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Specifications (13) . . _--. )PWU ENGINEERING INC Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for M-3015 Plan Lateral Engineering Only. Vertical engineering is outside the scope of work. Wind Loading: Per ASCE 7. Fig 6-2 See attached elevations for wind loading breakdown per level. 123mph Ultimate 3-sec gust Exposure B for Category I and II structure, Which is equal to 95mph ASD per the 2012 IBC and IRC with state amendments The mean roof height of the house h=30' approximately. - C—' , It--'>-C---->-<-f ----•-- MT FRS `,,,, sJ. -. End Tones Direction -- f - !r -- L.,---------;t. NFR . 7 Direction 2a ' f End Zones Note:End zone may occur et any corner of the building. a= .10*40' =4.0' or for h=30' a=.4(h)=.4(30')= 12' a=4.0' controls a must be larger tha r .04(40')= 1.6' and 3' Therefore: 2a= 8.0' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: DI seismic design category per O.R.S.C. SDs= .76,R=6.5, W=weight of structure V= [SDs/(R x 1.4)] W V= .0835 W Roof Dead load= 17 psf Floor Dead load= 15 psf Interior Wall Dead load=6 psf Exterior Wall Dead load= 12 psf Pall!ENGINEERING INC Ph: 503 810-8309, Email: pwuengineeringa@comcast.net The following calculations are for M-3015 Plan Lateral Engineering Only. Vertical engineering is outside the scope of work. Wind Loading: Per ASCE 7. Fig 6-2 See attached elevations for wind loading breakdown per level. 123mph Ultimate 3-sec gust Exposure B for Category I and II structure, Which is equal to 95mph ASD per the 2012 IBC and IRC with state amendments The mean roof height of the house h=30' approximately. Direction A Enc!Zone:s Direction 2a - -End Zones Note:End zone may occur at any corner of the building. a=.10*40' =4.0' or for h=30' a=.4(h)_.4(30')= 12' a=4.0' controls a must be larger than .04(40')=1.6' and 3' Therefore: 2a=8.0' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: D1 seismic design category per O.R.S.C. SDs=.76,R=6.5, W=weight of structure V= [SDs/(R x 1.4)] W V=.0835 W Roof Dead load= 17 psf Floor Dead load= 15 psf Interior Wall Dead load=6 psf Exterior Wall Dead load= 12 psf Wind pee ASCE 7 PWU ENGINEERING INC. Project M-3015 Plan Direction Front to Back 3s Gust Roof Least _,-.� Speed Exp. Angle A L(ft) hAvG(ft) ''.. =1/‹.,,, � = ;; �} 95mph B 33.7 1.00 40.0 30.0 ��^ -, � 1 8:12 t t.ERS ��, �J �� a= 4.0ft a -c�sv A 16.1 psf ora= 12.0 ft ‹A-,,,,_, % B 11.1 psf Check 10psf min and a> 1.6 ft C� '/ ~� / t„�Dr FRS P % Direction C 12.9 psf load across all and a> 3.0 ft. 0 8.9 psf zones. --: End Zona 2a 8.0 ft hu Note End zone may occur at any cornof the k(nn. � WR L(ft) 8.0 13.5 8.0 hA(ft) 4.0 4.0 hp(ft) 4.5 4.5 he(ft) 4.0 hp(ft) 4.5 W(plf) 0.0 0.0 114.1 91.2 114.1 0.0 0.0 0.0 0.0 0.0 150.0 - WRAVG 103.6 plf 1o0.o - 10psf min load: 85.0 plf 50.0 - Governing value: 103.6 plf 0.0 W2 L(ft) 8.0 2.5 8.0 13.5 8.0 hA(ft) 4.5 9.5 9.5 h (ft) 4.0 he(ft) 4.5 9.5 hp(ft) 4.0 W(131f)r 116.7 93.2 153.0 122.1 153.0 0.0 0.0 0.0 0.0 0.0! 200.0 - W2 AVG 131.5 plf 10psf min load: 92.4 plf 100.0 - Governing value: 131.5 plf 0.0 W1 L(ft) 8.0 2.5 8.0 13.5 8.0 hA(ft) 10.0 10.0 8.8 hp(ft) he(ft) 10.0 10.0 hp(ft) W(14 161.0 128.5 161.0 128.5 141.7 0.0 0.0 0.0 0.0 0.0 200.0 - W1 AVG 144.1 plf 10psf min load: 97.6 plf 100.0 - Governing value: 144.1 plf', 0.0 - PWU Engineering Inc.©2014,Software v0.10,7/05/16 itA NA ts; IN.1 01.2. _1lU.l o ,�? . 1�. 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F;\ h,-�� i a= 4.0 ft ',ecton End Zones �� A 16.1 psf ora 12.0 ft = B 11.1 psf' Check 10psf min and a> 1.6 ft' ��``` � /' j L .i.� ITNFF.� Cir+conn C 12.9 ps load across all and a> 3.0 ft, „ D 8.9 psf= zones. End Zones 2ak. fJ 1_End_one!nay ocuit at any corner of the .. . . WR ,�_ U„,, . _� L(ft) 2.0 8.0 28.0 8.0 1.0 hA(ft) 4.0 4.0 4.0 4.0 hB(ft) 1.0 4.0 5.0 5.0 he(ft) 4.0 hp(ft) 8.0 W(plf) 75.5 108.6 122.2 119.7 119.7 0.0 0.0 0.0 0.0 0.0 150.0 - WRAVG 117.4 plf 100.0 - 10psf min load: 104.5 plf 50.0 - Governing value: 117.4 pl 0.0 W2 L(ft) 2.0 8.0 28.0 8.0 1.0 hA(ft) 5.0 9.5 9.5 5.0 hB(ft) hc(ft) 9.5 hp(ft) W(plf) 80.5 153.0 122.1 153.0 80.5 0.0 0.0 0.0 0.0 0.0 200.0 - W2 Ave 129.9 plf 10psf min load: 92.1 plf 100.0 - Governing value: 129.9 plf. o.o W1 L(ft) 8.0 28.0 hA(ft) 8.0 hB(ft) he(ft) 8.0 hp(ft) W(plf) 0.0 128.8 102.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 150.0 - W1 AVG 108.6 plf 100.0 - 10psf min load: 80.0 plf 50.0 - Governing value: 108.6 plf; 0.0 _ �_ � � __... 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AMARA h."lt•rDlllir. • ---...iiH �I��N ^.'11,1111111111U1111 11111. 1 .Arl�11U 11 •nnE�u. u i I ' : ./= r�r 1, I .i�M m.— -4 11_6n En. .■ I IlkN.'-' ■■ O. remidell. . rrrriwr zo Lii_.j i cam. MNL. /Ala -1411a1 -- Am ,� JC III i ' DDDDD1:1000® — ■ w � ESE•amti u__ .�. Is1G/r__ eJ1Y7v T"�1fi.n._TillirafikariilasMelIFz7lars:00.inli Ls,-0501, of i7mm. MAN FL. �" ^c��Asa s�c n MINIM �' " 1 M' =GRAMS MINE VENEER FRONT ELEVATION -ANNE GRACE 0.13 LOCATED at PLANA win.'0 cru etli.au GRACE•WRAP AT CORO AG wont N \ \ "1-"OrT6A L LENC71-1-1--Liof-1- 5'CALE: t ig`�1+- "u • (�u au °I bn cop.RO_e R OWLD�PILT OVER alx I/x"ROCP bNF,4RNNGi U6N6 61.OUITIR ChM 2 a PAK.IA att Od NAIL6•V Oa AT EDGE/3 AND IP 0.C.N MELD LL FL , i � bili VMMENIMINNEMAN 6r_ 02-441 N M,FL alkf tit in 1•1111G 11 •• 61'd11111111111111111111111 I ,'. IQT: •1••-1� N LQ�I "-~c MAN M_ LPL LAP NDIN) MA4Al(. •INTO DTIIN INDI49 CON! CRD6 LV 11LJCIH• FO YI PIETHA N) RI GI-IT ELEVATIONLOWER s 5'cCALE: I l lam.1(1_�„ Seismic & Governing Values _--? PWLu ENGINEER%NG INC. Project M-3015 Plan Seismic Loading per latest edition of O.S.S.C.and O.R.S.C. , V=CS*W Design Cs=(Sps)/(1.4R/le) Category R Sps le k D1 6.5 0.76 1.00 1.00 Roof Dead Load: 17psf Floor Dead Load: 15psfV= 0.0835*W Interior Wall Dead Load:6psf � �� . ...... . Exterior Wall Dead Load: 12psf Suspended Garage:60psf Buidling Weight per Level PSF Front to Back Length Side to Side Length Weight Height WR= (17+5+3)* 45.0 ft 29.5 ft 33.19 k 8.00 ft W2= (15+5+3+4)* 44.0 ft 40.0 ft 47.52 k 9.00 ft WI= (15+5+3+4+24)* 44.0 ft 40.0 ft 89.76 k 9.00 ft Total W: 170.47 k Total V: 14.24 k Vertical Distribution of Seismic Forces FX=C„*V C,,,r=(WXhxk)/(zWih k) WX hxk E; WX*hXk LW,h k c WR*hRk= 33.19 k 26.00 862.9 C„R= 862.9 2526.1 0.342 W2*h2k= 47.52 k 18.00 855.4 C„2= 855.4 2526.1 0.339 ' 89.76 k 9.00 807.8 C„i= 807.8 2526.1 0.320 EZEI 2526.1 Check Seismic Front to Back vs Wind Seismic Wind FR= 164.9 plf+ 0.0 plf= 164.9 plf > 103.6 plf" Seismic Governs F2= 120.5 plf+ 164.9 plf= 285.4 plf > 235.2 plf Seismic Governs F1= 113.8 plf+ 285.4 plf= 399.2 plf > 379.3 plf Seismic Governs Check Seismic Side to Side vs Wind Seismic Wind FR= 108.1 plf+ 0.0 plf= 108.1 plf < 117.4 plfWind Governs F2= 109.6 plf+ 108.1 plf= 217.6 plf < - 247.3 pl Wind Governs F1 = 103.5 plf+ 217.6 plf= 321.1 plf < 355.9 plf Wind Governs Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 PWU Engineering Inc.©2014,Software v0.10,7/05/16 Line Loads PWU ENGINEERING INC. Project M-3015 Plan High Roof Diaphragm-Upper Floor Wails Line A P = 1.15 k LTOTAL = 34.3 ft v = 1.15 k / 34.3 ft = 34 plf Type A Wall h = 8.0 ft LwoRST = 14.3 ft MOT = 34 plf * 8.0 ft * 14.3 ft = 3.84 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (14.3ft)2 / 2 * 0.6 = 7.68 kft + (0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 7.68 kft = 7.68 kft T = (3.84kft - 7.68kft) / 14.3 ft = 0.00 k + 0.00 k = 0.00 k I No hd req'd Line B P = 2.43 k LTOTAL = 17.8 ft v = 2.43 k / 17.8 ft = 137 plf Type A Wall h = 8.0 ft LwoRST = 8.0 ft MOT = 137 plf * 8.0 ft * 8.0 ft = 8.77 kft MR = (15 psf * 5.0 ft + 12 psf * 8.0 ft) * (8.0ft)2 / 2 * 0.6 = 3.28 kft + (0 lb * 0.0 ft) + (500 lb * 8.0 ft) = 4.00 kft + 3.28 kft = 7.28 kft T = (8.77kft - 7.28kft) / 8.0 ft = 0.19 k + 0.00 k = 0.19 k No hd req'd Line C P = 1.28 k LTOTAL = 36.0 ft v = 1.28 k / 36.0 ft = 35 plf Type A Wall h = 8.0 ft LwoRST = 10.5 ft MOT = 35 plf * 8.0 ft * 10.5 ft = 2.98 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (10.5ft)2 / 2 * 0.6 = 4.17 kft + (0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 4.17kft = 4.17 kft T = (2.98kft - 4.17kft) / 10.5 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 1 P = 2.76 k LTOTAL = 14.5 ft v = 2.76 k / 14.5 ft = 190 plf Type A Wall h = 8.0 ft LwoRST = 8.0 ft MOT = 190 plf * 8.0 ft * 8.0 ft = 12.18 kft MR = (15 psf * 16.0 ft + 12 psf * 8.0 ft) * (8.0ft)2 / 2 * 0.6 = 6.45 kft + (0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 6.45 kft = 6.45 kft T = (12.18kft - 6.45kft) / 8.0 ft = 0.72 k + 0.00 k = 0.72 k No hd req'd See FTAO Calc Line 3 P = 2.76 k ! I LTOTAL = 16.3 ft I v = 2.76 k / 16.3 ft = 170 plf Type A Wall See FTAO Calc No hd req'd Love Roof/Upper Floor Diaphragm-Main Floor Walls Line A P = 3.08 kLTOTAL = 29.3 ft v = 3.08 k / 29.3 ft = 105 plf Type A Wall h = 9.0 ft LwoRST = 8.0 ft MOT = 105 plf * 9.0 ft * 8.0 ft = 7.57 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (8.0ft)2 / 2 * 0.6 = 2.65 kft + (0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 2.65 kft = 2.65 kft T = (7.57kft - 2.65kft) / 8.0 ft = 0.62 k + 0.00 k = 0.62 k No hd req'd Line B P = 3.46 k LTOTAL = 16.8 ft v = 3.46 k / 16.8 ft = 207 plf Type A Wall h = 9.0 ft l-woRST = 16.8 ft MOT = 207 plf * 9.0 ft * 16.8 ft = 31.15 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (16.8ft)2 / 2 * 0.6 = 11.62 kft + (500lb * 9.5ft) + (500lb * 11.5ft) = 10.50 kft + 11.62 kft = 22.12kft T = (31.15kft - 22.12kft) / 16.8 ft = 0.54 k + 0.00 k = 0.54 k No hd req'd Line C P = 2.51 k l-TOTAL = 23.0 ft v = 2.51 k / 23.0 ft = 109 plf Type A Wall h = 9.0 ft LWORST = 23.0 ft MOT = 109 plf * 9.0 ft * 23.0 ft = 22.62 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (23.0ft)2 / 2 * 0.6 = 21.90 kft + (0lb * 0.0 ft) + (500lb * 23.0 ft) = 11.50 kft + 21.90 kft = 33.40 kft T = (22.62kft - 33.40kft) / 23.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line D P = 0.69 k LTOTAL = 44.0 ft v = 0.69 k / 44.0 ft = 16 plf Type A Wall h = 9.0 ft l-woRST = 44.0 ft MOT = 16 plf * 9.0 ft * 44.0 ft = 6.22 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (44.0ft)2 / 2 * 0.6 = 80.15 kft + (Olb * 0.0ft) + (Olb * 0.0ft) = 0.00kft + 80.15kft = 80.15kft T = (6.22kft - 80.15kft) / 44.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 1 I P = 4.29 k I I LTOTAL = 22.0 ft I = 4.29 k / 22.0 ft = 195 plf Type A Wall See FTAO Calc No hd req'd Line 2 P = 2.86 k LTOTAL = 15.8 ft v = 2.86 k / 15.8 ft = 181 plf Type A Wall h = 9.0 ft LWORST = 5.8 ft MOT = 181 plf * 9.0 ft * 5.8 ft = 9.39 kft MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (5.8ft)2 / 2 * 0.6 = 1.82 kft + (Olb * 0.0ft) + (750lb * 5.8ft) = 4.31 kft + 1.82kft = 6.13kft T = (9.39kft - 6.13kft) / 5.8 ft = 0.57 k + 0.00 k = 0.57 k No hd req'd Line 3 P =4.09 k LTOTAL = 12.5 ft v = 4.09 k / 12.5 ft = 327 plf Type B Wall h = 8.3 ft LwoRST = 2.5 ft MOT = 327 plf * 8.3 ft * 2.5 ft = 6.75 kft MR = (15 psf * 3.0 ft + 12 psf * 8.3 ft) * (2.5ft)2 / 2 * 0.6 = 0.27 kft + (0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 0.27 kft = 0.27 kft T = (6.75kft - 0.27kft) / 2.5 ft = 2.59 k + 0.00 k = 2.59 k Use type 1 hd See FTAO Calc Main Floor Diaphragm-Basement Floor Walls Line A A Wall P = 4.16 k LTOTAL = 42.0 ft I v = 4.16 k / 42.0 ft = 99 plf 'Type h = 4.0 ft LwoRST = 42.0 ft MOT = 99 plf * 4.0 ft * 42.0 ft = 16.63 kft MR = (15 psf * 2.0 ft + 12 psf * 4.0 ft) * (42.0ft)2 / 2 * 0.6 = 41.28 kft + (0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 41.28 kft = 41.28 kft T = (16.63kft - 41.28kft) / 42.