HEADER W/ O.14S"4, X .I..I 21/4" F.R14. P-NAILS .6 in_ •'1 3' O.G. BOTH WAYS N A •.I >6 cI ..l ° GARAGE t- (OR OTHER OPEN'G) a W I I- cO •I 15/32' APA-RATED SHTH'G Uhl I" ,FROM FASTENED PER SHEAR iii z I. SCHEDULE SPECIFICATIONS AND NOTES HI •Q \--., .� . - BLOCK ALL PANEL EDGES W L PER SHEAR SCHEDULE W .I II SPECIFICATIONS 4 NOTES •I• II • II . . REBAR &O GRADE wz •.11 •I YI • SEE SHEAR SCHEDULE AND 1- W \•�I � NOTES FOR HOLDDOWN SPECS `., 0 •1'I; PANEL WIDTH I *3 TIES II II 11 II II 0- bl diff- -- bb II II co, 1111 I Z Q (IQ 0 0) *3 TIES II a II a II E > 610" OC II 11 11 a-----=-4.===-- 1= 63 :11- PLAN VIEUJ OF (3)s `ii 11 II STEM WALL EACH SIDE I 11 II �4" CONC. SLAB 11 11 II II 11 11 II 11 II a= — 1----1= _ II II II MIN. 12"x12" CONT. *5 REAR W/ 24" HOOK FOOTING 6 GARAGE TOP 4 BOTTOM fl CORNERS DOOR W/ (4)*4 CONT. 12 NAIRI OUJ S-EAR PANEL NO SCALE (REDUCES PANEL HGT.) NRWSHEAR30 -41-E MillNEELI2UMI DRAWN 8-'- J.Y_ CIVIL- STRUCTURAL ENGINEERS DATE- 02-23-11 10570 SE WASHINGTON ST. STE 212 PHS (503) 254-6292 SAO PORTLAND, OR. 97216 FAX: 1503) 254-6761 Page 12 EDGE NAILING (2) 2x OR LARGER EDGE NAILING DEPENDING ON H.D. I LARGEST OF THE (2) HD STRAPS e CORNER ii i'.iii ii tumor �� II LARGEST OF THE (2) IN—_1• 1 (2) 2X OR LARGER jlH.D'S a CORNER '�� (DEPENDING ON H.D.) ,� ,11 G, e FOUNDATION ,Ge UPPER FLOOR CO'-1511\ D 4OLDOWx , CORNER SCALE: 3/4" = l'-0" coreiNE-HD DRAUJING NOT TO SCALE I• =WELD, —,E-- MILIINEIEE311K1 DRAWN B''- J.Y. CIVIL- STRUCTURAL ENGINEERS !DATE- 02 -23_11 10570 SE WASHINGTON ST. STE 212 PH: 15031 254-6292 S�/ PORTLAND, OR. 97216 FAX: (503) 254-6761 MIN. H/3.5 • Page 13 4'-O" SIMPSON "MSTA3O" EA. SIDE, (4).TOTAL - • • .• • • • / HEADER (CONTINUOUS) - - 171 ` CONTINUE HEADER . • • • TO BLDG- CORNER 4 II • Z :1 NAIL SHEATHING TO I I'I HEADER W/ 0.14S"4' X 21/4" F. RH. P-NAILS e • 3" O-C. BOTH UJAMS �- W1ND0W W (OR OTHER OPEN'G) = w N 1 W 15/32" APA-RATED SHTIH'G 0 -I ,FROM SINGLE SHEET, Z FASTENED PER SHEAR = N SCHEDULE SPECIFICATIONS V AND NOTES itii - •• -111 I --N4- — •__ - BLOCK ALL PANEL EDGES _III I PER SHEAR SCHEDULE • I - • SPECIFICATIONS 4 NOTES I _ • • I • F Z z • • -1 Y - I SEE SHEAR SCHEDULE AND <r u 1 NOTES FOR HOLDDOWN SPECS IL / li \ r• H • • • I • 11 Il 11 II II II 11 II U U �� 1�4RO� Sk AR FAN NO SCALE (REDUCES PANEL HGT.) NRWSHEARNOFDTN DRAUJING NOT TO SCALE L73ONYELL -A- E- IERBUMEEL2111N1 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 14 DATE: 12/11/15 PROJECT: �� ~ FOUR D CONST. ' vpr012208 DESCRIPTION. 