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Specifications (12) r CC) (z) __ PWU ENGINEERING INC. RECEIVED Ph: (503) 810-8309 Email: pwuengineering@comcast.net APR 2017 Lateral Structural Analysis Calculations Only: CITY OF TIGARD Job #: MC16257 BUILDING DIVISION Date: 10/31/16 Client: Mark Stewart Design Project: Westland Custom Homes, Corbin Estates Lot #8, Tigard, OR PROit 1,c., • rs \%.1 'EGOy 'CHIC.I P Expires: 36/30'2018 The following calculations are for a lateral wind and seismic engineering only and are associated with a conventional foundation system. The complete vertical engineering package, which includes the foundation design, is outside the scope of our services and done by others. The lateral design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. PWU Engineering shall have no liability(expressed, or implied),with respect to the means and methods of construction workmanship or materials. PWU Engineering Inc.shall have no obligation of liability,whether arising in contract(including warranty),Tort(including active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or consequential damage. 7 `> PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for M-3015 Plan Lateral Engineering Only. Vertical engineering is outside the scope of work. Wind Loading: Per ASCE 7. Fig 6-2 See attached elevations for wind loading breakdown per level. 123mph Ultimate 3-sec gust Exposure B for Category I and II structure, Which is equal to 95mph ASD per the 2012 IBC and IRC with state amendments The mean roof height of the house h=30' approximately. 11.r Z.:,..,101111110,- C hMvFRS 1 Direction End Zones 4 a f'---iibbI. ---------- 1,----�► Illr#0.' 11141111 RS Direction 2a ' End Zones Note:End zone may occur at any corner of the building. a= .10*40' =4.0' or for h =30' a= .4(h) =.4(30')= 12' a=4.0' controls a must be larger than .04(40') = 1.6' and 3' Therefore: 2a= 8.0' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: D1 seismic design category per O.R.S.C. SDs= .76, R= 6.5,W=weight of structure V= [SDs/(R x 1.4)] W V= .0835 W Roof Dead load= 17 psf Floor Dead load= 15 psf Interior Wall Dead load=6 psf Exterior Wall Dead load= 12 psf Wind per ASCE 7 - PWU ENGINEERING INC. Project M-3015 Plan Direction Front to Back 3s Gust Roof Least Speed Exp. Angle A L(ft) hAVG(ft) 95mph B 33.7 1.00 40.0 30.0 'j . . 8:12 F � Lir C INVERS 4,10 a= 4.0 ft °wac;°n End Zone . A 16.1 psf ora= 12.0 40' 1104ft B 11.1 psf Check 10psf min and a> 1.6 ft c C 12.9 psf load across all and a> 3.0 ft 2a° - D 8.9 psf zones. End Z°ne= 2a 8.0 ft bu Idngnd zone may occur at any cornet°""e WR L(ft) 8.0 13.5 8.0 hA(ft) 4.0 4.0 hB(ft) 4.5 4.5 he(ft) 4.0 hD(ft) 4.5 W(plf) 0.0 0.0 114.1 91.2 114.1 0.0 0.0 0.0 0.0 0.0 150.0 - WR AVG 103.6 plf 100.0 - 10psf min load: 85.0 plf 50.0 Governing value: 103.6 plf 0.0 W2 L(ft) 8.0 2.5 8.0 13.5 8.0 hA(ft) 4.5 9.5 9.5 hB(ft) 4.0 he(ft) 4.5 9.5 hD(ft) 4.0 W(plf) 116.7 93.2 153.0 122.1 153.0 0.0 0.0 0.0 0.0 0.0 200.0 - W2 AVG 131.5 plf 10psf min load: 92.4 plf 100.0 Governing value: 131.5 plf 0.0 W1 L(ft) 8.0' 2.5, 8.0 13.5 8.0 hA(ft) 10,0 .,. 10.0 8.8 hB(ft) he(ft) 10.0 10.0 hD(ft) W I 161.0 128.5^ 161.0 128.5 141.7 0.0 (plf) 0.0 0.0 0.0 0.0 200.0 W1 AVG 144.1 plf 10psf min load: 97.6 plf 100.0 Governing value: 144.1 plf 0.0 PWU Engineering Inc.©2014,Software v0.10,7/05/16 I I �t.2 IN.1 1�? �3: 53 1tz. Is3 `11�\ X 129 NA S- 142=16.1 si- WINt> ..-1 F-1 =j(, 1 � ,� .E7 13.5 S' g . 8 25 ;.5 g Z.5 8 13s 8 9. ....1 i''11 C 111 2. �5 IMPI-� 3 St=-- r<6 GJU Wyt YC? 103.1 , 21\VC. 131.Sp\� VI, kv4='1y{ 1A.1f- RpSf , 13 = B.Qpsf •12-01\1r-11)-gkcIt. �°.M pc* IPPON I 1 !.O . - Al •-- —. �. MTC 4b Real " n 2a= gf1- •__►•,_� ,-- , -- -- --- 6,4,, ..,,, MD 11111110111111NIM � N_ . =��I ` LAP eKl►w ��I moms _ _ r— a' a [c ILK Jain DMODNimilosoim.Iissitimmhosim+il * aaCCMIN COLiR pas iv%%KEW �_�o lt_wz•on! �r l !ice a�w sem- t,, 1, ���� — I �'' I i'�1 ire II� �����r� l� ,1� i�'ifII�I 111 ! 1;il ;;;;J hLI1D1 .iJiiU1111i �II�. • 6 4.‘MII.ENAVErk .‘mm."11111111M11ft. 'NEM/ ^ ItUrt-nd I * 4R/4)C evR�w CDs —� ' '— Ns I, I ��� 1_ =, i 7 s= NEN ►�M�� !.�- ram L�i� .wsTN6aRIOa•pi=4.wol a s_. -l kik 1 - _., .�II io I� �1-_ s ' ''',..„............. -11* ..1=E:==.%. Er.....la.' "1 I....... 0110.1.1I — Palr-Bj1 r \ 25 Q� \ 1351. ��' •• Ms AL WOC/TL.}'40► .. Sr 5—Cdt\.E: 1(g" 1 .,,0a r2tPg etrIATIO0 Wind per ASCE 7 ` PWU ENGINEERING INC. Project M-3015 Plan Direction Side to Side 3s Gust Roof Least Speed Exp. Angle A W(ft) hAVG(ft) _, 95mph B 33.7 1.00 40.0 30.0 . 8:121 MJVFRS a= 4.0 ft ores°n A 16.1 psf or a= 12.0 ft ' -�y'@ B 11.1 psf Check 10psf min and a> 1.6 ft11111r C 12.9 psf load across all and a> 3.0 ft 2e4 D 8.9 psf zones. E^°Z°nes 2a 8.0 ft botl gnd Zone may occur at any corner o1 lne WR L(ft) 2.0 8.0 28.0 8.0 1.0 hA(ft) 4.0 4.0 4.0 4.0 hB(ft) 1.0 4.0 5.0 5.0 he (ft) 4.0 hp(ft) 8.0 W(plf) 75.5 108.6 122.2 119.7 119.7 0.0 0.0 0.0 0.0 0.0 150.0 - WR AVG 117.4 plf 100.0 10psf min load: 104.5 plf 50.0 Governing value: 117.4 plf 0.0 W2 L(ft) 2.0 8.0 28.0 8.0 1.0 hA(ft) 5.0 9.5 9.5 5.0 hB(ft), he(ft) 9.5 hp(ft) W(plf) 80.5 153.0 122.1 153.0 80.5 0.0 0.0 0.0 0.0 0.0 200.0 - W2 AVG 129.9 plf 10psf min load: 92.1 plf 100.0 - Governing value: 129.9 plf 0.0 - W1 L(ft) 8.0 28.0 hA(ft) 8.0 hB(ft) he(ft) 8.0 hp(ft) W(plf) 0.0 128.8 102.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 150.0 - W1 AVG 108.6 plf 100.0 - 10psf min load: 80.0 plf 50.0 Governing value:_ 108.6 plf o PWU Engineering Inc.©2014,Software v0.10,7/05/16 km 120 .. 12.0 is3 cS3 , =14.ipsi- -4.0 - ?to •;-_ E?�; j gl 1 1241 �� 12.E r.b3 B= I.1 s4- 633.-1° I t, F t v r-----i- 2 1\4 8 Z8 8 ) � z g Zg g I SSL g 21 �' I) -: 15.9pc.f. \V.:tr.:kg/41 11-7.11„A wztaci = .\21.7 1 C =t z.q ps{- 2a-744_ �, __ �. n -- _ __ s :IS MAX ootid IP rort►.e,.�+un•A. _ � . p �n , alaurtw.orutK.Me�e PLA112 AMP MIDOIE 4. iii iii iriN\ 1 1 'Eli h -,L 8 1 KIM r11111711MIZi "1 NigAli ` . j1 .,4�C•CEDAR CQO�t DDUl. •L UPPER PP. 44 ikhNIIIL 'III 11111E1 I ���� PPP WI I I 1 67 1 aNI I 111 1 {6- ' IEIIIIIIIF" L! -imill"lit ._EIs DEGORA VOT G- ._ �� ) iiMt. a1!LIFO YPtM4Cl14Ln6oY in -1 � _�I- .-t dRACI SIAM ATGQC0M WOIW „- 111111111111111111111111 67iST: 4 2.S' �'W ,,,-. . ". '• ..i..:\ - LEFT ELEVATION • in 6 Zi D' , Zig s WIND PC-1 J\ ? scALE: t/gni_ i+-o« Lb WIPt{ 3 St(<uc1 ..., sive-co-stD6 \iituili ' .-.11111EMBIll•BM. � i� 74vunsu ► 41111•11111. EI<•EIEIE�\ +BEUBBu►., ■uErn •.. .iE.nrnIEuMI.��nt.n� 1. L•EJIfn�n11EJOE. cNiElutoE.NINE lE•1111•.\ r .., 1111111111•111111111•1111111111111A. ',111111111110111S. '-, 1 J �\aE�t. nR I.. Ill IEMEEEMIN I:. la ll. . . . . ____ , ...,,,, / h NE -1 ikillEMEMNI. \ _ iiii 111 Ill _MEM :: :, _ EEEI♦u —..E_, Ma NM •MIME.—K.rallalleillk_ `.- . ri a -_u.`_ WWI no.Igt DECORATIVE STONE MOM FRONT ELEVATION MOVE GRADE AA LOCATED Ora MANI h4 4•GM OU.QY \ GRADE•114AP AT COOS AO EWEN AlitiftentgleaSelle \ `[0T1e0cL. LEN'C-t1---1-Ioft- ScALE: t(gq-_--.1+...04, Z1---- 7 0.a Ra COM.MCP OVER Imam PAX OVER 161,46VP IROCP 011ANINO n0 0•n 0d NMA•N Oro Ar!00110 Awn•oaPILO wn6L WNW ONiR K MOCIA 11 PL iL....- 1:117 al `a r a sIea/ • n ice, =d ilgri .M. tZ Si in all: li I lil',IIIIIII'�I!n {'�I ;; � . LAP NOM OANOPY DOOM al CONAN egos Rv• IMS" POLru!-mwe) :I =N r - 1JC r}}= "?-Fi- . ECALE.: l /g4= 0_O. Seismic & Governing Values Project M-3015 Plan = PwU ENGINEERING INC. Seismic Loading per latest edition of O.S.S.C. and O.R.S.C. V=CS*W Design CS= (Sps)/(1.4R/le) Category R SDS le k D1 6.5 0.76 1.00 1.00 Roof Dead Load: 17psf Floor Dead Load: 15psf V=1 0.0835*W Interior Wall Dead Load: 6psf Exterior Wall Dead Load: 12psf Suspended Garage:60psf Buidling Weight per Level PSF Front to Back Length Side to Side Length Weight Height WR= (17+5+3)* 45.0 ft 29.5 ft 33.19 k 8.00 ft W2= (15+5+3+4)* 44.0 ft 40.0 ft 47.52 k 9.00 ft Wt = (15+5+3+4+24)* 44.0 ft 40.0 ft 89.76 k 9.00 ft Total W: 170.47 k Total V: 14.24 k Vertical Distribution of Seismic Forces Fx= C„*V Cy);= (Wxhxk)/(ZWih k) Wx hxk Wx*hxk Wx*hxk EWihik C+v, WR*hRk= 33.19 k 26.00 862.9 CVR= 862.9 2526.1 0.342 W2*h2k= 47.52 k 18.00 855.4 C�2= 855.4 2526.1 0.339 = 89.76 k 9.00 807.8 Co = 807.8 2526.1 0.320 EWih k= 2526.1 Check Seismic Front to Back vs Wind Seismic Wind FR= 164.9 plf+ 0.0 plf= 164.9 plf > 103.6 plf Seismic Governs F2= 120.5 plf+ 164.9 plf= 285.4 plf > 235.2 plf Seismic Governs F1 = 113.8 plf+ 285.4 plf= 399.2 plf > 379.3 plf Seismic Governs Check Seismic Side to Side vs Wind Seismic Wind FR= 108.1 plf+ 0.0 plf= 108.1 plf < 117.4 plf Wind Governs F2= 109.6 plf+ 108.1 plf= 217.6 plf < 247.3 plf Wind Governs F1 = 103.5 plf+ 217.6 plf= 321.1 plf < 355.9 plf Wind Governs Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 PWU Engineering Inc.