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Specifications (25) • ��, MST2'otl-ool?r c1G?o Sw 77 C'EIvED l !I ER OCT 11 201 ENGINEERING & DESIGN CITyOFTIGARD BUILDING DIVISION LATERAL CALCULATIONS FOR MHD #2371 LOT 31 SW 78TH AVE (BRITTANY MEADOWS) TIGARD, OREGON by RICHARD J. TURNER, P.E. DATE: 09/30/2011 • JOB NUMBER: R11194 PR 45� 1rv4.4)tY, 58949P ffr OREGON tb -$11y ZY/5,20 IEXP.DATE: 06-30-2012 f 3131 SW Orchard Place,Gresham,OR 97080 • Office:(503)665-1143 • Cell:(503)970-8807 • Email:rj.turner@comcastnet I INDEX OF CALCULATIONS: PAGES SHEAR WALL PLANS: 1 TO 4 SEISMIC LOADS: 5 TO 6 WIIND LOADS: 7 TO 8 WALL DISTRIBUTION: 9 TO 10 FOOTING DESIGN: 11 BEAM ANALYSIS AND DESIGN: 12 TO 14 RETAINING WALL ANALYSIS AND DESIGN: 15 TO 48, 48.1 TO 48.9 DETAILS: 49 TO 56 r AM Arik Mr 28 j .�.�MIN.4'-10" MIN.4,_0, •.G._ ■ 1. 0 xin z''' MASTER SUITE14 W Alak IIBEDROOM 2 OOF ALIGN TRUSS — •ECTION WITH SHEAR �0 WALL BELOW �� (REFER TO 5/S2) MIN. Tb" L ► D3 52 o 2 BEDROOM 3 me: M 3-6":•:.... 0 S I MIN , ••MIN.2'-1" 28 ---------\ 11 (11:81, / WALL ELEVATION F1 ci) F3 UPPER FLOOR SHEARWALL PLAN NOTE: 1. REFER TO FRAMING REQUIREMENTS FOR TYPICAL EXTERIOR SHEATHING AND NAILING(TSN), ROOF SHEATHING AND NAILING AND FLOOR SHEATHING AND NAILING REQUIREMENTS. I WALL 10 " SECTIO s D4 D4 v v J — — —glO MIN4•-4MINA'4" MIN. MIN iir 0 2 1" 2'-8 GREAT RM . i Arik c \ o _ civ t m I ; III I I \/ � L1" CO MIN. ill 10'-8" o (?) ®WALL o 1= SECTION a ._ _ _ _ _ . _ _ = = = = A. w* A DOUBLE >C°?I BEAM BELOW BEAMITH TO GARAGE _ — -a.-7.-- STRAP END OF BEAM TO STRAP END OF SIMPSON'MSTC28'STRAP--< 01. ` 5�� BEAM BELOW CwrrH 28' 9n SIMPSON'MSfC28'STRAP CORNER el F WALL SZ Bl: X 15" © CORNER PLAN VIEW SECTIO GLB 24F- . PLAN VIEW, O � , — � �r�c- moi OPP. CD fl 1, 1 " me 6 _ ' I' 1,-1014" 6 WALL v,vir ELEVATION ® `rim' ELEVATION, F1 2 4 MAIN FLOOR SHEARWALL PLAN NOTE: 1. REFER TO FRAMING REQUIREMENTS FOR TYPICAL EXTERIOR SHEATHING AND NAILING(TSN),ROOF SHEATHING AND NAILING AND FLOOR SHEATHING AND NAILING REQUIREMENTS. iaa, D3 — S 117 S 0 2 LT _ _ ..MIIN. —���,�.�s.__MIN_4'_4" I / O MIN. // MIN.3'-4" 2'-8" VV. : IA ti V. 4. "' BONUS RM. — ;a;r. N d �� III I II > 1 I _ i 0 _., 0 F1 F2 F3 LOWER FLOOR SHEARWALL PLAN NOTE: 1. REFER TO FRAMING REQUIREMENTS FOR TYPICAL EXTERIOR SHEATHING AND NAILING(TSN),ROOF SHEATHING AND NAILING AND FLOOR SHEATHING AND NAILING REQUIREMENTS. 0 r6 \C-e) \\% 40 %y_ A \,l. �_i \ IJ 0 !off 4! Q%(1\ '% : tea \ill *jam .1 \j /, 1. M \ \ \��, ; �r�\ I - r S2 '1 i 1 I k-, s2, I . I � i E I RET WALL (1\ v I 1 SECTION `32 (\����7rrr nGy� _ . i 1111111 =\l�,\ � o I "' RET WALL o I SECTION ® , .$ is '4,' +, tis (2'. RET WALL - rJ /j�d' (•S2) I L p1-41 7-4---) 1�1 SECTION, "� f \ '-`---trET WALL six ro SECTION tii, 3/t' 5• `' RET WALL El S13CTION 4 L II ( 4 I P /---44:-\ 1 $ �, s oScj i \�S I A,, yy4 I I // CORNER 7\\ 1` / // , I `�/�j/ ,,-7----n i PLAN VIEW 52 I t ; / %�SVIEW, O I OPP. F1 F2 F3 PARTIAL FOUNDATION PLAN 4 R11194 MHD 2371 LAD.xlsx SEISMIC LOADS (2010 OSSC, ASCE 7-07- EQUIVALENT LATERAL FORCE) DIRECTION: FRONT-TO-REAR T Sa OCCUPANCY: H TABLE 1-1 EQ 9.4.1.2.6-1 0 0.294 SITE CLASSIFICATION: D TABLE 20.3-1 0.0820 0.648 hn: 3.4.500 FT 0.0920 0.691 Ss: 1.010 MAPS Sa=SDs TO: 0.1020 0.734 S1: 0.319 MAPS 0.2 0.734 I: 1.000 TABLE 11.5-1 Ts: 0.5100 0.734 Fa: 1.090 TABLE 11.4-1 EQ 9.4.1.2.6-2 0.6100 0.614 Fv: 1.760 TABLE 11.4-2 0.7100 0.527 Sms: 1.101 EQ. 11.4-1 0.8100 0.462 Sm1: 0.561 EQ.11.4-2 0.9100 0.411 Sds: 0.734 EQ.11.4-3 1.0100 0.371 Sd1: 0.374 EQ.11.4-4 1.1100 0.337 To: 0.102 1.2100 0.309 Ts: 0.510 1.3100 0.286 Ct: 0.020 TABLE 12.8-2 1.4100 0.265 x: 0.750 TABLE 12.8-2 1.5100 0.248 Ta: 0.285 EQ. 12.8-7 SEISMIC DESIGN series 1 CATEGORY(.1 SEC): D TABLE 11.6-1 0.800 SEISMIC DESIGN 0.700 CATEGORY(1 SEC): D TABLE 11.6-2 R: 6.5 TABLE 12.2-1 0.600 S2: 3.0 TABLE 12.2-1 ..W 0.500 SIMPLIFIED y 0.400 FORCE (V): 0.1355 W 0.300 • ' ♦series 1 0.200 Cs: 0.113 W(EQ. 12.8-2) 0.100 Cs(MAX): 0.144 W(EQ.12:8-3/4) CS(MIN): 0.010 W(EQ. 12.8-5) 0.000 CS(MIN,E F): 0.025 W(EQ.12.8-6) 0 0.5 1 1.5 2 Cs(ACTUAL): 0.113 W Axis Title EQ. LATERAL FORCE (V):J 0.113,W PAGE R11194 MHD 2371 LAD.xlsx SEISMIC LOADS (2010 OSSC, ASCE 7-07-EQUIVALENT LATERAL FORCE) BASE SHEAR AND FLOOR DISTRIBUTION SEISMIC LOAD:FRONT TO REAR DIRECTION BUILDING WEIGHTS: ROOF DIAPH. 12 EXTERIOR WALL: 10 MISC.: 0 FLOOR DIAPH: 10 INTERIOR WALL: 7 EXT. WALL INTERIOR DIAPH. MISC AREA WALL AREA AREA AREA r(i) rho k ROOF 604 302 1235 0 0.000 1.00 1 UPPER 1284 642 1156 0 0.175 1.00 1 MAIN 1166 826 751 0 0.131 1.00 1 BASE SHEAR HT W WiHiAk TOTAL W V V".7 SUM'V' ROOF 27.0 22974 620298 22974 3860 2702 2702 12.8-11,12.8-12 UPPER 19.0 28887 548858 51861 3415 2391 5093 12.8-11,12.8-12 MAIN 9.0 24945 224507 76807 1397 978 6071 12.8-11,12.8-12 76806.5 1393663 4812 6071 V(LBF): 8672 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V".7(LBF): 6071 2.4.1 ASD(L.C.5,18)- SEISMIC LOAD:SIDE TO SIDE BUILDING WEIGHTS: ROOF DIAPH. 12 EXTERIOR WALL: 10 MISC.: 0 FLOOR DIAPH: 10 INTERIOR WALL: 7 EXT. WALL INTERIOR DIAPH. MISC AREA WALL AREA AREA AREA r(i) rho k ROOF 604 302 1235 0 0.500 1.00 1 UPPER 1284 642 1156 0 0.469 1.00 1 MAIN 1166 826 751 0 0.265 1.00 1 BASE SHEAR HT W WiHiA2 TOTAL W V V".7 SUM'V' ROOF 27.0 22974 620298 22974 3860 2702 2702 12.8-11,12.8-12 UPPER 19.0 28887 548858 51861 3415 2391 5093 12.8-11,12.8-12 MAIN 9.0 24945 224507 76807 1397 978 6071 12.8-11,12.8-12 76806.5 1393663 4812 6071 V(LBF): 8672 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V".7(LBF): 6071 2.4.1 ASD(L.C.5,8) PAGE K R11194 MHD 2371 LAD.xlsx WIND LOADS MWFRS (2010 OSSC, ASCE 7-07) LOW-RISE BUILDING METHOD 2 FIGURE 6-10 DIRECTION: FRONT-TO-REAR WIND SPEED(MPH): 94.5 EXPOSURE: B BUILDING DIMENSIONS: qh(MEAN ROOF HEIGHT): LENGTH(HORIZONTAL, FT): 24.0 I: 1 15-20 WIDTH(TRANSVERSE, FT): 51.5 Kh: 0.7 0.7 ROOF MEAN HEIGHT(FT): 34.500 Kzt: 1 TOTAL ROOF HEIGHT (FT): 34.500 Kd: 0.85 GABLE(Y/N): V: 94.5 ROOF PITCH: 7 qh: 13.60 THETA: 30.26 0.504 0.864 2a(FT): 8 POSITIVE NEGATIVE OPEN/ PARTIAL! ENCLOSED ENCLOSED (GCpi) 0.18 -0.18 (FIGURE 6-5) P (PSF) (GCpf) DESIGN PRESSURES(EQUATION-6-18) (FIGURE 6-10) (+Gcpi) (-Gcpi) TOTAL TOTAL 1 0.56 5.17 10.07 2 0.21 0.41 5.30 3 -0.43 -8.30 -3.40 4.39 4.39 8.71 4 -0.37 -7.48 -2.58 12.65 12.65 5 -0.45 -8.57 -3.67 6 -0.45 -8.57 -3.67 1E 0.69 6.94 11.83 2E 0.27 1.22 6.12 3E -0.53 -9.66 -4.76 5.48 5.48 10.88 4E -0.48 -8.98 -4.08 15.91 15.91 BASE SHEAR DIRECTION: FRONT-TO-REAR DIAPHRAGM BUILDING TRIBUTARY PROJ PROJ STORY LEVEL HEIGHT HEIGHT AREA qh: AREA qh: V(LBS) SHEAR INTERIOR INTERIOR END END ROOF 30-40 4.50 27.00 12.65 10.00 15.91 501 2326 UPPER 25-30 5.00 94.00 12.65 40.00 15.91 1826 UPPER 20-25 5.00 56.00 12.65 40.00 15.91 1345 UPPER 15-20 5.00 80.00 12.65 40.00 15.91 1649 2994 MAIN 0-15 10.00 184.00 12.65 80.00 15.91 3601 3601 651.00 TOTAL BASE SHEAR R:1 8921 PAGE • R11194 MHD 2371 LAD.xlsx WIND LOADS MWFRS (2010 OSSC,ASCE 7-07) LOW-RISE BUILDING METHOD 2 FIGURE 6-10 CONT.. DIRECTION:SIDE-TO-SIDE WIND SPEED: 94.5 EXPOSURE: B BUILDING DIMENSIONS: qh(MEAN ROOF HEIGHT): LENGTH(HORIZONTAL, FT): 24.0 I: 1 15-20 WIDTH(TRANSVERSE,FT): 51.5 Kh: 0.7 0.7 ROOF MEAN HEIGHT: 34.5 Kzt: 1 TOTAL ROOF HEIGHT (FT): 34.5 Kd: 0.85 GABLE(YIN): V: 94.5 ROOF PITCH: 7 qh: 13.60 THETA: 30.26 0.504 0.864 2a: 8 POSITIVE NEGATIVE OPEN/ PARTIAL ENCLOSED ENCLOSED (GCpi) 0.18 -0.18 (FIGURE 6-5) P (PSF) (GCpf) DESIGN PRESSURES(EQUATION 6-18) (FIGURE 6-10) (+Gcpi) (-Gcpi) TOTAL TOTAL 1 0.56 5.17 10.07 2 0.21 0.41 5.30 3 -0.43 -8.30 -3.40 4.39 4.39 8.71 4 -0.37 -7.48 -2.58 12.65 12.65 5 -0.45 -8.57 -3.67 6 -0.45 -8.57 -3.67 1E 0.69 6.94 11.83 2E 0.27 1.22 6.12 3E -0.53 -9.66 -4.76 5.48 5.48 10.88 4E -0.48 -8.98 -4.08 15.91 15.91 BASE SHEAR DIRECTION: SIDE TO SIDE DIAPHRAGM BUILDING TRIBUTARY PROJ PROJ STORY LEVEL HEIGHT HEIGHT AREA qh: AREA qh: V(LBS) SHEAR INTERIOR INTERIOR END END ROOF 30-40 4.50 184.00 12.65 24.00 15.91 2710 6749 UPPER 25-30 5.00 269.00 12.65 40.00 15.91 4040 UPPER 20-25 5.00 162.00 12.65 40.00 15.91 2686 UPPER 15-20 5.00 217.00 12.65 40.00 15.91 3382 6068 MAIN 0-15 10.00 101.00 12.65 80.00 15.91 2551 2551 1157.00 TOTAL BASE SHEAR R: 15368 PAGE Q R11194 MHD 2371 LAD.xlsx WALL DISTRIBUTION SHEET DIRECTION: FRONT-TO-REAR WALL HEIGHT: 8 STORY: UPPER WALL WALL SEISMIC(S) S/L r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD (FT) (LB.) (LBJFT) 0.2 (LB.) (LB./FT) (LB./FT) TYPE (LB.) (LB.) (LB.) 0.5 F1 31.58 1351 43 0.2 1163 37 43 TSN 342 1790 -1447 NO 0.23 F2 13.00 616 47 0.2 531 41 47 TSN 379 737 -357 NO 0.27 F3 15.50 735 47 0.2 633 41 47 TSN 379 878 -499 NO 2702 2326 DIRECTION: FRONT-TO-REAR WALL HEIGHT: 9 STORY: MAIN WALL WALL SEISMIC(S) S/L r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD (Fr) (LB.) (LBJFT) 0.1 (LB.) (LB./FT) TYPE (LB./FT) (LB.) (LB.) (LB.) 0.5 F1 47.50 2546 54 0.1 2660 56 56 TSN 504 1346 -2289 NO 0.3 F2 19.83 1327 67 0.1 1421 72 72 TSN 645 562 -274 NO 0.2 F3 13.50 1219 90 0.2 1239 92 92 TSN 826 383 -56 NO 1.00 5093 5320 DIRECTION:FRONT-TO-REAR WALL HEIGHT: 8 $TORY: LOWER WALL WALL SEISMIC(S) S/L r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE (FT) (LB.) (LB./FT) 0.2 (LB.) (LB./ LOAD TYPE FT) (LB./FT) (LB.) (LB.) (LB.) 0.5! F1 20.25 3035 150 0.2 4460 220 220 TSN 1762 1148 -1675 NO 0.19 F2 19.83 1516 76 0.1 2115 107 107 TSN 853 1124 -545 NO 0.31 F3 31.66 1520 48 0.1 2346 74 74 TSN 593 1794 -1257 NO 1.00 6071 8921 PAGE R11194 MHD 2371 LAD.xlsx • WALL DISTRIBUTION SHEET CONTINUED DIRECTION:SIDE TO SIDE WALL HEIGHT: 8 STORY: UPPER WALL WALL SEISMIC(S) S/L r(i) WIND(W) W/FT.. , MAX.:, WALL. UPLIFT,DEAD(D) T-D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD (FT) (LB.) (LB./FT) 0.5 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) TYPE 0.23 S1 7.50 621 83 0.2 1552 207 207 TSN 1656 213 1443 MSTC28 0.5 S2 7.50 1351 180 0.5 3375 450 450 D3 3600 213 3387 MSTC52 0 S3 0.00 0 0 0 0 0 0 - 0 0 0.27 S4 8.83 730 83 0.3 1822 206 206 TSN 1650 250 1400 MSTOC28 1.00 2702.0 6749.2 DIRECTION:SIDE TO SIDE WALL HEIGHT: 9 STORY: MAIN WALL WALL SEISMIC(S) SIL r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD (FT) (LB.) (LBJFT) 0.5 (LB.) (LBJFT) (LB./FT) (LB.) (LB.) (LB.) TYPE 0.23 S1 3.75 1171 312 0.2 2948 786 786 D3X2 9648 113 9535 HDU14 6X 0.5 S2 10.66 2546 239 0.5 6408 601 601 D2 5410 320 8478 HDU11 6X 0.1 S3 4.99 236 47 0 599 120 120 TSN 1080 150 930 HDU2(2)2X 0.17 S4 8.66 1139 132 0.2 2861 330 330 D4 2974 260 4114 HDU4(2)2X 1.00 5092.8 12817 - DIRECTION:SIDE TO SIDE WALL HEIGHT: 8 STORY: LOWER WALL WALL SEISMIC(5) S/L r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD (FT) (LB.) (LBJFT) 0.3TYPE (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0 S1 3.75 1171 312 0.2 2948 786 786 0.5 S2 18.83 3035 161 0.3 7684 408 408 0 0 9535 HDU116X 6X 0.2 S3 6.00 434 72 0.1 1115 186 186 TSN 1488 290 21 128 HDU2(2)2X 0.3 S4 8.83 1430 162 0.2 3621 410 410 D3 3281 328 7067 HDU8(3)2X 1.00 6070.7 15368 PAGE R11194 MHD 2371 LAD.xlsx FOOTING DESIGN :ONCRETE STRENGTH: 3 KSI WALL WIDTH: 8 IN STREEL STRENGTH: 60 KSI SOIL BEARING PRESSURE: 1500 PSF DIRECTION:FRONT-TO.-REAR., FTG. FTG. WALL WALL DEAD STEEL REINF. WALL LINE UPLIFT DEPTH WIDTH DEPTH LENGTH MOMENT LOAD FTG. a REQUIRED T&B (PG. ) (PG. ) (IN.) (IN.) (IN.) (FT.) (K-LB) PLF (IN"2) Fl -1675 8 16 16 20.25 0 267 0.00 0.00 NONE F2 -545 8 16 16 19.83 0 267 0.00 0.00 NONE F3 -1257 8 16 16 31.66 0 267 0.00 0.00 NONE NOTE: WALL LINES F1,F3 ARE RETAINING WALLS. FOOTING DESIGN :ONCRETE STRENGTH: 3 KSI WALL WIDTH: 8 IN STREEL STRENGTH: 60 KSI SOIL BEARING PRESSURE: 1500 PSF DIRECTION: FRONT-TO-REAR FTG. FTG. WALL WALL DEAD STEEL REINF. WALL LINE UPLIFT DEPTH WIDTH DEPTH LENGTH MOMENT LOAD FTG. a REQUIRED T&B dp(1-ti)4 `A' (PG. ) (PG. ) KIN.) (IN.) (IN.) (FT.) (FT.-LB.)_ PLF (INA2) Si 9535 18 24 0 1.88 23 450 1.02 0.46 245 BARS %SZ S2 8478 8 16 16 18.83 62 267 2.04 0.92 RET WALL S3 2128 8 16 18 3.00 2 283 0.05 0.02 144 BAR dl5Z. S4 7067 8 16 18 4:42 36 283 1.04 0.47 245 BARS `"%-\12, NOTE: WALL LINES S2 ARE RETAINING WALLS. PAGE ` ` tURNER BEAM LOAD SHEET, CONT... . EN:31t47:7111kG 8 CFSISII BEAM# ANALYSIS SKETCH AND DESIGN t t''') f-61-17-:-- 5 .6 o :.--- 05 2--12 ..F g ( 1.• J." '/I.f, , 5.c. t!' 6 1-fr...1., ,,,::, :--s ( tc), 73 .zo„(,,„:1r_ V bif le5_,-. -digi,f i L- _-- :.--• t qqa I '4-30 4# IV=.- 13° 4,- ) buillio' go(iit--- 1160 ,-4 k(5) (-5-trz: /-5- 5,- . / ,, t --- t/ ) /Is" (..5 ) .: 7F;Fel-P .-2- - BEAM CALC SHEET PAGE tS Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings°menu item Project Desc.: and then using the"Printing& Project Notes Title Block"selection. Title Block Line 6 Printed:30 SEP 2011,8:50PM - Wood Beam ENERCALC,INC.1983-2011,Build:6.11.7.11,Ver.6.0.25.0 Lic.#:KW-06005610 Licensee:RICHARD TURNER Description: B1 Material Properties Calculations per NEM 2005,IBC2006,CBC 2007,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 930 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pct Beam Bracing : Beam is Fully Braced against lateral-torsion buckling BROM E(-2.839) W(1.656) )SZ(1.23g9P) D(0.16)L(0.2)S(0.05) t tr + ,:,�, F yam: a-,� :t` 3 ks - - *g (2.�+-+- � _..�..�- y ,..r..r. �. '�..� ._ .-..� �.. ._ate .�. _. .. - .._- - -. 5.125x15 Span=20.