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Report (10) 41, /14' 7-A ( S= C2: zlp &.Y2_ ► S w tv&t-t s7`S7` -PWU ENGINEERING INC. Email: pwuengineerinqacomcast.net RIECEIVEP Ph: (503) 810-8309 Structural Calculations: NOV 9 2015 Job # LEN15403 CII\ OF'��(,j�4�1) Date: 10/9/15 Project: Dublin E Master Reuse BUILDING U1V1S1M Garage Right Lot 8, Oak Crest, Tigard, OR Lennar Homes OD PN R 0FFss c,� F i � 19421 PE�9 02 ompiso • AEGON �►' 22 �°'v yILIP `� Expires: 06/30/2016 The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. Non-prescriptive foundations are outside the scope of this design and require approval from a geotechnical engineer. If the project is located on a sloping lot,the foundation system needs to be approved by a geotechnical engineer prior to construction. Failure to do so invalidates this design. The need for retaining walls for the project is the sole responsibility of the builder and a design will be included only if information provided by the builder,such as sections and drawings,are provided indicating where they are needed. All retaining wall designs should be verified by the geotechnical engineer of record for the subdivision or lot prior to construction. Failure to do so invalidates their design. The 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 the actual materials used in construction. 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. c+ -•PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for the Dublin E Daylight Master plans for Plan approvals. Wind Loading: Per ASCE 7. Fig 6-2 See attached elevations for wind loading breakdown per level. 136mph Ultimate 3-sec gust Exposure B for Category I and II structure, Which is equal to 105mph ASD per the 2012 IBC and IRC with state amendments The mean roof height of the house h =24' approximately. IIN MWFRS Direction . End Zones eill ,��N ~OSki') a06.P 1 10 MdVFRS Direction 2a ' End Zones Note: End zone may occur at any corner of the building. a= .10*44' = 4.4' or for h =24' a= .4(h) = .4(24')= 9.6' a= 4.4' controls a must be larger than .04(44') = 1.8' and 3' Therefore: 2a= 8.8' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: Dl seismic design category per the latest edition of the state adopted code based on the 2012 IBC and IRC SDs= .76, R= 6.5, W = weight of structure V= [1.2 SDs/(R x 1.4)] W V= .100 W Roof Dead load= 15 psf Floor Dead load = 15 psf Interior Wall Dead load= 6 psf Exterior Wall Dead load = 12 psf Suspended Garage = 60psf 0., , Wind per ASCE 7 -,PWU ENGINEERING INC. Project Dublin E Daylight Direction Front to Back ' 3s Gust Roof A 19.7 psf, /. Speed Exp. Angle A B 13.5 psf 105mph B 30.3 1.00 C 15.7 psf 'lir �'�i 7:12 D 10.8 psf 4:4111 C a,ecron 6d Zone p� \ D Least T a = 4.4 ft 22-.0%611,0110111 L (ft) hAvG(ft) ora= 9.6 ft 10 j Direction 44.0 24.0 and a> 1.8 ft 2e and a> 3.0 ft EndZocs Note End acne may occur at any caner of the bulOFg 2a 8.8 ft WR L(ft) 8.8_ 32.4 8.8 hA(ft) ' • 4.5 4.5 hB(ft) 10.0 10.0 hc(ft) 4.5 hp(ft) -_ 10.0 W(plf) 0.0 223.7 178.7 223.7 0.0 0.0 0.0 0.0 0.0 0.0 300.0 - WR AVG 194.5 plf 200.0 - 1 1 100.0 - 0.0 W2 L(ft) 8.8 32.4 8.8 hA(ft) 10.5 10.5 hB(ft) he(ft) 10.5 hp(ft) W(plf) 0.0 206.9 164.9 206.9. 0.0 0.0 0.0 0.0 0.0 0.0 300 0 - W2AVG 179.6 plf 200.0 ---1 100.0 Wi L(ft) hA(ft). hB (ft) he(ft) hp(ft). W(plf) 0.0 0.0 0.0 0.0 0.01 0.0 0.0 0.0 0.0 0.0 1.0 - W1 AVG #DIV/0! 0.5 - 0.0 -, © © p 111I1u111111:111111►IIIIIIII111111111111111IIII111111III11111111111111/111. d I M1111I11111I 111 i 11I111111111111111111111111I I I I I I11I I I I I 11111111111111111111111 .di111111u11•lu111111111111111111111IIIt11uIu111111N1u11111IN11111 111u1u.. tl11I11111i111mi11111un1.IiI111Imn11111i iIiiii1■IIIIIIIIt11I1I1111111111111I111II11L. a1i1u1111111111I11111InuunIC11fn1i71u111f111111I111111II11I11IIII11111I1u1II11u11111u11. .41111111111111111111111111111111111111111111171111111111IIIIII MZ11III1111111II1iI11111111111IIu11I. .!111fl111IiiitilI1111iiiiiiiIlIUi1l►1uuilliuluwilint ilr,111Iiiiitlilunuullliummiiiull.. _..___ ..._.. _. IIIilIllIIIIlIIIIIill Il1IiiilIiiriiiii1 Ilk. 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Ell-1111= .111111E 1 1�NIIIIIIIIII 7 � I . 1 �� i 1. VAI kr_ v!!I_ .OP PLATE,. L.----7 1 I 4 ' ` - I a, I REAR ELEVATION V4•.1-o• ., Wind per ASCE 7 cc,,PWU ENGINEERING INC. Project Dublin E Daylight `v Direction Side to Side 3s Gust Roof A 19.7 psf '� Speed Exp. Angle A B 13.5 psf 105mph B 39.8 1.00 C 15.7 psf � � 11 0�' 10:12 D, 10.8 psf s"---,. --.P c Precign \ v�End. '�'��, ''›f:-.;;--. 2�� 0110 Least a= 4.4 ft m..5.0.'41140 qty W(ft) hAVG(ft) ora = 9.6ft 'v - ,� r= 44.0 24.0 and a> 1.8 ft za, and a> 3.0 ft EndZores Note:End zone rney occur at any craw of the buM*lg. 2a 8.8 ft WR L(ft) 8.8 26.4 8.8 hA(ft) 4.5 4.5 . hB(ft) 10.0 10.0 he(ft) 4.5 ho 10.0 W(plf) (ft) 0.0 223.7 178.7 223.7 0.0 0.0 0.0 0.0 0.0 0.0 300.0 - WR AVG 196.7 plf 200.0 - I I 100.0 - W2 L(ft) 26.4 8.8 hA(ft) 10.5 hB(ft) he(ft) " 8.5 h0(ft) W(plf) 0.0 0.0 133.5 206.9 0.0 0.0 0.0 0.0 0.0 0.0 300.0 W2 AVG 151.8 plf 200.0 - 100.0 - Wi L(ft) hA(ft) hB(ft) he(ft) . ho(ft). 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O -NIIIIIMII L---- 0 O IE1111k11.1 6 4> a. 0 � ,:f �i��1 I I' 11 I�'��, SRR 1 TOP PLATE, \,_ 44 in RIGHT SIDE ELEVATION V.S.•1..11 • dlii111IUI11Ililllll■Ili•lilllllilil1IUI11IIuI1111II1111uIi11liluIIIUl. iulillliit111iuuIIle11111ei1I11uII111uI11IIj11111iI1111elilllelllllelllllellh .1111i111111111111II111II11111e11111UI111111111111111111i1111lilillli111t1i1111IMIlli -.. .IIIIlllli11111i11111i11II1i11111i111111111111111111111II1111111111II1111I111111111111IIIIIlk. _ - — .1111Hell1111111111e11111.1111111111i111f1111e11111111!1111111111e11111e11111e111l1iilMINIliels. 42----- — -----. —.- - ilillmilit1e11filelil11ei11im 111e11111e11111e111111111111111111111111tleili1111111111111IR16 6----- "'- - - -- - -- - ---- --- - .--� -:------ ---- ...- ------- - - - --- -- -- '11111e1111Ie111I11111111i1111111f11I1e11111.I1111e11111.f1111e11111■fi111i11111i111111111111ui1.. b �IIIIIIIIIIIIIIIe11IIlIIIIIIIIIIIIIIIIIIIIIIIII11111I1111111111IIIIIIIIIIIIIIIIIIIIuI11hIilib. 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DER A•To61 ENTRY DOOR- . rLAMIC FT RAR.IIMIC COLLEC71ON • 1W Ir 670e 1 D'MOWN ABOVE tr DM DOOR- TRANSOM Alm UM) • FRONT ELEVATION V4'•1'-0' .•111111h. . -411111111111. * 40111111111111111.11111 .41111IIMIIIIIIIIIIIIIIN. ...intimunimimminece....,....•,..,•.•,..•.•,.........•,.....,....?;...•..,.., ...nimuncomtlintsimiumegmictuninemmximisincumewacionun II- . -I- . .- --../111111111111111111111111111111111111111111111111111111111111111111111111111111111M4111111111 1111111111111111111111111111111111111111WN 11111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 111111111111111111111111111111111M1111 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMIIIII 11111111111111111111111111111M1111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 I 111111111111111111111111111%11111111111111111111111111111111111111111111111111111111111111111111111111111I11111111111111111111111111111111111111111111111111111 111111111111111111111IIii1111111111111111 1111111111111111111111111111111111111111111I1111111111111111111111111111111111111111111111111111111111111111111111111 - - - ' ' - •• • • - • • -- ' - - 1111111111111IMIti111111111111111111111111111111111111111111111111111111111111111111111111111111111111311111111111111111111111111111111111111111111111111 - . . . . .. . -- II III ------ __: -__ I.. - IIIIIIIIIIMIIIIIIIIIIIIIIIIII1111111111111111111111011111111111111111111111111111111111111111111I111011111111111111111111111111111111111111111111111111MIPNIII___-.. __ ..... ...... ...._-_... . ...-... _ __-. . IIIIIIMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 11110111111111111111111111111111111111111111111111111111111111111111111111111111111111111111I1111111111111110 7 110:i11111111111111111111111111111111111111111111111111111110111111111111111111111111111111111111111111111111111111111111111111111111111111111111IIM TOP PLATE ...II:0 91.1.1!PRI RUA RIA01.11.1.!I IRINSP IIMIKEIARIA I IIIA I IMP'S?I 19.1PRIATRIP DEP 91.130.11.19.1.11.1.! II I . 40 • I * 4> 11 .. . .. __ _. .... . _.. . _... . 1ith,, . • 0 ra 1 '"'- - . ''';117 6115-PLIt. 1- .- •... TOP PLATE .-. 1"--- I 40 77, II— , . SUB-R-P2.1, t LEFT SIDE ELEVATION Ve•1.-0. 't . Seismic & Governing Values �PWU ENGINEERING INC. Project Dublin E Daylight \�vv Seismic Loading per latest edition of state adopted code based on 2012 IBC and IRC Design V= [1.2 SDs/(R x 1.4)]W Category R SOS D1 6.5 0.76 Roof Dead Load: 15psf Floor Dead Load: 15psf Interior Wall Dead Load: 6psf V= 0.100*W Exterior Wall Dead Load: 12psf Check Seismic Front to Back vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 44 ft] , = 101.4 plf < 194.5 plf Wind Governs W2 = [0.100 * (15+5+3+4) * 44 ft] + 101.4 plf= 220.5 plf < 374.1 plf Wind Governs W� = [0.100 * (15+5+3+4) *' '+ 220.5 plf= 220.5 plf #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 50 ft] = 115.3 plf < 196.7 plf Wind Governs W2 = [0.100 * (15+5+3+4) * 50 ft] + 115.3 plf= 250.5 plf < 348.5 plf Wind Governs W� = [0.100 * (15+5+3+4) * + 250.5 plf= 250.5 plf #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 Line Loads `c„PWU ENGINEERING INC. Project Dublin E Daylight `�/ Hiqh Roof Diaphragm -Main Floor Walls Line A P = 4.86 k LTOTAL = 35.5 ft v = 4.86 k / 35.5 ft = 137 plf Type A Wall h =,9.0 ft LWORST 35.5 ft - MOT = 137 plf * 9.0 ft * 35.5 ft = 43.76 kft MR = (15 psf * 3.0 ft '+ 12 psf * 9.0 ft) * (35.5ft)2 / 2 * 0.6 = 57.85 kft + (0 lb 1* 0.0 ft) + (O lb * 0.0 ft) = 0.00 kft + 57.85 kft = 57.85 kft T = (43.76kft - 57.85kft) / 35.5 ft = 0.00 k + 0.00k = 0.00 k No hd req'd Line C P = 4.86 k LTOTAL = 37:0 ft v = 4.86 k / 37.0 ft = 131 plf Type A Wall h =.9.0 ft LWORST = 6.5 ft MOT = 131 plf * 9.0 ft * 6.5 ft = 7.69 kft MR = (15 psf * 3.0 ft + 12 psf * 9.0 ft) * (6.5ft)2 / 2 * 0.6 = 1.94 kft + (0 lb I* 0.O ft) +. (500 Ib * 6.0 it) = 3.00 kft + 1.94 kft = 4.94 kft T = (7.69kft - 4.94kft) / 6.5 ft = 0.42 k + 0.00 k '= 0.42 k No hd req'd Line 1 I P = 2.26 k I I LTOTAL = 17.5 ft I I v = 2.26 k / 17.5 ft = 129 plf 'Type A Wall See FTAO Calc No hd req'd Line 2 P = 4.33 k LTOTAL = 19.5 ft v = 4.33 k / 19.5 ft = 222 plf Type A Wall h = 9.0 ft LWORST = 19.5 ft MOT = 222 plf * 9.0 ft * 19.5 ft = 38.94 kft MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (19.5ft)2 / 2 * 0.6 = 20.88 kft + (0 lb * 0.0 ft) + (500 Ib *.. 19.5 ft) = 9.75 kft + 20.88 kft = 30.63 kft T = (38.94kft - 30.63kft) / 19.5 ft = 0.43 k + 0.00 k = 0.43 k No hd req'd Line 3 P =,2.06 k LTOTAL = 1.0.-0 ft v = 2.06 k / 10.0 ft = 206 plf Type A Wall h = 9.0 ft LWORST = 2.0 ft Mo-r = 206 plf * 9.0 ft * 2.0 ft = 3.72 kft MR = (15 psf * 2.0 ft i+ 12 psf * 9.0 ft) * (2.0ft)2 / 2 * 0.6 = 0.17 kft + (Olb * O.Oft) + (500lb * 2.Oft) = 1.00 kft + 0.17 kft = 1.17 kft T = (3.72kft - 1.17kft) / 2.0 ft = 1.28 k + 0.00 k '= 1.28 k See FTAO Calc Use type 1 hd on garage piers only Main Floor Diaphragm -Basement Floor Walls Line A P = 6.66 k LTOTAL = 33.0 ft . v = 6.66 k / 33.0 ft = 202 plf Type A Wall h = 6.0 ft LWORST = 13.0 ft - MOT = 202 plf * 6.0 ft * 13.0 ft = 15.74 kft MR = (15 psf * 5.0 ft + 12 psf * 6.0 ft) * (13.0ft)2 / 2 * 0.6 = 7.45 kft + (0 lb * 0.0 ft:) + (0 lb * 0.0 ft) = 0.00 kft + 7.45 kft = 7.45 kft T = (15.74kft - 7.45kft) / 13.0 ft = 0.64 k + 0.00 k = 0.64 k No hd req'd Line C P = 7.56 k LTOTAL = 44.0 ft v = 7.56 k / 44.0 ft = 172 plf Type A Wall h ='6.0 ft LWORST = 44.0 ft MOT = 172 plf * 6.0 ft * 44.0 ft = 45.34 kft MR = (15 psf * 2.0 ft '+ 12 psf * 6.0 ft) * (44.Oft)2 / 2 * 0.6 = 59.24 kft + (Olb * 0.Oft) + (Olb * 0.0 k) = 0.00 kft + 59.24 kft = 59.24 kft T = (45.34kft - 59.24kft) / 44.