©2014,Software v0.10,7/05/16 Line Loads _ PWU ENGINEERING INC. Project M-3015 Plan High Roof Diaphraqm-Upper Floor Walls Line A P = 1.15 k LTOTAL = 34.3 ft v = 1.15 k / 34.3 ft = 34 plf Type A Wall h = 8.0 ft LWORST = 14.3 ft MOT = 34 plf * 8.0 ft * 14.3 ft = 3.84 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (14.3ft)2 / 2 * 0.6 = 7.68 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 7.68 kft = 7.68 kft T = (3.84kft - 7.68kft) / 14.3 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line B P = 2.43 k LTOTAL = 17.8 ft v = 2.43 k / 17.8 ft = 137 plf Type A Wall h = 8.0 ft LWORST = 8.0 ft MOT = 137 plf * 8.0 ft * 8.0 ft = 8.77 kft MR = (15 psf * 5.0 ft + 12 psf * 8.0 ft) * (8.0ft)2 / 2 * 0.6 = 3.28 kft + (0lb * 0.0 ft) + (500lb * 8.0 ft) = 4.00 kft + 3.28 kft = 7.28 kft T = (8.77kft - 7.28kft) / 8.0 ft = 0.19 k + 0.00 k = 0.19 k No hd req'd Line C P = 1.28 k LTOTAL = 36.0 ft v = 1.28 k / 36.0 ft = 35 plf Type A Wall h = 8.0 ft LWORST = 10.5 ft MOT = 35 plf * 8.0 ft * 10.5 ft = 2.98 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (10.5ft)2 / 2 * 0.6 = 4.17 kft + (0 lb * 0.0ft) + (0 lb * 0.0 ft) = 0.00 kft + 4.17 kft = 4.17 kft T = (2.98kft - 4.17kft) / 10.5 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 1 P = 2.76 k LTOTAL = 14.5 ft v = 2.76 k / 14.5 ft = 190 plf Type A Wall h = 8.0 ft LWORST = 8.0 ft MOT = 190 plf * 8.0 ft * 8.0 ft = 12.18 kft MR = (15 psf * 16.0 ft + 12 psf * 8.0 ft) * (8.0ft)2 / 2 * 0.6 = 6.45 kft + (0 lb * 0.0ft) + (0 lb * 0.0 ft) = 0.00 kft + 6.45 kft = 6.45 kft T = (12.18kft - 6.45kft) / 8.0 ft = 0.72 k + 0.00 k = 0.72 k No hd req'd See FTAO Calc Line 3 ' P = 2.76 k I I LTOTAL = 16.3 ft I I v = 2.76 k / 16.3 ft = 170 plf 'Type A Wall See FTAO Calc No hd req'd Low Roof/Upper Floor Diaphragm-Main Floor Walls Line A P = 3.08 k LTOTAL = 29.3 ft v = 3.08 k / 29.3 ft = 105 plf Type A Wall h = 9.0 ft LWORST = 8.0 ft MOT = 105 plf * 9.0 ft * 8.0 ft = 7.57 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (8.0ft)2 / 2 * 0.6 = 2.65 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 2.65 kft = 2.65 kft T = (7.57kft - 2.65kft) / 8.0 ft = 0.62 k + 0.00 k = 0.62 k No hd req'd Line B P = 3.46 k LTOTAL = 16.8 ft v = 3.46 k / 16.8 ft = 207 plf Type A Wall h = 9.0 ft LWORST = 16.8 ft MOT = 207 plf * 9.0 ft * 16.8 ft = 31.15 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (16.8ft)2 / 2 * 0.6 = 11.62 kft + (500 lb * 9.5 ft) + (500 lb * 11.5 ft) = 10.50 kft + 11.62 kft = 22.12 kft T = (31.15kft - 22.12kft) / 16.8 ft = 0.54 k + 0.00 k = 0.54 k No hd req'd Line C P = 2.51 k LTOTAL = 23.0 ft v = 2.51 k / 23.0 ft = 109 plf Type A Wall h = 9.0 ft LWORST = 23.0 ft MOT = 109 plf * 9.0 ft * 23.0 ft = 22.62 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (23.0ft)2 / 2 * 0.6 = 21.90 kft + (0 lb * 0.0 ft) + (500 lb * 23.0 ft) = 11.50 kft + 21.90 kft = 33.40 kft T = (22.62kft - 33.40kft) / 23.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line D P = 0.69 k LTOTAL =44.0 ft v = 0.69 k / 44.0 ft = 16 plf Type A Wall h = 9.0 ft LWORST =44'.0 ft M0T = 16 plf * 9.0 ft * 44.0 ft = 6.22 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (44.0ft)2 / 2 * 0.6 = 80.15 kft + (0 lb * 0.0ft) + (0 lb * 0.0ft) = 0.00 kft + 80.15 kft = 80.15 kft T = (6.22kft - 80.15kft) / 44.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 1 P =4.29 k I I LTOTAL = 22.0 ft I v = 4.29 k / 22.0 ft = 195 plf Type A Wall See FTAO Calc No hd req'd Line 2 P =2.86 k LTOTAL = 15.8 ft v = 2.86 k / 15.8 ft = 181 plf Type A Wall h = 9.0 ft LWORST = 5.8 ft MOT = 181 plf * 9.0 ft * 5.8 ft = 9.39 kft - MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (5.8ft)2 / 2 * 0.6 = 1.82 kft + (0lb * 0.0ft) + (750 lb * 5.8 ft) = 4.31 kft + 1.82 kft = 6.13 kft T = (9.39kft - 6.13kft) / 5.8 ft = 0.57 k + 0.00'k = 0.57 k No hd req'd Line 3 P =4.09 k LTOTAL = 12.5 ft v = 4.09 k / 12.5 ft = 327 plf Type B Wall h = 8.3 ft LWORST =2.5 ft MOT = 327 plf * 8.3 ft * 2.5 ft = 6.75 kft MR = (15 psf * 3.0 ft + 12 psf * 8.3 ft) * (2.5ft)2 / 2 * 0.6 = 0.27 kft + (0 lb * 0.0ft) + (0 lb * 0.0ff)`' = 0.00 kft + 0.27 kft = 0.27 kft T = (6.75kft - 0.27kft) / 2.5 ft = 2.59 k + 0.00 k = 2.59 k Use type 1 hd See FTAO Calc Main Floor Diaphragm -Basement Floor Walls Line A P = 4.16 k LTOTAL = 42.0 ft v = 4.16 k / 42.0 ft = 99 plf Type A Wall h = 4.0 ft LWORST =42.0 ft MOT = 99 plf * 4.0 ft * 42.0 ft = 16.63 kft MR = (15 psf * 2.0 ft + 12 psf * 4.0 ft) * (42.0ft)2 / 2 * 0.6 = 41.28 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 41.28 kft = 41.28 kft T = (16.63kft - 41.28kft) / 42.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line B P = 5.14 k LTOTAL = 21.8 ft v = 5.14 k / 21.8 ft = 236 plf Type B Wall h = 4.0 ft LWORST = 21.8 ft MOT = 236 plf * 4.0 ft * 21.8 ft = 20.56 kft MR = (15 psf * 2.0 ft + 12 psf * 4.0 ft) * (21.8ft)2 / 2 * 0.6 = 11.07 kft + (0lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 11.07 kft = 11.07 kft T = (20.56kft - 11.07kft) / 21.8 ft = 0.44 k + 0.00 k = 0.44 k No hd req'd Line C P = 3.71 k LTOTAL = 7.5 ft v = 3.71 k / 7.5 ft = 494 plf Type C Wall h = 9.0 ft LWORST = 7.5 ft MOT = 494 plf * 9.0 ft * 7.5 ft = 33.37 kft MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (7.5ft)2 / 2 * 0.6 = 3.09 kft + (0 lb * 0.0 ft) + (500 lb * 7.5 ft) = 3.75 kft + 3.09 kft = 6.84 kft T = (33.37kft - 6.84kft) / 7.5 ft = 3.54 k + 0.00 k = 3.54 k Use type 2 hd Line D P = 1.45 k LTOTAL =44.0 ft v = 1.45 k / 44.0 ft = 33 plf Type A Wall h = 9.0 ft LWORST =44.0 ft MOT = 33 plf * 9.0 ft * 44.0 ft = 13.03 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (44.0ft)2 / 2 * 0.6 = 80.15 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 80.15 kft = 80.15 kft T = (13.03kft - 80.15kft) / 44.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 1 I P = 5.56 k I LTOTAL = 23.0 ft v = 5.56 k / 23.0 ft = 242 plf Type B Wall See FTAO Calc No hd req'd Line 2 P = 5,25 k LTOTAL =47.3 ft v = 5.25 k / 47.3 ft = 111 plf Type A Wall h = 9.0 ft LWORST = 6.5 ft MOT = 111 plf * 9.0 ft * 6.5 ft = 6.50 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (6.5ft)2 / 2 * 0.6 = 1.75 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 1.75 kft = 1.75 kft T = (6.50kft - 1.75kft) / 6.5 ft = 0.73 k + 0.00 k = 0.73 k No hd req'd Force Transfer Around Opening (FTAO) Pwu ENGINEERING INC. Diekmann Technique @ Upper Floor Line 1 L� = 3.3 ft Lo= 9.0 ft L2= 3.3 ft V= 1.24k vA= -104plf vo= 212plf vF= -104plf h„= 1.0ft 4- F� = 0.96 k F2= 0.96 k VB= 190 plf VG= 190 plf ho= 5.0 ft F� = 0.96k F2= 0.96 k - - h�= 2.Oft vc= -104 plf vE= 212 plf vH= -104 plf y T H = 0.64k H = 0.64k H=1 ( 1.24 k *8.0 ft) / 15.5 ft= I 0.64 k H:W Ratios 5.0 ft: 3.3 ft = 1.5 : 1 vh= 1.24 k/ 6.5 ft= 190 plf 5.0 ft: 3.3 ft = 1.5 : 1 v„= 0.64 k/ 3.0 ft= 212 plf Use: Type A Wall F= 212plf* 9.00ft= 1.91 k F1 = ( 1.91 k* 3.3 ft )/ 6.5 ft= 0.96 k F2=' ( 1.91 k* 3.3ft )/ 6.5ft= 0.96k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2ft+ 12psf* 8.Oft)* (15.5ft)^2 *0.6/2] +(O.Oft *5001b)= 9.08kft T= 0.64 kft- (9.08kft / 15.5ft) =0.05 k +O.00k= 0.05 k) No hd req'd Force Transfer Around Opening (FTAO) ---TE'WU ENGINEERING INC. Diekmann Technique @ Upper Floor Line 3 L, = 2.5ft Lo= 3.Oft L2= 2.0ft V= 0.77k vA= 79 plf vp= 136 plf vF= 79 p1f hu= 1.0 ft 4- F, = 0.23k F2= 0.18 k v8= 170plf VG= 170pif ha= 2.Oft F, = 0.23k F2= 0.18 k h�= 5.Oft vc= 79 plf vE= 136 plf vH= 79 plf J. T H = 0.82k H = 0.82k H= ( 0.77 k * 8.0 ft) /7.5 ft= I 0.82 k H:W Ratios 2.Oft: 2.5ft = 0.8 : 1 vh= 0.77 k/ 4.5 ft= 170 plf 2.0 ft: 2.0 ft = 1.0 : 1 Vv= 0.82 k/ 6.0 ft= 136 plf Use: Type A Wall F= 136p1f* 3.00ft= I 0.41 k F, = (0.41 k* 2.5 ft)/ 4.5 ft= 0.23 k F2= (0.41 k* 2.O ft)/ 4.5 ft= 0.18 k Use: (1) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2ft+ 12psf* 8.0ft)* (7.5 ft)^2 *0.6/2] + (7.5ft *5001b)= 5.88 kft T= 0.82 kft- ( 5.88kft /7.5ft) =0.03 k +O.00k 0.03 kI No hd recfd Force Transfer Around Opening (FTAO) PWU ENGINEERING INC. Diekmann Technique @ Main Floor Line 1 L, = 5.5ft Lo= 7.5ft L2= 16.5ft V= 4.29k vA= 46 plf vs= 436 plf vF= 46 plf hs= 1.0 ft 4- F, = 0.82k F2= 2.45 k vs= 195 plf VG= 195 plf ho= 6.0 