Loading...
Report (63) ac_f`Cf1:1_ SGv it 111 D O E L L 10570 SE Washington St i Suite 212 ENGINEERING, LLC Portland,OR 97216 STRUCTURAL ENGINEERING Tel. 503-254-6292 Fax.503-254-6761 ri a A j� si LATERAL ANALYSIS December 14, 2015 DEC 3 Z015 Mascord Plan 9 � rQ, PAT CI EY OF TIGAII 9 22197 - Four D Const. Medallion Meadows, Lot 19 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 •� N �s�• Project Number: 4, • 150381 I � 58367PE /7W(.1.2602rmr. �:- 7/`" I nn' : DE6. 31 fin 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. Page 1 \;,,-,, NI INn°11 . : „..n.,,_,;,.,--,y,,,-., ri----- .,----,---,--,-,,__:-4,\-,, LLn, i, . I-1-T.' ', ., --17--: ••,•, 1 , i 1 , 4=--,, , r 3 : - , :: I- ; : ; ; ; ;, --- ----------—I ii-,;_r.:-",''," ,!;_i : ' '• I" ; I;I r .'. ...., _.E.....1.1••*Oa••1/1180 0,1 al a•amill 51n, to .i !. , ,.:. II , ..,y. IV .,,,1 ,iii• • i I 1 , ; i i[• III II, IIii[L'E---IIIII417Ti:•;-',''. ,I[. I IF Ili Ii L7777E:A\':' i . A 1_- ;;; - .. i1. . wr : . 4.., .., .,4,..,,i, : ,L, .r.,.„,_,..,•:„...l.-1 F•7/i I r•-=.-..-=-:. 7'47 ...774 4;! ' 1141I ! " 4. 114' t----- 4 ! I!!i I" ; I ! I ' I; ' 1 1 • " ' I I I ri..)1' I r 3 , ;1 ; ;;„:„.,:f.„2:,-.1,,„.....t.,::-,, : .; ; , I , I I I,,[;I/ i[I''I:::II..._=7"'''',-7,-,,,•=771 I I I' 111 I ' r [rS4) I ; , I , I 1 : 1,, I:I I I I 11 ! , I li r rII I,•[II,I II p•alimIls•Nom a•am) i ' , ; ! ,it. N.:,-.--:---:i!„ . 1 ! i i , r, , : .,,I.J; ri !iliL.-,t.,-„,,,-,-.;L_•,•_.--;-,'Irr ri • , • II III r rrif ITO ; ; Irwr rl, rf-'=-;------ ------10.; 11 , rrr.r ' 1 r r 11 ; ! , I : ; ; III; II ,:7_7,:..,,----•.=_---. .....1•111 ' III-- r H. : r • r 1 ; .r. i . , : r , l , h ; • I , ri: • .•• II,:: I ;•! ---- ' 'I ' -----. r r I' 11 . 'rTI1.77 6' . ' : 1 i 1 1 : 1,! 'I ',----,•..+ --,.. -nli': NI .--„,.., ,, ,---J:-;-,-..,r,1--,,,-----_---7, 1 . ; ; ',I, , iv •, 1111 ..,,r7,-;717:.--; ..,,_,,,,J::,F F — ----2,----- -0.! [pt.„---,,---' ,,,i,--..,•:,,-,-,-111, : 1 it ;IV ilj1111 Io ; I,-,1„ 11.;., .,„, f4,,,,,,-„, „,„,,,,,: ___., . ,1,, ;III" I 1'3---II,--- -------4I--!"--H:1•\\ ' I •;`, th -1 trirTII: III f---- =----'jj'" -jr1-7.j: .111!! 1 1 J;--7J. , IJ . . i . T.: ' i-j_j.-------- -----------.----; ,:-,,A y i. '.13 L ,•,, iti iLa,, 9 iiiii,,1-1pr,r- [4,iti I I ` ! I I I I , II II, ' 1.----,....-,,,,,„===•-•,,,-...-.7,74_,,,:q i•---'1":-",`.,Iii- H•••',111--"'""-[[,-•••• ilIr---•-•,,,,,, ,, , ' ', II---------2---71-, I , , , r Ll I I.__I I'..; !±_-;1-,..ii I III 11!II r 1,t-,--. I. rr.... _rrr':___.•. - -t•:!.: •: I: r, r r ir;I r ' I --",--Ir P.; , irr---- 11--------rr F•••••-.7-7.-"•--, or ' . .. .;_, • ' I, ,I,• rr•r: :", 1 :r. 1 : i•:: I rr: 1,•.1: r rui J:4 rk•rr!, rr, I r ; I F r;! r _ .!..... ..____......._ _j,j_iji,,,.', 1 j[J,,,, ..., _ '.:,:.„_ , il -..::-...-Ji-jjj:2:',..,j, . j,„ I,' !! , : I! :Al' i 1 ,,k 1:4L, ..ri I ii,..-_,JJ I 1 ' .. ' :,iirl-r----- -4 frir .. ,• I-[•,•,-----::[-f-7,--77,_, I,i I III"'"Ii[I,"•-,,IF- T-1'. ••, :I [ ,I II[i•-----r4- ---— - Tli; •II [II I [ii II II r:17 •-_,,,,,,,,,,,,7--,,- ' [ ,,, ki, id., , ,, i . ;1 il I, i jIi!I !! ,Ii [ •Ii ii ,-, 1.,,,,,,„„___,-:::::::-,,,, - < I I, [Jr [III [II,II ' [! II I l d • I [,, [[,,; ; ;I: /I II r,,,,,,---, ---,I:7,-7'' : , i„,,,,„=„ft„„J,'r.,, ,IIL____,I, .' . I 11.i II i, i ' : !I l i • [I , ', I---r'--•"''' ':' - 4 3 , ,, ;;; ,, ;A., 1:;. -: ; , r I.i ,r.---;-;;I-- - -- -- rr; -'1'•I r: I ;;;;:--=;--- '-'''; [Fr ------I. r..------• .;/..-, - , . : , , ,,, - , ;,,, r„, ,; ; i„.; 1••••••11111• 1' Ill j_)Fr'' '-iiii_'''''' 61'''''''' ilii-:'4[---1! 1 ' "' :''i ;,!..,,,,:-:_J • --- -4iLgiii-_, , 1-4, ----,------------42•-, ___ __: __-___„:.„,:. ,, L' 1,L.,_-,.11, ,.. !,,--,,,,,,, ' ,1 ,11 4.