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 1 I P = 4.08 k I I LTOTAL = 27.0 ft I I v = 4.08 k / 27.0 ft = 151 plf 'Type A Wall See FTAO Calc No hd req'd Line 2 P = 7.67 k LTOTAL =,59.0 ft _ v =_ 7.67 k / 59.0 ft = 130 plf Type A Wall h = 6.0 ft LWORST ='9.0 ft MOT = 130 plf * 6.0 ft * 9.0 ft = 7.02 kft MR = (15 psf * 2.0.ft + 12 psf * 6.0 ft) * (9.0ft)2 / 2 * 0.6 = 2.48 kft + (0 lb * 0.0 ft) + (0 lb * 0.Oft) = 0.00 kft + 2.48 kft = 2.48 kft T = (7.02kft - 2.48kft) / 9.0 ft = 0.50 k + 0.00..k = 0.50 k No hd req'd Force Transfer Around Opening Method (FTAO) PWU ENGINEERING INC. @ Main Floor Line 1 Worst Case L� = 7.0 ft Lo= 10.5 ft L2='7.5ft V= 1.87 k_ vp= 75 plf vp= 75 plf vp= 75 plf hu= 1.0 ft v= 129 plf v= 129 plf F� = 0.57k F2 = 0.61 k ho= 5.0ft _ F1 = 0.57 k F2 = 0.61 k v= 129 plf v= 129 plf vp= 75 plf vp= 75 plf vp= 75 plf hL= 3.0 ft y T T= 0.00k T= 0.00k vp= 1.87 k/ 25.0 ft = 75 plf H:W Ratios v=' 1.87 k/ 14.5 ft = 129 plf Use: Type A Wall 5.0 ft : 7.0 ft _= 0.7 : 1 5.0 ft : 7.5ft = 0.7 : 1 F1 = ( 129plf- 75plf) * 7.0 ft* 1.5 = 0.57 k F2 = ( 129 plf- 75 plf) * 7.5 ft* 1.5 = 0.61 k Use: (2) Bays BLKG MOT= 1.87 k* 9.0 ft= 16.83 kftl MR= [( 15psf* 2'ft+ 12psf* 9.0 ft) * (25.0 ft)^2 * 0.6/2]', + (0.0 ft *5001b) = 25.88 kft T= ( 16.83- 25.88 )/ 25.0 ft= 0.00 k No hd req'd 1.0 - 0.61 k a 0.5 - 0.0 - -0.5 - -.. -1.0 - Force Transfer Around Opening Method (FTAO) PWU ENGINEERING INC. @ Main Floor Line 3 L� = 3.0ft Lo= 6.5"ft L2= 3.0ft V=1.24 k vP= 99 plf vP = 99 plf vP= 99 plf hu = 1.0 ft v= 206 plf v=206 plf F1 = 0.48 k F2= 0.48 k ho='6.0 ft F1 = 0.48 k F2 = 0.48 k v= 206 plf v= 206 plf - -� -4 -r -4 4- 4- f- 4- vP= 99 plf vP= 99 plf vp= 99 plf hL = 2.0 ft J� T T= 0.37k T= 0.37k vP= 1.24 k/ 12.5 ft= 99 plf H:W Ratios v= 1.24 k/ 6.0 ft=r 206 plf Use: Type A Wall 6.0 ft : 3.0 ft = 2.0 : 1 6.0 ft : 3.0 ft = 2.0 : 1 F1 (206plf- 99plf) * 3.0 ft* 1.5 = 0.48 k F2= ( 206 plf- 99 plf) * 3.0 ft* 1.5 = 0.48 k Use: (2) Bays BLKG MOT= 1.24 k * 9.0 ft= 11.12 kftl MR= [( 15psf* 2 ft:i+ 12psf* 9.0 ft) * (12.5 ft)A2 * 0.6/2 ] + ( 0.0 ft *5001b) = 6.47 kft T= ( 11.12- 6.47)/ 12.5 ft= 0.37k No hd req'd 1.D 0.48k a 0.5 - 0.0 x -0.5 - .. . LL -1.0 - Force Transfer Around Opening Method (FTAO) --- ENGINEERING INC. @ Lower Floor Line 1 Worst Case = 10.0 ft Lo= 6.0ft L2 =13.0 ft V='3.47k vP= 120 plf vP= 120 plf vp= 120 plf hu=1.0 ft -1 -� -4 V= 151plf v= 151plf F1 = 0.47 k F2 = 0.61 k ho=i4.O ft F1 = 0.47 k F2= 0.61 k v= 1'51 plf v= 151 plf F- F vP= 120 plf vP= 120 plf vP= 120 plf hL=•3.0 ft T T= 0.00k T= 0.00k vP= 3.47 k/ 29.0 ft= 120 plf H:W Ratios v= 3.47 k/ 23.0 ft = 151 plf Use: Type A Wall 4.0 ft : 10.0 ft _= 0.4 : 1 4.0ft : 13.0 ft = 0.3 : 1 F1 = ( 151 plf- 120plf) * 10.0 ft* 1.5 = 0.47 k F2= ( 151 plf- 120 plf) * 13.0 ft*; 1.5 =` 0.61 k Use: (2) Bays BLKG MOT= 3.47 k* 8.0 ft= 27.78 kftl MR= [(15psf* 6ft.+ 12psf* 8.Oft) * (29.0 ft)^2 * 0.6/2 ] + ( 0.0 ft *5001b) = 46.93 kft T= ( 27.78- 46.93)/ 29.0 ft= 0.00 k No hd red'd 1.0 - 0.61 k a 0.5 - 0.0 SZ -0.5 - -1.47 k -1.0 - ENTIRE MALL ELEV 10 re&EAT1Eo LEE 0622 COL STRAP (7)BATS PER PET IOI 2 POR FRAC MER110D O A ''II 7 �'"7r 3'" Asa. O o o A A A , e w., ,, 11 A Rwr L© t ;_ �_IIIIIIIIIike Fe eA G. C A o_�f�(�III` Y ID r 1'-ki., — - ma BRIM IWLL ELEV '_p1' Tr -t--r TO ISE SIEATT{P A ltAr A USE C622 COL STRAP t2'-C' (11 RATS PER PET 10/612 1 1 POR PRA)METVIOD A POW 66E1 LULL IF 60 MOLL{EIGHT IEETUEEJ TOP OF STEM WALL AND EOTTCM OF MADER IS 6'"6'MAX PER DETAIL Mme! MAIN FLOOR LATERAL PLAN 4 ENTIIRE WALL ELE TO EE 6FEDBAR IME CP22 COE-6TRAP (2)RATE PER OM 10)6E2 FOR FTAO METH= A o : . p Irmil " L' ' 7=-•__ .. v,,,„ . ._._._._ eiFATiI ENTRE FACE cF a e C PPLE WALL 6/'A' DI-I• IIIII SEA11616 A6 6E49 'I .y,4 . . ~ • e h A 6NEAOMANPLE ENTIRE FACE GPCAIPWALL WA' 6 EAM. AT!LEQO' SEAN ENTIRE FACE OF CRIPPLE WALL.l'A' SWARM A6 REED 0 -=--- -(-] _, LOWER FLOOR LATERAL PLAN wo.r-a I MeE MU.ELEV TO OE e40A1HED TIRE Ce42 COIL e11UP (2)SAVO PER DET 10/e'!2 A O .,.PTAO FETHCD A 3'-d. AZEIL i'4o o rrli0 A A Ir A IIIIIIIIIIIII „ 1_,,, 0, 1[. emrim ,e 07Ara 'r 7o o1 1 U'. m A -'I e �•p 3' •. BOWE 61411 ELEY mak tw.3 K.4' ' 10iTO BE ' �'p 116E Ce7&CORL DTRAP REDTT' L'TT E e C2)BAYS PER MT POR RAO PETROL)b/eS2 O POIR e7E1u411 IP CO WALL HEIOHT EE111EPJL TOP OP 61@I WALL APO EO1TLLT1 DP HEADER IS e'-6 MAX PER DETAIL 1113]1 MAIN FLOOR LATERAL PLAN 4'•P-0. ENTIRE awl EIEV 10 BE e%RATHE0 IIAE Ce77 C0IL()TRAP v (2)AA7ePTAO PER DEP WW2 FOR PETHOD 4C3JI W-4 TEM • A eo A L+ ()HEATH ENTRE ME OP I I 6_p CRIPPLE WALL w/'A' SEAMINGI� 1 ISEAMING AA r+Eov 6kE41HBt11E C PASS p el CRIPPLEYALL.1W • 8iEA1YY1Ci'A61S!0'D SEAN ENTRE FACE CP CRPFtE awl v'A' e4 EATHN7 AD PROP0 L LOWER FLOOR LATERAL PLAN II 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 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB2OL s=2550, S=2550, w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 w-667° w-66705 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB5/8X24 w-66705 w=66705 SSTB28 (NOTE 6.) SSTB34 (NOTE 6.) S=6395, S=7315, 4 HDU8-SDS2.5 (3)2x 7870 5665 8"MIN STEMWALL 8"MIN STEMWALL w=7615 w=8710 8 HDU11-SDS2.5 (1)6x 9535 6865 PAB8-36, 10"min PAB8-36, 10"min embed into 32"min embed into 32"min 9 HHDQ14-SDS2.5 (1)6x 14445 10350 width footing. If at width footing.If at retaining wall lap retaining wall lap anchor with vert reinf anchor with vert reinf bar hooked to Ftg. bar hooked to Ftg. 5 MSTC28 (2)2x 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A 7 MSTC66 (2)2x 5660 5660 N/A N/A Notes: 1 . Install all holdowns per manufactureer specificaiton per C-2011 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 287/8" minimum embedment depth. S H EA RWA L L SCHEDULE (a-m) ONLY REQ'D ON INTERIOR SHEARWALLS. 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" z" Dia.A.B. @ 30"o/c 16d @ 4"o/c A35 @ 24"o/c 255 357 B16"OSB (1) SIDE(f) 8d 4" 12" 2"Dia.A.B. @ 18"o/c (m) 16d @ 2 "o/c A35 @ 15"o/c 395 553 C16"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 D16"OSB (1) SIDE (e,f) 8d 2" 12" in Dia.A.B. @ 11"o/c (m) 16d @ 2"o/c A35 @ 9"o/c 670 938 E16"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 F16"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 G16"OSB (2) SIDE (d,e,f) 8d 3"Staggered 12" Z"Dia.A.B. @ 7"o/c (m) 16d @ 2"o/c(2)rows staggered HGA1OKT @ 8"o/c 1010 1414 H16"OSB (2) SIDE (d,e,f) 8d 2"Staggered 12" 2"Dia.A.B. @ 52"o/c (m) 16d @ 1z"o/c(2)rows staggered, HGA1OKT @ 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"x1/4" plate washers req'd at all shear wall A.B. in seismic zone D, E, F. 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. ,r i PWU ENGINEERING INC Ph: 503 810-8309, Email: pwuengineeringgcomcast.net n(;n e ii-ek+ gm_ 25,4 Rm.. yrs (-3-r-+1 Cir-42- el *3 L{ 23' -,/= lopif L = zo r 1,.,/: _-11Dr►s �--° R= l sLk R= _. 1120k 3Sc ""PrAtt.."116crsi x.441 ( ,TS 2.f. Ss k mitm..�►� Ra '1Yak L=23' 3Gor ' T 23, f1 R= u.1q k `'r -43h KR 6 61-05 .HDR g Ch41t : ____,_-_ - k -,Zero 1 Zr 12ei° 6 Ltaik y l4 5 r i ysk G` � _ T_Zs�k _ -_ m1�J , M a -i _ _ ..,_:, �82kPr i 2.G)k 2.2q� OO: Oro DF4J2 oR V`l2"x4''&L 'jsai I--bi 12 DP42 o . Vedx-cr GL ;Pi* Pi* 12 L --- toex Gimme PIA R. _ _ - L- ic kJ= ___ _,2-a o k oLtik�t Re Nt= : _. -Gza - ,Agr g DP42 alb_ I.4ck -Lim , 2Gs;i1 _ - GTS ,u56: - __-,_-____2_ , -___., , 12 = Oagk PWU ENGINEERING INC Ph: 503 810-8309, Email: pwuengineerindacomeastnet gm-#2_ tl1,413 IUL1k L- '41 1-1,40 piC -72y =pigpagsk 0,93 r---- • IT -if • 'P. (Jse: 24,4 PF.2 14gkr-- „ L4.94.41‹ . • H Lisq icpf. • • 016t Df#2. +inz Recii,,,o, 3 ai5311 : poll< ‘o3dp sy-riP er‘l72k 61 12.31k rb.1,32k M.24%84 =Li.,1204 ()59: 14,42 D4 #2, 131-1 4#1 2,1-144-5- L., 2' Logfe • ',L../ P-i9efilf R= q./ok 5-.63 kr4 1-(X45 E2 Ose: 1-1)(12, Lftiz PWU ENGINEERING INC, 1 • Ph: 503 610-8309, Email:•pwuengineerindOcomcastnet • Deck 7's1-3- peck V1 offer Liocy,ic R sok M=11.25/4 to. 2.1 amk os3k Use= PI: 51/2"k a" col_ . r1.,o,911ct4 $6;44 vck 8M T 2x0 G 16"6+.4- • 2_, •.5' L.,--9015i4 H-F#2- a', M ,gtk-1t trJ: 014 ..5e: CA 0-H 1534u, v.,0,25053c) t/z1b/kAit bmze 1/41"9i 5,05 /6141.4.41e r- 320/6 > 1.92.1b 61c Beam #1 --- PWU ENGINEERING INC. Loads and criteria Total Span: 5.50 ft =66 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No DL LL TL 1 -368 lb -613 lb -980 lb 2.00 ft Repetitive Use? No 2 0 lb — 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent Co 1.00 # DL LL TL Start End Total CF 1.40 1 -30 plf -50 plf -80 plf 0.00 ft 5.50 ft 5.50 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.28 in 5 0 plf 0.00 ft LL L/480 0.14 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf , 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -100 80 -0.98 k -60 • - -40 w -20 - a. 20 5.50 ft R2 40 R1 0.58 k 60 — 0.84 k 80 100 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #1 —.PWU ENGINEERING INC. Results -100 - -80 -0.98 k • -60 - -40 - ' ' / 'a • -20 - oA 3 20 5.50 ft R2 40 Ri 0.58 k 60 —0.84k 80 100 Type: Reactions (k) DL LL TL TL Douglas Hr-Larch #2 R1 316 lb 527 lb 844 lb 0.84 k R2 216 Ib 360 Ib 576 Ib 0.58 k Size: 1000 - (1) 4x8 DF#2 500 - A 25.38 int S 30.66 in' o w 111.15 in4 N F„' 180 psi -500 __ Ft; 1260 psi -1000 E' x 106 1.60 VAllowable 3.05 k 2000 MAllowable 3.22 k-ft Design values are based off NDS 2005 Edition,published by American a 1500 Wood Council. c 1000 m E Shear Moment ° 500 VMAX 0.84 k MMAX 1.53 k-ft VAllowable 3.05k Allowable M 3.22 k-ft o Ratio . 0.28 Ratio 0.47 0.00 OK OK -0.01 Deflection a- 0.02 TL LL d -0.03 Actual 0.04 in 0.02 in o 0.04 Criteria 0.28 in 0.14 in Ratio 0.14 0.18 -0.05 OK OK PWIJ Engineering Inc.02013,Software v1.02.3/06/14 HDR @ Porch I PWU ENGINEERING INC. Loads and criteria Total Span: 6:00 ft =72 in Fully Braced? Yes Point Loads Load _Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? NO 2 - _ 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1..00 # DL LL TL Start End Total CF 1.40 1 -110 plf -50 plf -160 plf 0.00 ft 6.00 ft 6.00 ft 2 Oplf 0.00ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL " L/500 0.14 in • 5 0 plf 0.00 ft LL L/500 0.14 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 Oplf 0.00ft 4 Oplf 0.00ft 5 O plf 0.00 ft -200 -150 - - , -100 - -50 - • •• 0 - • O 6.00 ft 50 100 150 — R1 R2 - 0.48 k 0.48 k 200 PVW Engineering Inc.©2013,Software v1.02,3/06/14 , HDR @ Porch --"-- PWU ENGINEERING INC. Results -200 -150 -. . -100 - ,. ,: -50 - a A 0 50 6.00 ft 100 150 —1R1 R2 0.48 k 0.48 k 200 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R, 330 lb 150 lb 480 lb 0.48 k \ R2 330 lb 150 lb 480 lb 0.48 k Size: 600 (1) 4x8 DF#2 400 -- A 25.38 in2 s 200 - S 30.66 in' o 4) I 111.15 in4 N -200 F„' 180 psi -400 Fb' 1260 psi E. x 106 1.60 600 VAllowable 3.05 k 800 MAllowable 3.22 k-ft Design values are based off NDS 2005 Edition,published by American 600 Wood Council. � 400 w li m Shear Moment E 200 VMAX 0.48 k MMAX 0.72 k-ft , Allowable Allowable V 3.05 k M 3.22 k-ft 0 Ratio 0.16 Ratio 0.22 0.00 OK OK -awl Deflection o TL LL d 0.02 Actual 0.03 in ' 0.01 in o Criteria 0.14 in 0.14 in Ratio 0.18 0.06 -0.03 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #6 PWU ENGINEERING INC. Loads and criteria Total Span: 7.00 ft = 84 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 -259 lb -431'lb -690 lb 0.50 ft Repetitive Use? No 2 -259 lb -431 lb -690 lb 3.00 ft 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T 100T Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.40 1 -1.86 plf -1'80 plf -366 plf 0.00 ft 0.50 ft 0.50 ft 2 -30 plf -80 plf -110 plf 0.50 ft 3.00 ft 2.50 ft 3 -156 plf -130 plf -286 plf 3.00 ft 7.00 ft 4.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.35 in 5 • 0 plf 0.00 ft LL L/480 0.18 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 Oplf 0.00ft 2 O plf 0.00 ft 3 Oplf - 0.00ft 4 0 plf 0.00 ft 5 Oplf 0.00ft -500 -400 -300 - -0.69 k -0.69 k -200 - -100 a V Y 0 100 7.00 ft 200 300 R2 1.24 k 400 -- R1 500 — 1.74 k PVVU Engineering Inc.©2013,Software v1.02,3/06/14 , Beam #6 ----.PWU ENGINEERING INC. Results -500 -400 -300 - -0.69 k -0.69 k -200 - --i— .4-.:. -100 a V co A 100 • 7.00 ft 200 300 R2 400 1 R1 1.24 k 500 1.74 k Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 713 lb 1032 lb 1745 lb 1.74 k R2 597 lb 640 lb 1237 lb 1.24 k Size: 2000 (1) 4x8 D F#2- 1500 -� A 25.38 int _ 1000 500 - S 30.66 in' Z 0 111.15 in4 -500 F„' 180 psi Fb' 1260 psi -1000 E' x 106 1.60 -1500 - VAllowable 3.05 k 3000 MAllowable 3.22 k-ft _ 2500 Design values are based off NDS 2005 Edition,published by American '� 2000 • Wood Council. c 1500 m 0 1000 Shear Moment ° VMAx 1.74 k MMAx 2.66 k-ft 500 VAllowable 3.05 k MAllowable 3.22 k-ft o Ratio _ 0.57 _ Ratio 0.83 0.00 , ._ , , OK OK • -0.05 Deflection o TL LL ▪ -0.10 Actual 0.12 in 0.07 in o Criteria 0.35 in 0.18 in Ratio 0.35 0.40 -0.15 OK OK PWU Engineenng Inc.©2013,Software v1.02,3/06/14 tPWU ENGINEERING INC. Email: pwuengineering©comcast.net Ph: (503) 810-8309 :< ,•� PR Fs 'v. r' I CSS f'QtGth, (a 1D , '; r 1 imil i)' EGI A.4,416 .# 11 36t M= 72ar Expires: &-3°-/ ' ` 4. 2ft0VItI • -r G 7 2eo4 /i2q,ZS `r= 1, 7'- < 1. t�'41-LO I h8CE FoR .9 MPszAv DTT 2 orZ DTT 2 Z U C•. s APs° D -tt 2 on -\ DTI 2z. c,c.1 p S I. 't (p - beck (Zk) •. vP 'CO tL' SfPr 0.. W' °'1.504 l2 -7...3064471 2 CAI gckt,1 RA S IDS 1/q.