ft F, = 0.82k F2= 2.45k hL= 2.0 ft vc= 46 plf vE= 436 plf vH= 46 plf T H = 1.31k H = 1.31k H=I (4.29k * 9.0ft) /29.5ft= ) 1.31 k H:W Ratios 6.0 ft: 5.5 ft = 1.1 : 1 vh= 4.29 k/ 22.0 ft= 195 plf 6.0 ft: 16.5 ft =0.4 : 1 v,= 1.31 k/ 3.0 ft= 436 plf Use: Type B Wall F= 436 plf* 7.50 ft= 3.27 k F, = ( 3.27 k* 5.5 ft)/ 22.0 ft= 0.82 k Use: (1) Bays BLKG F2= ( 3.27 k* 16.5 ft)/ 22.0 ft= 2.45 k Use: (3) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2ft+ 12psf* 9.Oft)* (29.5 ft)^2 *0.6/2] + (0.0ft *5001b)= 36.03 kft T= 1.31 kft- ( 36.03 kft /29.5 ft ) = 0.09 k +O.00k= 0.09 kI No hd req'd Force Transfer Around Opening (FTAO) - PwU ENGINEERING INC. Diekmann Technique @ Main Floor Line 3 L, = 3.8ft L0= 6.0 ft L2= 4.3 ft V= 2.62 k vA= 12 plf vo= 420 plf vF= 12 plf hu= 1.0 ft F-- 4- = 1.18 k - = 1.18k F2= 1.34k v8= 327 plf vG= 327 plf h0= 5.0 ft F, = 1.18k F2= 1.34k h�= 3.0 ft vc= 12plf vE= 420plf vH= 12plf y H = 1.68k H = 1.68k H= (2.62k *9.0ft) / 14.0 ft= I 1.68 k H:W Ratios 5.O ft: 3.8 ft = 1.3 : 1 vh= 2.62 k/ 8.0 ft= 327 plf 5.0 ft: 4.3 ft = 1.2 : 1 v„= 1.68 k/ 4.0 ft= 420 plf Use: Type B Wall F= 420 plf* 6.00 ft= I 2.52 k F, = (2.52k* 3.8ft)/ 8.Oft= 1.18k F2= (2.52k` 4.3 ft )/ 8.Oft= 1.34k Use: (2) BaysBLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 5ft+ 12psf" 9.Oft)* (14.0 ft)A2 "0.6/2] +( 13.5ft *5001b)= 17.51 kft T= 1.68 kft- ( 17.51 kft / 14.0 ft) =0.43k +O.00k= 0.43 kI No hd req'd Force Transfer Around Opening (FTAO) PWU ENGINEERING INC. Diekmann Technique @ Lower Floor Line 1 L, = 7.5ft Lo= 4.Oft L2= 5.5ft V= 3.15 k VA= 114 plf vo= 416 plf VF= 114 plf ho= 1.O ft F1 = 0.96 k F2= 0.70 k vs= 242 plf vG= 242 plf ho= 5.0 ft F1 = 0.96k F2= 0.70k --1• --> h�= 3.0 ft Ito= 114 plf vs= 416 plf 1/H= 114 plf T H = 1.67k H = 1.67k ( H=1 ( 3.15k * 9.0ft) / 17.0ft= I 1.67 k) H:W Ratios 5.Oft: 7.5ft =0.7 : 1 vh= 3.15 k/ 13.0 ft= 242 plf 5.0 ft: 5.5 ft = 0.9 : 1 v„= 1.67k/ 4.0ft= 416p1f Use: Type B Wall F= 416plf* 4.00 ft= 1.67k F1 = ( 1.67k* 7.5 ft)/ 13.0 ft= 0.96k- F2=r ( 1.67 k* 5.5 ft )/ 13.0 ft= 0.70 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 5 ft+ 12psf* 9.O ft )* (17.0ft)^2 *0.6/2] + ( 12.Oft *5001b)= 21.87kft T= 1.67 kft- (21.87kft / 17.0ft ) = 0.38 k +0.00k= 0.38 kI No hd req'd A BMW WALL TTO L n� an cam COIL STRAP ACRoee WIPE LENGTH b'`.OF FT O aPIEAIaey.L MEI DET EXTENT Wm POR PTAO PETMOD uw.L !7 T simile Mee 9._,___ y._s! FIR Memo. O P IGDA IrE Mame T I AT Dbe Te1Me 11 9— +t A e4 \\ \ I� e 11',F1 IIIII ii n)i IA urLFi TE 19 ic i A 11, eATmeceRTwre ,,�_ Ilk ) 4 POeFWVx. IOC TI n)WDA urLFT TEI �__ ��_, —�_�AT GIRDER TIeMe 4� 1 \ rER MMelAc. b k }� J ,. EA TO SE ReAtiee RAF V A e - Winne'ALL!Lev ur mar - AA IIe INTIMeMani © -($/ - O IO 3 PO LL P T DET O. Slial OO FCR FRCS s-e e TO DDE e EOM 6 T!D EXTENT Or MO USE OM COIL STRAP WALL SEGMENT ICIDe6 Wipe L@IS1M to es FOR rap . DET IO/al FOR Rb 1`R OST O UPPER FLOOR LATERAL PLAN k4P-0' •v- Li 4 41 IN o ilad Iliiii"111k .o-,. glir ' '1:, z 1. 1 , \ QO i I .ct� o _1 CP N' C3. . • • . ..a,* it ,. .® : : . a ICS :Li .• Lx '-- IX . .0 !c if °o 1r 5V- Ii- 3 � _.$ : n. : C). l • �• d Ott -_ _ pe E sMe .L�A .Y-dL 114 — a a 011)111 Sy lgi 13 visa it ill RF lig Piha 01 tFk 141 ill054 0 iiggslr lag Q • • Er 7.. ,Min A 0 w :11 11> y • b 7[I1 7r-- kr 3 21 D 944 %, g1 M EJ - 54.9 . ii a ni - : /1 o--t, / , i> - - • ' D Z F '' E ` D ['Tb t1 "4'.0.. 1101 Pa CDl e<ID a RIF ani e3P HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor Anchor Tension NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour End Corner CL Dim. 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB2OL 5=2550, S=2550, 156" w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 w=5775 S=5775 156" 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB5/8X24 =5 30, w=5775 1546i, 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28(NOTE 6.) SSTB34(NOTE 6.) S=6395, S=7315, 1 y„ 8 MIN STEMWALL 8 MIN STEMWALL w=7615 w=8710 8 8 HDU11-SDS2.5 (1)6x 9535 6865 PAB8-36, 10"min PAB8-36, 10"min S=16435, S=16435, 1 3/„ embed into bottom embed into bottom w=17080 w=17080 8 9 HDU14-SDS2.5 (1)6x 14445 of 32"min width of 32"min width S=16435, S=16435, 10/ II10350 footing. If at retainingfooting. If at retaining w=17080 w=17080 16 wall lap anchor with wall lap anchor with veil reinf bar hooked vert reinf bar hooked to Ftg. to Ftg. 5 MST37 (2)2x 2710 2345 N/A N/A N/A 6 MST48 (2)2x 4205 3640 N/A N/A N/A 7 MST60 (2)2x 6235 5405 N/A N/A N/A Notes: 1 . Install all holdowns per manufacturer specification per C-C-2015 Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (2)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. Trimmer stud may be used as part of boundary member. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. 6. Increase footing depth or stemwall height as required for 28743" minimum embedment depth. I , SHEARWALL SCHEDULE OA SEE NOTE(n)BELOW FOR CLIP REQUIREMENTS MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRANSFER CAPACITY CAPACITY NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) Lb/Ft(SEISMIC Lb/Ft(WIND) A 16"OSB (1) SIDE 8d 6" 12" "Dia.A.B. @ 30"o/c 16d @ 4"o/c A35 @ 24"o/c 255 357 B 1fi"OSB (1) SIDE (f) 8d 4" 12" 2"Dia.A.B. @ 18"o/c(m) 16d @ 2'i"o/c A35 @ 15"o/c 395 553 C 6"OSB (1) SIDE (e,f) 8d 3" 12" 2"Dia.A.B. @ 12"o/c(m) 16d @ 2"o/c A35 @ 12"o/c 505 707 D 6"OSB (1) SIDE (e,f) 8d 2" 12" 2"Dia.A.B. @ 11"o/c (m) 16d @ 2"o/c A35 @ 9"o/c 670 938 E 16" OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 12"o/c 510 714 F 6"OSB (2) SIDE (d,e,f) 8d 4"Staggered 12" 2"Dia.A.B. @ 8"o/c (m) 16d @ 3"o/c(2) rows staggered A35 @ 6"o/c 790 1106 G 16"OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" 2"Dia.A.B. @ 7"o/c(m) 16d @ 2"o/c (2)rows staggered HGA1OKT @ 8"o/c 1010 1414 H 1V6"OSB (2) SIDE (d,e,f) 8d 2"Staggered 12" 2"Dia.A.B. @ 52"o/c (m) 16d @ 1i"o/c (2)rows staggered HGA1 OKT @ 6"o/c 1340 1876 Notes: a) All wall construction to conform to SDPWS Table 4.3A. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7"embed into concrete. 3"x3"x/"plate washers req'd at all shear wall A.B. in seismic zone D, E,and F; not req'd in seismic zone A, B,or C. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. m) 3x, Dbl 2x, or 2x Flat at panel edges. Stagger nails. See note C for plate washers and details for plate washer edge distance. On sill plates of all walls use a single 2x sill and 2x blocking in between the studs for plywood edge nailing surface. n) Clips are only required on interior shearwalls unless otherwise noted on plans and details. ,oc O PRO,cF�, 117-HEIGHT OF CURB PER ARCH �� �G I N F� tr) 19421' (2)#4 CONT.MIN @ T.O.W. A ,�•�.� �NI► V VI'EGr •. lr�Y 22 ,��0,1 AyIL I P\10 Expires:06/30/2018 "Z"BARS R Q'D ON 10'TALL "T"BARS SHOWN LAPPED w/ WALL AND T LLER ON NON-SOIL "V"BARS BELOW,SEE NOTE 4 SIDE FACE 0 WALL AS SHOWN "H"BARS 1-1/2"CLR 1-1/2"CLR 12"WIDE(MIN) DRAIN ROCK UP TO 12"FROM T.O.W. _ ' DRAIN PIPE AT BOTTOM "V"BAR DOWELS ON SOIL SIDE FACE OF WALL TO BE HOOKED 1-- I— xca NTO FOOTING AS SHOWN _ _" F"BARS o J •'-- 1-1/2"CLR-; "'X"BARS _ 4"DIA MIN PERF DRAIN PIPE \ I PROTECTED SOCK 3"CLR TYAT— 3"CLR /- °- cc #4 BARS @ 18"O.C. ti M , � � #4 CONT.TYP �' i - COMPACTED GRAVEL OR &, COMPETENT SUBGRADE VERIFIED #4 CONT.TYP�B / C l/ BY GEOTECHNICAL ENGINEER / W / Cantilevered Retaining Wall Schedule Generic Retaining Wall For Standard Practice Values H(Ft) W A B C D "V"Bars "H"Bars "F"Bars "X"Bars "T"Bars Lap Length L Dowel Hegith DH "Z"Bars 5'-0" 4'-0" 6" 0'-9" 2-9' 10" #4@17"o.c: #4@18"o.c. #4@18"o.c. #4@18"o.c. 6'-0" 5'-0" 6" 1'-0" 3'-6" 10" #4@12.o.c. #4@18"o.c. #4@15"o.c. #4@18"o.c. 7'-0" 5'-6" 8" 1-0" 3'-10" 10" #4@9"o.c. #4@12"o.c. #4@12"o.c. #4@18"o.c. 8'-0" 6-6" 8" 1'-3" 4'-7" 11" #5@10"o.c. #4@12"o.c. #4@9"o.c. #4@18"o.c. #4@18"o.c. 32" 39" Notes: 1. Design values are based on 35pcf active,a 1000pIf wall load, and a seismic load of 6H with a resultant at 0.6H 2. Allowable Soil Bearing=1,500 psf with adjustments for duration factors. Passive=250 psf/ft,Friction=.40 3. Footing and Wall F'c=3,000 psi @ 28 days,Fy=60 ksi 4. If no"T"bars are shown and no dimension is shown in the table above for Dowel Height DH,extend the"V"bar dowel from the footing to the top of the wall. 5. Backfill only after concrete has cured to 28day break strength. (7 CANTILEVERED RETAINING WALL SCALE: N.T.S. To specify your own Title : 5',40pcf Page: special title block here, Job# : Dsgnr: Date: JUN 2,2016 use the"Settings"screen Description.... and enter your title block Load Case 1 During Construction,Active pressure only information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria 1 Soil Data Footing Dimensions &Strengths I Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 0.75 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 3.25 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 4.00 Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in Key Depth = 0.00 in FootingllSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 3,000psi Fy = 60,000 psi for passive pressure = 10.