-- ---1, , -, I, I i ' •:.),IP ,,. --.-, „-, :,--_-, - _-_,' .,L,„...-.,-7 '' -,-,:',L- .•'' [-----i--,[-I:• I,:I[[i 1.'"•••••'=-Tflt), I t , i i , [ ' I II i•II , _ i -I rfiiiI-:i-I'' 1 Ill-I1 '• I ' IIIIII ' " IIIL[, [-[ In,--; ,'„,[ 1' - 1 [11-. , I 1. , . ! ',. , li F.,4 '.,'-- ---,- 4--- -.'L_ -.24-,T .,-',____,-.-,---'-4"aP--'-'i-'-'..---.'.•-t 1 H 1/"! '. ,, ',,,ir- .7H--, 7:,-, , ; i 'NE:,--.--",,,,,,,,,,...-_,Ir,••••••••-= -[----------,---.--i,-„,--,--,-[i I, ,[,.,[ i , i. ; , 1[ ,,,,, I',/,' i '',[ ,-,[[ [ir I: I• [. 1 , I[II •[i[I-- -''• 4--- 'i'-— I : , ,,,.•••,—..c.—_,..',____,_ . ..: 1 ,,:[,, . ; 11W ;IL_.,,,i : = . .c-.._ ...4 3 ,,,,„„:„_ -,.,-,, , r,-,; i,, 1, -r-,,, - ;- 7 -r• •••' ••''1 ' IT I}Lii • '--.k,L-1 11-0.' ' i ,i,t.'1111 i i , . .. tri oil ',..1 yyi i i ,fil I i „*I1 ''' .i 4,-,4!:'' :, .1"11..„:1., 1,,,..„ i ,.. .,, I-, _ 1,_4...;_ i,.: 1"..4...,[l[i,4"-I'—"'"-••••-•'• I•'-'[-ill • 1 •:i , , Ii i'•I' -... r...- 0•N-...'- •• --.' ''''•• / ION 4. Est — ; I i : I---i /*--• ' \ I — - Pr l'',t-,017,[f r r'•••• 'itN.41) __1-„_,'„ __ '---.“---•--- ' • ' .__ -- II _ t_'.....t E ', ' ,J.N ' - ---- - Page 2 .., Leal co ,, , .1....: I• : I 1 ,,,) 1) , .... :A 0 - 1 : , ,[[it 1 , •4 ." 1 4N, •. r ' i -- ,T ", 11 i- i i • ' , [ '41' ' ', ' 'IN I 7141 VI I !NJ 1 ,„; ,;;; ,4-1! , , o.u_. .'-i,,_ T IMILP,, , i , i ! IiiTHI, . 'H ' , ; ; 1 i. '' , ! iiiil i , , , , ',! „.::::,., , ! ' ' , 11WI ::: 1 • i ' ' Il ,-,-L:.t .'',, ••'.,'-,7,:,\\,, •-, -.-- ....-.. -r----,-,-,,,,, -i F... ',„,, : , ii also oprammil II.,, H , , , : n r '\';- '- '; ';', ... ;,. , 1, , , , , ! 1 , ,, .' , 1 , ,- ; ; , ;; ,,-;---- ,., -- ------ ---; - - i ! „... ; i ; 1 1 „ 1; ..„ 1. i ;1,11,1, i „ 1 1 ...„ „ 1 •,,i - 0, , ,, - , , , ;.. - , ! l', : !, , !„,,,, , 1 , 11 , : 11 ,,,,,..----,,, ,,-;.... , . •A [ i ' ! ' '' ' , . [ ....,1, 1-,,,.,,II, [-7-'''''''''.".--"7"'-.:0[7'''''''''['.7.7 [''''''-='-==.1 7-•""7,1?,-,A,A X ' ', , ' I [ 1 I , 1 [ [ 11 I [I ' 1'1 •/ ' [ [ i ' 1 i [ <,=.77,7_,ii,' -,7;,,TE2,•:::,,-,„7,,,,,, '-,7-,':17:-,-,,,,,,,,,-,,,i . !!!.!!!!.: ! 1 . ' 1 't ! 1 1 !i ! I 1: 11 ! i 11 !, H 1 1 ! 1 !ift..;7•_::"7-',!:!--F.,'..,',,111-1 -------'''l k,t,,,,,,,,.7.-t-t-t--z7t.,',..!\ ! ! !! !. , 1 - ! t ', 1 t! N ! 1 ; i ! ! t 1 1 ! !. 1 ! ; , i•tt.,7..!!:!!!:!!;.!!!!!!„!:!.!!!!!„Ltt \ !! . _!!=i .,!!!...,.....,,!....„i„,-..t.z..!!!\;! l! ----- ---------._ 7!I 7:-,7,[r:::;.,;..z.„ ..-,-.1[A 1-1;7 I I ; , ' , ; ' ', Vf-,.--- ---ff--1;--------7z7-7-;//,, --::,'"=T--::-- -„71---_-:•:,-7,---7- -4H - ;'' - ''':-'' ;:\:*\';-- :! li i1 ;J:' :: I; ',1 i, ;; -,: li I 1 I I; !''', [,-;',i-'''',.,,,.;-•:;,:::-_,,,,„.„„:71;;;;11,-,-11-1,-:`,1 -;- __ „ 1- ,,I;;;-„,;;-1,;--1;;;;---;;;,„;7;,--;;;-;,,;-7,-.4;F,,,-,1/ _ ''[1 , • A', : 1 , 11 '", 1 I ; I 1 I ' ...7 11 6, ,,,,,[1-„...,,',-,-.[--,' /1 J IT,,,,77-ar-..:-,;:-: if 1 CO i • '' .! : ` 1 'i. i I '', I, ! ..,, I ! I 11:',------,--„--.':;, L-;-::_-=-17,7" .-7-' ','''-------— ' ----1 L7,,-,--_,,.-1,„,-.-f,-;/ OD ' - ;',.'' i. : , : --, '-, ; - ! W -,L,...,,,..„„li ,7-±'•-:,-r, ,'1 _ ! --''-..----,' ',' , 1 : , , ''. ri 1 ' i ! 1 ' 1 i , ', ', I. '= 1,::,-„:,4'if ----- 1 F---„•,,,,'1; , '\ :,'; ' '., , '., i i ! ". -,';.., •,,_ 1 r.:// .."/7.li ., ..' „ . . . . , . 1 I i . i [ i , i i i 1 1;"!-,••''" r-)1.(7`..._ - '---" =' i 4-7-10N ME '—',.....„,,--— / 1-' - F..., )0•01 6C-'4- ''' ' C U L ! h C I , 0 t, ,,,,,,o,,,,,,,,,,:n,,,,44,r,,,,,r;,,,,,,,,, .,,, ::::,,,,,,,sz. o _ .„... _ ! „ Page 3 1 , , II I I . I 1 1 , I - I. 11 1 .., I 1 ta I 1 ' "- : : : • IIII ; 1 : 1111, -J!'"' ; ;, , . ; I .. . , 1 „ , ,. r 1 1 . ,. : ___„7,7,-,--; i 11 j,.i• : S a I a I . . ;T. ; ; , , ; Or : T7 ;;,1- lir . ,--------=;,--,-;'-','-' = •":;=-'- 7,,,, , , 1.7777-7-7;f;77-;;;f1;1-7-11 i . Il!'