‘10 x 2:72:t W/ I (2:' w b S t C_ PLATE ucCE'. f-t tN C3) tic " .Keay 4 )S @ t,6``m,G. Li f tU' — t2,' wit Sp/r✓ tAl/owCY Rg& b L- PJ —• N° bitir7v8 5, Ae.Nt#iueAv1 oUTQoo1Z ftrtcf1 FIG. SIMPSON Railing Post-to-Deck Framing tn �� W Code Requirements The railing connection is one of the more crucial connections pertaining to safety,and • it is often inadequately constructed. In order to provide the required load resistance When required at the hand rail,the post must not only be fastened to the rim joist, but also tied v Guards shall be located along back into the joist framing.Machine bolts through the post and rim joist alone do many surfaces.more than 30' not typically meet the performance requirements of the code.The details below have above the floor or grade below been shown through testing to resist the forces called out by the codes. including porches,balconies, raised floor areas,stairways, .. ; - landings and open sided Simpson Strong Ties Solutions walking surfaces. IRC 2006,Section R312.1 oHD2A HoIdown: IBC 2006,Section 1013.1 'o ° Horizontal application. ° Hot-dip galvanized Height ' ° o tiommended. DTT2Z o "®; coating recto joist layout _d. Guards shall be a minimum of p 36°tall(IRC)or up to 42°tall - for certain occupancies(IBC). ,. <-/ ik4 -tk IRC 2006,Section R312.1 `// IBC 2006, Section 1013.2 DTT2Z Deck t, 2x8 IMin.) '� 2x8(Min.)-- - Tension Tie: Dun ,r blocking �; deck joists to blocking—` Load Resistance Features layout t _ } i a ZMAX® y- y , - {`,,.r: s `;� v Handrail assemblies and galvanized '_F '` ® I °' t guards shall be able to resist coating. ii --' a single concentrated load of ; _ - �, ,c,,,e 200 pounds,applied in any x: direction at any point along �' the top. For more e.'1.--,'111 r` \/ �. IRC 2006, Table R301.5 • information on this IBC 2006, Section 1607.71 application, see _ Simpson Strong-Tie r.-. technical bulletin i=t :�a ','�"0` g .. ,i7.yt.t-‘: -.. ','!" '." ..j , . T-GRDRLPST _, .� 0,7-1,4 :a.k- - : ' ' :,••.•74.4;Ick X4. ;;~f _ . ' .-.jam.-.,.54r4':_: ' Selection of products based upon `•' °:- - • performance and/or suitability for 4..:1• u: l a specific application should be. `I.- = w► made by a qualified professional. -:='"- - -'ter ' 1 fir` "' "- WIMI'` 11�jl Simpson Strong-Tie recommends % { " a `" 4Il°i `u � -. � _fi 4 t},. e that deck designs be approved ; ,-, exwT �. j-�� by the local building department • '.,.. =__T ... ', before construction begins. ;- =:'• ' _(� '-F't_ _r''� •t ' :' •;: ; GALVANIZED" . .., �°�'�• +%�� Cres ;,... _ .. These products are available with aZMAXn . ', 4ri.', •0 1' "' ,L' For more information on connecting or hot-dip galvanized coating.Stainless-steel . .-r =,5 I�w, - ;;- .,. �k'�-� connectors are also available for higher - .4i�=..,- ,,t4-.1-1.4f:r,.,..'''d r posts inside the rim joist,see exposure environments or applications `, �' ;i;"q?�"'� '- E1 ill- '.��1-,,. Simpson Strong-Tie technical using certain preservative-treated woods. ��a;l;•®4�;a':'�:�;�.��;r�, See page6formoredetails. ',.A.1: '''`1t."`="`` bulletin T-GRDRLPST 1 16 I DECK FRAMING CONNECTION GUIDE r-DECKC0DE09©2009SIMPSON STRONG-TIE COMPANY INC. n; . , DTT2 Deck Post Connectors Page 2 of 4 • Simpson Strong-Tie SDS screws install best with a low speed high torque drill with a 3/8" hex head driver. For Shearwall Installation,see HDU/DTT2. Gallery: ..top roll over images below to see larger image -'''''''...,".,- --.._., !.:ir , •'"---4-Xlk.7iil pig..7t7k2.1 t. -(0 I , i DTT2Z DTT2 installed as Typical Deck-to- i • C). (DTT2SS similar) a lateral connector House Lateral i fiy!for a deck Load Connection � �I\ 1 guardrail post. txj For more i I;\ /6.1- , information on •Iptttt 1 S =,,,.-1". E guardrail post I I € technical bulletin '' r , k . T-GRDRLPST. - , i, e [ t Load Table: See code report listings below ..top w These products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson Strong-Tie for details. Minimum Allowable Tension Load Model a.. Anchor Fasteners Wood Member - DF/SP SPF/HF No. i Diameter Thickness (100).s (160)' (100) (160)1 11/2 1825 1825 1440 1800 DTT2 •,-,y,,; 'A 8-SDS .''4'x116' 3 2000 2145 1440 1835 1.T. 2'_��c..i .., ,. 8,-SDS �:�" 21-`ta 2 i�5 t 1e!5 2105 t.f5 1. The allowable loads have been increased 60%for wind or earthquake loading with no further increase allowed. 2. Load values are valid if the product is flush with the end of the framing member or installed away from the end. 3. The guardrail post illustration above addresses an outward force on the guardrail.An additional DTT2 can be added at the lower bolt to address an inward force. Code Reports (PDFs): "'next ..top LEGACY REPORTS IAPMO UES ICC-ES ESR CITY OF LOS ANGELES STATE OF FLORIDA ICC-ES NER ICC-ES ER ICC-ES ES ER DTT2 No code listing.Please contact us for test data. DTT2SS No code listing.Please contact us for test data. DTT2Z ESR-2330/ESR-2523* RR25720 FL10441 DTT2Z-SDS2.5 No code listing.Please contact us for test data. http://www.strongtie.com/products/connectors/DTT2.asp 11/20/2012 { Strong-Drive® SDS Structural Wood Screw Page 4 of 9 6. Minimum spacing requirements are listed in ICC-ES ESR-2236. Allowable Shear Loads for Wood Side-Plate Applicationss • DF/SP•AItowable Loads'•' Site Model . — : - .........—_ _ _.—__.------.__...__.__...... . , Wo d S`d ale Ti_i kness In (in.) No. . . — _ - .� - �. . _...- - ! % % 1 , 1/ i 1Y 1,�r ( 1% 2'e13I3 ' ---...A` SUS252J0 145 • ! i • • • z ,2 - . SD525212 165 •165. '1 170- 1 lf5 1 i1901 ..> ;I • x,3 SDS25300 165 165 170 i 185 '95 1 205 280' • I, , •-- s ; '4x 3':! SDS25312 1 - 165 - 170- � ..185 i 195. .. 205 i 340 11 • _...._. 65 _ X40', � i i. 50525412 165 l 165 170 185 195' 205 350' 340' -230_ 200 i • • { ( ,x 5 SDS25500 165 165 1 17,0 i. 185 195 i 2.05 t 350' . 34O.WW 230_( 230 I__ 2.00 I • ______ ';':x 6 SDS2SS00 165 ! 165 170 185 >' 195 205 350' i 340_ 340' i 340' 1 340' I 230 200 r 8 SDS25800 165 1t 70 185 • 195 jOa 350; 2 390' ' 350' 34p' ,.i!. �QrJ' j 340' I 230 2.30 � .._.6S 1 ....... ;_ __._—_..__ SPF/HF Allowable Loads' Size Model __._...___......-_.-......__.......-..._..............._._.._.___...__,,.__....___-•----._—....._....—._.____._._._.._.__......_..._.__............._..____...____......_..,...__....._.__..___._._......__..._,..--,..._...._....___.._.._.._.. Wood Side Plate Thickness(in.) = 1 1',4 • iii, i 1 Y� 1% 2'.}x 3 I 3'J'a 1 4 m i 4',/: i !a to — SDS25200 1G5 I • I ':-x 2:% SDS25212 130 i 135 I 130 i 120 1 i 135' • _ I/1,-/..3 -SOS-25300 130 i 140 1.10 150 150 145 200` _ i v,x 3:= SDS25312 130 140 140 i 150 455 i165 _ 245' i 245' x 4Y, SDS25412 130 I 140 140 1 150 155 165 2.50' 245' i 190 I 160 I :.';x 5 SDS25500 130 I 140 1'10 ;i 150 1 155 ` 165 'r, 250'_._.._...22 ys,,......_ 190 i 190 I 160 I • 1 • 6SUS25600 130 I 140 l 140 150 • 155 165 250' 245' 245' _.45' I 245' I 190 1 150 x 8 SUS2590® 130 140 140 i a ?.45'150 i 155 165 250' ; 24:x' 2451 I = 2 45' 195-1 _....19-5 1. Noted loads are based on ICC-ES Code Report ESR-2236 and/or testing per ICC AC233 and assume a minimum main member thickness of the screw length minus the side member thickness.All other allowable loads are based on the 2005 National Design Specification(NDS)and a minimum penetration of 6D= 1.45"into the main member. 2. Values are valid for a connection involving only two members.Where the side and main members have different specific gravities,the lower values shall be used. 3. Allowable loads are also applicable to structural composite lumber(e.g., LVL, PSL, and LSL)having an equivalent specific gravity of 0.50 or greater. 4. Allowable loads are shown at the wood load duration factor of Co= 1.00. Loads may be increased for load duration by the building code up to a o= 1.60. The Designer shall apply all adjustment factors required per NDS. 5. Loads are based on installation into the side grain of the wood members with the screw axis perpendicular to the wood fibers. 6. Loads apply to appropriate stainless-steel models. Allowable•Double-Shear Loads Size Model Allowable Loads(lbs.) j Side Members — --£ - ! DF 1 SP (in.) No, SP1` WOOd Structural : x 3':• SDS25300 355 325 1 305 Panel Rated Sheathing tl I 1 4;,x,V4 . SDS25412 2x Solid Sawn 395 475 335'y 1. Allowable loads are based on Simpson Strong-Tie®laboratory testing with a safety factor of 5 applied to the average ultimate test load. 2. Allowable loads are based on 1 1/2"thick main members and assume no gap between side and main members. 3. Allowable loads are shown at the wood load duration factor of CD=1.00. Loads may be increased for load duration by the building code up to a Co = 1.60.The designer shall apply all adjustment factors required per NDS. http://www.strongtie.com/products/connectors/SDS.asp 11/20/2012 • (2)#4 CONT.MIN @ T.O.W. ��ED PROc�S INFF 9421' i • 111=I I 1=111=1 11--1_11 Krir� Y22- 1111III=111=III /LIP�/ ••ti''-.070-1!•*.••_ 11 "T"BARS Expires:06/30/2014 �� III H..BARS • '� G 1-1/2"CL? ._� 12"WIDE(MIN)DRAIN ROCK UP TO :•.. 12"FROM T.O.W.DRAIN PIPE AT BOTTOM •- • "V"BAR DOWELS • c3 E o = Q • #4 CONT.@ HEEL UJ GARAGE ' _= _'' SLAB ON GRADE �� rr y>•• :. �.•- • e' 4 DIA.DRAIN PIPE PER GEOTECH REPORT rte: •' - —.� 3" •:1!:f;f4!..:-V COMPACTED GRAVEL #4 @ 12"O.C.TYP #4 CONT.TYP C / 9 W Cantilevered Retaining Wall Schedule Generic Retaining Wall For 40pcf ACTIVE H(Ft) W A BCD "V"Bars "H"Bars "T"Bars Lap Length L Dowel Hegith OH 4'-0" 2'-9" 6" 12" 1'-3" 10" #4@18"o.c. #4@t8"o.c. 5'-0" 2'-9" 6" 12" 1'-3" 10" #4@18"o.c. #4@1a"o.c. 6'-0" 3-2" 6" 15" 1'-5" 10" #4@14"o.c. #4@14"o.c. 7'-0" 3-7" 8" 13" 1'-10" 10" #4@13"o.c. #4@13"o.c. 8'-0" 4'-3" 8" 13" 2'-6" 10" #5@13•o.c. #4@12"o.c. #4@18'o.c. 32" 39" 9'-0" 4'-9" 8" 13" 3'-0" 11" #5@10•o.c. #4@12"o.c. #4@18"o.c. 32" 39" 10'-0" 5'-4" 8" 13" 3'-7" 11" #5@7"o.c. #5@1s"a.c. #4@13"o.c. 32" 39" 1. Design values are based on 40pcf ACTIVE: 2. Allowable Soil Beatg_ 1,500 psf,Passive= Not applicable slab rest,Friction=.35 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. GARAGE RET WALL w/SLAB RESTRAINT To specify your own Title ; Slab Restrained Page: special title block here, Job# : Dsgnr. Date: JUL 22,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:lprogram fllestrp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.retainpro.corn/support for latest release Cantilevered Retaining Wall Design Code:IBC 03&06 Registration#:RP-1186685 2007010 L Criteria I Soil Data I Footing Dimensions&Strengths I Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 3.58 ft Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Heel Width = 1.75 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 5.33 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 = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width 0.00 in Key Deptha = 0.00 in Soil Density,Toe 0.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingliSoil Friction = 0.400 Pc= 3,000 psi Fy = 60,000 psi Vertical component of active Soil height to ignore Footing Concrete Density = 150.00 pcf lateral soil pressure options: for passive pressure = 0.00 in Min.As% = 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm.= 3.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads I Lateral Load Applied to Stem ` 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 = 3.00 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 = 4.50 ft Axial Load Applied to Stem Footing Type Line Load Base Axial Dead Load = 0.0 lbs Above/Below -1.0 ft Axial Live Load = 0.0 lbs at BackkofW WaliltSoil = Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in I'Design Summary i Stem Construction -I Top Stem 2nd Stem OK OK Wall Stability Ratios Design Height Above Ftf ft= 3.00 X0.00 Overturning = 1.74 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding I Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Total Bearing Load = 3,615 lbs Rebar Spacing = 13.50 7.50 ...resultant ecc. = 10.60 in Rebar Placed at = Edge Edge Soil Pressure @ Toe = 1,353 psf OK Design Data fb1FB+fa/Fa = 0.753 0.838 Soil Pressure @ Heel = 4 psf OK Total Force @ Section lbs= 1,568.0 3,200.0 Allowable = 1,500 psf Moment....Actuai ft-8= 3,658.7 10,666.