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.160, L=0.20, S=0.050 k/ft,Extent=3.50->>14.0 ft, Tributary Width=1.0 ft Point Load: D=0.9250, S=1.375 k no,3.50 ft Point Load: D=0.9250, S=1.375 k aa,14.0 ft - Point Load: W=1.656, E=2.839 k a3.50 ft Pant Load: W=-1.656, E=-2.839 k A 5.50 ft Point Load: W=1.656, E=2.839k aAl2.0ft Pant Load: W=-1.656, E=-2.839 k ft 14.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.595 1 Maximum Shear Stress Ratio = 0.335 : 1 Section used for this span 5.125x15 Section used for this span 5.125x15 fb:Actual = 1,413.50psi fv:Actual = 88.81 psi FB:Allowable = 2,358.52psi Fv:Allowable = 265.00 psi Load Combination +D+0.750L+0.750S+0.5250E+H Load Combination +0+0.750L+0.7505+0.5250E+H Location of maximum on span = 11.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.453 in Ratio= 529 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.749 in Ratio= 320 Max Upward Total Deflection -0.030 in Ratio= 7979 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d C FN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D+L+11 " Length=20.0 ft 1 0.478 0.233 1.000 0.983 1.000 1.000 1.000 18.06 1,127.93 2,358.52 3.17 61.79 265.00 +D+S+H 0.983 1.000 1.000 1.000 Length=20.0 ft 1 0.502 0.282 1.000 0.983 1.000 1.000 1.000 18.95 1,183.53 2,358.52 3.83 74.69 265.00 +D+0.750Lr+0.750L+H 0.983 1.000 1.000 1.000 - Length=20.0 ft 1 0.428 0.211 1.000 0.983 1.000 1.000 1.000 16.16 1,009.13 2,358.52 2.87 56.03 265.00 +D+0.750L+0.750S+H 0.983 1.000 1.000 1.000 Length=20.0 ft 1 0.595 0.313 1.000 0.983 1.000 1.000 1.000 22.48 1,403.48 2,358.52 4.25 82.99 265.00 0.983 1.000 1.000 1.000 `? , Title dock Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: _ and then using the"Printing&_ Project Notes: _.. - Title Block"selection. Title Block Line 6 Printed:30 SEP 2011,8:50PM Wood Beam ENERCALC,INC.1983-2011,Build:6.11.7.11,Ver.6.0.25.0 Lic.#:KW-06005610 Licensee:RICHARD TURNER Description: B1 Load Combination Max Stress Ratios . Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d C FN Cr Cm C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length=20.0 ft 1 0.287 0.171 1.000 0.983 1.000 1.000 1.000 10.85 677.30 2,358.52 2.32 45.21 265.00 +D+0.70E+H 0.983 1.000 1.000 1.000 Length=20.0 ft 1 0.291 0.175 1.000 0.983 1.000 1.000 1.000 10.98 685.58 2,358.52 2,38 46.50 265.00 +D+0.750Lr+0.750L+0.750W+H 0.983 1.000 1.000 1.000 Length=20.0 ft 1 0.429 0.230 1.000 0.983 1.000 1.000 1.000 16.21 1,011.92 2,358.52 3.12 60.88 265.00 +D+0.750L+0.750S+0.750W+H 0.983 1.000 1.000 1.000 Length=20.0 ft 1 0.598 0.331 1.000 0.983 1.000 1.000 1:000 22.59 1,410.72 2,358.52 4.50 87.84 265.00 +D+0.750Lr+0.750L+0.5250E+H 0.983 1.000 1.000 1.000 Length=20.0 ft 1 0.430 0.233 1.000 0.983 1.000 1.000 1.000 16.24 1,013.96 2,358.52 3.17 61.85 265.00 +D+0.750L+0.750S+0.5250E+H 0.983 1.000 1.000 1.000 Length=20.0 ft 1 0.599 0.335 1.000 0.983 1.000 1.000 1.000 22.64 1,413.50 2,358.52 4.55 88.81 265.00 +0.600+W+11 0.983 1.000 1.000 1.000 Length=20.0 ft 1 0.179 0.125 1.000 0.983 1.000 1.000 1.000 6.77 422.92 2,358.52 1.70 33.10 265.00 +0.60D+0.70E+H 0.983 1.000 1.000 1.000 Length=20.0 ft 1 0.183 0.144 1.000 0.983 1.000 1.000 1.000 6.91 431.20 2,358.52 1.96 38.27 265.00 +0.60D-1.0W 0.983 1.000 1.000 1.000 Length=20.0 ft 1 0.200 0.144 1.000 0.983 1.000 1.000 1.000 7.55 471.22 2,358.52 1.96 38.27 265.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span D+L+S 1 0.7493 10.000 0.0000 0.000 , 'Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.009 3.896 D Only 1.986 1.544 L Only 1.181 0.919 - S Only 1.842 1.433 L+S 3.023 2.352 W Only 0.331 -0.331 E Only 0.568 -0.568 D+L 3.167 2.463 D+S 3.828 2.977 D+W 2.317 1.213 D+L+S 5.009 3.896 D+L+W 3.498 2.132 D+E 2.553 0.977 D+L+E 3.735 1.895 • - NOTE: 1. ASSUMPTIONS: 3. COMPACTED BACKFILL TO BE INSTALLED BEFORE MAX DESIGN PRESSURE= 40 PSF INSTALLING WOOD FLOOR. ALLOWABLE SOIL BEARING PRESSURE= 1500 PSF 4. SHORE WALL BEFORE COMPACTING WITH BACKFILL. COEFFICIENT OF FRICTION= (SLAB TO RESIST SLIDING) 5. REINFORCING BARS TO BE ASTM A615, GRADE 60, PASSIVE SOIL PRESSURE= 150 PSF DEFORMED BARS (MIN. LAP SPLICE 40 BAR DIAM.). SEISMIC Kh=Sds/2.5 (MONONOBE-OKABE) 6. DEFORMED WELDED WIRE TO BE ASTM A185. FC = 2500 PSI AT 28 DAY STRENGTH, 5"SLUMP. 7. GW/GP:WELL GRADED OR POORLY GRADED GRAVEL Fy(STEEL) 60 KSI OR GRAVEL WITH SAND. SOIL WEIGHT = 110 PCF SW/SP: WELL GRADED OR POORLY GRADED SANDY OR 2. CONCRETE FOUNDATION WALL DESIGNED TO CARRY SAND WITH GRAVEL. SOIL LOAD ONLY. II P.T.SILL PLATE WITH 1/2" J-TYPE BOLT,EMBED 7" PONY WALL MIN. INTO STEM WALL TOP OF CONCRETE WALL ���1 FREE-DRAINING MATERIAL(GW,GP,SW, ( OR SP,NOTE#7 ABOVE) ° )j t. G ' ' Z w x ,► WALL HORIZONTAL AND #4 DOWEL AT 3'-0" O/C,TYP, i VERTICAL REINFORCING PER SLAB TO STEM WALL SCHEDULE ABOVE(VERTICAL BAR WITH STD.HOOK) - 4"SLAB WITH 6X6 W 1.4XW 1.4 • WELDED WIRE MESH OR#4 CONTINUOUS DRAIN BARS EACH WAY @ 18"O.C.AT W as BY OTHERS CENTER OF SLAB,ALLOW U SLAB TO CURE 7 DAYS a BEFORE BACKFILLING WALL A / f 3. ° a a a / •a ° 4 u n 4 G. ° ° REFER TO WR °..d. • °ill9 $ VERTICAL 4• REINFORCING FOOTING BOTTOM 'TOE' 'HEEL' REINFORCING PER I< z SCHEDULE 'WIDTH' a RETAINING WALL/FTG. SCHEDULE WALL REINFORCEMENT FOOTING REINFORCEMENT HEIGHT 't' TOE HEEL DEPTH WALL VERT. REINF. WALL HOR. REINF. TOE BTM.HORIZONTAL 4'-0" 8" 0'-9" 1'-6" 10" #4 @ 16"O.C. #4 @ 12"O.C. #4 @ 12"O.C. - 6'-0" 8" 2'-0" 1'-6" 10" #4 @ 14"O.C. #4 @ 12"O.C. #4 @ 12"O.C. 8'-0" 8" 3'-3" 1'-6" 10" #4®6"O.C. #4 @ 12" O.C. #4®12"O.C. 9'-0" 8" 4'-0" 1'-6" 10" #4 @ 4"O.C. #4 @ 12"O.C. #4 @ 12"O.C. RETAINING WALL SECTION 11 To specify your own Tale : 4'-0"seismic Page: special title block here, Job# : Dsgnr: RJT Date: JAN 17,2008 use the"Settings"screen W 560,1-144., Description.... and enter your title block 4'-0"TYPICAL information. This Wall in File:C:\Users\Public\RETAIN PRO CALCULATI, Retain Pro 2.007,16-Apr-2008,(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Criteria I Soil Data 1Footing Dimensions&Strengths 1 Retained Height = 3.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 0.75 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 1.50 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 2.25 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width = 0.00 in Soil Density,Toe 110.00 pcf ley Depth = 0.00 in ft Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingilSoil Friction = 0.350 fc = = 60,000 psi Vertical component of active Soil height to ignore = Footing Concreete500�Density i = 145.00 pc lateral soil pressure options: passive pressure0.00 in Pct Min.As% = 0.0000 USED for Soil Pressure. Cover @ Top = 0.00 in §Btm.= 0.00 In USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads I Lateral Load Applied to Stem r [Adjacent Footing Load Surcharge Over Heel = 0.0 pet Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Siding&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 NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ` Footing Type tine Load Axial Dead Load = 0.0 ins Base Above/Below Soil = Axial Live Load = 0.0 lbs at Back of Wall 0.0 ft Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.000 _ Earth Pressure Seismic Load. I` Kae for seismic earth pressure =. 0.582 Added seismic base force 192.7 lbs Ka for static earth pressure = 0.319 Design Kh = 0.294 g Difference: Kae-Ka = 0.263 Using Mononobe-Okabe/Seed-Whitman procedure *Design Summary , Stem Construction I Top Stem m OK Wall Stability Ratios l Design Height Above Ftc ft= S 0.00 Overturning = 1.62 OK Wall Material Above"Ht" = Concrete �/ 5611./ 2..5-J) Slab Resists All Sliding! Thickness = 8,00 C�(,‘ 7dc'/2..5- Rebar Size = # 4 Total Bearing Load = 1,181 lbs Rebar Spacing = 16.00 ...resultant ec c. = 6.94 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,440 psf OK Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.202 Allowable = 1,500 psf Total Force©Section lbs= 569.0 Soil Pressure Less Than Allowable MomenL..Actuai ft-#= 829.1 ACI Factored Toe = 1,494 psf Moment....Allowable = 4,099.3 ACI Factored Heel = 0 psf Shear.....Actual psi= 5.2 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 6.7 psi OK Wall Weight = 96.7 Allowable = 75.0 psl Rebar Depth 'd' in= 6.25 Sliding Caics Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 31.20 Lateral Sliding Force = g 2 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 Masonry Data fm psi= Fs psi= Solid Grouting Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' = Dead Load 1.Y00 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 i To specify your own Title : 4'-0"seismic special title block here, Page: Job# : Dsgnr. RJT Date: JAN 17,2008 use the"Settings"screen Description.... and enter your title block 4'-0"TYPICAL information. This Wall in File:C:\Users\Public\RETAIN PRO CALCULATI. Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration*:RP-1165895 2007013 Footing Design Results I - Toe Heel Factored Pressure = 1,494 0 psf Mu':Upward = 356 0 ft-# Mu':Downward = 59 424 ft-# Mu: Design = 297 424 ft-# Actual 1-Way Shear = 0.00 6.69 psi Allow 1-Way Shear = 75.00 75.00 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 = 375.6 1.44 542.5 Soil Over Heel = 320.8 1.83 588.2 Toe Active Pressure = 0.44 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 c Stem Above Soil= Soil Over Toe = Seismic Earth Load = 192.7 2.60 500.9 Surcharge Over Toe 41.3 0.38 15.5 Stem Weight(s) = 386/ 1.08 418.9 Earth @ Stem Transitions Total = 568.2_ O.T.M. = 1,043.4 Footing Weight - Resisting/Overturning Ratio = 1.62 Key Weight = 271.9 1.13 305.9 = Vertical Loads used for Soil Pressure= 1,180.8 lbs VertComponent = 160.2 2.25 360.5 Vertical component of active pressure used for soil pressure Total= 1,180.8 lbs R M.= 1,688.9 DESIGNER NOTES: k To specify your own Title : 6'-0"seismic Page: special title block here, Job# : Dsgnr: Date: JAN 17,2008 use the"Settings"screen (� �. Description.... and enter your title block llo(/ information. This Wall in File:C:1UsersiPublic\RETAIN PRO CALCULATI Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 Criteria r [Soil Data 1 Footing Dimensions&Strengths I Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 psf Toe Width = 2.00 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 1.50 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 3.50 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width = 0.00 in Key Depth = 0.00 in Soil Density,Toe 110.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingllSoil Friction = 0.350 Vertical component of active Soil height to ignore ft = 2,500 psi Fy = 60,000 psi forpassive pressure0.00 in Footing Concrete Density = 145.00 pcf lateral soil pressure options: 00 USED for Soil Pressure. Cover % = 0. 0. ©Top = 0.00 in (4)Btm.= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads 11 Lateral Load Applied to Stem 00AdjacentFooting 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 To; = 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 ilFooting Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs at Back of Wail = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Kae for seismic earth pressure = 0.582 Added seismic base force 411.5 lbs Ka for static earth pressure = 0.319 U�esign Kh = 0.294 g Difference: Kae-Ka = 0.263 , 5�,k, Using Mononobe-Okabe/Seed-Whitman procedure - *Design Summary 4 Stem Construction 1 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.52 OK Walt MateriatAbove"Ht" Concrete- Slab Resists All Sliding! Thickness 8.00 Rebar Size = # 4 Total Bearing Load = 1,959 lbs Rebar Spacing = 14.00 ...resultant ecc. = 10.60 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,507 psf OK Design Data 90 Soil Pressure @ Heel = 0 psf OK Total For fa/Fa = 0.5.1 Allowable = 2,000 psf Total Force @Section lbs= 1,405,1 Soil Pressure Less Than Allowable Moment..Adual ft#= 3,2172 ACI Factored Toe = 1,492 psf Moment....Allowable = 4,665.4 ACI Factored @ Heel = 0 psf Shear.....Actual psi= 12.9 Footing Shear r!Toe = 9.7 psi OK Shear.....Allowable psi= 75.0 Footing Shear @ Heel = 11.2 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Cal= Slab Resists All Sliding I LAP SPLICE IF ABOVE in= 31.20 Lateral Sliding Force = 1,213.8 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 Masonry Data I'm psi= Fs psi= Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. _ * Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data ft psi= 2,500.0 Fy psi= 60,000.0 To specify your own Title : 6'-0"seismic Page: special title block here, _., Job# : Dsgnr. Date: JAN 17,2008 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:1Users\PublicUtETAlN PRO CALCULATIt Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.coin/support for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 -Footing Design Results I Toe Heel Factored Pressure = 1,492 0 psf Mu':Upward = 2,220 0 ft-# Mu':Downward = 422 759 ft-# Mu: Design = 1,798 759 ft-# Actual 1-Way Shear = 9.67 11.17 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4(41 18.00 in Toe: #4@ 42.75 in,#5@ 48.25 in,#6©48.25 in,#7©48.25 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = #4 @ 39.75 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 = 802.2 2.11 1,693.6 Soil Over Heel = 504.2 3.08 1,554.5 Toe Active Pressure = 0.44 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 = 110.0 1.00 110.0 Seismic Earth Load = 411.5 3.80 1,563.8 Surcharge Over Toe = Stem Weight(s) = 580.0 2.33 1,353.3 Earth @ Stem Transitions= Total = 1,213.8 O.T.M. = 3,257.4 Footing Weight _ 422.9 1.75 740.1 Resisting/Overtuming Ratio = 1.52 Key Weight Vertical Loads used for Soil Pressure= 1,959.3 lbs Vert.Component = 342.2 3.50 1,197.8 .. Vertical component of active pressure used for soil pressure Total= 1,959.3 lbs R.M.