„ 1 I'-iil 1,,,I, I 't--.,..-------------;-, ,--;,--,T...:-.7„,-,,....•-,4 I,,.". I' i .14,.. ,_. .___,....„,......L. ......._-2.....lu 1 , _.,...-,....L.-------LI i Oft __.,-__;_---4:-:::-.;.----- "-----77, 1 1- , -II, i i.i.;::1, ,, 'T 1 T 11. '7FH , ['- '''-'-- -1,,- .-:-,,,,,,L.-..?':.:-_-_---Ei,,, , H -,, . i ! , , .,.......... -...-, ,', '• ii II ': ' ', L' 1 H i. II .-, -, L „ .. .,, ,. „„.„ ,H,..„!. . : 1 1 ;II ! , ', ','. 1H1 l ', '!• ` ! Hil r" ' 1 li, , „ .. , ,,,,: . , . I . _ _______---—-- — --— --- —i— ; __ - ---4.4 — — • . , - . , 4, I-- ,,,-., , __. - ------- 1 , .,. . , . 5 ; f I !!. ... ..,. .. „„ ..., = — / ne - PLiVvf:„L 4- i it•+.4 _ //- ON SS ,Its....,) ..,_....4-,...,.‹ ,....... ,. /-7 , __ - 441.r49110(,' n CC'LLECT ; C.,t; 'fr...J ....,., ., Page 4 , ,1 r, F, ., 1.4> W : CO i i 1 1 - i I i ' 1 i 1 4 , 0 il II . \\., . \''.'• I , ‘ i 1 I il ; I I 1 '• ; ' ' !!I ._I' ';'-'1'-'7":::. 0, :-_ ---=-- ----' ";;;;;T:::"..:,,,,,,,',, I : ) . , : !; .' 1 I 1.1-:-:,_-,....,.. - -, -1', !----.- -:-.7'..7'.-;'.,\-='• '''''''' , r- -----,, ,,,, i ''1' 11: : I : : •; 1 I 1 1 1,1 1- : -III: F:::::::::::":1--1-1.1-1:-r-f:'i I „, ,, ...„1 La-11.-2:_:!-'74,1:,,I .! ; , II..-1-'' 1' .'f 1 • 1 I ''' •1 „.. .__ -r....,„..j i 'i .i.,',.' *: 4',:i-1 '111, , , - • . . , 11. , '..,';, ' . ,..,..,, a1 .. . ':.• 'II- i :,..f-- :".'_•, ,... 1 , ' . , ... . . • . , !... 1 • . ' ; . •v ' : 1 . . .' , . ,4;,,, .,;-• 4, * ' ' • :::.•• ;--- ** [ i -=-.-..; r= ,,/,t-- 71 0\ En —--— / / / E C- ' C:N . tu Page 5 DATE: 12114/15 PROJECT: 22197 - Four D Const. WIND LOADS LOAD AREAS FROM CAD LINE A B C D LOAD mean roof height, h = ft 0 0 least horizontal dimension, b = 8Jft V2 22 49 67 72 2373 0 0 a=min(0.1 b, 0.4h)>=max(3', 0.04b) - V4 32 39 105 30 3039 0 0 0.1b = 3.8 ft 0 0 0.4h = 12 ft V7 30 32 95 10 2683 min = 3.8 ft V8 47 681709 0 0 3`= 3 ft 0 0 0.04b= 1.52 ft 00 max= 3 0 0 00 a = 3.8 ft 0 0 2a= 8 ft 0 0 0 0 roof rise, y=1.----41 M1 - 3t5 35 34 1U 1 tk 1 roof run, x = M2 277 4764 12 0 arctan(y/x)= 18.43 DEG 0 M4 265 4558 A= 25.8 M5 28 54psf 1117 B= 7.3 psf 00 C = 17.2 M7 61 18' 109 3580 psf D = 4.1 psf - M8 73 94 3500 0 0 0 0 - 0 0 0 0 0 0 0 0 0 0 0 0 L`7------ 52 33 1909 L2 135 2322 L3 186 3199 0 0 L5 60 111 3457 L6 32 826 L7 49 23 1660 0 0 L9 57 78 2812 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Page 6 , 1 N . 1 1 \ 1 \ , ,,,, \ \ ! .,..__ /:, / . / / ‘,.... .„. . ................... .. ,_, :// / ., + — .. .. 111 I 70 .714 I ==1 C G___....i L U ''..V. I ill • il 1 'i!I el i> 1 1 . 1 h id 1 I. i;. ,r 1 I I 1 ! !I I . , D II 0 i, III • l'' 1 Let ill , • n iS{ 4) ' i 1-.."-=Z> imi—) =1 ,e, h , NE 4-:-.-t.::..;::: 6 ,,,,,,, 1 , its...) ......_, ____ . ,_...........,„_,,,!.... ...../_..., in ..w, ,NI(.,,N f l--• N IC ,,, o ir, 1;1140' r,L . i-- CT (..,(4 ,•04,7,4, 0, 97Th 989t., I ,„ Page 7 v... , Li ,-,,.) .... -...., . ,..... ,. . I ........ • . riira t:y., - A 1., (i) -.1 0 111 a .t 6 L i-'A'rf, r , i.......,,..,,, ti ,... , ,.... L_I I 1 T4 1 I 1 , i I , 1 — , .....11 . 11 i ii1 11 r 1 I II ll 4* , . i - - .7....—.„, 1 i , r 0 11 I - ' '.1 ill CI li 111 Al A ru r III 1, -1 () 1 h; A) ur / 1 U 1 , 11 III CI 1 I A - _ t ..- - 11- I — , • 1.> I -'',,I, I ti 1 U ki „ 7 HI 1 7'7 I _ 4•;', = ''''''P 4.' ••,,./ •,,,,/,' .i. It.....) 00Z). R /- \ - on Lrl' INEc:r- V_ ...... ' 1‘.0 : 1 • , ,_N c,,,, ,,F} `,Rtat L.,—,..^JR t.-,..., I 1 - Page 8 . ,... 4,...,, 4.+,,, .›,•:.1„,, 5 Si 5 _ 5 '' k i. . : 0 0 , - , CP ' ' 1 1 6 I ' l6 4•I',!:. V . I --, (4.77, ,. , , . , : 1 -...t-.5-5.......-..t.---2, () . Al -117-4--1---11'-,41 T- 1' ' . , . ! , 1 ; ; -,; (!) !. 1 i )...i m1.01st.. i maanatesoluaaasst (. ) ti aaII . 