2012 IBC, Binder-Stock SIMPLIFIED STATIC PROCEDURE -2012 IBC BY: WIND SPEED: 100 Adjustment Factor for Building Height A 1.03 EXPOSURE: B Increase 110/B wind loads by 0.83 ' SEISMIC CAT: D to obtain 100/B (8ou=2/3 Skis) 0.850 1.28DSK 1.02 U R: 6.5 snow load = 30 A upper: 1666 mean roof height, h = 33 ft Amain: 1118 A lower: 1301 V=1.2GooVVoJR ASD Load Combination =V/i.4 vvDL 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 1666 24900 3922 2801 EXT. WALLS 10 10 176 9185 1441 1030 INT. WALLS 8 10 150 6263 983 702 BRICK 40 0 OD 0 TOTAL 40438 6346 4533 MAIN FLOOR ` ROOF/CEILING 15 158 2370 372 266 FLOOR 10 960 9600 1506 1076 EXT. WALLS 10 9 160 7429 1166 833 INT. WALLS 8 9 120 ' 4457 699 500 WALLS ABOVE 15448 2424 1731 DECK 10 0 O' 0 BRICK 40 0 0 0 0 TOTAL 39303 0168 ' 4405 L(��Ep� FL�� ' ROOF/CEILING 15 0 0 0 FLOOR 10 1301 18010 2042 1458 EXT. WALLS 10 8 60 2520 395 282 INT. WALLS 8 8 50 1680 264 188 WALLS ABOVE 11886 1865 1332 DECK 10 0 0 0 BRICK 40 0 0 0 0 TOTAL - 20098 4566 3261 ' 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 260/200 1 _ 1500 cwaT1ex36^ 6 2684 STHD14RJ A 350/350 2 3430 omoT12x48' 7 5000 HTT5 B 600/008 3 4700 cmur12xe0^ 8 7870 HDU8 C 800A640 4 6210 cmor?xxro^ 9 9535 HDU11 D 980/980 5 8350 omSr12x90^ 10 14445 HDU-14 E 1280/1280 ? 14446 to high F 1540/1540 - Page 15 DATE: 12/11/15 PROJECT: 22109 - FOUR D CONST. • WALLS LOAD WALL SQ, FT. LINE LENGTH OF SHEAR WALLS(FEET) TOTAL HGHT. BRICK NOTES V1 10.6 10.6 15.5 V2 4.0 4.0 14.0 0.0 V4 10.6 10.6 9.0 V5 2.6 5.0 16.0 23.6 9.0 V6 15.2 18.0 33.2 9.0 V7 10.6 8.8 3.4 22.8 9.0 V8 4.0 9.0 13.0 9.0 V9 3.2 3.2 6.4 9.0 0.0 0.0 0.0 W 0.0 0.0 0.0 0.0 124.2 0.0 0.0 M3 2.6 2.6 9.0 M4 10.6 10.6 21.2 11.0 M5 12.8 11.0 4.0 27.8 9.0 M6 3.2 4.4 18.0 25.6 9.0 M7 3.0 7.6 3.4 3.6 17.6' 9.0 M8 6.2 9.0 15.2 9.0 M9 3.2 3.2 5.2 11.6 9.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 121.6 0.0 0.0 0.0 0.0 L5 4.6 3.2 7.8 8.4 L6 27.6 27.6 8.4 0.0 L8 9.0 9.0 8.4 L9 6.0 3.4 2.0 2.0 13.4 8.41 0.0 0.0 0.0 0.0 0.0 0,0 0,0 57.8 Page 16 DATE: 12/11/15 PROJECT: 22109 - FOUR D 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. V1 1429 1429+ 1217 10.6 135 115 V2 1457 1457 1240 4.0 364 310 0 0 0 0 0.0 0 0 V4 1203 1203 1024 10.6 113 97+ V5 2435 2435 2073 23.6 103 88 V6 1398 1398 1190 33.2 42 36 V7 1087 1087 925 22.8 48 41 V8 1779 1779 1515 13.0 137 117 V9 1523 1523 1297 6.4 238 203 0' 0 0 0 0.0 0' 0 0 0' 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0' 0 0 0' 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 12310 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 