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads i Lateral Load Applied to Stem I [Adjacent Footing Load 1 Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 14 Footing Type Base Above/Below Soil Axial Dead Load = 0.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary 1 `Stem Construction A Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.56 OK Wall Material Above"Ht" = Concrete Sliding = 1.53 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 2,556 lbs Rebar Spacing = 17.75 ...resultant ecc. = 1.94 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 794 psf OK fb/FB+fa/Fa = 0.532 Soil Pressure @ Heel = 484 psf OK Total Force @ Section lbs= 800.0 Allowable = 1,500 psf Soil Pressure Less Than Allowable Moment....Actual ft-#= 1,333.3 ACI Factored @ Toe = 890 psf Moment Allowable = 2,505.0 ACI Factored @ Heel = 543 psf Shear Actual psi= 15.7 Footing Shear @ Toe = 2.0 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 7.5 psi OK Wall Weight = 75.0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 Lateral Sliding Force = 670.1 lbs LAP SPLICE IF BELOW in= less 100%Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 1,022.4 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type= Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 To specify your own Title : 5',40pcf Page: special title block here, Job# : Dsgnr: Date: JUN 2,2016 use the"Settings"screen Description.... and enter your title block Load Case 1 During Construction,Active pressure only information. This Wall in File:C:1Documents and Settings\HP_Administr. Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/supportforlatestrelease Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results I Toe Heel Factored Pressure = 890 543 psf Mu':Upward = 244 0 ft-# Mu':Downward = 42 0 ft-# Mu: Design = 202 1,333 ft-# Actual 1-Way Shear = 1.95 7.52 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 18.00 in Heel: Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 680.6 1.94 1,323.3 Soil Over Heel = 1,512.5 2.63 3,970.3 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe Stem Weight(s) = 375.0 1.00 375.0 Earth @ Stem Transitions= Total = 670.1 O.T.M. = 1,320.4 Footing Weight = 500.0 2.00 1,000.0 Resisting/Overturning Ratio = 4.56 Key Weight = Vertical Loads used for Soil Pressure= 2,556.0 lbs Vert.Component = 168.5 4.00 674.1 Vertical component of active pressure used for soil pressure Total= 2,556.0 lbs R.M.= 6,019.4 DESIGNER NOTES: To specify your own Title : 5',40pcf+Wall Page: special title block here, Job# : Dsgnr: Date: JUN 2,2016 use the"Settings"screen Description.... and enter your title block Load Case 2,Active plus wall load information. This Wall in File:C:\Documents and Settings\HP_Administr. Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria 1 Soil Data I Footing Dimensions & Strengths 1 Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 0.75 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 3.25 Heel Active Pressure 40.0 psf/ft Total Footing Width4.00 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft _ Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width 0.00 in 9 Key Depth = 0.00 in FootingliSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 10.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem 0 Adjacent Footing Load I Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft ` Axial Load Applied to Stem Footing Type Base Above/Below Soil = 0.0 ft Axial Dead Load = 500.0 lbs at Back of Wall Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in I *Design Summary I ',Stem Construction 1 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.94 OK Wall Material Above"Ht" = Concrete Sliding = 1.82 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 3,556 lbs Rebar Spacing = 17.75 ...resultant ecc. = 4.77 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,419 psf OK fb/FB+fa/Fa = 0.532 Soil Pressure @ Heel = 359 psf OK Total Force @ Section lbs= 800.0 Allowable = 1,500 psf Moment....Actual ft-#= 1,333.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,702 psf Moment Allowable = 2,505.0 ACI Factored @ Heel = 431 psf Shear Actual psi= 15.7 Footing Shear @ Toe = 4.1 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 1.2 psi OK Wall Weight = 75.0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 Lateral Sliding Force = 670.1 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs less 100%Friction Force = - 1,222.4 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ration' Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Masonry Block Type= Earth,H 1.600 Wind,W 1.600 Concrete Data - fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 To specify your own Title 5',40pcf+Wall Page: special title block here, Job# • Dsgnr: Date: JUN 2,2016 use the"Settings"screen Description.... and enter your title block Load Case 2,Active plus wall load information. This Wall in File:C:IDocuments and Settings\HP_Administr. Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results I Toe Heel Factored Pressure = 1,702 431 psf Mu':Upward = 456 2,730 ft-# Mu':Downward = 42 3,804 ft-# Mu: Design = 414 1,074 ft-# Actual 1-Way Shear = 4.06 1.23 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 18.00 in Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning& Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 680.6 1.94 1,323.3 Soil Over Heel = 1,512.5 2.63 3,970.3 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 500.0 1.00 500.0 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe Stem Weight(s) = 375.0 1.00 375.0 Earth @ Stem Transitions= Total = 670.1 O.T.M. = 1,320.4 Footing Weight = 500.0 2.00 1,000.0 Resisting/Overturning Ratio = 4.94 Key Weight Vertical Loads used for Soil Pressure= 3,556.0 lbs Vert.Component = 168.5 4.00 674.1 Total= 3,056.0 lbs R.M.= 6,519.4 Vertical component of active pressure used for soil pressure DESIGNER NOTES: To specify your own Title : 5',40pcf+Wall+Seis Page: special title block here, Job# : Dsgnr: Date: JUN 2,2016 use the"Settings"screen Description.... and enter your title block Load Case 3,Active plus wall load and seismic information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-Apri1-2005,(c)1989-2005 www.retainpro.com/supportfor latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria I Soil Data I Footing Dimensions &Strengths I Retained Height = 5.00 ft Allow Soil Bearing = 2,000.0 psf Toe Width = 0.75 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width _ 3.25 Heel Active Pressure = 40.0 psf/ft Total Footing Width 4.00 Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width 0.00 in 9 Key Depth = 0.00 in FootingliSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 10.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in j Surcharge Loads 0 Lateral Load Applied to Stem I `Adjacent Footing Load ' Surcharge Over Heel = 0.0 psf Lateral Load = 204.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 3.17 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 2.17 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft ` Axial Load Applied to Stem Footing Type Base Above/Below Soil = 0.0 ft Axial Dead Load = 500.0 lbs at Back of Wall Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary II Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.20 OK Wall Material Above"Ht" = Concrete Sliding = 1.40 Ratio<1.5! Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 3,556 lbs Rebar Spacing = 17.75 ...resultant ecc. = 7.18 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,687 psf OK fb/FB+fa/Fa = 0.750 Soil Pressure @ Heel = 91 psf OK Total Force @ Section lbs= 1,004.0 Allowable = 2,000 psf Moment....Actual ft-#= 1,878.