4 ; 1 , !• 11 ‘.4 ! ; a 1 ' t i Siam ;11 L , . 1 1_ 1 ,' '.7. • \ : , i •:.; : ,.. . li !,..-1,.. 4!‘•445,q,.4A-A-1 TG I; 9E4414 W(6d 4.6'CC , Ito Cf4) — 'il Atif 1 . E. ' A 0 . . . I (t't) # 4 Eztg,,,,,it c(v., OR \i/ • c 1 '•it,,,) O LIVE F.----L.,00 c)L.._,L.L.N Es .,-- a.' EriCitaria tt7a[raCt, / p / ..., rn a) C its • SHEAR WALL SCHEDULE • (t) 2xD.F. studs max. l6•o.c. HOEDOWN SCHEDULE • �y:thy l(eli'deJ�l-�I) APA RATED PLYWOOD OR ORIENTED 8TRNr� BOARD �� (2) Anchor bolts to be%0)—bolts w/mine 7"embedment Intl, MARK SIMPSON FASTENERS CAPACITY concrete. Secure with BP%-3 or BPS%-3. (9) MODEL/ (13) (LBS.) NOTES BPS 5V-3 requires an additional std. cut washer. No Connect btm.plate to FASTENERS(3),(5),(6),(7) SOLE IE SILL PLATE ALLOW MARK PANEL NAILING holdown floor pt/04 b lkg. N/A THICKNESS 0 PANEL AB NOTES LOAD (3) Intermediate studs noted O 12"O.C. �/ TYPE EDGES 16d SIZE SPACINGNO required w/18d O 4'O.C.O. SINKER (2) si (4) Framing 0 adjoining panels to be 3x nominal or wider, CMST12 x (7)16d common w/noting staggered. I 36" Long nate at each end. 1.500 For equhalent options. 8 711; see(10) or 0.131 0x2)4• 6" O.C. 6" O.C. 2X 48" O.C. LtiU (5) 0.131"0 X 2h'F. RH P—nail may be replaced with 13,32" F.RH.P—NAIL LbU 0.131"0 X 21�"common nail or 0.113'0 X 27�"hot dip or CMST12 x (IS)16dcommond 3.43o For tumbled galvanized box nail. '� 48" Longnails at equivalent options, see(t1) 8 7i(e • (6) 0.148"e X 3'F. RH P—nail may be replaced with 0.1480 X G CMST12 x (22)led common or 0.131 .■21 y4' 4" O.C. 4` O.C. 2X 46" O.C. 3"common galvanized box Il n or i10.128 0 X 3'hot dq1 or tumbled 60" Long nails at each end 4,700 For equivalent options. 132" F.RH.P—NM. 35U see(12) W (7) "F. RH. P—noir— designates a full round—head power nail'. J ` CMST12 x (29)16d common 7�(G `VJ 72" Long note at each end. e,210 or 0.131 .x 214• Y O.C. 3" O.C. 2X (a) Minimum 4X6 post 0 each end. 55rr 13" O.C. see (4) (1�1Q 1 32" F.RH.p-NNE 3X 34" 0.c. 6UU C (g) Holdowne occur 0 each end of each ehearwall &fasten .ilk. CMST12 x (39)16d common Z to min. double 2X studs Wall sht'g. shall be edge nailed' \ / 90" Long nails at each end. 8.350 8 7�e to each holdown stud. �/ or 0.131 •.x 214• 2" O.C. 2" O.C. 3X 9" O.C. see (4) (1Q)CMST 14X36"L w/(8) 16d common each end 1 • STHDI4RJ (30)led sinkers. Rung of with etc if 352 F.RH.P—NAIL 220 O.C. MST 37 w/(10)16d common or sinker each end. 3290 epolMg concrete soils MSTC40 w/(14)led sinkers each end. Eau owe. 74e (11)CMST 14 X 60"L w/(22)16d common or sinkers each end. HTTS (26)16d sinkers ie m NDU-5 ,44), or 0.131 4 x 214" 3" O.C. 3" O.C. DBL 2X MST48 w/(16)16d commons CO each end. SB x24 5'�0 W/(14)SDS)4"X 1352" 20` O.C. see (4) MSTC52 w 22 EA. SIDE F.RH.P—NAIL 3X 20" O.C. /( ) 16d sinkers each end. 2k screws. (12)CMST 14 X 72"L w/(29)16d common or sinkers each end. HDU-8 (20)SDS'"x21¢' Min.(3)2x or ex 7/(8 MST60 w/(23) 16d common each end. screws.SEQ•24 7.870 with etude nates together 101. or 0.131 4x214' 2" O.C. 2.5" O.C. 3X MSTC66 32) i6d sinkersn each end. w/led slither•8.0.C. 13y2" 16" O.C. see }�'An130)SDS/4•x •gams, EA. SIDE F. P— (4),(8) 'LOV (t3)Use SS1BL 1n place of SSTB where 3x or dbl. 2X plates 1 0 A307 threaded rod A.B. 6X1 poet req'd occur. HDU-11 w/21i'x21i'x)4'pleh or BPl 9.535 30%30X72'deep min.ftq, btwn.(2)hula NH lir ftg. May use an HHDQ14 In place of HDU-14. 4nuts. req'd 0 ea.anchor bolt. 13,32" 0.148 0 x 3' 2" O.C. 2" O.C. 3X (14) 36)SDS X 215"screws, EA. SIDE F.RH.P—NAL 13" O.C. see 3X platei'e A307 threaded rod A.B. BXe Pon feed (4),(8) (15) required where shown on foundation plan. HDU-14 w/2XI•x2k xPate BPI 14445 Heavy hex nut req d. ass(14) Dtwn.(2) Min 10'ttg. 38%38X1'deep min.fig embed. raftO en anchor bolt s Page' 10 DOUBLE X4OR & FRAMING LOCATION OF HOEDTIOWN. _ II I- I I I I NOLDOWN - ! SEE SCHEDULE I II = G -MI I I I I I I _ _iIL _ — i - -- rJ'- -`-1Z= I I 11111 I I - -,-.T- - I` 1 I I4 `n THREADED ROD I 1 >- Z I �/2° APA RATED 0 I I SHEAT HIND u- I _ SLEEVE NUT e 1 I n BOLT SPLICE II 1 L • I II. I �1 I' SIMFSON° STAB II I1 150LT (SEE 1I #- BAR 11 SCI-EDUI_E) 11 1U CONCRETE FOUNDATION 0 Q N I N , SCALE: 3/411 = 11-0" -1D—EXTEN 1:D1RAUJING NOT TO SCALE ----=A---_ -7-4_ mi: IimELi2limi . 1:D1zAWN IBC- JX, CIVIL- STRUCTURAL ENGINEERS ®ATE- 02 -23-11 11 . 10570 SE WASHINGTON ST. STE 212 PHS 15031 254-6292 PORTLAND, OR. 97216 FAX 15031 254-6761 • Page 11 EDGE NAILING (2) 2x OR LARG=ER EDGE NAILING 11 J1 DEPENDING ON H.D. LARGEST OF THE (2) HD wa���, STRAPS CORNER %III �' LARGEST OF THE (2) ��•1Y/ (2) 2X OR LARGER %M H.D'S CORNER r (DEPENDING ON H.D.) 6 FOUNDATION a UPPER FLOOR CON'5IN ID HOLD0LUN 00 1 1 SCALE: 3/4" = I'-O" cores -Hp DRAWING NOT TO SCALE G30W[ LL� AI- DRAWN - CIVIL- STRUCTURAL ENGINEERS DATE- 02-23- 11 10570 SE WASHINGTON ST. STE 212 PH) (503) 254-6292 PORTLAND, OR. 97216 FAX: 15031 254-6761 Page 12 . DATE: 12/14/15 PROJECT: 22197 - Four 0 Const. ver012208 DESCRIPTION: 2012 IBC, Binder-Stock SIMPLIFIED STATIC PROCEDURE - 2012 IBC BY:F97-1 Nialiallaj• • Adjustment Factor for Building Height A = MOM " Increase 110/B wind loads by &Aim IIILIMIAISSUMEMI to obtain 100/B (SD =2/3 SM ) 0.850 1.2SDS 1.02 -11111111.111111111011Mall snow load = 30 upper: mean roof height, h = 30 ft 1.11111MMINADM ower:Man V=1.2SpsWDLIR ASD Load Combination =V/1.4 wix ASL) DEAD V LOAD WALL HT. LINEAL SQUARE LOAD SEISMIC COMB. UPPER FLOOR PSF HEIGHT FEET FEET POUNDS POUNDS Eq. 16-18 ROOF/CEILING 15 1586 23790 3/33 2667 EXT. WALLS 10 9 162 7290 1144 817 INT. WALLS 8 9 100 3600 565 404 BRICK 40 0 0 0 0 TOTAL 34680 5442 3887 MAIN FLOOR ROOF/CEILING 15 1498 22470 3526 2519 FLOOR 10 641 6410 1006 718 EXT. WALLS 10 10 200 10000 1569 1121 INT.WALLS 8 10 150 6000 942 673 WALLS ABOVE 10890 1709 1221 DECK 10 0 0 0 BRICK 40 0 0 0 0 TOTAL 557/11--8752 6251 LOWER FLOOR ROOF/CEILING 15 0 0 0 FLOOR 10 1989 19890 3121 2229 EXT.WALLS 10 10 100 5000 785 560 INT.WALLS 8 10 100 4000 628 448 WALLS ABOVE 16000 2511 1793 DECK 10 270 2700 424 303 BRICK 40 0 0 0 0 TOTAL 47590 7468 b334 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 fag Load type fag Load 1 ype 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 HD17-14 E 1280/1280 ? 14446 to high F 1540/1540 DATE: 12/14/15 PROJECT: 22197 - Four D Const. Page 13 WALLS LOAD WALL SQ, F F. LINE LENGTH OF SHEAR WALLS (FEET) TOTAL HGHT. BRICK NOTES 0.0 V2 13.6 13.6 9.0 0.0 V4 32.0 32.0 9.0 0.0 0.0 V7 4.3 4.3 3.6 3.0 15.2 9.0 V8 4.1 7.0 7.7 4.1 22.9 9.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 83.T M1 15.1 11.9 27.0 10.0 M2 4.0 12.2 16.2 10.0 0.0 M4 6.0 10.8 16.8 10.0 M5 9.6 5.2 3.4 18.2 10.0 0.0 M7 4.2 4.2 4.3 4.3 3.6 3.0 23.6 10.0 - M8 3.9 11.3 14.6 4.8 34.6 10.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 L't 2t -. 136.E -- 2t.8 10.0 L2 12.0 12.0 10.0 L3 7.8 7.8 10.0 0.0 10.0 L5 24.6 24.6 10.0 L6 3.6 3.6 10.0 1.7 4.3 4.3 10.0 0.0 L9 4.3 4.3 8.6 10.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 87.1 Page.14 . DATE: 12/14/15 PROJECT: 22197 - 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, 0 0 0 0 0.0 0 0 V2 2373 2373 1961 13.6 174 144 0 0 0 0 0.0 0 0 V4 3039 3039 2512 32.0 95 78 0' 0 0 0 0.0 0 0 0. 0 0 0 0.0W 0 0 V7 2683 2683 2217 15.2 176 146 V8 1709 1709 1412 22.9 75 62 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 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 0.0 0 0 0 9804 M1 1862 1862 1539 27.0 69 57 M2 4764 2373 7137 5899 16.2 441 364 0 0 0 0 0.0 0 0 M4 4558 3039 7597 6279 16.8 452 374 M5 1117 1117 923 18.2 61 51 0 0 0 0 0.0 0 0 M7 3580 2683 6263 5176 23.6 265 219 M8 3500 1709 5209 4305 34.6 151 124 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 29185 L1 1909 1862 3771 3116 26.8 141 116 L2 2322 7137 9459 7818 12.0 788 651 L3 3199 1899 5099 4214 7.8 654 540 0 0 0 0 0.0 0 0 L5 3457 3016 6473 5350 24.6 263 217 L6 826 826 682 3.6 229 190 L7 1660 3131 4791 3960 4.3 1114 921 0 0 0 0 0.0 0 0 L9 2812 3131 5944 4912 8.6 691 571 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0' 0 0 0.0 0 0 0 0 0 0 0.0 0- 0 20176.85 36362 • ' DATE: 12/14/15 PROJECT: 22197 - Four D Const. Page 15 SEISMIC SETS. TOTAL SON. % 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 - 0 r 3887 0% 0 0 0 0 1.00 0 V2 X 3887 769 48% 1885 0 1885 139 1.00 1.00 13g 0 3887 0% 0 0 0 0 1.00 0 - V4 X 3887 817 52% 2002 0 2002 63 1.00 1.00 63 0 3887 0% 0 0 0 0 1.00 0 0 3887 0% 0 0 0 0 1.00 p V7 X 3887 833 53% 2042 0 2042 134 1.00 1.00 134 V8 X 3887 752 47% 1843 0 1843 80 1.00 1.00 80 0 3887 0% 0 0 0 0 1.00 0 0 3887 0% 0' 0 0 0 1.00 0 0 3881 0% 0 0 0 0 1.00 0 0 3887 0% 0 0 0 0 1.00 0 0 3887 0% 0 0 0 0 1.00 0 0 3887 0% 0' 0 0 0 1.00 0 03887 0% 0 0 0 0 1.00 0 0' 3887 0% 0 0 0 0 1.00 0 200% 6 7772 M1 X 6251 451 '211I0 1318 0 1318 49 1.60 1.00 49 M2 X 6251 741 35% 2166 0 1885 4050 250 1.00 1.00 250 0 6251 0% 0 0 0 0 1.00 0 M4 X 6251 598 28% 1748 0 2002 3750 223 1.00 1.00 223 145 X 6251 348 16% 1017 0 1017 56 1.00 1.00 56 0 6251 0% 0 0 0 0 1.00 0 M7 ' X 6251 890 42% 2601 0 2042 4643 197 1.00 1.00 f97 M8 ' X 6251 1249 58% 3650 0 1843 5493 159 1.00' 1.00 159 0 6251 0% 0 0 0 0 1.00 0 0 6251 0% 0 0 0 0 1.00 0 - 0 6251 0% 0' 0 0 0 1.00 0 0 6251 0% 0 0 0' 0 1.00 0 0 6251 0% 0 0 0 0 1.00 0 0 6251 0% 0 0 0 0 1.00 0 0 6251 0% 0 0 0 0 1.00 0 0 6251 0%' 0 0 0 0 1.00 0 200% 20271 --- L1 =.X. ____I 5334- 2 r 13W 7IIT" . 0 1318 2019 5 1.00 1.00 77 L2 X 5334 544 24% 1285 0 4050' 5335 445 1.00 1.00 445 L3 X" 5334 837 37% 1976 0 938 29 4 374 1.00 1.00 374 0 5334 ' 0% 0 0 0 0 1.00 0 L5 X 5334 581 26% 1372 0 1955 3326 135 1.00 1.00 135 L6 X ' 5334 121 5% 286 0 286 79 1.00 1.00 79 L7 ' X 5334 149 7% 352' 0 2321 2673 622 1.00 1.00 622 0 5334 0% 0 0 0 0 1.00 0 1.9 X 5334 392 17% 926 0 2321 3247 378 1.00' 1.00 378 0 5334 0% 0 0 0 0 1.00' 0 0 5334 0% 0 0 0 0 1.00 0 0 5334 0% 0 0 0 0 1.00 0 0 5334 0% 0 0 0 0 1.00 0 0- 5334 0% 0 0 0 0 1.00 0 0 ' 5334 0% 0 0 6 0 1.00 0 - CK X 5334 1596 71% 3769 0 3769 0 1.00 1.00 0 200% 23569.6 Page16 . DATE: 12/14/15 PROJECT: 22197 - Four D Const. WALL SUMMARY WIND Narrow INCR 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 plt. - 0 0 1.00 0 0 0 O OR 0 V2 144 1.00 139 X 144 1298 S S 1 OR 6 2x 0` 0 1.00 0 0 0 0OR0 . - 1/4 78 1.00 63 X 78 706 S S 0 OR 0 2x 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 0 OR 0 V7 146 1.50 201 ' X 201 1313 S S 1 OR 6 2x V8 62 1.10 88 X 88 724 S S 0 OR 0 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 O ORO 0 0 1.00 0 0 0 0 OR O 0 0 1.00 0 0 0' 0ORO 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 M1 57 1.00 49 X 57 570 S S 0 OR 0 2x M2 364 1.25 313 X 364 3641 B B 3 OR 7 2x 0 0 1.00 0 0 0 OORO M4 374 1.00 223 X 374 3737 B B 3 OR 7 2x M5 51 1,47 8Z X 82 559 S S 0 OR 0 2x 0 0 1.00 0 0 0 O OR O M7 219 1.67 328 X 328 2193 A S 2 OR 6 2x _ M8 124 1.28 204 X 204 1588 S S 2 OR 6 2x 0 0 1.00 0 0 0 0OR0 0 0 1.00 0 0 0 0OR0 - 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 O 'OR O 0 0 1.00 0 0 0 O ORO 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 0 OR 0 L1 116 1.00 75 X 116 1163 S S 1 UR 6 2x L2 651 1.00 ' 445 X 651 6515 C C 5 OR 8 '3x L3 540 1.00 374 X 540 5402 B B 4 OR 8 2x 0 0 1.00 0 ' 0 0 0 OR 0 ' L5 217 1.00 135 X 217 2175 S S 2 OR 6 2x L6 190 1.39 110 X 190 1895 S S 2 OR 6 2x L7 921 1.16 723 X 921 9208 D ' D ? OR 9 '3x 0 0 1.00 0 0 0 OORO L9 571- 1.16 439 X 571 5712 B B 4 OR 8 '2x 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 0OR0 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 0 OR 0 Page 17 • MM�/\„ /,\\: MPAK"N" LAP 48 CTIA. WITH MC3AJ "M" . #4 .210" 0.C. . 