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Specifications (77) .2.0I - X 209 PWU ENGINEERING INC. 6a73 O CA)5t O . Email: pwuengineeringCa�comcast.net 4 pcor Ph: (503) 810-8309 Vrf Structural Calculations: Job # LEN15402 FEB 4 2016 X Date: 2/01/16 11'yfr, Project: Dublin A Daylight RUJLDJ1fyrR =� Garage Right Lot 7, Oak Crest, Tigard, OR Lennar Homes 19421PE4) 2 IV VI I -EGON� 22 � ‘ PM POLI P Expires: 06/30/2016 ens t o) Ooa,o9 REVISION 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. 4 i1 ---.PWU 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. I% D k nrAFt Direction Nig End Zones 444, NI 1111R3 ti Direction 2a End Zones Note: End zone may occur at any corner of the building. a = .10x44' =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: D1 seismic design category per the latest edition of the state adopted code based on the 2012 IBC and IRC SDs= .76, R= 6.5, W=weight of structure V= [1.2 SDs/(R x 1.4)] W V = .100W 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 7:12 D 10.8 psf P,fWFRS Dlrectlon \ End Zones a Least a = 4.4 ftnow4 L(ft) hAVG(ft) or a = 9.6 ft IRS 44.0 24.0 and a > 1.8 ft and a > 3.0 ft "nZ°nes Note:End zone may occur at any corner of the building. 2a 8.8 ft WR L(ft) 8.8 32.4 8.8 hA(ft) 4.5 4.5 hB (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 200.0 100.0 W2 L (ft) 8.8 32.4 8.8 hA(ft) 10.5 10.5 hB (ft) he (ft) 10.5 hp(ft) W(plf) 0.0 206.9 164.9 206.9 0.0 0.0 0.0 0.0 0.0 0.0 300.0 W2 AVG 179.6 plf 200.0 100.0 0.0 W1 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! 0.5 - 0.0 .?.1•.P/1 NOLi-'VA a-G z4b` :4 NV MO - 11111 1arbt " lIr 1_i- q �I I. .� dF MIIIIMIIIII 1=,IL MI 100=1111111111■11MOMM 1,_1 alkali!: —3.13•14 4:71-'' Mt==maiwl 1111111111111111111111111'+il!�I�i��l!►1�IIIII�Ir 1 .r — iiiiiMik Meal i= rMIMI Mii t __ - MM.\ oinwe..16661611=11 mins _MIImIIIIIil11N 7immaiX11 IIUsIl111n11111s11111iii1'ilily ! 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Angle A B 13.5 psf 105mph B 39.8 1.00 C 15.7 psf I �, 10:12 D 10.8 psfR�. � c MWFDirection 14110 End Zone Least a = 4.4 ft a IA t AR iii W(ft) hAVG(ft) or a = 9.6 ft ,�a5 44.0 Dire on 24.0 and a > 1.8 ft 2a-.<- anda > 3.0 ft ndZ°nas Note:End zone may occur at any corner of the build ng. 2a 8.8 ft WR L (ft) 8.8 26.4 8.8 hA(ft) 4.5 10.5 hB (ft) 9.0 2.5 he (ft) 10.5 ho(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 - 100.0 - 0.0 -- r ---- - W2 L (ft) 26.4 8.8 hA(ft) 10.5 hB (ft) he (ft) 8.5 ho (ft) W(plf) 0.0 0.0 133.5 206.9 0.0 0.0 0.0 0.0 0.0 0.0 300.0 - W2 AVG 151.8 plf 200.0 - 100.0 ..:., . 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Project Dublin A Daylight \�V 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 SDs l D1 6.5 0.76 Roof Dead Load: 15psf Floor Dead Load: 15psf Interior Wall Dead Load: 6psf V= 0.100*WI 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 W1 = [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 W� = [0.100 * (15+5+3+4) * + 250.5 plf = 250.5 plf #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 t Line Loads ?•PWU ENGINEERING INC. Project Dublin A Daylight 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 * 0.0 ft) + (500 lb * 6.0 ft) = 3.00 kft + 1.75 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 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)2 / 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 + ( Olb * 0.Oft) + ( 5001b * 2.Oft) = 1.00kft + 0.17kft = 1.17kft 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 + 7.45 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) * (44.0ft)2 / 2 * 0.6 = 59.24 kft + (0 lb * 0.0 ft) + ( 0 lb * 0.0 ft) = 0.00 kft + 59.24 kft = 59.24 kft T = (48.87kft - 59.24kft) / 44.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 1 ( P = 4.18 k I I LTOTAL = 27.0 ft 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 + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 2.48 kft = 2.48 kft 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 L� = 7.0 ft Lo= 10.5 ft L2 = 7.5 ft V= 1.96 k vp= 78 plf vp= 78 plf vp= 78 plf hu = 1.0 ft -> --* V= 135plf v= 135plf F� = 0.60 k F2= 0.64 k ho= 5.0 ft F� = 0.60k F2 = 0.64k v= 135 plf v= 135 plf 4- 4- 4- 4- vp= 78 plf vp= 78 plf vp= 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= 1.96k/ 14.5ft= 135p1f Use: Type AWall 5.Oft : 7.Oft = 0.7 : 1 5.Oft : 7.5ft = 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 kftl MR= [( 15psf* 2ft+ 12psf* 9.0ft) * (25.0 ft)"2 * 0.6/2 ] + ( 0.0 ft *5001b) = 25.88 kft T= ( 17.62 - 25.88 ) / 25.0 ft= 0.00 k No hd req'd 1.0 - 0.64 k o. 0.5 - '� 0.0 X -0.5 - -1.0 - S. ----< PWU ENGINEERING INC.Force Transfer Around Opening Method (FTAO) @ Main Floor Line 3 Li = 3.0 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 v= 216p1f v= 216p1f F� = 0.51k F2= 0.51 k h0= 6.0 ft F� = 0.51k F2 = 0.51k v= 216plf v= 216plf 4- 4- 4- vp= 104 plf vp = 104 plf vp= 104 plf hL = 2.0 ft 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 : 3.0 ft = 2.0 : 1 F1 = ( 216plf- 104plf) * 3.Oft* 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 kft1 MR= [( 15psf* 2ft+ 12psf* 9.0 ft) * (12.5 ft)^2 * 0.6/2 ] + ( 0.0ft *5001b) = 6.47 kft T= ( 11.66 - 6.47 )/ 12.5 ft= 0.42 k Nohdreq'd a 0.5 1.0 0.51 k 0.0 - x -0.5 - -.. IJ -1.0 - Force Transfer Around Opening Method (FTAO) -.PWU ENGINEERING INC. @ Lower Floor Line 1 Worst Case L1 = 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 v= 155 plf; v= 155 plf F� = 0.48 k F2 = 0.63 k ho= 4.0 ft F� = 0.48k F2= 0.63k v= 155 plf v= 155 plf <- E- 4--- 4- 4- (- 4- 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= 3.57k/ 23.Oft= 155 plf Use: TypeAWall 4.0ft : 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* 6ft+ 12psf* 8.Oft) * (29.0 ft)^2 * 0.6/2 ] + ( 0.0 ft *5001b) = 46.93 kft T= ( 28.52 - 46.93 )/ 29.0 ft= 0.00 k No hd req'd 1.0 0.63 k n. 0.5 0.0 SZ 0.5 -1).48 k LL -1.0 - l ENTIRE WALL ELEY TO EE 61EATHED USE C822 COIL STRAP ACIeL+66 EMIR!LENGTH OP SHEAR ALL PER PET A oAIVISS2 POR PTAO METHOD A A[011 Au 0 I w, G7- li ink ce i=::: IIIIIIIIIIIII 6-1 1 et 1[ e [1111e e 't `a 'I W W I i—. a r: Y Wink ;?• Ast mok p,-0. e A,A e TO EE SHEATHED 1 1 USE C822 COIL STRAP ACROSS ENTIRE LBYa1H FC/A!STEM WALL UP OP tIMARUALL PER DET eo WALL HEIGHT IV8S7 PqR PTAO MEtMOD OMEN TOP CP STEM WALL AND EIOTTOM OP HEADER IS 6'-6'MAX PER DETAIL WSW MAIN FLOOR LATERAL PLAN I .1.-o. i 1 C ENTIRE WALL Eme TO GE SHEATHED UBE C822 COIL STRAP ACRC68/WIRE MOTH AOL fIP fE 2 FTAO MET141'0% o Ng, 4.-81* TILKAI• INTIMI T .. L . -„ ... - . --8 • . I: ® 53 MEATH ENTIRE FACE CF § I ME II 13.-F CRIPPLE WALL s/'A' 81.EATHINS AS REQD - - - • tr-bi. I • sc.+. • .1 WI &RATH ENTIRE FACE CFO. el • • CR/FF.1-E UW/LL EPA X.7,41.1F . I MEANING A8186215 . . SEAN ENTIRE FACE OF CRIPPLE WALL 8/'A' • 81•EATHS6 A8 RE= I ir It_-I1 I 11 I i c • • c . . . . . 1 I 1 _ . 0, !SEAL EN11RE FACE CP CRIPPLE WALL 6/'A' 84F-ATHM AS RE= 0 LOWER FLOOR LATERAL PLAN 'v.v.& HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor Anchor Tension NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour End Corner CL Dim. 1 HDU2-SDS2.5 (2)2x 3075 2215SSTB16 SSTB2OL S=2550, S=2550, 1%6" w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 Sw=6675 w-6675 1 4611 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB5/8X24 W-66705 S=5730, 14611 4 HDU8-SDS2.5 (3)2x 7870 5665 8 SSTB28MINS(NOTETEMWALL 8 6.) SSTB34MINS(NOTETEMWALL 6.) Sw=63957615, Sw3158710 8, 1 y811 = ==7 8 HDU11 -SDS2.5 (1 )6x 9535 6865 PAB8-36, 10" min PAB8-36, 10"min S=16435, S=16435, 1 3/,1 embed into bottom embed into bottom w=17080 w=17080 8 9 HDU14-SDS2.5 (1 )6x 14445 10350 of 32" min width of 32" min width S=16435, S=16435, 1 v II footing. If at retainingfooting. If at retaining w=17080 w-17080 16 wall lap anchor with wall lap anchor with vert reinf bar hooked vert reinf bar hooked to Ftg. to Ftg. 5 MST37 (2)2x 2710 2345 N/A N/A N/A 6 MST48 (2)2x 4205 3640 N/A N/A N/A 7 MST60 (2)2x 6235 5405 N/A N/A N/A Notes: 1 . Install all holdowns per manufacturer specification per C-C-2015 Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (2)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. Trimmer stud may be used as part of boundary member. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. 6. Increase footing depth or stemwall height as required for 28%" minimum embedment depth. r S H EA RWA L L SCHEDULE (a-m) ONLY REQ'D ON INTERIOR SHEARWALLS. MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRANSFER CAPACITY CAPACITY NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) Lb/Ft (SEISMIC; Lb/Ft (WIND) A 16" OSB (1) SIDE 8d 6" 12" 2' Dia.A.B. @ 30" o/c 16d @ 4" o/c A35 @ 24"o/c 255 357 B 16" OSB (1) SIDE (f) 8d 4" 12" 2"Dia. A.B. @ 18" o/c (m) 16d @ 2z" o/c A35 @ 15" o/c 395 553 C 6" OSB (1) SIDE (e,f) 8d 3" 12" 2"Dia.A.B. @ 12" o/c (m) 16d @ 2" o/c A35 @ 12" o/c 505 707 D 16" 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 6" OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia.A.B. @ 12" o/c (m) 16d @ 2"o/c A35 @ 12" o/c 510 714 F 6" OSB (2) SIDE (d,e,f) 8d 4" Staggered 12" 2"Dia. A.B. @ 8"o/c (m) 16d @ 3" o/c (2) rows staggered A35 @ 6" o/c 790 1106 G 6" OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" 2"Dia. A.B. @ 7"o/c (m) 16d @ 2"o/c (2)rows staggered HGA1 OKT @ 8" o/c 1010 1414 H 16" 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 HGA1 OKT @ 6" o/c 1340 1876 Notes: a) All wall construction to conform to SDPWS Table 4.3A. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7"embed into concrete. 3"x3"x1/4" plate washers req'd at all shear wall A.B. in seismic zone D, E, and F; not req'd in seismic zone A, B, or C. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. m) 3x, Dbl 2x, or 2x Flat at panel edges. Stagger nails. See note C for plate washers and details for plate washer edge distance. On sill plates of all walls use a single 2x sill and 2x blocking in between the studs for plywood edge nailing surface. PWU ENGINEERING INC Ph: 503 810-8309, Email: pwuengineerin @comcast.net 00,b1;it A DriklAt gm% is Fa6r`-*1 Care L-= (9.5' 31,111 L 11.5' W SOOi ' 67 -3 ANA 411-1 & / �,.✓case 5 p,-, �- 23' L..: 3OpiP L-15'5' ti,.y i‘Oplc 12=y.iyk R= a.Gak 11° 1.13k4 ()se: L(4 i(+2 -IDR ' 1v�: L� !G' = Jho L- 8' = 40/4 89X1 R� I.2sk M.5./2k-4P t.12k tiz Sykf. R'z.aoJr 11%2,50 20;A`i 056: 'C") U�' �x$ 1�F2 67"45 4ND *C $t'1 432. L. ic.s' 2kO IP i1qk � l,fuk g 1.84k 4p11; J ;r-7' 1 Is' 0.y2k ; 7.2Gk H. 3.33k4 Use- 6k1l DP-4,2 . ENGINEERING INC Ph: 503 810-8309, Email: pwuengineering@comcast.net T `�' Ts�k Use; 2x x'02 2.27k ssl4 p #7,4 0 • Cx 1Z p 2 '•' tSGaV '1 3 t4Mk -HR. b, ct' 1110111111r Lag' w= 33o1 72k• �`' 2•2.31k 1,32k M=2-CtIk.