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,023 psf Moment Allowable = 2,505.0 ACI Factored©Heel = 109 psf Shear Actual psi= 22.1 Footing Shear @ Toe = 4.9 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 4.3 psi OK Wall Weight = 75.0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 LAP SPLICE IF ABOVE in= 17.09 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 874.1 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs Masonry Data less 100%Friction Force = - 1,222.4 lbs fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 88.8 lbs NG Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. _ Earth,H 1.600 Masonry Block Type= Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 • To specify your own Title 5',40pcf+Wall+Seis Page: special title block here, Job# : Dsgnr: Date: JUN 2,2016 use the"Settings"screen Description.... and enter your title block Load Case 3,Active plus wall load and seismic information. This Wall in File:C:1Documents and Settings\HP_Administr, Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results I Toe Heel Factored Pressure = 2,023 109 psf Mu':Upward = 535 2,072 ft-# Mu':Downward = 42 3,804 ft-# Mu: Design = 493 1,733 ft-# Actual 1-Way Shear = 4.87 4.30 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 18.00 in Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces& Moments ' OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 680.6 1.94 1,323.3 Soil Over Heel = 1,512.5 2.63 3,970.3 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 204.0 3.50 714.7 Axial Dead Load on Stem= 500.0 1.00 500.0 Load @ Stem Above Soil = Soil Over Toe _ Surcharge Over Toe Stem Weight(s) = 375.0 1.00 375.0 Earth @ Stem Transitions= Total = 874.1 O.T.M. = 2,035.1 Footing Weight = 500.0 2.00 1,000.0 Resisting/Overturning Ratio = 3.20 Key Weight = Vertical Loads used for Soil Pressure= 3,556.0 lbs Vert.Component = 168.5 4.00 674.1 Total= 3,056.0 lbs R.M.= 6,519.4 Vertical component of active pressure used for soil pressure DESIGNER NOTES: • • To specify your own Title 6',40pcf Page: special title block here, Job# : Dsgnr: Date: JUN 2,2016 use the"Settings"screen Description.... and enter your title block Load Case 1 During Construction,Active pressure only information. This Wall in File:C:\Documents and Settings\HP_Administr. Retain Pro 2005,7-Apri1-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria 1 Soil Data I Footing Dimensions &Strengths I Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 4.00 Heel Active Pressure 40.0 psf/ft Total Footing Width5.00 Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft _ Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width _ 0.00 in Key Depth 0.00 in FootingllSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 10.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover©Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads 0 Lateral Load Applied to Stem I Adjacent Footing Load ,' Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stern i Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary A rStem Construction il Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 5.08 OK Wall Material Above"Ht" = Concrete Sliding = 1.57 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 3,616 lbs Rebar Spacing = 12.25 ...resultant ecc. = 1.25 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 814 psf OK fb/FB+fa/Fa = 0.644 Soil Pressure @ Heel = 633 psf OK Total Force @ Section lbs= 1,152.0 Allowable = 1,500 psf Moment....Actual ft-#= 2,304.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 914 psf Moment Allowable = 3,577.1 ACI Factored @ Heel = 711 psf Shear Actual psi= 22.6 Footing Shear©Toe = 4.4 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 10.3 psi OK Wall Weight = 75.0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 Lateral Sliding Force = 923.5 lbs LAP SPLICE IF BELOW in= less 100%Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 1,446.5 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' Dead Load 1.200 Short Term Factor -. Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 , To specify your own Title : 6',40pcf Page: special title block here, Job# : Dsgnr: Date: JUN 2,2016 use the"Settings"screen Description.... and enter your title block Load Case 1 During Construction,Active pressure only information. This Wall in File:C:1Documents and SettingslHP_Administr I Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 J_Footing Design Results ' Toe Heel Factored Pressure = 914 711 psf Mu':Upward = 450 0 ft-# Mu':Downward = 75 0 ft-# Mu: Design = 375 2,304 ft-# Actual 1-Way Shear = 4.43 10.33 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 15.00 in Heel:#4@ 15.00 in,#5©23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 933.9 2.28 2,127.2 Soil Over Heel = 2,310.0 3.25 7,507.5 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load©Stem Above Soil = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = 450.0 1.25 562.5 Earth @ Stem Transitions= Total = 923.5 O.T.M. = 2,124.3 Footing Weight =- 625.0 2.50 1,562.5 Resisting/Overturning Ratio = 5.08 Key Weight = Vertical Loads used for Soil Pressure= 3,616.3 lbs Vert.Component = 231.3 5.00 1,156.4 Vertical component of active pressure used for soil pressure Total= 3,616.3 lbs R.M.= 10,788.9 DESIGNER NOTES: To specify your own Title : 6',40pcf+Wall Page: special title block here, Job# : Dsgnr: Date: JUN 2,2016 use the"Settings"screen Description.... and enter your title block Load Case 2,Active plus wall load information. This Wall in File:C:\Documents and Settings\HP_Administn Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria I Soil Data A Footing Dimensions &Strengths r Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width 4.00 Heel Active Pressure =40.0 psf/ft Total Footing Width5.00 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in Key Depth0.00 in FootingilSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 10.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem I ;`Adjacent Footing Load -' Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft [Axial Load Applied to Stem 11 Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 500.0 lbs at Back of Wall Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in Design Summary II Stem Construction Top StSt OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 5.37 OK Wall Material Above"Ht" = Concrete Sliding = 1.78 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 4,616 lbs Rebar Spacing = 12.25 ...resultant ecc. = 4.23 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,314 psf OK fb/FB+fa/Fa = 0.644 Soil Pressure @ Heel = 533 psf OK Total Force @ Section lbs= 1,152.0 Allowable = 1,500 psf Moment....Actual ft-#= 2,304.0 Soil Pressure Less Than Allowable Moment Allowable = 3,577.1 ACI Factored @ Toe = 1,554 psf ACI Factored©Heel = 631 psf Shear Actual psi= 22.6 Footing Shear @ Toe = 8.0 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 3.6 psi OK Wall Weight = 75.0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 LAP SPLICE IF ABOVE in= 17.09 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 923.5 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs Masonry Data less 100%Friction Force = - 1,646.5 lbs fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ration' Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 To specify your own Title : 6',40pcf+Wall Page: special title block here, Job# : Dsgnr: Date: JUN 2,2016 use the"Settings"screen Description.... and enter your title block Load Case 2,Active plus wall load information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results 1 Toe Heel Factored Pressure = 1,554 631 psf Mu':Upward = 746 5,183 ft-# Mu':Downward = 75 7,065 ft-# Mu: Design = 671 1,882 ft-# Actual 1-Way Shear = 8.00 3.65 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 15.00 in Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces& Moments ' OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 933.9 2.28 2,127.2 Soil Over Heel = 2,310.0 3.25 7,507.5 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 500.0 1.25 625.0 Load @ Stem Above Soil = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = 450.0 1.25 562.5 Earth @ Stem Transitions= Total = 923.5 O.T.M. = 2,124.3 Footing Weight =- 625.0 2.50 1,562.5 Resisting/Overturning Ratio = 5.37 Key Weight = Vertical Loads used for Soil Pressure= 4,616.3 lbs Veil.Component = 231.3 5.00 1,156.4 Total= 4,116.3 lbs R.M.