2" CLt AK-1- 1-'7,- , PACKPILL -'- PACKPILL WALL V.1I11 F12 -1212AINN GRANULAR MAMMA- H Re13Al2 "M" 3" riA.P1;12 .1're •. WTH ra.-irR FAI312IC . H/2 J #4 e 16"" O.C. J 3 CLPA 1 LEVEL GRnF Must A f "" MINIMUM AOI 24 FOMEx1ENn FACS OF �--II, �`-� f Hf WALL. 13EYONn 11115 POINT THE - 0. I--3t" "" CLCAJ _. I 510pE M1I51 N01 �XCEEn 2;I, 1 c 1 Ws' 1 A 13 R j RETAINING WALL DETAIL - LEVEL BACKFILL DRAIMNG 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" `-4" 2'-8" #4- 18"oc #4- 18"oc #4 - 18"oc 6' 8" 8n 2'-1`0" 4'-2" #4-18"oc #4- 18"oc #4- 18"oc 16"oc #5- 10"oc 8' 8" $^ 4'-2" 5'-6" #4-8"oc #4- 10' 8" 1' 5'-6" 7'-2" #5 9"oc #4- 1$"oc #5-8" oc ALL SECTIONS: CONCRETE Fc 3000 PSI REBAR GRADE 60 EFP = 35 PCF LEVEL BACKFILL ONLY Hfill - 1 it 1' B1.2 Customer: Mascord Design Associates Rowell Engineering Project: Cantilever Wall. EFP=35 PCF 45 SE 102nd Avenue Sheet Number: 0 Portland, OR 97216 Al Date: 10/24/01 RJM (503)254-6292 Page-18 , ROWELL RETAINING WALLCAD Software Release Number 81.2 Version 8 128/97 RJM ENGINEERING CONSTANTS Soli Density 110 0114 Factor of Safety 1.5 Concrete Densly 150 Stem Factor of Safety 1.7 PHlvu 0.85 Heel Factor of Safety 1.4 PHlas 0.90 Sliding Factor of Safety 1.6 Sliding Coefficient 0.35 PROJECT PARAMETERS Client Name Mescord Design Associates Detail Number A Project Number Sheet Number Al Project Name cantilever Walt-EFPe-85 PCF 9-- ... - - Concrete Fc _..3000 . psi Max S"ii BAa� P'es•^"• +5nn : psi Steel Grade 80 60000 Equivalent Fluid Pressure , 35 LbsRM3 Wall Thiokness 8 In Height of Sot at Toe I 0 I In Footing Height 12 in SECTION 1 DESIGN H,Wall Height ft I 4 I ft B,Total Footing Length,in. 32 In 7.8" Rebar Stern Rebar Heel Rebar A,Toe Length 8In 8" Size OC Bar"kV Bar"N" Bar"0" C,Heel Length ,18 in 1'-4" 4 16 1356% 10852% 1233% Running Length I Cale Length 1.00 1 I 1 4 12 1793% 14342% 1644% %0THFader ofSafely 324% 4.86 4 8 2641% 21131% 2468% %Sliding Factor of Safety 103% 1.55 4 6 3458% 27867% 3288% %Max Sol Bearing Pressure 43% psi 645 4 5 4069% 32713% 3948% Min Soil Bearing Pressure 285 psi 4 4 4997% 39978% 4932% %Allowable Shear Stress 4% kpsl 5 5 12 2745% 21962% 2589% 5 8 4002% 32013% 3853% Size CC 5 4 7305% 58443% 7708% Rebar"M" 4 18 1209% 6 8 5541% 44330% 5548% Reber"N" 4 18 9674% 6 6 7067% 58534% 7398% Reber"Cr 4 18 1098% 6 4 9835% 77082% 11097% SECTION 2 DESIGN H,Wall Height ft I 6 I ft B,Total Footing Length,In. 60 In 4-2" Rebar Stem Reber Heel Reber A,Toe Length S In 8" Size CC Bar"M" Bar"N" Bar"0" C,Heel Length 34 In 7-10" 4 16 293% 2344% 212% Running Length/Calc Length 1.00 1 J 1 4 12 387% 3098% 282% %OTM Factor of Safety 327% 4.91 4 8 571% 4564% 423% _ %Sliding Fedor of Safety 103% 1.55 4 5 747% 5976% 565% %Max Sol Bearing Pressure 65% psi 969 4 5 883% 7068% 678% Min Sot Bearing Pressure 387 psi 4 4 10799E 8635% 847% %Jiewable Shear Stress 12% kpsi 13 6 12 593% 4744% 441% 5 8 864% 6915% 862% - Size OC 5 4 1578% 12624% _ 1323% Reber V" 4 18 261% 6 8 1197% 9575% 953% Reber If 4 18 2090% 6 8 1526% 12211% 1270% Reber"0" 4 15 188% 6 4 2081% 16650% 1906% SECTION 3 DESIGN H,:Wall Height R I I f ft B,Total Footing Length,In. 66 In 5'-6" Rebar Stem Reber Heel Rebar A,Toe Length 8 h 8" - Size OC Bar"M" Bar"N' Bar'9" C,Heel Length 60 in 4'-2' 4 16 107% 854% 80% ' Running Length/Cat Length 1.00 1 I 1 4 12 141% 1129% 107% %0TM Factor of Safety 319% 4.70 4 8 208% 1683% 161% %Sliding