M3 683 683 581 2.6' 263 224 M4 3110 1203 4313 3671 21.2 203 173 M5 2854 2435 5289 4502 27.8 190 162 M6 1864 1398 3262 2777 25.6 127 108 M7 2193 1087 3279 2791 17.6 186 159 M8 ' 3028 1779 4807 4092 15.2 316 269 M9 2344 1523 3868 3292 11.6 333 284 0 0 0 0 0.0 0 0 0 0' 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0' 0 0 0 0 0 0 0.0 0 0 0 0 0 0' 0.0 0 0 0 0 0 0 0.0 0 0 9425 25500 0 0 0 0 0.0 0 0 0 0' 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0' 0 0 0.0 0 0 L5 2819 5289 8107 6901 7.8 1039 885 L6 1794 '1631 3425 2916 27.6 124 106 0 0 0 0 0.0 0 0' L8 0 4807 4807 4092 9.0 534 455 L9 2424 3868 6292 5356 13.4 470 400 0 0 0 0 0.0 0 0 0' 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0' 0 0 0 0 0 0 0.0 0 0 0 0' 0 0 0.0 0 0 0 0 0 0 0.0 0 0 15594 22631 Page 17 DATE: 12/11/15 PROJECT: 22109 - FOUR D CONST. • SEISMIC SETS. TOTAL SQR. % SEIS. MAX. ADJUST DIREC. FLOOR FEET OF FLR WALL BRICK FROM TOTAL UNIT REDUN. REDUN. UNIT F-B L-R SHEAR SETS. SHEAR SETS. SETS. ABOVE SEISMIC SHEAR FACT. FACT. SHEAR V1 r X 4533 171 10% 465 0 465 44 1.00 1.00 44 V2 X 4533 176 11% 479 0 0 4533479 120 1.00 1.00 120 0% 0 0 0' 0 1.00 0 V4 X 4533 317 19% 862 0 862 81 1.00 1.00 81 V5 X 4533 700 42% 1904 0 1904 81 1.00 1.00 81 V6 X ' 4533 476 29% 1295 0 1295 39 1.00 1.00 39 V7 X 4533 483 29% 1314 0 1314 58 1.00 1.00 58 V8 X 4533 722 43% 1964 0 1964 151 1.00 1.00 151 V9 X 4533 283 17% 770 0 770 120 1.00 1.00 120 0 4533 0% 0 0 0 0 0 1.00 0 4533 0% 0 0 0 4533 0% 0 0 0 0 1.00 0 0 0 0 1.00 0 4533 0% 0 0 0 0 1.00 0 4533 0% 0' 0 0 0 0 1.00 0 0 4533 0 0% 0 0 0 0 1.00 4533 0% 0 0 0 0 1.00 0 0 0 200% 0 9054 0 4405 0% 0 0 0 0 1.00 4405 0% 0 0 0 0 M3 X 4405 80 7% 315 0 1.00 315 1211 1.00 1.00 121 M4 X 4405 391 35% 1541 0 862 2403 113 1.00 1.00 113 MS X 4405 455 41% 1793 0 1904 3697 133 1.00 1.00 133 M6 X 4405 272 24% 1072 0 1295 2367 92 1.00 1.00 92 M7 X 4405 392 35% 1545 0 1314 2859 162 1.00 1.00 162 M8 X 4405 480 43% 1891 0 1964 3856 254 1.00 1.00 254 M9 X 4405' 165 15%w 650 0 770 1420 122 1.00 1.00 122 0 4405 0% 0 0 0 4405 0 0 1.00 0 0 0% 0 0 0 0 1.00 4405 0% 0 0 0 0 44050 0 1 AO 0 0 0% 0 0 0 0 1.00 4405 0% 0 0 0' 0 1.00 0 0 4405 0% 0 0 0 0 0 0 1.00 0 4405 0% 0 0 0 0 1.00 0 200% 8110 16917 0 0 3261 0% 0 0 0 0 1.00 3261 0% 0 0 0 0 1.00 0 0 3261 0% 0 0 0 0 0 0 1.00 0 3261 0% 0 0 0 0 1,00 0 L5 X 3261 573 44% 1436 0 3697 5134 658 1.00 1.00 658 L6 X 3261 139 11% 348 0 1183 1532 56 1.00 1.00 0 3261 0% 0 0 50 0 100 0 L8 X 3261 636 49% 1594 0 3856 5450 606 1.00 1.00 606 L9 X 3261 365 28% 915 0 1420 2335 174+ 1.00 1.00 174 0 3261 0% 0 0 0 0 0 1.00 0 3261 0% 0 Q 0 0 0 1.00 0 0 3261 0% 0 0' 0 0 1.00 3261 0% 0 0 0 0 1.00 0 0 3261 0% 0 0 0 © p 0 1.00 3261 0% 0 0 0 0 0 0 1.00 0 3261 0% 0 0 _ 0+_ 0 1.00 132% 14450.6 - 0 Page 18 DATE: 12/11/15 PROJECT: 22109 - FOUR D CONST. WALL SUMMARY WIND harrow INCRZ.