= 4,955.7 DESIGNER.NOTES: '4 To specify your ovm special title block here, Title : 8'-0"seismic Dsgnr. Date: PJAageN: 24,2008 use the"Settings"screen De # and enter your title block t4 SF CS IA CS skmptron"" information. l Retain Pro 2007,16 Apr.2008,(c)1989-2008 This Wall in File:C:IUserstPubtictRETAIN PRO CALCULATI. www.retainpro.comtsupport for latest release Cantilevered RetainingWall Design Registration#:RP-1165895 20070139 Code:IBC 2006 [Criteria Soil Data- Footing Dimensions&Strengths I Retained Height = 7.50 ft Allow Sod Bearing = 2,000.0 psf Toe Width Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 3.25 ft Slope Behind Wall = Heel Active Pressure = 40.0 psf/ft Total Footing Width = 1.50 0.00:1 Toe Active Pressure = = 4.75 Height of Soil over Toe = 6.00 in Passive Pressure 0.0 psf/ft Footing Thickness = 150.0 psf/ft 10.00 in Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width = 0.00 in KeSoil Density,Toe 110.00 pcf 'DistaDept = 0.00 in Wind on Stem = 0.0 psf Footingi!Soii Friction = 0.350 KeY Distance from Toe = 0.00 ft Vertical component of active Soil height to ignore f = 2,500 psi Fy = 60,000 psi lateral soil pressure options: for passive pressure = 0.00 in Footing Concrete Density = 145.00 pcf USED for soil Pressure. Min.As% = 0.0000 USED for Sliding Resistance. Cover @ Top = 0.00 in @ Btm.= 0.00 in USED for Overturning Resistance. Surcharge Loads 0 i Lateral Load Applied to Stem Surcharge Over Heel = � [Adjacent Footing Load 0.0 psf Lateral Load 0.0#/ft Adjacent Footing Load Used To Resist Sliding&Overturning = = 0.0 lbs Surcharge Over Toe = 0.0 psf ...Height to Bop = 0.00 ft Footing Width = 0.00 fti Used for Sliding&Overturning ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Axial Load Applied to Stem Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Axial Dead Load = 0.0 lbs Base Above/Below Soil Axial Live Load = 0.0 lbs at Back of Wall = 0.0 ft Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.000 Earth Pressure Seismic-Load 1 Kae for seismic earth pressure = 0.582 Added seismic base force 712.5 lbs esign let = 0.294 g Na for static earth pressure = 0.319 Using Mononobe.Okabe/Seed-Whitman procedureDe nce: Kae-Ka = 0.263k = ,f - L*Design Summary 4,i/Z�� � [Stem Construction � Top Stem Wall Stability Ratios Design Height Above Ftp, Stern 00 Overturning = 1.38 Ratio<1;51- ft= 0e Slab Resists All Sliding! W idateseriai Above"Ht" = Concrete Thickness Total Bearing Load = 2,806 GD. Rebar Size = #8.04 Total ltant Bearing = K Reber Spacing = 6.00 16.54 in Rebar Placed at - Soil Pressure Toe 1,876psOK Design Data Soil Pressure @ Heel = 0 psf OK ib/FB+fa/Fa = 0.784 AllProwable = Total Force Section lbs= 2,612.8 Soil Pressure Less Than Allowable �f Moment...Actual ft#= 8,157.8 ACI Factored©Toe = 1,776 psf Moment...Allowable = 10,400.4 ACI Factored @ Heel = 0 psf Shear.....Actuai psi= 24.0 Footing Shear @ Toe = 17.5 psi OK Shear.....Allowable psi= 75.0 Footing Shear @ Heel = 16.6 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 31.20 Lateral Sliding Force = 2,101.4 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.47 Masonry Data Pm psi= Fs psi= Solid Grouting =- Load Factors Use Full Stresses - Building Code IBC 2006 Modular Ratio'n' Dead Load 1.200 Short Term Factor = Live Load 1.600Equiv.Solid Thick. Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 C/- To specify your own Title : 8'-0"seismic Page: • special title block here, _Job# : Dsgnr: Date: JAN 24,2008 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:WserS Public\RETAIN PRO CALCULATI, Retain Pro 2007,16-Apa2008,(c)1989-2008 Registration : omisu por for �2stre1�e Cantilevered Retaining Wall Design Code:IBC 2006 Footing Design Results Toe Heel Factored Pressure = 1,776 0 psf Mu':Upward = 6,253 0 ft-# Mu':Downward = 1,114 1,184 ft-# Mu: Design = 5,139 1,184 ft-# Actual 1-Way Shear = 17.54 16.61 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 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 @ 19.50 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-ft lbs ft ft-# Heel Active Pressure = 1,388.9 2.78 3,858.0 Soil Over Heel = 687.5 4.33 2,979.2 Toe Active Pressure = 0.44 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 Seismic Earth Load = 712.5 5.00 3,562.5 Surcharge Over Toe 178.8 1.63 290.5 Stem Weight(hss) 773.3 3.58 2,771.1 Total 2,101.4. Earth Cl/Stem Transitions= O.T.Nk = 7,420.5 Footing Weig Resisting/Overtuming Ratio = 1.38 Key Weight 12 574.0 2.38 1,363.2 Vertical Loads used for Soil Pressure= 2,806.0 lbs Vert.Component = 592.5 4,75 2,814.3 Vertical component of active pressure used for soil pressure Total= 2,806.0 lbs R M.= 10,218.2 DESIGNER NOTES: Zk ' To specify your own Title : 9'-O"SEISMIC Page: special title block here, Job# : Dsgnr. Date: AUG 3,2011` use the"Settings"screen Description.... ...__ _ and enter your title.block_.__ . - - ___ -- information. This Wall in File:C:\Users\Public\SOFTWAREiRETAlN PRO Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Criteria I Soil Data I Footing Dimensions &Strengths I Retained Height = 8.50 ft Allow Soil Bearing = 2;000:0'psf' Toe Width = 4.00 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 1.50 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 5.50 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width = 0.00 in Key Depth = 0.00 in Soil Density,Toe 110.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingllSoil Friction = 0.350 Soil height to ignorefc = 2,500 psi Fy = 60,000 psi Vertical component of active gFooting Concrete Density = 145.00 pcf lateral soil pressure options: for passive pressure = 0.00 in Min.As% = 0.0000 USED for Soil Pressure. Cover @ Top = 0.00 in @ Btm.= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads 1 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 NOT 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 NOT 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 = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Kae for seismic earth pressure = 0.582 Added seismic base force 893.8 lbs Ka for static earth pressure = 0.319 Design Kh = 0.294 g Difference: Kae-Ka = 0.263 Using Mononobe-Okabe/Seed-Whitman procedure *Design Summary I Stem Construction i Top Stem Stern OK Wall Stability Ratios Design Height Above Ftg, ft= 0.00 Overturning = 1.35 Ratio<1.5! Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 3,277 lbs Rebar Spacing = 4.00 ...resultant ecc. = 19.59 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,956 psf OK Design Data fb/FB+fa/Fa = 0.794 Soil Pressure @Heel = 0 psf OK Total Force©Section lbs= 3,356.1 Allowable = 2,000 psf Moment....Actual ft-#= 11,875.4 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,815 psf Moment....Allowable = 14,963.4 ACI Factored @ Heel = 0 psf Shear Actual psi= 30.8 Footing Shear @ Toe = 20.1 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 19.7 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 31.20 Lateral SlidingForce = LAP SPLICE IF BELOW in= 2,636.0 lbs HOOK EMBED INTO FTG in= 6.47 Masonry Data fm psi= Fs psi= Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth.H 1.600 Masonry Block Type = - Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data ft psi= 2,500.0 Fy psi= 60,000.0 'fit ' To specify your own Title • 9`-0"SEISMIC special title block here, Job# • Page: Dsgnr. Date: AUGAUG 3;2011 use the"Settings"screen Description.... and enter your title block information. ------- This Wall in File:C:IUsers1Public1SOFTWAREIRETAIN PRO Retain Pro 2007,16-Apr-2008,(c)1989-2008 Registration# RP-1165895 rt for latest2 07013 Cantilevered Retaining Wall Design Code: IBC 2006 Footing Design Results Toe Heel Factored Pressure = 1,815 0 psf Mu':Upward = 9,677 0 ft-# Mu':Downward = 1,688 1,431 ft-# Mu: Design = 7,989 1,431 ft-# Actual 1-Way Shear = 20.07 19.69 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: #4@ 9.50 in,#5@ 14.75 in,#6@ 20.75 in,#7@ 28.50 in,#8@ 37.25 in,#9@ 47 Heel Reinforcing = #4 @ 19.50 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 = 1,742.2 3.11 5,420.2 Soil Over Heel = 779.2 5.08 3,960.8 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 0.00 Soil Over Toe 220.0 2.00 Seismic Earth Load = 893.8 5.60 5,005.0 Surcharge Over Toe440.0 Stem Weight(s) 870,0 4.33 Earth @ Stem Transitions= 3,770.0 Total = 2,636.0 O.T.M. = 10,425.3 Footing Weight _ Resisting/Overturning Ratio - 1.35 Key Weight 6 6 2.75 1,827.6 Vertical Loads used for Soil Pressure= 3,277.0 lbs Vert.Component 743.2 5.50 4,087.6 Vertical component of active pressure used for soil pressure Total= 3,277.0 lbs R.M.= 14,086.0 DESIGNER NOTES: 2� , To specify your own Tide • 4'-0" special title block here, Page: Job# : Dsgnr: RJT Date: JAN 17,2008. use the"Settings"screen Description.... and enter your title block 4'-0"TYPICAL information. This Wall in File:CfUsers\PublictRETAIN PRO CALCULATI Retain Pro 2007,16-Apr-2008,(c)1989-2008 Registration o.RP-1165895 supppor ��estrele Se Cantilevered Retaining Wall Design Code:IBC 2006 Criteria r Soil Data 1 Footing Dimensions&Strengths II , Retained Height = 3.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 0.75 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 1.00 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 1.75 Slope Behind Wall = 0.00:1 T0e Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width = 0.00 in Soil Density,Toe 110.00 pd Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootinglISoil Friction = 0.350 Vertical component of active Soil height to ignore Footing Concrete Density 145 000 Rsr pcf lateral soil pressure options: for passive pressure 0.00 in MM.As°i6 = 0.0000 USED for Soil Pressure. Cover @ Top = 0.00 in @ Btm.= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 Adjacent Footing Load = 0.0 lbs NOT 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 NOT 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 Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0,000 *Design Summary i Stem Construction I Top Stem .. Stem OK Wall Stability Ratios Design Height Above Ftp, ft= 0.00 Overturning = 1.82 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding I Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 861 lbs Rebar Spacing = 16.00 ...resultant ecc. = 4.33 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,115 psf OK Design Data Soil Pressure Heel = 0 psf OK fb/FB+fa/Fa = 0.111 Allowable = 1,500 psfTotal Force @ Section lbs= 392.0 Soil Pressure Less Than Allowable Momental ft#= 457.3 ACI Factored @ Toe = 1,194 psf Moment....Aliowabie = 4,119 2 ACI Factored @ Heel = 0 psf Shear.....Actual psi= 52 Footing Shear @ Toe = 0.0 psi OK Shear....Alkowable psi= 82.2 Footing Shear @ Heel = 3.1 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calks Slab Resists All Sliding I LAP SPLICE IF ABOVE in= 28.48 Lateral Sliding Force = 375.6 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 Masonry Data fm psi= Fs psi= Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 3,000.0 Fy psi= 60,000.0 Z‘f To specify your own Title : 4°-0" Page: special title block here, Job# : Dsgnr. RJT Date: JAN 17,2008 use the"Settings"screen Description.... and enter your title block 4'-0"TYPICAL information. This Wall In File:C:lUsers\Pubiic1RETAIN PRO CALCULATI, Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.comjsupportfor latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 Footing Design Results Toe Heel Factored Pressure = 1,194 0 psf Mu':Upward = 281 0 ft-# Mu':Downward = 59 83 ft-# Mu: Design = 222 83 ft# Actual 1-Way Shear = 0.00 3.08 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @i 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 = 375.6 1.44 542.5 Soil Over Heel = 128.3 1.58 203.2 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe _ Adjacent FootingLoad = Surcharge Over Heel Adjacent Footing Load == Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe 41.3 0.38 15.5 Stem Weight(s) 386.7 1.08 418.9 Earth @ Stem Transitions= Total = 375.6 O.T.M. = 542.5 Footing Weight = Resisting/Overturning Ratio = 1.82 Key Weight 211.5 0.88 185.0 Vertical Loads used for Soil Pressure= 860.7 lbs VertComponent = 93.0 1.75 162.8 Vertical component of active pressure used for soil pressure Total= 860.7 lbs R.M.= 985.3 DESIGNER NOTES: 26 , To specify your own Title : 6'-0" Page: - special title block here, Job# : Dsgnr. Date: JAN 17,2008 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Users1Public\RETAIN PRO CALCULATI' Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.coin/support for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 Criteria I Soil Data I FootinwDimensions&Strengths I Retained Height = 5.