= 11,413.9 Vertical component of active pressure used for soil pressure DESIGNER NOTES: si To specify your own Title : 6',40pcf+Wall+Seis Page: special title block here, Job# : Dsgnr: Date: JUN 2,2016 use the"Settings"screen Description... and enter your title block Load Case 3,Active plus wall load and seismic information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria Soil Data I ,Footing Dimensions &Strengths I Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf Toe Width = 1.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width _ 4.00 Heel Active Pressure = 40.0 psf/ft Total Footing Width 5.00 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in Key Depth 0.00 in FootingilSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 10.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem I Adjacent Footing Load I Surcharge Over Heel = 0.0 psf Lateral Load = 280.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 3.77 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ,..Height to Bottom = 2.77 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem \ Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 500.0 lbs at Back of Wall Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary 1 ir Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.49 OK Wall Material Above"Ht" = Concrete Sliding = 1.37 Ratio<1.5! Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 4,616 lbs Rebar Spacing = 12.25 ...resultant ecc. = 7.21 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,589 psf OK fb/FB+fa/Fa = 0.900 Soil Pressure @ Heel = 257 psf OK Total Force @ Section lbs= 1,432.0 Allowable = 2,000 psf Moment....Actual ft-#= 3,219.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,880 psf Moment Allowable = 3,577.1 ACI Factored @ Heel = 304 psf Shear Actual psi= 31.4 Footing Shear @ Toe = 9.7 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 7.5 psi OK Wall Weight = 75.0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 Lateral Sliding Force = 1,203.5 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.87 less 100%Passive Force= - 0.0 lbs less 100%Friction Force = - 1,646.5 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 158.7 lbs NG Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ration' Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 To specify your own Title : 6',40pcf+Wall+Seis Page: special title block here, Job# Dsgnr: Date: JUN 2,2016 use the"Settings"screen Description.... and enter your title block Load Case 3,Active plus wall load and seismic information. This Wall in File:C:1Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.comisupportfor latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 1 Footing Design Results , Toe Heel Factored Pressure = 1,880 304 psf Mu':Upward = 888 4,117 ft-# Mu':Downward = 75 7,065 ft-# Mu: Design = 813 2,948 ft-# Actual 1-Way Shear = 9.74 7.46 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 15.00 in Heel:#4@ 15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined `Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 933.9 2.28 2,127.2 Soil Over Heel = 2,310.0 3.25 7,507.5 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel =- Surcharge Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 280.0 4.10 1,148.9 Axial Dead Load on Stem= 500.0 1.25 625.0 Load @ Stem Above Soil = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = 450.0 1.25 562.5 Earth @ Stem Transitions= Total = 1,203.5 O.T.M. = 3,273.2 Footing Weight =- 625.0 2.50 1,562.5 Resisting/Overturning Ratio = 3.49 Key Weight = Vertical Loads used for Soil Pressure= 4,616.3 lbs Vert.Component = 231.3 5.00 1,156.4 Total= 4,116.3 lbs R.M.= 11,413.9 Vertical component of active pressure used for soil pressure DESIGNER NOTES: To specify your own Title : 7',40pcf Page: special title block here, Job# : Dsgnr: Date: JUN 3,2016 use the"Settings"screen Description.... and enter your title block Load Case 1 During Construction,Active pressure only information. This Wall in File:C:\Documents and Settings\HP_Administr, Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria Soil Data ' Footing Dimensions & Strengths I Retained Height = 7.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width _ 4.50 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 5.50 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in Key Depth = 0.00 in FootingllSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 3,000psi Fy = 60,000 psi for passive pressure = 10.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads Il Lateral Load Applied to Stem i LAdjacent Footing Load I Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem i Footing Type Line Load = Base Above/BelowWSoil Axial Dead Load 0.0 lbs __ at Back of Wall 0.0 ft Axial Live Load = 0.0 lbsPoisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary i r Stem Construction -1 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.71 OK Wall Material Above"Ht" = Concrete Sliding = 1.53 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 4,643 lbs Rebar Spacing = 9.50 ...resultant ecc. = 2.32 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,022 psf OK fb/FB+fa/Fa = 0.536 Soil Pressure©Heel = 666 psf OK Total Force @ Section lbs= 1,568.0 Allowable = 1,500 psf Moment....Actual ft-#= 3,658.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,146 psf Moment Allowable = 6,822.8 ACI Factored @ Heel = 747 psf Shear Actual psi= 20.9 Footing Shear @ Toe = 5.8 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 13.4 psi OK Wall Weight = 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,216.8 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs less 100%Friction Force = - 1,857.2 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ration' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 To specify your own Title : 7',40pcf Page: special title block here, Job# Dsgnr: Date: JUN 3,2016 use the"Settings"screen Description.... and enter your title block Load Case 1 During Construction,Active pressure only information. This Wall in File:C:1Documents and Settings\HP_Administr. Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results t Toe Heel Factored Pressure = 1,146 747 psf Mu':Upward = 561 6,170 ft-# Mu':Downward = 75 9,755 ft-# Mu: Design = 486 3,585 ft-# Actual 1-Way Shear = 5.76 13.40 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 15.00 in Heel:#4©15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined _Summary of Overturning & Resisting Forces & Moments ' OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,227.2 2.61 3,204.4 Soil Over Heel = 2,951.7 3.58 10,576.8 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load©Stem Above Soil = Soil Over Toe _ Surcharge Over Toe Stem Weight(s) = 700.0 1.33 933.3 Earth @ Stem Transitions= Total = 1,216.8 O.T.M. = 3,201.5 Footing Weight =- 687.5 2.75 1,890.6 Resisting/Overturning Ratio = 4.71 Key Weight Vertical Loads used for Soil Pressure= 4,643.1 lbs Vert.Component 303.9 5.50 1,671.5 Total= 4,643.1 lbs R.M.= 15,072.3 Vertical component of active pressure used for soil pressure DESIGNER NOTES: To specify your own Title : 7',40pcf+Wall Page: special title block here, Job# : Dsgnr: Date. JUN 3,2016 use the"Settings"screen Description.... and enter your title block Load Case 2,Active plus wall load information. This Wall in File:C:\Documents and Settings\HP_Administr, Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria I Soil Data I Footing Dimensions &Strengths I Retained Height = 7.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.00 ft Equivalent Fluid Pressure Method Heel Width 4.50 Wall height above soil = 0.00 ft Heel Active Pressure =40.0 psf/ft Total Footing Width5.50 Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Key Width = 0.00 in Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Depth = 0.00 in FootingllSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 3,000 psi Fy = 60,000 psi for passive pressure = 10.