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line B B Wall 1 P = 5.14 k LTOTAL = 21.8 ft I v = 5.14 k / 21.8 ft = 236 plf 'Type h = 4.0 ft LwoRST = 21.8 ft MOT = 236 plf * 4.0 ft * 21.8 ft = 20.56 kft MR = (15 psf * 2.0 ft + 12 psf * *4.0 ft) (21.8ft)2 / 2 0.6 = 11.07 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 11.07 kft = 11.07 hreq'd T = (20.56kft - 11.07kft) / 21.8 ft = 0.44 k + 0.00 k = 0.44 k I Line C C Wall P = 3.71 k LTOTAL _ 7.5 ft I v = 3.71 k / 7.5 ft = 494 plf 'Type h = 9.0 ft LwoRST = 7.5 ft MOT = 494 plf * 9.0 ft * 7.5 ft = 33.37 kft MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (7.5ft)2 / 2 * 0.6 = 3.09 kft + (0lb * 0.0 ft) + (500 lb * 7.5 ft) = 3.75 kft + 3.09 kft = 6.84 kft T = (33.37kft - 6.84kft) / 7.5 ft = 3.54 k + 0.00 k = 3.54 k I Use type 2 hd Line D P = 1.45 k I-TOTAL = 44.0 ft v = 1.45 k / 44.0 ft = 33 plf Type A Wall h = 9.0 ft LwoRST = 44.0 ft I MOT = 33 plf * 9.0 ft * 44.0 ft = 13.03 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (44.0ft)2 / 2 * 0.6 = 80.15 kft + (0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 80.15 kft = 80.15 kft T = (13.03kft - 80.15kft) / 44.0 ft = 0.00 k + 0.00 k = 0.00 k I No hd req'd Line 1 ( v = 5.56 k I 23.0 ft = 242 plf (Type B!Mall I P = 5.56 k I I LTOTAL = 23.0 ft I No hd req'd See FTAO Calc Line 2 P = 5.25 k LTOTAL = 47.3 ft I v = 5.25 k / 47.3 ft = 111 plf IType A Wall h = 9.0 ft LwoRST = 6.5 ft MOT = 111 plf * 9.0 ft * 6.5 ft = 6.50 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (6.5ft)2 / 2 * 0.6 = 1.75 kft + (0lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 1.75 kft = 1.75 kft T = (6.50kft - 1.75kft) / 6.5 ft = 0.73 k + 0.00 k = 0.73 k No hd req'd ---- PWU ENGINEERING INC. Force Transfer Around Opening (FTAO) Diekmann Technique @ Upper Floor Line 1 L1 = 3.3 ft Lo= 9.O ft L2= 3.3 ft V= 1.24 k vA= -104 plf vp= 212 plf vF= -104 plf ho= 1.0 ft F1 = 0.96k F2= 0.96k vB= 190 plf vG= 190 plf ho= 5.0 ft F1 = 0.96k F2= 0.96k --l• -* hi_= 2.0 ft vo= -104 plf vE= 212 plf vH= -104 plf T H = 0.64k H = 0.64k H=I ( 1.24 k *8.0 ft) / 15.5 ft= 0.64 kI H:W Ratios 5.O ft : 3.3 ft = 1.5 : 1 vh= 1.24k/ 6.5 ft= 190p1f 5.O ft: 3.3 ft ;= 1.5 : 1 1. v„= 0.64 k/ 3.0 ft= 212 plf Use: Type A Wall MillMil 212 plf* 9.00 ft= 1.91 k OWE ( 1.91 k* 3.3ft)/ 6.5ft= 0.96ki MIMI ( 1.91 k* 3.3 ft)/ 6.5 ft= 0.96 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2 ft+ 12psf* 8.O ft) * (15.5 ft)"2 *0.6/2] + (0.0 ft *5001b) = 9.08 kft T= 0.64 kft- ( 9.08 kft / 15.5 ft) = 0.05 k +0.00k= 0.05 kI No hd req'd PWU ENGINEERING INC. Force Transfer Around Opening (FTAO) Diekmann Technique @ Upper Floor Line 3 Li = 2.5 ft Lo= 3.0 ft L2= 2.0 ft V= 0.77k1.0 ft A® v = 79 plf vo= 136 plf vF= 79 plf4-- hu= F1 = 0.23k F2= 0.18k v0= 170 plf ha= 2.0 ft vB= 170 plf F� = 0.23k F2= 0.18k hL= 5.0 ft vo= 79 plf vE= 136 plf vii= 79 plf H= 0.82k H = 0.82k H:W Ratios H=1 (0.77k *8.0ft) /7.5ft= 1 0.8211 2.0 ft: 2.5 ft = 0.8 : 1 2.0 ft: 2.0 ft = 1.0 : 1 vh= 0.77 k/ 4.5 ft= 170 v„=I 0.82k/ 6.0 ft= ` 136p1f Use: Type A WaII 136 plf* 3.00 ft= 0.41 k F� = (0.41 k* 2.5ft)/ 4.5 ft= 0.23k' F2 (0.41 k* 2.0ft)/ 4.5 ft= 0.18k Use: (1) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2 ft+ 12psf* 8.O ft) * (7.5 ft)^2 *0.6/2] + (7.5ft *5001b) = 5.88 kft T= 0.82 kft- ( 5.88kft /7.5ft) = 0.03 k +0.00k= 0.03 k No hd regd ;; v�PISIi/ ENGINEERING INC. Force Transfer Around Opening (FTAO) Diekmann Technique @ Main Floor Line 1 L1 = 5.5 ft Lo= 7.5 ft L2= 16.5 ft V= 4.29 k vo= 436 plf vF= 46 plf hu= 1.O ft vA= 46 plf 4--- F1 = 0.82k F2= 2.45k ( vG= 195p1f ho= 6.O ft ve= 195 plf Fi = 0.82k F2= 2.45k hL= 2.O ft vc= 46 plf vE= 436 plf vH= 46 plf It H= 1.31 k H = 1.31 k FEW Ratios H=1 (4.29k *9.Oft) /29.5 ft= 1 1.3111 _ 6.0 ft: 5.5 ft = 1.1 : 1 t 6.O ft: 16.5 ft = 0.4 : 1 vh= 4.29 k/ 22.0 ft= 195 plf v„= 1.31 k/ 3.0 ft= 436 plf Use: Type B Wall 1W 436 plf* 7.50 ft= 3.27 k: F1 = (3.27 k* 5.5 ft) / 22.0 ft= 0.82 k Use: (1)Bays BLKG F2= (3.27 k* 16.5 ft)/ 22.0 ft= 2.45 k Use: (3)Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2ft+ 12psf* 9.Oft)* (29.5 ft)^2 *0.6/2] + (0.0 ft *5001b) = 36.03 kft T= 1.31 kft- (36.03 kft /29.5 ft) i = 0.09 k +0.00k= 0.09 kI • No hd rea'd --,PWU ENGINEERING INC. Force Transfer Around Opening (FTAO) Diekmann Technique @ Main Floor Line 3 Li = 3.8fit Lo= 6.0 ft L2= 4.3 ft .. .. . ...... --> V= 2.62 k vA= 12 plf vp= 420 plf vF= 12 plf hu= 1.O ft Fi = 1.18k F2= 1.34 kf ; ve= 327 plf ho= 5.0 ft vB= 327 plf j Fi = 1.18k F2= 1.34k } S f > k i i 5 hi.= 3.0ft ,tr( vo= 12 plf vE= 420 plf vii= 12 plf ._ , . . .. _ b® 1.68k I-II= 1.68 Et H:W Ratios H=1 (2.62k *9.Oft) / 14.Oft= I 1.68 k ' 5.Oft: 3.8ft = 1.3 : 1 ! ' 50ft: 43ft = 1.2 . 1 v„= vh=I 1.68k/ 4.0 ft= 420 plf k/ 8.0 ft= I 327 plf If Use: Type B Wall 420 plf* 6.00 ft= 2.52 k11 F1 = (2.52k* 3.8ft)/ 8.O ft= 1.18k Use: (2) BaysBLKt� F2= (2.52 k* 4.3 ft)/ 8.0 ft= 1.34 k T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 5 ft+ 12psf* 9.O ft)*I 17.51 kft (14.Oft)^2 *0.6/2] + ( 13.5ft *500Ib) = T= 1.68 kft- ( 17.51 kft / 14.0 ft) 1 = 0.43 k +0.00k= 0.43 k No hd req'd PWU ENGINEERING .INC, Force Transfer Around Opening (FTA®) Diekmann Technique Lower Floor Line 1 L = 7.5 ft Lo= 4.0 ft L2= 5.5 ft V= 3.15k vA= 114 plf vp= 416 plf vF= 114 plf 1.0 ft hu <-- F1 = 0.96 k -F1 = 0.96k F2= 0.70k vB= 242 plf vG= 242 plf ha= 5.0 ft F� = 0.96k F2= 0.70k - - ht.= 3.O ft vp= 114 plf vE= 416 plf vH= 114 plf i H= 1.67k H = 1.67k 7 , 3.15 k *9.Oft) / 17.0 ft= I 1.67k1 H:WRatios 5.0 ft: 7.5 ftf E= 0.7 1 50ft: 5.5ft = 0.9 1 3.15 k/ 13.0 ft= 242 plf _._.� 1.67 k/ 4.0 ft= 416 plf Use: Type B Wall 416pIf* 4.00 ft= 1.67k ( 1.67k* 7.5 ft)/ 13.0 ft= 0.96 k( 1.67 k* 5.5 ft)/ 13.0 ft= 0.70 k Use: (2) Bays BLKG le after Dead Load is applied for holdown requirements [( 15psf* 5 ft+ 12psf* 9.O ft) * (17.0 ft)^2 *0.6/2] + ( 12.0ft *5001b)= 21.87kft 1.67kft- (21.87kft / 17.0 ft) = 0.38k +0.00k= 0.38k1 NEW] regd eTTO EE 66ATFED USE 0877 COIL STRAP ty�_6. A ENTIRE 1.1216741 CF 24EARLIALL PER DET E)REdT OF FT.T G 10.63 FOR FTAO FETWOD (2)1428A UPL6T TIE ,AT C-1120 TRUSS 3'-3. .3. ,-3" PER 1'IfWOFA68,A° �._ oP -, ®II C2)3125A UPLFT TIE AT GIRDER TRUES PER MAWFAG II ' 1. [7i „ „ sz a A A , e a II1111.I 1IIIIL ' , II \AN, i [7)FI24A IFLFT TIE I ',� ` V O O AT GIRDER TRIGS PER 7ABFAC. 1I-4� , ,] (2)1428A UPLFT E e� A��: M Li \ i__ AT GIRDER iTS `. PER FWWAC. Ali Ivy ��- i7- , � T�OBFEATFED �Q,i.,6=-O° FTAO WALL UF.EE 0877 COIL STRAP L /� =OF 8 T Act acme LENGTH ' - ,AO OF 8€..S LL FER DET © I._ e L�as FOR rTAo rE74mD `. 3-9 O TOENTa WALL ELEVmer) T TO BE E4E4TN® EXTENT CF Fi'AO IEE 0877 COS.STRAP U1ALL filEatiFarI_ 4 FACROSS864EA EMIRS LRNCET i e �'e 10„FOR FTA TSTPER DET J A 10)83 FOR FTAO t'ETNOD UPPER FLOOR LATERAL PLAN 1,.°=1.4. TO 9 FQ NEE r�• De L8T5T STRAP ER us'0877 COIL 81RAP P F 'f ROOF IS or DHFR ACS FMIRE LB+GTW L-TW TO FLOOR,10187 N LBE m/ smA u, pER DET SAM. ur ENO STRAP O 10083 FOR FT I•EtWOD DET A6Wt or 6rL ---_.___.- A G FCC • CF FT AO PROVIDE L OTAL STRIP SEC cN� FROM ROM W Sir OMER TO MOUSE TOP PL.CENTER ; b'_6• _ STRAP AIlt END Cr FIM. L __ -----1._ __ --/___, 5• ®i ATGIRRcER .-.-...41.-. . .-.. .SPT• "'�:/ . A IAE7RlT TEE A AT Da9 PER MANLFAC. A n ,,„ eA „ e 8c-..-..\,4-1 _ ti o 4 ERE FACE CFel ALL 11.11'A' II CV 1425A UPLET TIE AS MGM alnA vQ • 1, APER IMANFA C. E"✓ �aJ _ bFbF Y • w --t.:—,.." • AM 1 •Sp Zp� ' -..1. Ark L ENTIREWALLELE`/ _L4'J•_ ____t" 12 4/ __�T CF FTAO —_______ _..—— -. TO 6E BIL STRAP -._._ USE CB72 coil STRAP UWLL SES d ACROSS OGRE LE t•GTW '....._..--- 8 R8ALL.PER DET v IO F O� ID0S3 FOR PtAO METHOD EXTEND 4F-APER [ OVER TOP OF GARAGE I PER Pglt STEM WALL. PROVIDE L.STAR STRAP LIP SO WALL IEKiR FRGPT ROOF BM 6T OTWER ESNETI TOP OF STEM to WORE TOP PL CENTER WALL AND BOTTOM OF STRAP ADOUT tam OF LM i•EADER IS e'3•MAX PER DETAIL I1/87 MAN FLOOR LATERAL PLAN ENTIRE WALL ELEV G F]411 UA4 ELEv TO EE E1. ATHED TO BE 8 ALL el'D USE 0823 COIL STRAP PT.4.41GER USE C873 COIL STRAP ACR'JSD ENTIRE LENGTH BRACE FER ACRO88 ENTIFe LENGTH OF EHEARIALL PER DET DET 9/84 Or OI*EWLL PER DET 10/83 FOR FTAO TETHOD _ ____ 10/23 FOR FTAO METHOD is TF-o° In'-o° Cl)7- OF FTAO CF FT•• FT20NDk • SEGMENT - MOM ROOT T'-6• S'-b° T'-O° i <'-0° TO MUSE STRAP � GONG P OWTAININGPER 1 i VSO WALL BELOW PER 4 DET um AB REOb� 'i S4 SHOWN HATCHED E T%T608TR.AP O . . . . . FLCOR Fl8T A A F'L•CER STRAP•Ii' NV . ABOE UT NTEEND OF M. 6 •"' V-6° . 1, ,yam'. •Q L .+o GI o 75 a 1. . t...; SHEATH ENTIRE FACE O ' ' e. ' SY YO'-O° CRIPPLE WALL UM A'-- TYPE @ ®® e ® OSWIGSWIGMOD _ BEAM ENTIM FACE CF 13' !fl ' ti- f • CRIPPLE WALL W/A. TYPE eHTG AS REDD 10 84 ® C I Y 0 AA E7 Fiy EMIT Ali TO ° CS ACROSSI O 10/S3HEAR FAR TIE S_^OPE OF Sl7RG SICLUDEW O FOIPIDATION DESIGN ONLY FOR OP BE RETAINS/MALLS AS 824011 ALL OTTER FOUNDATION DESIGN IS OUTSIDE TIE SCOPE OF WORT AND IS BT OTW LOWER FLOOR LATERAL PLAN Ia nr-o° ‘, ii, LDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor Anchor Tension NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour End Corner CL S=2550, S=2550, 15/6 Dim. 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB2OL w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 sw==57306675, sw==57306675, 1%6n S=5730, S=5730, 1 16�� 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB%X24 w=6675 w=6675 4 HDU8-SDS2.5 (3 SSTB28 (NOTE 6.) SST634 (NOTE 6.) S=6395, S=7315, 1 y8112x 7870 5665 8"MIN STEMWALL 8"MIN STEMWALL w=7615 w=8710 ) PAB8-36, 10"min PAB8-36, 10"min S=16435, S=16435, 1�� 8 HDU1 1-SDS2.5 (1)6)( 9535 6865 embed into bottom embed into bottom w=17080 w=17080 of 32"min width of 32"min width S=16435, S=16435, 1 16II 10350 9 HDU14-SDS2.5 (1)6x 14445 footing. If at retainingfooting. If at retaining w=17080 w=17080 6 wall lap anchor with wall lap anchor with vert reinf bar hooked vert reinf bar hooked to Ftg. to Ftg. 5 MST37 (2)2x 2710 2345 N/A N/A N/A N/A 6 MIST48 (2)2x 4205 3640 N/A N/A 7 MST60 (2)2x 6235 5405 N/A N/A N/A Notes: 1 . Install all holdowns per manufacturer specification per C-C-2015 Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. g 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. R Increase footing depth or stemwall height as required for 28/lminimum embedment depth. 1 S 'ii, E,AR, , k' (a-n) SEE NATE(n)BELQW FOR CLIP REQUIREMENTS MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR(T)ANSFER CCAPA(SEISMIG)CCITY APA ITY NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION.Note: (c) CONNECTION. Note (g) CLIPS WIND) 12" z"Dia. A.B. @ 30"o/c 16d @ 4" o/c A35 @ 24" o/c 255 357 A 1fi' OSB (1) SIDE 8d 6 � 1 A35 @ 15"o/c 395 553 B i"OSB (1) SIDE(f) 8d 4" 12" 2'Dia.A.B. @ 18"o/c (m) 16d @ 2z"o/c 1 s 1 C 16" OSB (1) SIDE (e,f) 8d 3" 12" 2'Dia. A.B. @ 12"o/c (m) 16d @ 2" o/c A35 @ 12" o/c 505 707 D 6' OSB (1) SIDE (e,f) 8d 2" 12" ill Dia. A.B. @ 11"o/c (m) 16d @ 2" o/c A35 @ 9"o/c 670 938 1 E 16" OSB (2) SIDE (d,e,f) 8d 6" 12" 2'Dia.A.B. @ 12"o/c(m) 16d @ 2"o/c A35 @ 12"o/c 510 714 F 16"OSB (2) SIDE (d,e,f) 8d 4"Staggered 12" 2'Dia.A.B. @ 8"o/c (m) 16d @ 3"o/c (2) rows staggered A35 @ 6" o/c 790 1106 G 16" OSB (2) SIDE (d,e,f) 8d 3"Staggered 12" 2"Dia.A.B. @ 7"o/c (m) 16d @ 2" o/c (2)rows staggered HGA1OKT @ 8"o/c 1010 1414 H 1fi" OSB (2) SIDE (d,e,f) 8d 2"Staggered 12" 2'Dia. A.B. @ 52'o/c (m) 16d @ 1i" o/c (2)rows staggered 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, and F; not req'd in seismic zone A, B, or C. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. m) 3x, Dbl 2x, or 2x Flat at panel edges. Stagger nails. See note C for plate washers and details for plate washer edge distance. On sill plates of all walls use a single 2x sill and 2x blocking in between the studs for plywood edge nailing surface. n) Clips are only required on interior shearwalls unless otherwise noted on plans and details. • �,,O PRo1 HEIGHT OF CURB PER ARCH \,��'�G i N F /' F./0 19421 PE A 4 (2)#4 CONT.MIN @ T.O.W. I ,_ ,I� r 761 EG► �"L y 22 \c's1 PH/LIP�v ® Expires:06/30/2018 "T"BARS SHOWN LAPPED w/ "Z"BARS R O'D ON 10'TALL "V"BARS BELOW,SEE NOTE 4 WALL AND T LLER ON NON-SOIL SIDE FACE 0 WALLAS SHOWN— "H"BARS 12"WIDE(MIN) 1-1/2"CLR 1-1/2"CLR DRAIN ROCK UP TO 12"FROM T.O.W. DRAIN PIPE AT BOTTOM "V"BAR DOWELS ON SOIL SIDE FACE OF WALL TO BE HOOKED _ INTO FOOTING AS SHOWN CO -' ° "P BARS M = w ¢ e 1-1/2"CLR "'X"BARS 0 4"DIA MIN PERF DRAIN PIPE • . IN PROTECTED SOCK 3"CLR TYP7r�- 3"CLR TYP� cc #4 BARS @ 18"O.C. FQ o .. - #4 CONT.TYP • _ COMPACTED GRAVEL OR COMPETENT SUBGRADE VERIFIED #4 CONT.TY117/B AL______— c // BY GEOTECHNICAL ENGINEER W // Cantilevered Retaining Wall Schedule Generic Retaining Wall For tandard Practice Values LepLenglhL DowelHegithDH "Z"Bars H(Ft) W A B C D "V"Bars "H"Bars "F"Bars X'Bars „T',Bars 5'-0" 4'-0" 6" 0'-9" 2-9" 10 #4@17 o.c. #4@18 o c #4@18 o c x,18"o c 6'-0" 5'-0" 6" 1'-0" 3'-6" 10" #4@12"0.c. #4@18"a.c. #4@15"o.c. #4@18"o.c. 7'-0" 5'-6" 8" 1'-0" 3'-10" 10" #4@9"o.c. #4@12"o.c. #4@12"a.c. #4@18"0.c. 8'-0" 6-6" 8" 1'-3" 4'-7" 11" #5@10"o.c. #4@12"0.c. #4@9"0.c. #4@18"0.c. #4@18"o.c. 32" 39" 8" 1'-6" 5'-1" 11" #5@7"o.c. #5@16"0.c. #5@11"o.c. #4@18"o.c. #4@14"o.c. 32" 39" 9'-0 7'-3" Notes: 1. Design values are based on 35pcf active,a 1000plf wall load, and a seismic load of 6H with a resultant at 0.6H 2. Allowable Soil Bearing=1,500 psf with adjustments for duration factors. Passive=250 psf/ft,Friction=.40 60 ksi 3. Footing and Wall F'c=3,000 psi @ 28 days,Fy= 4. If no"T"bars are shown and no dimension is shown in the table above for Dowel Height DH,extend the"V"bar dowel from the footing to the top of the wall. 5. Backfill only after concrete has cured to 28day break strength. t SCALE: N.T.S. 5',40pcf Page: Date: JUN 2,2016 and enter your title'To speciry your own JobTitle# : Dsgnr: special title block here, Description.... use the"Settingsl e block screen Load Case 1 During Construction,Active pressure only information. This Wall in File:C:\Documents and Settings\HP_Admims r Retain Pro 2005,7-April-2005,(c)1989-2005COde:IBC 2003 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design . _ Re.istration#:RP-1143665 2005001 Soil Data Footing Dimensions&Strengths Criteria P500.0, 1 _ 0.75 ft sf Toe Width 025 5.00 ft Allow Soil Bearing = Heel Width = Retained Height Equivalent Fluid Pressure Method = 4.00 Wall height above soil = 0.00 ft Heel Active Pressure = 40.0 psf/ft Total Footing Width 0.00:1 30.0psf/ft FootingThickness 10.00 in Slope Behind Wall = Toe Active Pressure = = Passive Pressure 250.0 psf/ft Key Width = 0.00 in Height of Soil over Toe = 0.00 in = 110.00 psf = 0.00 in 0.0 ft Soil DensityKey Depth 0.00 Water height over heel = FootingllSoil Friction = 0.400 Key Distance from Toe = ft 0.0 psf Soil height to ignore fc = 3,000 psi Fy = 60,000 psi Wind on Stem for passive pressure = 10.00 in 150.00 pcf Footing Concrete Density = Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads 0 l Lateral Load Applied to Stem r Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Surch 0.0#/ft Footing oth 0.00 ft Used To Over Heel = rni0.0 gsf Lateral Load = 0.00 ft = 0.00 in Used To Resist Sliding&Overturning ...Height to Top0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = Wall Eccentricityto Ftg CL Dist = 0.00 ft Used for Sliding&Overturning \ Footing Type Axial Load Applied to Stem Base Above/Below Soil = 0.0 ft 0.0 lbs at Back of Wall Axial Dead Load = Poisson's Ratio = 0.500 Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in l Stem Construction 1 Top Stem *Design Summary Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.56 OK Wall Material Above"Ht" = Con rete e Sliding = 1.53 OK Thickness = # 4 Rebar Size = 17.75acin Spacing pg Total Bearing Load = 2,556 lbs Rebar ...resultant ecc. = 1.94 in Rebar Placed at = Edge Design Data _ 0.532 Soil Pressure @ Toe = 794 psf OK fb/FB+fa/Fa - Soil Pressure @ Heel = 484 psf OK Total Force @ Section lbs= 800.0 Allowable = 1,500 psf Moment....Actual ft-#= 1,333.3 Soil Pressure Less Than Allowable Moment.....Allowable = 2,505.0 ACI Factored @ Toe = 890 psf Shear Actual psi= 15.7 ACI Factored @Heel = 543 psf OK Shear Allowable psi_ 822 2.0 Footing Shear @Toe = psiWall Weight 75.0 Footing Shear @ Heel = 7.5 psi OK Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 LAP SPLICE IF ABOVE in= 17.09 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 670.1 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs Masonry Data less 100%Friction Force = - 1,022.4 lbs fm Psi= Added Force Req'd = 0.0 lbs OK Fs psi ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Special Inspection Load Factors IBC 2003 Modular Ratio'n' Building Code Dead Load 1.200 Short Term Factor -Live Load 1.600 Equiv.Solid Thick. = Masonry Block Type= Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 Title : 5',40pcf Page: special title.block here, To specify your own Job# : Dsgnr: Date: JUNage 2,2016 Description.... use the"Settings"screen Load Case 1 During Construction,Active pressure only and enter your title block information. This Wall in File:C:1Documents and SettingslHP_Administr, Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainPro.com/9UPP0rO test release Cantilevered Retaining Wall DesignCode:tBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 890 543 psf Mu':Upward = 244 0 ftp# Mu':Downward = 42 0 ft-# Mu: Design = 202 1,333 ft-# Actual 1-Way Shear = 1.95 7.52 psi Other Acceptable Sizes&Spacings Toe: Allow 1-Way Shear = 82.16 82.16 psi Notpeq'd ,Mu<S'Fr Toe Reinforcing = #4 @ 18.00 in Tee::Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 18.00 in Key Reinforcing = None Spec'd Key: No key defined L Summary of Overturning&Resisting Forces&Moments II TING OVERTURNING Force Distance RESISTING Moment Force Distance Moment lbs ft ft-# Item lbs ft ft-# Heel Active Pressure = 680.6 1.94 1,323.3 Soil Over Heel = 1,512.5 2.63 3,970.3 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load _ 0.00 Added Lateral Load = Axial Dead Load on Stem= Soil Over Toe = Load©Stem Above Soil = Surcharge Over Toe = Stem Weight(s) = 375.0 1.00 375.0 Earth @ Stem Transitions= Total = 670.1 O.T.M. = 1,320.4 Footing Weight = 500.0 2.00 1,000.0 4 56 Key Weight = Resisting/Overturning Ratio = Vert.Component = 168.5 4.00 674.1 Vertical Loads used for Soil Pressure= 2,556.0 lbs Total= 2,556.0 lbs R.M.= 6,019.4 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 6.in Conc w/#4 @ 17.in o/c , A 1 A hp7MWRa 13/4" 5-0" 5'-0" 5-0" 2" 6.in Conc w/#4 @ 18.in o e e 1 F ligni 10"® 3" 1 #4@18.in A @Toe Designer select #4@18.inall horiz.reinf. .:►. 3'-3" @ Heel See Appendix A 4'-0" }sd68 E6L }sdZ 6 tig� #99.089 #'0=dd Page: c��Wa 40 ll Pa Title : 5', p r' Date: age:JUN 2,2016 Tp specify your own Job# : Dsgnr: special title block here, Description.... use the"Settings"screen Load Case 2,Active plus wall load and enter your title block information. This Wall in File:C:1Documents and SettingslHP_Administr+ Retain Pro 2005,7-April-2005,(c)1989-2005COd2:IBC 2003 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Registration#:RP-1143665 2005001 Soil Data M Footing Dimensions&Strengths Criteria = 0.75 ft Allow Soil Bearing = 1,500.0 psf Toe Width3.25 Retained Height = 5.00 ft Heel Width Equivalent Fluid Pressure Method 4.00 Wall height above soil = 0.00 ft Heel Active Pressure = 40.0 psf/ft Total Footing Width 0.00:1 30.0psf/ft FootingThickness = 10.00 in Slope Behind Wall = Toe Active Pressure = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Key Width = 0.00 in Soil Density = 110.00 pcf Key Depth 0.00 in Water height over heel = 0.0 ft FootingilSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 3,000 psi Fy = 60,000 psi for passive pressure = 10.00 in Footing Concrete Density = 150.00 pcf Min.As 0/0 = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads r [Lateral Load Applied to Stem r [Adjacent Footing Load 0.0#/ft Adjacent Footing Load = 0.0 lbsg Width = 0.00 ft = 0.00ft Surcharge Over Heel = 0.0 psf Lateral Load = Footin Used To Resist Sliding&Overturning ...Height to TopEccentricity = 0.00 in Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft = 0.00 ft Used for Sliding&Overturning Wall to Ftg CL Dist Footing Type [Axial Load Applied to Stem Base Above/Below Soil = 0.0 ft Axial Dead Load = 500.0 lbs at Back of Wall Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in Stem Construction Top Stern *Design Summary Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.94 OK Wall Material Above"Ht" = Concrete 6.00 Sliding = 1.82 OK Thickness Rebar Size = # 4 3,556 lbs Rebar Spacing = 17.75 Total Bearing Load = ...resultant ecc. = 4.77 in Rebar Placed at _ Edge Design Data Soil Pressure @ Toe = 1,419 psf OK tb/FB+fa/Fa = 0.532 Soil Pressure @ Heel = 359 psf OK Total Force @ Section lbs= 800.0 Allowable = 1,500 psf Moment....Actual ft-#= 1,333.3 Soil Pressure Less Than Allowable Moment Allowable = 2,505.0 ACI Factored @ Toe = 1,702 psf Shear Actual psi= 15.7 ACI Factored @Heel = 431 psf 4.1 psi OK Shear Allowable psi= 82.2 Footing Shear @Toe = Wall Weight = 75.0 Footing Shear @ Heel = 1.2 psi OK Rebar Depth 'd' in= 4.25 Allowable = 82.2 psi LAP SPLICE IF ABOVE in= 17.09 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 670.1 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs Masonry Data less 100%Friction Force = - 1,222.4 lbs fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting Special Inspection = Load FactorsBuildiIBC 2003 Modular Ratio'n' = Dead Load 1.200 CodeShort Term Factor = Dead 1.600 Equiv.Solid Thick. = Live Load Masonry Block Type= Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 Title 5',40Pcf'•-Waii Page: N special title block here, Tp specify your own Job# : Dsgnr: Date: age 2,2016 Description.... use the"Settings"screen Load Case 2,Active plus wail load and enter your title block information. This Wall in File:C:1Documents and Settings\HP_Admims r, Retain Pro 2005,7-April-2005,(c)1989-2005 wCode: IBC 2003 ww.retainpro.com/support for latest release Cantilevered Retaining Wall Design Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 1,702 431 psf Mu':Upward = 456 2,730 ft-# Mu':Downward = 42 3,804 ft-# Mu: Design = 414 1,074 ft-# Actual 1-Way Shear = 4.06 1.23 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe: Not req'd,Mu<S t Fr oe Reinforcing = #4 @ 18.00 in Heel:Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 18.00 in Key Reinforcing = None Spec'd Key: No key defined L Summary of Overturning &Resisting Forces&Moments RESISTING Distance OVERTURNING Force S INGce Moment Force Distance Moment Item lbs ft ft#= 1,512.5 2.63 3,970.3 lbs ft ft-# Heel Active Pressure = 680.6 1.94 1,323.3 Soil Over Heel - Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = 500.0 Axial Dead Load on Stem= 500.0 1.00 Added Lateral Load = Soil Over Toe = Load @Stem Above Soil = Surcharge Over Toe = Stem Weight(s) = 375.0 1.00 375.0 Earth @ Stem Transitions= Total = 670.1 O.T.M. = 1,320.4 Footing Weight = 500.0 2.00 1,000.0 = 4. 94 Key Weight = Resisting/Overturning RatioVert.Component = 168.5 4.00 674.1 Vertical Loads used for Soil Pressure= 3,556.0 lbs Total= 3,056.0 lbs R.M.= 6,519.4 Vertical component of active pressure used for soil pressure DESIGNER NOTES: I 6.in Conc w/#4 @ 17.in o/c A A A ripsymr-w '"- "" 1 3/4" 5'-0" 5-0" 5-0" 2" I t v 6.in Conc w/#4 @ 18.in o 10"L 3" f #4@18.in A @Toe Designer select #4@18.inall honz.reinf. -:1► -+ 5-3" ► Heel See Appendix A DL=500.,LL=500.#, Ecc=O.in Pp=0.# 680.56# 359.12psf 1418.9psf T o specify your ow` Title : 5',40pcff+Wall+Seis Page: special title block here, Job# Dsgnr: Date: JUN 2,2016 use the"Settings"screen Description.... and enter your title block Load Case 3,Active plus wall load and seismic information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Pa=1.33x1.5=2.Oksf Code:IBC 2003 Registration#:RP-1143665 2005001 Seismic load duration factor Criteria Soil Data 1 Footing Dimensions&Strengths Retained Height = 5.00 ftAllow Soil Bearing k = 2,000.0 psf Toe Width = 0.75 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 3.25 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 4.00 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in Key Depth = 0.00 in Footingpoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 10.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem I0AdjacentFooting Load Surcharge Over Heel = 0.0 psf Lateral Load = 204.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning Height to Top = 3.17 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 2.17 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem r Seismic load duration factor Footing Type 1.33x1.40=1.86>1.5 OK Base Above/Below Soil Axial Dead Load = 500.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 500.0 lbs Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.500 *Design Summary I Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.20 OK Wall Material Above"Ht" = Concrete Sliding = 1.40 Ratio<1.5! Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 3,556 lbs Rebar Spacing = 17.75 ...resultant ecc. = 7.18 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,687 psf OK fb/FB+fa/Fa = 0.750 Soil Pressure©Heel = 91 psf OK Total Force @ Section lbs= 1,004.0 Allowable = 2,000 psf Moment....Actual ft-#= 1,878.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,023 psf Moment Allowable = 2,505.0 ACI Factored©Heel = 109 psf Shear Actual psi= 22.1 Footing Shear @ Toe = 4.9 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 4.3 psi OK Wall Weight = 75.0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 Lateral Sliding Force = 874.1 lbs LAP SPLICE IF BELOW in= less 100%Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 1,222.4 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 88.8 lbs NG Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ration' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type= Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 The FOS for sliding, increased by the seismic load duration factor of 1.33,is actually 1.86 as shown above,which is greater than the required 1.5 and is OK. No added force is required. Title : 5',4opcf+WallS Seis Page: .To specify your own Job# : Dsgnr: Date: JUN 2,2016 special title block here, Description.... use the"Settings"'screen Load Case 3,Active plus wall load and seismic and enter your title block information. This Wall in File:C:1Documents and Settings\HP_Administr, Retain Pro 2005,7-April-2005,(c)1989-2005 Code:IBC 2003 www.retainpro.com/supportfor latest release Cantilevered Retaining Wall Design Registration tt:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 2,023 109 psf Mu':Upward = 535 2,072 ft-# Mu':Downward = 42 3,804 ft-# Mu: Design = 493 1,733 ft-# Actual 1-Way Shear = 4.87 4.30 psi Other Acceptable Sizes&Spacings Allow 1-Way Shear = 82.16 82.16 psi Toe: Notp abl SiMu<S"Fr Toe Reinforcing = #4 @ 18.00 in Heel:o : Not re 'd,Mu<S*Fr Heel Reinforcing = #4 @ 18.00 inreq 'd, Reinforcing = None Spec'd Key: No key defined [Summary of Overturning&Resisting Forces&Moments 0 OVERTURNINGRESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 680.6 1.94 1,323.3 Soil Over Heel = 1,512.5 2.63 3,970.3 Toe Active Pressure = -10.4 0.28 -2.9 SSurcharge Soil Over ieeel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 204.0 3.50 714.7 Axial Dead Load on Stem= 500.0 1.00 500.0 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 375.0 1.00 375.0 Earth @ Stem Transitions= Total = 874.1 O.T.M. = 2,035.1 Footing Weight = 500.0 2.00 1,000.0 Key Weight = Resisting/Overturning Ratio 3.20 Vert.Component - 168.5 4.00 674.1 Vertical Loads used for Soil Pressure= 3,556.0 lbs Total= 3,056.0 lbs R.M.= 6,519.4 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 6.in Conc wl#4 @ 17.in o/c F • • • —�3 <1-1 3/4" 5'-0" 5'-0" 5'-0" • • • 2" 6.inConc w/#4@18.inoc V V ® • 10"� #4@18.in @Toe Designer select #4@18.inall honz.reinf. 6-3" @ Heel See Appendix A 4'-0" DL=500.,LL=500.#, Ecc=0.in 204.psI Pp=0.# 680.56# 91.118psf 1686.9psf To specify your own Title • 6',40pcf Page: special title block here, Job# : Dsgnr: Date: JUN 2,2016 use the"Settings"screen Description.... and enter your title block Load Case 1 During Construction,Active pressure only information. This Wall in File:C:1Documents and Settings\HP_Administr, Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code:IBC 2003 Registration#:RP-1143665 2005001 Criteria Soil Data [Footing Dimensions&Strengths r Allow Soil Bearing = 1,500.0 psf Toe Width = 1.00 ft Retained Height = 6.00 ft = 4.00 Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = Heel Active Pressure 40.0 psf/ft Total Footing Width 5.00 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Key Width = 0.00 in Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Depth = 0.00 in FootingilSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 3,000 psi Fy = 60,000 psi for passive pressure = 10.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads r 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 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 r Footing Type Line Load Axial Load Applied to Stem 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 = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary I Stem Construction r Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 5.08 OK Wall Material Above"Ht" = Concrete Sliding = 1.57 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 3,616 lbs Rebar Spacing = 12.25 ...resultant ecc. = 1.25 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 814 psf OK fb/FB+fa/Fa = 0.644 Soil Pressure @ Heel = 633 psf OK Total Force©Section lbs= 1,152.0 Allowable = 1,500 psf Moment....Actual ft-#= 2,304.0 Soil Pressure Less Than Allowable Moment Allowable = 3,577.1 ACI Factored @ Toe = 914 psf Shear Actual psi= 22.6 ACI Factored @Heel = 711 psf Shear Allowable psi= 82.2 Footing Shear @ Toe = 4.4 psi OK Wall Weight = 75.0 Footing Shear©Heel = 10.3 psi OK Rebar Depth 'd' in= 4.25 Allowable = 82.2 psi LAP SPLICE IF ABOVE in= 17.09 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 923.5 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs Masonry Data less 100%Friction Force = - 1,446.5 lbs I'm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Special Inspection Load Factors Building Code IBC 2003 Modular Ration' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. 1.600 Masonry Block Type= Medium Weight Earth,H Concrete Data Wind,W 1.600 fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 To specify your own Title : 6°,40pcf Page: special title block here, Job# : Dsgnr: Date: JUN 2,2016 use the"Settings"screen Description.... and enter your title block Load Case 1 During Construction,Active pressure only information. This Wall in File:C:1Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 914 711 psf Mu': Upward = 450 0 ft-# Mu':Downward = 750 ft-# Mu: Design = 375 2,304 ft-# Actual 1-Way Shear = 4.43 10.33 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 15.00 in Heel:#4@ 15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8©48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning&Resisting Forces & Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 933.9 2.28 2,127.2 Soil Over Heel = 2,310.0 3.25 7,507.5 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 450.0 1.25 562.5 Earth©Stem Transitions= Total = 923.5 O.T.M. = 2,124.3 Footing Weight = 625.0 2.50 1,562.5 Resisting/Overturning Ratio = 5.08 Key Weight = Vert.Component = 231.3 5.00 1,156.4 Vertical Loads used for Soil Pressure= 3,616.3 lbs Total= 3,616.3 lbs R.M.= 10,788.9 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 6.in Conc w/#4 @ 12.in o/cmow, A I A ''° 13/4" 1 6'-0" y 6'-0" 6'-0.. 2" 6.in Conc w/#4 @ 18.in. 10"t 3" Y #4@18.in @Toe Designer select 1'-0" 4'-0" #4@15.in all horiz.reinf. @ Heel See Appendix A 5-0" 1 Pp=0.# 933.89# 632.98psf 813.52psf 6',t;.Qpcf-�NVall Page: Title Date: JUN2,2016 To• specify yourown special title block Job# : Dsgnr:here, Description.... use the"Settings"screen and enter your title block Load Case 2,Active plus wall load information. This Wall in File:C:IDocuments and SeftingslHP_Administr+ •7-Apri (c)1989-2005 Code:IBC 2003 Retain Painpro.c m/sup2005, Cantilevered Retaining Wall Design www.retainpro.comisupporttor latest release Re•istration#:RP-1143665 2005001 Criteria Soil Data Footing Dimensions&Strengths - 1.0o ft Allow Soil Bearing = 1,500.0 psf Toe Width _ 4.00 Retained Height = 6.00 ft Equivalent Fluid Pressure Method Heel Width = 5.00 Wall height above soil = 0.00 ft Heel Active Pressure = 40.0 psf/ft Total Footing Width = 0.00:1 = 30.0 psf/ft Footing Thickness10.00 in Slope Behind Wall = Toe Active Pressure 250.0 sf/ft = 0.00 in Passive Pressure = p Key Width 0.00 in Height of Soil over Toe = 0.0 ft Soil Density 110.00 pcf Key Depth = 0.00 in 0.00 ft Water height over heel = FootingllSoil Friction = 0.400 Key Distance from Toe = 0.0 psf Soil height to ignore fc = psi Fy = 60,000 psi Wind on Stem forpassive pressure = 10.00 in Footing Concrete3,000 Density = 60,000 pcf Min.As% = 0.001800 in Cover @ Top = 2.00 in @ Btm.= [Surcharge Loads \ Lateral Load Applied to Stem Adjacent Footing Load Adjacent Footing Load 0.0 lbs Surch 0.0#/ft Footing oth 0.00 ft Used To Over Heel = rni0.0 psf ..Lateral Load = 0.00 ft = 0.00 in Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft - Surcharge Over Toe = 0.0 psf ...Height to BottomWall Eccentricityto Ftg CL Dist = 0.00 ft Used for Sliding&Overturning Footing Type Line Load Axial Load Applied to Stem \ Base Above/Below Soil = 0.0 ft 500.0 lbs at Back of Wall Axial Dead Load = Poisson's Ratio = 0.500 Axial Live Load = 500.0 lbs Axial Load Eccentricity = 0.0 in 1 Stem Construction 1 Top Stem *Design Summary Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 = 5.37 OK Wall Material Above"Ht" = Concrete Overturning _ 1.78 OK Thickness = 6.00 Sliding Rebar Size = # 4 = 12.25 Total Bearing Load = 4,616 lbs Rebar Spacing = Edge ...resultant ecc. = 4.23 in Rebar Placed at Design Data 0.644 Soil Pressure @ Toe = 1,314 psf OK fb/FB+fa/Fa Soil Pressure @ Heel = 533 psf OK Total Force @ Section lbs= 1,152.0 Allowable = 1,500 psf Moment.,..Actual ft-#= 2,304.0 Soil Pressure Less Than Allowable Moment Allowable = 3,577.1 ACI Factored @ Toe = 1,554 psf Shear Actual psi= 22.6 ACI Factored @Heel = 631 psf 8.0 psi OK Shear Allowable psi= 82.2 Footing Shear @Toe = Wall Weight = 75.0 Footing Shear @ Heel = 3.6 psi OK Allowable = 822 psi Rebar Depth 'd' in= 4.25 LAP SPLICE IF ABOVE in= 17.09 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 923.5 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs Masonry Data less 100%Friction Force = - 1,646.5 lbs fm psi= psi=OK lbs Fs Added Force Req'd = 0.0 _ ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting Special Inspection Load Factors IBC 2003 Modular Ratio'n' DeadL Codeadd 1.200 Short Term Factor = Deed Live Load 1.600 Equiv.Solid Thick. = Masonry Block Type= Medium Weight Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 To specify your own Title : 6°,40pcf+Wall Page: special title block here, Job# : Dsgnr: Date: JUN 2,2016 use the"Settings"screen Description.... and enter your title block Load Case 2,Active plus wall load information. This Wall in File:C:1Documents and Settings\HP_Administn Retain Pro 2005,7-April-2005,(c)1989-2005 Code: IBC 2003 www.retainpro.comfsupportfor latest release Cantilevered Retaining Wall Design Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 1,554 631 psf Mu':Upward = 746 5,183 ft-# Mu':Downward = 75 7,065 ft-# Mu: Design = 671 1,882 ft-# Actual 1-Way Shear = 8.00 3.65 psi Other Sizes&Spacings Allow 1-Way Shear = 82.16 82.16 psiAcceptable Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 15.00 in Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning&Resisting Forces &Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 933.9 2.28 2,127.2 Soil Over Heel = 2,310.0 3.25 7,507.5 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 500.0 1.25 625.0 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 450.0 1.25 562.5 Earth @ Stem Transitions= Total = 923.5 O.T.M. = 2,124.3 Footing Weight = 625.0 2.50 1,562.5 Resisting/Overturning Ratio = 5.37 Key Weight = Vert.Component = 231.3 5.00 1,156.4 Vertical Loads used for Soil Pressure= 4,616.3 lbs Total= 4,116.3 lbs R.M.= 11,413.9 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 6.in Conc w/#4 @ 12.in o/c am A A A FraliM 1 3/4" 6'-0" 6-0" 6-0" 2" 6.in Conc w/#4 @ 18.in� A T A A 10" KI 3" A #4©18.in @Toe Designer select #4@15.inall horiz.reinf. .. @ Heel See Appendix A 5'-0" • DL=500.,LL=500.#, Ecc=0.in Pp=0.# 933.89# 532.98psf 1313.5psf To specify your own Title : 6',40pcf+Wall+Seis Page: special title block here, Job# : Dsgnr: Date: JUN 2,2016 use the"Settings"screen Description.... and enter your title block Load Case 3,Active plus wall load and seismic information. This Wall in File:C:IDocuments and Settings\HP_Administr: Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Pa=1.33x1.5=2.0ksf Code: IBC 2003 Registration#:RP-1143665 2005001 ..."-Seismic load duration factor Criteria Soil Data r Footing Dimensions&Strengths M Retained Height = 6.00 ft Allow Soil Bearing L = 2,000.0 psf Toe Width = 1.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 4.00 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 5.00 Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0sf/ft P Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in FootinglISoil Friction = 0.400 Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 10.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover©Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem r Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 280.0#1ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 3.77 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 2.77 ft Eccentricity = 0.00 in Used for Sliding&Overturning I Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Seismic load duration factor Footing Type Line Load 1.33x1.37=1.82>1.5 OK Base Above/Below Soil Axial Dead Load = 500.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 500.0 lbs Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.500 L*Design Summary I Stem Construction I Top Stem Wall StabilityRatios Stem OK Design Height Above Ftg ft= 0.00 Overturning = 3.49 OK Wall Material Above"Ht" = Concrete Sliding = 1.37 Ratio<1.5! Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 4,616 lbs Rebar Spacing = 12.25 ...resultant ecc. = 7.21 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,589 psf OK Design Data Soil Pressure @ Heel = 257 psf OK /FB+fa/Fa = 0.900 Allowable = 2,000 Total Force @ Section lbs= 1,432.0 psf Moment....Actual ft-#= 3,219.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,880 psf Moment Allowable = 3,577.1 ACI Factored @ Heel = 304 psf Shear Actual psi= 31.4 Footing Shear @ Toe = 9.7 psi OK Shear Allowable psi= 82.2 Footing Shear©Heel = 7.5 psi OK Wall Weight = 75.0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 Lateral Sliding Force = 1,203.5 lbs LAP SPLICE IF BELOW in= less 100%Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in= 6.87 less 100%Friction Force = - 1,646.5 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 158.7 lbs NG Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 The FOS for sliding, increased by the seismic load duration factor of 1.33,is actually 1.82 as shown above,which is greater than the required 1.5 and is OK. No added force is required. To specify your own Title : 6',40pcff+Wall+Seis Page: special title block here, Job# : Dsgnr: Date: JUN 2,2016 use the"Settings"screen Description.... and enter your title block Load Case 3,Active plus wall load and seismic information. This Wall in File:C:1Documents and Settings\HP_Administr. Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 1,880 304 psf Mu':Upward = 888 4,117 ft-# Mu':Downward = 75 7,065 ft-# Mu: Design = 813 2,948 ft-# Actual 1-Way Shear = 9.74 7.46 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 15.00 in Heel:#4@ 15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning& Resisting Forces & Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 933.9 2.28 2,127.2 Soil Over Heel = 2,310.0 3.25 7,507.5 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 280.0 4.10 1,148.9 Axial Dead Load on Stem= 500.0 1.25 625.0 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 450.0 1.25 562.5 Earth @ Stem Transitions= Total = 1,203.5 O.T.M. = 3,273.2 Footing Weight = 625.0 2.50 1,562.5 Resisting/Overturning Ratio = 3.49 Key Weight = Vertical Loads used for Soil Pressure= 4,616.3 lbs Vert.Component = 231.3 5.00 1,156.4 Total= 4,116.3 lbs R.M.= 11,413.9 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 6.in Conc w/#4 @ 12.in o/cp C `.a'.'z: t\ !� 3/4" 6'-0" 6-0" 6-0" 2" • v 6.in Conc w/#4 @ 18.in o/% ® 10" a « 3 #4@18.in @Toe Designer select #4@15.in1'-0" 4.-0" all horiz.reinf. ,. Heel See Appendix A @ 5'-0" DL=500.,LL=500.#, Ecc=0.in 280.psi Pp=0.# 933.89# 257.24psf 1589.3psf Title 7',40pcf Page: To specify your own Job# : Dsgnr: Date: JUN 3,2016 special title block here, Description.... use,the"Settings"screen Load Case 1 During Construction,Active pressure only and enter your title block information. This Wall in File:C:1Documents and Settings\HP_Administr. Retain Pro 2005,7-April-2005,(c)1989-2005 Code: IBC 2003 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Registration#:RP-1143665 2005001 Criteria Soil Data [Footing Dimensions&Strengths M Allow Soil Bearing = 1,500.0 psf Toe Width = 1.00 ft Retained Height = 7.00 ft = 4.50 Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width Heel Active Pressure = 40.0 psf/ft Total Footing Width = 5.50 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Key Width = 0.00 in Soil Density = 110.00 pcf = 0.00 in Water height over heel = 0.0 ft Key Depth FootingliSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 3,000 psi Fy = 60,000 psi for passive pressure = 10.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads r Lateral Load Applied to Stem r lAdjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 ft 0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width 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 O.O 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 0 L Stem Construction r Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.71 OK Wall Material Above"Ht" = Concrete Sliding - 1.53 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 4,643 lbs Rebar Spacing = 9.50 ...resultant ecc. = 2.32 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,022 psf OK fb/FB+fa/Fa = 0.536 Soil Pressure @ Heel = 666 psf OK Total Force @ Section lbs= 1,568.0 Allowable = 1,500 psf Moment....Actual ft-#= 3,658.7 Soil Pressure Less Than Allowable Moment Allowable = 6,822.8 ACI Factored @ Toe = 1,146 psf Shear Actual psi 20.9 ACI Factored @ Heel = 747 psf Shear Allowable psi= 82.2 Footing Shear @ Toe = 5.8 psi OK Wall Weight = 100.0 Footing Shear @ Heel = 13.4 psi OK Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 LAP SPLICE IF ABOVE in= 17.09 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,216.8 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs Masonry Data less 100%Friction Force = - 1,857.2 lbs fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Special Inspection Load Factors IBC 2003 Modular Ratio'n' Dead Load 1.200 Building Code Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = 1.600 Masonry Block Type= Medium Weight Earth,H Concrete Data Wind,W 1.600 fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 7, Q®pef Page: Title Date: JUN 3,2016 To specifyial yourown Job# : Dsgnr: special title block here, use the" Description....screen Load Case 1 During Construction,Active pressure only and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Adrnims r. Retain Pro 2005,7-April-2005,(c)1989-2005Code' IBC 2003 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 1,146 747 psf Mu':Upward = 561 6,170 ft-# Mu':Downward = 75 9,755 ft-# Mu: Design = 486 3,585 ft-# Actual 1-Way Shear = 5.76 13.40 psi Other Acceptable Sizes&Spacings Allow 1-Way Shear = 82.16 82.16 psi Toe: Not req'd,Mu<S*Fr Toe Reinforcing = #4 @ 18.00 in Heel Reinforcing = #4 @ 15.00 in Heel:#4@ 15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48.25 in,#9@ = None Spec'd Key: No key defined Key Reinforcing P LSummary of Overturning &Resisting Forces&Moments I TNG OVERTURNING Force RESISTING Moment Force Distance Moment lbs ft ft# Item lbs ft ft-# Heel Active Pressure = 1,227.2 2.61 3,204.4 Soil Over Heel = 2,951.7 3.58 10,576.8 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= 0.00 Added Lateral Load = Soil Over Toe = Load @ Stem Above Soil = Surcharge Over Toe = Stem Weight(s) = 700.0 1.33 933.3 Earth @ Stem Transitions= Total = 1,216.8 O.T.M. = 3,201.5 Footing Weight = 687.5 2.75 1,890.6 4 71 Key Weight = Resisting/Overturning Ratio Vert.Component = 303.9 5.50 1,671.5 Vertical Loads used for Soil Pressure= 4,643.1 lbs Totallbs R.M.= 15,072.3 Vertical component of active pressure used for soil pressure DESIGNER NOTES: Conc w/#4 @ 9.in o/c 1 3/4" 7-0" 7-0" 7-0" 2" 6.inConc wl#4@18.in . 10" 3" #4@18.in A @Toe Designer select #4@15.in all horiz.reinf. 1 4'-6" @ Heel See Appendix A 5'-6" Pp=0.# 1227.2# 666.14psf 1022,3psf 7 44pcf+Wail Page: Title Date: age: 3,2016 TospCial specify your own Job# : Dsgnr: special title block here, Description.... use the"Settings"screen Load Case 2,Active plus wall load and enter your title block information. This Wall in File:C:1Documents and Settings\HP_Administr; Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall DesignCode:IBC 2003 Registration#:RP-1143665 2005001 [Soil Data r Footing Dimensions&Strengths Criteria = _ 1.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width 4.50 Retained Height 7.00 ft Equivalent Fluid Pressure Method Heel Width Total Footing Width 5.50 Wall height above soil = 0.00 ft Heel Active Pressure = 40.0 psf/ft = 0.00:1 = 30.0 psf/ft Footing Thickness 10.00 in Slope Behind Wall = Toe Active Pressure sf/ft _ Height of Soil over Toe = 0.00 in Passive Pressure = 250.0p Key Width = 0.00 in Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Depth 0.00 in Footingll Soil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore _ fc = 3,000 psi Fy = 60,000 psi for passive pressure 10.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads r [ Lateral Load Applied to Stem ' r LAdjacent Footing Load t Adjacent Footing Load 0.0 lbs Surcharge Over Heel = 0.0 psf Lateral Load 0.0#/ft = Footing Width = 0.00 ft Used To Resist Sliding&Overturning ...Height to Top 0.00 ft = 0 00 in 0.0psf - 0.00 ft Eccentricity Surcharge Over Toe = ...Height to Bottom - Wall to Ftg CL Dist = 0.00 ft Used for Sliding&Overturning Footing Type Line Load [Axial Load Applied to Stem ` Base Above/Below Soil = 0.0 ft 500.0 lbs at Back of Wall Axial Dead Load Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in I [Stem Construction I Top Stem *Design Summary Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.92 OK Wall Material Above"Ht" = Concrete Sliding 1.69 OK Thickness = 8.00 Rebar Size = # 4 5,643 lbs Total Bearing Load Rebar Spacing = 9.50 ...resultant ecc. = 4.92 in Rebar Placed at = Edge Design Data 1,485 psf OK = 0.536 567 Soil Pressure @Toe = psf OK fb/FB+fa/Fa Soil Pressure @ Heel = Total Force @ Section lbs= 1,568.0 Allowable = 1,500 psf Moment....Actual ft-#= 3,658.7 Soil Pressure Less Than Allowable Moment Allowable = 6,822.8 ACI Factored @ Toe = 1,739 psf Shear Actual psi= 20.9 ACI Factored @Heel = 664 psf 9.1 psi OK Shear Allowable psi= 82.2 Footing Shear @ Toe = Wall Weight = 100.0 Footing Shear @Heel = 6.9 psi OK Rebar Depth 'd' in= 6.25 Allowable = 82.2 psi LAP SPLICE IF ABOVE in= 17.09 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,216.8 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs Masonry Data less 100%Friction Force = - 2,057.2 lbs fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting Special Inspection = Load Factors IBC Bu3 Modular Ratio'n' Bedding Code Liveed Load 1.200 Short Term Factor - 1.600 Equiv.Solid Thick. = Load Masonry Block Type= Medium Weight Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 To specify your own Title : 7',40pcf+Wall Page: special title'block here, Job# : Dsgnr: Date: JUN 3,2016 use the"Settings"screen Description.... and enter your title block Load Case 2,Active plus wall load information. This Wall in File:C:1Documents and Seftings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 Code:IBC 2003 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 1,739 664 psf Mu':Upward = 837 6,712 ft-# Mu':Downward = 75 9,755 ft-# Mu: Design = 762 3,043 ft-# Actual 1-Way Shear = 9.07 6.92 psi s table Sizes&Spacings Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable P 9 Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 15.00 in Heel:#4@ 15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,227.2 2.61 3,204.4 Soil Over Heel = 2,951.7 3.58 10,576.8 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 500.0 1.33 666.7 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stern Weight(s) = 700.0 1.33 933.3 Earth @ Stem Transitions= Total = 1,216.8 O.T.M. = 3,201.5 Footing Weight = 687.5 2.75 1,890.6 Resisting/Overturning Ratio = 4.92 Key Weight = Vert.Component = 303.9 5.50 1,671.5 Vertical Loads used for Soil Pressure= 5,643.1 lbs Total= 5,143.1 lbs R.M.= 15,738.9 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 8.in Conc w/#4 @ 9.in o/cg — A A tra 1 3/4" 2" 6.in Conc w/#4 @ 18.in . r V 7 10", 3" e #4@18.in i @Toe Designer select #4@15.inall horiz.reinf. 1-0► 4'-6" ..- @ @ Heel See Appendix A 5-6" DL=500.,LL=500.#, Ecc=0.in Pp=0.# 1227.2# 566.96psf 1485.1 psf Title : 7',40pcf+Wail�-Seis Page: To specify your own Job# : Dsgnr: Date: JUN 3,2016 special title block here, Description.... use the''Settings"screen Load Case 3,Active plus wall load and seismic and enter your title block information. This Wall in File:C:1Documents and Settings1HP_Administr. Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Pa=1.33x1.5=2.0ksf Code: IBC 2003 Registration#:RP-1143665 2005001 Seismic load duration factor Criteria [Soil Data M [Footing Dimensions&Strengths r = Allow Soil Bearing .(�= 2,000.0 psf Toe Width = 1.00 ft Retained Height 7.00 ft Equivalent Fluid Pressure Method Heel Width = 4.50 Wall height above soil = 0.00 ft Heel Active Pressure = 40.0 psf/ft Total Footing Width = 5.50 Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Key Width = 0.00 in Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Depth = 0.00 in FootingljSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 3,000 psi Fy = 60,000 psi for passive pressure = 10.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in [Surcharge Loads 1 [ Lateral Load Applied to Stem r LAdjacent Footing Load Adjacent Footing Load 0.0 lbs Surcharge Over Heel = 0.0 psf Lateral Load 368.0#/ft Footing Width = 0.00 ft Used To Resist Sliding&Overturning ...Height to Top = 4.37 ft = 0.00 in Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.37 ft Eccentricity Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Axial Load Applied to Stem Seismic load duration factor I Base Above/Below Soil = 1.33x1.30=1.73>1.5 OK 0.0 ft Axial Dead Load = 500.0 lbs at Back of Wall Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in Stem Construction 1 Top Stem *Design Summary Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.19 OK Wall Material Above"Ht" = Concrete Sliding = 1.30 Ratio<1.5! Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 5,643 lbs Rebar Spacing = 9.50 ...resultant ecc. = 8.60 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,828 psf OK fb/FB+fa/Fa = 0.745 Soil Pressure @ Heel = 224 psf OK Total Force @ Section lbs= 1,936.0 Allowable = 2,000 psf Moment....Actual ft-#= 5,082.8 Soil Pressure Less Than Allowable Moment Allowable = 6,822.8 ACI Factored @ Toe = 2,141 psf Shear Actual psi= 28.8 ACI Factored @ Heel = 262 psf Shear Allowable psi= 82.2 Footing Shear @ Toe = 11.2 psi OK Wall Weight = 100.0 Footing Shear @ Heel = 12.1 psi OK Rebar Depth 'd' in= 6.25 Allowable = 82.2 psi LAP SPLICE IF ABOVE in= 17.09 Sliding Caics (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,584.8 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = 0.0 lbs Masonry Data less 100%Friction Force = - 2,057.2 lbs fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 320.0 lbs NG Solid Grouting = Special Inspection = Load Factors Modular Ratio'n' = Building Code IBC 2003 Dead Load 1.200 Short Term Factor =1.600 Equiv.Solid Thick. = Live Load Masonry Block Type= Medium Weight Earth,H 1.600 Concrete Data Wind,W 1.600 f psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 The FOS for sliding, increased by the seismic load duration factor of 1.33,is actually 1.73 as shown above,which is greater than the required 1.5 and is OK. No added force is required. „To specify your own Title : 7',40pcf-i-WalkkSeis Page: special title block here, Job# : Dsgnr: Date: JUN 3,2016 use the"Settings”screen Description.... and enter your title block Load Case 3,Active plus wall load and seismic information. This Wall in File:C:1Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 2,141 262 psf Mu':Upward = 1,013 5,131 ft-# Mu':Downward = 75 9,755 ft-# Mu: Design = 938 4,624 ft-# Actual 1-Way Shear = 11.24 12.11 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes«Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 15.00 in Heel:#4@ 13.00 in,#5@ 20.25 in,#6@ 28.50 in,#7@ 39.00 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning &Resisting Forces&MomentsII OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,227.2 2.61 3,204.4 Soil Over Heel = 2,951.7 3.58 10,576.8 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 368.0 4.70 1,730.8 Axial Dead Load on Stem= 500.0 1.33 666.7 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe Stem Weight(s) = 700.0 1.33 933.3 Earth @ Stem Transitions= Total = 1,584.8 O.T.M. = 4,932.3 Footing Weight = 687.5 2.75 1,890.6 Resisting/Overturning Ratio = 3.19 Key Weight = Vertical Loads used for Soil Pressure= 5,643.1 lbs Vert,Component = 303.9 5.50 1,671.5 Total= 5,143.1 lbs R.M.= 15,738.9 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 8.in Conc w/#4 @ 9.in o/c 1 3/4" 7'-0" 7-0" 7'-0" 2" 7 v t I 6.in Conc wl#4 @ 18.in. 10"' 3" v #4@18.in A @Toe Designer select 4'-6" #4@15.in all horiz.reinf. @ Heel See Appendix A 5-6" DL=500.,LL=500.#, Ecc=0.in 368.psI Pp=0.# 1227.2# 223.66psf 1828.4psf To specify your own Title : 8',40pcf Page: special title block here, Job# : Dsgnr: Date: JUN 3,2016 use the"Settings"screen Description.... and enter your title block Load Case 1 During Construction,Active pressure only information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria Soil Data Footing Dimensions&Strengths r Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.25 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 5.25 Heel Active Pressure = 40.0 psf/ft Total Footing Width 6.50 Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 11.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Key Width = 0.00 in Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Depth = 0.00 in FootingliSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 3,000 psi Fy = 60,000 psi for passive pressure = 11.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads r Lateral Load Applied to Stem r Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ..Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 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 0 Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 3.00 0.00 Overturning = 5.02 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.55 OK Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Total Bearing Load = 6,121 lbs Rebar Spacing = 18.00 10.75 ...resultant ecc. = 1.79 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,071 psf OK fb/FB+fa/Fa = 0.363 0.600 Soil Pressure @ Heel = 812 psf OK Total Force @ Section lbs= 800.0 2,048.0 Allowable = 1,500 psf Moment....Actual ft-#= 1,333.3 5,461.3 Soil Pressure Less Than Allowable Moment Allowable ft-#= 3,671.3 9,105.3 ACI Factored @ Toe = 1,203 psf ACI Factored @ Heel = 912 psf Shear Actual psi= 10.7 27.6 Footing Shear @ Toe = 7.1 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 15.5 psi OK Wall Weight psf 100.0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 6.19 LAP SPLICE IF ABOVE in= 17.09 21.36 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= 17.09 Lateral Sliding Force = 1,577.5 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs Masonry Data less 100%Friction Force = - 2,448.3 lbs fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection Building Code IBC 2003 Modular Ratio'n' Dead Load 1.200 Short Term Factor Live Load 1.600 Equiv.Solid Thick. = 1.600 Masonry Block Type= Medium Weight Earth,H Concrete Data Wind,W 1.600 fc psi= 3,000.0 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 • To specify'your own Title : 8',40pcf Page: special title block here, Job# : Dsgnr: Date: JUN 3,2016 use the''Settings"screen Description.... and enter your title block Load Case 1 During Construction,Active pressure only information. This Wall in File:C:1Documents and SettingstHP_Administn Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code:IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 1,203 912 psf Mu':Upward = 925 10,297 ft-# Mu':Downward = 129 15,712 ft-# Mu: Design = 796 5,415 ft-# Actual 1-Way Shear = 7.11 15.46 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 12.50 in Heel:#4@ 12.75 in,#5@ 19.50 in,#6@ 27.75 in,#7@ 37.75 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces &Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,590.1 2.97 4,726.2 Soil Over Heel = 4,033.3 4.21 16,973.6 Toe Active Pressure = -12.6 0.31 -3.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 800.0 1.58 1,266.7 Earth @ Stem Transitions= Total = 1,577.5 O.T.M. = 4,722.4 Footing Weight = 893.8 3.25 2,904.7 Resisting/Overturning Ratio = 5.02 Key Weight = Vert.Component = 393.8 6.50 2,559.6 Vertical Loads used for Soil Pressure= 6,120.9 lbs Total= 6,120.9 lbs R.M.= 23,704.6 Vertical component of active pressure used for soil pressure DESIGNER NOTES: Conc w/#4 @ 18.in o/c • — <-1 3/4" 5-0" 0 • 8'-0.. 