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Specifications l 5 7 ��I ED tURNER o�T 11 z0» BUILDINGD11:2s0:11 YARD ENGINEERING 8 DESIGN ISI®IV LATERAL CALCULATIONS FOR M H D #2371 LOT 32 SW 78TH AVE (BRITTANY MEADOWS) TIGARD, OREGON by RICHARD J. TURNER, P.E. DATE: 09/30/2011 JOB NUMBER: R11194 0V PRO% FF,Q 4:* 58949PE / xs , OREGON 05,45„ Nit j5 1\0 EXP.DATE: 06-30-2012 3131 SW Orchard Place,Gresham,OR 97080 • Office:(503)665-1143 • Cell:(503)970-8807 • Email:rj.turner@comcast.net 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, 48A TO 48.9 DETAILS: 49 TO 56 r , Alink Mu. 28 28 O MIN.4'-1 O" MIN.4'-0" vom 0 Co a:: n MASTER SUITE 2 (r_S_I • BEDROOM 2 - I 1 1 1 -1 5 OOF ALIGN TRUSS S2 ECTION WITH SHEAR WALL BELOW 1 (REFER TO 5/S2) MIN. 7 6 o i ]1 DZ SSI, �" BEDROOM 3 \ MIN 3•6•♦••••♦•••I O ♦ r MIN.2'-1" v� 28 Ani \ S2 WALL ELEVATION 28 F1 F2 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. WALL 10 SECTION S2 D4 D4 v v 2 0 MIN 4'-4" MIN.4'-4" �• —j .. Imo.... .... MIN. MIN O ritisti.2'-10" 2'-8"■ 7 K F- A 3 :0ih ,:' GREAT RM. ) A c.iS , , I •, I i H II _ mi. ir/ \,,d 0 MIN. 10'-8" o (D1 2 11 4�: 1> WALLU1 2 b N B SECTION 21 z i' • 2 14 > °,1 DOUBLE X°, STRAP END OF BEAM TO • S GGARAGE ..,s'> _ = STRAP END OF BEAM TO BEAM BELOW WITH • c:,„• N a BEAM BELOW WITH SIMPSON'MSTC28'STRAP 1 B a1 B SIMPSON'MSTC28'STRAP 7 -11 9 -II CORNER - = WALL® O CORNER PLAN VIEW S2 SECTIO B1:5/2'X 15" _ GLB 4F- ® PLAN VIEW, 0 I ati Wi MIN\1'10Y2" M 1\1'-10/2„ ��TT�� v WALL WALL IN i�itii S2 ELEVATION S2 ELEVATION, 14 14 OPP. " F1 F F3 ._ 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. 4 D3 D3 0 �S 8 8 2 •e_.._MIN. ., „ eeeMIN.4,_4„ MIN. 4 0.. MIN.3L4" 2'-8" I O ■'\1 Ij , •• BONUS RM. • 24 o eo N O " i AC') z : •'M S '. z a -¶ ill — —I1 � _. ' II r , 0 .A II O r .. 4 i )1 , 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. . . . - ,,•<6, ,•1',6 4, \4' 4, \, \ , \./.4, ,:,/;1, '•°, \c`.? • 0 \o,„ \' 6'4\4' \`.4•I:.'re'911, I\\4\'.4',• 4'0\Ir I_N•\rIV'-4_,4 - \•,\'* * 0 % • \/ 0 Ag 1 liv,...] , _,,....,_____, 1 1, ' S2) l',,,,,-i - , 1 4...---_,_., , ----, , \ 1 I 1 RET WALL / '`I I - SECTION ., , ..• ,> 1 , • _____ ... . 1 \ , ,, • • • \\7.)4, \:.4;.., 1 i [ 1 ' '",:',.: [ 1 • 1 \••• ' \\S2) r ''''''\ . '\% ,,•1 , ------fior WALL r,--1 , sEcTioN ,.. 0 ----,, 1--- ------, -7- 4- ( 1 \\ I , _,L.,..,,, „ , , I S3,) , 1 '+•A‘ /72 S2 7 , . 1 -----, I RET WALL I-.V ..1 449 I._ 1,,,,..,,7. 1 -, SECTION, I,'"1 I --RET WALL I 44‘., I I SIM. 1 ' / SECTION I I \S3/ RET WALL I ' ' V I SECTION f- LI iii,EHri___I 1 I I f . 4 ‘,1 1,•:',"' l ,.4 •, / - t-,$' ,, ; S2) _ ,zo, ,,,,,,, 7---1-- ,,,,, , 4,,,?! IE. ,‘,,,,i, ,e,-,-;,--\, CORNER t ). it 1 1 V / I S2 CORNER PLAN VIEW \ / N 1 // ' S2 ''' , k',, // „..„-- \\04/PLAN VIEW, _ ' ” tt-lIc-1.4"Htz 'I-I--- ... 0 _.-.._.., '---tv 1- ( I 'it._ Opp. —IF , I Ii1 -1-_, 1 1 ! , c_-, , cy/ / )) •,' / ,* ,, 1 , S2/ * , , .. ...‘0 / 40'/ (foo 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: II 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: 34.500 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 - b2: 3.0 TABLE 12.2-1 a, 0.500 SIMPLIFIED „ 0.400 FORCE (V): 0.1355 W 0.300 ♦ /r1104 ♦series 1 0.200 Cs: 0.113 W(EQ. 12.8-2) 0.100 Cs(MAX): 0.144 W(EQ. 12.8-3/4) 0.000 CS(MIN): 0.010 W(EQ. 12.8-5) 0 0.5 1 1.5 2 CS(MIN,E F): 0.025 W(EQ. 12.8-6) Cs(ACTUAL): 0.113 W Axis Title EQ. LATERAL FORCE (V): 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.5,8) 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' 1 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 R11194 MHD 2371 LAD.xlsx v 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 1 E 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: 8921 PAGE -74,-- 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(Y/N): 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 w 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 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 TYPE (FT) (LB.) (LB./FT) 0.2 (LB.) (LB./FT) (LB./FT) (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 TYPE (FT) (LB.) (LB./FT) 0.1 (LB.) (LB./FT) (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 STORY: LOWER I 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 TYPE (FT) (LB.) (LB./FT) 0.2 (LB.) (LB./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 TYPE (FT) (LB.) (LB./FT) 0.5 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 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 NO 0.27 S4 8.83 730 83 0.3 1822 206 206 TSN 1650 250 1400 MSTC28 1.00 2702.0 6749.2 DIRECTION: SIDE TO SIDE 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 TYPE (FT) (LB.) (LB./FT) 0.5 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.23 S1 3.75 1171 312 0.2 2948 786 786 D3X2 9648 113 9535 HDU146X 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(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 TYPE (FT) (LB.) (LB./FT) 0.3 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0 S1 3.75 1171 312 0.2 2948 786 786 -- 0 0 9535 HDU14 6X 0.5 S2 18.83 3035 161 0.3 7684 408 408 -- 0 0 8478 HDU11 6X 0.2 S3 6.00 434 72 0.1 1115 186 186 TSN 1488 290 2128 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 k 0 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 (INA2) 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 p(L--� (PG. ) (PG. ) (IN.) (IN.) (IN.) (FT.) (FT.-LB.) PLF (INA2) S1 9535 18 24 0 1.88 23 450 1.02 0.46 2-#5 BARS S c_, S1 S2 8478 8 16 16 18.83 62 267 2.04 0.92 RET WALL l S3 2128 8 16 18 3.00 2 283 0.05 0.02 1-#4 BAR \SZ S4 7067 8 16 18 4.42 36 283 1.04 0.47 2-#5 BARS 5 2.- NOTE: NOTE: WALL LINES S2 ARE RETAINING WALLS. ` PAGE trzi,:zztt. BEAM LOAD SHEET, CONT... rhIliirJr.ER-INri 8 1.7,Si8N BEAM # ANALYSIS SKETCH AND DESIGN (A). ./ ' \ -.-;_ 1'' 1 I , P.- 4-0 W - Z- 1\ Q-7-. Vlq.1 f cei'D it- Z.- - . ,?_.,o +le --7 ? € -f0 k ) 47-• 5Y ) ( .) t / ,,7 ,,,--- ,---- c,,, , ( v F- 01 I ---' (.?.