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,358 psf Moment Allowable 64= 4,860.1 12,721.9 ACI Factored @ Heel = 4 psf Shear Actual psi= 20.9 43.1 Footing Shear @ Toe = 26.8 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear@ Heel = 23.5 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 6.19 Sliding Calks Slab Resists All Sliding I LAP SPLICE IF ABOVE in= 12.86 17.91 Lateral Sliding Force = 2,370.9 lbs LAP SPLICE IF BELOW in= 12.86 less 100%Passive Force= - 126.0 lbs HOOK EMBED INTO FTG in= 7.92 less 100%Friction Force= - 1,445.9 lbs Masonry Data fm psi= Added Force Req'd = 798.9 lbs NG Fs psi ....for 1.5:1 Stability = 1,984.3 lbs NG Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 03&0 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 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data Pc psi= 3,000.0 3,000.0 Fy psi= 60,000.0 60,000.0 • • To specify your own Title : Slab Restrained Page: special title block here, Job# : Dsgnr. Date: JUL 22,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:\program files\rp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989.2007 www.ietainpro.comlsupport for latest release Cantilevered Retaining Wall Design Code:IBC 03&06 Registration#:RP-1166685 2007010 Footing Design Results Toe Heel Factored Pressure = 1,358 4 psf Mu':Upward = 6,760 56 ft-# Mu':Downward = 1,057 1,895 ft4 Mu: Design = 5,702 1,838 ft4 Actual 1-Way Shear = 26.85 23.53 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 10.50 in,#5@ 16.25 in,#8@ 23.00 in,#7@ 31.50 in,#8@ 41.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S'Fr 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 ft4 Heel Active Pressure = 2,383.5 3.64 8,673.2 Soil Over Heel = 1,191.7 4.79 5,706.1 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) = 1,100.0 3.91 4,304.7 Earth @ Stem Transitions= Total = 2,370.9 O.T.M. = 8,669.3 Footing Weight = 732.9 2.67 1,953.1 Resisting/Overtuming Ratio = 1.74 Key Weight = Vertical Loads used for Soil Pressure= 3,614.8 lbs Vert.component = 5902 5.33 3,146.0 Total= 3,614.8 lbs R.M= 15,109.9 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 8.in Conc w/#4 @ 13.in o/c 1 3/4" 8'-O" 11,-0" •i 10,-0" V 8.in Conc w/#5 @ 7.in o/c "- A i 3'-0" 1 3/4" 2" V V Sliding Restraint • '. 11" #0@0.in @Toe Designer select #0@0.in all horiz . ►-- @ Heel See Appendix A 5,-4„ � r • To specify your own Title • Slab Restrained Page: special title block here, Job# • Dsgnr: Date: JUL 22,2013 use the"Settings"screen Description.... and enter your title block information. This Wall In File:c:tprogram files1rp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code:IBC 03&06 Registration 9:RP-1166685 2007010 Criteria I Soil Data I Footing Dimensions&Strengths Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 3.58 ft Wall height above soil = 1,00 ft Equivalent Fluid Pressure Method Heel Width = 1.75 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 5.33 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 = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pct Key Width 0.00 in Key Soil Density,Toe 0.00 pot Dep0.00 in Wind on Stem = 0.0 psf FootingliSoil Friction = 0.400 Key Distanceh from Toe = 0.00 ft Vertical component of active Soil height to ignore rot 3,000retpsi Fy = 1650.00 psi p forpassivepressure = 0.00 in Footing Concrete Density = 150.00 pd lateral soil pressure options: Min.As% = 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm.= 3.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads ` Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel - 0.0 psf Lateral Load = 0.0#/h Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 3.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&OverturningWall to Ftg CL Dist = 4.50 ft Axial Load Applied to to WI�#fit`L(9 14-"-- Footing Type Line Load ��1. Base Above/Below Soil -1.0 ft Axial Dead Load 500.0 lbs 1.,0A-f) C4€C.Z. at Back of Wall Axial Live Load 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 M *Design Summary I Stem Construction I Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftc ft= 3.00 0.00 Overturning = 1.97 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding! Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Total Bearing Load = 4,615 lbs Rebar Spacing = 13.50 7.50 ...resultant ecc. = 5.06 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,277 psf OK fb/FB+fa/Fa = 0.753 0.838 Soil Pressure @ Heel = 455 psf OK Total Force @ Section lbs= 1,568.0 3,200.0 Allowable = 1,500 psf Moment....Actual 5-4= 3,658.7 10,666.7 Soil Pressure Less Than Allowable ACI Factored @Tce = 1,391 psf Moment.....Allowable 54= 4,860.1 12,721.9 ACI Factored @ Heel = 496 psf Shear Actual psi= 20.9 43.1 Footing Shear @ Toe = 32.1 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 18.8 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 6.19 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 12.86 17.91 Lateral Sliding Force = 2,370.9 lbs LAP SPLICE IF BELOW in= 12.86 less 100%Passive Force= - 126.0 lbs HOOK EMBED INTO FTG in= 7.92 less 100%Friction Force= - 1,645.9 lbs Masonry Data rm psi= Added Force Req'd = 598.9 lbs NG Fs psi= ....for 1.5:1 Stability = 1,784.3 lbs NG Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 03&0 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 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data Pc psi= 3,000.0 3,000.0 Fy psi= 60,000.0 60,000.0 f To specify your own Title ; Slab Restrained Page: special title block here; Job# Dsgnr. Date: JUL 22,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in Fite:c:tprogram filestrp2007texamples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 Code:IBC 03&06 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Registration#:RP-1166685 2007010 LFooting Design Results Toe Heel Factored Pressure = 1,391 496 psf Mu':Upward = 7,631 327 ft-# Mu':Downward = 1,057 1,895 ft-# Mu: Design = 6,573 1,568 ft-# Actual 1-Way Shear = 32.11 18.80 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 9.25 in,#5@ 14.00 in,#6@ 20.00 in,#7(a3 27.25 in,#8@ 35.75 in,#9@ 45 Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S"Fr 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 ft4 Heel Active Pressure = 2,383.5 3.64 8,673.2 Soil Over Heel = 1,191.7 4.79 5,706.1 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 3.91 1,956.7 Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,100.0 3.91 4,304.7 Earth @ Stem Transitions= Total = 2,370.9 O.T.M. = 8,669.3 Footing Weight = 732.9 2.67 1,953.1 Resisting/Overturning Ratio = 1.97 Key Weight = Vert.Component = 590.2 5.33 3,146.0 Vertical Loads used for Soil Pressure= 4,614.8 lbs Total= 4,114.8 lbs R.M. 17,066.6 Vertical component of active pressure used for soil pressure DESIGNER NOTES: • To specify your own Title : Slab Restrained Page: special title block here, Job# : Dsgnr: Date: JUL 22,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:tprogram files1rp2007texamples_rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 Code:IBC 03&06 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Registration#:RP-1166685 2007010 Criteria I Soil Data I Footing Dimensions&Strengths Retained Height = 9.00 ft Allow Soil Bearing . = 1,500.0 psf Toe Width = 3.00 ft above soil = 1.00 ft Equivalent Fluid Pressure Method Heel Width = 1.75 Wall height Heel Active Pressure - 40.0 psf/ft Total Footing Width = 4.75 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 = 300.0 psfHt Key Width = 0.00 in Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pct Key Depth = 0.00 in Soil Density,Toe 0.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingllSoil Friction = 0.400 fc= 3,000 psi Fy = 60,000 psi Vertical component of active Soil height to ignore Footing Concrete Density = 150.00 pcf lateral soil pressure options: for passive pressure = 0.00 in Min.As% = 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm.= 3.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads ` [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 To = 0.00 ft Footing Width = 3.00 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 = 4.50 ft Axial Load Applied to Stemli Footing Type Line Load Base Above/Below Soil = 1.0 ft /tidal Dead Load = 0.0 lbs at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in '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 = 1.80 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding! Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Total Bearing Load = 3,213 lbs Rebar Spacing = 18.00 10.50 ...resultant ecc. = 9.02 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,319 psf OK fb/FB+fa/Fa = 0.628 0.835 Soil Pressure @ Heel = 34 psf OK Total Force @ Section lbs= 1,152.0 2,592.0 Allowable = 1,500 psf Moment...Actual ft-#= 2,304.0 7,776.0 Soil Pressure Less Than Allowable Moment....Allowable ff#= 3,671.3 9,3092 ACI Factored @ Toe = 1243 psf ACI Factored @ Heel = 34 psf Shear Actual psi= 15.4 34.9 Footing Shear @ Toe = 22.4 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 20.1 psi OK Wall Weight psf= 100.0 100.0 Allowable = 822 psi Rebar Depth 'd' in= 6.25 6.19 Sliding Calks Slab Resists All Sliding I LAP SPLICE IF ABOVE in= 12.00 17.84 LAP SPLICE IF BELOW in= 12.00 • Lateral Sliding Force = 1,954.2 lbs HOOK EMBED INTO FTG in= 4.75 less 100%Passive Force= - 126.0 lbs Masonry Data less 100%Friction Force= - 1,285.1 lbs fm psi= Added Force Req'd = 543.1 lbs NG Fs psi= ....for 1.5:1 Stability = 1,520.2 lbs NG Solid Grouting = Load Factors Use Full Stresses Building Code IBC 03&0 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 Masonry Design Method = ASD Wind,W 1,600 Seismic,E 1.000 Concrete Data fc psi= 3,000.0 3,000.0 Fy psi= 60,000.0 60,000.0 To specify your own Title : Slab Restrained Page: special title block here, Job# : Dsgnr. Date: JUL 22,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:lprogram flles1rp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.retalnpro.comisupport for latest release Cantilevered Retaining Wall Design Code:IBC 03806 Registration#:RP-1166685 2007010 _Footing Design Results Toe Heel Factored Pressure = 1,343 34 psf Mu':Upward = 4,803 79 ft-# Mu':Downward = 743 1,638 ft-# Mu: Design = 4,060 1,560 ft- Actual 1-Way Shear = 22.45 20.06 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 15.00 in,#5@ 23.00 in,#6@ 32.50 in,#7@ 44.50 in,#8@ 48.25 in,#9©4 Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S.Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,966.8 3.31 6,501.4 Soil Over Heel = 1,072.5 4.21 4,513.4 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) = 1,000.0 3.33 3,333.3 Earth @ Stem Transitions= Total = 1,954.2 O.T.M. = 6,497.5 Footing Weighl = 653.1 2.38 1,551.2 Resisting/Overtuming Ratio = 1.80 Key Weight = Vertical Loads used for Soil Pressure= 3,212.7 lbs Vert.Component = 487.1 4.75 2,313.6 Total= 3,212.7 lbs R.M= 11,711.5 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 8.in Conc w/#4 @ 18.in o/c ate A sS 1 3/4" !' • • 10,-0.. g,-0" •=i• , 8.in Conc w/#5 Q 10-in o/c A • f 13/4" • Sliding Restraint 11" 3" #0@0.in @Toe Designer select #OQO.in 3-0" all horiz.reinf. � (f4 Heel See Appendix A 4'_g" • To specify your own Title : Slab Restrained Page: special title block here, Job# : Dsgnr. Date: JUL 22,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:\program files1rp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code:IBC 03&06 Registration#:RP-1166685 2007010 Criteria 1 Soil Data ` Footing Dimensions&Strengths 1 Retained Height = 9.00 ft Allow Soil Bearing = 1,500.0 psf Tce Width = 3.00ft Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Heel Width = 1.75 Heel Active Pressure = 40.0 psf/ft Total Footing Width4.75 Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf/it Footing Thickness = 11.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width 0.00 in Key Depth = 0.00 in Soil Density,Toe 0.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingilSoil Friction = 0.400 Soil height to ignore f c= 3,000 psi Fy = 60,000 psi Vertical component of active 9 i9 Footing Concrete Density = 150.00 pcf lateral soil pressure options: for passive pressure = 0.00 in Min.As°h = 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm.= 3.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads ` Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel - 0.0 psi Lateral Load = 0.0#1ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 3.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning j{/ W Wall to Ftg CL Dist = 4.50 ft Axial Load Applied to S tom/(OC;644 I WI i Footing Type Line Load Base Axial Dead Load = 500.0 lbs CASE.Z at Back of WAbove/Below Soil = -1.0 ft Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = *Design Summary 1 Stem Construction I Top Stem 2nd Stem Stem Wall Stability Ratios Design Height AboveFtl: ft= 3.00 0.00 Overturning = 2.06 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding! Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Total Bearing Load = 4,213 lbs Rebar Spacing = 18.00 10.50 ...resultant ecc. = 4.15 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,275 psf OK fb/FB+fa/Fa = 0.628 0.836 Soil Pressure @ Heel = 499 psf OK Total Force @ Section lbs 1,152.0 2,592.0 Allowable = 1,500 pa., Moment...Actual ft-#= 2,304.0 7,776.0 Soil Pressure Less Than Allowable Moment Allowable 114= 3,671.3 9,309.2 ACI Factored @ Toe = 1,413 psf ACI Factored @ Heel = 553 psf Shear Actual psi= 15.4 34.9 Footing Shear @ Toe = 27.3 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 15.1 psi OK Wall Weight psf= 100.0 100.0 Allowable = 822 psi Rebar Depth 'd' in= 6.25 6.19 Sliding Calks Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 12.00 17.84 Lateral Sliding Force = 1,954.2 lbs LAP SPLICE IF BELOW in= 12.00 less 100%Passive Force= - 126.0 lbs HOOK EMBED INTO FTG in= 4.75 less 100%Friction Force= - 1,485.1 It* Masonry Data fm psi= Added Force Req'd = 343.1 lbs NG Fs psi= ....for 1.5:1 Stability = 1,320.2 lbs NG Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 03&0 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 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 3,000.0 3,000.0 Fy psi= 60,000.0 60,000.0 .. To specify your own Title : Slab Restrained Page: special title block hers, Job# : Dsgnr: Date: JUL 22,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:tprogram files\rp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.retalnpro.comisupport for latent release Cantilevered Retaining Wall Design Code:IBC 03&06 Registration#:RP-1166685 2007010 I_Footing Design Results Toe Heel Factored Pressure = 1,413 553 psf Mu':Upward = 5,545 363 ft-# Mu':Downward = 743 1,638 84 Mu: Design = 4,802 1,27584 Actual 1-Way Shear = 27.27 15.09 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 12.50 in,#5@ 19.50 in,#6@ 27.50 in,#7@ 37.50 in,#8@ 48.25 In,#9@ 4 Heel Reinforcing = None Speed Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Speed Key: No key defined Summary of Overturning&Resisting Forces&Moments ' OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs It 114 lbs ft 84. Heel Active Pressure = 1,966.8 3.31 6,501.4 Soil Over Heel = 1,072.5 4.21 4,513.4 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 3.33 1,666.7 Load @ Stem Above Soil= Soil Over Toe = • • Surcharge Over Toe = Stem Weight(s) = 1,000.0 3.33 3,333.3 Earth @ Stem Transitions= Total = 1,954.2 O.T.M. = 6,497.5 Footing Weight = 653.1 2.38 1,551.2 Resisting/Overturning Ratio = 2.06 Key Weight = Vertical Loads used for Soil Pressure= 4,212.7 lbs Vert Component = 487.1 4.75 2,313.6 Total= 3,712.7 lbs R.M.= 13,378.2 Vertical component of active pressure used for soil pressure DESIGNER NOTES: To specify your own Title : Slab Restrained Page: special title block here, Job# : Dsgnr. Date: JUL 22,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:lprogram filestrp2007'iexamples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code:IBC 03 806 Registration#:RP-1166685 2007010 Criteria ` Soil Data Footing Dimensions&Strengths I Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 2.50 ft Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Heel Width 1.75 Heel Active Pressure =40.0 psf/ft Total Footing Width4.25 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 = 300.0 psf/ft ht over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width 0.00 in Water height Key Depth = 0.00 in Soil Density,Toe 0.00 pct Key Distance from Toe = 0.00 ft Wind on Stern = 0.0 psf FootingllSoil Friction = 0.400 Soil height to ignorefc= 3,000 psi Fy = 60,000 psi Vertical component of active 9Footing Concrete Density = 150.00 pcf lateral soil pressure options: for passive pressure = 0.00 in Min.As% = 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm= 3.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads ' Lateral Load Applied to Stem ; 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 = 3.00 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 = 4.50 ft Axial Load Applied to Stem V Footing Type Line Load • Base Above/Below Soil = _1,0 ft Axial Dead Load = 0.0 lbs at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary I Stem Construction Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above FtE ft= 3.00 0.00 Overturning = 1.93 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding! Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Total Bearing Load = 2,771 lbs Rebar Spacing = 18.00 13.25 ...resultant ecc. = 7.03 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,191 psf OK fb/FB+fa/Fa = 0.363 0.731 Soil Pressure @ Heel = 113 psf OK Total Force @ Section lbs= 800.0 2,048.0 Allowable = 1.500 psf Moment...Actual ft4= 1,333.3 5,461.3 Soil Pressure Less Than Allowable ACI Factored @Tce = 1,230 psf Moment...Allowable ft4= 3,671.3 7,468.5 ACI Factored @ Heel = 116 psf Shear....Actual psi= 10.7 27.6 Footing Shear @ Toe = 20.7 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 18.3 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 6.19 Sliding Gales Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 12.00 15.62 Lateral Sliding Force = 1,550.1 lbs LAP SPLICE IF BELOW in= 12.00 HOOK EMBED INTO FTG in= 4.15 less 100%Passive Force= - 104.2 lbs less 100%Friction Force = - 1,108.4 lbs Masonry Data Pm psi= Added Force Req'd = 337.6 lbs NG Fs psi= ....for 1.5:1 Stability = 1,112.6 lbs NG Solid Grouting = Load Factors Use Full Stresses Building Code IBC 03&0 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 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 3,000.0 3,000.0 Fy psi= 60,000.0 60,000.0 • To specify your own Title : Slab Restrained Page: special title block here, Job# : Dsgnr: Date: JUL 22,2013 use the"Settings"screen Description.... and enter your title block information. This Wall In File:cAprogram filestrp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.retainpro.com/supportforlatestrelease Cantilevered Retaining Wall Design Code:IBC 03&06 Registration#:RP-1166685 2007010 Footing Design Results Toe Heel Factored Pressure = 1,230 116 psf Mu':Upward = 3,162 124 ft4 Mu':Downward = 469 1,378 ft4 Mu: Design = 2,693 1,254114 Actual 1-Way Shear = 20.68 18.28 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 17.25 in,#5@ 26.50 in,#6@ 37.75 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S'Fr Key Reinforcing = None Spec'd Key: No key defined [lummary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft4 Heel Active Pressure = 1,560.6 2.94 4,595.0 Soil Over Heel = 953.3 3.71 3,535.3 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) _ 900.0 2.83 2,550.0 Earth @ Stem Transitions= Total = 1,550.1 O.T.M. = 4,592.1 Footing Weight = 531.3 2.13 1,128.9 Resisting/Overturning Ratio = 1.93 Key Weight = Vertical Loads used for Soil Pressure= 2,771.0 lbs Vert.Component = 386.5 4.25 1,642.5 Total= 2,771.0 lbs R.M= 8,856.6 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 8.in Concw/#4 @ 1B.in ofc `T, 1 1-01 A ✓'riv ': 1 3/4" '*. 6'-0" ✓`s ? 9'-0" -_- ` 8'-0" 8.in Conc w/#5 @ 13.in o/c ry. A j. ''';;Ili'i:"Il1 3/4" 2" Sliding Restraint 4 a. -�:- _•.' 10" 1 tt4 `s:= 3" V #0@0.in @Toe Designer select #0@0.in all horiz.reinf.I 2-6 114..411 1 g . @ Heel See Appendix A 4'-3" To specify your own Title : Slab Restrained Page: special title block here, Job# : Dsgnr. Date: JUL 22,2013 use the"Settings"screen Description.... and enter your title block information. . This Wall in File:c_\program files\rp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code:IBC 03&06 Registration#:RP-1166685 2007010 Criteria • I Soil Data I Footing Dimensions&Strengths I Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width 2.50 ft Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Heel Width = 1.75 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 4.25 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 = 300.0 psf/ft height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width 0.00 in Water Key Depth = 0.00 in Soil Density,Toe 0.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingilSoil Friction = 0.400 fc= 3,000 psi Fy = 60,000 psi Vertical component of active Soil height to ignore Footing Concrete Density = 150.00 pcf lateral soil pressure options: for passive pressure = 0.00 in Min.As% = 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm.= 3.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads ` 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 = 3.00 ft Surcharge Over Toe = 0.0 psf Eccentricity = 0.00 in ...Height to Bottom 0.00 ft Used for Sliding&Overturning #/�l \\LANA fide Wall to Ftg CL Dist = 4.50 ft Axial Load Applied to PC° /` Footing Type Line Load Base Above/Below Soil -1.0 ft Axial Dead Load = 500.0 lbsCAS‘ at Back of Wall Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary I Stem Construction I Top Stern 2nd Stem OK Stern OK Wall Stability Ratios Design Height Above Ftg ft= 3.00 0.00 Overturning = 2.24 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding I Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Total Bearing Load = 3,771 lbs Rebar Spacing = 18.00 13.25 ...resultant ecc. = 2.91 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,191 psf OK fb/FB+fa/Fa = 0.363 0.731 Soil Pressure @ Heel = 583 psf OK Total Force @ Section lbs= 800.0 2,048.0 Allowable = 1,500 psf Moment....Actual 54= 1,333.3 5,461.3 Soil Pressure Less Than Allowable ACI Factored @Toe = 1,346 psf Moment Allowable 54= 3,671.3 7,468.5 ACI Factored @ Heel = 659 psf Shear....Adual psi= 10.7 27.6 Footing Shear @ Toe = 26.1 psi OK Shear.....Allowable psi= 82.2 82.2 Footing Shear @ Heel = 12.4 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 6.19 Sliding Calks Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 12.00 15.62 Lateral Sliding Force = 1,550.1 lbs LAP SPLICE IF BELOW in= 12.00 less 100%Passive Force= - 104.2 lbs HOOK EMBED INTO FTG in= 4.15 less 100%Friction Force = - 1,308.4 lbs Masonry Data fm psi= Added Force Req'd = 137.6 lbs NG Fs psi= ....for 1.5:1 Stability = 912.6 lbs NG Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 03&0 Modular Ration' Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.800 Masonry Block Type = Medium Weight Wind,W 1.600 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 3,000.0 3,000.0 Fy psi= 60,000.0 60,000.0 To specify your own Title :Slab Restrained Page: ' special title block here, Job# : Dsgnr. Date: JUL 22,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:lprogram fileslrp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.retalnpro.comisupport for latest release Cantilevered Retaining Wall Design Code:IBC 03&06 Registration#:RP-1166685 2007010 Footing Design Results Toe Heel Factored Pressure = 1,346 659 psf Mu':Upward = 3,786 421 11-# Mu':Downward = 469 1,378 ft-# Mu: Design = 3,318 957 ft-# Actual 1-Way Shear = 26.06 12.40 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd TOe: #4Q 15.75 in,#54p 24.25 in,#6©34.50 in,#7@ 47.00 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S'Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1560.6 2.94 4,595.0 Soil Over Heel = 953.3 3.71 3,535.3 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 2.83 1,416.7 Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 900.0 2.83 2,550.0 Earth©Stem Transitions= Total = 1,550.1 O.T.M. = 4,592.1 Footing Weight = 531.3 2.13 1,128.9 Resisting/Overturning Ratio = 2.24 Key Weight = Vert.Component = 386.5 4.25 1,642.5 Vertical Loads used for Soil Pressure= 3,771.0 lbs Total= 3,271.0 lbs R.M.= 10,273.3 Vertical component of active pressure used for soil pressure DESIGNER NOTES: To specify your own Title : Slab Restrained Page: special title block here, Job# : Dsgnr. Date: JUL 22,2013 use the"Settings"screen Description.... and enter your title block information. This Wall In File:c:lprogram files1rp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 Code:IBC 03&06 www.retalnpro.corn/aupportforlatestrelease Cantilevered Retaining Wall Design Registration#:RP-1166685 2007010 Criteria I Soil Data I _Footing Dimensions&Strengths 1 Allow Soil Bearing = 1,500.0 psf Toe Width = 1.83 ft Retained Height = 7.00 ft = 1.75 Wall height above soil = 1.00 ft Equivalent Fluid PressurePressure Method Heel Width Heel Active = 40.0 psf/ft Total Footing Width = 3.58 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 = 300.0 psf/ft Key Width = 0.00 in Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Depth = 0.00 in Soil Density,Toe 0.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingilSoil Friction = 0.400 fc= 3,000 psi Fy = 60,000 psi Soil height to ignore FootingConcrete Density = 150.00 pcf Verticalasoilomposurt of active forpassivepressure = 0.00 in lateral pressure options: Min.As% = 0.0018 USED for Soil Pressure. Cover CO Top = 2.00 in @ Btm.