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.75 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 1.00 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 2.75 Slope Behind Wail = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width = 0.00 in • Soil Density,Toe 110.00 pcf Key Depth 0.00 in = Key Distance from Toe 0.00 ft Wind on Stem = 0.0 psf FootingliSoil Friction = 0.350 Vertical component of active Soil height to ignore fo = 2,500 psi Fy = 60,000 psi lateral soil pressure options: for passive pressure = 0.00 in Footing Concrete Density = 145.00 pcf USED for Soil Pressure. Cover @ Top = 0.00 in @ Btm.�000 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads I Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 ibs 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 Fig 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 Axial Load Eccentricity = 0.0 in = 0.000 - *Design Summary IStem Construction I Top Stern -` Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.66 OK Wali Material Above-"He = Concrete, Slab Resists All Sliding I Thicaless = 8.00 Rebar Size = # 4 Total Bearing Load = 1,409 lbs Rebar Spacing = 16.00 ...resultant ecc. = 6.93 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,178 psf OK fbIFBDesign fa/Fa Soil Pressure @ Heel = 0 psf OK Total+fa/Fa = 0.431 Allowable = 1,500 psf Total Force Section lbs= 968.0 Soil Pressure Less Than Allowable Moment...Actual Actual ft-#= 1,774.7 ACI Factored @ Toe = 1,214 psf Moment...Allowable = 4,119.2 ACI Factored @ Heel = 0 psf Shear.....Actual psi= 12.9 Footing Shear @ Toe = 6.2 psi OK Shear....Allowable psi= 82.2 Footing Shear @ Heel = 5.3 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calks Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 28.48 Lateral Sliding Force = 802.2 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 Masonry Data fm psi= Fs psi= Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.800 Masonry Block Type = Medium Weight Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 3,000.0 - Fy psi= 60,000.0 To specify your own Title : 6'-0" Page: special title block here, Job# Dsgnr. Date: JAN 17,2008 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:tUserstPublic1RETAIN PRO CALCULATI, Retain Pro 2007,18-Apr-2008,(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 _Footing Design Results 1 ' Toe Heel Factored Pressure - 1,214 0 psf Mu':Upward = 1,406 0 ft-# Mu':Downward = 323 154 ft-# Mu: Design = 1,083 154 ft4 Actual 1-Way Shear = 6.21 5.34 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 39.75 in Heel:Not req'd,Mu c 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-It lbs ft ft-# Heel Active Pressure = 802.2 2.11 1,693.6 Soil Over Heel = 201.7 2.58 521.0 Toe Active Pressure = 0.44 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 =- 96.3 0.88 84.2 Surcharge Over Toe = Stem Weight(s) 580.0 2.08 1,208.3 Earth @ Stem Transitions= Total = 802.2 O.T.M. = 1,693.6 Footing Weight = 332.3 1.38 456.9 - Resisting/Overturning Ratio = 1.66 Key Weight = Vertical Loads used for Soli Pressure= 1,408.9 lbs VertComponent = 198.7 2.75 546.3 I Vertical component of active pressure used for soil pressure Total= 1,408.9 lbs R M= 2,816'8 DESIGNER NOTES: 2�- To specify your own Title : 8'-0" Page: special title block here, Job# ; Dsgnr: Date: JAN 24,2008 use the"Settings"screen Description.... and enter your title block information. This Wall In File:C:1UserslPublic1RETAIN PRO CALCULATI - Retain Pro 2007,18-Apr-2008,(c)1989-2008 www.retalnpro.com/support for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1185895 2007013 Criteria 1Soil Data I Footing Dimensions&Strengths 1 1 Retained Height = 7.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 3.00 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 1.00 Heel Active Pressure = 40.0 psflft Total Footing Width = 4.00 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure - 150.0 psf/ft Key Width = 0.00 in Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Depth = 0.00 in Soil Density,Toe 110.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingilSoil Friction = 0.350 Verticalcomponent of active Soil height to ignore Footingo 2,500 psi Fy = 60,0005. psi for passive pressure - 0.00 in Concrete Density = 145.00 pcf lateral soil pressure options: Min.Ask = 0.0000 USED for Soil Pressure. Cover @ Top = 0.00 in Btm.= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads 0 Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psi ...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 4 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 Axial Load Eccentricity = 0.0 in Poisson's Ratio 0.000 *Design Summary I StemConstruction I Top stem - Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.61 OK Wall Material Above°'Ht = Concrete Slab Resists All Sliding I Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 2,041 lbs Rebar Spacing = 10.00 ...resultant ecc. = 10.10 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,174 psf OK gb/FB+fa/Fa = 0.693 Soil Pressure©Heel = 0 psf OK Allowable = 1,500 psf Total Force Section lbs= 1,800.0 Soil Pressure Less Than Allowable Moment...Actual ft-#= 4,500.0 ACI Factored©Toe = 1,172 psf Moment....Allowabie = 6,495.1 ACI Factored ft Heel = 0 psf Shear....Actual psi= 24.0 Footing Shear @ Toe = 11.0 psi OK Shear....Allowable psi= 82.2 Footing Shear©Heel = 8.1 psi OK Wail Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Cates Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 28.48 Lateral Sliding Force = 1,388.9 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 Masonry Data fm psi= Fs psi= Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 3,000.0 Fy psi= 60,000.0 To specify your own Trite : ir-0" special title block here, Page: Job ._._ Dsgnr. Date: JAN 24,2008 - • use the"Settings"screen Description.... and enter your title block information. Retain Pro 2007, This Wail in File:C:1Users1PubliclRETA1N PRO CALCULATI, 16-Apr-2008,(c)1989-2008 www.retainpro.comisupport for latest release Cantilevered RetainingWall Design Registration#:RP-1165895 2007013 Code:IBC 2006 Footing Design Results Toe Heel Factored Pressure = 1,172 0 psf Mu':Upward = 3,756 0 ft4 Mu':Downward = 950 246 ft-ft Mu: Design = 2,806 246 ft4 Actual 1-Way Shear = 10.97 8.15 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 z 18.00 in Toe: #4 t&27.50 in, Heel Reinforcing = #4 19.50 in 42.50 in,#6�48.25 in,#7@48.25 in,#8@48.25 in, 4 Key Reinforcing = None Spec'd Kee:Not rey'd,Mu<S•Fr E� Key: No key defined [Summary of Overturning&Resisting Forces&Moments .....OVERTURNING »...RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs Heel Active Pressure = 1,388.9 2.78 3,858.0 Soil Over Heelft ft-#.83 = Toe Active Pressure275.0 3.83 1,054.2 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load Added Lateral Load = Axial Dead Load on Stem= Load 1 Stem Above Soil= 0.00 Soil Over Toe = 165.0 1.50 Surcharge Over Toe 247.5 Stem Weight(s) 773.3 3.33 Earth n Stem Transitions. 2,577.8 Total = 1,388.9 O.T.M. = 3,858.0 Footing Weight = 483.3 2.00 Resisting/Overtuming Ratio = 1.61 Key Weight _ 966.7 Vertical Loads used for Soil Pressure= 2,040.6 lbs Vert.Component = 343.9 4.00 1,375.8 Vertical component of active pressure used for soil pressure Total= 2,040.6 lbs RM.= 6221.9 DESIGNER NOTES: ie\ To specify your own Title : 9'-6" Page: .__ special title block here, Job# : Dsgnr. Date: SEP 3,2008 use the"Settings"screen Description.... and enter your title block Information. This Wall in File:C:tUserstPubIiclRETAIN PRO CALCULATI, Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retalnpro.com!support for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165885 2007013 Criteria 1 Soil Data I [Footing Dimensions&Strengths i Retained Height = 9.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 4.00 ft Wall height above soil = 0,50 ft Equivalent Fluid Pressure Method Heel Width = 1.00 Slope Behind Wall = 0.00:1 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 5.00 Toe Active Pressure = 0.0 psflft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width = 0.00 in Soil Density,Toe 110.00 pcf Key Depth = 0.00 in Wind on Stem = 0.0 = Key Distance from Toe = 0.00 ft psf Footing��Soil Friction 0.350 Vertical component of active Soil height to ignore fc = 2,500 psi Fy = 60,000 psi lateral soil pressure options: for passive pressure = 0.00 in Footing Concrete Density = 145.00 pct Min.As% = 0.0000 USED for Soil Pressure. Cover©Top = 0.00 in @ Btm.= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads 1 Lateral Load Applied to Stem 0 [Adjacent Footing Load Surcharge Over Heel = 0.0 Psf Lateral Load = 0.0#mmt 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 Wail 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 Axial Live Load = 0.0 lbs at Back of Wall = 0.0 ft Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.000 *Design Summary I Stem Construction 1 Top Stem StabilityRatios Stem OK Wall Ovetn' = Design Height Above Ftc ft= 0.00 1.56.0K- Wall Material Above lit" = Concrete Slab Resists All Sliding I Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 2,551 lbs Rebar Spacing = 8.00 ...resultant ecc. = 13.16 in Rebar Placed at = Edge ta Soil Pressures Toe = 1,212 psf OK Design tYa Soil Pressure Heel = 0 psf OK Total +fa/Fa = 0.987 Allowable = 1,500 psf Total Force @ Section lbs= 2,592.0 Soil Pressure Less Than Allowable Moment....Actual ft-#= 7,776.0 ACI Factored(Toe = 1,181 psf Moment.....Allowable = 8,039.3 ACI Factored @ Heel = 0 psf Shear.....Actual psi= 34.6 Footing Shear t Shear @ Toe = 14.0 psi OK Shear.....Allowable psi= 82.2 Footing Shear©Heel = 10.6 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! LAP SPUCE IF ABOVE in= 28.48 Lateral Sliding Force = 1,933.9 lbs LAP SPUCE IF BELOW in= HOOK EMBED INTO FTG in= 8.11 Masonry Data _.. fm psi= Fs psi= Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 3,000.0 Fy psi= 60,000.0 To specify your own Title : 9'-6" Page: special title block here, Job# : Dsgnr. Date: SEP 3,2008 use the"Settings"screen Description.... and enter your title block information. This Wall In File:C:\UserstPublic\RETAlN PRO CALCULATi' Retain Pro 2007,16-Apr-2008,(c)1889-2008 www.retalnpro.com/supportfor latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 Footing Design Results Toe Heel Factored Pressure = 1,181 0 psf Mu':Upward = 6,458 0 ft-ft Mu':Downward = 1,688 329 ft-# Mu: Design = 4,770 329 ft- Actual 1-Way Shear = 14.02 10.62 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: #40 16.00 in,#5@ 24.75 in,#60 35.25 in,#7@ 48.00 in,#80 48.25 in,#9@ 4 Heel Reinforcing = #4 0 19.50 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 = 1,933.9 3.28 6,338.9 Soil Over Heel = 330.0 4.83 1,595.0 Toe Active Pressure = 0.44 Sloped Soil Over Heel =- Surcharge Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load 0 Stem Above Soil= Soil Over Toe = 220.0 2.00 440.0 Surcharge Over Toe = Stem Weight(s) = 918.3 4.33 3,979.4 Earth 0 Stem Transitions= Total F • 1,933.9 . O.T.M.== 6,338.9 Footing Weight 604.2 2.50 1,510.4 Resisting/Overturning Ratio = 1.56 Key Weight Vertical Loads used for Soil Pressure= 2,551.4 lbs VertComponent ra 478.9 5.00 2,394.6 Total= 2,551.4 lbs R.M.= 9,919.4 Vertical component of active pressure used for soil pressure DESIGNER NOTES: ' NOTE: ' 1 ASSUMPTIONS: 2. CONCRETE FOUNDATION WALL DESIGNED TO MAX DESIGN PRESSURE= 40 PSF CARRY ALL SOIL LOAD ONLY, BUILDING NOT MAX SURCHARGE = 50 PSF DESIGNED TO SUPPORT SOIL LOAD. ALLOWABLE SOIL BEARING PRESSURE= 1500 PSF 3. COMPACTED BACKFILL TO BE INSTALLED BEFORE COEFFICIENT OF FRICTION= .35 (RESISTED BY SLAB) INSTALLING WOOD FLOOR. PASSIVE SOIL PRESSURE= 150 PSF 4. SHORE WALL BEFORE COMPACTING WITH F'C = 2500 PSI AT 28 DAY STRENGTH, 5" SLUMP. BACKFILL. Fy(STEEL) 60 KSI 5. REINFORCING BARS TO BE ASTM A615, GRADE 60, SOIL WEIGHT = 110 PCF DEFORMED BARS (MIN. LAP SPLICE 40 BAR DIAM.). SEISMIC Kh= Sds/2.5 (MONONOBE-OKABE) 6. DEFORMED WELDED WIRE TO BE ASTM A185. Jag .. 0...-=1•11 P.T. SILL PLATE WITH Y2" FLOOR JOIST111111 J-TYPE BOLT,EMBED 7" PER PLAN ' MIN. INTO STEM WALL r TOP OF CONCRETE WALL leWill Ii ,ill z GARAGE SLAB ° J) 2 t, G a a 16 ° a a X 0 w X . .` #4 DOWEL AT 3'-0" 0/C,TYP. BACKFICTED SLAB TO STEM WALL MINUS IN 8"LIFTS T.