°i I I,-cP ) ., . . _. PAGE ki. BEAM CALC SHEET , 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 NDS 2005,IBC 2006,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-PrIl 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 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(CI.'n( )5((1H(Me)�6) E(-2.839) W(1.656)E(4( )8i((1-23g5p) D(0.16) L(0.2)S(0.05) i i i . �, ,a " a� 1 '�` ,� 7 - :,,-,'„,,5,..4-„.„,:11724':;i -Ill' '.-:,if r rt, ue, _ ,:'4k}'E F'e- 1r.'� ...,ee : '3,,,. . 3 '3 • • A 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(5 3.50 ft Point Load: D=0.9250, S=1.375 k(cil 14.0 ft Point Load: W=1.656, E=2.839k aA3.50ft Point Load: W=-1.656, E=-2.839 k A 5.50 ft Point Load: W=1.656, E=2.839k aAl2.0ft Point Load: W=-1.656, E=-2.839 k 0 14.0 ft _ DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.599 1 Maximum Shear Stress Ratio = 0.335 : 1 Section used for this span 5.125x15 Section used for this span 5.125x15 fb:Actual = 1,413.50 psi fv:Actual = 88.81 psi FB:Allowable = 2,358.52 psi Fv:Allowable = 265.00 psi Load Combination +D+0.750L+0.750S+0.5250E+H Load Combination +D+0.750L+0.750S+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+H 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+1-1 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 +D+W+H 0.983 1.000 1.000 1.000 \7 , 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 • 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 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+0.7505+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+0.7505+0.5250E+-1 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 +0.60D+W+H 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 z Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl 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. F'C = 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. PP.T. SILL PLATE WITH%2" J-TYPE BOLT, EMBED 7" PONY WALL MIN. INTO STEM WALL TOP OF CONCRETE WALL �:NI• FREE-DRAINING d I MATERIAL(GW, GP, SW, OR SP, NOTE#7 ABOVE) a )III t, CG ' Z cp w Z 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.ATW 4' BY OTHERS CENTER OF SLAB,ALLOW U SLAB TO CURE 7 DAYS a BEFORE BACKFILLING WALL m a ° ° ° A ° jr7 U x ° ° ° ° a REFER TO W ° < 4 , • ° ° VERTICAL REINFORCING a FOOTING BOTTOM 'TOE' 'HEEL' REINFORCING PER c > SCHEDULE 'WIDTH' 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 SECTILON II To specify your own Title : 4'-0"seismic Page: special title block here, Job# ,• Dsgnr. RJT Date: JAN 17,2008 use the"Settings"screen W( 5 14 wt,t, Description.... - and enter your title block 1111 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 Criteria I Soil Data 1 Footing 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 Key Depth = 0.00 in Soil Density,Toe 110.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingiiSoil Friction = 0.350 Vertical component of active Soil height to ignore f 2,500psi Fy = 60,000 psi P for passive pressure = 0.00 in Foo ott ing Concrete Density = 145.00 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 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 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 Axial Dead Load = 0.0 lbs Base Above/BelowSoil - 0.0 at Back of Wall O.O 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 192.7 lbs Design Kh = 0.294 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.263 Using Mononobe-Okabe/Seed-Whitman procedure *Design Summary ' Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.62 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Thickness = 8.00 Kv= `�j 4/2,5' - Rebar Size = # 4 Total Bearing Load = 1,181 lbs Rebar Spacing = 16.00 ...resultant ecc. = 6.94 in Rebar Placed at = Edge Toe 1,440psf OK Design Data Soil Pressure = @ = fb/FB+fa/Fa 0.202 Soil Pressure @ Heel = 0 psf OK Total Force©Section lbs= 569.0 Allowable = 1,500 psf Moment....Actual ft-#= 829.1 Soil Pressure Less Than Allowable 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 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 31.20 - Lateral Sliding Force = 568.2 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 Masonry Data f'm psi= Fs psi= Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ration' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Medium Weight - - Wind,W 1.300 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 : 4'-0"seismic Page: special title block here, Job# : Dsgnr: RJT Date: JAN 172008 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 - LFooting Design Results 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©Stem Above Soil= Soil Over Toe = 41.3 0.38 15.5 Seismic Earth Load = 192.7 2.60 500.9 Surcharge Over Toe = Stem Weight(s) 386.7 1.08 418.9 Earth @ Stem Transitions= Total = 568.2 O.T.M. = 1,043.4 Footing Weight _ - 271.9 1.13 305.9 Resisting/Overturning Ratio = 1.62 Key Weight = Vertical Loads used for Soil Pressure= 1,180.8 lbs Vert.Component = 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: 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:CAUsers\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 = 1,492 0 psf Mu':Upward = 2,220 0 ft-# Mu':Downward = 422 759 ft-# Mu: Design = 1,798 759ft-# 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 @ 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/Overturning Ratio = 1.52 Key Weight = Vertical Loads used for Soil Pressure= 1,959.3 lbs Vert.Component = 342.2 3.50 1,197.8 Total= 1,959.3 lbs R.M.= 4,955.7 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 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 l l�✓4 r71A.4,(/ 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 Criteria ` Soil Data r Footing 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 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 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 ft = 2,500 psi Fy = 60,000 psi forpassivepressure = 0.00 in Footing Concrete Density = 145.00 pcf lateral soil pressure options: Min.As% = 0.0000 USED for Soil Pressure. Cover °e Top USED for Sliding Resistance. = 0.00 in @ Btm.