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads 0 Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft L Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 500.0 lbs at Back of Wall Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary 11 Stem Construction 0 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.92 OK Wall Material Above"Ht" = Concrete Sliding = 1.69 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 5,643 lbs Rebar Spacing = 9.50 ...resultant ecc. = 4.92 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,485 psf OK fb/FB+fa/Fa = 0.536 Soil Pressure @ Heel = 567 psf OK Total Force @ Section lbs= 1,568.0 Allowable = 1,500 psf Moment....Actual ft-#= 3,658.7 Soil Pressure Less Than Allowable Moment Allowable = 6,822.8 ACI Factored @ Toe = 1,739 psf ACI Factored @ Heel = 664 psf Shear Actual psi= 20.9 Footing Shear @ Toe = 9.1 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 6.9 psi OK Wall Weight = 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 LAP SPLICE IF ABOVE in= 17.09 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,216.8 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs Masonry Data less 100%Friction Force = - 2,057.2 lbs fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ration' Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. _ Earth,H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 To specify your own Title : 7',40pcf+Wall Page: special title block here, Job# • Dsgnr: Date: JUN 3,2016 use the"Settings"screen Description.... and enter your title block Load Case 2,Active plus wall load information. This Wall in File:C:\Documents and Settings\HP_Administr. Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results I Toe Heel Factored Pressure = 1,739 664 psf Mu':Upward = 837 6,712 ft-# Mu':Downward = 75 9,755 ft-# Mu: Design = 762 3,043 ft-# Actual 1-Way Shear = 9.07 6.92 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S"Fr Heel Reinforcing = #4 @ 15.00 in Heel:#4@ 15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments ' OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,227.2 2.61 3,204.4 Soil Over Heel = 2,951.7 3.58 10,576.8 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 500.0 1.33 666.7 Load @ Stem Above Soil = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = 700.0 1.33 933.3 Earth @ Stem Transitions= Total = 1,216.8 O.T.M. = 3,201.5 Footing Weight = 687.5 2.75 1,890.6 Resisting/Overturning Ratio = 4.92 Key Weight = Vertical Loads used for Soil Pressure= 5,643.1 lbs Vert.Component = 303.9 5.50 1,671.5 Total= 5,143.1 lbs R.M.= 15,738.9 Vertical component of active pressure used for soil pressure DESIGNER NOTES: , To specify your own Title : 7',40pcf+Wall+Seis Page: special title block here, Job# : Dsgnr: Date JUN 3,2016 use the"Settings"screen Description.... and enter your title block Load Case 3,Active plus wall load and seismic information. This Wall in File:C:\Documents and Settings\HP_Administr. Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria I Soil Data I Footing Dimensions &Strengths I Retained Height = 7.00 ft Allow Soil Bearing = 2,000.0 psf Toe Width _ 1.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width _ 4.50 Heel Active Pressure = 40.0 psf/ft Total Footing Width 5.50 Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft = Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in Key Depth0.00 in FootinglISoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 10.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads ` Lateral Load Applied to Stem I [Adjacent Footing Load ' Surcharge Over Heel = 0.0 psf Lateral Load = 368.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 4.37 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.37 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem i Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 500.0 lbs at Back of Wall Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary iStem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.19 OK Wall Material Above"Ht" = Concrete Sliding = 1.30 Ratio<1.5! Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 5,643 lbs Rebar Spacing = 9.50 ...resultant ecc. = 8.60 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,828 psf OK fb/FB+fa/Fa = 0.745 Soil Pressure @ Heel = 224 psf OK Total Force @ Section lbs= 1,936.0 Allowable = 2,000 psf Moment....Actual ft-#= 5,082.8 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,141 psf Moment Allowable = 6,822.8 ACI Factored @ Heel = 262 psf Shear Actual psi= 28.8 Footing Shear @ Toe = 11.2 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 12.1 psi OK Wall Weight = 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 Lateral Sliding Force = 1,584.8 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs less 100%Friction Force = - 2,057.2 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 320.0 lbs NG Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ration' Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 • To specify your own Title : 7',40pcf+Wall+Seis Page: special title block here, Job# : Dsgnr: Date: JUN 3,2016 use the"Settings"screen Description.... and enter your title block Load Case 3,Active plus wall load and seismic information. This Wall in File:C:1Documents and Settings\HP_Administr. Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results I Toe Heel Factored Pressure = 2,141 262 psf Mu':Upward = 1,013 5,131 ft-# Mu':Downward = 75 9,755 ft-# Mu: Design = 938 4,624 ft-# Actual 1-Way Shear = 11.24 12.11 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4©18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 15.00 in Heel:#4@ 13.00 in,#5@ 20.25 in,#6@ 28.50 in,#7@ 39.00 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments ' OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,227.2 2.61 3,204.4 Soil Over Heel = 2,951.7 3.58 10,576.8 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel ---- Adjacent Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 368.0 4.70 1,730.8 Axial Dead Load on Stem= 500.0 1.33 666.7 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe Stem Weight(s) = 700.0 1.33 933.3 Earth @ Stem Transitions= Total = 1,584.8 O.T.M. = 4,932.3 Footing Weight =- 687.5 2.75 1,890.6 Resisting/Overturning Ratio = 3.19 Key Weight = Vertical Loads used for Soil Pressure= 5,643.1 lbs Vert.Component = 303.9 5.50 1,671.5 Total= 5,143.1 lbs R.M.= 15,738.9 Vertical component of active pressure used for soil pressure DESIGNER NOTES: • To specify your own Title : 8',40pcf Page: special title block here, Job# : Dsgnr: Date: JUN 3,2016 use the"Settings"screen Description.... and enter your title block Load Case 1 During Construction,Active pressure only information. This Wall in File:C:\Documents and Settings\HP_Administr. Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria - Soil Data Footing Dimensions & Strengths I Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.25 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 5.25 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 6.50 Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 11.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width 0.00 in Key Depth = 0.00 in FootingilSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 3,000psi Fy = 60,000 psi for passive pressure = 11.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads 1 Lateral Load Applied to Stem I LAdjacent Footing Load ' Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ` Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs at Back of Wall 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in _*Design Summary A `Stem Construction 1 Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 3.00 0.00 Overturning = 5.02 OK Wall Material Above"Ht.' = Concrete Concrete Sliding = 1.55 OK Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Total Bearing Load = 6,121 lbs Rebar Spacing = 18.00 10.75 ...resultant ecc. = 1.79 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,071 psf OK fb/FB+fa/Fa = 0.363 0.600 Soil Pressure @ Heel = 812 psf OK Total Force©Section lbs= 800.0 2,048.0 Allowable = 1,500 psf Moment....Actual ft-#= 1,333.3 5,461.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,203 psf Moment Allowable ft-#= 3,671.3 9,105.3 ACI Factored @ Heel = 912 psf Shear Actual psi= 10.7 27.6 Footing Shear @ Toe = 7.1 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 15.5 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 6.