-----4 ?ULI' W 1.4#4VERTICAL REINFORCING PER .C.OW \,.I WBAR WITH STD. HOOK) SLAB TO CURE 7 DAYS c.? BEFORE BACKFILLING WALLpa m 4 �zr`'a oa CONTINUOUS o. o DRAIN BY OTHERS T .TIA". a ° o ` oMATCH VERTICAL a a REINFORCING A d o. • a a . FOOTING BOTTOM HORIZONTAL 'TOE' 'HEEL' REINFORCING PER ` "` SCHEDULE WIDTH' i RETAINING WALL/FTG. SCHEDULE WALL REINFORCEMENT FOOTING REINFORCEMENT_ HEIGHT 't' TOE HEEL DEPTH WALL VERT. REINF. WALL HOR. REINF. BTM.HORIZONTAL 4'-0" 8" 1'-0" 1'-6" 10" #4 @ 16" O.C. #4 @ 12" O.C. #4 12"O.C., (2) MAX 6'-0" 8" 2'-0" 1'-6" 10" #4 @ 12"O.C. #4 @ 12" O.C. #4 @ 12"O.C., (3)MAX _ 8'-0" 8" 3'-3" 1'-6" 10" #4 @ 6"O.C. #4 @ 12"O.C. #4 @ 12"O.C., (4)MAX 9'-0" 8" 4'-0" 1'-6" 10" #4 @ 4"O.C. #4 @ 12" O.C. #4 @ 12"O.C., (4)MAX 0 FOOTING SECTION SCALE: NONE 2 To specify your own Title ; 4'-O"SEISMIC D Page: special title block here, Job# : Dsgnr: Date: AUG' 3;2011' use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:Users\Public\SOFTWARE\RETAIN PRO Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.comisupportfor latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 Criteria 4 [Soil Data r Footing Dimensions&Strengths I Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf Toe Width = 0.75 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 1.50 Heel Active Pressure - 40.0 psf/ft Total Footing Width2.25 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft - Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width 0.00 in Soil Density,Toe 110.00 pcf Key Depth .00 fn Key Distance:from-Toe = 00.00 ft Wind on Stem = 0.0 psf FootingliSoil Friction = 0.350 Soil height to ignore fc = 2,500 psi Fy = 60,000 psi Vertical component of active g g Footing Concrete Density = 145.00 pcf lateral soil pressure options: for pressurepassive = 0.00 in Min.As% = 0.0000 USED for Soil Pressure. Cover©Top = 0.00 in @ Btm= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads 0 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 Wail to Ftg CL Dist •= 0.00 ft Axial Load Applied to Stem11 Footing Type Line Load ofWall Axial Dead Load = 400.0 lbs Base Above/BelowSoil at Back of = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load y Kae for seismic earth pressure = 0.585 - Added seismic base force 194.6 lbs Ka for static earth pressure = 0.319 Design Kh = 0.296 g ` Difference: Kae-Ka =- 0.265 • Using Mononobe-Okabe 1 Seed-Whitman procedure *Design Summary I Stem Construction 1 Top Stem 7 Stem OK Wall Stability Ratios Design Height Above Ftp ft=- 0.00. Overturning = 1.80 OK Wail Material Above"Ht" = Concrete Slab Resists All Sliding I Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 1,623 lbs Rebar Spacing = 16.00 ...resultant ecc. = 6.25 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,791 psf OK th/FB+fa/Fa = 0.245 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 672.7 Allowable = 2,000 psf Soil Pressure Less Than Allowable Moment....Actual ft#= 1,011.1 ACI Factored @ Toe = 1,936 psf Moment Allowable = 4,119.2 ACI Factored @ Heel = 0 psf Shear Actual psi= 6.6 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 7.3 psi OK Wail Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 28.48 Lateral Sliding Force = 649.0 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 Masonry Data fm Psi_ Fs psi= Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' _ Dead Load 1.200 Short Term Factor = - Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 3,000.0 Fy psi= 60.000.0 To specify your own Title : 4'-0"SEISMIC D Page: special title block here, Job# : Dsgnr: Date: AUG 3,2011 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:WserstPubiic\SOFTWAREIRETAIN PRO Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Footing Design Results Toe Heel Factored Pressure = 1,936 0 psf Mu':Upward = 469 0 ft-# Mu':Downward = 59 453 ft-# Mu: Design = 410 453 ft-# Actual 1-Way Shear = 0.00 7.28 psi Allow 1-Way Shear = 75.00 75.00 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 = 454.3 1.57 713.2 Soil Over Heel = 320.8 183 588.2 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 41.7 1.83 76.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 400.0. 1.08 433.3 Load @ Stem Above Soil= Soil Over Toe = 41.3 0.38 15.5 Seismic Earth Load = 194.6 2.60 506.1 Surcharge Over Toe = Stem Weight(s) 386.7 1.08 418.9 Earth @ Stem Transitions= Total = 649.0 O.T.M. = 1,219.2 Footing Weight = 271.9 1.13 305.9 Resisting/Overturning Ratio = 1.80 Key Weight = Vertical Loads used for Soil Pressure= 1,623.2 lbs Vert.Component = 160,9 2.25 362.0 Vertical component of active pressure used for soil pressure Total= 1,623.2 lbs R.M.= 2,200.1 DESIGNER NOTES: 34' To specify your own Title : 6'-0"SEISMIC D Page: special title block here, Job# : -Dsgnr. Date: AUG'3,2011 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Users\Public\SOFTWARE\RETAIN PRO Retain Pro 2007,16-Apr-2008,(c)1989-2008 Code:IBC 2006 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Registration It:RP-1165895 2007013 Criteria II Soil Data 1Footing Dimensions &Strengths 1 Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 psf Toe Width = 2.00 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width 1.50 Heel Active Pressure =40.0 psf/ft Total Footing Width3.50 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Key Width = 0.00 in Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Depth = 0.00 in Soil Density,Toe 110.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Footing poi!Friction = 0.350 fc = 2,500 psi Fy = 60,000 psi Soil height to ignore FootingConcrete Density145.00 pcf Vertical component of active for passive pressure = 0.00 in lateral soil pressure options: Mh.As%k = 0.0000 USED for Soil Pressure. Cover @ Top = 0.00 in @ Btm= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Lateral Load Applied to Stem 1 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 = 400.0 lbs at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in - Earth Pressure Seismic Load r Kae for seismic earth pressure = 0.585 Added seismic base force 415.8 lbs Design Kh = 0.296 g Ka for static earth pressure = 0.319 Difference: Kae Ka = 0.265 Using Mononobe-Okabe/Seed-Whitman procedure *Design Summary I Stem Construction r Top Stem -, Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.66 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 2,402 lbs Rebar Sparing = 12.00 ...resultant ecc. = 9.09 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,614 psf OK fb/FB+fa/Fa = 0.675 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,569.6 Allowable = 2,000 psf Moment....Actual ft-#= 3,672.0 Soil Pressure Less Than Allowable Moment....Allowable = 5,412.6 ACI Factored @ Toe = 1,659 psf ACI Factored @ Heel = 0 psf Shear.....Actuai psi= 15.0 Footing Shear @ Toe = 11.5 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 11.8 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calks Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 31.20 Lateral Sliding Force = 1,333.1 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 Masonry Data fm psi= Fs psi= Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 35 To specify your own Title : 6'41"SEISMIC D Page: Job# : Dsgnc Date: AUG 3,2011 special title block here, Description.... use the"Settings"screen and enter your title block Information. This Wall in File:C:tUsers\Public\SOFTWAREIRETAIN PRO Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Footing Design Results i Toe Heel Factored Pressure = 1,659 0 psf Mu':Upward = 2,576 0 ft-# Mu':Downward = 422 788 ft- Mu: Design = 2,154 788 Mt Actual 1-Way Shear = 11.55 11.78 psi Other Acceptable Sizes&Spacings Allow 1-Way Shear = 75.00 75.00 psiP Toe Reinforcing = #4 @ 18.00 in Toe: #4@ 35.75 in,#5@ 48.25 in,#6@-48.25 in,#7@-48.25 in,#8©48.25 in,#9@ 4 Heel Reinforcing = #4 @ 39.75 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 = 917.4 2.24 2,058.2 Soil Over Heel = 504.2 3.08 1,554.5 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 41.7 3.08 128.5 Adjacent Footing Load = Adjacent Footing Load Added Lateral Load = Axial Dead Load on Stern= 400.0 2.33 933.3 Load©Stem Above Soil= Soil Over Toe = 110.0 1.00 110.0 Seismic Earth Load = 415.8 3.80 1,579.9 Surcharge Over Toe = Stern Weight(s) = 580.0 2.33 1,353.3 Earth @ Stem Transitions= _ Total = 1,333.1 • O:T.M: _• 3,638.1 Footing Weight = 422.9 1.75 740.1 Resisting/Overturning Ratio = 1.66 Key Weight = Vert.Component = 343.7 3.50 1,202.9 Vertical Loads used for Soil Pressure= 2,402.4 lbs Total= 2,402.4 lbs R.M= 6,022.7 Vertical component of active pressure used for soil pressure DESIGNER NOTES: To specify your own Title : 8'-0"SEISMIC D Page: special title block here, ---Job#- : Dsgnr: -- Date: AUG3,2011 - use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Users\PubIic\SOFTWARE\RETAIN PRO Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 Criteria \ Soil Data 1 Footing Dimensions&Strengths 1 Retained Height = 7.50 ft Allow Soil Bearing = 2,000.0 psf Toe Width 3.25 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width _ 1.50 Heel Active Pressure = 40.0 psf/ft Total Footing Width 4.75 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width = 0.00 in Soil Density,Toe 110.00 pcf Key Depth0.00 in Wind on Stem = 0.0 psf FootinglISdii Friction = 0.350fKey Distance from Toe 0.00 ft Vertical component of active Soil height to ignore c 2, psi Fy = 64 .00 psi Po F for passive pressure = 0.00 in Foott ing Conuetete Density = 1455.00 pcf lateral soil pressure options: Min.As !o = 0.0000 USED for Soil Pressure. Cover @ Top = 0.00 in ©Btm.= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads \ `Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 50.0 Psi Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to To; = 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 GL-Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load -. Base Above/Below Soil Axial Dead Load = 400.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in - Earth Pressure Seismic Load 1 Kee for seismic earth pressure = 0.585 Added seismic base force 719.8 lbs Design Kh = 0.296 g Ka for static earth pressure = 0.319 Difference:-Kae-Ka - _• 0.265 Using Mononobe-Okabe/Seed-Whitman procedure *Design Summary IStem Construction 0 Top Stem Stem OK Wall Stability Ratios Design Height.Abov.e.Ftf ft= 0.00 Overturning = 1.46 Ratio<1.5! Wall Material Above"He = Concrete Slab Resists All Sliding! Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 3,250 lbs Rebar Spacing = 6.00 ...resultant ccc. = 14.63 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,875 psf OK Design Data Soil Pressure©Heel = 0 psf OK fb/FB+fa/Fa = 0.867 2 000 Total Force @ Section lbs= 2,839.4 Allowable = psf Moment...Actual ft t= 9,013.5 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,838 psf Moment.....Allowable = 10,400.4 ACI Factored @ Heel = 0 psf Shear Actual psi= 26.9 Footing Shear @ Toe = 20.6 psi OK ShearAllowable psi= 75.0 Footing Shear @ Heel = 17.2 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Caics Slab Resists All Sliding! LAP SPLICE IF ABOVE In= 31.20 Lateral Sliding Force = 2,260.2 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 7.19 Masonry Data fm psi= Fs psi= Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = - Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data .. fc psi= 2,500.0 Fy psi= 60,000.0 To specify your own Title : 8'-0"SEISMIC D Page: - Job# : - Dsgnr: Date: AUG 3,2011 - special title block here, Description.... use the"Settings"screen and enter your title block - Information. This Wall in File:C:\Users\Public\SOFTWARE\RETAIN PRO Retain Pro 2007,16-Apr-2008.(c)1989-2008 www.retainpro.com!support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP•1165895 2007013 [Footing Design Results i Toe Heel Factored Pressure = 1,838 0 psf Mu':Upward = 6,674 0 ft-# Mu':Downward = 1,114 1,215 ft-# Mu: Design = 5,560 1,215 ft-# Actual 1-Way Shear = 20.56 17.23 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: #4@ 13.75 in,#5g 21.25 in,#6@ 30.25 in,#70 41-.00 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = #4 @ 19.50 in Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Specd Key. No key defined Summary of Overturning&Resisting Forces&Moments k _ OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,540.4 2.91 4,489.3 Soil Over Heel = 687.5 4.33 2,979.2 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 41.7 4.33 180.6 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial-Dead Load.on Stem= 400.0 .3.58 1,433.3 Load @ Stem Above Soil= Soil Over Toe = 178,8 1.63 2905 Seismic Earth Load = 719.8 5.00 3,599.0 Surcharge Over Toe = Stem Weight(s) = 773.3 3.58 2,771.1 Earth di Stem Transitions= Total = 2,260.2 O.T.M. = 8,088.4 Footing Weight = • 574.0 2.38 1,363.2 Resisting/Overturning Ratio = 1.46 Key Weight = Vertical Loads used for Soil Pressure= 3,250.2 lbs Vert Component = 595.0 4.75 2,826.4 Total= 3,250.2 lbs R.M.= 11,844.2 Vertical component of active pressure used for soil pressure DESIGNER NOTES: To specify your own Title : 9'-6 seismic. Page: special title block here, Job# : Dsgnr: Date: OCT 8,2011 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Users\Public\SOFTWARE\RETAIN PRO Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/supportfor latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Criteria I Soil Data I Footing Dimensions &Strengths I Retained Height = 9.00 ft Allow Soil Bearing = 2,000.0 psf Toe Width = 4.75 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 1.50 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 6.25 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft = Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width = 0.00 in 0.00 in Soil Density,Toe 110.00 pd Key Depth Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Footingl Soil Friction = 0.350 Soil height to i Wore fc = 2,500 psi Fy = 60,000 psi Vertical component of activeg _ Footing Concrete Density = 145.00 pcf lateral soil pressure options: for passive pressure - 0.00 in Min.As% = 0.0000 USED for Soil Pressure. Cover @ Top = 0.00 in @ Btm.= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads 0 Lateral Load Applied to Stem 1 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 = 0.