= 0.00 in I USED for Overturning Resistance. Surcharge Loads 1 Lateral Load Applied to Stem t Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem i Footing Type Line Load Axial Dead Load = 0.0 lbs Base Above/Below Soil = 0.0 ft Axial Live Load = 0.0 lbs at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.000 _Earth Pressure Seismic Load r Kae for seismic earth pressure = 0.582 Added seismic base force 411.5 lbs Design Kh = 0.294 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.263 Using Mononobe-Okabe/Seed-Whitman procedure laix,-- 4 *Design Summary IStem Construction i Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.52 OK Wall Material Above"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 Design Data Soil Pressure @ Toe = 1,507 psf OK fb/FB+fa/Fa = 0.690 Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Total Force @ Section lbs 1,405.1 Soil Pressure Less Than Allowable Moment....Actual ft#= 3,217.2 ACI Factored @ Toe = 1,492 psf Moment Allowable = 4,665.4 ACI Factored©Heel = 0 psf Shear Actual psi= 12.9 Footing Shear @ 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 Calcs Slab Resists All Sliding! 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 - 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= 2,500.0 Fy psi= 60,000.0 To specify your own special title block here, Title : 8'-0"seismic Page: Job# • Dsgnr: Date: JAN 24,2008 use the"Settings"screen Description.... and enter your title block 5f LSµ4,(-- information. This Wall in File:C:1Users\Public\RETAIN PRO CALCULATI, Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.conilsupport for latest release Cantilevered Retaining Wall Design Code:IBC 2006 ` Registration#:RP-1165895 2007013 - Criteria I LSoil Data 1 Footing Dimensions&Strengths M 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 Slope Behind Wall = 0.00:1 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 4.75 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 Soil Density,Toe 110.00 pcf Key D stance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingIlSoil Friction = 0.350 Vertical component of active Soil height to ignore ft = 2,500 psi Fy = 60,000 psi lateral soil pressure options: for passive pressure = 0.00 in Footing Concrete Density = 145.00 pcf 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 ` Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning L Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 0.0 lbs Base Above/Below Soil = 0.0 ft Axial Live Load = 0.0 lbs at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.000 Earth Pressure Seismic Load 1 Kae for seismic earth pressure = 0.582 Added seismic base force 712.5 lbs Ka for static earth pressure = 0.319 Design Kh = 0.294 g Difference: Kae-Ka = 0.263 Lf _ /2.-S- *Design Using Mononobe-Okabe/Seed-Whitman procedure eL - 54$Summary I Stem Construction ` Top Stem Wall StabilityRatios i Stem OK Design Height Above Ftg ft= 0.00 Overtuming = 1.38 Ratio<1.5! Wall Material Above"Ht" = Concrete Slab Resists All Sliding! G I- t Thickness = 8.00 1 Rebar Size = # 4 Total Bearing Load = 2,806 lbs 1,414 Rebar Spacing = 6.00 ...resultant ecc. = 16.54 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,876 psf OK Design Data Soil Pressure @ Heel = 0 psf OK /FB+fa/Fa = 0.2.8 Allowable = 2,000 Total Force @ Section lbs= 2,612.8 psf Moment....Actual ft-#= 8,157.8 Soil Pressure Less Than Allowable ACI Factored©Toe = 1,776 psf Moment Allowable = 10,400.4 ACI Factored @ Heel = 0 psf Shear Actual 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 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= 2,500.0 Fy psi= 60,000.0 V) 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:tUserstPublic\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 r 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 1,184ft-# 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-# lbs ft ft-At 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 = 178.8 1.63 290.5 Seismic Earth Load = 712.5 5.00 3,562.5 Surcharge Over Toe = Stem Weight(s) 773.3 3.58 2,771.1 Earth @ Stem Transitions= Total = 2,101.4 O.T.M. = 7,420.5 Footing Weight =- 574.0 2.38 1,363.2 Resisting/Overturning Ratio = 1,38 Key Weight = 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: ZA - To specify your own Title : 9'-0"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\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 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 g 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 ` 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 1 Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load I Kae for seismic earth pressure = 0.582 Added seismic base force 893.8 lbs Design Kh = 0.294 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.263 Using Mononobe-Okabe/Seed-Whitman procedure - *Design Summary II Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc, 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 Design Data Soil Pressure @ Toe = 1,956 psf OK fb/FB+fa/Fa = 0.794 Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 Total Force @ Section lbs= 3,356.1 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 Sliding Force = 2,636.0 lbs LAP SPLICE IF BELOW in= 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 fc psi= 2,500.0 Fy psi= 60,000.0 - To specify your own Title : 9'-0"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\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 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= 0.00 Load @ Stem Above Soil = Soil Over Toe = 220.0 2.00 440.0 Seismic Earth Load = 893.8 5.60 5,005.0 Surcharge Over Toe = Stem Weight(s) 870.0 4.33 3,770.0 Earth @ Stem Transitions= Total = 2,636.0 O.T.M. = 10,425.3 Footing Weighs =- 664.6 2.75 1,827.6 Resisting/Overturning Ratio = 1.35 Key Weight = Vertical Loads used for Soil Pressure= 3,277.0 lbs Vert.Component = 743.2 5.50 4,087.6 Total= 3,277.0 lbs R.M.