` 5NTR. MAX. SHEAR WALL min UNIT Panel SETS DESGN UNIT UPLIFT w/nares w/o HOLDOWN sill NOTES SHR ilncrease SHR W S SHEAR incr incr pit. V1 115 1.00 44 X 115 1779 S S 2 OR 6 2x V2 310 1.75 209 X 310 4340 A A 3 OR 7 2x 0 0 1.00 0 0 0 0OR0 V4 97 1.00 81 X 97 869 S S 0 OR 0 2x V5 88 1.73 140 X 140 790 S S 0 OR 0 2x V6 36 1.00 39 X 39 351 S S 0 OR 0 2x V7 41. 1.32 76 X 76 519 SS 0 OR 0 2x _ V8 117 1.13 170 X 170 1360 S S 1 OR 6 '2x V9 203 1.41 169 X 203 1823 S S 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 OORO 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 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 M3 224 1.73 210 X 224 2013 S S 2 OR 6 2x M4 173. 1.00 113 X ' 173 1905 S S 2 OR 6 2x M5 162 1.13 150 X 162 1457 S S 1 OR 6 2x M6 108 1.41 130 X 130 976 S S 0 OR 0 .2x M7 159 1.50 244 ' X - 244 1462 S S 1 OR 6 2x M8 269 1.00 254 X 269 2423 A A 2 OR 6 2x M9 284 1.41 172 X 284 2554 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 OORO 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 OORO 0 0 1.00 0 0 0. OORO 0 0 1.00 0' 0 0 0 OR 0 0' 0 1.00 0 01 0 0 OR 0 0 0 1.00 0 0 0 0 OR 0 L5 885 1.31 864 X 885 7432 D D 5 OR 8 3x L6 106 1.00 56 X 106 887 S S 0 OR 0 2x 0 0 1.00 0 0 0 0 OR 0 L8 455 1.00 606 ' X 606' 5087 C C 4 OR 7 3x L9 ' 400 1.75 305 X 400 3357 B B 2 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 O OR 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' 0OR0 Page 19 '�� . (5Z + R�13AR"N" LAP 48 PMA. WITH 1ZE(3A1? "M" • #410" OL. 2" CLEAR t3ACKrL.L WALL WITH ' PREF-17RAJNIN6 LilZANLILAR MA1 ELIC. H REC3AJ2"M', � , 3" PIA,PERt=FIP WITH PIMP MIMIC H/2 1 #.4a16" O.C. \ia 1 W.-PAR"0" i�� •\•// " CLEAR 3' -- f Hf �._ ,� �" CLEAR :._..:,• } 1 LEVEL 6PA(7F MU5f EXThNn A ! MINIMUM 0r 24' FROM FACE Of I wS I WALL, 61 YONI?11115 POIN1 fit- A�- C 5LOPE MU51"NOf EXCEED 2:1 13 c/ 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" 8D 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"cc 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 REBAR GRADE 60 EFP = 40 PCF LEVEL BACKFILL ONLY Hfill Fit 1'-3" NOTE 81,2 Customer: Mascord Design Associates Rowell Engineering Project: Cantilever Wall. EFP=40 PCF 45 SE 102nd Avenue Sheet Number: 0 Portland, OR 97216 Al Date: 10/24/01 RJM (503)254-6292 Page 20 ROWELL RETAINING WALLCAD • Software Release Number 131.2 Version B 1/28197 RJM ENGINEERING CONSTANTS Soil Density 110 ON Factor of Safety. 