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Kae for seismic earth pressure = 0.585 Added seismic base force 1,002.3 lbs ► Ka for static earth pressure = 0.319 Design Kh = 0.296 g Difference: Kae-Ka = 0.265 Using Mononobe-Okabe/Seed-Whitman procedure *Design Summary II Stem Construction I Top Stem Stem OK Wall Stability Ratios Design.Height Above FtG ft= 0.00 Overturning = 1.36 Ratio<1.5! Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 3,630 lbs Rebar Spacing = 3.75 ...resultant ecc. = 21.79 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,849 psf OK Design Data fb/FBSoil Pressure @ Heel = 0 psf OK Total +fa/Fa 0.969 2,000 Total Force @ Section lbs= 4,036.3 Allowable = psf Moment....Actual ft-#= 15,339.7 Soil Pressure Less Than Allowable ACI Factored @Toe = 1,712 psf Moment Allowable = 15,825.0 ACI Factored @ Heel = 0 psf Shear Actual psi= 38.1 Footing Shear @ Toe = 21.4 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 22.0 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 31.20 Lateral Sliding Force = 3,114.9 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 8.10 Masonry Data fm psi= Fs psi= Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 To specify your own Title : 9'-6 seismic Page: special title block here, Job# : Dsgnr: Date: OCT 8,2011' use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:Users\PubliclSOFTWAREIRETAIN PRO Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/supportfor latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Footing Design Results Toe Heel Factored Pressure = 1,712 0 psf Mu':Upward = 12,878 0 ft-# Mu':Downward = 2,380 1,595 ft-# Mu: Design = 10,497 1,595 ft-# Actual 1-Way Shear = 21.40 21.96 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: #4@ 7.25 in,#5@ 11.25 in,#6@ 15.75 in,#7@ 21.50 in,#8@ 28.25 in,#9@ 35 Heel Reinforcing = #4 @ 7.75 in Heel:Not req'd,Mu a 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-ti lbs ft ft-# Heel Active Pressure = 2,112.7 3.42 7,217.9 Soil Over Heel = 825.0 5.83 4,812.5 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 41.7 5.83 243.1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil= Soil Over Toe = Seismic Earth Load = 1,002.3 5.90 5,913.3 Surcharge Over Toe 261.3 2.38 620.5 Stem Weight(s) 918.3 5.08 4,668.2 Earth @ Stem Transitions= Total = 3,114.9 O.T.M. = 13,131.2 Footing Weight 755.2 3.13 2,360.0 Resisting/Overturning Ratio = 1.36 Key Weight Vertical Loads used for Soil Pressure= 3,630.0 lbs Vert.Component = 828.5 6.25 5,178.2 Vertical component of active pressure used for soil pressure Total= 3,630.0 lbs R.M.= 17,882.5 DESIGNER NOTES: To specify your own Title : 4'-0"DLS Page: Job# ; Dsgnr. RJT Date: JAN 17,2008 special title block here, Description use the"Settings"screen 4'-0"TYPICAL and enter your title block information. This Wall in File:causers1publiclsoftware\retain pro calcuk Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.corn/support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Criteria k Soil Data I Footing Dimensions&Strengths r Allow Soil Bearing = 1,500.0 psf Toe Width = 1.00 ft Retained Height = 3.50 ft Equivalent Fluid Pressure Method Heel Width = 1.50 Wall height above soil = 0.50 ft Heel Active Pressure = 40.0 psf/ft Total Footing Width = 2.50 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Key Width = 0.00 in Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Depth = 0.00 in Soil Density,Toe 110.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingliSoil Friction = 0.350 fc = 2,500.psi Fy = 60,000 psi Vertical component of active Soil height to ignoreFooting Concrete Density = 145.00 pcf lateral soil pressure options: for passive pressure = 0.00 in Min As% = 0.0000 USED for Soil Pressure. Cover @ Top = 0.00 in @ Btm.= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads 1 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 TypeLine Load = Base Above/Below Soil 0.0 ft Axial Dead Load = 400.0 lbs at Back of Waft Axial Uve Load = 908.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in ' *Design Summary I Stem Construction Top Stem OK Wall Stability Ratios Design Height Above FtL ft= 0.00 Overturning = 3.42 OK Wall Material Above'Ht" = Concrete Slab Resists All Sliding! Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 2,507 lbs Rebar Spacing = 16.00 ...resultant ecc. = 0.93 in Rebar Placed at = Edge Design Data Soil Pressure(rD Toe = 1,190 psf OK fb/FB+fa/Fa = 0.154 Soil Pressure©Heel = 816 psf OK Total Force @ Section lbs= 493.8 Allowable = 1,500 psf Moment....Actual ft-#= 635.5 Soil Pressure Less Than Allowable Allowable = 4,119.2 ACI Factored©©Toe = 1,547 psf Moment Shear ActualAilaAllopsi= 6.6 ACI Factored @ Heel = 1,061 psf Footing Shear©Toe = 2.4 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 6.3 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding I LAP SPLICE IF ABOVE in= 28.48 LA Lateral Sliding Force = 454.3 lbs 'SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 Masonry Data fm Psi= Fs Psi= Solid Grouting = Load Factors Use Full Stresses Building Code IBC 2006 Modular Ratio'n' Dead Load 1.200 Short Term Factor Uve Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data I fc psi= 3,000.0 Fy psi= 60,000.0 To specify your own Title : 4'-0"DLS Page: * special title block here, Job# : Dsgnr. RJT Date: JAN 72008 use the"Settings"screen Description.... and enter your title block 4'-0"TYPICAL information. This Wall in File:c:luserslpubliclsoftwarelretain pro calculE Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retalnpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Footing Design Results I Toe Heel Factored Pressure = 1,547 1,061 psf Mu':Upward = 0 0 ft-# Mu':Downward = 0 363 ft-# Mu: Design - 636 363 ft-# Actual 1-Way Shear = 2.36 6.33 psi Allow 1-Way Shear = 75.00 75.00 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 = 454.3 1.57 713.2 Soil Over Heel = 320.8 2.08 668.4 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel - 41.7 2.08 86.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem 400.0 1.33 533.3 Load @ Stem Above Soil= Soil Over Toe = 55.0 0.50 27.5 Surcharge Over Toe = Stem Weight(s) 386.7 1.33 515.6 Earth @ Stem Transitions= Total = 454.3 O.T.M. = 713.2 Footing Weight = 302.1 1.25 377.6 Resisting/Overturning Ratio = 3.42 Key Weight Vertical Loads used for Soil Pressure= 2,507.3 lbs Vert.Component = 93.0 2.50 232.5 Vertical component of active pressure used for soil pressure Total= 1,599.3 lbs R.M.= 2,441.7 DESIGNER NOTES: To specify your own Title ; 6'-0"DLS Page: special title block here, Job# : Dsgnr: Date:'-JAN 17,2008 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:\users1publiclsoftwarelretain pro calculi Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Criteria r Soil Data 1Footing Dimensions&Strengths I Retained Height = 5.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.75 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 1.00 Heel Active Pressure 40.0 psf/ft Total Fooling Width2.75 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 lid Key Width 0.00 in Soil Density,Toe 110.00 pcf Key Depth = 0.00 in Wind on Stem = 0.0 psf FootingllSoil Friction = 0.350 Key Distance from Toe0.00 ft fVertical component of active Soil height to ignore c t 2,500 psi Fy = 645.00 psi F p for passive pressure = 0.00 in Footing Concrete Density = 145.00 pd lateral soil pressure options: Min.As /o = 0.0000 USED for Soil Pressure. Cover @ Top = 0.00 in @ Btm.= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads ` Lateral Load Applied to Stem 1 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 1 Footing Type Line Load Mal Dead Load = 400.0 lbs Base Above/Below Soil at Back of Walll __ 0.0 ft Axial Live Load = 908.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in *Design Summary I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftf ft= 0.00 Overturning = 1.79 OK Wall Material Above"Ht" = Concrete - Slab Resists All Sliding! Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 2,734 lbs Rebar Spacing = 16.00 ...resultant ecc. = 1.02 in. Rebar Placed at. = Edge Soil Pressure @ Toe = 1,178 psf OK Design Datafb/FB _ 8 Soil Pressure @ Heel = 810 psf OK Total+fa/Fa 20.830 1 500 Total Force @Section lbs= 1,128.0 Allowable = psf Moment....Actual ft-#= 2,214.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,468 psf Moment....Allowable = 4,119.2 ACI Factored @ Heel = 1,009 psf Shear Actual psi= 15.0 Footing Shear @ Toe = 9.7 psi OK Shear Allowable psi= 82.2 Footing Shear•+Heel = 5.6 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding t LAP SPLICE IF ABOVE in= 28.48 Lateral Sliding Force = 917.4 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 Masonry Data fm psi= Fs psi= Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Uve Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Blodc Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 3,000.0 Fy psi= 60,000.0 / To specify your own Title : 6'-0"DLS Page: special title block here, Job#- : Dsgnr•. Date: JAN 17,2008 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:luserslpubliclsoftwarelretain pro calcul: Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.comfsupport for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Footing Design Results Toe Heel Factored Pressure = 1,468 1,009 psf Mu':Upward = 2,098 0 ft-# Mu':Downward = 323 159 ft-# Mu: Design = 1,775 159 ftp# I Actual 1-Way Shear = 9.71 5.57 psi I Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18,00 in Toe: #4@43.25 in,#5@ 48.25 in,#6@ 48.25 in,#7@'4825`in;#8@ 48.25 in,#9@ 4 Heel Reinforcing = #4 @ 39.75 in Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning&Resisting Forces&Moments 111 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 917.4 2.24 2,058.2 Soil Over Heel = 201.7 2.58 521.0 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 16.7 2.58 43.1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial-Dead Load on Stem= 400.0 2.08 833.3 Load @ Stem Above Soil= Soil Over Toe = 96.3 0.88 84.2 Surcharge Over Toe = Stem Weight(s) = 580.0 2.08 1,208.3 Earth @ Stem Transitions= Total = 917.4 O.T.M: = 2,0582 Footing Weighs = 332.3 1.38 456.9 Resisting/Overturning Ratio = 1.79 Key Weight = Vert.Component 198.7 2.75 546.3 Vertical Loads used for Soil Pressure= 2,733:5 lbs = Vertical component of active pressure used for soil pressure Total= 1,825.5 lbs R.M= 3,693.1 DESIGNER NOTES: l To specify your own Title : 8'-0"DLS Page: • Job# : Dsgnr: Date: JAN 24;20138 special title block here, Description.... use the"Settings"screen and enter your title block information. This Wall in File:c:\users1pubiiclsoftware\retain pro calculi Retain Pro 2007,16-Apr-2008,(c)1989-2008 Code:IBC 2006 www.retalnpro.COm!SUPPOItfOr latest release Cantilevered Retaining Wall Design Registration#:RP-1165895 2007013 Criteria ! Soil Data r [Footing Dimensions&Strengths 1 Retained Height = 7.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 3.00 ft above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width 1.00 Wall height Heel Active Pressure _40.0 psf/ft Total Footing Width 4.00 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Key Width = 0.00 in Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Depth = 0.00 in Soil Density,Toe 110.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingllSoil Friction = 0.350 Pc = 2,500 psi Fy = 60,000 psi Soil height to ignore FootingConcrete Density = 145.00 pcf Vertical component of active for passive pressure = 0.00 in = lateral soil pressure options: Mn.As% 0.0000 USED for Soil Pressure. Cover©Top = 0.00 in ©Btm.= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads r Lateral Load Applied to Stem 0Adjacent Footing Load t Mt Over Heel = 50.0 psf Lateral Load = 0.0 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.r = 0.00 ft Axial Load Applied to Stem ` Footing Type Line Load Base Above/Below Soil _ 0.0 ft Axial Dead Load = 300.0 lbs at Back of Walt Axial Live Load = 908.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in - *Design Summary II Stem Construction 1 Top o 8Stemtem K Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.62 OK Wall Material Above"Ht" = Concrete - Slab Resists All Sliding 1 Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 3,265 lbs Rebar Spacing = 8.00 ...resultant ecc. = 2.60 in Rebar Placed at = Edge Design Data Soil Pressure©Toe = 1,082 psf OK fb/FB+fa/Fa = 0.668 Soil Pressure @ Heel = 551 psf OK Total Force©Section lbs= 2,018.2 Allowable = 1,500 psf Moment....Actual ft-#= 5,318,2 Soil Pressure Less Than Allowable Moment.....Allowable = 7,959.6 ACI Factored Q Toe = 1.282 psf Shear Actual psi= 26.9 ACI Factored©Heel = 653 psf Footing Shear©Toe = 16.9 psi OK ShearAllowable psi= 75.0 Footing Shear t Heel = 8.4 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Caics Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 31.20 Lateral Sliding Force = 1,540.4 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 Masonry Data fm psi= Fs psi= Solid Grouting = Load Factors Use Full Stresses Building Code IBC 2006 Modular Ratio'n' Dead Load 1.200 Short Term Factor Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 1. To specify your own Title : 8'-0"DLS Page: 4._ special title block here, Job# : - Dsgnr. Date: JAN 24,2008 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:luserslpubliclsoftwarelretain pro calculi Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 Footing Design Results - Toe Heel Factored Pressure = 1,282 653 psf Mu':Upward = 5,060 0 ftp# Mu':Downward = 950 251 ft-# Mu: Design = 4,110 251 ft-# Actual 1-Way Shear = 16.95 8.38 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: #4©18.75 in,#5@ 28.75 in,#6©41.0ff in,#7©48.25 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = #4 @ 19.50 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 = 1,540.4 2.91 4,489.3 Soil Over Heel = 275.0 3.83 1,054.2 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 16.7 3.83 63.9 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 300.0 3.33 1,000.0 Load @ Stem Above Soil= Soil Over Toe = 165.0 1.50 247.5 Surcharge Over Toe = Stem Weight(s) = 773.3 3.33 2,577.8 Earth @ Stem Transitions= Total = 1,540.4 O.T.M. 4,489.3 Footing Weight = 483.3 2.00 966.7 Resisting/Overturning Ratio = 1.62 Key Weight = Vertical Loads used for Soil Pressure= 3,265.3 lbs V&. Component. = 343.9 4.00 1,375.8 - Total= 2,357.3 lbs R.M.