= 14,086.0 Vertical component of active pressure used for soil pressure DESIGNER NOTES: Z1 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:lUsers1Public\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 I Soil Data I Footing Dimensions&Strengths I 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 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 Wind on Stem = 0.0 psf FootingliSoil Friction = 0.350 Key Distance from Toe = 0.00 ft Vertical component of active Soil height to ignore Footingc 2,500retpsi Fy = 60,0005. psi P Concrete Density = 145.00 pcf lateral soil pressure options: for passive pressure = 0.00 in Min.As% = 0.0000 USED for Soil Pressure. Cover USED for Sliding Resistance. e Top = 0.00 in @ Btm.= 0.00 in 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 , Footing Type Line Load Axial Load Applied to Stem 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 *Design Summary I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.82 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! 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 fb/FB+fa/Fa = 0.111 Soil Pressure @ Heel = 0 psf OK Total Force©Section lbs= 392.0 Allowable = 1,500 psf Soil Pressure Less Than Allowable Moment....Actual ft#= 457.3 ACI Factored @ Toe = 1,194 psf Moment Allowable = 4,119.2 ACI Factored©Heel = 0 psf Shear Actual psi= 5.2 Footing Shear©Toe = 0.0 psi OK ShearAllowable 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 Calm Slab Resists All Sliding! 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 Ration' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 3,000.0 Fy psi= 60,000.0 2� 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:\Users1Public1RETAIN PRO CALCULATI. Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.comlsupportfor latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 _ Footing Design Results 1 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©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 = 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 = 41.3 0.38 15.5 Surcharge Over Toe = Stem Weight(s) 386.7 1.08 418.9 Earth @ Stem Transitions= Total = 375.6 O.T.M. = 542.5 Footing Weight _ - 211.5 0.88 185.0 Resisting/Overturning Ratio = 1.82 Key Weight = Vertical Loads used for Soil Pressure= 860.7 lbs Vert.Component = 93.0 1.75 162.8 Total= 860.7 lbs R.M.= 985.3 Vertical component of active pressure used for soil pressure DESIGNER NOTES: • ZS 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:\Users\Public\RETAIN PRO CALCULATI, Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.comlsupport for latest release Cantilevered Retaining Wall Design Code: IBC 2006 - Registration#:RP-1165895 2007013 Criteria I Soil Data I Footing..Dimensions&Strengths t 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 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 Deptha = 0.00 in Soil Density,Toe 110.00 pcf Key Distance from Toe 0.00 ft Wind on Stem = 0.0 psf FootingljSoil Friction = 0.350 Soil hei ht to ignore fc = 2,500 psi Fy = 60,000 psi Vertical component of active 9 g 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 I Adjacent Footing Load11 Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in *Design Summary I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above FtE 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 = 1,409 lbs Rebar Spacing = 16.00 ...resultant ecc. = 6.93 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,178 psf OK Design Datafb/FB =- Soil Pressure @ Heel = 0 psf OK Total +fa/Fa0.8 .0 1,500 Total Force @ Section lbs= 968.0 Allowable = psf Moment....Actual ft-#= 1,774.7 Soil Pressure Less Than Allowable 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 Calcs 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 1.600 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 /1-" 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:lUserslPublic\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 - LFooting Design Results I Toe Heel Factored Pressure = 1,214 0 psf Mu':Upward = 1,406 0 ft-# Mu':Downward = 323 154 ft-# Mu: Design = 1,083 154 ft-# 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<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 = 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 Soil Pressure= 1,408.9 lbs Vert.Component = 198.7 2.75 546.3 Total= 1,408.9 lbs R.M.= 2,816.8 Vertical component of active pressure used for soil pressure DESIGNER NOTES: Z- 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:1Users\Public\RETAIN PRO CALCULATI' Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/supportforlatestrelease Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Criteria I Soil Data I Footing Dimensions&Strengths 11 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 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 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 psf FootingijSoil Friction = 0.350ft Key Distance from Toe = 0.00 ft Vertical component of active Soil height to ignore Footing 2,500 psi Fy = 60,0005. psi p forpassivepressure - 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 ` Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 0.0 lbs Base Above/Below Soil at 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 Top Stem -. Stem OK Wall Stability Ratios Design Height Above RE ft= 0.00 Overturning = 1.61 OK Wall MaterialAAbove"Ht"° = Concrete Slab Resists All Sliding! 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 fb/FB+fa/Fa = 0.693 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,800.0 Allowable = 1,500 psf Moment....Actual ft-#= 4,500.