�} 2.k1 14,4 D*Z . . 412 DC42. gri LA L= 5,t 7y3pIP O. • r =a,731 } R= . 2.32k (.4k' u x8 Lk;. Use' 1-1x8 OF 4+z , PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net Deck Trts 1JeG k Bfri Offer .. tliP SO* M=11.2-5k14 ir it 2' p,&sk ossk . Cox, Pt 5Y? a" Cat-. Trrv= 36;44 P-ck 8r1 fit- ,ilk-4 a!=?g;44 se- PT, 640 2 i �-✓� (t2')(Ic')= 15341b v-0.250530) = 381111, _ 1121b/kwb-v !y"�`5D5 AgAv461e S1 - IC I Z sDs ?Le 12(2fre = 32 192.lb 6k r PWU ENGINEERING INC. Email: pwuengineering@comcast.net --, r,) P0 IL, Ph: (503) 810-8309 7„y„,‘..-31,,z `J �� .-> tl / tz r--1 -4 t C4t, GOAVD RAU. t)eGt — I tia,wHe 2 E G`iik ,kii„,•110 -2 E...1_.:%n / r,:,''1 .� qty it �6t M= 72ct� ,aires: l.-3°-/ - ' ZN 2(gr-4t . Walla 1/ ooh ✓/,2.s `1` is 7 k < !,,t' 4t,t-ow 413Cf FOR T' G c 7 10041 St wvsc+v Drr 02 0T r z Z tl 4 . 3 p.m.e S 0 Tt 2 012 DTT 2 Z. �t,tp s 1 -t-1p . b,ck (,00( •. P TO ti,' sp dJ, w d o o psfc ti zz-0644-1 Z CAI AcAfi{ frA SbS 1/4"0 X'2 JL`t W! t /2 t wb S Doe Pct uv. Kw (3) tji"0 ,45'a s0s € te`0.o. LI f -iv• - t2,1 mut 5 p 4$) LA i/owLY Fcg& bE,OcutIOS -- N 0 f f t7-7v8 S, ra#ueivT oviOoog ft(7t t/ s Ft&. SIMPSON Railing Post-to-Deck Framing 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 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. IRC 2006, Section R312.1 ° HD2A Holdown: IBC 2006,Section 1013.1 0 ® Horizontal application. Hot-dip galvanized Height \° ° ® coating recommended. DTT2Z Guards shall be a minimum of ` to joist layout 36"tall(IRC) or up to 42"tall ( (11 for certain occupancies(IBC). tI' / kkA ii ' IRC 2006,Section R312.1 0 ,/ 1 > I IBC 2006, Section 1013.2 DTT2Z Deck2x8(Min.) 1,x' ' deck Mm s,)� Tension Tie: DTT2Z blocking i .....: Features to blocking `-_; - Load Resistance a ZMAX° layout l Handrail assemblies and galvanized --- /on, �� rt. guards shall be able to resist coating. ---. / a single concentrated load of / — \ • , 200 pounds,applied in any L • direction at any point along \ / the top. For more IRC 2006, Table R301.5 information on this - • — IBC 2006, Section 1607.7.1 application, see Simpson Strong-Tie technical bulletin ..T GRDRLPST 1,„ IF •• ... .. _____________„„________ Selection of products based upon performance and/or suitability for a specific application should bei ,����� �(�, �► made by a qualified professional. ! 2 Simpson Strong-Tie recommends sy� /, -� that deck designs be approved 'ice 4!.. by the local building department 11 before construction begins. , - - '''':' ,Filln) ',. -' '' ' iGALVAN/ZED' ;. STNMESSSIEEL"' 01.1110001#40000001.111. These products are available with a ZMAX3 or hot-dip galvanized coating.Stainless-steel For more information on connecting connectors are also available for higher posts inside the rim joist,see exposure environments or applications using certain preservative-treated woods. Simpson Strong-Tie technical See page 6 for more details. bulletin T-GRDRLPST 16 I DECK FRAMING CONNECTION GUIDE F-DECKCODE09 02009 SIMPSON STRONG-TIE COMPANY INC. DTT2 Deck Post Connectors Page 2 pt 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 3/= 4 est \ \:, —:,— \ DTT2Z DTT2 installed as Typical Deck-to- ,i + (DTT2SS similar) a lateral connector House Lateral for a deck Load Connection guardrail post. ` For more f information on I i\ 2f S ' guardrail post ll it t / connections,see ( 1. :/,. technical bulletin , i T-GRDRLPST. ��� / �'�t !t c 1 Load Table: See code report listings below A 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 c Anchor Fasteners Wood Member DF/SP SPFI"HHF No. Diameter Thickness (100) (160)1 (100) (160)1 l',/2 1825 1825 1440 1800 DTT2 8—SDS `1"x11:.' 3 2000 2145 1440 1835 . 1. The allowable loads have been increased 60%for wind or earthquake loading with no further increase allowed. 2. Load values are valid if the product is flush with the end of the framing member or installed away from the end. 3. The guardrail post illustration above addresses an outward force on the guardrail.An additional DTT2 can be added at the lower bolt to address an inward force. Code Reports (PDFs): next .top LEGACY REPORTS IAPMO UES ICC-ES ESR CITY OF LOS ANGELES STATE OF FLORIDA ICC-ES NER ICC-ES ER ICC-ES ES ER DTT2 No code listing.Please contact us for test data. DTT2SS No code listing.Please contact us for test data. DTT2Z ESR-2330/ESR-2523* RR25720 FL10441 DTT2Z-SDS2.5 No code listing.Please contact us for test data. http://www.strongtie.com/products/connectors/DTT2.asp 11/20/201 L, Strang-Drive® SDS Structural Wood Screw 1'a ?e 4 O1 `' 6. Minimum spacing requirements are listed in ICC-ES ESR-2236. Allowable Shear Loads for Wood Side-Plate Applicationss DF/SP Allowable Loads34 ' Sirs Mode __ -.. __...,_.._ .._._.�.., . __.._.. _- __ .. S n.j Nd. Wood Side Plate Thickness On-) ',2 i 1- v• 1 1% 1112 1'/s 1% 2% [ 3 3Y i 4 fi 4% 2 SDS25200 t45 IID ... _. .._..__ • • • ._.... Vi x 2: ii SDS25212 165 165 170 E 16_5 • • 190' • i • 1 • ` ifi x 3 SDS25300 165 165 170 185 195 205 280' ( • • • • • _ I M 3 SDS25312165 165 170 j 185 195 205 340' ° 340` • 1 • ,. ' '..._ ` Y 50S25412 165 165 170 185 195 205 350 340 230 200 • • x5 SDS25500 165 165 170 1.....185 195 205 350' . 340 230 1 230 j 200 ' ' 6 SDS25600 165 165 , 170 185 195 205 350' 340 340 340 340 230 �,i) x8 SDS25800 165 165 W170 , 185 195 205 352 340 340 340 , 340 230 I 30 SPF/HF Allowable Loads' SizeModel _._.___._.�_.. . �...�.........._..._......_...........___......_____..._.._..........___. Sire Wood Side Rate Thickness Owl 1/2 • 34 31 1 1'h 11/4 11/2 1% 21/ ' 3 31/2 4 ; 41/2 x2 SDS25200 105 • i • • • • • • 5,.x2'1, SDS25212 130 135 130 120 1351 • a 1 • • '• _ z b. S x 3 SDS25300 130 ; 140 140 150 150 145 200' • ' • • • • • f.x 31/2 SDS25312 130 C 140 140 ' 150 155 165 . 245' ' 245' ',..x ,-, $1)525112 130 140 140 150 155 165 250' 245 190 160 • • • ,ii x 5 SOS25500 130 i 140 140 150 155 165 250` 245' 190 190 i .160 • x 6 SDS25600 130 • 140 140 150 155 165 250' 245' I 245 245 245° 191 160 "/.x 8 S0S25500 130 1 140 140 7 150 155 165 7 250' 2451 245 I 245' ' 2451 li 195 1, 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 I 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 CD=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 .....___ • Allowable Loads(lbs.) Size ModelSide Members ._ . _ ern.} No. Side F SP SPF Ix 3'.' SDS25300 Wood Structural 355 325 305 Panel Rated Sheathing [ x-t SDS25412 2x Solid Sawn 395 475 335 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://www.strongtie.com/products/connectors/SDS.asp 11/20/201: PRO- HEIGHT OF CURB PER ARCH ��� 94 NF ;J'% (2)#4 CONT.MIN @ T.O.W. ' A CONC SLAB WHERE �C, • rsim S PER PLAN : woo 1 , � 'W/ E G, . , • •. .r.`.I ,� O1Y22 ,�y1 Expires:06/30/2016 "Z"BARS REI'D ON 10'TALL WALL -. AND TALLE" ON NON-SOIL SIDE "T"BARS SHOWN LAPPED w/ FACE OF ALL AS SHOWN "V"BARS BELOW,SEE NOTE 4 H BARS 1-1/2"CLR ql 1-1/2"CLR 12"WIDE(MIN)DRAIN ROCK UP TO 12"FROM T.O.W.DRAIN PIPE AT BOTTOM "V"BAR DOWELS ON SOIL SIDE FACE OF WALL TO BE HOOKED . INTO FOOTING AS SHOWN 1 k..__ 11/2"CLR S . ` #4 CONT.@ HEEL � - - `-�z GARAGE D ` SLAB ON GRAS IL � ` ' 5 }7A : 4"DIA MIN PERF DRAIN PIPE .■ c e IN PROTECTED SOCK 3,, CLR TY I I COMPACTED GRAVEL OR #4 @ 12"O.C.TYP #4 CONT.TYP COMPETENT SUBGRADE VERIFIED BY GEOTECHNICAL ENGINEER W / Cantilevered Retaining Wall Schedule Generic Retaining Wall For 40pcf ACTIVE H(Ft) W A B C D "V"Bars "H"Bars "T"Bars Lap Length L Dowel Hegith DH "Z"Bars 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"o.c. #4@18"o.c. 6'-0" 3'-6" 6" 15" 1'-9" 10" #4@14"o.c. #4@14"o.c. 7'-0" 3-9" 8" 13" 2'-0" 10" #4@11"o.c. #4@13"o.c. 8'-0" 4'-3" 8" 13" 2'-6" 11" #5@13"o.c. #4@12"o.c. #4@18"o.c. 32" 39" 9'-0" 5'-0" 8" 13" 3'-3" 11" #5@9"o.c. #4@12"o.c. #4@17"o.c. 32" 39" 10'-0" 5'-9" 8" 13" 4'-0" 11" #5@6"o.c. #5@16"o.c. #4@11"o.c. 32" 39" #4@24"o.c. 1. Design values are based on 40pcf active,a 1000plf wall load,and a 50psf residential vehicular surcharge. 2. Allowable Soil Bearing = 1,500 psf with adjustments for duration factors. 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. 5. Backfill only after concrete has cured to 28day break strength. 6. Wall is designed to be backfilled only after the slab has been poured and cured in place. Contractor to provide means to brace the bottom of the wall if backfilled prior to slab pour. 8 SLAB RESTRAINED RETAINING WALL To specify your own Title : SlabR,4',40pcf+Wall+Surch Page: .. special title block here, Job# : Dsgnr: Date: JAN 29,2016 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:\documents and settings\hp_administrat Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria I Soil Data I Footing Dimensions&Strengths I Retained Height = 4.00 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 = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in FootingliSoil Friction = 0.350 Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 10.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in [Surcharge Loads ` Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem a Footing Type Line Load Base Above/Below Soil Axial Dead Load = 500.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary i Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.21 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding ! Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 2,249 lbs Rebar Spacing = 18.00 ...resultant ecc. = 1.13 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 986 psf OK fb/FB+fa/Fa = 0.370 Soil Pressure @ Heel = 650 psf OK Total Force @ Section lbs= 628.4 Allowable = 1,500 psf Moment....Actual ft-#= 915.4 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,210 psf Moment Allowable = 2,471.3 ACI Factored @ Heel = 798 psf Shear Actual psi= 12.3 Footing Shear @ Toe = 9.1 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 0.8 psi OK Wall Weight = 75.0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 Sliding Calcs Slab Resists All Sliding ! LAP SPLICE IF ABOVE in= 17.09 Lateral Sliding Force = 544.7 lbs LAP SPLICE IF BELOW in= less 100%Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 612.3 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 204.7 lbs NG Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth, H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 To specify your own Title : SlabR,4',40pcf+Wall+Surch Page: special title block here, Job# : Dsgnr: Date: JAN 29,2016 r use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:\documents and settings\hp_administrat Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results A Toe Heel Factored Pressure = 1,210 798 psf Mu' : Upward = 897 424 ft-# Mu': Downward = 117 564 ft-# Mu: Design = 779 140 ft-# Actual 1-Way Shear = 9.14 0.78 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4©18.00 in Heel: Not req'd, Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces& Moments i OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 555.1 1.74 965.1 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 = 50.0 2.25 112.5 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 = 544.7 O.T.M. = 962.2 Footing Weight = 343.8 1.38 472.7 Resisting/Overturning Ratio = 3.21 Key Weight = Vertical Loads used for Soil Pressure= 2,249.5 lbs Vert.Component = 115.7 2.75 318.2 Total= 1,749.5 lbs R.M.