= 7,285.8 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 4" To specify your own Title : 9'-0"DLS Page: special title block here, Job#--: Dsgnr: - Date: AUG 3,2011 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:\users\publicisoftware\retain pro calculi Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Criteria r Soil Data 1 Footing Dimensions&Strengths I Retained Height = 8.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 3.00 ft Wali height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width 1.50 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 4.50 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Key Width = 0.00 in Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Depth = 0.00 in Soil Density,Toe 110.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingllSoil Friction = 0.350 fVertical component of active Soil height to ignore Footingo 2,500 psi . Fy = 60,000 psi p for passive pressure = 0.00 in Concrete Density = 145.00 pcf lateral soil pressure options: Min.As% = 0.0000 USED for Soil Pressure. Cover @ Top = 0.00 in @ Btm.= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. _Surcharge Loads r Lateral Load Applied to Stem M 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 = 300.0 lbs ` Base Above/Below Soil = 0.0 ft at Back of Wall Axial Live Load = 908.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in - ,*Design Summary I Stem Construction 0 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0,00 Overturning = 1.72 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding I Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 4,039 lbs Rebar Spacing = 8.00 ...resultant ecc. = 4.78 In Rebar Placed at = Edge Soil Pressure @ Toe = 1,374 psf OK Design Data fb/FB946 Soil Pressure @ Heel = 421 psf OK Total For fa/Fa 0.8.3 Allowable = 1,500 psf Total Force @Section lbs= 2,559.3 Soil Pressure Less Than Allowable Moment...Actua! ft-#= 7,601.6 ACI Factored @ Toe = 1,597 psf Momenl....Ailowable = 8,039.3 ACI Factored @ Heel = 489 psf Shear.....Actual psi= 34.1 Footing Shear @ Toe = 21.1 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 15.9 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calks Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 28.48 Lateral Sliding Force = 1,911.9 lbs LAP SPLICE IF BELOW In= HOOK EMBED INTO FTG in= 7.92 Masonry Data fm psi= Fs psi= Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 3,000.0 • Fy psi 60,000.0 To specify your own Title : 9'-0"DLS Page: special title block here, Job# : Dsgnr: Date: AUG 3,2011 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:\users\publiclsoftware\etain pro calculi Retain Pro 2007,16-Apr-2008,(c)1989-2008 Code:IBC 2006 www.retainpro.com!supportfOr latest release Cantilevered Retaining Wall Design Registration#:RP-1165895 2007013 _Footing Design Results i Toe Heel Factored Pressure = 1,597 489 psf Mu':Upward = 6,077 0 ft-# Mu':Downward = 950 1,043 ft-# Mu: Design = 5,128 1,043 ft-# Actual 1-Way Shear = 21.15 15.90 psi s Other Acceptable Sizes&Spacings Allow 1-Way Shear = 75.00 75.00 psi P P 9 Toe Reinforcing = #4©18.00 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©7.75 in Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning&Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft# Heel Active Pressure = 1,911.9 3.25 6,212.2 Soil Over Heel = 779.2 4.08 3,181.6 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 41.7 4.08 170.1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 300.0 3.33 1,000.0 Load @ Stem Above Soil= Soil Over Toe = 165.0 • 1.50 247.5 Surcharge Over Toe = Stem Weight(s) = 870.0 3.33 2,900.0 Earth©Stem Transitions= . Total = 1,911.9` O.T.M. = 6,212.2 Footing Weigtif = 543.8 2.25 1,223.4 Resisting/Overturning Ratio = 1.72 Key Weight = Vertical Loads used for Soil Pressure= 4,039.0 lbs Vert Component = 431.4 4.50 1,941.5 _ Total= 3,131.0 lbs R.M.= 10,664.2 Vertical component of active pressure used for soil pressure DESIGNER NOTES: �'v NOTE: 1. ASSUMPTIONS: 2. CONCRETE FOUNDATION WALL DESIGNED MAX DESIGN PRESSURE= 40 PSF TO CARRY SOIL LOAD ONLY. MAX SURCHARGE LOAD=50 PSF 3. COMPACTED BACKFILL TO BE INSTALLED ALLOWABLE SOIL BEARING PRESSURE= 1500 PSF BEFORE INSTALLING WOOD FLOOR. COEFFICIENT OF FRICTION= .35 4. SHORE WALL BEFORE COMPACTING WITH PASSIVE SOIL PRESSURE= 150 PSF BACKFILL. SEISMIC Kh=Sds/2.5(MONONOBE-OKABE) 5. REINFORCING BARS TO BE ASTM A615., FC = 2500 PSI AT 28 DAY STRENGTH,5"SLUMP. GRADE 60,DEFORMED BARS(MIN.LAP Fy(STEEL) 60 KSI SPLICE 40 BAR DIAM.). SOIL WEIGHT = 110 PCF FLOOR PER PLAN,PONY WALL AT SIM. I P.T.SILL PLATE WITH Y2' F` J-TYPE BOLT,EMBED 7" f MIN.INTO STEM WALL I I I n 0 4"SLAB(WALKWAY), ° (� ---K. OMIT AT SIM. 114 4 '. c ° ° • a • . FREE-DRAINING 2"CLR.- • MATERIAL(COMPACTED x BACKFILL,3/a"MINUS IN 8"LIFTS) --Jl'---7-_ WALL HORIZONTAL AND VERTICAL W p REINFORCING PER SCHEDULE ABOVE U A e: (VERTICAL BAR WITH STD.HOOK) a m lC CONTINUOUS DRAIN BY REINFORCING TO MATCH Q k ° OTHERS VERT.REINFORCING ,a cHEEL TOP REINFORCING \ PER SCHEDULE a l HEEL TOP HORIZONTAL O I I I —I c REINFORCING PER SCHEDULE I LIII 4 a P. o � ° • • • AU _ • • I CV Q. "-] ° < 4 4d 4 te' rep♦e t irIt+itioe: •+,' 41.0,4*=i s• 'i e - TOE BOTTOM HOR. FOOTING TO SIT ON REINFORCING PER COMPACTED 3/4"+/-GRAVEL SCHEDULE TOE' 'HEEL' >' RETAINING WALL/FOOTING SCHEDULE WALL REINFORCEMENT FOOTING REINFORCEMENT HEIGHT 't' TOE HEEL DEPTH 'D'SOIL WALL VERT.REINF. WALL HOR.REINF. HEEL TOP HORIZ. HEEL TOP TOE BTM.HORIZ. _ 4'-0" 8" 1'-0" 2'-9" 0'-10" 0'-6" #4®1'-4"O.C. #4®1'-0"O.C. #4 @ 1'-0"O.C. #4®1'-6"O.C. #4 @ 1'-0"O.C. " 6'-0" 8" 1'-0" 4'-6" 0'-10" 0'-6" #4 @ 1'-0"O.C. #4 @ I'-0"O.C. #4 @ 1'-0"O.C. #4 @ 1'-6"O.C. #4 @ 1'-0"O.C. • FOOTING SECTION SCALE:NONE To specify your own Title : 4'-0" Page: special title block here, %• Job# • Dsgnr. RJT Date: JAN 17,2008 use the"Settings"screen S ,cam `�' Descript-0"TYPICAL and enter your title block information. `j tdeG ie This Wall in File:C:IUserslPubliccRETAlN PRO CALCULATI, Retain Pro 2007,16-Apr-2D08,(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2008 Registration#:RP-1105895 2007013 Criteria 1 _Soil Data 4 Footing Dimensions&Strengths 1 Retained Height = 3.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 0.67 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 2.75 Heel Active Pressure = 40.0 psfift Total Footing Width = 3.42 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width = 0.00 in Soil Density,Toe 110.00 pd Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingliSoil Friction = 0.350 Vertical component of active Soil height to ignore fc = 2,500 psi Fy = 6,000 psi Footing Concrete Density = 145.00 pcf lateral soil pressure options: for passive pressure = 0.00 in Min As% = 0.0000 USED for Soil Pressure. Cover @ Top = 0.00 in @ Btm= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads r Lateral Load Applied to Stem llAdjacent Footing Load Surcharge Over Heel = 100.0 psi 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 II Footing Type Line Load Axial Dead Load 0.0 lbs Base Above/Below Soil = 0.0 ft at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load \ Kae for seismic earth pressure = 0.563 Added seismic base force 179.2 lbs i n Kh = 0.280 Ka for static earth pressure = 0.319 / g 9 Difference: Kae-Ka = 0.244 t "' � � g _ Using Mononobe-Okabe/Seed-Whitman procedure *Design Summary I _Stem Construction t Top Stem 5, e-0- �&T�fi��/U stem.00 Wall Stability Ratios Design Height Above FtQ ft= 0.00 0.00 Overturning = 2.99 OK Wall Material Above"Ht" = Concrete - .Zi5-- Sliding = 1.17 Ratio<1.5! Thickness = 8.00 I.t o V Rebar Size = # 4 7/�/1Z Total.Bearing Load = 2,002 lbs Rebar Spacing = 16.00 Zpa�S �' 3f (J`J ...resultant ecc. = 4.41 in Rebar Placed at = Edge Design Data Soil Pressure @Toe = 964 psf OK 1b/FB+fa/Fa = 0.283 61-.76 IC Soil Pressure @ Heel = 208 psf OK Allowable = 1,500 psi Total Force @Section lbs= 760.3 Soil Pressure Less Than Allowable Moment...Actual ft-#= 1,159.5 ACI Factored @ Toe = 1,067 psf Moment....Aliowable = 4,099.3 ACI Factored @ Heel = 230 psf Shear.....Actual psi= 7.9 Footing Shear @ Toe = 0.0 psi OK Shear.....Allowable psi= 75.0 Footing Shear @ Heel = 16.2 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 31.20 Lateral Sliding Force = 712.3 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 133.3 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 700.7 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 234.5 lbs NG Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 46w2 To specify your own Title : 4'4" Page: special title block here, Job# : Dsgnr. RJT Date: JAN 17,2008 use the"Settings"screen Description.... and enter your title block 4'-0"TYPICAL information. This Wall in File:C:\Users\Public\RETAIN PRO CALCULATI. Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 -Footing Design Results Toe Heel Factored Pressure = 1,067 230 psf Mu':Upward = 225 0 ft-# Mu':Downward = 47 0 ft-# Mu: Design = 178 1,159 ft4 Actual 1-Way Shear = 0.00 16.20 s psi Other Acceptable Sizes&Spacings Allow 1-Way Shear = 75.00 75.00 psi P P 9 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 Il OVERTURNING .....RESISTING Force Distance Moment Force Distance Moment Item lbs ft ftp lbs ft ft-# Heel Active Pressure = 533.1 1.66 883.9 Soil Over Heel = 802.1 2.37 1,904.4 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 208.3 2.37 494.7 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil= Soil Over Toe = 36.6 0.33 12.2 Seismic Earth Load = 179.2 2.60 466.0 Surcharge Over Toe = Stem Weight(s) = 386.7 1.00 386.4 Earth @ Stem Transitions,. Total = 712.3 O.T.M. = 1,349.8 Footing Weight = 412.8 1.71 705.0 Resisting/Overturning Ratio = 2.99 Key Weight _ Vertical Loads used for Soil Pressure= 2,002.0 lbs Vert Component = 155.5 3.42 531.2 Total= 2,002.0 lbs R.M.= 4,033.9 Vertical component of active pressure used for soil pressure DESIGNER NOTES: . \V.. • To specify your own Title : 6'-0" Page: special title block here, Job# : Dsgnr. Date: JAN 17,2008 use the"Settings"screen Description.... and enter your title block Information. This Wall in File:C:1Users\Pubtic\RETAIN PRO CALCULATI. Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Criteria 1 Soil Data 1 Footing Dimensions&Strengths I Retained Height = 5.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.00 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 4.50 Slope Behind Wall 0.00:1 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 5.50 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width = 0.00 in Soil Density,Toe 110.00 pcf Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Wind on Stern = 0.0 psf FootingliSoll Friction = 0.350 Vertical component of active Soli height to ignore Pc = 2,500 psi Fy = 60,000 psi lateral soft pressure options: for passive pressure = 0.00 in Footing Concrete Density = 145.00 pcf Min. AAs% = 0.0000 USED for Soil Pressure. Cover @ Top = 0.00 in g Btm= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads 1 ,Lateral Load Applied to Stem a Adjacent Footing Load ~ 1 Surcharge Over Heel = 100.