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,172 psf Moment Allowable = 6,495.1 ACI Factored @ 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 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= 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 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:UUsers\Public\RETAIN PRO CALCULATIt 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 = 1,172 0 psf Mu':Upward = 3,756 0 ft-# Mu':Downward = 950 246 ft-# Mu: Design = 2,806 246 ft-# 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 @ 18.00 in Toe: #4©27.50 in,#5@ 42.50 in,#6@ 48.25 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 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,388.9 2.78 3,858.0 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 = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 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 = 1,388.9 O.T.M. = 3,858.0 Footing Weight = 483.3 2.00 966.7 Resisting/Overturning Ratio = 1.61 Key Weight = Vertical Loads used for Soil Pressure= 2,040.6 lbs Vert.Component = 343.9 4.00 1,375.8 Total= 2,040.6 lbs R.M.= 6,221.9 Vertical component of active pressure used for soil pressure DESIGNER NOTES: IA 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:1Users\Public\RETAIN PRO CALCULATP 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 = 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 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 5.00 - 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 Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width 0.00 in Key Deptha = 0.00 in Soil Density,Toe 110.00 pcf Key Distance from Toe0.00 ft Wind on Stem = 0.0 psf FootingllSoil Friction = 0.350 Vertical component of active Soil height to ignore 2, psi Fy = 645.00 psi Footing p for passive pressure = 0.00 in Foott ing Concrretet e 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 11 Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil 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 II Stem Construction 1 Top Stem -. Stem OK Wall Stability Ratios Design Height Above FtG ft= 0.00 Overturning - = 1.56 OK- Wall Material Above"Ht" = Concrete Slab Resists All Sliding! 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 Soil Pressure @ Toe = 1,212 psf OK Design Data fb/FB- Soil Pressure @ Heel = 0 psf OK Total +fa/Fa 0.9670 1,500 Total Force @Section lbs= 2,592.0 Allowable = psf Moment....Actual ft-#= 7,776.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,181 psf Moment Allowable = 8,039.3 ACI Factored @ Heel = 0 psf Shear Actual psi= 34.6 Footing 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 SPLICE IF ABOVE in= 28.48 Lateral Sliding Force = 1,933.9 lbs LAP SPLICE 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 Y 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:\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 = 1,181 0 psf - Mu':Upward = 6,458 0 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: #4@ 16.00 in,#5@ 24.75 in,#6@ 35.25 in,#7©48.00 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 I 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 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 = 220.0 2.00 440.0 Surcharge Over Toe = Stem Weight(s) = 918.3 4.33 3,979.4 Earth @ Stem Transitions= Total = 1,933.9 O.T.M. = 6,338.9 Footing Weigh' = 604.2 2.50 1,510.4 Resisting/Overturning Ratio = 1.56 Key Weight = Vertical Loads used for Soil Pressure= 2,551.4 lbs Vert.Component = 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 FC = 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. Walt _ ► P.T. SILL PLATE WITH 1/2" FLOOR JOIST J-TYPE BOLT, EMBED 7" PER PLAN I MIN. INTO STEM WALL 1.1 :' TOP OF CONCRETE WALL 0- :EINI II Zo i'l GARAGE SLAB aJ) ,t, , 47a d 4 (...5 W Z COMPACTED lk #4 DOWEL AT 3'-0" 0/C,TYP. BACKFILL,3/q" SLAB TO STEM WALL MINUS IN 8" LIFTS owl d 4" SLAB WITH 6X6 W 1.4XW 1.4 A o WALL HORIZONTAL AND WELDED WIRE MESH OR#4 VERTICAL REINFORCING PER BARS EACH WAY @ 18" O.C. SCHEDULE ABOVE (VERTICAL AT CENTER OF SLAB,ALLOW W 4 BAR WITH STD. HOOK) SLAB TO CURE 7 DAYS U ' BEFORE BACKFILLING WALL a a d, d a o — _4_6 ° CONTINUOUS V la a u DRAIN BY OTHERS ° ° a q ° a MATCH VERTICAL a7 ° 4 REINFORCING Qd • o • • 4 A a n /, - FOOTING BOTTOM HORIZONTAL 'TOE' 'HEEL' REINFORCING PER ` SCHEDULE < WIDTH' 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 FOOTING SECTION SCALE: NONE '31- 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:\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 Criteria I [Soil Data I 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 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 Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingllSoil Friction = 0.350 Soil height fc = 2,500 psi Fy = 60,000 psi Vertical component of active g to ignore 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 I Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil 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 I Kae for seismic earth pressure = 0.585 Added seismic base force 194.6 lbs Design Kh = 0.296 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = G.265 • Using Mononobe-Okabe/Seed-Whitman procedure *Design Summary I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft=. 0.00. Overturning = 1.80 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! 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 fb/FB+fa/Fa = 0.245 Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Total Force @ Section lbs= 672.7 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 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= 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:1Users1Public\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 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 1:83 588.2 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: To specify your own Title : 6'-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:1Users\Public1SOFTWAREIRETAIN 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 0 Soil Data Footing Dimensions&Strengths M 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 Soil Density,Toe 110.00 pcf Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingiiSoil Friction = 0.350 Vertical component of active Soil height to ignore fc = 2,500 psi Fy = 60,000 psi forpassivepressure = 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 USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads I Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ` Footing Type Line Load 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 0 Kae for seismic earth pressure = 0.585 Added seismic base force 415.8 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 I Stem Construction r Top Stem -. Stem OK Wall Stability Ratios Design Height Above FtE 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 Spacing = 12.00 ...resultant ecc. = 9.09 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,614 psf OK Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa 0.678 Allowable = 2,000 Total Force @ Section lbs= 1,569.6 psf Moment....Actual ft-#= 3,672.