= 3,093.3 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 6.in Cone w/#4 @ 18.in o/c • • • 4'-0" 4'-0" .41-1 3/4" • 2" • V Sliding Restraint • • • • 1 ISE 10" 3" #4@18.in @Toe Designer select #4@l8.in all horiz.reinf. 41---N. @ Heel See Appendix A 2'-9" 50.psf El*500.#, Ecc=O.in Sliding Restraint Pp=0.# 555.1# 649.88psf 986.09psf To specify your own Title : SlabR,5',40pcf+Wall+Surch Page: special title block here, Job# • Dsgnr: Date: JAN 29,2016 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:\documents and settings\hp_administrat Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: I BC 2003 Registration#:RP-1143665 2005001 Criteria I Soil Data r 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 = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in FootingliSoil Friction = 0.350 Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 10.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 500.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.21 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 2,487 lbs Rebar Spacing = 18.00 ...resultant ecc. = 3.38 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,461 psf OK fb/FB+fa/Fa = 0.687 Soil Pressure @ Heel = 348 psf OK Total Force @ Section lbs= 945.5 Allowable = 1,500 psf Moment....Actual ft-#= 1,697.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,752 psf Moment Allowable = 2,471.3 ACI Factored @ Heel = 418 psf Shear Actual psi= 18.5 Footing Shear @ Toe = 13.0 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 5.6 psi OK Wall Weight = 75.0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 Sliding Calcs Slab Resists All Sliding ! LAP SPLICE IF ABOVE in= 17.09 Lateral Sliding Force = 776.2 lbs LAP SPLICE IF BELOW in= less 100%Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 695.5 lbs Mf as Data psi= Added Force Req'd = 80.7 lbs NG Fs psi= ....for 1.5: 1 Stability = 468.7 lbs NG Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 To specify your own Title : SIabR,5',4opcf+Wall+Surch Page: special title block here, Job# : Dsgnr: Date: JAN 29,2016 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:\documents and settings\hp_administrat Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results —11 Toe Heel Factored Pressure = 1,752 418 psf Mu' : Upward = 1,211 290 ft-# Mu':Downward = 117 715 ft-# Mu: Design = 1,093 425 ft-# Actual 1-Way Shear = 12.98 5.55 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 18.00 in Heel: Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces& Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 786.6 2.08 1,632.6 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 = 50.0 2.25 112.5 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 = 776.2 O.T.M. = 1,629.8 Footing Weight = 343.8 1.38 472.7 Resisting/Overturning Ratio = 2.21 Key Weight = Vertical Loads used for Soil Pressure= 2,487.3 lbs Vert.Component = 168.5 2.75 463.5 Total= 1,987.3 lbs R.M.= 3,598.6 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 6.in Conc w/#4 @ 18.in o/c • • • —1111 '411-1 3/4" 5'-0" 5'-0" • • • 2" V Sliding Restraint 11110/11' • • 10" • • 3" #4@18.in @Toe Designer select 18.in 1'-3" 1'-6" #4 °� all horiz. reinf. 4-00• @ Heel See Appendix A 2'-9" f 50.psf 500.#, Ecc=O.in Sliding Restraint Pp=0.# 786.62# 348.19psf 1460.7psf To specify your own Title : SlabR,6',40pcf+Wall+Surch Page: r special title block here, Job# • Dsgnr: Date: JAN 29,2016 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:\documents and settingslhp_administrat Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria I Soil Data I Footing Dimensions&Strengths I Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.75 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 1.75 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 3.50 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in Key Depth = 0.00 in FootingjlSoil Friction = 0.350 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 10.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads ` Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 500.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary i L,Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.36 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding ! Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 3,006 lbs Rebar Spacing = 14.00 ...resultant ecc. = 3.13 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,243 psf OK fb/FB+fa/Fa = 0.898 Soil Pressure @ Heel = 475 psf OK Total Force @ Section lbs= 1,326.5 Allowable = 1,500 psf Moment....Actual ft-#= 2,827.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,459 psf Moment Allowable = 3,148.5 ACI Factored @ Heel = 558 psf Shear Actual psi= 26.0 Footing Shear @ Toe = 17.9 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 8.3 psi OK Wall Weight = 75.0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 Sliding Calcs Slab Resists All Sliding ! LAP SPLICE IF ABOVE in= 17.09 Lateral Sliding Force = 1,047.7 lbs LAP SPLICE IF BELOW in= less 100%Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in= 6.86 less 100%Friction Force = - 877.2 lbs Masonryfm Data psi Added Force Req'd = 170.5 lbs NG Fs psi= ....for 1.5: 1 Stability = 694.4 lbs NG Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. _ Earth,H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 To specify your own Title : SlabR,6',40pcf+Wall+Surch Page: special title block here, Job# : Dsgnr: Date: JAN 29,2016 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:\documents and settings\hp_administrat Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 1,459 558 psf Mu': Upward = 2,004 520 ft-# Mu' : Downward = 230 1,261 ft-# Mu: Design = 1,774 741 ft-# Actual 1-Way Shear = 17.87 8.32 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd, Mu<S*Fr Heel Reinforcing = #4 @ 18.00 in Heel: Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,058.1 2.41 2,551.7 Soil Over Heel = 825.0 2.88 2,371.9 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 62.5 2.88 179.7 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 500.0 2.00 1,000.0 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 450.0 2.00 900.0 Earth @ Stem Transitions= Total = 1,047.7 O.T.M. = 2,548.8 Footing Weight = 437.5 1.75 765.6 Resisting/Overturning Ratio = 2.36 Key Weight = Vertical Loads used for Soil Pressure= 3,006.3 lbs Vert.Component = 231.3 3.50 809.4 Total= 2,506.3 lbs R.M.= 6,026.6 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 6.in Conc w/#4 @ 14.in o/c • k 1 1 A • • .4111-1 3/4" 6-0" 6'-0" 6'-0" • • • 2" • 6inCone 18 in o/c 1 7 Sliding Restraint • • 10" • • 3" V #4@18.in111 @Toe Designer select #4@18.in 1'-9" 1'-9" @ all horiz. reinf. 4 ► t r @ Heel See Appendix A 3'-6" 4 t 50.psf �—500.#, Ecc=O.in Sliding Restraint 111111" Pp=0.# 1058.1# 475.36psf 1242.5psf To specify your own Title : SIabR,7',40pcf+Wall+Surch Page: special title block here, Job# : Dsgnr: Date: JAN 29,2016 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:\documents and settings\hp_administrat Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria I Soil Data I Footing Dimensions&Strengths I Retained Height = 7.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 2.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 1.75 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 3.75 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 Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in Key Depth = 0.00 in FootingliSoil Friction = 0.350 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 10.00 in Footing Concrete DensityFy 11150.00 psi Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads ` Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 9 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 0 Footing Type Line Load Base Above/Below Soil Axial Dead Load = 500.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.04 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding ! Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 3,361 lbs Rebar Spacing = 11.00 ...resultant ecc. = 4.38 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,419 psf OK fb/FB+fa/Fa = 0.738 Soil Pressure @ Heel = 373 psf OK Allowable = 1,500 psf Total Force @ Section lbs= 1,771.6 Soil Pressure Less Than Allowable Moment....Actual ft = 4,371.4 ACI Factored @ Toe = 1,634 psf Moment Allowable = 5,925.7 ACI Factored @ Heel = 430 psf Shear Actual psi= 23.6 Footing Shear @ Toe = 23.4 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 12.0 psi OK Wall Weight = 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 17.09 Lateral Sliding Force = 1,359.2 lbs LAP SPLICE IF BELOW in= less 100%Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 1,001.3 lbs Masonry Data fm psi Added Force Req'd = 357.9 lbs NG Fs psi= ....for 1.5: 1 Stability = 1,037.5 lbs NG Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth, H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 To specify your own Title : SIabR,7',40pcf+Wall+Surch Page: special title block here, Job# : Dsgnr: Date: JAN 29,2016 { use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:\documents and settings\hp_administrat Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results A Toe Heel Factored Pressure = 1,634 430 psf Mu' : Upward = 2,839 320 ft-# Mu' : Downward = 300 1,204 ft-# Mu: Design = 2,539 884 ft-# Actual 1-Way Shear = 23.36 12.03 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 17.25 in 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 = #4 @ 18.00 in Heel: Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined L Summary of Overturning & Resisting Forces& Moments ' OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,369.6 2.75 3,762.2 Soil Over Heel = 834.2 3.21 2,676.3 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 54.2 3.21 173.