1.5 , Concrete Density 150 Stem Factor of.Safety 1.7 PHIvu 0.85 Heel Factor of Safety 1.4 PHIas 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 Wail EFP=40 PCF Concrete Fc 8000 psi Max Soil Bearing Pressure 1600 pat Steel Grade 60 60000 Equivalent Fluid Pressure 40 lbsflN3 Wall Thickness 0 in Height of Sot at Toe I 0 I In Footing Height 15 in SECTION 1 DESIGN H,Wall Heghtft. 1 4 I ft 13,Total Footing Length,In. 34 in 7-10" Reber Stem Rebar Heel Rebar A,Toe Length 8 In 8" Size OC Bar"M" Bar"N" Bar b" C,Heel Length 18 In '7-6" 4 16 1541% 12327% 1338% Running Length/.Calc Length 1.00 1 I 1 4 12 2037% 16292% 1785% %OTM Factor of Safety 328% 4.92 4 8 3001% 24035% 2677% %Sliding.Factor of Safety 101% 1,51 4 6 3929% 31430% 3570% %Max Soli Bearing Pressure 47% pet 706 4 5 4645% 37161% 4284% Min Son Bearing Pressure 271 PsI 4 4 5677% 45412% 5355% %Alowable Shear Stress 4% kpsi 4 5 12 3119% 24949% 2789% 6 6 4548% 36366% 4183% Size OC 5 4 8299% 66390% 8367% Reber'V' 4 18 1374% 6 ' 8 6295% 50358% 6024% Reber"N" 4 18 10990% 8 6 8028% 64222% 8032% Reber"Cr 4 16 1190% 6 4 10946% 87585% 12048% SECTION 2 DESIGN H,Wall Heghtft I e I n B,Total Footing Length,In. 54 In 4'-8" Rebar Stern Rebar Heel Rebar A,Toe Length 9 in 8" Size CC Bar"M" Bar"N" Bar"0" C,Heel Length 38 In 3'-2" 4 18 299% 2392% 232% Running Length I Calc Length 1.00 1 .I 1 4 12 395% 3162% 309% %OTM Factor of Safety 339% 5.09 4 8 582% 4858% 484% %Sliding Factor of Safety 100% 1.51 4 8 762% 6099% 619% %Max Soil Bearing Pressure 67% pet 1,011 4 5 901% 7211% 743% Min Sod Bearing Pressure 366 ear 4 4 1102% 8812% 928% %Allowable Shear Stress 12% kpal 13 5 12 805% 4841% 483% 5 8 882% 7057% 725% Size OC 5 4 1610% 12883% 1450% Rebar"M" 4 18 287% 6 B 1222% 9772% 1044% Rebar"N" 4 18 2133% 8 6 1558% 12482% 1392% Rebar"0" 4 18 206% 8 4 2124% 18992% 2088% SECTION 3 DESIGN H,Wall Height ft. I 11 I ft B,Total Footing Length,In. 74 in 8'-2' Rebar Stem Rebar Heel Rebar A,Toe Length 8 In 8" Size OC Bar"M" Bar"N" Bar"0" C,Heel Length 68 In 4'-10" 4 . 