= 3.00 in USED for Sliding Resistance. USED for Overtuming Resistance. Surcharge Loads Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/it Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 3.00 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 = 4.50 ft Axial Load Applied to Stem Footing Type - Line Load Base Above/Below Soil 1.0 ft Axial Dead Load = 0.0 lbs at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary 1 L Stem Construction I Top SStem tem Sternd OK Wall Stability Ratios Design Height Above Ftc ft= 3.00 0.00 Overtuming = 1.92 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding! Thickness = 8.00 8.00 Rebar Size = # 4 # 4 Total Bearing Load = 2,386 lbs Rebar Spacing = 18.00 13.50 ...resultant ecc. = 6.63 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,283 psf OK tb/FB+fa/Fa = 0.186 0.753 Soil Pressure©Heel = 50 psf OK Total Force @ Section lbs= 512.0 1,568.0 Allowable = 1,500 psf Moment....Actual ft-#= 682.7 3,658.7 Soil Pressure Less Than Allowable Moment Allowable ft-#= 3,671.3 4,860.1 ACI Factored @ Toe = 1,344 psf ACI Factored @ Heel = 52 psf Shear.....Actual psi= 6.8 20.9 Footing Shear @ Toe = 15.9 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 15.4 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 6.25 Sliding Calks Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 12.00 12.86 LAP SPLICE IF BELOW in= 12.00 Lateral Sliding Force = 1,216.8 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 104.2 lbs Masonry Data less 100%Friction Force= - 954.2 lbs fm psi= Added Force Req'd = 158.4 lbs NG Fs psi= ....for 1.5:1 Stability = 766.8 lbs NG Solid Grouting = Load Factors Use Full Stresses Building Code IBC 03 8.0 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 Masonry Design Method = ASD Seismic,E 7.000 Concrete Data fc psi= 3,000.0 3,000.0 Fy psi= 60,000.0 60,000.0 To specify your own Title : Slab Restrained Page: special title block here, Job# : Dsgnr. Date: JUL 22,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:tprogram filesVp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.retalnpro-com/supportfor latest release Cantilevered Retaining Wall Design Code:IBC 03&06 Registration#:RP-1166685 2007010 Footing Design Results Toa Heel Factored Pressure = 1,3.44 52 psf Mu':Upward = 1,881 107 114 Mu':Downward = 251 1,157 84 Mu: Design = 1,630 1,050 84 Actual 1-Way Shear = 15.88 15.35 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S'Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Speo'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 = 834.2 3.04 2,534.5 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) = 800.0 2.16 1,730.7 Earth @ Stem Transitions= Total = 1,216.8 O.T.M. = 3,201.5 Footing Weight =- 447.5 1.79 801.0 Resisting/Overtuming Ratio = 1.92 Key Weight = Vertical Loads used for Soil Pressure= 2,385.6 lbs Vert.Component = 303.9 3.58 1,088.0 Vertical component of active pressure used for soil pressure Total= 2,385.6 lbs R.M.= 6,154.2 DESIGNER NOTES: 8.in Conc w/#4 @ 18.in o/c • 1-0 • • ~-1 3/4" 5'-0" 8.in Conc w/#4 @ 13.in o/c 3'-0" --►;�—13/4" 2" Sliding RestraintA ► 'ii ;`' :! 10" @Toe Designer select @ all horiz.reinf.t ►4 @ Heel See Appendix A 3'-7" To specify your own Title : Slab Restrained Page: special title block here, Job# : Dsgnr. Date: JUL 22,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:lprogram fileslrp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 Code:IBC 03&06 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Registration#:RP-1166685 2007010 Criteria1 Soil Data 1 Footing Dimensions&Strengths Allow Soil Bearing = 1,500.0 psf Toe Width = 1.83 ft Retained Height = 7.00 ft Equivalent Fluid Pressure Method Heel Width = 1.75 Wall height above soil = 1.00 ft Heel Active Pressure = 40.0 psfi t Total Footing Width = 3.58 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 = 300.0 psfHt Key Width = 0.00 in Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Depth = 0.00 in Soil Density,Toe 0.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingllSoil Friction = 0.400 1 c= 3,000 psi Fy = 60,000 psi Vertical component of active Soil height to ignore Footing Concrete Density = 150.00 pcf lateral soil pressure options: for passive pressure = 0.00 in Min As% = 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm= 3.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Lateral Load Applied to Stem ` Adjacent Footing Load111 Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#Jft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 3.00 ft Surcharge Over Toe = 0.0 psf = p Eccentricity 0.00 in rg P ...Height to Bottom �l CNC�ltWAD Used for Sliding&Overturning Wall to Ftg CL Dist = 4.50 ft /1(9(� Footing Type Line Load Axial Load Applied to S � l�J` Base Above/Below Soil Axial Dead Load 500.0 lbs V Cilt .1., at Back of Wall = -1.0 ft Axial Live Load 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary Stem Construction -I Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftp ft= 3.00 0.00 Overturning = 2.26 OK Wall Material Above"HP = Concrete Concrete Slab Resists All Sliding! Thickness = 8.00 8.00 Rebar Size = # 4 # 4 Total Bearing Load = 3,386 lbs Rebar Spacing = 18.00 13.50 ,..resultant ecc. = 3.35 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,388 psf OK fb/FB+fa/Fa = 0.186 0.753 Soil Pressure @ Heel = 504 psf OK Total Force @ Section lbs= 512.0 1,568.0 Allowable = 1,500 psf Moment...Actual ft-#= 682.7 3,658.7 Soil Pressure Less Than Allowable Moment....Allowable ft-ft= 3,671.3 4,860.1 ACI Factored @ Toe = 1,598 psf ACI Factored @ Heel = 580 psf Shear Actual psi= 6.8 20.9 Footing Shear @ Toe = 20.9 psi OK Shear Allowable psl= 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 6.25 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 12.00 12.86 LAP SPLICE IF BELOW in= 12.00 Lateral Sliding Force = 1,216.8 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 104.2 lbs Masonry Data less 100%Friction Force = - 1,154.2 lbs I'm psi Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 566.8 lbs NG Solid Grouting = Load Factors _ Use Full Stresses = Building Code IBC 03&0 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 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data Pc psi= 3,000.0 3,000.0 Fy psi= 60,000.0 60,000.0 To specify your own Tale : Slab Restrained Page: special title block here, Job# : Dsgnr: Date: JUL 22,2013 use the"Settings"screen Description.... and enter your title block information. This Wall In File:c:lprogram files\rp2007lexamples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989.2007 Code:IBC 03&06 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Registration ii:RP-1188885 2007010 Footing Design Results r Toe Heel Factored Pressure = 1,598 580 psf Mu':Upward = 2,385 401 ft4 Mu':Downward = 251 1,157 ft4 Mu: Design = 2,134 756 ft-# Actual 1-Way Shear = 20.89 9.50 psi table Sizes&Spacings Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable P 9s Toe Reinforcing = None Spec'd Toe: #4©17.25 in,#5@ 26.50 in,#6@ 37.75 in,#7©48.25 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S'Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs R ft-# Heel Active Pressure = 1,227.2 2.61 3,204.4 Soil Over Heel = 834.2 3.04 2,534.5 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 2.16 1,081.7 Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 800.0 2.16 1,730.7 Earth©Stem Transitions= Total = 1,216.8 O.T.M. = 3,201.5 Footing Weight = 447.5 1.79 801.0 Resisting/Overturning Ratio = 2.26 Key Weight = Vertical Loads used for Soil Pressure= 3,385.6 lbs Vert.Component = 303.9 3.58 1,088.0 Total= 2,885.6 lbs R.M. 7,235.8 Vertical component of active pressure used for soil pressure DESIGNER NOTES: To specify your own Tule : Slab Restrained Page: special title block here, Job# : Dsgnr: Date: JUL 22,2013 use the"Settings"screen Description.... and enter your title block Information. This Wall in File:c:lprogram filestrp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code:IBC 03&06 Registration#:RP-1166685 2007010 Criteria I Soil Data I Footing Dimensions&Strengths 1 Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.33 ft Wall height above soil = 1.00 ft - Equivalent Fluid Pressure Method Heel Width = 1.75 Heel Active Pressure 40.0 psf/ft Total Footing Width3.08 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 = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width 0.00 in Key Depth = 0.00 in Soil Density,Toe 0.00 pcf Key Distance from Toe = 0.00 ft Wind on Stern = 0.0 psf FootingljSoil Friction = 0.400 Soil height to ignorefc = 3,000 psi Fy = 60,000 psi Vertical component of active gFooting Concrete Density = 150.00 pcf lateral soil pressure options: for passive pressure = 0.00 in Min.As% = 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm= 3.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads I Lateral Load Applied to Stem ` 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 = 3.00 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 = 4.50 ft LAxial Load Applied to Stem ; Footing Type Line Load . Base Above/Below Soil = _1.0 ft Axial Dead Load = 0.0 lbs at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary 1 Stem Construction I Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftf ft= 3.00 0.00 Overturning = 1.96 OK Wall Material Above"Hr' = Concrete Concrete Slab Resists All Sliding! Thickness = 6.00 6.00 Rebar Size = # 4 # 4 Total Bearing Load = 1,966 lbs Rebar Spacing = 12.00 14.50 ...resultant ecc. = 6.06 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,266 psf OK ib/FB+fa/Fa = 0.079 0.757 Soil Pressure @ Heel = 11 psf OK Total Force @ Section lbs= 288.0 1,152.0 Allowable = 1,500 psf Moment....Actuai ft-#= 288.0 2,304.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,341 psf Moment Allowable ft#= 3,648.0 3,044.3 ACI Factored @ Heel = 11 psf Shear Actual psi= 5.6 22.6 Footing Shear @ Toe = 10.3 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear@ Heel = 13.3 psi OK Wall Weight psf= 75.0 75.0 ` Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 4.25 Sliding Calcs Slab Resists All Sliding I LAP SPLICE IF ABOVE in= 12.00 12.93 Lateral Sliding Force = 923.5 lbs LAP SPLICE IF BELOW in= 12.00 less 100%Passive Force= - 104.2 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force= - 786.5 lbs Masonry Data fm psi Added Force Req'd = 32.8 lbs NG Fs psi= ....for 1.5:1 Stability = 494.5 lbs NG Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 03&0 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 1.800 Masonry Design Method = ASD Seismic E 1.000 Concrete Data fc psi= 3,000.0 3,000.0 Fy psi= 60,000.0 60,000.0 To specify your own Title : Slab Restrained Page: special title block here, Job# : Dsgnr. Date: JUL 22,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:lprogram files\rp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code:IBC 03&06 Registration 0:RP-1166685 2007010 Footing Design Results Toe Heel Factored Pressure = 1,341 11 psf Mu':Upward = 1,016 149 ft4 Mu':Downward = 133 1,198 84 Mu: Design = 884 1,049 ft-# Actual 1-Way Shear = 10.31 13.29 psi Other Acceptable Sizes&Spacings Allow 1-Way Shear = 82.16 82.16 psiP Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S'Fr Heel Reinfordng = None Spec'd Heel:Not req'd,Mu<S'Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# _ lbs ft 84l Heel Active Pressure = 933.9 2.28 2,127.2 Soil Over Heel = 825.0 2.46 2,025.4 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) = 525.0 1.58 829.5 Earth @ Stem Transitions= Total = 923.5 O.T.M. = 2,124.3 Footing Weight = 385.0 1.54 592.9 Resisting/Overtuming Ratio = 1.96 Key Weight = Vertical Loads used for Soil Pressure= 1,966.3 lbs Vert.Component = 231.3 3.08 712.3 Total= 1,966.3 lbs R.M.= 4,160.1 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 10" 6.in Concw/#4 @y1.in o/c i 1`+, 1.-0" v 1 3/4" 6-in Conc w/#4 @ 14.in o/c 3,-0" 1 3/4" 2" Sliding Restraint • s :�„a;.;;;' ;r'.;;; 10„• #0@0.in @Toe Designer select #0@0.in all horiz-reinf. ►ice @ Heel See Appendix A 3'-1" To specify your own Title : Slab Restrained Page: special title block here, Job# : Dsgnr. Date: JUL 22,2013 use the"Settings"screen Description.... and enter your title block Information. This Wall In File:c:\program files\rp2007texamples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 Code:IBC 03&06 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Registration#:RP-1166685 2007010 Criteria r Soil Data I Footing Dimensions&Strengths I Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.42 ft Equivalent Fluid Pressure Method Heel Width 1.75 Wall height above soil = 1.00 ft Heel Active Pressure 40.0 psf/ft Total Footing Width = 3.17 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 = 300.0 psf/ft Key Width = 0.00 in Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pd Key Depth = 0.00 in Soil Density,Toe 0.