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,659 psf Moment Allowable = 5,412.6 ACI Factored @ Heel = 0 psf Shear Actual psi= 15.0 Footing Shear @ Toe = 11.5 psi OK ShearAllowable 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 Calcs 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 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:SUsers\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 Toe Heel Factored Pressure = 1,659 0 psf - Mu':Upward = 2,576 0 ft-# Mu':Downward = 422 788 ft-# Mu: Design = 2,154 788 ft-# Actual 1-Way Shear = 11.55 11.78 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings 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 Stem= 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 = Stem Weight(s) 580.0 2.33 1,353.3 Earth @ Stem Transitions= Total = 1,333.4 O.T.M = 3,638.1 Footing Weight = 422.9 1.75 740.1 Resisting/Overturning Ratio = 1.66 Key Weight = Vertical Loads used for Soil Pressure= 2,402.4 lbs Vert.Component = 343.7 3.50 1,202.9 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:1Users\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 Criteria 1 Soil Data I Footing Dimensions&Strengths I 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 pct 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 Soil heightfc = 2,500 psi Fy = 60,000 psi Vertical component of active to ignore 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 r 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 = 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 r Kae 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 I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height.Above-Ftcft= 0.00 Overturning = 1.46 Ratio<1.5! Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 3,250 lbs Rebar Spacing = 6.00 ...resultant ecc. = 14.63 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,875 psf OK fb/FB+fa/Fa = 0.867 Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Total Force @ Section lbs= 2,839.4 Soil Pressure Less Than Allowable Moment....Actual ft#= 9,013.5 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 Shear Allowable 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 Calcs 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: 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:\Users1Public\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 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,#5@ 21.25 in,#6@ 30.25 in,#7@ 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 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 = 1,540.4 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 = AxialDead Load on Stem= 400.0 3.58 1,433.3 Load @ Stem Above Soil= Soil Over Toe = 178.8 1.63 290.5 Seismic Earth Load = 719.8 5.00 3,599.0 Surcharge Over Toe = Stem Weight(s) 773.3 3.58 2,771.1 Earth @ 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/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 = 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 1 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 Soil Density,Toe 110.00 pcf Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingilSoil Friction = 0.350 Vertical component of active Soil height to ignore fc = 2,500 psi Fy = 60,000 psi for passive pressure = 0.00 in lateral soil pressure options: Footing Concrete Density = 145.00 pcf 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 Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil 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 i Kae for seismic earth pressure = 0.585 Added seismic base force 1,002.3 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 I Top Stem Stem OK Wall Stability Ratios Design Height Above RE 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 Design Data Soil Pressure @ Toe = 1,849 psf OK fb/FB+fa/Fa = 0.969 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 4,036.3 Allowable = 2,000 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 f! To specify your own Title : 9'-6 seismic Page: special title block here, Job# : Dsgnr: Date: OCT8,2011 use the"Settings"screen Description.... and enter your title block information. - This Wall in File:C:\Users1Public\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 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<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 = 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 = 261.3 2.38 620.5 Seismic Earth Load = 1,002.3 5.90 5,913.3 Surcharge Over Toe = 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 Total= 3,630.0 lbs R.M.