16 104% 834% 81% Running Length/Calc Length 1.00 1 I 1 , 4 12 138% 1102% 108% %OTH Factor of Safety 348% 5.22 4 8 203% 1823% 161% %Sliding Factor of Safety 101% 1.52 4 6 266% 2125% 215% %Max Sot Bearing Pressure 88% pat 1,323 4 5 314% 2513% 258% Mln Soil Bearing Pressure 475 Pef 4 4 384% 3071% 323% %Atowable Shear Stress 25% keel 27 5 12 211% 1687% 168% 6 8 307% 2459% 252% Size OC 6 4 561% 4489% 504% Reber'V' 4 0 181% 8 8 426% 3405% 363% Rebar'N' 4 18 743% 6 6 543% 4343% 484% Reber"O" 6 15 134% 6 4 740% 5921% 726% SECTION 4 DESIGN H,Wall Height ft. I 10 I ft B,Total Footing Length,kt 98 In 8'-2" h Rebar Stem Rebar Heel Reber A,Toe Length 14 in 1'-2" Size CC Bar"M" Bar"N" Bar"0" C,Heel Length 76 In 6%4" 4 16 48% 383% 35% Running Length/Cak Length 1.00 1 I 1 4 12 63% 506% 48% %OTH Factor of Safety 382% 5.73 4 8 93% 745% 89% %Sliding Factor of Safety 101% 1.51 4 6 122% 976% 92% %Max Sod Bearing Pressure 92% psf 1,386 4 5 144% 1154% 111% Mln Son Bearing Pressure 727 pet 4 4 176% 1410% 139% %Allowable Shear Stress 41% kpsl 45 5 12 97% 775% 72% 5 8 141% 1129% 108% Size OC _ 5 4 258% - 2081% 217% Reber"M" 5 9 127% 6 8 195% 1563% 156% Reber"N" 4 18 341% 6 6 249% 1994% 208% Rebar"O" 6 9 139% 6 4 340% 2718% 312% RM --. -- - I04131Mastad 1003-40 PCF arkaign 10/24411:04 PH Peg.:1 ort Page 21 �:\",14?M\ REPAC "N" ' LAP 48 PIA. tMTH RFt3A "M" z #4 a IO"O.G. __ 2" GUAR--► r• t3AO:FILL WALL WITH Fee-1212AININa LtaANU.Ai2 MATERIAL H M0AR "M"" NN " PIA,p.m FIPI WWH FIL1r12 FABRIC • I H/2 44 a 16" O.C. IN,"ra 5LAt3 12e10AR "'O" ':_ 13FFOk"E ES"" CLEAR C3AGKFiLLING 11 ," 3" GUAR 1 _ i Ht ! ► 1 IWsl s c _ r -- A: R2 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'-3" 1'-3" 3'-2" #4- 15"oc #4- 15"oc #4- 18"oc 91-4" 8" 1'-10" 1'-10" 4`-4" #5-9"oc #4- 18"oc #4- 18"oc 10'-4" 8" 2'-2" 2'-2" 5' #5-9"oc #4- 18"oc #4- 18"oc - ALL SECTIONS: CONCRETE Fc3000 PSI REBAR GRADE 60 EFP = 40 PGF LEVEL BACKFILL ONLY Ht 1' A1.2 Customer: Mascord Design Associates Rowell Engineering Project: Cantilever Wall with slab. EFP=40 PCF 45 SE 102nd Avenue Sheet Number: 0 Portland, OR 97216 Al Date: 10/24/01 (503)254-6292 Page 22. ROWELL RETAINING WALLCAD ' Software Release Number A1.2 Version B 1128197 ENGINEERING CONSTANTS Soil Density 110 OTM Factor of Safety 1.5 Concrete Density 150 Stem Factor of Safety 1.7 PHlvu 0.85 Heel Factor of Safety 1.4 PHias 0.90 PROJECT PARAMETERS Client Name Mascord Design Associates Detail Number A Project Number Sheet Number, Al Project Name Cantilever Wall with slab. EFP m 40 PCF Concrete Fc 3000 psi Max Soil Bearing Pressure 1500 psf Steel Grade 60 60000 Equivalent Fluid Pressure 40 Lbs/ftA3 Wall Thickness 8 in Footing Height 12 in SECTION 1 DESIGN Rebar Stem Rebar Heel Reber H,Walt Height It. 5.33 1 ft Size OC Bar"M" Bar"N" Bar"Ce B,Total Footing Length,in, 28 in 7-4" 4 16 