Factor of Safety 101% 1.51 4 8 272% 2178% 214% %Max Sot Bearing Pressure 88% psi 1,325 4 5 322% 2575% 257% Min Sot Bearing Pressure 433 pet 4 4 393% 3147% 321% %Allowable Shear Stress 23% keel 25 5 12 216% 1729% 167% 5 8 315% 2520% 251% Size OC 5 _ 4 575% 4600% 602% Reber"kr 4 8 208% 6 8 436% 3490% 361% Rebar"N" 4 18 854% 6 6 556% 4450% 482% Rebar"0" 6 10 201% 6 4 758% 6068% 723% SECTION 4 DESIGN H,Wag Height R I 10 I ft B,Total Footing Length,in. 86 in T-2" Rebar Stem Rebar Heel Rebar A,Toe Length 12 in 1' Size OC Bar"kr Bar"N" Bar'O" C,Heel Length 68 In 5'fi' 4 18 50% 402% 35% Running Length/Calc Length 1.00 1 I 1 4 12 86% 531% 47% %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% psi 1,484 4 5 151% 1212% 113% Min Soil Bearing Pressure 635 pat 4 4 185% 1481% 141% %Allowable Shear Stress 38% Most 42 6 12 102% 813% 73% " 5 0 148% 1186% 110% Size OC 5 4 271% _ 2165% 220% Rebar"kr 5 9 133% 6 8 205% 1842% 159% Reber"N" 4 18 358% 6 8 262% 2094% 212% Reber"0" 6 8 110% 8 4 357% 2855% 317% RM 19413144o•ced W95.-35 FCF.rr41D•si i'1424,01 14:49 PM Page 1 or 1 Page 19 • i i2E6AI; N LAP 48 PIA. • WITH ket3AR "M" • , ., #4 0 10" O.G.. 2" CLEAR---- 1-.— BACKFILL WALL WITH - me E-t7{2AININ6 GI?ANU I MACFt?IAL H " MA.'were WITH mitp PANIC • H/2 4 4 a 16" O.G. IN5?NGL:. 5LA13 C3A "O" 3+� 13r;F0 3' CLEAR ze f3AGKPILLING T. -i. ll ., r azAR _L__ Ht -► }.I�ww_I - G A—�- — 13 ` fl2. RETAINING WALL DETAIL - LEVEL BACKFILL ...re .I •-DIMENSIONS RETAINING WALL SCHEDULE H Ws A C B Bar"M" Bar"N" Bar"0" 5,44" 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" 1'-8" 1'-8" 4' #5-9"oc #4-18"oc #4- 18"oc 10'-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 Stem Factor of Safety 1.7 PHIvu 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=35 PCF Concrete Fc 3000 pa Max Soil Bearing Pressure 1500 psf Steel Grade 60 60000 Equivalent Fluid Pressure 35 Lbs/ft"3 Walt Thickness 8 in Footing Height 12 in SECTION 1 DESIGN Rebar Stem Rebar Heel Rebar H,Wall Height ft. 1 5.33 1 ft Size OC Bar'M" Bar"N" Bar"CY' 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% 7028% 4318% %OTM Factor of Safety 170% 2.55 4 6 1150% 9202% 5757% %Max Soil Bearing Pressure 46% psf 686 4 5 1360% 10880% 6909% Min Soil Bearing Pressure 411 psf 4 4 1662% 13295% 8636% %AllowatieShearStress 9% kpsi 10 5 12 913% 7304% 4498% 5 8 1331% 10647% 6747% Size CC 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% Rebar"0" 4 18 1919% , 6 4 3205% 25636% 19430% , SECTION 2 DESIGN Rebar Stern Rebar Heel Rebar H,Wall Height ft I 7.33 l ft Size CC 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 Beating 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 8 590% 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 Reber H,Wall Height ft, I 9.33 I ft Size CC 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 pal 4 4 233% 186796 1318% %Allowable Shear Stress 33% kps1 36 5 12 128% 1026% 686% 5 8 187% 1495% 1030% Size 00 5 4 341% 2730% 2059% Rebar"M" 5 9 168% 6 8 259% 2071% 1483% Rebar"N" 4 18 452% 6 6 330% 2641% 1977% Rebar"O" 4 18 293% 6 4 450% 3601% 2966% SECTION 4 DESIGN Rebar Stem Reber Heed Rebar H,Wall Height ft. ( 10.33 ( 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 in 2' 4 12 60% 477% 273% C,Heel Length 24 in 2' 4 8 88% 703% 410% %OTM Factor of Safety 141% 2.12 4 6 115% 920% 547% %Max Soil Bearing Pressure 84% psf 1,264 4 5 136% 1088% 656% Min Soil Bearing Pressure 359 psf 4 4 166% 1329% 820% - %Allowable Shear Stress 41% kpsi 45 5 12 91% 730% 427% 5 8 133% 1064% 641% Size OC 5 4 243% 1943% 1281% Rebar"M" 5 9 119% 6 8 184% 1474% 923% - Reber"N" 4 18 322% 6 6 235% 1879% 1230% Rebar"CY' 4 18 182% 6 4 320% 2563% 1845% t94131MasardWS-35PCF.xisiDesign 1012441 12:45 PMPage 1 of 1