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 21.36 Lateral Sliding Force = 1,577.5 lbs LAP SPLICE IF BELOW in= 17.09 less 100%Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 2,448.3 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ration' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 • To specify your own Title : 8',40pcf Page: special title block here, Job# : Dsgnr: Date: JUN 3,2016 use the"Settings"screen Description.... and enter your title block Load Case 1 During Construction,Active pressure only information. This Wall in File:C:IDocuments and Settings\HP_Administr: Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results 1 Toe Heel Factored Pressure = 1,203 912 psf Mu':Upward = 925 10,297 ft-# Mu':Downward = 129 15,712 ft-# Mu: Design = 796 5,415 ft-# Actual 1-Way Shear = 7.11 15.46 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 12.50 in Heel:#4@ 12.75 in,#5@ 19.50 in,#6@ 27.75 in,#7@ 37.75 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces& Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,590.1 2.97 4,726.2 Soil Over Heel = 4,033.3 4.21 16,973.6 Toe Active Pressure = -12.6 0.31 -3.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) 800.0 1.58 1,266.7 Earth @ Stem Transitions= Total = 1,577.5 O.T.M. = 4,722.4 Footing Weight =- 893.8 3.25 2,904.7 Resisting/Overturning Ratio = 5.02 Key Weight = Vertical Loads used for Soil Pressure= 6,120.9 lbs Vert.Component = 393.8 6.50 2,559.6 Total= 6,120.9 lbs R.M.= 23,704.6 Vertical component of active pressure used for soil pressure DESIGNER NOTES: • To specify your own Title : 8',40pcf+Wall Page: special title block here, Job# • Dsgnr: Date: JUN 3,2016 use the"Settings"screen Description.... and enter your title block Load Case 2,Active plus wall load information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria I Soil Data I Footing Dimensions & Strengths I Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.25 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 5.25 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 6.50 Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 11.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in Key Depth = 0.00 in FootingllSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 3,000psi Fy = 60,000 psi for passive pressure = 11.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads 11 Lateral Load Applied to Stem I `Adjacent Footing Load ' Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem \ Footing Type Line Load Base Above/Below Soil Axial Dead Load = 500.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in r*Design Summary i Stem Construction -I Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 3.00 0.00 Overturning = 5.19 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.68 OK Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Total Bearing Load = 7,121 lbs Rebar Spacing = 18.00 10.75 ...resultant ecc. = 4.34 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,462 psf OK fb/FB+fa/Fa = 0.363 0.600 Soil Pressure @ Heel = 730 psf OK Total Force @ Section lbs= 800.0 2,048.0 Allowable = 1,500 psf Moment....Actual ft-#= 1,333.3 5,461.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,698 psf Moment Allowable ft-#= 3,671.3 9,105.3 ACI Factored @ Heel = 847 psf Shear Actual psi= 10.7 27.6 Footing Shear @ Toe = 10.4 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 9.5 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 6.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 21.36 LAP SPLICE IF BELOW in= 17.09 Lateral Sliding Force = 1,577.5 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs less 100%Friction Force = - 2,648.3 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ration' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 • To specify your own Title : 8',40pcf+Wall Page: special title block here, Job# : Dsgnr: Date: JUN 3,2016 use the"Settings"screen Description.... and enter your title block Load Case 2,Active plus wall load information. This Wall in File:C:1Documents and Settings1HP_Administn Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results I Toe Heel Factored Pressure = 1,698 847 psf Mu':Upward = 1,284 11,001 ft-# Mu':Downward = 129 15,712 ft-# Mu: Design = 1,155 4,711 ft-# Actual 1-Way Shear = 10.36 9.49 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 12.50 in Heel:#4@ 13.25 in,#5@ 20.50 in,#6@ 29.00 in,#7@ 39.25 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,590.1 2.97 4,726.2 Soil Over Heel = 4,033.3 4.21 16,973.6 Toe Active Pressure = -12.6 0.31 -3.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 500.0 1.58 791.7 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe Stem Weight(s) = 800.0 1.58 1,266.7 Earth @ Stem Transitions= Total = 1,577.5 O.T.M. = 4,722.4 Footing Weight = 893.8 3.25 2,904.7 Resisting/Overturning Ratio = 5.19 Key Weight = Vertical Loads used for Soil Pressure= 7,120.9 lbs Vert.Component = 393.8 6.50 2,559.6 Total= 6,620.9 lbs R.M.= 24,496.2 Vertical component of active pressure used for soil pressure DESIGNER NOTES: • To specify your own Title 8',40pcf+Wall+Seis Page: special title block here, Job# : Dsgnr: Date: JUN 3,2016 use the"Settings"screen Description.... and enter your title block Load Case 3,Active plus wall load and seismic information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria 0 Soil Data I Footing Dimensions &Strengths I Retained Height = 8.00 ft Allow Soil Bearing = 2,000.0 psf Toe Width = 1.25 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 5.25 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 6.50 Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 11.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width 0.00 in Key Depth 0.00 in FootingliSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 11.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads 0 Lateral Load Applied to Stem I lAdjacent Footing Load 1 Surcharge Over Heel = 0.0 psf Lateral Load = 468.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 4.97 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.97 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem \ Footing Type Line Load Base Above/Below Soil Axial Dead Load = 500.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary 1 11 Stem Construction I Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 3.00 0.00 Overturning = 3.38 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.29 Ratio<1.5! Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Total Bearing Load = 7,121 lbs Rebar Spacing = 18.00 10.75 ...resultant ecc. = 8.59 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,820 psf OK fb/FB+fa/Fa = 0.551 0.830 Soil Pressure @ Heel = 372 psf OK Total Force @ Section lbs= 1,268.0 2,516.0 Allowable = 2,000 psf Soil Pressure Less Than Allowable Moment....Actual ft-#= 2,021.3 7,553.3 ACI Factored @ Toe = 2,114 psf Moment Allowable ft-#= 3,671.3 9,105.3 ACI Factored @ Heel = 432 psf Shear Actual psi= 20.7 37.7 Footing Shear @ Toe = 13.0 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear©Heel = 15.0 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 6.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 21.36 Lateral Sliding Force = 2,045.5 lbs LAP SPLICE IF BELOW in= 17.09 less 100%Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in= 7.87 less 100%Friction Force = - 2,648.3 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 420.0 lbs NG Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ration' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 n 4 To specify your own Title : 8',40pcf+Wall+Seis Page: special title block here, Job# Dsgnr: Date: JUN 3,2016 use the"Settings"screen Description.... and enter your title block Load Case 3,Active plus wall load and seismic information. This Wall in File:C:1Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results I Toe Heel Factored Pressure = 2,114 432 psf Mu':Upward = 1,567 8,686 ft-# Mu':Downward = 129 15,712 ft-# Mu: Design = 1,438 7,026 ft-# Actual 1-Way Shear = 12.97 15.00 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 12.50 in Heel:#4@ 9.75 in,#5@ 15.00 in,#6@ 21.25 in,#7@ 29.00 in,#8@ 38.00 in,#9@ 48 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,590.1 2.97 4,726.2 Soil Over Heel = 4,033.3 4.21 16,973.6 Toe Active Pressure = -12.6 0.31 -3.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 468.0 5.39 2,521.0 Axial Dead Load on Stem= 500.0 1.58 791.7 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe _ Stem Weight(s) 800.0 1.58 1,266.7 Earth @ Stem Transitions= Total = 2,045.5 O.T.M. = 7,243.4 Footing Weight = 893.8 3.25 2,904.7 Resisting/Overturning Ratio = 3.38 Key Weight = Vertical Loads used for Soil Pressure= 7,120.9 lbs Vert.Component = 393.8 6.50 2,559.6 Total= 6,620.9 lbs R.M.= 24,496.2 Vertical component of active pressure used for soil pressure DESIGNER NOTES: