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Specifications AA C g 73 S� �v�`��` s7 PWU ENGINEERING INC. Email: pwuengineerinq(a�comcast.net Ph: (503) 810-8309 Structural Calculations: M=, , Job # LEN15402 Date: 10/9/15 NOV 9 2015 Project: Dublin A Master Reuse Garage Right CU'IV OF'HARD Lot 7, Oak Crest, Tigard, OR BUILDING DIVISION Lennar Homes �� pPROFFs �� • 19421PE -2 r EGON ' 22 "v°' HILIP `1 Expires: 06/30/2016 The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns Non-prescriptive foundations are outside the scope of this design and require approval from a geotechnical engineer If the project is located on a sloping lot, the foundation system needs to be approved by a geotechnical engineer prior to construction Failure to do so invalidates this design The need for retaining walls for the project is the sole responsibility of the builder and a design will be included only if information provided by the builder,such as sections and drawings,are provided indicating where they are needed All retaining wall designs should be verified by the geotechnical engineer of record for the subdivision or lot prior to construction Failure to do so invalidates their design. The design is based on information provided by the client who is solely responsible for its accuracy The engineering represents the finished product Discrepancies from information provided by the client invalidate this design. PWU Engineering shall have no liability (expressed, or implied), with respect to the means and methods of construction workmanship or the actual materials used in construction PWU Engineering Inc shall have no obligation of liability,whether arising in contract(including warranty), Tort(including active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or consequential damage. • ---OPWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for the Dublin A Daylight Master plans for Plan approvals. Wind Loading: Per ASCE 7. Fig 6-2 See attached elevations for wind loading breakdown per level. 136mph Ultimate 3-sec gust Exposure B for Category I and II structure, Which is equal to 105mph ASD per the 2012 IBC and IRC with state amendments The mean roof height of the house h =24' approximately. c rRs Direction 111110End Zones 411116'0114 RS 4k. Direction 2a End Zones Note: End zone may occur at any corner of the building. a= .10*44' =4.4' or for h =24' a= .4(h) = .4(24')=9.6' a= 4.4' controls a must be larger than .04(44') = 1.8' and 3' Therefore: 2a =8.8' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: Di seismic design category per the latest edition of the state adopted code based on the 2012 IBC and IRC Sps= .76, R= 6.5, W = weight of structure V= [1.2 Sps/(R x 1.4)] W V= .100 W Roof Dead load = 15 psf Floor Dead load = 15 psf Interior Wall Dead load= 6 psf Exterior Wall Dead load = 12 psf Suspended Garage = 60psf Wind per ASCE 7 Cc„PWU ENGINEERING INC. Project_Dublin A Daylight `v Direction Front to Back 3s Gust Roof A 19 7 psf Speed Exp. Angle A B 13.5 psf 105mph B 30.3 1.00 C 15.7 psf Illt� � �'� 7:12 D. 10.8 psf �.'� "" C Qrectoon \114 End Zonesiii -�+` Least a= 4.4 ft -" L(ft) hAVG(ft) ora= 9.6 ft / �s 44.0 24.0 and a> 1.8 ft 2a o,renon End Zones anda> 3.Oft Nate Eat zeta may occur at any caner of the bolding 2a 8.8 ft WR L(ft) 8.8 32.4 8.8 . hA(ft) 4.5 4.5 _ hg(ft) 12.0 12.0 _ he(ft) 4.5 . hp(ft) 12.0 W(plf) 0.0 250.7 200.3 250.7 0.0 0.0 0.0 0.0 0.0 0.0 300 0 WR AVG 218.0 plf 200 0 - , I - 1000 00 . W2 L(ft) 8.8 32.4 8.8 hA(ft) 10.5 10.5 . hB(ft) . he(ft) 10.5 hp (ft). W(plf) 0.0' 206.9 164.9 206.9 0.0 0.0 0.0 0.0 0.0 0.0 300 0 W2 AVG 179.6 plf 200 0 - --1 I 100 0 00111111 , 111111 Wi L(ft) hA(ft) hB(ft) _ he(ft). _ . hp(ft) W(plf)� 0.0 0.0 0.0 0.0' 0.0 0.0. 0.0 0.0 0.0 0.0 1 0 - W1 AVG #DIV/0! 05 00 -, 1 1 I► 1 .. 1 i nil i\11111 11111 11111111111111111111111 11111 1111111111/I11111111/I 11111111111 11 III 1 11:1 111x/11111►111111111x/1111111111111111111111111111111/111111mn1111111111111111111111111111111111111/11111111111/11111111111/111/1111i1i11u/lr11►!111111111 111111111111►111111111►1111111/1111111111111/111/111111111111111un111111111111111111111111111111111/1111111■11111/111/111111111111111111111111Ai111111111 1101111111<71@UID/lncl111111111111111n1111n W 1t11111m111111111m111111111111111111111mnn111111111umn11111m11n1111nn11/I0111111mr1I111 IIIC11111111111011111111101111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111: 11111111101111111111m111 11111g111111 111111011111111101111111111111111111111111111111111111111110111111111111111111111111111111111111111111111111111111117/1\111111111111111111/11111►`1 1111I11!1111/11111►11111111111111111111111/1111111111111111111111111111111 1111/111►'111111111111/11111/11111111111111111111111/1i11111►1111111111119111111111 11/111111;171111111►1111111111:1111111111111111111111111111111111111:11!.1111111r '11I11111111111I1111111111111111111111111111111111\I11I11111111:11111I111 111111111111111111111@/1111111111111111111111111111111111111111f1111111111111P 1111111111111111111111111111111111111111111111111111111111111111111111118011.11 1111111111111111111111111►111111111111111111111111111111111111111111111111111x' Alh, N11111111111111111111111111111111111111111111111/1\!111'.11111111►11N1 11i\IIIIIIIII IiI111/11111iC1111111/111111111111111111111111111111111111111, AIII. 4110!1141111111111111111111111111111IIIIl,lllI 11!111111111111 111A11111I1111Sii1111111 1111111111111111111111111111111111/1111111, 9111111/11111111111111111111111115:1111111111/G:d111111111111 muminsimireintommutritimummilimirmir `111111111111111111/111111111111111x1111I1m41111111mI1_ _ . -- -- 1111111511111111111►t11111l t l IIIn1111111111111/11111111tI1r `1U11111m111n11111111111G1/111i11111111111I:/11nium . 11111111x11111111111►`111111nIn1111111nn11m111n1n1111n► • 11111111111111111111111111,1111111110111111111111011111 III i11111IIIIII 11f1111111G111111111111111111111111111111111111" `n11111111111111111I1111111111112111111111111.111111 11111111111111111111111►a11111n1111m111111111n1111m► , .'111111111111111111111111111111110111111111111011111 Tor Ftare — 1�i�!IIm7 m111n111101nIIIm1I111I1I111111InhIliLII. I! 1 �l i _._1-!1__._1_.I, I ii.1 I I — L , I - LII _„�.�� _ _1111 IIIIIIIIIII 1111111111111 1111111111191111 TOP R.n. L 1.1..11 Williallir ...r,- �" i = - 4. IIe `: , — a,e ru.-., . I 11 REAR ELEVATION �••. Wind per ASCE 7 cc,,PWU ENGINEERING INC. Project Dublin A Daylight `v '+ Direction Side to Side 3s Gust Roof A 19.7 psf Speed Exp. Angle A B 13.5 psf 105mph B 39.8 1.00 C 15 7 psf 0�� 10:12 D 10.8 psf �► D,recion - End Zones .40 ' Least a= 4.4 ft r� W(ft) hAVG(ft) ora= 9.6 ft j o redan 110 44.0 24.0 and a> 1.8 ft 2a- and a> 3.0 ft End Zares Note 6d zone nay occur at any cart,at the building 2a 8.8 ft WR L(ft) 8.8 26.4 8.8 hA(ft) 4.5 10.5 hg(ft) 9.0 2.5 he(ft) 10.5 hp(ft) 2.5 W(plf) 0.0 210.2 191.9 240.6 0.0 0.0 0.0 0.0 0.0 0.0 300 0 - WR AVG 205.3 plf 200 0 r 1000 00 „ W2 L(ft) 26.4 8.8 hA(ft) 10.5 hg(ft) hc(ft) 8.5 hp(ft) W(plf) 0.0 0.0 133.5 206.9 0.0 0.0 0 0 0.0 0.0 0.0 300 0 - W2 AVG 151.8 plf 200 0 - I 1000 - Wi L(ft) • hA(ft) hg(ft) he(ft) hp(ft) W(plf) 0.0 0.0 0.0 0.0' 0 0' 0.0. 0.0 0.0 0.0 0.0 10 - Wi AVG #DIV/0! 05 - 00 -. 0 imam u/umm nicsimImicmp- 460. O t11l11lt111t1�'" TOP RATE llll�ll11ll� ll/ % 0)2/6 I.2/6 ED= 0 UM 15 BETEEEN 111111101IIIIIIIIIMINIMIIIIMIIII11111.111111.111.11111111111MIIIIMIMMIIIIMINIMIIIIIIIIIINIIIIIIIIIIIIIIIIIIMIXIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 11111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111011111111111111111111111111111111111111 1111111111111111111111111111111111111111111111111111 lilli111111111111111111111111111111111111111111111111111111111111111111111111111111111111111•11.11111111111111111111111111E15111111111111111111111111111111111111111I1111111111111 - - 10-- - _ • --- 1111111011111111111MIIIIIIIIIIIIIIINI111111111111111111111111111111111111111111111111111\1111111111P11111111111111111111111111 1111111111111111111111111111111111111111111111111.1/ _ 11111111111111.11111111111111111111111111111111111110111111111111111i1111111111M1111111111M11111111111t1111111111111111111111111111111111111111111111111111111111111!:ill 111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111% ' gli %Mill/11111111 111111111111111111111111111111111111111M11111 lit mcluictm imisimminimialeilinn icaceincomemilinumpv0.-i-g . .Nweinummullinclimilimmummidimill fOr PLA211 itainteinceimmumionicommunisinummonitomilun ---=, • r"--- ...cm mirmicrilioniciiiiminsimmie 1,0161E16 inimmintoommommomelounionuccummiciecalticittir. 1111=11k1r=11 -;1111151111111111111111iiiilliiiillliiirniiiilli — — initionsmairteirlimimr-mmisineimmumictiammti --- •vi.. 41111111111111111111111111111111111•1111111111 4> 11111111111111111111111tiiiiii-IP' "teliMmiintiviiiiiiiiiiiiiir..,/milar. =Iiiiiik011icIllitillillicillIcluimililitilliclil 11111111111311111101cSiw ---=1,.- -,11C-101131111111111tillli1111111111111r liiiii 11111111111111111111111111111111111t11111111111111111111 il@IIIIIIIII11111111:0' ,„-iimlubl, -ilitinuctillimicomait = = timusiiiiiimmanur—iiiiiiimmiiiii • 14* Llin1111110P- diaraingsimminli-- ..ititioniemitems,-- . —...aiuminaivietir• ..----i'i..-,._ "glIIIIIIII! istai. - . ..1.0_11/111)11121111111111111111111b,, -.(lititiminmsoisiiiiiiiiiiiii7piiiiiiiiiiiitimi csiur- ,Irg1111.1111b-..-,...._ "%woo. I)" --L----.iii - "1111111111111111111111111111111m1111.1111111111111i111111111111 .ifi.,...".*11 Tcp_i•LA ND 1....44!11 , .r. 1 TRLIOte. ... ii =1111.1111111111111-01111POIECI4 6 ,..33„, LEEE1-2 10 .... . I 1 .0.. Irl .1111.1 rill 111111 Alah II 11111 11111 11111 11111 11111 11111 11111 11111 E IZ........m.ii....: . I.. ........-._ 0 , . am Whill1111... . ..... .....=.1.,Ill III ll 77ncil Mil I1111 11111 11111 11111 11111 11111 11111 Ft:PERSTE: --- . --.......,,...a___________A—.. * i:--ge. mu ii ili ii iii ii --....... — .......-------------m 'Tm"=1;mmien=s1E--:it Fied.m. 01.,NEdr-__M.,,,,,,-.L.1.,"., ,,,,,_ eas jut — .1. '"'",-• 11111 11111 11111 11111 11111 III.. 11111 11111 it-....7_-i -----,-,.. ..........-.-_--,.,-_-,„7-,-,...1E,--..,17,,,,_. — — — ---,E..„ , ism)),so..tsactia-sicacipecx,r 4> IC/-1=C-114icmarr"1"AME741=- COLLECTIC,1 11/W.OM El.1.4602.1 ABOVE(3.BEE DOOR-12626160M ARO Ll7E6) _____________ _ FRONT-ELEVATION! V 4'•r-cr QOQ� NIONANNINIPP. 4> I1.111IUWI1111I10'."—mIIItumnnNmoluru11u No limn me, "4111111111111111111f111111IN11111111 �I I� jl ►' "4111,11111111111111/1111111111111 .4lialtillglininf 111111." *411111111111111 1111111 I1' '.1111111111111111111 TOP RAM 111111 1111111111111111 - - 0 O y III ll 0 _.. _ - /Up-11.R J - TOP PLATE_, 4. P LEFT SIDE ELEVATION 1/4.•M Seismic & Governing Values `c„PWU ENGINEERING INC. Project Dublin A Daylight `S Seismic Loading per latest edition of state adopted code based on 2012 IBC and IRC Design V= [1.2 Sps/(R x 1.4)]W Category R SPS D1 6.5 0.76 Roof Dead Load: 15psf Floor Dead Load: 15psf Interior Wall Dead Load: 6psf V= 0.100*W Exterior Wall Dead Load: 12psf Check Seismic Front to Back vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 44 ft] ; = 101.4 plf < 218.0 plf Wind Governs W2 = [0.100 * (15+5+3+4) *,44 ft] :+ 101.4 plf= 220.5 plf < 397.6 plf Wind Governs = [0.100 * (15+5+3+4) * ,+ 220.5 plf= 220.5 plf #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 50 ft] = 115.3 plf < 205.3 plf Wind Governs W2 = [0.100 * (15+5+3+4) * 50 ft] ,+ 115.3 plf= 250 5 plf < 357 1 plf Wind Governs = [0.100 * (15+5+3+4) * ;+ 250.5 plf= 250.5 plf #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 _ Line Loads ` PWU ENGINEERING INC. 't Project Dublin A Daylight `v High Roof Diaphragm -Main Floor Walls Line A P = 5.45 k LTOTAL = 35.5 ft v = 5.45 k / 35 5 ft = 154 plf Type A Wall h = 9.0 ft LWORST = 35.5 ft MOT = 154 plf * 9.0 ft * 35.5 ft = 49.05 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (35.5ft)2 / 2 * 0.6 = 52.17 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 52.17 kft = 52.17 kft T = (49.05kft - 52.17kft) / 35 5 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line C P = 5.45 k LTOTAL = 37.0 ft v = 5.45 k / 37.0 ft = 147 plf Type A Wall h = 9.0 ft LWORST = 6.5 ft MOT = 147 plf * 9.0 ft * 6.5 ft = 8.62 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (6.5ft)2 / 2 * 0.6 = 1.75 kft + (0 lb * 0.0ft) + (500 lb * 6.0 ft) = 3.00 kft + 175 kft = 4 75 kft T = (8.62kft - 4 75kft) / 6 5 ft = 0.59 k + 0.00 k = 0.59 k No hd req'd Line 1 P = 2.36 k I I LTOTAL = 17.5 ft I I v = 2.36 k / 17.5 ft = 135 plf (Type A Wall See FTAO Calc No hd req'd Line 2 P = 4.52 k LTOTAL = 19.5 ft v = 4.52 k / 19 5 ft = 232 plf Type A Wall h = 9.0 ft LWORST = 19.5 ft MOT = 232 plf * 9 0 ft * 19.5 ft = 40.64 kft MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (19.5ft)Z / 2 * 0.6 = 20.88 kft + (0 lb * 0.0 ft) + (500 lb * 19.5 ft) = 9.75 kft + 20.88 kft = 30.63 kft T = (40.64kft - 30.63kft) / 19.5 ft = 0.51 k + 0.00 k = 0.51 k No hd req'd Line 3 P = 2.16 k LTOTAL = 10.0 ft v = 2.16 k / 10.0 ft = 216 plf Type A Wall h = 9.0 ft LWORST = 2.0 ft MOT = 216 plf * 9.0 ft * 2.0 ft = 3.88 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (2.0ft)2 / 2 * 0.6 = 0 17 kft + (0lb * 0.0ft) + (500 lb * 2.0ft) = 1.00 kft + 0.17 kft = 1.17 kft T = (3.88kft - 1.17kft) / 2.0 ft = 1.36 k + 0.00 k = 1.36 k See FTAO Calc Use type 1 hd on garage piers only Main Floor Diaphragm -Basement Floor Walls Line A P = 7.25 k LTOTAL = 33.0 ft v = 7.25 k / 33.0 ft = 220 plf Type A Wall h = 6.0 ft LWORST = 13.0 ft MOT = 220 plf * 6.0 ft * 13.0 ft = 17.13 kft MR = (15 psf * 5.0 ft + 12 psf * 6.0 ft) * (13.0ft)2 / 2 * 0.6 = 7.45 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 745 kft = 7 45 kft T = (17.13kft - 7.45kft) / 13.0 ft = 0.74 k + 0.00 k = 0.74 k No hd req'd Line C P = 8.14 k LTOTAL = 44.0 ft v = 8.14 k / 44.0 ft = 185 plf Type A Wall h = 6.0 ft LwoRST = 44.0 ft MOT = 185 plf * 6.0 ft * 44 0 ft = 48.87 kft MR = (15 psf * 2.0 ft + 12 psf * 6.0 ft) * (44 Oft)2 / 2 * 0 6 = 59 24 kft + (01b * 0.0 ft .+ (Olb * 0.0 it = 0.00kft + 59.24 kft = 59.24kft T = (48.87kft - 59.24kft) / 44.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 1 I P = 4.18 k I I LTOTAL = 27.0 ft I I v = 4.18 k / 27.0 ft = 155 plf 'Type A Wall See FTAO Calc No hd req'd Line 2 P = 7.86 k LTOTAL = 59.0 ft v = 7.86 k / 59.0 ft = 133 plf Type A Wall h = 6.0 ft LWORST = 9.0 ft MOT = 133 plf * 6.0 ft * 9.0 ft = 7.19 kft MR = (15 psf * 2.0 ft + 12 psf * 6.0 ft) * (9.0ft)2 / 2 * 0.6 = 2.48 kft + (Olb * O.Oft) .+ (Olb * O.Oft) = 0.00kft + 2.48kft = 2.48kft T = (7.19kft - 2.48kft) / 9.0 ft = 0.52 k + 0.00 k = 0.52 k No hd req'd Force Transfer Around Opening Method (FTAO) --- PWU ENGINEERING INC. @ Main Floor Line 1 Worst Case = 7.0 ft Lo= 10.5 ft L2= 7.5ft V= 1.96 k vp= 78 plf vp= 78 plf vp= 78 plf hu = 1.0 ft v= 135 plf v= 135 plf F1 = 0.60 k F2= 0.64 k ho= 5.0 ft F1 = 0.60 k F2 = 0.64 k v= 135 plf v= 135 plf vp= 78 plf vp= 78 plf yp= 78 plf hL= 3.0 ft T T= 0.00k T= 0.00k vp= 1.96 k/ 25.0 ft= 78 plf H:W Ratios v= 1.96 k/ 14.5 ft= 135 plf Use: Type A Wall 5.0 ft : 7.0 ft = 0.7 : 1 5.0 ft : 7.5 ft = 0.7 : 1 F1 = ( 135plf- 78plf) * 7.0 ft* 1.5 = 0.60 k F2= ( 135 plf- 78 plf) * 7.5 ft* 1.5 = 0.64 k Use: (2) Bays BLKG MOT= 1.96 k* 9.0 ft= 17.62 kft1 MR= [( 15psf* 2 ft+ 12psf* 9.0 ft) * (25.0 ft)^2 * 0.6/2] + (0.0 ft *5001b) = 25.88 kft T= ( 17.62- 25.88 )/ 25.0 ft= 0.00 kl No hd req'd 1 0 - 0.64 k D. 0.5 - 0.0 - x -0.5 - ..� -10 - Force Transfer Around Opening Method (FTAO) - Pwu ENGINEERING INC. @ Main Floor Line 3 Li =13.0 ft Lo=,6.5 ft L2 =.3.0 ft V= 1.30k vP= 104 plf vp= 104 plf vp= 104 plf hu =1.0 ft 4- V V= 216 plf v= 216 plf F� = 0.51k F2= 0.51 k ho=.6.0 ft F1 = 0.51 k F2= 0.51 k v= 216plf v= 216plf 4- 4- t- E- 4- 4- 4- 4- V p= 104 plf v,= 104 plf vp= 104 plf hL= 2.0 ft J T T= 0.42k T= 0.42k vP= 1.30 k/ 12.5 ft= 104 plf H:W Ratios v= 1.30 k/ 6.0 ft= 216 plf Use: Type A Wall 6.0 ft : 3.0 ft =2.0 : 1 6.Oft : 3.Oft = 2.0 : 1 F1 = (216plf- 104plf) * 3.0 ft* 1.5 = 0.51 k F2= (216 plf- 104 plf) * 3.0 ft*' 1.5= 0.51 k Use: (2) Bays BLKG MOT= 1.30 k* 9.0 ft= 11.66 kftl MR= [( 15psf* 2 ft+ 12psf*' 9.0 ft) * (12.5ft)^2 * 0.6/2 ]; + ( 0.Oft *5001b) = 6.47kft T= ( 11.66 - 6.47)/ 12.5 ft= 0.42 k Nohdreq'd 1.0 CI. 0.5 - 0.51 k 00 - -0.5 - .. LL -1.0 ♦. Force Transfer Around Opening Method (FTAO) - PWU ENGINEERING INC. @ Lower Floor Line 1 Worst Case = 10.0 ft Lo= 6.0 ft L2 = 13.0 ft V= 3.57 k vP= 123 plf vp= 123 plf vp= 123 plf hu = 1.0 ft -4 f- 4- V= 155 plf -V= 155plf v= 155plf F1 = 0.48k F2 = 0.63k h0 = 4.0ft F1 = 0.48k F2 = 0.63k v= 155 plf v= 155 plf vp= 123 plf vP= 123 plf vp= 123 plf hL= 3.0 ft T T= 0.00k T= 0.00k vp= 3.57 k/ 29.0 ft= 123 plf H:W Ratios v= 3.57 k/ 23.0 ft=' 155 plf Use: Type A WaII 4.0 ft : 10.0 ft = 0.4 . 1 4.0 ft : 13.0 ft = 0.3 . 1 F1 = ( 155plf- 123plf) * 10.0 ft* 1.5 = 0.48k F2 = ( 155 plf- 123 plf) * 13.0 ft* 1.5 = 0.63 k Use: (2) Bays BLKG MOT= 3.57 k* 8.0 ft= 28.52 kftl MR= [( 15psf* 6 ft+ 12psf* 8.0 ft) * (29.0 ft)"2 * 0.6/2] + ( 0.0ft *5001b) = 46.93 kft T= ( 28.52- 46.93 )/ 29.0 ft= 0.00 k No hd req'd 1.0 - 0.63 k a 0.5 - 0.0 -0.5 - 48 k -1.0 - • • DOVE LULL MEV To BE MEAD" USE CIE COL IO AP& (2)eAr6 PER DDT lwee2 K0Ao T•6k 9'•i!' O r ____ o 0 A A il e 1 T.cJ 1 A _ _ - I 1!!I11I1111! o el _ e I e <4 . p e e Tr 7 A Ilr,. , '.' A .I �,-c4,\ l j-' Fc' �,•�..L .-1°J1. 2-. ,--r i1 "1-11- TO_ !DODD 8 M=cou.slur Q,�, OW O DM n' ODPTA°MEIN= e roue eel WALL u• eo WALL MOW eenIERN Tor a 6TEM WALL AND BOTTOM DR NCADER b 61-6'MAX PER DETAIL PAW MAIN FLOOR LATERAL PLAN 4,..r-o• AN ERNE ELY1 CLEV To EC NEATEO UEC CP IL CO6TRAr CDEsAre FER Mr love.2 FOR FTAv Fin-lop ICA-4• 1 t , 4.-3/c6)O r — r.,.... ,...„, 1 '' ', . . . . . . . . . t _ .___ b__L• • . e . . .. . . . . . . . . . . . . . . . . . . . • lEla aav an .III .T 8HEA1H►M AL RE= 6AI• • I{' I -� e IIIIIL . 0 ,, . . g, • . . . . el, A 66FE-ATS KM FACE OF . BM CRAPPIE MALL E bLE'ATHIC Ab REM. EIF.ATH 94E1E FACE OF • . CRRI•PLE MALL V'A' . . . . . . . . . . . . 61•EAT6111 A6 MOD © .- - O LOWER FLOOR LATERAL PLAN IV•Y-0' r - a BINE WALL ELM, TO &BATHED AIL UBE 0611 COIL ST1 RIP h)6.476 PElR DET p1691 0 O POI!ITAO METHWD A T., _ ° _ ° _ t 0 ii A A A b A A k., ._ IIIIIIIIIIIII ``r 0 mirg e e Y ,_ : It.•_i A 011 Wilk y_.. i,o,,I'. r n OT ENTIRE BALL FL.Ev P"'�'Tr , o _ I'- Q'-a use ME anew=COIL /l Tt• TT 0)6176 PER DET 101661 O e e POR PTAO METHOD POUR 6TEM WALL U• 60 R1411 MEOW �m " 'TOPO OP STEM WALL AHID BOTTOM OP HEADER 16 dle.e.MAX PER PETAL 11/691 MAIN FLOOR LATERAL PLAN i. . I) • • .I • I 0 FegreilF-A4 6"C Oren. oT4EPLIEL:RAP CD BATA RR PET 10/6S2 ("? W-6' 44 ..-bok la-4' .' t T • • • • . .... . . 1 ,___..... . . .F . . . . . . . . •, • . . . . . . . I =, - - - • . . . . . _ _:.. . , , ,1,,1,- 4 . 0. _,43, a SEAN RA ENTINE CE OR CRIPPLE MAI A/A' - i ,IIIIN I 1 13.-1' ' . . . 6IEAININS A6 RE= 4 O = 8.4. . . r - .,._41. . r .:1 • • • • • • . . . . . 0 ENEATN ENTIPE FACE CEO 610) CRIME EAU WA' ... .. A !FEATHERS AO RECTD SEAN ENTIRE FACE CR CRIPPLE URI 61'A' &anal A6 REED . . . -II 1 I--,-. --. -..-- ,-,-. - .. LOWER FLOOR LATERAL PLAN ii,..r.. . _ • • , HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor Anchor Tension NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour End Corner 1 HDU2-SDS2.5 (2)2x 3075 2215 S=2550, S=2550, SSTB16 SSTB2OL w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB%X24 W-56 76 7o w=66705 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB5/8X24 W6670, W—ss 0, SSTB28(NOTE 6.) SSTB34 (NOTE 6.) S=6395, S=7315, 4 HDU8-SDS2.5 (3)2x 7870 5665 8"MIN STEMWALL 8"MIN STEMWALL w=7615 w=8710 8 HDU11-SDS2.5 (1)6x 9535 6865 PAB8-36, 10"min PAB8-36, 10"min embed into 32"min embed into 32"min 9 HHDQ14-SDS2.5 (1)6x 14445 10350 width footing. If at width footing.If at retaining wall lap retaining wall lap anchor with vert reinf anchor with vert reinf bar hooked to Ftg. bar hooked to Ftg. 5 MSTC28 (2)2x 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A 7 MSTC66 (2)2x 5660 5660 N/A N/A Notes: 1 . Install all holdowns per manufactureer specificaiton per C-2011 Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (2)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. Trimmer stud may be used as part of boundary member. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. 6. Increase footing depth or stemwall height as required for 28%" minimum embedment depth. S H EA R WA L L SCHEDULE (a-rn) ONLY REQ'D ON INTERIOR SHEARWALLS. MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRANSFER CAPACITY CAPACITY NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) _CONNECTION. Note (g) CLIPS (h) Lb/Ft (SEISMIC) Lb/Ft(WIND) A �'—�"OSB (1) SIDE 8d 6" 12" i"Dia.A.B. @ 30"o/c 16d @ 4"o/c A35 @ 24"o/c 255 357 B OSB (1) SIDE (f) 8d 4" 12" Z"Dia.A.B. @ 18"o/c (m) 16d @ 2z"o/c A35 @ 15"o/c 395 553 C16"OSB (1) SIDE (e,f) 8d 3" 12" Z"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 12"o/c 505 707 D16" OSB (1) SIDE (e,f) 8d 2" 12" 2"Dia.A.B. @ 11"o/c (m) 16d @ 2"o/c A35 @ 9"o/c 670 938 E 16"OSB (2) SIDE(d,e,f) 8d 6" 12" 2"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 12"o/c 510 714 F16"OSB (2) SIDE(d,e,f) 8d 4"Staggered 12" Z"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" Z"Dia.A.B. @ 7"o/c (m) 16d @ 2"o/c(2)rows staggered HGA1OKT @ 8"o/c 1010 1414 H16"OSB (2) SIDE (d,e,f) 8d 2"Staggered 12" 2"Dia.A.B. @ 52"o/c (m) 16d @ 1z"o/c(2)rows staggered HGA1OKT @ 6"o/c 1340 1876 Notes: a) All wall construction to conform to SDPWS Table 4.3A. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7"embed into concrete. 3"x3"x%"plate washers req'd at all shear wall A.B. in seismic zone D, E, F. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. m) 3x, Dbl 2x, or 2x Flat at panel edges. Stagger nails. See note C for plate washers and details for plate washer edge distance. On sill plates of all walls use a single 2x sill and 2x blocking in between the studs for plywood edge nailing surface. I PWU ENGINEERING INC. Ph: 503 810-8309, Email; pwuengineerincomcast.net i Dubl;1 A Nli;',41i- - i gsis2 25r4 RpLa 15par 6d`*1 L_= lets' 6, 4 3gapri' L' 11.5' govlr 3.3zk (2.= 14.4ok G7nt3 AQP 4#y ,gt'l #� �..�� aase L- 23' �.: 3Ga,iP %.,i= l(.api. R=14.#Yk R= a.Cok ; tit 1.l3kA- Ose: 1-14 D +2 MDQ G Gee IHR C' ticts-le..r LA1G' = Ip SDRC' Nom; L- 5' t,". 0171P L- 8 R� !.2$k Mz5.t2k r `..�` rapt f.=2-ock Mt2.sa j 056: yxl2 1?� 2 Use ' �fk/o t2.12k Ht Use= �(x� I3F2 6745 41,,o $t1 L. rs.s' L.-" 2YdpI! 1`k 114k f•8Gk iddx l 1 Is' o.ti2k i -1.24k '1= 3. 3kI+ Use 6)41 DC-42- PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comeastnet g :I B1-1, 6 L= /4' L.,. LILID plc 2-fDpiH 1/.•=08k fl Oks Id+ ok (Jse; 2x/'-1 D2 t#2 s 2.17k ssich- "Tr.of- •:14 C) • 602. p #2. 6 14.01,00,n 3 pflik -HR. G L. Deak co CO .1c 111011111/ L- g' ? 11-1, 2k M-2404 4-1-72k 2-3Ik F-1 2.k4 (ise: 14,c.16) DP*2- - , : 4(12 D4 *2- . L- L561 7113pIP (-1 0,7314 R 1.4k Use . . • • I - PWU ENGINEERING INC. Ph: 503 g10-8309, Email: pwuengineerind,@comcast.net • Deck JTh1 Det-k WI offer LPOptc 34'k M=iI.23/4 p,3sk o53k _(;lscl pi- f Trvi 34:44 ��. 2x0 G +��'d•G �ck Bm, �-a^"�� i,0:7g;gy • '_I 02')00= 15301 v.,o.25053C) - 384111 (121 11`1"?SDS A'11d.,..hle 2-cps lot. 32016 ) 6k - PWU ENGINEERING INC. Email: pwuengineering@comcast.net f,--,:;:.;:%_o f R OFF Ph: (503) 810-8309s `, >4 ,- \see-, II/7t/L2 '" (iP tuh, G`A'DI' %rimer it ., A -14 , Zoo r',./f LIP Nn3 #1/ $ 6t M' 72.0o Expires: (o-3°-/t t ` Z�9MtN . MIlrit ti '' k 1.t L 4/4-i.ow A-�3Cf T, G � 7 zao /�.� � If7 < FAR �(MPSr.N Drt 2 oR 077 2 Z Li C.- s I es0 IT 2. olz D"R 2 Z. �t,tp S uP Ta Iv s co.. u1/4)..., 0rfX l2 -306 4+1 Z GASP kM FrA4 S bS VIA' X,L`1 W 1 I 'At' w b 5 t kw_ PLA-rE = LcC ug‘'. tM,(^) (3) 1/critc6 for sos @ (.6:(0.G. u P iv. — 121 picot 5 p 1+) wic►JC,Y Rg 6 b -k"C-O-4PS -- N° 1-1197-7143 S, C,r-t$nueiv! ovTOoaR K(1t// l' e- . 4 SIMPSON Railing Post-to-Deck Framing Z.M•_ Code Requirements The railing connection is one of the more crucial connections pertaining to safety,and it is often inadequately constructed. In order to provide the required load resistance When required - at the hand rail,the post must not only be fastened to the rim joist, but also tied l' Guards shall be located along back into the joist framing.Machine bolts through the post and rim joist alone do many surfaces more than 30' not typically meet the performance requirements of the code.The details below have above the floor or grade below ! been shown through testing to resist the forces called out by the codes. including porches,balconies, raised floor areas,stairways, ; landings and open-sided Simpson Strong-Tie® Solutions walking surfaces. IRC2006,Section R312.1 r"'- HD2A Haldown: IBC 2006,Section 1013.1 . . 0 Horizontal application. Hot-dip galvanized Height .-d> coating recommended. orr2Z to joist layout it, Guards shall be a minimum of 0 36°tall(IRC)or up to 42"tall • 'Y , for certain occupancies(IBC). •, \ ',,....T.: IRC 2006,Section 8312.1 `>0 i IBC 2006,Section 1013.2 DTT2Z Deck 2x8(Mm.) 1`=: 2x8 joists Tension Tie: DTr2Z > blocking - Load Resistance Features to mocking layout 1 , v Handrail assemblies and galvanized °'"' , u = wards shall be able to resist 'V="R' g coating. _ a single concentrated load ofu' - 200 pounds,applied iri any r` =� w ;�a direction at any point along , . p; _-w.. " For more � - �` . ."� ,, the top- _„‹!,..:o',. s e' information on this — - - IRC 2006, Table R301.5 ��;�� ;;�� '�x�`>�'�°`�" IBC 2006, Section 1607.7.1 application,see .''•,- Simpson Strong-Tie .,:•,"` technical bulletin - . . ^5i; =- r ''. ..'i•--- T-GRDRLPST 'f1 rrrr"^ ,: '' vrk' - Selection of products based upon ,. , �,�. o performance and/or suitability for - ��;:' ''' 's^ l ' „' a specific application should be' is;44.,1, , ie.,. 1i///;;� •r '°v made by a qualified professional. j� 4 , ; W, �I,. wiz'" '-4� ,-tti �s fi••JIM• _ --'_ --i,.-x-:,.i",,...; - -- Simpson Strong Tie recommends 0 .•.., -a'a erir '• ,,a, _ � 9{''3ip x,'34 -! �1 4. IA"Yl j�`{?�; ( �,��:�«��:_ ,;vim that deck designs be approved m-, r' "''`' '-'-` ��••-`;;-.t y�' ate--�,• �<r; `;" iR amu,.„> .;"-18 •:',',, •;. by the local building department 3 { WP; _ :'- r*'� n before construction begins. .•- •1').Z1, ,°; _ '1'••••"-''.."•,'-').' =-: : ” -.a-'' _ -_ :, s •:4 . «.;,� --1"; {_ y - -�' �� - :r`° <TIi�,..1�1�,'�'Tr'•a;`4-.=eta rr. f(7 i,i.'3.f) i..-.+ . - i�"r ,: 27'1'`,• .,`,fit,�' ....?,• ..it,�;�, - _..A)_t - zj l ,4. '-' 77 GALVANIZED" . ' ' '31 . A., „ ,,,,,,.:„.„-„,,,,,,,,,,,i, - s e3 pg . -v, nt;if a=;r ohese r hotdips redcoable ing.Sl a ZMAXL= y , .: j _- 1, For more information on connecting or hot-dl galvanized coating. ” =�'�'�" �Arm'" �i`�,�{> connectors are also available for higher — :-.-'• ` re posts inside the rim joist, see exposuresing certain ai environments or applications „.,,,,140,•,..,- ,''4,-,--.(141_,.',;r1:1,_. - Simpson Strong-Tie technical using certain preservative treated woods. ®hex+�= trs ` See page 6 for more details. t-» '°- bulletin T-GRDRLPST 16 I DECK FRAMING CONNECTION GUIDE F-DECKCODE09©2009 SIMPSON STRONG-TIE COMPANY INC -.Ill i L. DTT2 Deck Post Connectors Page 2 of 4 _ • Simpson Strong-Tie SDS screws install best with a low speed high torque drill with a 3/8"hex head driver. For Shearwall Installation,see HDU/DTT2 Gallery: .top roll over images below to see larger image i' ya. `, i-1. 1. inti\. / el.�:`,. ..fir_;.. „.4_,,,,..._, . +:.,. ''' :R.---'s-- ," r.,,,,,„.., �- ., , �t ,2,,, ,,:r' ,,;4:-„,„., ,4,,, �� i t DTT2Z DTT2 installed as Typical Deck-to- 1 (DTT2SS similar) a lateral connector House Lateral for a deck Load Connection ttit� t guardrail post. t 1 [ For more ((,1 ,• fi 3.,. information on „r guardrail post 1 t jl, F connections,see }`� technical bulletin fyj� t T-GRDRLPST 4 - Load Table: See code report listings below ..top These products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson Strong-Tie for details. Minimum Allowable Tension Load Model GI Anchor Fasteners Wood Member " DF/SP SPF/HF No. t Diameter Thickness (100) (160)1 (100) (160)1 11/2 1825 1825 1440 1800 DTT2 ''Yie 'J-_.' 8-SDS14.x11/2' 3 2000 2145 1440 1835 F27- JS2'.. _ i; 8-SDS 3 2145 2145 2105 21105 1. The allowable loads have been increased 60%for wind or earthquake loading with no further increase allowed 2. Load values are valid if the product is flush with the end of the framing member or installed away from the end. 3 The guardrail post illustration above addresses an outward force on the guardrail An additional DTT2 can be added at the lower bolt to address an inward force Code Reports (PDFs): •next a top LEGACY REPORTS IAPMO UES ICC-ES ESR CITY OF LOS ANGELES STATE OF FLORIDA ICC-ES NER ICC-ES ER ICC-ES ES ER DTT2 No code listing.Please contact us for test data DTT2SS No code listing.Please contact us for test data -DTT2Z ESR-2330/ESR-2523* RR25720 FL10441 DTT2Z-SDS2.5 No code listing.Please contact us for test data. http://www.strongtie.com/products/connectors/DTT2.asp 11/20/2012 Strong-Drive® SDS Structural Wood Screw Page 4 of 9 • 6. Minimum spacing requirements are listed in ICC-ES ESR-2236. - Allowable Shear Loads for Wood Side-Plate Applicationss - -^— -- — --- -- — DF/SP Allowable Loads' :-—_—^ _ — -- Size Model — _ — —"'"_— — — Wood Side Plate Thickness(in.) '/s 1 Ye 34 i 1 1 Ye 1 11/2 E 11/4, ,. . 1% 27 !-_...3 354 1 44 Y: . .:r;2 SDS-25-200 145 • • • l t • 1—- i • 1 — —i • 'Ax24i 50525212 165 -165= 1 ,170 1 165 ; ` 1,M, • 1,.. 190' ...• . ,' w I -,• 1 ._ . 1 . . r:3 SDS25300 165 165 �1170 ' 185 195 w n 205 2$0'�� w �� —� • _ •/,'x 3-.'--. .,, •SDS25311 - _.-165 1&5'. . -x170 1 185 _ .. 195'_1_'205 _3iia� 1...140'_;-1 ------r--"•• ,.--_ .- r —,•. ., ••r j ._.. _ v_4_ 50525412 165 165 I —170 185 195 i� 205 '350'1 340'_2300 ' 200 i • _t__- 3 . . /<x5 50525500 m 165 165 170 1 185 t 195 ii 205 I 350' 1 340' J--230 _230 Y200 1 • •/...•6 • SDS25600 165 i 165 i 170 1 185 195 , 205 350' 340--1 340' 1 340' ( 340 I 230 1 200 — 3 730 •.Y 8 SDS25800 165 165 r 170 185 t 195 i 205 1_. 350' ` 34p' � 40' J. 0' 0' 1 t� 34 � 3 2301 .—.._._ SPF/HF Ailawable Loads' -- �— _�__ .__' Size , Model ---"` Wood Side Plate Thickness(in.) tin.) No, Y2 '/e % g 1 , m 3. 1'/4 i 1Y ' 1`�+_ 2�I _1._3_ 31/2 _1 4 -_I— 41/2 • — • '.r.'2 SDS25200 105 1 • l • ( • i •___ i 1 _--- 1 -------'--- 1 • <_in' . SDS25212 130_11- 135 t 130 1 120 ( • 1 • 135' i—_.._._. . ! . __l .. _! .. 1 . _•__ .i .- . VI A 3 SDS25300 130 1 1410 140 ! 150 150 145 200' 1 • i { • i • 1 . 1,x 3 50525312 130 I 140 140 s150 155 1 165 i 2451 i 245' • 1 _ , x 4'. 50525-11?. 130 i 140 J 140 150 155 165_ 250' € 245 I 190 j 160 • '4'r 5 50525500 130 i 140 140 I 150 1 155 g_•165 1 250' 1 245' 190 190 160 1 • 1 • 4 w,6 50525500 130 I 140 140 y 150 1 155 s 165 , 250' ' 245' 1 245` 245' 245 I, 00 1 150 _ IA x 8SDS25800 130 140 140 150 1 155 t 165 255' A 245' 1 245' 245 245' 1 195 { 195 1. Noted loads are based on ICC-ES Code Report ESR-2236 and/or testing per ICC AC233 and assume a minimum main member thickness of the- screw length minus the side member thickness.All other allowable loads are based on the 2005 National Design Specification(NDS)and a _ minimum penetration of 6D=1.45"into the main member. 2. Values are valid for a connection involving only two members.Where the side and main members have different specific gravities,the lower values shall be used. 3 Allowable loads are also applicable to structural composite lumber(e.g., LVL, PSL,and LSL)having an equivalent specific gravity of 0.50 or greater. 4. Allowable loads are shown at the wood load duration factor of Co=1 00. Loads may be increased for load duration by the building code up to a o= 1.60 The Designer shall apply all adjustment factors required per NDS. 5. Loads are based on installation into the side grain of the wood members with the screw axis perpendicular to the wood fibers. 6 Loads apply to appropriate stainless-steel models Allowable Double-Shear Loads Size i Model Allowable Loads(lbs.) (in.) 1 No. Side Members DV — SP SPS ?_-----.______.._. _..__.__.__._----_--__-__ ..—__ _.—____.._. x 3`6 SDS25300 '``'`goad Slrucitlral 355 325 305 1 Panel Rated Sheathing 1 vi x 4',r 1 SDS25412 2x Solid Sawn 395 1._-475 yTM 335 — 1. Allowable loads are based on Simpson Strong-Tie®laboratory testing with a safety factor of 5 applied to the average ultimate test load. 2. Allowable loads are based on 1 1/2"thick main members and assume no gap between side and main members. 3. Allowable loads are shown at the wood load duration factor of CD= 1.00. Loads may be increased for load duration by the building code up to a CD = 1.60.The designer shall apply all adjustment factors required per NDS. http://vwww.strongtie.com/products/connectors/SDS.asp 11/20/2012 sA� (2)#4 CONT.MIN @ T.O.W. PN FFS`p% 9421• ��'t'► 1=1 1 1_=1 I—t,, �i' .:`•—II1-1II—II—III-1 H 1' WI EG��! ‘. }Il-111-111-111-11� G/Y 22 =. ...1=1 1I I MI 11=11 I �°N/LIP�/ •S. •I (I l I Il I "T"BARS Expires.06/30/2014 - �T ? I _ •r�ai 14_►�Ii.s I I I • ��7 — "H"BARS 1-1/2"CL'..14 12"WIDE(MIN)DRAIN ROCK UP TO •.:t: 12"FROM T 0 W DRAIN PIPE AT BOTTOM • '.:.:. "V"BAR DOWELS Zip 441 — .;.•LLJ -•:/: ' • #4 CONT.@ HEEL o u �1�1- GARAGE SLAB ON GRADE :/!;--417r ' s •• -44 a• :11. 1.. 4"DIA.DRAIN PIPE PER GEOTECH REPORT "" • • COMPACTED GRAVEL #4 @ 12"O.C.TYP #4 CONT."DT C / B W Cantilevered Retaining Wall Schedule Generic Retaining Wall For 4Opcf ACTIVE H(Ft) W A B C D "V"Bars "H"Bars "T"Bars Lap Length L Dowel Hegith DH 4'-0" 2'-9" 6" • 12" 1'-3" 10" #4@18°o c #4@18"o c 5'-0" 2'-9" 6" 12" 1'-3" 10" #4@18"a c #4@18"o c 6'-0" 3'-2" 6" 15" 1'-5" 10" #4@14"a c #4@14"o c 7'-0" 3'-7" 8" 13" 1'-10" 10" #4@13"o c #4@13"o c 8'-0" 4'-3" 8" 13" 2-6" 10" #5@13•o c #4@32°o c #4@18°o c 32" 39" 9'-0" 4'-9" 8" 13" • 3'-0" 11" #5@10•o c #4@12°o c #4@18°o c 32" 39" 10'-0" 5'-4" 8" 13" 3'-7" 11" #5@re c #5@16"o c #4@13°o c 32" 39" 1 Design values are based on 40pcf ACTIVE' 2. Allowable Soil Bearing=1,500 psf,Passive=Not applicable slab rest,Friction=.35 3, Footing and Wall F'c=3,000 psi @ 28 days,Fy=60 ksi 4 If no"T"bars are shown and no dimension is shown in the table above for Dowel Height DH, extend the"V"bar dowel from the footing to the top of the wall. GARAGE RET WALL 7 w/SLAB RESTRAINT To specify your own Title • Slab Restrained Page: special title block here, Job# • Dsgnr. Date: JUL 22,2013 use the"Settings"screen Description... and enter your title block information. This Wall in File:c:lprogram flleslrp2007lexamples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.retainpro.corn/support for latest release Cantilevered Retaining Wall Design Code:IBC 03&06 Registration#:RP-1166885 2007010 Criteria I [Soil Data ` Footing Dimensions&Strengths I Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 3.58 ft Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Heel Width = 1.75 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 5.33 Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 11.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 300.0 psf/ft WWater height over heel = 0.0 ft Soil Density,Heel = 110 00 pcf Key Depth _ 0.00 in Key Depth 0.00 in Soil Density,Toe 0.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingilSoii Fnction = 0.400 Soil height tai ignore fc= 3,000 psi Fy = 60,000 psi Vertical component of activefor passive pressure = 0 00 in Footing Concrete Density = 150.00 pcf lateral soil pressure options: Min As% = 0 0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm= 3.00 in USED for Sliding Resistance USED for Overturning Resistance Surcharge Loads ` Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel - 0.0 psf Lateral Load = 0 0#/ft Adjacent Footing Load = 0 0 lbs Used To Resist Sliding 8 Overturning ..Height to Top = 0.00 ft Footing Width = 3 00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 4.50 ft Axial Load Applied to Stem ` Footing Type Line Load Base Above/Below Soil = -1.0 ft Axial Dead Load = 0.0 lbs at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0 500 Axial Load Eccentricity = 0.0 in 'Design Summary I Stem Construction I Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftf ft= 3.00 0 00 Overturning = 1.74 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding! Thickness = 800 8.00 Rebar Size = # 4 # 5 Total Beanng Load = 3,615 lbs Rebar Spacing = 13.50 7.50 ...resultant ecc. = 10 60 in Rebar Placed at = Edge Edge Design Data Soil Pressure Toe = 1,353 psf OK tb/FB+fa/Fa = 0.753 0.838 Soil Pressure 1.2 Heel = 4 psf OK Total Force @ Section lbs= 1,568.0 3,200.0 - Allowable = 1,500 psf Moment....Actual ft4= 3,6587 10,666.7 Soil Pressure Less Than Allowable - ACI Factored @Toe = 1,358 psf Moment....Allowable ft-#= 4,860 1 12,721.9 ACI Factored @ Heel = 4 psf Shear Actual psi= 20 9 43.1 Footing Shear @ Toe = 26.8 psi OK ShearAllowable psi= 82.2 82.2 Footing Shear @ Heel = 23.5 psi OK Wall Weight psf= 100 0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 6.19 Sliding Calks Slab Resists All Sliding I LAP SPLICE IF ABOVE in= 12.86 17.91 Lateral Sliding Force = 2,370.9 lbs LAP SPLICE IF BELOW in= 12.86 less 100%Passive Force= . 126.0 lbs HOOK EMBED INTO FTG in= 7 92 less 100%Friction Force= - 1,445.9 lbs Masonry Data Pm psi= Added Force Req'd = 798.9 lbs NG Fs psi= ....for 1.5:1 Stability = 1,984.3 lbs NG Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 03&0 Modular Ratio'n' Dead Load 1.200 Short Term Factor - Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.600 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 3,000.0 3,000.0 Fy psi= 60,000.0 60,000.0 To specify your own Title : Slab Restrained Page. special title block here, Job# : Dsgnr. Date: JUL 22,2013 _ use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:\program files\rp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.retainpro.com/supportfor latest release Cantilevered Retaining Wall Design Code:IBC 03&06 Registration#:RP-1166685 2007010 Footing Design Results Tom Heel Factored Pressure = 1,358 4 psf Mu':Upward = 6,760 56 ft-# Mu':Downward = 1,057 1,895 ft-# Mu: Design = 5,702 1,838 ft-it Actual 1-Way Shear = 26.85 23 53 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 10.50 in,#5@ 16.25 in,#6©23 00 in,#7@ 31.50 in,#8@ 41.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning&Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft4 Heel Active Pressure = 2,383.5 3.64 8,673 2 Soil Over Heel = 1,191.7 4.79 5,706.1 Toe Active Pressure = -12 6 0.31 -3 9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,100.0 3.91 4,304.7 Earth @ Stem Transitions= Total = 2,370.9 O.T.M. = 8,669.3 Footing Weight = 732.9 2.67 1,953 1 Resisting/Overtuming Ratio = 1.74 Key Weight = Vertical Loads used for Soil Pressure= 3,614.8 lbs Vert.Component = 590.2 5.33 3,146.0 Total= 3,614.8 lbs R.M= 15,109.9 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 8.in Conc w/#4 @ 13.in o/c 1.-0" I V 1 314" B'-0" 11'-0" 10'-0" 8.inConcw/#5@7.ino/c 3'-0" 1314" , •; „,., • ' 111111. 11" Sliding Restraint �: ; _ #0@0.in @Toe Designer select #0@O.in 3-7 1-g” all horiz.reinf.� ►� @ Heel See Appendix A 5'-4" k To specify your own Title • Slab Restrained Page special title block here, Job# Dsgnr Date' JUL 22,2013 use the"Settings"screen Descnption-... - and enter your title block information. This Wall In File:c:tprogram files1rp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(01909-2007 www.retainpro.comlsupport for latest release Cantilevered Retaining Wall Design Code:IBC 03&06 Registration#:RP-1166685 2007010 LCriteria I Soil Data I Footing Dimensions&Strengths I Retained Height = 10-00 ft Allow Sod Bearing = 1,500.0 psf Toe Width = 3 58 ft Wall height above soil = 1 00 ft Equivalent Fluid Pressure Method Heel Width = 1 75 Heel Active Pressure = 40-0 psf/ft Total Footing Width = 5.33 Slope Behind Wall = 000:1 Toe Active Pressure = 30.0 f/ft = Ps Footing Thickness 11.00 in Height of Soil over Toe = 000 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110 00 pcf Key Width 0.00 in Key Depth 0-00 in Soil Density,Toe 0.00 pcf = Wind on Stem = 0 0 psf FootingliSoil Friction = 0.400 Key Distance from Toe 0-00 ft Vertical component of active Soil height to ignore Footing 3,000retpsi Fy = 1650.00 psi p for passive pressure = 0 00 in Concrete Density = 150.00 pcf lateral soil pressure options. Min As% = 0 0018 USED for Soil Pressure Cover @ Top = 2 00 in @ Btm= 3.00 in USED for Sliding Resistance. USED for Overturning Resistance Surcharge Loads ` [Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0 0 lbs Used To Resist Sliding&Overturning .Height to Top = 0 00 ft Footing Width = 300 ft Surcharge Over Toe = 0.0 psf .Height to Bottom = 0 00 ft Eccentricity = 000 in Used for Sliding&Overturning Wall to Ftg CL Dist = 4.50 ft Axial Load Applied toSte ` Wi #�tFooting Type Line Load / Base Above/Below Soil 1 0$ Axial Dead Load 500.0 lbs 1...,0A-Cr CASE Z 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 1 Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftc ft= 3 00 0.00 Overturning = 1 97 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding I Thickness = 8 00 8-00 Rebar Size = # 4 # 5 Total Beanng Load = 4,615 lbs Rebar Spacing = 13 50 7 50 ...resultant ecc = 5.06 in Rebar Placed at = Edge Edge Soil Pressure psf OK Design Data @ Toe = 1,277 P ib/F8+fa/Fa - 0.753 0.838 Soil Pressure @ Heel = 455 psf OK Total Force @ Section lbs= 1,568.0 3,200.0 Allowable = 1,500 psf Moment....Actual 64= 3,658.7 10,666.7 Soil Pressure Less Than Allowable ACI Factored @Tce = 1,391 psf Moment....Allowable 64= 4,860.1 12,721.9 ACI Factored @ Heel = 496 psf Shear-...Actual psi= 20.9 43.1 - Footing Shear @ Toe = 32 1 psi OK Shear...Allowable psi= 82.2 82.2 Footing Shear @ Heel = 18 8 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82 2 psi Rebar Depth 'd' in= 6-25 6.19 Sliding Cates Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 12.86 17 91 LAP SPLICE IF BELOW in= 12.86 Lateral Sliding Force = 2,370.9 lbs HOOK EMBED INTO FTG in= 7 92 less 100%Passive Force= - 126 0 lbs Masonry Data less 100%Friction Force = - 1,645.9 lbs Pm psi= Added Force Req'd = 598 9 lbs NG Fs psi= . for 1.5:1 Stability = 1,784-3 lbs NG Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 03&0 Modular Ration' _ Dead Load 1 200 Short Term Factor = Live Load 1 600 Equiv Solid Thick. = Earth,H 1 600 Masonry Block Type = Medium Weight Wind,W 1 600 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data Pc psi= 3,000.0 3,000.0 Fy psi= 60,000.0 60,000.0 n. - To specify your own Title ; Slab Restrained Page* special title block here, Job# • Dsgnr. Date: JUL 22,2013 use the"Settings"screen Description... and enter your title block information. This Wall in File:c:tprogram filesurp20071examples.rp5 - Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code:IBC 03&06 Registration#:RP-1166685 2007010 - Footing Design Results Toe Heel Factored Pressure = 1,391 496 psf Mu':Upward = 7,631 327 ft-# Mu':Downward = 1,057 1,895 ft-# Mu: Design = 6,573 1,568 ft-# Actual 1-Way Shear = 32.11 18.80 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Speed Toe: #4@ 9.25 in,#5@ 14 00 in,#6@ 20.00 in,#7@ 27 25 in,#8@ 35 75 in,#9@ 45 Heel Reinforcing = None Spec'd Heel'Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,383.5 3.64 8,673.2 Soil Over Heel = 1,191 7 4 79 5,706.1 Toe Active Pressure = -12.6 0 31 -3.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stern= 500.0 3.91 1,956.7 Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,100.0 3.91 4,304.7 Earth @ Stem Transitions= Total = 2,370.9 O.T.M. = 8,669.3 Footing Weighl = 732.9 2 67 1,953.1 Resisting/Overturning Ratio = 1.97 Key Weight = Vert.Component = 590.2 5.33 3,146.0 Vertical Loads used for Soil Pressure= 4,614.8 lbs Total= 4,114.8 lbs R.M.= 17,066.6 Vertical component of active pressure used for soil pressure DESIGNER NOTES. To specify your own Title Slab Restrained Page: special title block here, Job# : Dsgnr Date JUL 22,2013 - use the"Settings"screen Description.. and enter your title block , - information. This Wall in File:c:lprogram filesVrp20071examples-rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.retainpro com/support for latest release Cantilevered Retaining Wall Design Code:IBC 03&06 Registration#:RP-1166685 2007010 Criteria I Soil Data I Footing Dimensions&Strengths I ti Retained Height = 9.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 3.00 ft above soil = 1 00 ft Equivalent Fluid Pressure Method Heel Width1 75 Wall height Heel Active Pressure 40 0 psf/ft Total Footing Width = 4.75 Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 11.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 300.0 psf/ft Key Width = 0 00 in Water height over heel = 0.0 ft Soil Density,Heel = 11000 pd Key Depth = 0 00 in Soil Density,Toe 0.00 pcf Key Distance from Toe = 0 00 ft Wind on Stem = 0.0 psf FootingllSoil Friction = 0 400 fc = 3,000 psi Fy = 60,000 psi Vertical component of active Soil height to ignore Footing Concrete Density = 150.00 pcf lateral soil pressure options: for passive pressure = 0.00 in Min.As% = 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btrn= 3 00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads II Lateral Load Applied to Stem ` [Adjacent Footing Load 1 Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 ft/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning Height to Top = 0.00 ft Footing Width = 3.00 ft Surcharge Over Toe = 0.0 psf . Height to Bottom = 0.00 ft Eccentncity = 0 00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 4.50 ft Axial Load Applied to Stem I Footing Type Line Load Base Above/Below Soil = 1.0 ft Axial Dead Load = 0 0 lbs at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary I Stem Construction I Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftc ft= 3.00 0 00 Overturning = 1.80 OK Wall Matenal Above"Hr = Concrete Concrete Slab Resists All Sliding! Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Total Bearing Load = 3,213 lbs Rebar Spacing = 18.00 10.50 ...resultant ecc. = 9 02 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,319 psf OK fb/FB+fa/Fa = 0-628 0.835 Soil Pressure @ Heel = 34 psf OK Total Force @ Section lbs= 1,152 0 2,592.0 Allowable = 1,500 psf Moment..Actual ft-#= 2,304.0 7,776.0 Soil Pressure Less Than Allowable Moment .Allowable ft-#= 3,671.3 9,309 2 ACI Factored @ Toe = 1,343 psf ACI Factored @ Heel = 34 psf Shear....Actual psi= 15.4 34 9 Footing Shear @ Toe = 22 4 psi OK Shear...Allowable psi= 82.2 82 2 - Footing Shear @ Heel = 20.1 psi OK Wall Weight psf= 100.0 100 0 Allowable = 82 2 psi Rebar Depth 'd' in= 6.25 6 19 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 12.00 17.84 LAP SPLICE IF BELOW in= 12.00 Lateral Sliding Force = 1,954 2 lbs HOOK EMBED INTO FTG in= 4 75 less 100%Passive Force= - 126.0 lbs Masonry Data less 100%Friction Force= - 1,285.1 lbs rm psi= Added Force Req'd = 543.1 lbs NG Fs psi= ....for 1.5:1 Stability = 1,520 2 lbs NG Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 03&0 Modular Ratio'n' Dead Load 1.200 Short Term Factor Live Load 1 600 Equiv.Solid Thick. _ Earth,H 1 600 Masonry Block Type = Medium Weight Wind,W 1.600 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data Pc psi= 3,000.0 3,000.0 Fy psi 60,000 0 60,000.0 r To specify your own Title : Slab Restrained Page. special title block here, Job# : Dsgnr. Date: JUL 22,2013 use the"Settings"screen Description.... and enter your title block Information. -This Wall in File:c:lprogram filestrp20071examples.rp5 Retain Pro 2007,5-Det-2007,(c)1989-2007 www.retalnpro.comisupport for latest release Cantilevered Retaining Wall Design Code:IBC 03&06 Registration#:RP-1168685 2007010 Footing Design Results - Toe Heel Factored Pressure = 1,343 34 psf Mu'•Upward = 4,803 79 ft-# Mu':Downward = 743 1,638 ft-# Mu' Design = 4,060 1,560 ft- Actual 1-Way Shear = 22 45 20 06 psi Allow 1-Way Shear = 82 16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 15.00 in,#5@ 23.00 in,#6@ 32.50 in,#7@ 44 50 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S'Fr Key Reinforcing = None Spec'd Key: No key defined LSummary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,966.8 3 31 6,501.4 Soil Over Heel = 1,072.5 4 21 4,513.4 Toe Active Pressure = -12.6 0.31 -3.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stern= 0.00 Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,000.0 3 33 3,333 3 Earth @ Stem Transitions= Total = 1,954.2 O.T.M. = 6,497.5 Footing Weight = 653.1 2.38 1,551 2 Resisting!Overtuming Ratio = 1.80 Key Weight = Vertical Loads used for Soil Pressure= 3,2117 lbs Vert Component = 4871 4 75 2,313 6 Total= 3,212.7 lbs R.M.= 11,711 5 Vertical component of active pressure used for soil pressure DESIGNER NOTES. _ 4 k 8inCone w/#4@18 in o/c A ,'-0"1 I 1 3/4" 7-0" 10'-0" 8 in Conc w/#5 @ 10.in o/c 3'-0" 13/4" i2" _ NI • Tl A Sliding Restraint �':_. z_'• _• • 11" • @Toe Designer select 3'-0" #000 in all honz.reinf. � ►�--► @ Heel See Appendix A 4,_g" To specify your own Title Slab Restrained Page: special title block here, Job# Dsgnr: Date. JUL 22,2013 use the"Settings"screen Description... _ and enter your title block information. - This Wall in File:c:lprogram fileslrp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.retalnpro.com/support for latest release Cantilevered Retaining Wall Design Code:IBC 03&06 Realstration#:RP-1166685 2007010 Criteria I Soil Data ` Footing Dimensions&Strengths I - Retained Height = 9.00 ft Allow Soil Beanng = 1,500.0 psf Toe Width = 3.00 ft Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Heel Width = 1.75 Heel Active Pressure 40.0 psf/ft Total Footing Width4.75 Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 11.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 300.0 psf/ft = Water height over heel = 0.0 ft Soil Density,Heel = 110 00 pcf Key DWepth = 0.00 in Key Depth0.00 in Soil Density,Toe 0 00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingliSoil Friction = 0 400 Soil height to ignorefc= 3,000 psi Fy = 60,000 psi Vertical component of active9Footing Concrete Density = 150.00 pcf lateral soil pressure options' for passive pressure = 0.00 in Min.As% = 0.0018 USED for Soil Pressure Cover @ Top = 2 00 in @ Btm= 3.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads ` Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ..Height to Top = 0.00 ft Footing Width = 3 00 ft Surcharge Over Toe = 0.0 psf .Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 4.50 ft Axial Load Applied to Siem t�/f( /I Wittl WAD Footing Type Line Load Base Above/Below Soil -1.0 ft Axial Dead Load = 500.0 lbs CASE- at Back of Wall Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 'Design Summary I Stem Construction I Top Stem 2nd Stem Stem Wall Stability Ratios Design Height Above Ft0 ft= 3 00 0.00 Overturning = 2 06 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding I Thickness = 8.00 800 Rebar Size = # 4 # 5 Total Bearing Load = 4,213 lbs Rebar Spacing = 18.00 10 50 ..resultant ecc. = 4.15 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,275 psf OK (AFB+fa/Fa = 0.628 0.635 Soil Pressure @ Heel = 499 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-#= 3,671 3 9,309.2 ACI Factored @ Toe = 1,413 psf ACI Factored @ Heel = 553 psf Shear Actual psi= 15.4 34.9 Footing Shear @ Toe = 27.3 psi OK Shear Allowable psi= 82.2 82 2 Footing Shear @ Heel = 15.1 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6 25 6 19 Sliding Caics Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 12.00 17.84 Lateral Sliding Force = 1,954.2 lbs LAP SPLICE IF BELOW in= 12.00 HOOK EMBED INTO FTG in= 4.75 less 100%Passive Force= - 126.0 lbs less 100%Fnction Force= - 1,485.1 lbs Masonry Data fm psi= Added Force Req'd = 343.1 lbs NG Fs psi= ....for 1.5:1 Stability = 1,320.2 lbs NG Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 03&0 Modular Ration' Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.600 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 3,000.0 3,000.0 Fy psi= 60,000.0 60,000.0 f , To specify your own Title • Slab Restrained Page: special title block here, Job# Dsgnr. Date' JUL 22,2013 use the"Settings"screen Descnption. - and enter your title block information. This Wall in File:c:tprogram files1rp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.retalnpro.com/supportforlatestrelease Cantilevered Retaining Wall Design Code:IBC 03&06 Registration#:RP-1166685 2007010 • (_Footing Design Results Toe Heel Factored Pressure = 1,413 553 psf Mu' Upward = 5,545 363 ft-# Mu' Downward = 743 1,638 ft4 Mu: Design = 4,802 1,275 ft4 Actual 1-Way Shear = 27 27 15.09 psi Allow 1-Way Shear = 82 16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 12.50 in,#5@ 19 50 in,#6@ 27 50 in,#7@ 37.50 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = None Speed Heel Not req'd,Mu<S'Fr Key Reinforcing = None Spec'd Key: No key defined I-Summary of Overturning&Resisting Forces&Moments I 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 = 1,072 5 4 21 4,513 4 Toe Active Pressure = -12.6 0 31 -3.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 500.0 3.33 1,666 7 Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,000.0 3.33 3,333.3 Earth @ Stem Transitions= Total = 1,9542 O.T.M. = 6,497.5 Footing Weight = 653.1 238 1,551.2 Resisting/Overtuming Ratio = 2.06 Key Weight = Vertical Loads used for Soil Pressure= 4,212.7 lbs Vert Component = 487.1 4.75 2,313 6 Vertical component of active pressure used for soil pressure Total` 3,712.7 lbs R.M.= 13,378 2 DESIGNER NOTES: 1116.1 To specify your own Title Slab Restrained Page: special title block here, Job# : Dsgnr. Date' JUL 22,2013 use the"Settings"screen Descnption and enter your title block information. This Wall in File:c:tprogram files\rp20071examples.rp5 - Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code:IBC 03&06 Registration it:RP-1166685 2007010 - Criteria I Soil Data ` Footing Dimensions&Strengths ` - Retained Height = 8.00 ft Allow Soil Beanng = 1,500.0 psf Toe Width = 250 ft Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Heel Width = 1.75 Heel Active Pressure = 40.0 psf/ft Total Foohng Width = 4 25 Slope Behind Wall = 0.00.1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 300.0 psf/ft ht over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width 0 00 in Water hei 9 Key Depth = 0.00 in Soil Density,Toe 0.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingilSoil Friction = 0.400 fc= 3,000 psi Fy = 60,000 psi Vertical component of active Soil height to ignore Footing Concrete Density = 150.00 pcf lateral soil pressure options: for passive pressure = 0.00 in Min.As% = 0.0018 USED for Soil Pressure. Cover @ Top = 2 00 in @ Btm.= 3.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads ' Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel - 0.0 psf Lateral Load = 0 0#/ft Adjacent Footing Load = 0 0 lbs Used To Resist Sliding&Overturning Height to Top = 0.00 ft Footing Width = 3.00 ft Surcharge Over Toe = 0.0 psf .Height to Bottom = 0.00 ft Eccentricity = 0 00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 4 50 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 1.0 ft Axial Dead Load = 0.0 lbs at Back of Wall Axial Live Load = 0 0 lbs Poisson's Ratio = 0 500 Axial Load Eccentricity = 0.0 in 'Design Summary I Stem Construction I Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftp ft= 3 00 0.00 Overturning = 1.93 OK Wall Matenal Above"Ht" = Concrete Concrete Slab Resists All Sliding! Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Total Bearing Load = 2,771 lbs Rebar Spacing = 18 00 13.25 ..resultant ecc = 703 in Rebar Placed at = Edge Edge Design Data - - SoilPressure@Toe = 1,191 psf OK fb/FB+fa/Fa = 0.363 0.731 Soil Pressure @ Heel = 113 psf OK Total Force @ Section lbs= 800.0 2,048.0 - Allowable = 1,500 psf Moment..Actual ft-#= 1,333.3 5,461.3 Soil Pressure Less Than Allowable Moment....Allowable ft-#= 3,671.3 7,468.5 ACI Factored @ Toe = 1,230 psf ACI Factored @ Heel = 116 psf Shear....Actual psi= 10.7 27.6 Footing Shear©Toe = 20.7 psi OK Shear.. Allowable psi= 62 2 82.2 Footing Shear©Heel = 18.3 psi OK Wall Weight psf 100 0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 6.19 Sliding Cabs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 12.00 15.62 LAP SPLICE IF BELOW in= 12 00 Lateral Sliding Force = 1,550.1 lbs HOOK EMBED INTO FTG in= 4.15 less 100%Passive Force= - 104.2 lbs less 100%Friction Force = - 1,108.4 lbs Masonry Data Pm psi= Added Force Req'd = 337.6 lbs NG Fs psi= ...for 1.5:1 Stability = 1,112.6 lbs NG Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 03&0 Modular Ration' Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv Solid Thick. = Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.600 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 3,000.0 3,0000 Fy psi= 60,000.0 60,000 0 A k go To specify your own Title :Slab Restrained Page: special title block here, Job# - Dsgnr: Date: JUL 22,2013 use the"Settings"screen Descnption.... and enter your title block information. This Wall In File:c:lprogram files1rp20071examples.rp5 Retain Pro 2007,5-Deo-2007,(c)1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code:IBC 03&06 Registration#:RP-1166685 2007010 Footing Design Results Toe Heel Factored Pressure = 1,230 116 psf - Mu':Upward = 3,162 124 ft-# Mu':Downward = 469 1,378 ft-# Mu* Design = 2,693 1,254 ft-# Actual 1-Way Shear = 20.68 18 28 psi Allow 1-Way Shear = 82-16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe #4@ 17.25 in,#5@ 26.50 in,#6@ 37 75 in,#7@ 48.25 in,#8@ 48.25 in,#9©4 Heel Reinforcing = None Spec'd Heel Not req'd,Mu<S'Fr Key Reinforcing = None Speed Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING.... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-S Heel Active Pressure = 1,560 6 2.94 4,595.0 Soil Over Heel = 953.3 3.71 3,535 3 Toe Active Pressure = -10 4 0.28 -2 9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0 00 Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stern Weight(s) = 900.0 2 83 2,550.0 Earth @ Stem Transitions= Total = 1,550.1 O.T.M. = 4,592.1 Footing Weight = 531-3 2.13 1,128.9 Resisting/Overturning Ratio = 1.93 Key Weight = Vertical Loads used for Soil Pressure= 2,771 0 lbs Vert Component = 386.5 4.25 1,642.5 Total= 2,771.0 lbs R.M= 8,856.6 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 8 in Conc w/#4 @ 18.in o/c V 1 3/4" •. 8-0" ` 8.in Conc w/#5 @ 13.in o/c 3'-0" 1 3/4" 2" Sliding Restraint r .�. ',':-,-i.:.:.:'-',1-.'7.,;•:, i ..•. 10" #0@0.in @Toe - Designer select #0@0 in all horiz.reinf. 2'-6 11.--41 1'-9" @ Heel See Appendix A 4'-3" f To specify your own Title : Slab Restrained Page: special title block here, Job# : Dsgnr. Date: JUL 22,2013 use the"Settings"screen Description.. and enter your title block - information. This Wall in File:c:lprogram files\rp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.rutainpro.conilsupport for latest release Cantilevered Retaining Wall Design Code:IBC 03&06 Registration#:RP-1186685 2007010 Criteria 1 oil Data 1 Footing Dimensions&Strengths 1 Retained Height = 8 00 ft Allow Soil Beanng = 1,500 0 psf Toe Width = 2 50 ft Wall height above soil = 1 00 ft Equivalent Fluid Pressure Method Heel Width = 1 75 Heel Active Pressure 40 0 psf/ft Total Footing Width4.25 Slope Behind Wall = 0.00:1 Toe Active Pressure = 30 0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0 00 in Passive Pressure = 300 0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pct Key Width 0.00 in 9 Key Depth = 0.00 in Soil Density,Toe 0.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0 0 psf FootingllSoil Friction = 0 400 Soil height to ignore rc = 3,000 psi Fy = 60,000 psi Vertical component of active 9 g Footing Concrete Density = 150.00 pcf lateral soil pressure options: for passive pressure 0.00 in Min.As% = 0.0018 USED for Soil Pressure. Cover @ Top = 2 00 in @ Btm.= 3.00 in USED for Sliding Resistance. USED for Overturning Resistance Surcharge Loads I Lateral Load Applied to Stem A [Adjacent Footing Load 1 Surcharge Over Heel - 0 0 psf Lateral Load = 0 0 It/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ..Height to Top = 0 00 ft Footing Width = 3.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0 00 ft Eccentricity = 000 in Used for Sliding&OverturningI4 WQ �� 11(� L040 Wall to Ftg CL Dist = 450 ft ( Axial Load Applied to 6 f�[[ Footing Type Line Load �J Base Above/Below Soil -1 0 ft Axial Dead Load = 500 0 lbsA46 v at Back of Wall Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentncity = 0 0 in 'Design Summary 1 I Stem Construction 1 Top Stem 2nd Stem OK Stem OK Wail Stability Ratios Design Height Above Ftg ft= 3.00 0.00 Overturning = 2.24 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding I Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Total Bearing Load = 3,771 lbs Rebar Spacing = 18.00 13.25 ..resultant ecc. = 2 91 in Rebar Placed at = Edge Edge Soil Pressure1,191psf OK Design Data @ Toe = fb/FB+fa/Fa = 0.363 0.731 - Soil Pressure @ Heel = 583 psf OK Total Force @ Section lbs= 800.0 2,048 0 Allowable = 1,500 psf Moment...Actual ft-#= 1,333.3 5,461.3 Soil Pressure Less Than Allowable ACI factored @Toe = 1,346 psf Moment..Allowable ft-#= 3,671.3 7,468 5 ACI Factored @ Heel = 659 psf Shear...Actual psi= 10.7 27.6 Footing Shear @ Toe = 26 1 psi OK Shear..Allowable psi= 82.2 82.2 - Footing Shear @ Heel = 12.4 psi OK Wall Weight psf= 100.0 100 0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 6.19 Sliding Calcs Slab Resists All Sliding I LAP SPLICE IF ABOVE in= 12.00 15.62 LAP SPLICE IF BELOW in= 12.00 Lateral Sliding Force = 1,550 1 lbs HOOK EMBED INTO FTG in= 4 15 less 100%Passive Force= - 104 2 lbs Masonry Data less 100%Friction Force = - 1,308.4 lbs fm psi= Added Force Req'd = 137.6 lbs NG Fs psi ...for 1.5.1 Stability = 912 6 lbs NG Solid Grouting = Load Factors - Use Full Stresses = Building Code IBC 03&0 Modular Ratio'n' = Dead Load 1 200 Short Term Factor = Live Load 1.600 Equiv Solid Thick. = Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.600 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 3,000 0 3,000.0 Fy psi= 60,000.0 60,000.0 To specify your own Title :Slab Restrained Page' special title block here, Job# : Dsgnr. Date: JUL 22,2013 use the"Settings"screen Description.... and enter your title block information. -This Wall in File:c:Vprogram filestrp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 Code:IBC 03&06 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Registration#:RP-1166685 2007010 _Footing Design Results Toe Heel Factored Pressure = 1,346 659 psf Mu':Upward = 3,786 421 ft-# Mu':Downward = 469 1,378 ft-it Mu: Design = 3,318 957 ft-# Actual 1-Way Shear = 26.06 12 40 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 15.75 in,#5@ 24.25 in,#6@ 34.50 in,#7©47.00 in,#8©48.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S'Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,560.6 2.94 4,595.0 Soil Over Heel = 953.3 3.71 3,535 3 Toe Active Pressure = -10.4 0.28 -2 9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 500.0 2.83 1,416.7 Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 900.0 2.83 2,550.0 Earth @ Stem Transitions= Total = 1,550.1 O.T.M. = 4,592.1 Footing Weight = 531.3 2.13 1,128.9 Resisting/Overturning Ratio = 2.24 Key Weight = Vert.Component = 386.5 4.25 1,642.5 Vertical Loads used for Soil Pressure= 3,771.0 lbs Total= 3,271.0 lbs R.M= 10,273.3 Vertical component of active pressure used for soil pressure DESIGNER NOTES: r • To specify your own Title : Slab Restrained Page special title block here, Job# : Dsgnr Date JUL 22,2013 use the"Settings"screen Description... and enter your title block - information. This Wall In File:c:lprogram files1rp20071exampies.rp5 Retain Pro 2001,5-Dec-2007,(c)1989-2007 Code:IBC 03&06 www.retalnpro.com/support for latest release Cantilevered Retaining Wall Design - Registration#:RP-1166685 2007010 Criteria I Soil Data I [Footing Dimensions&Strengths , Retained Height = 7 00 ft Allow Sod Bearing = 1,500.0 psf Toe Width _ 1 83 ft Equivalent Fluid Pressure Method Heel Width 1 75 Wall height above soil = 1 00 ft Heel Active Pressure = 40 0 psf/ft Total Footing Width = 3.58 Slope Behind Wall = 0 00 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0 00 in Passive Pressure = 300.0 psf/ft Key Width = 0.00 in Water height over heel = 0 0 ft Soil Density,Heel = 11000 pcf Key Depth = 0.00 in Soil Density,Toe 0.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0 0 psf FootingiISoil Friction = 0.400 Pc= 3.000 psi Fy = 60,000 psi Soil height to ignore FootingConcrete Density = 150.00 pcf Vertical component of active for passive pressure = 0 00 in = lateral soil pressure options' Min.As% 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm= 3 00 in USED for Sliding Resistance USED for Overturning Resistance Surcharge Loads ` [Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 0 0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ..Height to Top = 0 00 ft Footing Width = 3.00 ft Surcharge Over Toe = 0 0 psf ,.Height to Bottom = 0.00 ft Eccentncrty = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 4 50 ft Axial Load Applied to Stem -1 Footing Type Line Load Base Above/Below Soil 1.0 ft Axial Dead Load = 0 0 lbs at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0 500 Axial Load Eccentricity = 0.0 in 'Design Summary 1 [Stem Construction I Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 3.00 0.00 Overturning = 1.92 OK Wall Material Above"Hf' = Concrete Concrete Slab Resists All Sliding I Thickness = 8.00 8.00 Rebar Size = # 4 # 4 Total Bearing Load = 2,386 lbs Rebar Spacing = 18.00 13.50 ..resultant ecc = 6.63 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,283 psf OK lb/FB+fa/Fa = 0.186 0.753 Soil Pressure©Heel = 50 psf OK Total Force @ Section lbs= 512.0 1,568 0 Allowable = 1.500 psf Moment....Actual ft4= 682 7 3,658 7 Soil Pressure Less Than Allowable Moment _Allowable ft-#= 3,671 3 4,860 1 ACI Factored Toe = 1,344 psf ACI Factored @ Heel = 52 psf Shear..Actual psi= 6.8 20.9 Footing Shear @ Toe = 15 9 psi OK Shear. Allowable psi= 82.2 82.2 Footing Shear @ Heel = 15 4 psi OK Wall Weight psf= 100 0 100 0 Allowable = 82.2 psi Rebar Depth 'd' in= 6 25 6 25 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 12.00 12.86 LAP SPLICE IF BELOW in= 12.00 Lateral Sliding Force = 1,216.8 lbs HOOK EMBED INTO FTG in= 600 less 100%Passive Force= - 1042 lbs Masonry Data less 100%Fnction Force= - 954.2 lbs fm psi= Added Force Req'd = 158 4 lbs NG Fs Psi= ....for 1.5:1 Stability = 766.8 lbs NG Solid Grouting = Load Factors __ Use Full Stresses Building Code IBC 03&0 Modular Ration' Dead Load 1 200 Short Term Factor Live Load 1.600 Equiv Solid Thick. _ Earth,H 1 600 Masonry Block Type = Medium Weight Wind,W 1 600 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi 3,0000 3,000.0 Fy psi= 60,000.0 60,0000 r. To specify your own Title Slab Restrained Page: special title block here, Job# - Dsgnr. Date: JUL 22,2013 use the"Settings"screen Description... and enter your title block - information. This Wall in File:cAprogram filesVp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.retalnpro.com/support for latest release Cantilevered Retaining Wall Design Code:IBC 03&06 Registration 9:RP-1168685 2007010 L Footing Design Results I - T Heel Factored Pressure = 1,344 52 psf Mu':Upward = 1,881 107 ft4 Mu':Downward = 251 1,157 ft4 Mu. Design = 1,630 1,050 54 Actual 1-Way Shear = 15.88 15.35 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe' Not req'd,Mu<S'Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S'Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning&Resisting Forces Sr Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft 54 lbs ft ft-# Heel Active Pressure = 1,227.2 2.61 3,204.4 Soil Over Heel = 634.2 304 2,534.5 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 800.0 2 16 1,730.7 Earth @ Stem Transitions= Total = 1,216 8 O.T.M. = 3,201.5 Footing Weight = 447.5 1.79 801.0 Resisting/Overturning Ratio = 1.92 Key Weight = Vertical Loads used for Soil Pressure= 2,385 8 lbs Vert.Component = 303.9 3.58 1,088.0 Vertical component of active pressure used for soil pressure Total= 2,385.6 lbs R M: 6,154.2 DESIGNER NOTES. 8.in Conc w/#4 @ 18 in o/c 1 314" 5'-0" -0.. 8 in Conc w/#4 @ 13.in o/c 3'-0" 1 3/4" Z" �„ Sliding Restraint ► i 10" #0@0 in @Toe Designer select O.in 1'-10" 1'-9" #0 @ all honz reinf.t 41 @ Heel See Appendix A 3'-T To specify your own Title , Slab Restrained Page special title block here, Job# • Dsgnr. Date: JUL 22,2013 use the"Settings"screen Description... and enter your title block information. This Wall in File:c:lprogram filestrp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 Code:IBC 03&O6 www.retainpro.corn/support for latest release Cantilevered Retaining Wall Design _ Registration Si:RP-1166685 2007010 Criteria I [Soil Data --- I Footing Dimensions&Strengths Allow Soil Bearing = 1,500.0 psf Toe Width = 1 83 ft Retained Height = 7.00 ft Equivalent Fluid Pressure Method Heel Width = 1.75 Wall height above soil = 1.00 ft Heel Active Pressure = 40.0 psf/ft Total Footing Width = 3.58 Slope Behind Wall = 0 00:1 Toe Active Pressure = 30 0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0 00 in Passive Pressure = 300.0 psf/ft Key Width = 0.00 in Water height over heel = 0 0 ft Soil Density,Heel = 110.00 pct Key Depth = 0.00 in Soil Density,Toe 0.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0 0 psf FootingilSoil Friction = 0.400 fc= 3,000 psi Fy = 60,000 psi Vertical component of active Soil height to ignore Footing Concrete Density = 150 00 pcf lateral soil pressure options: for passive pressure = 000 in Min.As% = 0.0018 USED for Soil Pressure Cover @ Top = 2.00 in @ Btm.= 300 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0 0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding 8 Overturning ...Height to Top = 0.00 ft Footing Width = 3.00 ft Surcharge Over Toe = 0.0 psf ,,,Height to Bottom = 0 0 ft Eccentricity0.00 in Used for Sliding&Overturning / nit Cl1c.r Wall to Ftg CL Dist 4.50 ft Line Load Axial Load Applied to S •- WL IC9C3(3 'Z. Footing Base Above/Below Soil Axial Dead Load 500.0 lbs "'I'� v at Back of Wall -1.0 ft Axial Live Load 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary Stem Construction 1 Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 3 00 0.00 Overturning = 2.26 OK Wall Material Above"He = Concrete Concrete Slab Resists All Sliding I Thickness = 8.00 8.00 Rebar Size = # 4 # 4 Total Bearing Load = 3,386 lbs Rebar Spacing = 18.00 13.50 ...resultant ecc = 3.35 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,388 psf OK fb/FB+fa/Fa = 0.186 0.753 Soil Pressure @ Heel = 504 psf OK .. Total Force @ Section lbs= 512.0 1,568.0 Allowable = 1,500 psf Moment...Actual ft-#= 682.7 3,658.7 Soil Pressure Less Than Allowable Moment.....Allowable ft-#= 3,671.3 4,860.1 ACI Factored @ Toe = 1,598 psi ACI Factored @ Heel = 580 psf Shear....Adual psi= 6.8 20.9 Footing Shear @ Toe = 20 9 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 6.25 Sliding Cabs Slab Resists All Sliding I LAP SPLICE IF ABOVE in= 12.00 12.86 LAP SPLICE IF BELOW in a 12.00 Lateral Sliding Force = 1,216 8 lbs HOOK EMBED INTO FTG in= 600 less 100%Passive Force= - 104.2 lbs Masonry Data less 100%Fricbon Force= - 1,154.2 lbs fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5•1 Stability = 566.8 lbs NG Solid Grouting = Load Factors Use Full Stresses Building Code IBC 03&0 Modular Ration' Dead Load 1.200 Short Term Factor Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.600 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 3,000 0 3,000 0 Fy psi= 60,000.0 60,000.0 To specify your own Title • Slab Restrained Page: special title block here, Job# : Dsgnr Date JUL 22,2013 use the"Settings"screen Description. and enter your title block - information. This Wall In File:c:lprogram files1rp20071examples.rp5 Retain Pro 2007,5-13ec-2007,(c)1989-2007 Code:IBC 03&06 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Registration#:RP-1168885 2007010 + Footing Design Results Toe Heel Factored Pressure = 1,598 580 psf Mu':Upward = 2,385 401 ft-it Mu'•Downward = 251 1,157 ft-# Mu: Design = 2,134 756 ft-# Actual 1-Way Shear = 20 89 9 50 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 17.25 in,#5@ 26.50 in,#6@ 37 75 in,#7@ 48 25 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel Not req'd,Mu<S•Fr Key Reinforcing = None Spec'd Key: No key defined 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 = 834.2 3.04 2,534 5 Toe Active Pressure = -10.4 0 28 -2 9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 500.0 2 16 1,081.7 Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 800 0 2.16 1,730 7 Earth @ Stem Transitions= Total = 1,216.8 O.T.M. = 3,201.5 Footing Weight = 447 5 1 79 801.0 Resisting/Overturning Ratio = 2.26 Key Weight = Vertical Loads used for Soil Pressure= 3,385 6 lbs Vert.Component = 303.9 3 58 1,088.0 Total= 2,885.6 lbs R.M= 7,235 8 Vertical component of active pressure used for soil pressure DESIGNER NOTES: To specify your own Title : Slab Restrained Page. special title block here, Job# . Dsgnr: Date' JUL 22,2013 use the"Settings"screen Description.. and enter your title block information. . This Wall in File:c:1program files1rp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code:IBC 03&06 Registration#:RP-1166685 2007010 Criteria I Soil Data i Footing Dimensions&Strengths Retained Height 6 00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.33 ft Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Heel Width _ 1 75 Heel Active Pressure 40.0 psf/ft Total Footing Width 3.08 Slope Behind Wall = 0 00:1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 1000 in Height of Soil over Toe = 0.00 in Passive Pressure = 300.0 psf/ft ' ht over heel = 0.0 ft Soil Density,Heel = 110.00 pct Key Width 0.00 in Water height Key Depth = 0.00 in Soil Density,Toe 0.00 pcf Key Distance from Toe = 0 00 ft Wind on Stem = 0.0 psf FootingliSoil Fnction = 0.400 Soil height tofc = 3,000 psi Fy = 60,000 psi ignore Vertical component of activeFooting Concrete Density = 150.00 pcf lateral soil pressure options for passive pressure = 0.00 in Min As% = 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in at Btm= 3 00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads ` Lateral Load Applied to Stem ` Adjacent Footing Load11 Surcharge Over Heel = 0 0 psf Lateral Load = 0.0 ft/I1 Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0 00 ft Footing Width = 3.00 ft Surcharge Over Toe = 0.0 psf .__Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 4.50 ft [Axial Load Applied to Stem i Footing Type Line Load Base Above/Below Soil = _1.0 ft Axial Dead Load = 0.0 lbs at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0 500 Axial Load Eccentricity = 0 0 in *Design Summary I Stem Construction ` Top Stern 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftc ft= 3.00 0.00 Overturning = 1 96 OK Wall Material Above"Hf' = Concrete Concrete Slab Resists All Sliding! Thickness = 6.00 6 00 Rebar Size = # 4 # 4 Total Bearing Load = 1,966 lbs Rebar Spaang = 12.00 14 50 ..resultant ecc. = 6.06 in Rebar Placed at = Edge Edge Design Data Soil Pressure@ Toe = 1,266 psf OK tb/FB+fa/Fa = 0.079 0.757 Soil Pressure @ Heel = 11 psf OK - Total Force @ Section lbs= 288.0 1,152 0 Allowable = 1.500 psf Moment....Actual ft-#= 288.0 2,304.0 Soil Pressure Less Than Allowable ACI Factored @Tce = 1,341 psf Moment... Allowable ft-#= 3,648.0 3,044.3 ACI Factored @ Heel = 11 psf Shear..Actual psi= 5.6 22.6 Footing Shear @ Toe = 10.3 psi OK Shear Allowable psi= 82.2 822 Footing Shear @ Heel = 13 3 psi OK Wall Weight psf= 75 0 75.0 _ Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 4.25 Sliding Calcs Slab Resists All Sliding I LAP SPLICE IF ABOVE in= 12.00 12 93 Lateral Sliding Force = 923 5 lbs LAP SPLICE IF BELOW in= 1200 less 100%Passive Force= - 104 2 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 786.5 lbs Masonry Data fm psi= Added Force Req'd = 32.8 lbs NG Fs psi= ..for 1 5:1 Stability = 494 5 lbs NG Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 03&0 Modular Ration' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick = Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.600 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 3,000.0 3,000.0 Fy psi= 60,000.0 60,000.0 To specify your own Title : Slab Restrained Page: special title block here, Job# : Dsgnr. Date: JUL 22,2013 use the"Settings"screen Description... and enter your title block information. This Wall in File:c:lprogram fileskp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 Code:IBC 03&06 www.retainpro.coMsupport for latest release Cantilevered Retaining Wall Design Registration 0:RP-1166685 2007010 Footing Design Results Toe Heel Factored Pressure = 1,341 11 psf Mu':Upward = 1,016 149 ft-# Mu':Downward = 133 1,198 ft-# Mu: Design = 884 1,049 ft-# Actual 1-Way Shear = 10.31 13.29 psi Other Acceptable Sizes&Spacings Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S•Fr Heel Reinforcing = None Speed Heel.Not req'd,Mu<S*Fr Key Reinforcing = None Speed Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING.... RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft 64 Heel Active Pressure = 933.9 2.28 2,127 2 Soil Over Heel = 825.0 2.46 2,025.4 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0 00 Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 525.0 1.58 829.5 Earth @ Stem Transitions= Total = 923.5 O.T.M. = 2,124.3 Footing Weight = 385.0 1.54 592.9 ResistinglOvertuming Ratio = 1.96 Key Weight = Vertical Loads used for Soil Pressure= 1,966.3 lbs Vert.Component = 231.3 3.08 712 3 Total= 1,966 3 lbs R.M= 4,160.1 Vertical component of active pressure used for soil pressure DESIGNER NOTES: ihtt 6.in Conc w/#4 @ Ain o/c •V A 4'-0" 1 3/4" 6 in Conc w/#4 @ 14.in o/c V A 3'-0" 1 3/4" Z" Sliding Restraint - A�, rte+: 10 #O@O.in @Toe Designer select #00O.in all honz.reinf. @ Heel See Appendix A 3,_1" + To specify your own Title : Slab Restrained Page: special title block here, Job# : Dsgnr. Date: JUL 22,2013 _ use the"Settings"screen Description .. and enter your title block - information. This Wall In File:c:\program files\rp20071examples.rp5 Retain Pro 2007,5-Dec-2007,(c)1989-2007 Code:IBC 03&06 www.retatnpro.com/support for latest release Cantilevered Retaining Wall Design • Registration#:RP-1166685 2007010 Criteria I [Soil Data 1 Footing Dimensions&Strengths 1 Retained Height = 6.00 ft Allow Soil Beanng = 1,500 0 psf Toe Width _ ft Wall height above soil = 1 00 ft Equivalent Fluid Pressure Method Heel Width 1 75 Heel Active Pressure 40.0 psf/t Total Footing Width = 3 17 Slope Behind Wall = 0 00.1 Toe Active Pressure = 30.0 psf/(t Footing Thickness = 10 00 in Height of Soil over Toe = 0.00 in Passive Pressure = 300 0 psf/ft Key Width = 0.00 in Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pd Key Depth = 0.00 in Soil Density,Toe 0.00 Pd Key Distance from Toe = 0.00 ft Wind on Stem = 0 0 psf FootingIISoil Friction = 0.400 Soil height to ignore fc = 3,000 psi Fy = 60,000 psi S Vertical component of active g = Footing Concrete Density = 150 00 pcf lateral soil pressure options for passive pressure 0.00 in Min.As% = 0 0018 USED for Soil Pressure Cover @ Top = 2.00 in @ Btm= 3.00 in USED for Sliding Resistance USED for Overturning Resistance. Surcharge Loads ` Lateral Load Applied to Stem 1 Adjacent Footing Load 1 Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning Height to Top = 0.00 ft Footing Width = 3.00 ft Surcharge Over Toe = 0.0 psf . Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 450 ft _Axial Load Applied toem Wl 100044 Footing Type Line Load �^�t Base Above/Below Soil Axial Dead Load = 500.0 lbs �J 2 at Back of Wall -1.0 ft Axial Live Load = 500.0 lbs Poisson's Ratio = 0 500 Axial Load Eccentricity = 0 01 'Design Summary 1 Stem Construction ` Top Stem 2nd I Stem OK Stem OK Wall Stability Ratios Design Height Above Ftc ft= 3.00 0 00 Overturning = 2.43 OK Wall Matenal Above"Ht" = Concrete Concrete Slab Resists All Sliding! Thickness = 6.00 6.00 Rebar Size = # 4 # 4 Total Beanng Load = 2,978 lbs Rebar Spacing = 12.00 14.50 resultant ecc. = 3.37 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,439 psf OK jb/FB+fa/Fa = 0.079 0.757 Soil Pressure @ Heel = 440 psf OK Total Force @ Section lbs 288.0 1,152.0 Allowable = 1,500 psf _ Moment....Actual ft-#= 288.0 2,304 0 Soil Pressure Less Than Allowable ACI Factored @Toe = 1,689 psf Moment....Allowable ft-#= 3,648.0 3,044 3 ACI Factored @ Heel = 517 psf Shear Actual psi= 5.6 22.6 Footing Shear @ Toe = 15.5 psi OK - Shear._Allowable psi= 62 2 82.2 - Footing Shear©Heel = 6.8 psi OK Wall Weight psf= 75 0 75 0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 4.25 Sliding Calcs LAP SPLICE IF ABOVE in= 12.00 12.93 Slab Resists All Sliding! Lateral Sliding Force 923.5 lbs LAP SPLICE IF BELOW in= 12.00 HOOK EMBED INTO FTG in= 6 00 less 100%Passive Force= - 104.2 lbs less 100%Fndion Force = - 991 0 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ..for 1.5:1 Stability = 290.0 lbs NG Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 03&0 Modular Ration' Dead Load 1 200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick = Earth,H 1 600 Masonry Block Type = Medium Weight Wind,W 1.600 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 3,000.0 3,000 0 Fy psi= 60,000.0 60,000 0 To specify your own Title : Slab Restrained Page: special title block here, Job# : Dsgnr Date: JUL 22,2013 use the"Settings"screen Description. . and enter your title block information. This Wall in File:c:tprogram files rp2007texamples.rp5 - Retain Pro 2007,5-Dec-2007,(c)1989-2007 Code:IBC 03&06 www.retalnpro.comisupport for latest release Cantilevered Retaining Wall Design Registration#:RP-1166685 2007010 , Footing Design Results Toe Heel Factored Pressure = 1,689 517 psf Mu':Upward = 1,526 524 64 Mu':Downward = 151 1,198 ft# Mu. Design = 1,375 675 ft4 Actual 1-Way Shear = 15.50 6.81 psi table Sizes&Spacings Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S•Fr Heel Reinforcing = None Spec'd Heel Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key No key defined Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft 64 lbs ft ft4 Heel Active Pressure = 933 9 2 28 2,127.2 Soil Over Heel = 825.0 2.55 2,099 6 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 500.0 1.67 835.0 Load 1.:!Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 525.0 1.67 876 8 Earth @ Stem Transitions= Total = 923.5 O.T.M. = 2,124 3 Footing Weight = 396.3 1.59 628.1 Resisting/Overturning Ratio = 2.43 Key Weight = Vert.Component = 231.3 3.17 733.1 Vertical Loads used for Soil Pressure= 2,977.5 lbs Total= 2,477.5 lbs FLM.= 5,172.6 Vertical component of active pressure used for soil pressure DESIGNER NOTES: `pd 6.inConc w/#4@DDino/c — - — -- �_ A A A 1,-0" V A • 4'-0" 1 3!4" 7-0" 6.in Conc w/#4 @ 14 in o/c _ 6-0" 3'-0" -11% 3/4" 2" • Sliding Restraint 10" #0@0.in @Toe Designer select 1'-5" #00.in @ all horiz.reinf � ►� - 1111"- @ Heel See Appendix A 3'-2" Title 4'generic 40pcf slab restrained Page' special title specify your ownitle block here, Job# - Dsgnr Date' AUG 12,2009 use the"Settings"screen - Description.. . - and enter your title block information. This Wall in File:c:ldocuments and settingslall users\docu Retain Pro 2007,16-Apr-2008,(c)1989-2008Code: IBC 2006 www.retainpro.comisupporifor latest release Cantilevered Retaining Wall Design Registration#:RP-1166685 2007013 Criteria _ I i Soil Data t ! Footing Dimensions & Strengths t 1 25 ft Retained Height = 4.00 ft Allow Soil Bearing = 1,500 0 psf Toe Width = 1 50 Equivalent Fluid Pressure Method Heel Width Wall height above soil = 0.00 ft Heel Active Pressure = 40 0 psf/ft Total Footing Width = 2.75 Slope Behind Wall = 0.00. 1 Toe Active Pressure = 30 0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Key Width = 0.00 in Soil Density, Heel = 110.00 pcf = 0 00 in Water height over heel = 0 0 ft 0.00 pcf Key Depth Soil Density,ToeKey Distance from Toe = 3.00 ft Wind on Stem = 0 0 psf FootingljSoil Friction = 0.350 fc = 2,000 psi Fy = 60,000 psi Soil height to ignore Footing Concrete Density = 150 00 pcf Vertical component of active for passive pressure = 0 00 in Min.As% • = 0.0018 lateral soil pressure options USED for Soil Pressure. Cover @ Top = 2 00 in @ Btm= 3 00 in USED for Sliding Resistance USED for Overturning Resistance. Surcharge Loads ` 1 Lateral Load Applied to Stem t I Adjacent Footing Load t Lateral Load Adjacent Footing Load 0.0 lbs Surcharge Over Heel = 0 0 psf = 0 0#/ft Footing Width = 0 00 ft Used To Resist Sliding&Overturning Height to ToF = 0.00 ft Footing Wi = 0.00 In Surcharge Over Toe = 0 0 psf ,.,Height to Bottom = 0.00 ft Used for Sliding&Overturning Wall to Ftg CL Dist = 0 00 ft I 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 = 0.300 Axial Load Eccentricity = 0 0 in *Design Summary I I Stem Construction t Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2 98 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding I Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 1,199 lbs Rebar Spacing = 18 00 resultant ecc = 1.68 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 570 psf OK fb/FB+fa/Fa = 0.278 Soil Pressure @ Heel = 303 psf OK Total Force @ Section lbs= 512.0 Allowable = 1,500 psf Moment...Actual ft-#= 682.7 Soil Pressure Less Than Allowable Moment. .Allowable = 2,455.6 ACI Factored @ Toe = 618 psf Shear.. ..Actual psi= 10.0 ACI Factored @ Heel = 328 psf Shear... Allowable psi= 75.0 Footing Shear @ Toe = 3.9 psi OK Wall Weight = 75.0 Footing Shear @ Hee! = 5.4 psi OK Allowable = 67 1 psi Rebar Depth 'd' in= 4.25 LAP SPLICE IF ABOVE in= 12 00 Sliding Calcs Slab Resists All Sliding ! LAP SPLICE IF BELOW in= Lateral Sliding Force = 456.8 lbs HOOK EMBED INTO FTG in= 6.00 Masonry Data - fm psi= Fs psi= Solid Grouting = Load Factors _ Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' Dead Load 1.200 Short Term Factor Live Load 1 600 Equiv.Solid Thick = Earth, H 1.600 Masonry Block Type = Medium Weight Wind,W 1 600 Masonry Design Method = ASD Seismic, E 1.000 Concrete Data -- - fc psi 2,500.0 Fy psi= 60,000.0 Page To specify your own JTitle -ob# 4'generic 40pcfDslab rrestrained Date AUG 12,2009 special title block here, Description... use the"Settings"screen and enter your title block information. This Wall in File:c:\documents and settings\all users\docu • Retain Pro 2007.16-Apr-2008 (c)1989-2008 Code: IBC 2006 www retainpto.COmISuPPOIt for latest release Cantilevered Retaining Wall Design Registration#:RP-1166685 2007013 Footing Design Results Toe Heel Factored Pressure = 618 328 psf Mu':Upward = 448 182 ft-# Mu'-Downward = 117 524 ft-# Mu Design = 331 342 ft-# Actual 1-Way Shear = 3 91 5.36 psi Other Acceptable Sizes& Spacings Allow 1-Way Shear = 67 08 67 08 psi p Toe Reinforcing = #5© 16.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel Not req'd, Mu<S*Fr Key Reinforcing = None Spec'd Key No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 467 2 1 61 752.7 Soil Over Heel = 440 0 2 25 990 0 Toe Active Pressure = -10.4 0 28 -2 9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0 00 Load©Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 300 0 1 50 450.0 Earth @ Stem Transitions= Total = 456.8 O.T.M. = 749.9 Footing Weight = 343 8 1 38 472 7 Resisting/Overturning Ratio = 2.98 Key Weight = 3 00 Vert Component = 115.7 2 75 318.2 Vertical Loads used for Soil Pressure= 1,199 5 lbs Total= 1,199 5 lbs R.M.= 2,230 8 - Vertical component of active pressure used for soil pressure DESIGNER NOTES To specify your own Title . 4'generic 40pcf slab restrained Page special title block here, Job# : Dsgnr Date AUG 12,2009 use the"Settings"screen Description. and enter your title block information. This Wall in File:c:\documents and settings\all users\docu • Retain Pro 2007 16-Apr-2008,(c)1989-2008Code: IBC 2006 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Registration#:RP-1166685 2007013 Criteria I I Soil Data ! [ Footing Dimensions& Strengths I Retained Height = 4.00 ft Allow Soil Bearing = 1,500 0 psf Toe Width = 1.25 ft Equivalent Fluid Pressure Method Heel Width = 1.50 Wall height above soil = 0 00 ft Heel Active Pressure = 40 0 psf/ft Total Footing Width = 2 75 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30 0 psf/ft Footing Thickness = 10 00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Key Width = 0.00 in Water height over heel = 0 0 ft Soil Density, Heel = 110.00 pcf Key Depth = 0.00 in Soil Density,Toe 0.00 pcf Key Distance from Toe = 3 00 ft Wind on Stem = 0.0 psf FootingIpoil Friction = 0 350 fc = 2,000 psi Fy = 60,000 psi Vertical component of active Soil height to ignore _ Footing Concrete Density = 150 00 pcf lateral soil pressure options. for passive pressure 0.00 in Min.As% = 0.0018 USED for Soil Pressure. Cover @ Top = 2 00 in @ Btm= 3 00 in USED for Sliding Resistance. USED for Overturning Resistance Surcharge Loads ' I Lateral Load Applied to Stem I 1 Adjacent Footing Load ' Surcharge Over Heel = 0 0 psf Lateral Load = 0.0#/ft Adjacent Footing Load _ 0 0 lbs Used To Resist Sliding&Overturning Height to Top = 0 00 ft Footing Width = 0 00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft L Footing Type Line Load = Axial Load Applied to Stem t Base Above/Below Soil OOft Axial Dead Load = 0.0 lbs at Back of Wall Axial Live Load = 0 0 lbs Poisson's Ratio = 0 300 Axial Load Eccentricity = 0 0 in *Design Summary I I Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0 00 Overturning = 2.98 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding ! Thickness = 6 00 Rebar Size = # 4 .. Total Bearing Load = 1,199 lbs Rebar Spacing = 18.00 . resultant ecc = 1.68 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 570 psf OK fb/FB+fa/Fa = 0.278 Soil Pressure @ Heel = 303 psf OK Total Force @ Section lbs= 512.0 Allowable = 1,500 psf Moment ..Actual ft-#= 682.7 Soil Pressure Less Than Allowable Moment. .Allowable = 2,455.6 ACI Factored @ Heel = 328 psf ACI Factored @ Toe = 618psf Shear....Actual psi= 10.0 Footing Shear @ Toe = 3 9 psi OK Shear Allowable psi= 75 0 Footing Shear @ Heel = 5 4 psi OK Wall Weight = 75 0 Allowable = 67.1 psi Rebar Depth 'd' in= 4.25 Sliding Calcs Slab Resists All Sliding I LAP SPLICE IF ABOVE in= 12 00 LAP SPLICE IF BELOW in= Lateral Sliding Force = 456.8 lbs HOOK EMBED INTO FTG in= 6.00 Masonry Data fm psi= Fs psi= Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ration' Dead Load 1.200 Short Term Factor Live Load 1.600 Equiv.Solid Thick. = Earth, H 1 600 Masonry Block Type = Medium Weight Wind,W 1 600 Masonry Design Method = ASD Seismic, E 1 000 Concrete Data --- -- --- . - fc psi= 2,500.0 Fy psi= 60,000.0 To specify your own Title ; 4'generic 40pcf slab restrained Date AUG 12,2009 Page ' special title block here, Job# • Dsgnr Description .. ., use the"Settings"screen and enter your title block information. This Wall in File: c:\documents and settings\all users\docu Retain Pro 2007.16-Apr-2008.(c)1989-2008 Code: IBC 2006 ` www.retampro.com/support for latest release Cantilevered Retaining Wall Design Registration#:RP-1166685 2007013 Footing Design Results I Toe Heel Factored Pressure = 618 328 psf Mu'. Upward = 448 182 ft-# Mu' Downward = 117 524 ft-# Mu Design = 331 342 ft-# Actual 1-Way Shear = 3.91 5.36 psi Other Acceptable Sizes&Spacings Allow 1-Way Shear = 67 08 67 08 psi p Toe Reinforcing = #5 @ 16 00 in Toe. Not req'd, Mu<S*Fr Heel Reinforcing = None Spec'd Heel• Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 467 2 1.61 752 7 Soil Over Heel = 440 0 2 25 990 0 Toe Active Pressure = -10 4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0 00 Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 300 0 1 50 450 0 Earth @ Stem Transitions= Total = 456 8 O.T.M. = 749 9 Footing Weighl = 343 8 1.38 472 7 Resisting/Overturning Ratio = 2.98 Key Weight = 3 00 Vert Component = 115 7 2 75 318.2 Vertical Loads used for Soil Pressure= 1,199 5 lbs -- Total= 1,199 5 lbs R.M.= 2,230 8 - Vertical component of active pressure used for soil pressure DESIGNER NOTES I I -- 1 1 I • Sliding Restraint Pp=86 806# xr 456.81# 302.67psf 569 66psf To specify your own Title 4'generic 40pcf slab restrained Page Job# - Dsgnr Date AUG 12,2009 - special title block here, Description... use the"Settings"screen and enter your title block information. This Wall in File:c:\documents and settingslall users\docu Retain Pro 2007.16-Apr-2008,(c)1989-2008 Code: IBC 2006 www retainpro.com/supportforlatestrelease Cantilevered Retaining Wall Design Registration 8:RP-1166685 2007013 CriteriaSoil Data I 1 Footing Dimensions & Strengths ' ® o.... m = 1 ft Retained Height = 4.