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 500.0 2.33 1,166.7 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 700.0 2.33 1,633.3 Earth @ Stem Transitions= Total = 1,359.2 O.T.M. = 3,759.3 Footing Weight = 468.8 1.88 878.9 Resisting/Overturning Ratio = 2.04 Key Weight = Vertical Loads used for Soil Pressure= 3,361.0 lbs Vert.Component = 303.9 3.75 1,139.7 Total= 2,861.0 lbs R.M.= 7,668.6 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 8.in Conc w/#4 @ 11.in o/c • • —1i- 1 3/4" • 7'-0" 7-0" 7'-0" • • • • • 2" 6i /#4@18 in o/c V V Sliding Restraint • • 10" • • 3" #4@17.25inAPIA @Toe Designer select #4@18.i 2'-0" 1'-9" gall horiz. reinf. / ► / ► @ Heefsee Appendix A 3'-9" 50.psf D #, Ecc=O.in Sliding Restraint Pp=0.# 1369.6# 373.21 psf 1419.3psf To specify your own Title : SlabR,8',40pcf+Wall+Surch Page: special title block here, Job# : Dsgnr: Date: JAN 29,2016 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:\documents and settings\hp_administrat Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria I Soil Data 11 Footing Dimensions& Strengths I Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 2.50 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 1.75 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 4.25 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 11.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in Key Depth = 0.00 in FootingilSoil Friction = 0.350 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 11.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 50.0 psf = FootingLoad = 0.0 lbs Lateral Load 0.0#/ft Adjacent Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem \ Footing Type Line Load Base Above/Below Soil Axial Dead Load = 500.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary I _Stem Construction I Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 3.00 0.00 Overturning = 1.90 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding ! Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Total Bearing Load = 3,786 lbs Rebar Spacing = 18.00 13.00 ...resultant ecc. = 5.51 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,468 psf OK fb/FB+fa/Fa = 0.462 0.841 Soil Pressure @Heel = 313 psf OK Total Force @ Section lbs= 945.5 2,280.7 Allowable = 1,500 psf Moment....Actual ft-#= 1,697.0 6,392.2 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,656 psf Moment Allowable ft-#= 3,671.3 7,605.3 ACI Factored @ Heel = 353 psf Shear Actual psi= 12.6 30.7 Footing Shear @ Toe = 25.1 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 14.5 psi OK Wall Weight psf= 100.0 100.0 Rebar Depth 'd' in= 6.25 6.19 Allowable = 82.2 psi Sliding Calcs Slab Resists All Sliding ! LAP SPLICE IF ABOVE in= 17.09 21.36 Lateral Sliding Force = 1,739.7 lbs LAP SPLICE IF BELOW in= 17.09 less 100%Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in= 7.99 less 100%Friction Force = - 1,150.0 lbs Masonry Data fm psi= Added Force Req'd = 589.7 lbs NG Fs psi= ....for 1.5: 1 Stability = 1,459.5 lbs NG Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth, H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 60,000.0 To specify your own Title : SlabR,8',40pcf+Wall+Surch Page: special title block here, Job# : Dsgnr: Date: JAN 29,2016 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:\documents and settings\hp_administrat Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results -11 Toe Heel Factored Pressure = 1,656 353 psf Mu' : Upward = 4,377 272 ft-# Mu': Downward = 516 1,446 ft-# Mu: Design = 3,861 1,174 ft-# Actual 1-Way Shear = 25.08 14.48 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 15.00 in Toe: #4@ 15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = #4 @ 18.00 in Heel: Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined _Summary of Overturning & Resisting Forces& Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,752.3 3.11 5,449.0 Soil Over Heel = 953.3 3.71 3,535.3 Toe Active Pressure = -12.6 0.31 -3.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 54.2 3.71 200.9 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) = 800.0 2.83 2,266.7 Earth @ Stem Transitions= Total = 1,739.7 O.T.M. = 5,445.2 Footing Weight = 584.4 2.13 1,241.8 Resisting/Overturning Ratio = 1.90 Key Weight = Vertical Loads used for Soil Pressure= 3,785.7 lbs Vert.Component = 393.8 4.25 1,673.6 Total= 3,285.7 lbs R.M.= 10,334.9 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 8.in Concw/#4 @ 18.in o/c • • • -11Ir 1 3/4" 5-0" • • 8'-0" 8'-0" • 8.in Conc w/#5 @ 13.in o/c __ V • • 3'-0" • 1 3/4" 2" • i V 7 Sliding Restraint • • 11"• • • 3" V #4@15.in @Toe Designer select #4@ 18.i n 2'-6" 1'-9" all horiz. reinf. / ► 41111 ► @ HeelSee Appendix A 4'-3" r 50.psf 11110.#, Ecc=O.in °PT Sliding Restraint Pp=0.# 1752.3# 313.35psf 1468.1 psf To specify your own Title : SlabR,9',40pcf+Wall+Surch Page: special title block here, Job# • Dsgnr: Date: JAN 29,2016 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:\documents and settings\hp_administrat Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria I Soil Data I Footing Dimensions& Strengths-A Retained Height = 9.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 3.25 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 1.75 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 5.00 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 11.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in Key Depth = 0.00 in FootingllSoil Friction = 0.350 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 3,000psi Fy = 60,000 psi for passive pressure = 11.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads ` Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem \ Footing Type Line Load __ Axial Dead Load = 500.0 lbs Base Above/BelowSoil at Back of Wall 0.0 ft Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary I LStem 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"Ht" = Concrete Concrete Slab Resists All Sliding ! Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Total Bearing Load = 4,201 lbs Rebar Spacing = 17.00 9.00 ...resultant ecc. = 5.45 in Rebar Placed at = Edge Edge Soil Pressure @ Toe = 1,298 psf OK Design Data Soil Pressure @ Heel = 382 psf OK /FB+fa/Fa 0.728 0.833 1,500 psfTotal Force©Section lbs= 1,326.5 2,853.8 Allowable = Moment....Actual ft-#= 2,827.6 8,954.2 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,439 psf Moment Allowable ft-#= 3,882.4 10,752.8 ACI Factored @ Heel = 423 psf Shear Actual psi= 17.7 38.4 Footing Shear @ Toe = 29.4 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 17.2 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= 17.09 21.36 LAP SPLICE IF BELOW in= 17.09 Lateral Sliding Force = 2,134.5 lbs HOOK EMBED INTO FTG in= 7.88 less 100%Passive Force = - 0.0 lbs less 100%Friction Force = - 1,295.4 lbs Masonry Data fm psi= Added Force Req'd = 839.1 lbs NG Fs psi= ....for 1.5: 1 Stability = 1,906.3 lbs NG Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth, H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 60,000.0 To specify your own Title : SlabR,9',40pcf+Wall+Surch Page: special title block here, Job# : Dsgnr: Date: JAN 29,2016 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:\documents and settings\hp_administrat Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results I Toe Heel Factored Pressure = 1,439 423 psf Mu' : Upward = 6,439 292 ft-# Mu': Downward = 871 1,685 ft-# Mu: Design = 5,568 1,394 ft-# Actual 1-Way Shear = 29.39 17.19 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4©12.00 in Toe: #4@ 10.75 in,#5@ 16.75 in,#6@ 23.75 in,#7@ 32.25 in,#8@ 42.50 in,#9@ 4 Heel Reinforcing = #4 @ 18.00 in Heel: Not req'd, Mu<S*Fr Key Reinforcing = #4 @ 22.25 in 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 = 2,147.1 3.44 7,395.4 Soil Over Heel = 1,072.5 4.46 4,781.6 Toe Active Pressure = -12.6 0.31 -3.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 54.2 4.46 241.5 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 500.0 3.58 1,791.7 Load©Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 900.0 3.58 3,225.0 Earth @ Stem Transitions= Total = 2,134.5 O.T.M. = 7,391.5 Footing Weight =- 687.5 2.50 1,718.8 Resisting/Overturning Ratio = 1.92 Key Weight = Vertical Loads used for Soil Pressure= 4,201.2 lbs Vert.Component = 487.1 5.00 2,435.3 Total= 3,701.2 lbs R.M.= 14,193.8 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 1 8.in Concw/#4 @ 17.in o/c A • • • -1111r '111-1 3/4" • 6'-0" • • • • 8.in Concw/#5 @ 9.in o/c • • 3'-0" • '41111-1 3/4" 2" r Sliding Restraint • • 11" r • • 3" #4@12.in @Toe Designer select 3'-3" 1'-9" #4@ 18.i n all horiz. reinf. t 4.-04 ► @ HeeISee Appendix A . 50 ► 50.psf Ecc=O.in ffrirre Sliding Restraint ► Pp=0.# 2147.1# 382.05psf 1298.4psf To specify your own Title : SIbR, 10',40pcf+Wall+SurchPage: special title block here, Job# • Dsgnr: Date: JAN 29,2016 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:\documents and settings\hp_administrat Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria I Soil Data r Footing Dimensions & Strengths I Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 4.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 1.75 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 5.75 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 = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in Key Depth = 0.00 in FootingIlSoil Friction = 0.350 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 3,000psi Fy = 60,000 for passive pressure = 11.00 in psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads ` Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 0 Footing Type Line Load Axial Dead Load = 500.0 lbs Base Above/Below Soil = 0.0 ft at Back of Wall Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary I Stem Construction I Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 3.00 0.00 Overturning = 1.91 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding ! Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Total Bearing Load = 4,627 lbs Rebar Spacing = 11.00 6.50 ...resultant ecc. = 5.79 in Rebar Placed at = Edge Edge Soil Pressure @ Toe = 1,210 psf OK Design Data = Soil Pressure @ Heel = 400 psf OK /FB+fa/Fa 0.738 0.837 Allowable = 1,500 Total Force @ Section lbs= 1,771.6 3,490.9 psf Moment....Actual ft-#= 4,371.4 12,121.2 Soil Pressure Less Than Allowable ACI Factored @Toe = 1,319 psf Moment Allowable ft-#= 5,925.7 14,485.8 ACI Factored @ Heel = 436 psf Shear Actual psi= 23.6 47.0 Footing Shear @ Toe = 33.5 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 20.4 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 ! LAP SPLICE IF ABOVE in= 17.09 21.36 Lateral Sliding Force = 2,569.4 lbs LAP SPLICE IF BELOW in= 17.09 less 100%Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in= 7.88 less 100%Friction Force = - 1,444.3 lbs Masonry Data fm psi= Added Force Req'd = 1,125.0 lbs NG Fs psi= ...for 1.5: 1 Stability = 2,409.7 lbs NG Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ration' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth, H 1.600 Masonry Block Type= Medium Weight Concrete Data Wind,W 1.600 fc psi= 3,000.0 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 60,000.0 To specify your own Title : SIbR,10',40pcf+Wall+Surch Page: special title block here, Job# : Dsgnr: Date: JAN 29,2016 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:\documents and settings\hp_administrat Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 1,319 436 psf Mu' : Upward = 8,912 288 ft-# Mu' : Downward = 1,320 1,941 ft-# Mu: Design = 7,592 1,653 ft-# Actual 1-Way Shear = 33.55 20.37 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #5 @ 13.50 in Toe: #4@ 8.25 in,#5@ 12.50 in,#6@ 17.75 in,#7@ 24.00 in,#8@ 31.75 in,#9@ 40 Heel Reinforcing = #5© 18.00 in Heel: Not req'd, Mu <S*Fr Key Reinforcing = #4 @ 22.25 in 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 = 2,582.0 3.78 9,756.6 Soil Over Heel = 1,191.7 5.21 6,206.6 Toe Active Pressure = -12.6 0.31 -3.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 54.2 5.21 282.1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 500.0 4.33 2,166.7 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,000.0 4.33 4,333.3 Earth @ Stem Transitions= Total = 2,569.4 O.T.M. = 9,752.7 Footing Weight = 790.6 2.88 2,273.0 Resisting/Overturning Ratio = 1.91 Key Weight = Vertical Loads used for Soil Pressure= 4,626.7 lbs Vert.Component = 590.2 5.75 3,393.9 I Total= 4,126.7 lbs R.M.= 18,655.7 Vertical component of active pressure used for soil pressure I DESIGNER NOTES: 8.in Conc w/#4 @ 11.in o/c A • • • R 41 1 3/4" • 7-0" • • • 10'-0" 10'-0" Si ' • 8.in Conc w/#5 @ 6.in o/c • I • • T-0" • 1 3/4" 2" • Sliding Restraint • • 11" • • 3" #5@13.5in @Toe Designer select 4'_0,. 1'-9" #5@ 18.ina11 horiz. reinf. ►.4 ► @ HeePee Appendix A 5'-9" ►- 50.psf 1 D 500.#, Ecc=0.in Sliding Restraint • Pp=0.# 2582.# 399.56psf 1209.7psf ��\V PROFF,6, HEIGHT OF CURB PER ARCH �� �G I N FF;��i 9421• i ,,,/ (2)#4 CONT.MIN @ T.O.W. /�A CONC SLAB WHERE �'�'� ����� PER PLAN. / \ [OCCURS A . . � EG► -.0 :moi ��Y �°�°'1 .... 22 to oR '°hILI P �� • � 'fy 9.-. Expires: 06/30/2016 "Z"BARS R O'D ON 10'TALL ' "T"BARS SHOWN LAPPED w/ WALL AND T LLER ON NON-SOIL 4 `� =�" "V"BARS BELOW,SEE NOTE 4 SIDE FACE 0 WALLAS SHOWN ` 1R� . "H"BARS ,, 12"WIDE(MIN) 1 1/2"CLR - '- 1 1/2"CLR ' DRAIN ROCK UP TO _ ' • `-`Z:fz'lk 12"FROM T.O.W. ,• \ 'L x ,,,;4-; .:' DRAIN PIPE AT BOTTOM C � "V"BAR DOWELS ON SOIL SIDE FACE OF WALL TO BE HOOKED = co INTO FOOTING AS SHOWN c_o _j W , . = J N" : "F"BARS z 0_ m --' '_‘_5 1-1/2"`CLR "'X"BARS r4 .. � ''' 4"DIA MIN PERF DRAIN PIPE '7% I PROTECTED SOCK 3"CLR I ` ' 3"CLR TYYFAT— ._ • , ta, \ \ cc #4 BARS @ 24"O.C. o M #4 CONT.TYP _. COMPACTED GRAVEL OR "' COMPETENT SUBGRADE VERIFIED #4 CONT.TYP_//B / C / BY GEOTECHNICAL ENGINEER / W / Cantilevered Retaining Wall Schedule Generic Retaining Wall For Standard Practice Values H(Ft) W A B C D "V"Bars "H"Bars "F"Bars "X"Bars "T"Bars Lap Length L Dowel Hegith DH "Z"Bars 5'-0" 4'-7" 6" 1'-0" 3'-1" 10" #4@18"o.c. #4@18"o.c. #4@18"o.c. #4@18"o.c. 6'-0" 5'-3" 6" 1-0" 3'-9" 10" #4@14"a.c. #4@18"o.c. #4@15"o.c. #4@18"o.c. 7'-0" 6'-0" 8" 1'-3" 4'-1" 10" #4@11"o.c. #4@12"o.c. #4@15"o.c. #4@18"o.c. 8'-0" 7'-0" 8" 1'-6" 4'-10" 11" #5@13"0.c. #4@12"o.c. #4@11"o.c. #4@18"o.c. #4@"1 8%1x. 32" 39" Notes: 1. Design values are based on 40pcf active,a 1000plf wall load,and a 50psf residential vehicular surcharge. 2. Allowable Soil Bearing = 1,500 psf,Passive= 250 psf/ft,Friction=.4 3. Footing and Wall F'c=3,000 psi @ 28 days,Fy=60 ksi 4. If no"T"bars are shown and no dimension is shown in the table above for Dowel Height DH,extend the"V"bar dowel from the footing to the top of the wall. 5. Backfill only after concrete has cured to 28day break strength. I6- CANTILEVERED RETAINING WALL SCALE: N.T.S. To specify your own Title : Cant Wall,5'Tall,40pcf Page: special title block here, Job# : Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria Soil Data I Footing Dimensions& Strengths Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 3.58 Heel Active Pressure 40.0 psf/ft Total Footing Width4.58 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 = 250.0 psf/ft = Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in Key Depth0.00 in FootingilSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 10.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in ©Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem 111 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary 1 Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 5.84 OK Wall Material Above"Ht" = Concrete Sliding = 1.68 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 2,812 lbs Rebar Spacing = 18.00 ...resultant ecc. = 0.23 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 629 psf OK fb/FB+fa/Fa = 0.540 Soil Pressure @ Heel = 598 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 = 709 psf Moment Allowable = 2,471.3 ACI Factored©Heel = 675 psf Shear Actual psi= 15.7 Footing Shear @ Toe = 3.3 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 7.2 psi OK Wall Weight = 75.0 Rebar Depth 'd' in= 4.25 Allowable = 82.2 psi Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 Lateral Sliding Force = 670.1 lbs LAP SPLICE IF BELOW in= less 100%Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 1,124.8 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ration' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 I To specify your own Title : Cant Wall,5'Tall,40pcf Page: , special title block here, Job# : Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 1 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 709 675 psf Mu': Upward = 353 0 ft-# Mu': Downward = 75 0 ft-# Mu: Design = 278 1,333 ft-# Actual 1-Way Shear = 3.28 7.22 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd, Mu<S*Fr Heel Reinforcing = #4 @ 18.00 in Heel: Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# 1 Heel Active Pressure = 680.6 1.94 1,323.3 Soil Over Heel = 1,695.7 3.04 5,157.3 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe Stem Weight(s) = 375.0 1.25 468.8 Earth @ Stem Transitions= Total = 670.1 O.T.M. = 1,320.4 Footing Weight = 572.9 2.29 1,312.7 Resisting/Overturning Ratio = 5.84 Key Weight = Vertical Loads used for Soil Pressure= 2,812.1 lbs Vert.Component = 168.5 4.58 772.4 Total= 2,812.1 lbs R.M.= 7,711.2 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 6.in Conc w/#4 @ 18.in o/c • • -1i f 1 3/4" 5-0" 5-0" • • • 2" • • 10" • • 3,. #4@18.in @Toe Designer select #4@18.in 1'-0" 3'-7' @ all horiz. reinf. � ► � @ Heel See Appendix A isdyL 8Z9 ;sd£4 869 MIN #99'089 #0=dd ee55y To specify your own Title : Cant Wall,5°Tall,40pcf+Sur Page: special title block here, Job# : Dsgnr: Date: SEP 3,2013el use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria I Soil Data I Footing Dimensions & Strengths I Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 3.58 Heel Active Pressure 40.0 psf/ft Total Footing Width4.58 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 = 250.0 psf/ft = Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width _ 0.00 in Footin Soil Friction = 0.400 Key Depth 0.00 in 911 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 10.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary I [Stem Construction 1 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 5.02 OK Wall Material Above"Ht" = Concrete Sliding = 1.53 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 2,966 lbs Rebar Spacing = 18.00 ...resultant ecc. = 1.00 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 718 psf OK fb/FB+fa/Fa = 0.687 Soil Pressure @ Heel = 577 psf OK Total Force @ Section lbs= 945.5 Allowable = 1,500 psf Moment....Actual ft-#= 1,697.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 812 psf Moment Allowable = 2,471.3 ACI Factored @ Heel = 653 psf Shear Actual psi= 18.5 Footing Shear @ Toe = 3.8 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 9.3 psi OK Wall Weight = 75.0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 Lateral Sliding Force = 776.2 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs less 100%Friction Force = - 1,186.5 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 To specify your own Title : Cant Wall,5'Tall,40pcf+Sur Page: special title block here, Job# : Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results A Toe Heel Factored Pressure = 812 653 psf Mu': Upward = 400 0 ft-# Mu' : Downward = 75 0 ft-# Mu: Design = 325 1,697 ft-# Actual 1-Way Shear = 3.84 9.28 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd, Mu<S*Fr Heel Reinforcing = #4© 18.00 in Heel: Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 786.6 2.08 1,632.6 Soil Over Heel = 1,695.7 3.04 5,157.3 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 154.2 3.04 468.8 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 1.25 468.8 Earth @ Stem Transitions= Total = 776.2 O.T.M. = 1,629.8 Footing Weight = 572.9 2.29 1,312.7 Resisting/Overturning Ratio = 5.02 Key Weight = Vertical Loads used for Soil Pressure= 2,966.2 lbs Vert.Component = 168.5 4.58 772.4 Total= 2,966.2 lbs R.M.= 8,180.1 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 6.in Concw/#4 @ 18.in o/c • • -►i 13/4" 5'-0" 5'-0" • • • 2" 1 I V • • 10"• • • • 3" • #4@18.in @Toe Designer select #4 18.in 1'-0" 3-7" @ all horiz.reinf. ►� ► @ Heel See Appendix A 4'-7" 50.psf Pp=0.# 786.62# 576.73psf 717.71 psf I To specify your own Title : Cant Wall,5'Tall,40pcf+Sur+Wall Page: special title block here, Job# : Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria 11 Soil Data Footing Dimensions &Strengths I Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 3.58 Heel Active Pressure 40.0 psf/ft Total Footing Width4.58 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 = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in Key Depth0.00 in FootingliSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 10.