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to To = 0.00 ft Footing Width = 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 Stent Footing Type Line Load l 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 Axial Load Eccentricity = 0.0 in = 0.000 . Earth Pressure Seismic Load 4 Kae for seismic earth pressure = 0.563 Added seismic base force 382.8 lbs -' Ka for static earth pressure = 0.319 Design Kh = 0.280 g Difference: Kae-Ka = 0.244 Using Mononobe-Okabe I Seed-Whitman procedure *Design Summary 4Stem Construction r Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.65 OK Wall Material Above"Ht" = Concrete Sliding = 1.17 Ratio<1.51 Thickness = 8.00 1.k 0 K Rebar Size = # 4 Total Bearing Load = 4,334 lbs Rebar Spacing = 12.00 ...resultant ec c. = 4.59 in Rebar Placed at = Edge Soil Pressure©Toe = 1,117 psf OK Design Data fb/FB+fa/Fa = 0.738 Soil Pressure @ Heel = 459 psf OK Total Force @ Section lbs= 1,694.6 Allowable = 1,500 psf Moment...Actual ft-#= 3,996.5 Soil Pressure Less Than Allowable ACI Factored vi Toe = 1,237 psf Moment....Allowable Allowable = 5,412.6 ACI Factored @ Heel = 509 psf Shear.....Actual psi= 17.2 Footing Shear©Toe = 1.8 psi OK Shear Allowable psi= 75.0 Footing Shear i Heel = 39.3 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Cates (Vertical Component Used) LAP SPLICE IF ABOVE in= 31.20 Lateral Sliding Force = 1,415.3 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= • 133.3 lbs HOOK EMBED INTO FTG in= 6.14 less 100%Friction Force = - 1,517.0 lbs Masfm Data Added Force Req'd = 0.0 lbs OK psi= Fs psi= ....for 1.5:1 Stability = 472.7 lbs NG Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data 1'C psi= 2,500.0 Fy psi= 60,000.0 To specify your own Title : 6'-0" Page: special title block here, Job# : Dsgnr. Date: JAN 17,2008 use the"Settings"screen Description.... and enter your title block - information. This Wall in File:C:Users1Public\RETAIN PRO CALCULATI, Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 Footing Design Results Toe Heel Factored Pressure = 1,237 , 509 psf Mu':Upward = 597 0 ft-# Mu':Downward = 106 0 ft-# Mu: Design = 491 3,997 ft-# Actual 1-Way Shear = 1.81 39.33 psi Allow 1-Way Shear = 75.00 75.00 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:#4@ 19.25 in,#5©29.75 in,#6©42.00 in,#7@ 48.25 in,#8@ 4825 in,#9@ 4 Key Reinforcing = None Speed Key: No key defined Summary of Overturning &Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,032.5 2.35 2,422.9 Soil Over Heel = 2,3192 3.58 8,310.3 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 383.3 3.58 1,373.6 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stern Above Soil= Soil Over Toe = 55.0 0.50 27.5 Seismic Earth Load = 382.8 3.80 1,454.7 Surcharge Over Toe = Stem Weight(s) 580.0 1.33 773.3 Earth @ Stem Transitions= Total = 1,415.3 O.T.M. = 3,877.6 Footing Weight = 664.6 2.75 1,827.6 ResistinglOvertuming Ratio = 3,66 Key Weight = Vertical Loads used for Soil Pressure= 4,334.3 lbs Vert.Component = 332.2 5.50 1,827.1 . Vertical component of active pressure used for soil pressure Total= 4,334.3 lbs R M= 14,139.5 DESIGNER NOTES: To specify your own Title • 4'4" Page: special title block here, Job# Dsgnr: RJT Date: JAN 17,2008 use the"Settings"screen Description.... and enter your title block 4'-0"TYPICAL information. This Wall in File:C:1Users1PublictRETAlN PRO CALCULATI, Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retalnpro.coinisupportfor latest release Cantilevered RetainingWall Design Registration#:RP-1165895 2007013 g Code:IBC 2006 Criteria 1Soil Data r Footing Dimensions&Strengths 1 Retained Height = 3.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 0.67 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 2.75 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 3.42 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Key Width = 0.00 in Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Depth = 0.00 in Soil Density,Toe 110.00 pcf Key Distance from Toe == 0.00 ft Wind on Stem = 0.0 psf FootingllSoll Friction = 0.350 Vertical component of active Soil height to ignore fc = 2,500 psi Fy = 6,000 psi for passivepressure = 0.00 in Footing Concrete Density = 145.00 pcf lateral soil pressure options: Min.As% = 0.0000 USED for Soil Pressure. Cover @ Top = 0.00 in @ Btm= 0.00 in I USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 100.0 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 = Q.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 Axial Load Eccentricity = 0.0 in = 0.000 *Design Summary I Stem Construction k Top Stem Stem OK Wall Stability Ratios l Design Height.Above Ftg ft= 0.00 Overturning = 4.32 OK Wall Material Above"Ht" = Concrete Sliding = 1.52 OK Thickness = 8.00 Reber Se = # 4 Total Bearing Load = 1,939 lbs Rebar Spacing = 16.00 ...resultant ecc. = 2.33 in Rebar Placed at = Edge Soil Pressure @ Toe = 761 psf OK Design Data Soil Pressure @ Heel = 374 psf OK fb/FB+falFa = 0.198 Allowable 1,500 psf Total Force @ Section lbs= 595.6 Soil Pressure Less Than Allowable Moment..Actual ft#= 813.7 ACI Factored @ Toe = 870 psf Moment.....Allowable = 4,099.3 ACI Factored @ Heel = 428 psf Shear....Actual psi= 7.9 Footing Shear @ Toe = 0.0 psi OK Shear.....Allowable psi= 75.0 Footing Shear @ Heel = 15.3 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 31.20 Lateral Sliding Force = 533.1 lbsLA 'SPLICE IF BELOW in= less 100%Passive Force= - 133.3 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 678.8 lbs Masonry Data Added Force Req'd = 0.0 lbs OK psi Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1,600 Masonry Block Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data psi= 2,500.0 Fy psi= 60,000.0 To specify your own Title : 4'-0" Page: special title block here, Job# : Dsgnr. RJT Date: JAN 17,2008 use the"Settings"screen Description.... and enter your title block 4'-0"TYPICAL information. This Wall in File:C:\Users\Public\RETAIN PRO CALCULATI Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 Footing Design Results Toe Heel Factored Pressure = 870 428 psf Mu':Upward = 186 0 ft-# Mu':Downward = 47 0 ft-# Mu: Design = 140 814 ftp Actual 1-Way Shear = 0.00 15.32 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = *4 CO 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 = 533.1 1.66 883.9 Soil Over Heel = 802.1 2.37 1,904.4 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 208.3 2.37 494.7 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil= Soil Over Toe = 36.6 0.33 12.2 Surcharge Over Toe = Stem Weight(s) - 386.7 1'.00 386.4 Earth @ Stem Transitions= Total = 533.1 O.T.M. = 883.9 Footing Weight = 412.8 1.71 705.0 Resisting/Overturning Ratio = 4.32 Key Weight = Vertical Loads used for Soil Pressure= 1,939.5 lbs Vert.Component = 93.0 3.42 317.7 Vertical component of active pressure used for soil pressure Total= 1,939.5 lbs R M.= 3,820.4 DESIGNER NOTES: .?q To specify your own Title : 6'-O" Page: • special title block here, Job# Dsgnr: Date: JAN 17,2008 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:Wsers\Public\RETAIN PRO CALCULATE Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.coim'support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Criteria i Soil Data t Footing Dimensions&Strengths 1 Retained Height = 5.50 ft Allow Sol Bearing = 1,500.0 psf Toe Width = 1.00 ft Wali height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 4.50 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 5.50 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Key Width = 0.00 in Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Depth = 0.00 in Soil Density,Toe 110.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingliSoil Friction = 0.350 si Vertical component of active Soil height to ignore Footing Concrete Density iY 16045.00 p000 ct lateral soil pressure options: for passive pressure = 0.00 in Min As% = 0.0000 USED for Soil Pressure. Cover @ Top = 0.00 in @ Btm.= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads I ,Lateral Load Applied to Stem ti Adjacent Footing Load Surcharge Over Heel = 100.0 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 = 0.000 Axial Load Eccentricity = 0.0 in ;Design Summary I Stem Construction 1Top Stem Stem OK Wall Stability Ratios Design Height Above Ft; ft= 0.00 Overturning = 5.53 OK Wall Material Above"Ht" = Concrete Sliding = 1.55 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 4,201 lbs Rebar Spacing = 16.00 ...resultant ecc. = 1.63 in. Rebar Placed at = Edge Design Data Soil Pressure(i?Toe = 877 psf OK ib/FB+fa/Fa = 0.648 Soil Pressure @ Heel = 651 psf OK Allowable = 1 psf Total Force @ Section lbs= 1,288.0 Soil Pressure Less Than Allowable Moment....Actual ft#= 2,654.7 ACI Factored @ Toe = 1,002 psf Moment...Allowable = 4,099.3 ACI Factored @ Heel = 744 psf Shear.....Actual psi= 17.2 Footing Shear @ Toe = 1.4 psi OK Shear....Allowabte psi= 75.0 Footing Shear @ Heel = 37.5 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Cafes (Vertical Component Used) LAP SPLICE IF ABOVE in= 31.20 Lateral Sliding Force = 1,032.5 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 133.3 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 1,470.3 lbs Masonry Datafm psi Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 To specify your own Title : 6'-0" Page: special title block here, Job* • Dsgnr: Date: JAN 17,2008 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:1Users1Public\RETAIN PRO CALCULATI' Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration ti:RP-1165896 2007013 Footing Design Results Toe Heel Factored Pressure = 1,002 744 psf Mu':Upward = 493 0 ft-# Mu':Downward = 106 0 ft-# Mu: Design = 388 2,655 ft-# Actual 1-Way Shear = 1.40 37.46 psi Allow 1-Way Shear = 75.00 75.00 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:#4@ 29.00 in,#5©44.75 in,#601 48.25 in,#7@ 48.25 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 ftp lbs ft ft-# Heel Active Pressure = 1,032.5 2.35 2,422.9 Soil Over Heel = 2,319.2 3.58 8,310.3 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 383.3 3.58 1,373.6 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0:00 Load Stem Above Soil= Soil Over Toe = 55.0 0.50 27.5 Surcharge Over Toe = Stem Weight(s) = 580.0 1.33 7733 Earth©Stem Transitions= Total = 1,032.5 O.T.M. = 2,422.9 Footing Weight = 664,6 2.75 1,827.6 Resisting/Overturning Ratio = 6,53 Key Weight Vertical Loads used for Soil Pressure= 4,200.7 lbs Vert.Component = 198.7 5.50 1,092.7 Total= 4,200.7 lbs R.M.= 13,405.0 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 4; 39( 0 Z 0 CI W 14 al > I I W SLAB (THICKNESS PER a Ca 1 . • : I r %.0ARCHITECTURAL DRAWINGS) WITH 6X6 7 7 -W1.4 X W1.4 WIRE MESH, II 8" I MIN. 6" LAP SPLICE II 1 V Lii a 4 i CO I I h F., • HI,• • Z If r7,1 0 a a HOLD-DOWN PER SHEAR WALL II 4 U W° 1 SCHEDULE LI WV • ‘I, II a y ° 4 (3)-#4 CONTINUOUS BAR AT TOP AND BOTTOM OF Co . FOOTING (EXTEND REBAR 0 AROUND CORNERS MIN. 5'-0") 2'-0" e y NOTE: 1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 2. DRIVEWAY SURFACE NOT SHOWN. FOOTING SECTION SCALE: 1" = 1'-0" EXTERIOR SHEAR WALL SHEATHING AND NAILING 2X STUD WALL PER SHEAR WALL PLAN P.T. SILL PLATE WITH Y2" J-TYPE BOLT, EMBED 7" MIN. INTO STEM WALL (1) - #4 VERTICAL BAR p -A 0 @ 24" O.C. WITH 6" 8 i i n v ¢ HOOK AT EACH END O 1 U V � a4 11111 . n 0a z 4" SLAB PER ARCH. PLANS V A (2)-#5 CONTINUOUS BAR AT 00 24_° a a = BOTTOM OF FOOTING (2)-#4 BAR AT TOP OF STEM WALL V ° 4 (EXTEND REBAR AROUND - CORNERS MIN. 5'-0") CoU 1'-6" NOTE: 1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 2. REFER TO SHEAR WALL SCHEDULE SILL BOLT SPACING AT SHEAR WALL LOCATIONS. 4 FOOTING SECTION S2 SCALE: 1" = 1'-0" t 8d NAILS@ 6" O.C., TYPICAL ROOF SHEATHING TYP. ENTIRE AND NAILING LENGTH OF TRUSS 1 _ 0 - NOTE: TRUSS TO TRANSFER MANUFACTURED HORIZONTAL LOAD 3 TRUSS BY OTHERS FROM TOP CHORD TO BOTTOM CHORD, OR EXTEND THE SHEAR WALL Os AND NAILING TO TOP CHORD SIMPSON 'L50' CLIP @ 1'-0" O.C, OF TRUSS • TYP. ENTIRE LENGTH OF SHEAR WALL (IF SHEAR WALL IS EXTENDED TO ROOF SHEATHING, CLIPS NOT " SHEAR WALL SHEATHING AND REQUIRED) O Mr NAILING PER PLAN ►� DOUBLE TOP PLATE i WALL SECTION SCALE: 1" = 1'-0" W > O "4 tx 0 TYPICAL EXTERIOR OSHEATHING AND NAILING 11 g O a f w SIMPSON 'MSTC28' Sim/A—sa'����—���� STRAP, FILL ALL HOLES END OF ._/�/ IIIb �,��A x•• SHEAR . �_ . �AV�II/ - . , l2 PANEL '7? \•0* 7 BEAM PER ARCHITECTURAL PLAN, CONTINUE BEAM TO • END OF SHEAR WALL PANEL �" • SIMPSON LTP5 (2) ON FRONT SIDE �" •°• (2) ON THE OTHER ((4)TOTAL) . 4X6 DFL-#2 NAILER SHEAR WALL SHEATHING • / AND NAILING PER PLAN, TYP. X EACH FACE OF STUD d • 2 o ' 6X POST PER PLAN AND SHEAR o / ,... WALL SCHEDULE 00020 _ SILL PLATE PER SHEAR yy WALL SCHEDULE Adi fir "' '• "' - SILL BOLTS PER SHEAR WALL SCHEDULES, o II (I (( II COUNTERSINK HEAD AND II I ( C-1 L 11— 4 _ ® WASHER INTO 3X MEMBER I I I I I fui um CS2 SHEAR WALL PLAN VIEW - SCALE: NONE 1 FLOOR JOIST AND SIMPSON CLIP PER SHEAR SHEATHING PER PLAN WALL SCHEDULE SHEAR WALL SHEATHING AND NAILING PER PLAN • 2X WALL STUDS PER PLAN PERPENDICULAR WALL SECTION SCALE: NONE BOLTED HOLDOWN HOLDOWN PER PLAN, TYP. AT EACH END OF SHEAR WALL 6X6 DFL-#2 GARAGE DOOR o r�'b SHEAR WALL SHEATHING AND NAILING PER SHEAR 7„ WALL PLAN, TYP. BOTH FACES OF STUD FOOTING SECTION SCALE: 1" = 1'-0" A C O off ¢ j / SHEAR WALL SHEATHING AND NAILING (2) 2X VERTICAL /Pr' MEMBERS A,Irr- BEAM PER w� , ARCHITECTURAL ,� PLAN 2X6 BLOCKING SIMPSON 'MSTC28' STRAP 8 SHEAR WALL ELEVATION S2 SCALE: 1" = 1'-0" M .' Il - 8d @ 3" O.C.,TYP. ENTIRE 1 LENGTH OF WALL \ \ \ I 2X BLOCKING ---� \ I (2) 16d NAILS,TYP. AT TYP. ROOF SHEATHING \ I 1 i EACH STUD AND NAILING NN o''' 1i; i� MONO TRUSSES \\ �,��'�,•/' \�II i ;/ I \-- 2X WALL STUDS PER FLAN �,,'' O f' �,�'' I .r I �% O' i r i SHEAR WALL _ - ---T- \ \ --T\\ SHEATHING AND 1 NAILING PER PLAN - 1 16d NAILS @ 6" QC., \ I / TYP. ENTIRE LENGTH 1 r/ OF BEAM /1 1 I i i 2X BLOCKING \ 11-11M --- ---�---- \ 1 ) ND (2) 16d NAILS ' 1\ @ 8" 0/C N. , (r" AL ®f, II i■ HOLDOWN STRAP ,. PER PLAN �A i A' NOTE: THIS DETAIL IS FOR LATERAL TRANSFER ONLY, VERTICAL CONNECTIONS BY OTHERS. SECTION SCALE: 1" = 1'-.0" (9WALL 55 1 HOLDOWN PER P 16d NAILS @ 4" 0/C 2X STUDS SILL PLATE NAILING FLOOR SHEATHING PER SHEAR WALL I AND NAILING SCHEDULE j 0 lik, ►. _ , BEAM PER PLAN Iiii 10 WALL SECTION S2 SCALE: 1" = 1'-0" 9? i