8._0.. • 8.in Conc w/#5 @ 10.in o/c • • 3'-0" '1-1 3/4" 2" p • • • 11 6 3" #4@18.in Q @Toe Designer select #4 12.5in 5'-3" @ all horiz.reinf. @ Heel See Appendix A 6'-6" PP=0.# 1590.1# 812.35psf 1071.psf Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code:IBC 2003 Registration#:RP-1143665 2005001 'L Criteria 1 Soil Data Footing Dimensions&Strengths Allow Soil Bearing = 1,500.0 psf Toe Width = 1.25 ft Retained Height = 8.00 ft = 5.25 Wall height above soil = 0.00 ft EquivalentFluid Pressure Method HeelWidth Heel Active Pressure 40.0 psf/ft Total Footing Width = 6.50 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 11.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Key Width = 0.00 in Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Depth = 0.00 in FootinallSoil Friction = 0.400 key Distance from Toe = 0.00 n Wind on Stem = 0.0 psf Soil height to ignore fc = 3,000 psi Fy = 60,000 psi for passive pressure = 11.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads 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 Slidina&Overturning ...Height to Top - 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ,,,Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil _ 0.0 ft Axial Dead Load = 500.0 lbs at Back of Wall - Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary I Stem Construction Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 3.00 0.00 Overturning = 5.19 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.68 OK Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Total Bearing Load = 7,121 lbs Rebar Spacing = 18.00 10.75 ...resultant ecc. = 4.34 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,462 psf OK fb/FB+fa/Fa = 0.363 0.600 Soil Pressure @ Heel = 730 psf OK Total Force @ Section lbs= 800.0 2,048.0 Allowable = 1,500 psf Moment....Actual ft-#= 1,333.3 5,461.3 Soil Pressure Less Than Allowable Moment Allowable ft-#= 3,671.3 9,105.3 ACI Factored @ Toe = 1,698 psf Shear Actual psi= 10.7 27.6 ACI Factored @ Heel = 847 psf Footing Shear @ Toe = 10.4 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 9.5 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 6.19 LAP SPLICE IF ABOVE in= 17.09 21.36 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= 17.09 Lateral Sliding Force = 1,577.5 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs Masonry Data less 100%Friction Force = - 2,648.3 lbs fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection Building Code IBC 2003 Modular Ratio'n' Dead Load 1.200 Short Term Factor Live Load 1.600 Equiv.Solid Thick. = 1.600 Masonry Block Type= Medium Weight Earth,H Concrete Data Wind,W 1.600 fc psi= 3,000.0 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 Title : 8',40pcf+Wall Page: speccialialt Tospecifyitle block yourown here, Job# : Dsgnr: Date: JUN3,2016 Description.... use the"Settings"screen Load Case 2.Active ales wall load w...L w..Lwr..w..r b:Llw L.IwwL To specify your own Title : 8',40pcf+Waii Page: special title block here, Job# : Dsgnr: Date: JUN 3,2016 use the"Settings"screen Description.... and enter your title block Load Case 2,Active plus wall load information. This Wall in File:C:1Documents and SettingslHP_Administn Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support:orlatestrelease Cantilevered Retaining Wall Design Code: IBC 2Q03 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 1,698 847 psf Mu':Upward = 1,284 11,001 ft-# Mu':Downward = 129 15,712 ft-# Mu: Design = 1,155 4,711 ft -# Actual 1-Way Shear = 10.36 9.49 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @12.50 in Heel:#4@ 13.25 in,#5@ 20.50 in,#6@ 29.00 in,#7@ 39.25 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,590.1 2.97 4,726.2 Soil Over Heel = 4,033.3 4.21 ,9 16 Toe Active Pressure = -12.6 0.31 -3.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 500.0 1.58 791.7 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 800.0 1.58 1,266.7 Earth @ Stem Transitions= Total = 1,577.5 O.T.M. = 4,722.4 Footing Weight = 8938. 3.25 2,904.7 Resisting/Overturning Ratio = 5.19 Key Weight = Vertical Loads used for Soil Pressure= 7,120.9 lbs Vert.Component = 393.8 6.50 2,559.6 Total= 6,620.9 lbs R.M.= 24,496.2 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 8.in Conc w/#4 @ 18.in o/c • `" tiw .. • • "c-1-1 3/4" 5'-0" • • 8'-0" 8'-0" • 8.in Conc w/#5 @ 10.in o/c V • • 3'-0" — o—1 3/4" 2" • • ¢ 11" • • 3" #4@18.in @Toe Designer select #4@12.5in -3" 5'-3" @ all horiz.reinf. ►• @ Heel See Appendix A 6'-6" DL=500.,LL=500.#, Ecc=0.in Pp=0.# 1590.1# 729.51 psf 1461.5psf ' To specify your own Title : 8°,40pcf+Wail?-Seis Page: special title block here, Job# : Dsgnr: Date: JUN 3,2016 use the"Settings"screen Description.... and enter your title block Load Case 3,Active plus wall load and seismic information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 Code: IBC 2003 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Pa=1,33x1.5=2.0ksf Registration#:RP-1143665 2005001 �-Seismic load duration factor Criteria Soil DataFooting Dimensions&Strengths Retained Height = 8.00 ft Allow Soil Bearing ,L/ = 2,000.0 psf Toe Width = 1.25 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 5.25 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 6.50 Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 11.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Key Width = 0.00 in Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Depth = 0.00 in FootingflSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 3,000 psi Fy = 60,000 psi for passive pressure = 11.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads r Lateral Load Applied to Stem r Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 468.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 4.97 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.97 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Seismic load duration factor Footing Type Line Load 1.33x1.29=1.72>1.5 OK Base Above/Below Soil = 0.0 ft Axial Dead Load = 500.0 lbs at Back of Wall Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary I Stem Construction Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 3.00 0.00 Overturning = 3.38 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.29 Ratio<1.5! Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Total Bearing Load = 7,121 lbs Rebar Spacing = 18.00 10.75 ...resultant ecc. = 8.59 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,820 psf OK fb/FB+fa/Fa = 0.551 0.830 Soil Pressure @ Heel = 372 psf OK Total Force @ Section lbs= 1,268.0 2,516.0 Allowable = 2,000 psf Moment....Actual ft-#= 2,021.3 7,553.3 Soil Pressure Less Than Allowable Moment Allowable ft-#= 3,671.3 9,105.3 ACI Factored @ Toe = 2,114 psf ACI Factored @ Heel = 432 psf Shear Actual psi= 20.7 37.7 Footing Shear @ Toe = 13.0 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 15.0 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 6.19 LAP SPLICE IF ABOVE in= 17.09 21.36 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= 17.09 Lateral Sliding Force = 2,045.5 lbs HOOK EMBED INTO FTG in= 7.87 less 100%Passive Force = - 0.0 lbs Masonry Data less 100%Friction Force = - 2,648.3 lbs fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 420.0 lbs NG Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' Dead Load 1.200 Short Term Factor Live Load 1.600 Equiv.Solid Thick. = Masonry Block Type= Medium Weight Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 3,000.0 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 The FOS for sliding, increased by the seismic load duration factor of 1.33,is actually 1.72 as shown above,which is greater than the required 1.5 and is OK. No added force is required. To specify your own Title : 8°,40pcf+Wall+Seis Page: special title block here, Job# : Dsgnr: Date: JUN 3,2016 use the"Settings"screen Description.._ and enter your title block Load Case 3,Active plus wall load and seismic information. This Wall in File:C:\Documents and SettingslHP_Administr, Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 2,114 432 psf Mu':Upward = 1,567 8,686 ft-# Mu':Downward = 129 15,712 ft-# Mu: Design = 1,438 7,026 ft-# Actual 1-Way Shear = 12.97 15.00 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 12.50 in Heel:#4@ 9.75 in,#5@ 15.00 in,#6@ 21.25 in,#7@ 29.00 in,#8@ 38.00 in,#9@ 48 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning&Resisting Forces&Moments II OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,590.1 2.97 4,726.2 Soil Over Heel = 4,033.3 4.21 16,973.6 Toe Active Pressure = -12.6 0.31 -3.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 468.0 5.39 2,521.0 Axial Dead Load on Stem= 500.0 1.58 791.7 Load©Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 800.0 1.58 1,266.7 Earth @ Stem Transitions= Total = 2,045.5 O.T.M. = 7,243.4 Footing Weight = 893.8 3.25 2,904.7 Resisting/Overturning Ratio = 3.38 Key Weight = Vert.Component393.8 6.50 2,559.6 Vertical Loads used for Soil Pressure= 7,120.9 lbs Total= 6,620.9 lbs R.M.= 24,496.2 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 8.in Conc w/#4 @ 18.in o/c yz • — "r-13/4" 5'-0" 8'-0" 8'-0" • 8.in Cone w/#5 @ 10.in o/c _._ V • • 3'-0" • -r> o-1 3/4" 2" ® b V V • • • 11 6 #4@18.in 4 @Toe Designer select #4@12.5in 5'-3" @ all horiz.reinf. @ Heel See Appendix A 6-6" DL=500.,LL=500.#, Ecc=0.in 468.ps. Pp=0.# 1590.1# 371.5psf 1819.5psf To specify your own Title : 9',40pcf Page: special title block here, Job# : Dsgnr: Date: JUN 3,2016 use the"Settings"screen Description.... and enter your title block Load Case 1 During Construction,Active pressure only information. This Wall in File:C:\Documents and Settings\HP_Administr; Retain Pro 2005,7-April-2005,(c)1989-2005 wCode:IBC 2003 ww.retainpro.com/support for latest release Cantilevered Retaining Wall Design Registration#:RP-1143665 2005001 Criteria Soil Data Footing Dimensions&Strengths r Allow Soil Bearing = 1,500.0 psf Toe Width = 1.50 ft Retained Height = 9.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width =_ 5.75 Heel Active Pressure 40.0 psf/ft Total Footing Width 7.25 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 11.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Key Width = 0.00 in Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Depth = 0.00 in FootingliSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 3,000 psi Fy = 60,000 psi for passive pressure = 11.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover©Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads r Lateral Load Applied to Stem r Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#!ft Adjacent Footing Load 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil 0.0 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 LStem Construction 0 Top Stem 2nd .