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads ` -Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 500.0 lbs at Back of Wall Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary I Stem Construction 1 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 5.40 OK Wall Material Above"Ht" = Concrete Sliding = 1.79 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 3,966 lbs Rebar Spacing = 18.00 ...resultant ecc. = 3.90 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,233 psf OK fb/FB+fa/Fa = 0.687 Soil Pressure @ Heel = 497 psf OK Total Force @ Section lbs= 945.5 Allowable = 1,500 psf Moment....Actual ft-#= 1,697.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,479 psf Moment Allowable = 2,471.3 ACI Factored @ Heel = 597 psf Shear Actual psi= 18.5 Footing Shear @ Toe = 7.6 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 2.9 psi OK Wall Weight = 75.0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 LAP SPLICE IF ABOVE in= 17.09 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 776.2 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs less 100%Friction Force = - 1,386.5 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth, H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data - fc psi= 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 To specify your own Title : Cant Wall,5'Tall,40pcf+Sur+Wall Page: special title block here, Job# • Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 1,479 597 psf Mu': Upward = 708 3,776 ft-# Mu': Downward = 75 5,061 ft-# Mu: Design = 633 1,285 ft-# Actual 1-Way Shear = 7.55 2.87 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd, Mu<S*Fr Heel Reinforcing = #4 @ 18.00 in Heel: Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 786.6 2.08 1,632.6 Soil Over Heel = 1,695.7 3.04 5,157.3 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 154.2 3.04 468.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 500.0 1.25 625.0 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe Stem Weight(s) = 375.0 1.25 468.8 Earth @ Stem Transitions= Total = 776.2 O.T.M. = 1,629.8 Footing Weight = 572.9 2.29 1,312.7 Resisting/Overturning Ratio = 5.40 Key Weight = Vertical Loads used for Soil Pressure= 3,966.2 lbs Vert.Component = 168.5 4.58 772.4 Total= 3,466.2 lbs R.M.= 8,805.1 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 6.in Conc w/#4 @ 18.in o/c ►i 1 3/4" 5-0" 5-0" • • • 2" V • • A 10"A • • V 3" #4@18.in @Toe Designer select #4@18.in all horiz. reinf. 1'� �� 3'-7" em- @ Heel See Appendix A 4'-7" 50.psf Ecc=O.in Pp=0.# 786.62# 497.41 psf 1233.4psf To specify your own Title • Cant Wall,6'Tall,40pcf Page: special title block here, Job# : Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings%HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria ' I Soil Data I Footing Dimensions&Strengths I Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 4.25 Heel Active Pressure 40.0 psf/ft Total Footing Width5.25 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 = 250.0 psf/ft = Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in Key Depth0.00 in FootingllSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 10.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads ` '_Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 5.58 OK Wall Material Above"Ht" = Concrete Sliding = 1.65 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 3,813 lbs Rebar Spacing = 14.00 ...resultant ecc. = 0.88 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 787 psf OK fb/FB+fa/Fa = 0.732 Soil Pressure @ Heel = 665 psf OK Total Force @ Section lbs= 1,152.0 Allowable = 1,500 psf Moment....Actual ft-#= 2,304.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 887 psf Moment Allowable = 3,148.5 ACI Factored @ Heel = 750 psf Shear Actual psi= 22.6 Footing Shear @ Toe = 4.3 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 10.1 psi OK Wall Weight = 75.0 Rebar Depth 'd' in= 4.25 Allowable = 82.2 psi Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE n= 17.09 Lateral Sliding Force = 923.5 lbs LAP SPLICE IF BELOW in= less 100%Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 1,525.0 lbs Masonry Data fm psi Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ration' Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 To specify your own Title : Cant Wall,6'Tall,40pcf Page: special title block here, Job# : Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 887 750 psf Mu': Upward = 439 0 ft-# Mu': Downward = 75 0 ft-# Mu: Design = 364 2,304 ft-# Actual 1-Way Shear = 4.30 10.07 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S"Fr Heel Reinforcing = #4 @ 15.00 in Heel:#4@ 15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 933.9 2.28 2,127.2 Soil Over Heel = 2,475.0 3.38 8,353.1 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe Stem Weight(s) = 450.0 1.25 562.5 Earth @ Stem Transitions= Total = 923.5 O.T.M. = 2,124.3 Footing Weight =- 656.3 2.63 1,722.7 Resisting/Overturning Ratio = 5.58 Key Weight = Vertical Loads used for Soil Pressure= 3,812.5 lbs Vert.Component = 231.3 5.25 1,214.2 Total= 3,812.5 lbs R.M.= 11,852.4 Vertical component of active pressure used for soil pressure DESIGNER NOTES: s li 6.in Concw/#4 @ 14.in o/c • • f-1 3/4" • 6'-0" 6'-0" 6'-0" • • • 2" • 6.in Conc w/#4 @ 18.in o/c V • • • • 10..• • • 3" #4@18.in @Toe Designer select #4 15.in 1'-0" 4'-3" @ all horiz. reinf. ► • @ Heel See Appendix A 5'-3" • Pp=0.# 933.89# 665.3psf 787.08psf To specify your own Title : Cant Wall,6'Tall,40pcf+Sur Page: special title block here, Job# : Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/supportfor latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 [Criteria I Soil Data 1 [Footing Dimensions&Strengths I Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.00 ft Equivalent Fluid Pressure Method Heel Width _ 4.25 Wall height above soil = 0.00 ft Heel Active Pressure 40.0 psf/ft Total Footing Width 5.25 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 = 250.0 psf/ft = Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in Key Depth0.00 in FootingljSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 10.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads ` _Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ..,Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary I Stem Construction 1 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.90 OK Wall Material Above"Ht" = Concrete Sliding = 1.53 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 4,000 lbs Rebar Spacing = 14.00 ...resultant ecc. = 1.69 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 885 psf OK fb/FB+fa/Fa = 0.898 Soil Pressure @ Heel = 639 psf OK Total Force @ Section lbs= 1,326.5 Allowable = 1,500 psf Moment....Actual ft-#= 2,827.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,000 psf Moment Allowable = 3,148.5 ACI Factored @ Heel = 723 psf Shear Actual psi= 26.0 Footing Shear @ Toe = 4.9 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 12.5 psi OK Wall Weight = 75.0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 Lateral Sliding Force = 1,047.7 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.86 less 100%Passive Force = - 0.0 lbs less 100%Friction Force = - 1,600.0 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ration' Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth, H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 To specify your own Title : Cant Wall,6'Tall,4opcf+Sur Page: special title block here, Job# : Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 1,000 723 psf Mu' : Upward = 491 0 ft-# Mu' : Downward = 75 0 ft-# Mu: Design = 416 2,828 ft-# Actual 1-Way Shear = 4.92 12.45 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 15.00 in Heel:#4@ 15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces& Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,058.1 2.41 2,551.7 Soil Over Heel = 2,475.0 3.38 8,353.1 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 187.5 3.38 632.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load©Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 450.0 1.25 562.5 Earth @ Stem Transitions= Total = 1,047.7 O.T.M. = 2,548.8 Footing Weight = 656.3 2.63 1,722.7 Resisting/Overturning Ratio = 4.90 Key Weight = Vertical Loads used for Soil Pressure= 4,000.0 lbs Vert.Component = 231.3 5.25 1,214.2 Total= 4,000.0 lbs R.M.= 12,485.3 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 6.in Concw/#4 @ 14.in o/c _ • • '1-1 3/4" • 6'-0" 6'-0" 6'-0" • • • 12" 6.in Concw/#4 @ 18.in o/c « 1 V • • . 10" • 3., #4@18.in @Toe Designer select #4 15.in 1'-0" 4'-3" @ all horiz. reinf. • • ► @ Heel See Appendix A 5'-3" 50.psf PP=0.# 1058.1# 639.22psf 884.59psf J To specify your own Title : Cant Wall,6'Tall,40pcf+Sur+Wall Page: special title block here, Job# : Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria I Soil Data I Footing Dimensions &Strengths I Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 4.25 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 5.25 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 = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in Key Depth = 0.00 in FootingliSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 3,000psi Fy = 60,000 psi for passive pressure = 10.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads 0 [Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem i Footing Type Line Load Axial Dead Load = 500.0 lbs Base Above/Below Soil = 0.0 ft at Back of Wall Axial Live Load = 500.0 lbs Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.500 *Design Summary I Stem Construction ' Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 5.14 OK Wall Material Above"Ht" = Concrete Sliding = 1.72 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 5,000 lbs Rebar Spacing = 14.00 ...resultant ecc. = 4.65 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,374 psf OK Design Data Soil Pressure @ Heel = 530 psf OK /FB+fa/Fa = 0.898 Allowable = 1,500 Total Force @ Section lbs= 1,326.5 psf Moment....Actual ft-#= 2,827.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,628 psf Moment Allowable = 3,148.5 ACI Factored @ Heel = 628 psf Shear Actual psi= 26.0 Footing Shear @ Toe = 8.4 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 5.6 psi OK Wall Weight = 75.0 Rebar Depth 'd' in= 4.25 Allowable = 82.2 psi Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 Lateral Sliding Force = 1,047.7 lbs LAP SPLICE IF BELOW in= less 100%Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in= 6.86 less 100%Friction Force = - 1,800.0 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth, H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 I To specify your own Title : Cant Wall,6'Tall,40pcf+Sur+Wall Page: special title block here, Job# : Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr, Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 1,628 628 psf Mu': Upward = 782 6,091 ft-# Mu': Downward = 75 8,574 ft-# Mu: Design = 707 2,483 ft-# Actual 1-Way Shear = 8.43 5.64 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 15.00 in Heel:#4@ 15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined 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 = 1,058.1 2.41 2,551.7 Soil Over Heel = 2,475.0 3.38 8,353.1 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 187.5 3.38 632.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 500.0 1.25 625.0 Load @ Stem Above Soil = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = 450.0 1.25 562.5 Earth @ Stem Transitions= Total = 1,047.7 O.T.M. = 2,548.8 Footing Weight =- 656.3 2.63 1,722.7 Resisting/Overturning Ratio = 5.14 Key Weight = Vertical Loads used for Soil Pressure= 5,000.0 lbs Vert.Component = 231.3 5.25 1,214.2 Total= 4,500.0 lbs R.M.= 13,110.3 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 6.in Conc w/#4 @ 14.in o/c • • • 1 3/4" 6-0" 6'-0" 6'-0" •• • • 2" 6.in Concw/#4 @ 18.in o/c • • • • • • • 10"� 3" #4@18.in @Toe Designer select #4 15.in 1'-0" 4'-3" @ all horiz. reinf. ► m ► @ Heel See Appendix A 5'-3" 50.psf =0.in V Pp=0.# 1058.1# 530.38psf 1374.4psf To specify your own Title : Cant Wall,7'Tall,40pcf Page: special title block here, Job# : Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:1Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria I Soil Data I Footing Dimensions&Strengths I Retained Height = 7.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.25 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 4.75 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 6.00 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pet Key Width 0.00 in Key Depth = 0.00 in FootingllSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 3,000psi Fy = 60,000 psi for passive pressure = 10.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads ` Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 5.51 OK Wall Material Above"Ht" = Concrete Sliding = 1.61 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 4,898 lbs Rebar Spacing = 11.00 ...resultant ecc. = 0.66 in Rebar Placed at = Edge Soil Pressure @ Toe = 861 psf OK Design Data Soil Pressure @ Heel = 772 psf OK /FB+fa/Fa 0.617 1,500 Total Force @ Section lbs= 1,568.0 Allowable = psf Moment....Actual ft-#= 3,658.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 969 psf Moment Allowable = 5,925.7 ACI Factored @ Heel = 869 psf Shear Actual psi= 20.9 Footing Shear @ Toe = 7.4 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 13.2 psi OK Wall Weight = 100.0 Rebar Depth 'd' in= 6.25 Allowable = 82.2 psi Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,216.8 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs less 100%Friction Force = - 1,959.2 lbs Mfm my Data psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ration' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth, H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 To specify your own Title : Cant Wall,7'Tall,40pcf Page: special title block here, Job# • Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results —11 Toe Heel Factored Pressure = 969 869 psf Mu' : Upward = 752 7,431 ft-# Mu' : Downward = 117 10,939 ft-# Mu: Design = 635 3,508 ft-# I Actual 1-Way Shear = 7.39 13.17 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 15.00 in Heel:#4@ 15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,227.2 2.61 3,204.4 Soil Over Heel = 3,144.2 3.96 12,445.7 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 700.0 1.58 1,108.3 Earth @ Stem Transitions= Total = 1,216.8 O.T.M. = 3,201.5 Footing Weight = 750.0 3.00 2,250.0 Resisting/Overturning Ratio = 5.51 Key Weight = Vertical Loads used for Soil Pressure= 4,898.1 lbs Vert.Component = 303.9 6.00 1,823.5 Total= 4,898.1 lbs R.M.= 17,627.5 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 8.in Concw/#4 @ 11.in o/c f 1 3/4" 7-0" 7-0" 7'-0" • , 2" 6.in Concw/#4 @ 18.'n o/c • • • j 10"I 3" V #4@18.in @Toe Designer select #4 15.in 1'-3" 4'-9" @ all hertz. reinf. ► @ Heel See Appendix A 6-0" Pp=0.# 1227.2# 771.63psf 861.06psf To specify your own Title : Cant Wall,7'Tall,40pcf+Sur Page: special title block here, Job# • Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria I Soil Data Footing Dimensions&Strengths Retained Height = 7.00 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 = 4.75 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 6.00 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in Key Depth = 0.00 in FootingllSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 3,000psi Fy = 60,000 psi for passive pressure = 10.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in ©Btm.= 3.00 in Surcharge Loads 71 Lateral Load Applied to Stem ` Adjacent Footing Load -11 Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem \ Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary A L,Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.90 OK Wall Material Above"HV = Concrete Sliding = 1.50 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 5,102 lbs Rebar Spacing = 11.00 ...resultant ecc. = 1.48 in Rebar Placed at = Edge Design Data - Soil Pressure @ Toe = 955 psf OK fb/FB+fa/Fa = 0.738 Soil Pressure @ Heel = 745 psf OK Total Force @ Section lbs= 1,771.6 Allowable = 1,500 psf Moment....Actual ft-#= 4,371.4 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,078 psf Moment Allowable = 5,925.7 ACI Factored @ Heel = 841 psf Shear Actual psi= 23.6 Footing Shear @ Toe = 8.3 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 15.9 psi OK Wall Weight = 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 Lateral Sliding Force = 1,359.2 lbs LAP SPLICE IF BELOW in= less 100%Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 2,040.9 lbs Masonry Data I'm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth, H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 To specify your own Title : Cant Wall,7'Tall,40pcf+Sur Page: special title block here, Job# • Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 1,078 841 psf Mu': Upward = 830 7,460 ft-# Mu': Downward = 117 11,606 ft-# Mu: Design = 712 4,146 ft-# Actual 1-Way Shear = 8.30 15.94 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd, Mu<S*Fr Heel Reinforcing = #4 @ 15.00 in Heel:#4@ 14.50 in,#5@ 22.50 in,#6@ 32.00 in,#7@ 43.50 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,369.6 2.75 3,762.2 Soil Over Heel = 3,144.2 3.96 12,445.7 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 204.2 3.96 808.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil = Soil Over Toe _ Surcharge Over Toe Stem Weight(s) = 700.0 1.58 1,108.3 Earth @ Stem Transitions= Total = 1,359.2 O.T.M. = 3,759.3 Footing Weight = 750.0 3.00 2,250.0 Resisting/Overturning Ratio = 4.90 Key Weight = Vertical Loads used for Soil Pressure= 5,102.2 lbs Vert. Component = 303.9 6.00 1,823.5 Total= 5,102.2 lbs R.M.= 18,435.6 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 8.in Conc w/#4 @ 11.in o/c • • • • • • 1 3/4" • 7'-0" 7'-0" T-0" • • 1l2" 6.in Conc w/#4 @ 18.'n o/c I • • • • j 10 • T 3„ 10"I #4@18.in @Toe Designer select #4 15.in 1'-3" 4'-9" @ all horiz. reinf. ►• @ Heel See Appendix A 6'-0" 50.psf Pp=0.# 1369.6# 745.3psf 955.45psf To specify your own Title : Cant Wall,7'Tall,40pcf+Sur+Wall Page: special title block here, Job# : Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 ___, Criteria I Soil Data I Footing Dimensions &Strengths Retained Height = 7.00 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 = 4.75 Heel Active Pressure 40.0 psf/ft Total Footing Width6.00 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft _ Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in Soil Friction = 0.400 Key Depth0.00 in Footin 911 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 10.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads I _ Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 500.0 lbs at Back of Wall Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 5.11 OK Wall Material Above"Ht" = Concrete Sliding = 1.65 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 6,102 lbs Rebar Spacing = 11.00 ...resultant ecc. = 4.03 in Rebar Placed at = Edge . Design Data Soil Pressure @ Toe = 1,358 psf OK fb/FB+fa/Fa = 0.738 Soil Pressure @Heel = 676 psf OK Total Force @ Section lbs= 1,771.6 Allowable = 1,500 psf Moment....Actual ft-#= 4,371.4 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,593 psf Moment Allowable = 5,925.7 ACI Factored @ Heel = 793 psf Shear Actual psi= 23.6 Footing Shear @ Toe = 12.7 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 9.4 psi OK Wall Weight = 100.0 Rebar Depth 'd' in= 6.25 Allowable = 82.2 psi Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 Lateral Sliding Force = 1,359.2 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs less 100%Friction Force = - 2,240.9 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= I ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = I Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 To specify your own Title : Cant Wall,7'Tall,40pcf+Sur+Wall Page: special title block here, Job# • Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 1,593 793 psf Mu' : Upward = 1,201 8,123 ft-# Mu' : Downward = 117 11,606 ft-# Mu: Design = 1,084 3,483 ft-# Actual 1-Way Shear = 12.68 9.43 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4©15.00 in Heel:#4@ 15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8©48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined L Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,369.6 2.75 3,762.2 Soil Over Heel = 3,144.2 3.96 12,445.7 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 204.2 3.96 808.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 500.0 1.58 791.7 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 700.0 1.58 1,108.3 Earth @ Stem Transitions= Total = 1,359.2 O.T.M. = 3,759.3 Footing Weight = 750.0 3.00 2,250.0 Resisting/Overturning Ratio = 5.11 Key Weight = Vertical Loads used for Soil Pressure= 6,102.2 lbs Vert.Component = 303.9 6.00 1,823.5 Total= 5,602.2 lbs R.M.