= 17,882.5 - Vertical component of active pressure used for soil pressure DESIGNER NOTES: • To specify your own Title : 4'-0"DLS 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:luserslpubliclsoftwarelretain pro calculi Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/supportforlatestrelease Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Criteria I Soil Data 1 Footing Dimensions&Strengths I Retained Height = 3.50 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 = 1.50 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 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 fc = 2,500 psi Fy = 60,000 psi forpassivepressure = 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 USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads I Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 400.0 lbs at Back of Wall = 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 Ftc 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 @ Toe = 1,190 psf OK fb/FB+fa/Fa = 0.154 Soil Pressure @ Heel = 816 psf OK Allowable = 1,500 psf Total Force @ Section lbs 493.8 Soil Pressure Less Than Allowable Moment....Actual ft#= 635.5 ACI Factored @ Toe = 1,547 psf Moment Allowable = 4,119.2 ACI Factored @ Heel = 1,061 psf Shear Actual psi 6.6 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! LAP SPLICE IF ABOVE in= 28.48 Lateral Sliding Force = 454.3 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 /(1l To specify your own Title : 4'-0"4'-0"ALS 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:luserslpubliclsoftware\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 _Footing Design Results 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-4 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:\users\public\software\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 I Soil Data ' Footing Dimensions&Strengths r 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 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 FootingilSoil Friction = 0.350 Vertical component of active Soil height to ignore fc = 2,500 psi Fy = 60,000 psi forpassivepressure = 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 USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads ` Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 400,0 lbs at Back of Wall = 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 1 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc 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 Data Soil Pressure @ Heel = 810 psf OK fb/FB+fa/Fa - 0.538 Total Force @ Section lbs= 1,128.0 Allowable = 1,500 psf Soil Pressure Less Than Allowable Moment....Actual ft#= 2,214.7 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! 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 Ration' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 3,000.0 Fy psi= 60,000.0 `/ 4 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:lusers\publiclsoftwarelretain pro calculi Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.comfsupportfor latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Footing Design Results p 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 ft-# Actual 1-Way Shear = 9.71 5.57 psi 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@ 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 -11 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. = 2,058.2 Footing Weighs = 332.3 1.38 456.9 Resisting/Overturning Ratio = 1.79 Key Weight Vertical Loads used for Soil Pressure= 2,733.5 lbs Vert.Component = 198.7 2.75 546.3 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: special title block here, Job# • Dsgnr: Dafe: JAN"24;2008 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:\users\publiclsoftware\retain pro calculi Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/supportforlatestrelease Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Criteria r I Soil Data r Footing Dimensions &Strengths r 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 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 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 FootingllSoil Friction = 0.350 Vertical component of active Soil height to ignore fc = 2,500 psi Fy = 60,000 psi forpassivepressure = 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 USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads r Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem \ Footing Type Line Load Base Above/Below Soil Axial Dead Load = 300.0 lbs at Back of Wall = 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 1 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.62 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! 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 ACI Factored @ Toe = 1,282 psf Moment Allowable = 7,959.6 AC!Factored @ Heel = 653 psf Shear Actual psi= 26.9 Footing Shear @ Toe = 16.9 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 8.4 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 = 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 To specify your own Title : 8'-0"DLS Page: special title block here, Job# Dsgnr: Date: JAN 24,2008 use the"Settings"screen Description.... and enter your title block information. in File:c:\users\public\software\retain OVERTURNING Force Distance Moment lbs ft Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/supportfor latest release Cantilevered Retaining Wall Design Wall Code:IBC 2006 Registration#:RP-1165895 2007013 [Footing Design Results Toe Heel Factored Pressure = 1,282 653 psf Mu':Upward = 5,060 0 ft-# 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 Heel:Not req'd,Mu<S*Fr Key: No key defined Toe Reinforcing = #4 @ 18.00 in Toe: #4@ 18.75 in,#5@ 28.75 in,#6@ 41.00 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = #4 @ 19.50 in Key Reinforcing = None Spec'd Summary of Overturning &Resisting Forces &Moments RESISTING 300.0 3.33 165.0 773.3 483.3 Force Distance Moment Item ft-# 4,489.3 = 1,540.4 O.T.M. = 4,489.3 lbs ft ft-# Heel Active Pressure = 1,540.4 2.91 Soil Over Heel = 275.0 3.83 1,054.2 63.9 1,000.0 247.5 2,577.8 966.7 1,375.8 Toe Active Pressure = D.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 16.7 3.83 Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @Stem Transitions= Footing Weight Key Weight Added Lateral Load = Load @ Stem Above Soil = = 1.50_ 3.33 2.00 4.00 Total _ Resisting/Overturning Ratio = 1.62 - Vertical Loads used for Soil Pressure= 3,265:3 lbs Vim-Component = 343.9 Vertical component of active pressure used for soil pressure Total= 2,357.3 lbs R.M.