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1 250 Equivalent Fluid Pressure Method Heel Width 2 75 Wall height above soil = 0.00 ft Heel Active Pressure = 40 0 psf/ft Total Footing Width Slope Behind Wall = 0 00 1 Toe Active Pressure = 30 0 psf/ft Footing Thickness = 10 00 in Height of Soil over Toe = 0 00 in Passive Pressure = 250.0 psf/ft Key Width = 0 00 in Soil Density, Heel = 110 00 pcf = 0 00 in 0.00 Water height over heel = 0 0 ft pcf Key Depth Soil Density,Toe p Key Distance from Toe = 3 00 ft Wind on Stem = 0.0 psf FootingllSoil Friction = 0.350 fc = 2,000 psi Fy = 60,000 psi Vertical component of active Soil height to ignore Footing Concrete Density = 150.00 pcf lateral soil pressure options for passive pressure 0.00 in Min,As% = 0.0018 USED for Soil Pressure. Cover @ Top = 2 00 in @ Btm= 3 00 in USED for Sliding Resistance USED for Overturning Resistance. Surcharge Loads ' l Lateral Load Applied to Stem 1 !Adjacent Footing Load Surcharge Over Heel = 0 0 psf Lateral Load = 0 0#/ft Adjacent Footing Load 0 0 lbs Used To Resist Sliding&Overturning Height to Top = 0 00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0 0 psf . Height to Bottom = 0.00 ft Eccentricity - 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist 0 00 ft Footing Type Line Load Axial Load Applied to Stem Base Above/Below Soil _ OOft Axial Dead Load = 500 0 lbs at Back of Wall Axial Live Load = 500 0 lbs Poisson's Ratio = 0 300 Axial Load Eccentricity = 0 0 in "Design Summary I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 - Overturning = 3 98 OK Wall Material Above"I-It" = Concrete Slab Resists All Sliding I Thickness = 6.00 _ Rebar Size = # 4 Total Bearing Load = 2,199 lbs Rebar Spacing = 18.00 resultant ecc = 0 24 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 834 psf OK fb/FB+fa/Fa = 0.278 Soil Pressure @ Heel = 765 psf OK Total Force @ Section lbs= 512 0 Allowable = 1,500 psf Moment Actual ft-#= 682.7 Soil Pressure Less Than Allowable Moment.. .Allowable = 2,455.6 ACI Factored @ Toe = 1,024 psf Shear.. .Actual psi= 10 0 ACI Factored @ Heel = 940 psf Shear... Allowable psi 75.0 Footing Shear @ Toe = 7.8 psi OK Weight = 75 0 Footing Shear @ Heel = 1.0 psi OK Rebar Wall WeieiDeghtth 'd' in= 4 25 Allowable = 67 1 psi LAP SPLICE IF ABOVE in= 12 00 Sliding Calcs Slab Resists All Sliding ! LAP SPLICE IF BELOW in= Lateral Sliding Force 456 8 lbs HOOK EMBED INTO FTG in= 6.00 Masonry Data fm psi= Fs psi= Solid Grouting = Use Full Stresses = Load Factors Modular Ration' = Dead Load 1 6000 Building Code IBC 2006Short Term Factor = Live Load 1.600 Equiv.Solid Thick = Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.600 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500 0 Fy psi= 60,000 0 Title : 4'generic 4opcf slab restrained Page- • To special title specify your ownitle block here, Job# .ion. Dsgnr. Date AUG 12,2009 use the"Settings"screen Descript and enter your title block information This Wall in File:c:\documents and settings\all users\docu Retain Pro 2007.16-Apr-2008.(c)1989-2008Code: IBC 2006 www.retainpro.comisupportfor latest release Cantilevered Retaining Wall Design Registration#:RP-1166685 2007013 Footing Design Results , Toe Heel Factored Pressure = 1,024 940 psf Mu' Upward = 790 475 ft-# Mu' Downward = 117 524 ft-# Mu: Design = 673 49 ft-# Actual 1-Way Shear = 7 84 1.02 psi Other Sizes&Spacings Allow 1-Way Shear = 67 08 67.08 psi Not Acceptable SiMu<S* S Toe Reinforcing = #5 @ 16 00 in Toe:e: Not req'd,Mu<S Fr r Heel Reinforcing = None Spec'd HeHe No key defined Key Reinforcing = None Spec'd Y Summary of Overturning & Resisting Forces& Moments O OVERTURNINGRESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 467.2 1.61 752.7 Soil Over Heel — 440 0 2 25 990.0 Toe Active Pressure = -10 4 0 28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load Added Lateral Load = Axial Dead Load on Stem= 500 0 1 50 750 0 Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 300 0 1 50 450 0 Earth @ Stem Transitions= Total = 456.8 O.T.M. = 749 9 Footing Weight = 343 8 1.38 472.7 - 3 98 Key Weight = 3.00 Resisting/Overturning Ratio = Vert Component = P 1157 275 3182 Vertical Loads used for Soil Pressure= 2,199.5 lbs Total= 1,699 5 lbs R.M.= 2,980 8 Vertical component of active pressure used for soil pressure DESIGNER NOTES • 4 6 in Conc w/#4 @ 18.in o/c A •,! li 4'-0" 4'-0" wJ 1 3/4" • I ; 2" • top.r L- - Sliding Restraint • •• 10 • • 3, #5@16 in @Toe Designer select #0 18.in 1'-3" @ all honz reinf. ►� @ Heel See Appendix A 2'-9" DL=500,LL=500.#, Ecc=0.in I � - Sliding Restraint • Pp=86 806# 456.81# 7.65.40psf 834 12psf A- To specify your own Title • Generic 40pcf-SFTWALL-SLABRES Page special title block here, Job# Dsgnr Date- MAR 7,2012 - use the"Settings"screen Description . and enter your title block information. This Wall in File:C:\Documents and Settings\All Users\Doc - Retain Pro 2007 5-Dec-2007,(c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 03&06 • Registration#.RP-1166685 2007010 Criteria 1 Soil Data ' 1 Footing Dimensions & Strengths ' Retained Height = 5 00 ft Allow Soil Bearing = 1,500 0 psf Toe Width = 1 25 ft Wall height above soil = 0 00 ft Equivalent Fluid Pressure Method Heel Width = 1 50 Heel Active Pressure 40.0 psf/ft Total Footing Width2.75 Slope Behind Wall = 0.00 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10 00 in Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110 00 pcf Key Width = 0 00 in Key Depth0.00 in Soil Density,Toe 0.00 pcf Key Distance from Toe = 3 00 ft Wind on Stem = 0 0 psf FootingllSoil Friction = 0 350 Soil hei ht to i Wore fc = 2,000 psi Fy = 60,000 psi Vertical component of active for eassive pressure = 0 00 in Footing Concrete Density = 150 00 pcf lateral soil pressure options. Min.As% = 0 0018 USED for Soil Pressure Cover @ Top = 2.00 in @ Btm= 3 00 in USED for Sliding Resistance USED for Overturning Resistance Surcharge Loads 1 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 = 3 00 ft Footing Width = 0 00 ft Surcharge Over Toe = 0 0 psf Height to Bottom = 2.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to StemFooting Type Line Load 1 Base Above/Below Soil = 0.0 ft Axial Dead Load = 0 0 lbs at Back of Wall Axial Live Load = 0 0 lbs Poisson's Ratio = 0 300 Axial Load Eccentricity = 0 0 in *Design Summary 1 Stem Construction ' Top Stem Stem OK -- Wall Stability Ratios Design Height Above Ftc ft= 0.00 - Overturning = 2 07 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding I Thickness = 6 00 Rebar Size = # 4 Total Bearing Load = 1,437 lbs Rebar Spacing = 18 00 resultant ecc. = 4 68 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 967 psf OK fb/FB+fa/Fa = 0.543 Soil Pressure @ Heel = 78 psf OK Total Force @ Section lbs= 800 0 Allowable = 1,500 psf Moment Actual ft-#= 1,333.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,025 psf Moment Allowable = 2,455 6 ACI Factored @ Heel = 83 psf Shear. Actual psi= 15.7 Footing Shear @ Toe = 6 8 psi OK Shear. Allowable psi= 75.0 Footing Shear @ Heel = 9 2 psi OK Wall Weight = 75.0 Allowable = 67 1 psi Rebar Depth 'd' in= 4.25 Sliding Calcs Slab Resists All Sliding I LAP SPLICE IF ABOVE in= 12 00 Lateral Sliding Force = 670 1 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 121 5 lbs HOOK EMBED INTO FTG in= 6 00 less 100%Friction Force = - 503 0 lbs Masonry Data psi- Added Force Req'd = 45 6 lbs NG Fs psi= . ..for 1 5. 1 Stability = 380 6 lbs NG Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 03&0 Modular Ration' Dead Load 1.200 Short Term Factor = Live Load 1 600 Equiv Solid Thick = Earth, H 1.600 Masonry Block Type = Medium Weight Wind,W 1.600 Masonry Design Method = ASD Seismic,E 1 000 Concrete Data fc psi= 2,500 0 Fy psi= 60,000 0 s To specify your own Title • Generic 40pcf-5FTWALL-SLABRES Page. special title block here, Job# Dsgnr• Date MAR 7,2012 - use the"Settings"screen Description... and enter your title block r. information. This Wall in File:C:\Documents and Settings\All Users\Doc . Retain Pro 2007,5-Dec-2007,(c)1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 03&06 , Registration#:RP-1166685 2007010 Footing Design Results ' Toe Heel Factored Pressure = 1,025 83 psf Mu' Upward = 689 98 ft-# Mu' Downward = 117 675 ft-# Mu. Design = 572 576 ft-# Actual 1-Way Shear = 6 84 9 18 psi Allow 1-Way Shear = 67.08 67.08 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel-Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments , OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 680.6 1.94 1,323 3 Soil Over Heel = 550 0 2 25 1,237 5 Toe Active Pressure = -10 4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0 00 Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 375 0 1.50 562 5 Earth @ Stem Transitions= Total = 670.1 O.T.M. = 1,320.4 Footing Weight = 343 8 1.38 472 7 Resisting/Overturning Ratio = 2.07 Key Weight = 3 00 _- Vertical Loads used for Soil Pressure= 1,437.3 lbs Vert Component = 168 5 2 75 463.5 Total= 1,437 3 lbs R.M.= 2,736 1 _- Vertical component of active pressure used for soil pressure DESIGNER NOTES 6inConcwl#4@18ino/c ' • , -411 • 1 314" 5'-0" 5'-0" O 1 • • 2" j Sliding Restraint • • # 10" • • 3" #4@18 in A @Toe Designer select' #0@18 in 1'-3" 1'-6" @ all horiz.reinf Heel See Appendix A 2'-9" • Sliding Restraint Pp= 121 53# 670.14# 7.915psf 967 38psf To specify your own Title : Generic 40pcf-5FTWALL-SLABRES Page' special title block here, Job# Dsgnr Date MAR 7,2012 - use the"Settings"screen Description.. and enter your title block information. This Wall in File:C:1Documents and Settings\All Users\Doc - Retain Pro 2007 5-Dec-2007 (c)1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 03& 06 • Registration# RP-1166685 2007010 Criteria I Soil Data ll , Footing Dimensions & Strengths I Retained Height = 5 00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1 25 ft Wall height above soil = 0 00 ft Equivalent Fluid Pressure Method Heel Width = 1 50 Heel Active Pressure = 40 0 psf/ft Total Footing Width = 2 75 Slope Behind Wall = 0 00: 1 Toe Active Pressure = 30 0 psf/ft Footing Thickness = 10 00 in Height of Soil over Toe = 0 00 in Passive Pressure = 350.0 psf/ft Water height over heel = 0 0 ft Soil Density, Heel = 110 00 pcf Key Width = 0 00 in Key Depth 0 00 in Soil Density,Toe 0.00 pcf Key Distance from Toe = 3 00 ft Wind on Stem = 0 0 psf Footing)jSoil Friction = 0 350f Vertical component of active Soil height to ignore Fc 2,000 psi Fy = 65 .00 psi p for passive pressure = 0.00 in Foott ing concrele Density = 1500.00 pcf lateral soil pressure options: Min.As�/o = 0 0018 USED for Soil Pressure. Cover @ Top = 2 00 in @ Btm= 3.00 in USED for Sliding Resistance USED for Overturning Resistance Surcharge Loads I Lateral Load Applied to Stem ' Adjacent Footing Load 1 Surcharge Over Heel = 0 0 psf Lateral Load = 0 0#/ft Adjacent Footing Load = 0 0 lbs Used To Resist Sliding&Overturning Height to Tog = 3 00 ft Footing Width = 0 00 ft Surcharge Over Toe = 0.0 psf _Height to Bottom = 2 00 ft Eccentricity = 0 00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0 00 ft Axial Load Applied to Stem 1 Footing Type Line Load Base Above/Below Soil = Axial Dead Load = 500.0 lbs at Back of Wall 0.0 ft Axial Live Load = 500 0 lbs Poisson's Ratio = 0 300 Axial Load Eccentricity = 0 0 in *Design Summary ' , Stem Construction 1 Top Stem Stem OK _ Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2 64 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding I Thickness = 6 00 Rebar Size = # 4 Total Bearing Load = 2,437 lbs Rebar Spacing = 18.00 resultant ecc = 2 14 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,232 psf OK Design Data Soil Pressure @ Heel = 541 psf OK /FB+fa/Fa 0.543 1,500 p Total Force @ Section lbs= 800.0.0 Allowable = sf Moment Actual ft-#= 1,333 3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,477 psf Moment Allowable = 2,455 6 ACI Factored @ Heel = 648 psf Shear ..Actual psi= 15.7 Footing Shear @ Toe = 11.1 psi OK Shear ..Allowable psi= 75 0 Footing Shear @ Heel = 3.1 psi OK Wall Weight = 75.0 Allowable = 67.1 psi Rebar Depth 'd' in= 4.25 Sliding Calcs Slab Resists All Sliding I LAP SPLICE IF ABOVE in= 12 00 LAP SPLICE IF BELOW in= Lateral Sliding Force = 670 1 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 121 5 lbs less 100%Friction Force = - 678 0 lbs Masonry Data fm psi= Added Force Req'd = 0 0 lbs OK Fs psi= for 1.5 1 Stability = 205 6 lbs NG Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 03&0 Modular Ratio'n' = Dead Load 1 200 Short Term Factor = Live Load 1 600 Equiv Solid Thick. Earth, H 1.600 Masonry Block Type = Medium Weight Wind,W 1.600 Masonry Design Method = ASD Seismic,E 1 000 Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 • To specify your own Title : Generic 40pcf-5FTWALL-SLABRES Page special title block here, Job# • Dsgnr Date MAR 7,2012 use the"Settings"screen Description. - and enter your title block information. This Wall in File: C:\Documents and Settings\All Users\Doc Retain Pro 2007.5-Dec-2007.(c)1989-2007 , www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code: IBC 03&06 Registration#:RP-1166685 2007010 Footing Design Results 1 Toe Heel Factored Pressure = 1,477 648 psf Mu':Upward = 1,056 374 ft-# Mu' Downward = 117 675 ft-# Mu: Design = 939 300 ft-# Actual 1-Way Shear = 11 08 3 12 psi Allow 1-Way Shear = 67.08 67.08 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe• Not req'd,Mu<S'Fr Heel Reinforcing = None Spec'd Heel Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 680 6 1.94 1,323 3 Soil Over Heel = 550.0 2.25 1,237 5 Toe Active Pressure = -10 4 0 28 -2 9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 500.0 1 50 750 0 Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 375 0 1 50 562 5 Earth @ Stem Transitions= Total = 670.1 O.T.M. = 1,320.4 Footing Weight = 343 8 1 38 472 7 _ Resisting/Overturning Ratio = 2.64 Key Weight = 3.00 Vertical Loads used for Soil Pressure= 2,437.3 lbs Vert.Component = 168 5 2.75 463 5 Total= 1,937.3 lbs R.M.= 3,486 1 • Vertical component of active pressure used for soil pressure DESIGNER NOTES 6.in Conc w/#4 @ 18.in o/c A • • 1 3/4" 5-0" 5-0" I ' S • 2" V Sliding Restraint • • + 10" • T 3" V #4@18.in A @Toe Designer select #0@18 in all honz reinf 1'-3" 1'-6' ►� @ Heel See Appendix A 2'9„ � r r. DL=500, LL=500#, Ecc=0.in V Sliding Restraint Pp= 121 53# 670.14# 540 73psf 1231.8psf 1.