= 19,227.3 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 8.in Concw/#4 @ 11.in o/c _ . • • "4-1 3/4" 7'-0" 7-0" 7-0" • 2" i 6.in Conc w/#4 @ 18.'n o/c I I • • • • 3" 10" • #4@18.in @Toe Designer select #4 15.i n 1-3" 4'-9" @ all horiz. reinf. ► • @ Heel See Appendix A 6'-0" ` I 50.psf O.in Pp=0.# 1369.6# 675.85psf 1358.2psf To specify your own Title • Cant Wall,8'Tall,40pcf Page: special title block here, Job# : Dsgnr: Date. SEP 3,2013 . use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr, Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria I Soil Data ` Footing Dimensions &Strengths Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.50 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 5.50 Heel Active Pressure 40.0 psf/ft Total Footing Width7.00 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 11.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft = Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in Key Depth0.00 in FootingllSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 11.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads ` Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem11 Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary I Stem Construction 0 Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 3.00 0.00 Overturning = 5.74 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.63 OK Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Total Bearing Load = 6,410 lbs Rebar Spacing = 18.00 13.00 ...resultant ecc. = 0.13 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 924 psf OK fb/FB+fa/Fa = 0.363 0.718 Soil Pressure @ Heel = 907 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 = 1,041 psf Moment Allowable ft-#= 3,671.3 7,605.3 ACI Factored @ Heel = 1,022 psf Shear Actual psi= 10.7 27.6 Footing Shear @ Toe = 8.5 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 15.3 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 6.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 21.36 Lateral Sliding Force = 1,577.5 lbs LAP SPLICE IF BELOW in= 17.09 HOOK EMBED INTO FTG in= 6.79 less 100%Passive Force = - 0.0 lbs less 100%Friction Force = - 2,563.8 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 60,000.0 To specify your own Title : Cant Wall,8'Tall,40pcf Page: special title block here, Job# • Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 1,041 1,022 psf Mu': Upward = 1,169 11,985 ft-# Mu': Downward = 186 17,307 ft-# Mu: Design = 984 5,322 ft-# Actual 1-Way Shear = 8.50 15.31 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S"Fr Heel Reinforcing = #4 @ 13.00 in Heel:#4@ 13.00 in,#5@ 20.00 in,#6@ 28.25 in,#7@ 38.50 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,590.1 2.97 4,726.2 Soil Over Heel = 4,253.3 4.58 19,494.4 Toe Active Pressure = -12.6 0.31 -3.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = 800.0 1.83 1,466.7 Earth @ Stem Transitions= Total = 1,577.5 O.T.M. = 4,722.4 Footing Weight =- 962.5 3.50 3,368.8 Resisting/Overturning Ratio = 5.74 Key Weight = Vertical Loads used for Soil Pressure= 6,409.6 lbs Vert.Component = 393.8 7.00 2,756.5 Total= 6,409.6 lbs R.M.= 27,086.4 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 8.in Conc w/#4 @ 18.in o/c 1 3/4" 5-0" 8'-0" 8'-0" 8.in Concw/#5 @ 13.in o/c . • 3'-0" '11-1 3/4" 2" V V • 11"2 3., #4@18.in @Toe Designer select #4@13.in all horiz. reinf. •1'-6"• 14 5'-6" @ Heel See Appendix A T-0" Pp=0.# 1590.1# 907.12psf 924.19psf To specify your own Title : Cant Wall,8'Tall,40pcf+Sur Page: , special title block here, Job# : Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria I Soil Data I Footing Dimensions &Strengths I Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.50 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 5.50 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 7.00 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 11.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in Key Depth = 0.00 in FootingliSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 3,000psi Fy60,000psi for passive pressure = 11.00 in Footing Concrete ensity 150.00 cf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 0.0 lbs Base Above/Below Soil = 0.0 ft Axial Live Load = 0.0 lbs at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.500 *Design Summary I L,Stem Construction I Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 3.00 0.00 Overturning = 5.18 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.53 OK Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Total Bearing Load = 6,651 lbs Rebar Spacing = 18.00 13.00 ...resultant ecc. = 0.96 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,015 psf OK fb/FB+fa/Fa = 0.462 0.841 Soil Pressure @ Heel = 885 psf OK Total Force @ Section lbs= 945.5 2,280.7 Allowable = 1,500 psf Moment....Actual ft-#= 1,697.0 6,392.2 Soil Pressure Less Than Allowable ACI Factored @Toe = 1,146 psf Moment Allowable ft-#= 3,671.3 7,605.3 ACI Factored @ Heel = 999 psf Shear Actual psi= 12.6 30.7 Footing Shear @ Toe = 9.4 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 18.1 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 6.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 21.36 LAP SPLICE IF BELOW in= 17.09 Lateral Sliding Force = 1,739.7 lbs HOOK EMBED INTO FTG in= 7.99 less 100%Passive Force = - 0.0 lbs less 100%Friction Force = - 2,660.5 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 . To specify your own Title : Cant Wall,8'Tall,40pcf+Sur Page: special title block here, Job# • Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 1,146 999 psf Mu': Upward = 1,278 12,067 ft-# Mu': Downward = 186 18,242 ft-# Mu: Design = 1,092 6,174ft-# Actual 1-Way Shear = 9.45 18.07 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 11.00 in Heel:#4@ 11.00 in,#5@ 17.00 in,#6@ 24.25 in,#7@ 33.00 in,#8@ 43.50 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined [Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,752.3 3.11 5,449.0 Soil Over Heel = 4,253.3 4.58 19,494.4 Toe Active Pressure = -12.6 0.31 -3.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 241.7 4.58 1,107.6 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe Stem Weight(s) = 800.0 1.83 1,466.7 Earth @ Stem Transitions= Total = 1,739.7 O.T.M. = 5,445.2 Footing Weight =- 962.5 3.50 3,368.8 Resisting/Overturning Ratio = 5.18 Key Weight = Vertical Loads used for Soil Pressure= 6,651.3 lbs Vert.Component = 393.8 7.00 2,756.5 Total= 6,651.3 lbs R.M.= 28,194.0 Vertical component of active pressure used for soil pressure DESIGNER NOTES: • •, 8.in Conc w/#4 @ 18.in o/c , • –1,-11-1 3/4" 5-0" • 8'-0" 8'-0" 8.in Conc w/#5 @ 13.in o/c • 3'-0" --► 1 3/4" 2" V • 11" • 3" #4@18.in @Toe Designer select #4@11.in all horiz. reinf. 1'�►� 5-6" @ Heel See Appendix A T-0" 7 50.psf ;tel .1:11,11 aw- Pp=0.# 1752.3# 885.2psf 1015.2psf a To specify your own Title : Cant Wall,8'Tall,40pcf+Sur+Wall Page: special title block here, Job# : Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr. Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria I Soil Data I [Footing Dimensions & Strengthsi = 1,500.0psf Toe Width = 1.50 ft Allow Soil Bearing Retained Height = 8.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 5.50 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 7.00 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 11.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width 0.00 in Key Depth = 0.00 in FootingliSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc 3,000psi Fy = 60,000 psi for passive pressure = 11.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge LoadsLateral Load Applied to Stem Adjacent Footing Load i Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 500.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary I _Stem Construction I Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 3.00 0.00 Overturning = 5.35 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.64 OK Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Total Bearing Load = 7,651 lbs Rebar Spacing = 18.00 13.00 ...resultant ecc. = 3.45 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,362 psf OK fb/FB+fa/Fa = - 0.462 0.841 Soil Pressure @ Heel = 824 psf OK Total Force @ Section lbs= 945.5 2,280.7 Allowable = 1,500 psf Soil Pressure Less Than Allowable Moment....Actual ft-#= 1,697.0 6,392.2 ACI Factored @Toe = 1,586 psf Moment Allowable ft-#= 3,671.3 7,605.3 ACI Factored @ Heel = 959 psf Shear Actual psi= 12.6 30.7 Footing Shear @ Toe = 13.4 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 12.1 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 6.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 21.36 LAP SPLICE IF BELOW in= 17.09 Lateral Sliding Force = 1,739.7 lbs HOOK EMBED INTO FTG in= 7.99 less 100%Passive Force = - 0.0 lbs less 100%Friction Force = - 2,860.5 lbs Masonry Data f m psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ration' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth, H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 60,000.0 To specify your own Title : Cant Wall,8'Tall,40pcf+Sur+Wall Page: ,, special title block here, Job# • Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 1,586 959 psf Mu': Upward = 1,734 12,891 ft-# Mu': Downward = 186 18,242 ft-# Mu: Design = 1,548 5,351 ft-# Actual 1-Way Shear = 13.43 12.11 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd, Mu<S*Fr Heel Reinforcing = #4 @ 12.75 in Heel:#4@ 12.75 in,#5@ 19.75 in,#6@ 28.00 in,#7@ 38.25 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments i OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,752.3 3.11 5,449.0 Soil Over Heel = 4,253.3 4.58 19,494.4 Toe Active Pressure = -12.6 0.31 -3.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 241.7 4.58 1,107.6 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 500.0 1.83 916.7 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 800.0 1.83 1,466.7 Earth @ Stem Transitions= Total = 1,739.7 O.T.M. = 5,445.2 Footing Weight = 962.5 3.50 3,368.8 Resisting/Overturning Ratio = 5.35 Key Weight = Vertical Loads used for Soil Pressure= 7,651.3 lbs Vert.Component = 393.8 7.00 2,756.5 Total= 7,151.3 lbs R.M.= 29,110.7 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 8.in Conc w/#4 @ 18.in o/c 1 3/4" 5-0" 8'-0" 8'-0" • 8.in Concw/#5 @ 13.in o/c • 3'-0" -41-1 3/4" 2" V • • 11 3„ #4@18.in @Toe Designer select #4@12.75in all horiz.reinf. 1'-6" 5'-6" @ Heel See Appendix A 7-0" s A 50.psf Pp=0.# 1752.3# 823.98psf 1362.1 psf