-k Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 3.00 0.00 Overturning = 5.00 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.52 OK Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Total Bearing Load = 7,416 lbs Rebar Spacing = 14.00 7.50 ...resultant ecc. = 1.44 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,125 psf OK fb/FB+fa/Fa = 0.491 0.611 Soil Pressure @ Heel = 921 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 ft-#= 4,691.4 12,721.9 ACI Factored @ Toe = 1,261 psf ACI Factored @ Heel = 1,033 psf Shear Actual psi= 15.4 34.9 Footing Shear @ Toe = 10.5 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 19.6 psi OK Wall Weight psf= 100.0 100.0 Rebar Depth 'd' in= 6.25 6.19 Allowable = 82.2 psi LAP SPLICE IF ABOVE in= 17.09 21.36 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= 17.09 Lateral Sliding Force = 1,954.2 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs Masonry Data less 100%Friction Force = - 2,966.6 lbs fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection Building Code IBC 2003 Modular Ratio'n' Dead Load 1.200 Short Term Factor Live Load 1.600 Equiv.Solid Thick. = 1.600 Masonry Block Type= Medium Weight Earth,H Concrete Data Wind,W 1.600 fc psi= 3,000.0 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 ' To specify your own Title : 9',40pcf Page: special title block here, Job# : Dsgnr: Date: JUN 3,2016 use the"Settings"screen Description.... and enter your title block Load Case 1 During Construction,Active pressure only information. This Wall in File:C:lDocuments and Settings\HP_Administn Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.corri/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 1,261 1,033 psf Mu':Upward = 1,401 14,032 ft-# Mu':Downward = 186 21,442 ft-# Mu: Design = 1,215 7,410 ft-# Actual 1-Way Shear = 10.52 19.61 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #5 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #5 @ 13.50 in Heel:#4@ 9.25 in,#5@ 14.25 in,#6@ 20.25 in,#7@ 27.50 in,#8@ 36.00 in,#9@ 45 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 ft4 Heel Active Pressure = 1,966.8 3.31 6,501.4 Soil Over Heel = 5,032.5 4.71 23,694.7 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) = 900.0 1.83 1,650.0 Earth @ Stem Transitions_ Total = 1,954.2 O.T.M. = 6,497.5 Footing Weight =- 996.9 3.63 3,613.7 Resisting/Overturning Ratio = 5.00 Key Weight = Vertical Loads used for Soil Pressure= 7,416.4 lbs Vert.Component = 487.1 7.25 3,531.2 Total= 7,416.4 lbs R.M.= 32,489.6 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 8.in Conc w/#4 @ 14.in o/c . -4' <1-1 3/4" . 6'-0" • 9'-0" 9'-0" 8.in Conc w/#5 @ 7.in o/c 3'-0" <-1 3/4" 2" V V 3„ #5@18.in @Toe Designer select #5 13.5in 1'-6" 5'-9" @ all horiz.reinf. @ Heel See Appendix A 7'-3" ;sd8lbZl6 ,tsdL0•6Z6 #9"996 L #'0=dd A .. I To specify your own Title : 9',40pcf+Wall Page: special.title block here, Job# : Dsgnr: Date: JUN 3,2016 use the"Settings"screen Description.... and enter your title block Load Case 2,Active plus wall load information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code:IBC 2003 Registration#:RP-1143665 2005001 Criteria Soil Data Footing Dimensions &Strengths Retained Height = 9.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.50 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 5.75 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 7.25 Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 Psfiff Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Footing Thickness = 11.00 in Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in FootingllSoil Friction = 0.400 Key Depth = 0.00 in Wind on Stem = Key Distance from Toe = 0.00 ft 0.0 psf Soil height to ignore for passive pressure = 11.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads r 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 = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stemil Footing Type Line Load Axial Dead Load = 500.0 lbs Base Above/Below Soil Axial Live Load = 500.0 lbs at Back of Wall = 0.0 ft Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.500 *Design Summary Stem Construction 1 Top Stem 2nd Wall StabilityRatios Stem OK Stem OK Design Height Above Ftg ft= 3.00 0.00 Overturning = 5.14 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.62 OK Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Total Bearing Load = 8,416 lbs Rebar Spacing = 14.00 7.50 ...resultant ecc. = 3.83 in Rebar Placed at = Edge Edge Soil Pressure @Toe = 1,467 psf OK Design Data Soil Pressure @ Heel = 854 psf OK /FB+fa/Fa = 0.491 0.611 Allowable = 1,500 Total Force©Section lbs= 1,152.0 2,592.0 psf Moment....Actual ft-#= 2,304.0 7,776.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,694 psf Moment Allowable ft-#= 4,691.4 12,721.9 ACI Factored @ Heel = 986 psf Shear Actual psi= 15.4 34.9 Footing Shear @ Toe = 14.4 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 13.6 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 6.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 21.36 Lateral Sliding Force = 1,954.2 lbs LAP SPLICE IF BELOW in= 17.09 less 100%Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 3,166.6 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ration' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type= Medium Weight Wind, 1.600 Concrete Data Seismic,WE 1.000 fc psi= 3,000.0 3,000.0 Fy psi= 60,000.0 60,000.0 To specify your own Title : 9',40pcf+Wall Pae: special title block here, Job# g Dsgnr: Date: JUN 3,2016 use the"Settings"screen Description.... and enter your title block Load Case 2,Active plus wall load information. This Wall in File:C:IDocuments and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered RetainingWall Design Registration#:RP-1143665 2005001 g Code: IBC 2003 Footing Design Results Toe Heel Factored Pressure = 1,694 986 psf Mu':Upward = 1,851 14,880 ft-# Mu':Downward = 186 21,442 ft-# Mu: Design = 1,665 6,563 ft-# Actual 1-Way Shear = 14.45 13.55 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #5 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #5 @ 13.50 in Heel:#4@ 10.50 in,#5@ 16.00 in,#6@ 22.75 in,#7@ 31.00 in,#8@ 40.75 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined LSummary of Overturning &Resisting Forces &Moments 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 Toe Active Pressure = -12.6 0.31 -3.9 Sloped Soil Over Heel = 5,032.5 4.71 23,694.7 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 500.0 1.83 916.7 Load @ Stern Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) 900.0 1.83 1,650.0 Total = 1,954.2 O.T.M. = 6,497.5 Earth @ Stem Transitions= Footing Weight _ 996.9 3.63 3,613.7 Resisting/Overturning Ratio = 5.14 Key Weight Vertical Loads used for Soil Pressure= 8,416.4 lbs Vert.Component = 487.1 7.25 3,531.2 Vertical component of active pressure used for soil pressure Total= 7,916.4 lbs R.M.= 33,406.2 DESIGNER NOTES: 8.in Conc w/#4 @ 14.in o/c • a-1 3/4" • 6'-0" • 9'-0" 9'-0" 8.in Conc w/#5 @ 7.in o/c 3'-0" <-1 3/4" 2" V V V . • #5@1 8.in 3 @Toe Designer select #5@13.5in all horiz.reinf. a V-6" 5'-9" @ Heel See Appendix A 7'-3" DL=500.,LL=500.#, Ecc=0.in � u Pp=0.# 1966.8# 854.48psf 1467.3psf To specify your own special title block here, Title : 9',40pcf+Wall-Seis Page: use the"Settings"screen Job# : Dsgnr: Date: JUN 3,2016 Description.... and enter your title block information. Load Case 3,Active plus wall load and seismic This Wall in File:C:IDocuments and SettingslHp_Administr. Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com114366rt for latest release Cantilevered Retaining Wall Design Re.www.rration#:RP-1143665 2005001 Pa=1.33x1.5=2.Oksf Code:IBC 2003 IEMESeismic load duration factor " Soil Data Footing Dimensions&Strengths Retained Height = 9.00 ft Allow Soil Bearing = 2,000.0psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Toe Width = 1.50 ft Slope Behind Wall = Heel Active PressureHeel Width = 5.75 0.00: 1 = 40.0 psf/ft Total Footing Width Height of Soil over Toe = Toe Active Pressure = 30.0 psf/ft 11.00 0.00 in Passive Pressure Footing Thickness Water height over heel = = 250.0 psf/ft = in 0.0 ft Soil Density = 110.00 pcf Key Width = Footing��Soil Friction = 0.400 Key Depth 0.00 in Wind on Stem = 0.0 psf Key Distance from Toe 0.00 in Soil height to ignore = 0.00 ft for passive pressure = 11.00 in fc = 3,000 psi Footing Concrete Density rrete Fy= 150._ 150.00 psi 00 pcf Min.As% = 0.0018 Surcharge Loads Cover @ Top = 2.00 in @ Btm.= 3.00 in Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load Used To Resist Sliding&Overturning = 590.0#/ft Adjacent Footing Load Surcharge Over Toe 0.0 psf ...Height to Top = 5.54 ft Footing Width 0.0 lbs Used for Sliding&Overturning Height to Boftom = 4.54 ft Eccentricity 0.00 ft Axial Load Applied to Stem 0.00 in Seismic load duration factor Wall n Ftg Type Dist = 0.00 ft Axial Dead Load = 1.33x1.24=1.65>1.5 OK Footing Line Load Axial Live Load 500.0 lbs Base Above/Below Soil Axial Load Eccentricity500.0 lbs at Back of Wall = 0.0 ft = 0.0 in Poisson's Ratio *Design Summary = 0.500 Stem Construction Top Stem 2nd Wall Stability Ratios Stem OK Stem OK Design Height Above Ftg ft= 3.34 OK Wall Material Above"Ht" 3.00 0.00 Overturning = = Concrete0 Concrete Sliding = 1.24 Ratio<1.5! Thickness = 8.00 Rebar Size 8.00 Total Bearing Load = 8,416 lbs Rebar = # 4 # 5 ...resultant ecc. Spacing 14.00 8.84 in Rebar Placed at - 7.50 Edge Edge Soil Pressure @ Toe = 1,868 sf OK Design Data Soil Pressure @ Heel = p fb/FB+fa/Fa psf OK = 0.748 0.845 453 Allowable 2,000 psf Total Force©Section lbs= 1,742.0 3,182.0 Soil Pressure Less Than Allowable Moment....Actual ft ACI Factored @ Toe = 2 157 psf p= 3,507.6 10,749.6 p Moment Allowable ft-#= 4,691.4 12,721.9 ACI Factored©Heel = 523 psf Shear.....Actual Footing Shear @ Toe = psi 27.9 47.6 Footing Shear @Heel = 18.4 psi OK Shear.....Allowable psi= 82.2 82.2 20.5 psi OK Wall Weight Allowable = 82.2 psi Rebar Depth 'd' psf 100.0 100.0 Sliding Calcs (Vertical Component Used) in= 6.25 6.19 LAP SPLICE IF ABOVE in= 17.09 21.36 Lateral Sliding Force = LAP SPLICE IF BELOW in= 17.09 less 100%Passive Force = 2,544.2 lbs 0.0 lbs HOOK EMBED INTO FTG in= Masonry Data less 100%Friction Force = - 3,166.6 lbs 7.98 Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 649.7 lbs NG Fs psi= Load Factors Solid Grouting = Building Code Special Inspection = IBC 2003 Modular Ratio'n' Dead Load 1.200 Short Term Factor Live Load 1.600 Equiv.Solid Thick. Masonry Block Type= Medium Weight Earth,H 1.600 Concrete Data Wind,W 1.600 F psi= 3,000.0 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 The FOS for sliding, increased by the seismic load duration factor of 1.33,is actually 1.65 as shown above,which is greater than the required 1.5 and is OK No added force is required. To specify your own Title : 9',40pcf+WaII*Seis Pae: special tide block here, Job# g Dsgnr: Date: JUN 3,2016 use the"Settings"screen Description.... and enter your title block Load Case 3,Active plus wall load and seismic information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Registration#:RP-1143665 2005001 Code: (�C 2003 Footing Design Results Toe Heel Factored Pressure = 2,157 523 psf Mu':Upward = 2,300 11,693 ft-# Mu':Downward = 186 21,442 ft-# Mu: Design = 2,114 9,749 ft-# Actual 1-Way Shear = 18.41 20.45 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #5 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #5 @ 13.50 in Heel:#4@ 7.25 in,#5@ 11.00 in,#6@ 15.75 in,#7@ 21.25 in,#8@ 28.00 in,#9@ 35 Key Reinforcing = None Spec'd Key: No key defined LSummary of Overturning &Resisting Forces& Moments 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 = 5,032.5 4.71 23,694.7 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 = 590.0 5.96 3,514.4 Axial Dead Load on Stem 500.0 1.83 916.7 Load @ Stem Above Soil = Soil Over Toe Surcharge Over Toe = Stem Weight(s) 900.0 1.83 1,650.0 Total = 2,544.2 O.T.M. = 10,012.0 Earth©Stem Transitions_ Footing Weight 996.9 3.63 3,613.7 Resisting/Overturning Ratio = 3.34 Key Weight Vertical Loads used for Soil Pressure= 8,416.4 lbs Vert.Component = 487.1 7.25 3,531.2 Vertical component of active pressure used for soil pressure Total= 7,916.4 lbs R.M.= 33,406.2 DESIGNER NOTES: 8.in Conc w/#4 @ 14.in o/c • A A A • - _1 3/4" 6'-0" • • 9'-0" 9'-0" • 8.in Conc w/#5 @ 7.in o/c • 3-0" –4 —13/4" 2" V V • • Q 11" #5@18.in 3" @Toe Designer select #5@13.5in all horiz.reinf. -P-6" 5'-g" 11 @ Heel See Appendix A 7-3" DL=500.,LL=500.#, Ecc=0.in <z�sN 590.psI Pp=0.# 1966.8# 1.11111111.71137:sf 1868.5psf