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Footing((Soil Friction = 0.400 Pc = 3,000 psi Fy = 60,000 psi Vertical component of active Soil height to ignore Footing Concrete Density = 150.00 pcf lateral soil pressure options: for passive pressure = 0.00 in Min.As% = 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm= 3.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads ` Lateral Load Applied to Stem ` 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 _ 3.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturningkorsb Wali to Ftg CL Dist = 4.50 ft Axial Load Applied to ' em 1� W/(,�7m"� Footing Type Line Load Base Above/Below Soil Axial Dead Load = 500.0 lbs 7 CASE Z' at Back of Wall -1.0 ft Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 i {"Design Summary 4 [Stem Construction I Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 3.00 0.00 Overturning = 2.43 OK Wall Material Above"Hf' = Concrete Concrete Slab Resists All Sliding I Thickness = 6.00 6.00 Rebar Sae = # 4 # 4 Total Bearing Load = 2,978 lbs Rebar Spacing = 12.00 14.50 ...resultant ecc. = 3.37 in Rebar Placed at = Edge Edge Design Data Soil Pressure©Toe = 1,439 psf OK fb/FB+fa/Fa = 0.079 0.757 Soil Pressure @ Heel = 440 psf OK Total Force Section lbs 288.0 1,152.0 Allowable = 1,500 psf Moment....Actual ft-#= 288.0 2,304.0 Soil Pressure Less Than Allowable Moment....Allowable ft-#= 3,648.0 3,044.3 ACI Factored @ Toe = 1,689 psf ACI Factored @ Heel = 517 psf Shear Actual psi= 5.6 22.6 Footing Shear @ Toe = 15.5 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear©Heel = 6.8 psi OK Wall Weight psf= 75.0 75.0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 4.25 Sliding Calcs Slab Resists All Sliding I LAP SPLICE IF ABOVE in= 12.00 12.93 Lateral Sliding Force = 923.5 lbs LAP SPLICE IF BELOW in= 12.00 HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 104.2 lbs less 100%Friction Force = - 991.0 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 290.0 lbs NG Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 03&0 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 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data Pc psi= 3,000.0 3,000.0 Fy psi= 60,000.0 60,000.0 To specify your own Title : SlabRestrained Page: special title block here, Job# : Dsgnr: Date: JUL 222013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:tprogram filestrp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 Code:IBC 03 8 06 www.retalnpro.comisupport for latest release Cantilevered Retaining Wall Design Registration#:RP-1166685 2007010 LFooting Design Results 1 Toe Heel Factored Pressure = 1,689 517 psf Mu':Upward = 1,526 524 64 Mu':Downward = 151 1,198 ft-# Mu: Design = 1,375 67584 Actual 1-Way Shear = 15.50 6.81 psi Other Acceptable Sizes 8 Spacings Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S•Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S'Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft 84 lbs ft 84 Heel Active Pressure = 933.9 2.28 2,127.2 Soil Over Heel = 825.0 2.55 2,099.6 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 1.67 835.0 Load @ Stem Above Soil= Soil Over Toe Surcharge Over Toe = Stem Weight(s) = 525.0 1.67 876.8 Earth @ Stem Transitions= Total = 923.5 O.T.M. = 2,124.3 Footing Weight = 396.3 1.59 628.1 Resisting/Overtuming Ratio = 2.43 Key Weight = Vert Component = 231.3 3.17 733.1 Vertical Loads used for Soil Pressure= 2,977.5 lbs Total= 2,477.5 lbs RM.== 5,172.6 Vertical component of active pressure used for soil pressure DESIGNER NOTES: IV 6.in Conc w/#4 @)21n o/c 1 A A 4'-0" 1 3/4" 6.inConc w/#4@14.ino/c V 6'0" 3'-0" 1 3/4" 2" Sliding Restraint :-.,].5,-;_;,,,,f..----y,:-1,...!'.:-:-:'...,1.,',..,.!-7.-r�'. - ,f,-,',ii,,,,''':cay i 10" 111 @Toe ' Designer select 1'-5" #0@0.in all horiz reinf. ► -110 @ Heel See Appendix A 3'-2" ii Title : 4'generic 40pcf slab restrained Page: To specify your own block here, Job# : Dsgnr: Date: AUG 12,2009 speccialialtitleDescription.... use the"Settings"screen and enter your title block information. This Wall in File:c:\documents and settings\all users\docu Retain Pro 2007.16-Apr-2008.(c)1989-2008 Code: IBC 2006 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Registration#:RP-1166685 2007013 Criteria ' L Soil Data 1 ! Footing Dimensions_& Strengths 1 Allow Soil Bearing = 1,500.0 psf Toe Width 1.25 ft Retained Height = 4.00 ft Equivalent Fluid Pressure Method Heel Width = 1.50 Wall height above soil = 0.00 ft Heel Active Pressure = 40.0 psf/ft Total Footing Width = 2.75 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,Heel = 110.00 pcf Key Depth = 0.00 in Soil Density,Toe 0.00 pcf Key Distance from Toe = 3.00 ft Wind on Stem = 0.0 psf FootingilSoil Friction = 0.350 fc = 2,000 psi Fy = 60,000 psi Soil height to ignore Footing Concrete Density = 150.00 pcf Vertical component of active for passive pressure = 0.00 in Min.As% = 0.0018 lateral soil pressure options: USED for Soil Pressure. Cover @ Top = 2.00 in @ Btrn.= 3.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads 1 1 Lateral Load Applied to Stem , I Adjacent Footing Load ! Lateral Load Adjacent Footing Load 0.0 lbs Surcharge Over Heel = 0.0 psf = 0.0#/ft Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0 00 ft= 0.00 in Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft I Footing Type Line Load Axial Load Applied to Stem t Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in *Design Summary I Stem Construction ' Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.98 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding ! Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 1,199 lbs Rebar Spacing = 18.00 ..-resultant ecc. = 1.68 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 570 psf OK fb/FB+fa/Fa = 0.278 Soil Pressure @ Heel = 303 psf OK Total Force @ Section lbs= 512.0 Allowable = 1,500 psf Moment....Actual ft-#= 682.7 Soil Pressure Less Than Allowable Moment Allowable = 2,455.6 ACI Factored @ Toe = 618 psf Shear Actual psi= 10.0 ACI Factored @ Heel = 328 psf Shear Allowable psi= 75.0 Footing Shear @ Toe = 3.9 psi OK Wall = 75.0 Footing Shear @ Heel = 5.4 psi OK Wall Weightgth 'd' in= 4.255. Allowable = 67.1 psi ReLAP SPLICE IF ABOVE in= 12.00 Sliding Calcs Slab Resists All Sliding ! LAP SPLICE IF BELOW in= Lateral Sliding Force = 456.8 lbs HOOK EMBED INTO FTG in= 6.00 Masonry Data •- - - fm psi= Fs psi= Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 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 Masonry Design Method = ASD Seismic, E 1.000 Concrete Data --.. - .. . fc psi= 2,500.0 Fy psi= 60,000.0 Page To specify your own Title : 4'generic 40pcf slab restrained Date: AUG 12,2009 Job# : Dsgnr: special title block here, Description.... use the"Settings"screen and enter your title block information. This Wall in File:c:\documents and settings\all users\docu Retain Pro 2007.16-Apr-2008,(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1166685 2007013 Footing Design Results Toe Heel Factored Pressure = 618 328 psf Mu': Upward = 448 182 ft-# Mu'' Downward = 117 524 ft-# Mu: Design = 331 342 ft-# Actual 1-Way Shear = 3.91 5.36 psi Other Acceptable Sizes&Spacings Allow 1-Way Shear = 67.08 67.08 psi Toe Reinforcing = #5 @ 16.00 in Toe: Not req'd, Mu<S*Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu<S'Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNINGRESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 467.2 1.61 752.7 Soil Over Heel = 440.0 2.25 990.0 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) = 300.0 1.50 450.0 Earth @ Stem Transitions= Total = 456.8 O.T.M. = 749.9 Footing Weight = 343.8 1.38 472.7 Resisting/Overturning Ratio = 2.98 Key Weight = 3.00 Vert.Component = 115.7 2.75 318.2 Vertical Loads used for Soil Pressure= 1,199.5 lbs Total= 1,199.5 lbs R.M.= 2,230.8 Vertical component of active pressure used for soil pressure DESIGNER NOTES: To specify your own Title : 4'generic 40pcf slab restrained Page: special title block here, Job# : Dsgnr: Date: AUG 12,2009 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:\documents and settings\all users\docu Retain Pro 2007 16-Apr-2008.(c)1989-2008 Code: IBC 2006 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Registration#:RP-1166685 2007013 Criteria '� 1 Soil Data 1 [ Footing Dimensions & Strengths 1 Allow Soil Bearing = 1,500.0 psf Toe Width = 1.25 ft Retained Height = 4.00 ft Equivalent Fluid Pressure Method Heel Width = 1.50 Wall height above soil = 0.00 ft Heel Active Pressure = 40.0 psf/ft Total Footing Width = 2.75 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, Heel = 110.00 pcf Key Depth = 0.00 in Soil Density,Toe 0.00 pcf Key Distance from Toe = 3.00 ft Wind on Stem = 0.0 psf FootingllSoil Friction = 0.350 fc = 2,000 psi Fy = 60,000 psi Vertical component of active Soil height to ignore _ Footing Concrete Density = 150.00 pcf lateral soil pressure options: for passive pressure 0.00 in Min.As% 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm.= 3.00 in USED for Sliding Resistance. . USED for Overturning Resistance. Surcharge Loads 1 1 Lateral Load Applied to Stem 1 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 Footing Type Line Load Axial Load Applied to Stem Base Above/Below Soil ., OOft Axial Dead Load = 0.0 lbs at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in 'Design Summary I .1 Stem Construction 1 ,Top Stem Stem OK Wall Stability Ratios Design Height Above FtE ft= 0.00 Overturning = 2.98 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 1,199 lbs Rebar Spacing = 18.00 ...resultant ecc. = 1.68 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 570 psf OK fb/FB+fa/Fa = 0.278 Soil Pressure @ Heel = 303 psf OK Total Force @ Section lbs= 512.0 Allowable = 1,500 psf Moment....Actual ft-#= 682.7 Soil Pressure Less Than Allowable Moment Allowable = 2,455.6 ACI Factored @ Toe = 618 psf Shear Actual psi= 10.0 ACI Factored @ Heel = 328 psf Footing Shear @ Toe = 3.9 psi OK Shear Allowable psi= 75.0 Footing Shear© Heel = 5.4 psi OK Wall Weight = 75.0 Allowable = 67.1 psi Rebar Depth 'd' in= 4.25 Sliding Calcs Slab Resists All Sliding l LAP SPLICE IF ABOVE in= 12.00 LAP SPLICE IF BELOW in= Lateral Sliding Force = 456.8 lbs HOOK EMBED INTO FTG in= 6.00 Masonry Data . fm psi= Fs psi= Solid Grouting = Load Factors _ Use Full Stresses = Building Code IBC 2006 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 Masonry Design Method = ASD Seismic, E 1.000 Concrete Data --- - fc psi 2,500.0 Fy psi= 60,000.0 • To specify your own Title : 4'generic 40pcf slab restrained Page: Job# : Dsgnr: Date: AUG 12,2009 special title block here, Description.... use the"Settings'.screen and enter your title block information. This Wall in File: c:\documents and settings\all users\docu Retain Pro 2007,16-Apr-2008.(c)1989-2008 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1166685 2007013 Footing Design Results I Toe Heel Factored Pressure = 618 328 psf Mu':Upward = 448 182 ft-# Mu': Downward = 117 524 ft-# Mu: Design = 331 342 ft-# Actual 1-Way Shear = 3.91 5.36 psi Other Acceptable Sizes&Spacings Allow 1-Way Shear = 67.08 67.08 psi p Toe Reinforcing = #5 @ 16.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel: Not req'd,Mu<S'Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces& Moments Il OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 467.2 1.61 752.7 Soil Over Heel = 440.0 2.25 990.0 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) = 300.0 1.50 450.0 Earth @ Stem Transitions= Total = 456.8 O.T.M. = 749.9 Footing Weight = 343.8 1.38 472.7 Resisting/Overturning Ratio = 2.98 Key Weight = 3.00 Vert.Component = 115.7 2.75 318.2 Vertical Loads used for Soil Pressure= 1,199.5 lbs Total= 1,199.5 lbs R.M.= 2,230.8 Vertical component of active pressure used for soil pressure DESIGNER NOTES: • I•• 1 I ! I Sliding Restraint pp=86.806# 456.81# 302,67psf • 569.66psf Title : 4'generic 40pcf slab restrained Page: speccialialtitle specify your ownitle block here, Job# : Dsgnr: Date: AUG 12,2009 Description.... use the"Settings"screen and enter your title block information. This Wall in File:c:1documents and settings\all users\docu Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.COm!SUpPOrt for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1166685 2007013 Criteria Soil Data ! Footing Dimensions & Strengths = 1.25 ft Retained Height = 4.