395% 3158% 2182% A,Toe Length 10 in 10" 4 12 522% 4174% 2909% C,Heel Length 10 in 10" 4 8 769% 6149% 4364% %OTM Factor of Safety 154% 2.31 4 6 1006% 8051% 5819% %Max Soil Bearing Pressure 49% psf 734 4 5 1190% 9520% 6982% Min Soil Bearing Pressure 363 pat 4 4 1454% 11633% 8728% %Allowable Shear Stress 10% kpsi 11 5 12 799% 6391% 4546% 5 8 1165% 9316% 6819% Size OC 5 4 2126% 17007% 13637% Rebar"M" 4 18 352% 6 8 1613% 12900% 9819% Rebar"N" 4 18 2815% 6 6 2056% 16452% 13092% Rebar"0" 4 18 1940% 6 4 2804% 22432% 19638% SECTION 2 DESIGN Rebar Stem Rebar Heel Rebar' H,Wall Height ft: I 7.33 f ft Size OC Bar"M" Bar"N" Bar"0" B,Total Footing Length,in. 38 in 3'-2" 4 16 126% 1011% 738% A,Toe Length 15 in 1'-3" 4 12 167% 1336% 984% C,Heel Length _ 15 in 1'•3" 4 8 246% 1968% 1476% %OTM Factor of Safety 133% 2.00 4 6 322% 2577% 1969% %Max Soil Bearing Pressure 70% psf 1,052 4 5 381% 3047% 2362% Min Soil Bearing Pressure 261 psf 4 4 465% 3724% 2953% %Allowable Shear Stress 22% kpsi 24 5 12 256% 2046% 1538% 5 8 373% 2982% 2307% Size OC 5 4 680% 5444% 4614% Rebar"M" 4 15 135% 6 8 516% 4129% 3322% Rebar"N" 4 15 - 1076% 6 6 658% 5266% 4429% Rebar"0" 4 18 656% 6 4 897% 7180% 6644% SECTION 3 DESIGN Rebar Stem Rebar Heel Rebar H,Wall Height it. I 9.33 I ft Size OC Bar"M" Bar"N" Bar"0" B,Total Footing Length,In. 52 in 4-4" 4 16 55% 444% 271% A,Toe Length 22 in 1"-10" 4 12 73% 586% 361% C,Heel Length 22 in 1'-10" 4 8 108% 864% 54204 %OTM Factor of Safety 136% 2.05 4 6 141% 1131% 723% %Max Soil Bearing Pressure 80% psf 1,204 4 5 167% 1337% 867% Min Soil Bearing Pressure 302 pet 4 4 204% 1634% 1084% %Allowable Shear Stress 38% kpsi 41 5 12 112% 898% 565% 5 8 164% 1308% 847% • Size OC 5 4 299% 2389% 1694% Rebar"M" 5 9 147% 6 8 226% 1812% 1219% Rabat"N" 4 18 395% 6 6 289% 2311% 1626% Rebar"O" 4 18 241% 6 4 394% 3151% 2439% SECTION 4 DESIGN Rebar Stem Rebar Heel Rebar H,Wall Height ft. I 10.33 J ft Size OC Bar"M" Bar"N" Bar"0" B,Total Footing Length,in. 60 in 5 4 16 39% 316% 174% A,Toe Length 26 _ in 7-2" 4 12 52% 417% 233% C,Heel Length 26 in 2'-2" 4 8 77% 615% 349% %OTM Factor of Safety 141% 2.11 4 6 101% 805% 465% %Max Sal Bearing Pressure 83% psf 1,243 4 5 119% 952% 558% Min Soil Bearing Pressure 360 psf 4 4 145% 1163% 698% %Allowable Shear Stress 47% kpsi 52 5 12 80% 639% 364% 5 8 116% 931% 545% Size OC 5 4 213% 1700% 1091% Rebar"M" 5 9 104% 6 8 ' 161% 1290% 785% Rebar"N" 4 18 281% 6 6 206% 1645% 1047% Rebar"0" 4 18 155% 6 4 280% 2242% 1570% ta4131MascmiWs40PCFAsIDesign 1024AM 11:48 AM Page 1 a!