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.50 Equivalent Fluid Pressure Method Heel Width = 2 50 Wall height above soil = 0.00 ft Heel Active Pressure = 40.0 psf/ft Total Footing Width 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, Heel = 110.00 pcf Key Depth = 0.00 in Soil Density,Toe 0.00 pcf Key Distance from Toe = 3.00 ft Wind on Stem = 0.0 psf FootingliSoil Friction = 0.350 fc = 2,000 psi Fy = 60,000 psi Soil height to ignore Footing Concrete Density = 150.00 pcf Vertical component of active for passive pressure = 0.00 in Min.As% = 0.0018 lateral soil pressure options: USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm.= 3.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads 11 i•Lateral Load Applied to Stem 1 'Adjacent Footing Load Surch0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Over Heel = 0ni psf Lateral...Height toLoad = 0.00 ft Footing Width = 0.00 ft Used To Resist Sliding&Overturning Top Eccentricity = 0.00 in Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Axial Load Applied to Stem 1 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 = 0.300 Axial Load Eccentricity = 0.0 in "Design Summary ' i Stem Construction 1 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.98 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding ! Thickness = 6.00 Rebar Size . = # 4 Total Bearing Load = 2,199 lbs Rebar Spacing = 18.00 ..resultant ecc. = 0.24 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 834 psf OK fb/FB+fa/Fa = 0.278 Soil Pressure @ Heel = 765 psf OK Total Force @ Section lbs= 512.0 Allowable = 1,500 psf Moment....Actual ft-#= 682.7 Soil Pressure Less Than Allowable Moment Allowable = 2,455.6 ACI Factored @ Toe = 1,024 psf Shear Actual psi= 10.0 ACI Factored @ Heel = 940 psf Shear Allowable psi= 75.0 Footing Shear @ Toe = 7.8 psi OK 75.0 = Weight Footing Shear @ Heel = 1.0 psi OK Rebar Wall WeieiDeghtth 'd' in= 70 Allowable = 67.1 psi LAP SPLICE IF ABOVE in= 12.00 Sliding Calcs Slab Resists All Sliding ! LAP SPLICE IF BELOW in= Lateral Sliding Force = 456.8 lbs HOOK EMBED INTO FTG in= 6.00 Masonry Data fm psi= Fs psi= Solid Grouting = Use Full Stresses = Load Factors Modular Ratio'n' = Load 1.200 Building Code IBC 2006 Short Term Factor = Dead Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Medium Weight 1.600 Masonry Design Method = ASD Wind,W - Seismic,E 1.000 Concrete Datafc psi= 2,500.0 Fy psi= 60,000.0 Title 4'generic 4opcf slab restrained Page: speccialial title block here, To specify your own Job# • Dsgnr: Date: AUG 12,2009 Description.... use the"Settings"screen and enter your title block information. This Wall in File:c:\documents and settings\all users\docu Retain Pro 2007.16-Apr-2008.(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1166685 2007013 Footing Design Results t Toe Heel Factored Pressure = 1,024 940 psf Mu': Upward = 790 475 ft-# Mu': Downward = 117 524 ft-# Mu: Design = 673 49 ft-# Actual 1-Way Shear = 7.84 1.02 psi & Sizes e ab Other AcceptlSpacings Toe: S Allow 1-Way Shear = 67.08 67.08 psi Not reqd,l Mu< S Toe Reinforcing = #5 @ 16.00 in Toe:: Not req'd,Mu<S`Fr r Heel Reinforcing = None Spec'd HeHe No key defined Key Reinforcing = None Spec'd Y Summary of Overturning & Resisting Forces& Moments o OVERTURNING .RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 467.2 1.61 752.7 Soil Over Heel = 440.0 2.25 990.0 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 1.50 750.0 Load©Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 300.0 1.50 450.0 Earth @ Stem Transitions= Total = 456.8 O.T.M. = 749.9 Footing Weight = 343.8 1.38 472.7 Resisting/Overturning Ratio = 398 Key Weight = 3.00Vert.Component = 115.7 2.75 318.2 P Vertical Loads used for Soil Pressure= 2,199.5 lbs Total= 1,699.5 lbs R.M.= 2,980.8 Vertical component of active pressure used for soil pressure DESIGNER NOTES: o 6.in Conc w/#4 @ 18.in o/c A A • !I • 1 H 4'-0" 4'-0" 114 ''.41 13/4" i • • , 2" • I I Sliding Restraint __ __ 11 •, 10" I 4 • 3" V #5@16.in • 1 I @Toe • Designer select #0@18.in , 1'-3" all horiz.reinf.HAI 1.-4 1.-6 I•--' @ Heel See Appendix A .L.4 2'-9" 110.- • v DL=500.,LL=500.#, Ecc=0.in ii . 1-. . .•. I I.-• •. i,-i„ ..,... .., . ... ,., . . ';'...,..,1...,•-• . !:.;.3'.-4:-'6'.,ct.:::i4A;t'.:.:::,':...„ Sliding Restraint Pp=86.806# M..M 456.81# ;1- .. ::::::frsf 834.12psf • To specify your own Title : Generic 40pcf-5FTWALL-SLABRES Page: special title block here, Job# : Dsgnr: Date: MAR 7,2012 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\All Users\Doc Retain Pro 2007.5-Dec-2007.(c)1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 03 &06 Registration#:RP-1166685 2007010 Criteria 1 Soil Data 1 1 Footing Dimensions & Strengths 1 Retained Height = 5.00 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 = 1.50 Heel Active Pressure 40.0 psf/ft Total Footing Width2.75 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 = 350.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width 0.00 in Key Depth = 0.00 in Soil Density,Toe 0.00 pcf Key Distance from Toe = 3.00 ft Wind on Stem = 0.0 psf FootingitSoil Friction = 0.350 fc = 2,000 psi Fy = 60,000 psi Vertical component of active Soil height to ignore Footing Concrete Density = 150.00 pcf lateral soil pressure options: for passive pressure = 0.00 in Min.As% = 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm.= 3.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads 1 Lateral Load Applied to Stem 1 ;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 = 3.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf _..Height to Bottom = 2.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 1 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 = 0.300 Axial Load Eccentricity = 0.0 in *Design Summary ' Stem Construction 1 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.07 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding ! Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 1,437 lbs Rebar Spacing = 18.00 ...resultant ecc. = 4.68 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 967 psf OK fb/FB+fa/Fa = 0.543 Soil Pressure @ Heel = 78 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 = 1,025 psf Moment Allowable = 2,455.6 ACI Factored @ Heel = 83 psf Shear Actual psi= 15.7 Footing Shear @ Toe = 6.8 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 9.2 psi OK Wall Weight = 75.0 Allowable = 67.1 psi Rebar Depth 'd' in= 4.25 Sliding Calcs Slab Resists All Sliding ! LAP SPLICE IF ABOVE in= 12.00 Lateral Sliding Force = 670.1 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 121.5 lbs HOOK EMBED INTO FIG in= 6.00 less 100% Friction Force = - 503.0 lbs Masonry Data fm psi= Added Force Req'd = 45 6 lbs NG Fs psi= ....for 1.5: 1 Stability = 380.6 lbs NG Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 03&0 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 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 To specify your own Title : Generic 40pcf-5FTWALL-SLABRES Page: special title block here, Job# : Dsgnr: Date: MAR 7,2012 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\All Users\Doc Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 03&06 Registration#:RP-1166685 2007010 Footing Design Results ' Toe Heel Factored Pressure = 1,025 83 psf Mu': Upward = 689 98 ft-# Mu': Downward = 117 675 ft-# Mu: Design = 572 576 ft-# Actual 1-Way Shear = 6.84 9.18 psi Allow 1-Way Shear = 67.08 67.08 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S'Fr Heel Reinforcing = None Spec'd 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 = 550.0 2.25 1,237.5 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) = 375.0 1.50 562.5 Earth @ Stem Transitions_ Total = 670.1 O.T.M. = 1,320.4 Footing Weight = 343.8 1.38 472.7 Resisting/Overturning Ratio = 2.07 Key Weight = 3.00 Vertical Loads used for Soil Pressure= 1,437.3 lbs Vert.Component = 168.5 2.75 463.5 Total= 1,437.3 lbs R.M.= 2,736.1 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 6.inConcw/#4@18.ino/c .. ;. • l 1 • • '41 1 3/4" 5'-0„ 5._0„ • . I ' • 2" 111 Sliding Restraint e • # 10" S . • 3" V #4@18.in S @Toe Designer select' #0 18.in 1'-3" 1'-6" @ all horiz. reinf. lio- @ Heel See Appendix A 2'-9" ► Sliding Restraint � r Pp= 121.53# 670.14# 7.915psf 967.38psf o To specify your own Title : Generic 40pcf-5FTWALL-SLABRES Page: special title block here, Job# • Dsgnr: Date: MAR 7,2012 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\All Users\Doc Retain Pro 2007.5-Dec-2007 (c)1989.2007 www.retainpro.comlsupport for latest release Cantilevered Retaining Wall Design Code: IBC 03 & 06 Registration#:RP-1166685 2007010 Criteria ' Soil Data I i Footing Dimensions& Strengths 1 Retained Height = 5.00 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 = 1.50 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 2.75 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 = 350.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Key Width 0.00 in Key Depth = 0.00 in Soil Density,Toe 0.00 pcf Key Distance from Toe = 3.00 ft Wind on Stem = 0.0 psf FootingllSoil Friction = 0.350 Vertical component of active Soil height to ignore Fc 2,00psi Fy = 65 .00 psi p for passive pressure = 0.00 in Footing ConcreteeDensity = 1500.00 pcf lateral soil pressure options: Min.As /° = 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm.= 3.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads I Lateral Load Applied to Stem 1 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 = 3.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ._.Height to Bottom = 2.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 1 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 = 0.300 Axial Load Eccentricity = 0.0 in *Design Summary 1 , Stem Construction 1 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.64 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding ! Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 2,437 lbs Rebar Spacing = 18.00 ...resultant ecc. = 2.14 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,232 psf OK fb/FB+fa/Fa = 0.543 Soil Pressure @Heel = 541 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 = 1,477 psf Moment Allowable = 2,455.6 ACI Factored @ Heel = 648 psf Shear Actual psi= 15.7 Footing Shear @ Toe = 11.1 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 3.1 psi OK Wall Weight = 75.0 Allowable = 67.1 psi Rebar Depth 'd' in= 4.25 Sliding Calcs Slab Resists All Sliding ! LAP SPLICE IF ABOVE in= 12.00 Lateral Sliding Force = 670.1 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 121.5 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 678.0 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 205.6 lbs NG Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 03&0 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 Masonry Design Method = ASD Seismic, E 1.000 Concrete Datafc psi= 2,500.0 Fy psi= 60,000.0 L To specify your own Title : Generic 40pcf-5FTWALL-SLABRES Page: special title block here, Job# • Dsgnr: Date: MAR 7,2012 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\All Users\Doc Retain Pro 2007.5-Dec-2007,(c)1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 03&06 Registration#:RP-1166685 2007010 Footing Design Results , Toe Heel Factored Pressure = 1,477 648 psf Mu':Upward = 1,056 374 ft-# Mu':Downward = 117 675 ft-# Mu: Design = 939 300 ft-# Actual 1-Way Shear = 11.08 3.12 psi Allow 1-Way Shear = 67.08 67.08 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S•Fr Heel Reinforcing = None Spec'd 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 = 550.0 2.25 1,237.5 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 1.50 750.0 Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weights) = 375.0 1.50 562.5 Earth @ Stem Transitions= Total = 670.1 O.T.M. = 1,320.4 Footing Weight = 343.8 1.38 472.7 Resisting/Overturning Ratio = 2.64 Key Weight = 3.00 Vertical Loads used for Soil Pressure= 2,437.3 lbs Vert.Component = 168.5 2.75 463.5 Total= 1,937.3 lbs R.M.= 3,486.1 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 6.in Conc w/#4 @ 18.in o/c ....... .... ... A i▪ s . • • 741 1 3/4" 5'-0„ 5'-0„ S . • . 2" ® ! 1 . y V Sliding Restraint • •• 10" •.. . 3" V #4@18.in A @Toe Designer select #0 18.in 1'-3" 1'-6" @ all horiz.reinf. i•—•• @ Heel See Appendix A • DL=500.,LL=500.#, Ecc=0.in • Sliding Restraint Pp= 121.53# 670.14# 540.73psf 1231.8psf