= 7,285.8 DESIGNER NOTES: pro calculi V 1� 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\retain pro calcul< 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 r Footing Dimensions &Strengths Retained Height = 8.50 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 = 1.50 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 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 FootingilSoil 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 pcf 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 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 = 300.0 lbs at Back of Wall = 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 r Top Stem Stem OK Wall Stability Ratios Design Height Above RE ft= 0.00 Overturning = 1.72 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! 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 Design Data Soil Pressure @ Toe = 1,374 psf OK fb/FB+fa/Fa = 0.946 Soil Pressure @ Heel = 421 psf OK Total Force @ Section lbs= 2,559.3 Allowable = 1,500 psf Moment....Actual ft-#= 7,601.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,597 psf Moment Allowable = 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 Calcs 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= y 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: AUG3,2011 use the"Settings"screen Description.... and enter your title block information. This Wall in File:c:\users\publiclsoftware\retain pro calcul 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 = 1,597 489 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 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 @ 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 Weight' = 543.8 2.25 1,223.4 Resisting/Overturning Ratio = 1.72 Key Weight = Vertical Loads used for Soil Pressure= 4,039.0 lbs Veil.Component = 431.4 4.50 1,941.5 Vertical component of active pressure used for soil pressure Total= 3,131.0 lbs R.M.= 10,664.2 DESIGNER NOTES: 4 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, F'C = 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" J-TYPE BOLT,EMBED 7" AllMIN.INTO STEM WALL ° 1 I ►7L-.-ii1 4"SLAB(WALKWAY), 411 OMIT AT SIM. II, b ° 4 a °a4 • FREE-DRAINING 2"CLR. MATERIAL(COMPACTED 1 BACKFILL,3/4"MINUS IN __-----/V------ 8"LINTS) WALL HORIZONTAL AND VERTICAL W • REINFORCING PER SCHEDULE ABOVE U , ° (VERTICAL BAR WITH STD.HOOK) • a. (n 'Z CONTINUOUS DRAIN BY REINFORCING TO MATCH a, 1 OTHERS VERT.REINFORCING ° ° HEEL TOP REINFORCING ° PER SCHEDULE a HEEL TOP HORIZONTAL cn I I =I ° • REINFORCING PER SCHEDULE - 6.41117.1:. ° , , Qi ° a a 4 • • • r U U 4 4 4 ° Q = ° sr a a 2 d ° Lo y, TOE BOTTOM HOR. FOOTING TO SIT ON REINFORCING PER COMPACTED 3/4"+/-GRAVEL SCHEDULE 'TOE' 'HEEL' C >< 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 @ 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 @ 1'-0"O.C. #4 @ 1'-0"O.C. #4 @ 1'-6"O.C. #4 @ 1'-0"O.C. • 0 OOTING SECTION SCALE: NONE To specify your own Title : 4'-0" Page: special title block here, s, Job# : Dsgnr: RJT Date: JAN 17,2008 use the"Settings"screen .`r2 `�" Description.... and enter your title block 4'-0"TYPICAL information. D Lf G A-g This Wall in File:C:1Users\Public\RETAIN PRO CALCULATI, Retain Pro 2007,16-Apr-2008,(c)1989-2008 • www.retalnpro.comlsupportfor latest release Cantilevered RetainingWall Di Registration#:RP-1165895 2007013 Design Code: IBC 2006 Criteria 1 Soil Data r Footing Dimensions&Strengths I 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 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 psf Footingi�Soil Friction = 0.350 Key Distance from Toe = 0.00 ft Vertical component of active Soil height to ignore fc = 2,500 psi Fy = 6,000 psi lateral soil pressure options: for passive pressure = 0.00 in Footing Concrete Density = 145.00 pd 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 11 Lateral Load Applied to Stem 0 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 i 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 Earth Pressure Seismic Load ` Kae for seismic earth pressure = 0.563 Added seismic base force 179.2 lbs Ka for static earth pressure = 0.319 Design Kh = 0.280 g a �L^,Dij. Lr6 .T e� g Difference: Kae-Ka = 0.244 / J Using Mononobe-Okabe/Seed-Whitman procedure • *Design Summary ,Stem Construction 0 Top Stem s��- 1617 -�h-� Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 k•-- Overturning = 2.99 OK Wall Material Above"Ht = Concrete 4 r .% /2,5" Sliding = 1.17 Ratio<1.5! Thickness = 8.00 t-t o Rebar Size = # 4 �/�fl� Total Bearing Load = 2,002 lbs Rebar Spacing = 16.00 t�rra5 V 17:4 9 vi ...resultant ecc. = 4.41 in Rebar Placed at = Edge Soil Pressure @ Toe = 964 psf OK Design Data/FB+fa/Fa = 0.283 A Soil Pressure©Heel = 208 psf OK Allowable = 1,500 psf Total Force @ Section lbs= 760.3 Soil Pressure Less Than Allowable Moment....Actual ft#= 1,159.5 ACI Factored @ Toe = 1,067 psf Moment.....Allowable = 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= :i 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 fcpsi= 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 = 1,067 230 psf - Mu':Upward = 225 0 ft-# Mu':Downward = 47 0 ft-# Mu: Design = 178 1,159ft-# Actual 1-Way Shear = 0.00 16.20 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 = 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 Vertical component of active pressure used for soil pressure Total= 2,002.0 lbs R.M.= 4,033.9 DESIGNER NOTES: To specify your own Title : 6'-0" Page: special title block here, Job# : Dsgnr: Date: JAN 17,2008 use the"Settings"screen Description.... a and enter your title block information. This Wall in File:C:1Users\Public1RETAlN PRO CALCULATI, Retain Pro 2007,16-Apr-2008,(c)1989-2008 N www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Criteria 9 LSoil Data 9Footing Dimensions&Strengths 9 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 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 pdKey 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 FootingiiSoil Friction = 0.350 Vertical component of active Soil height to ignore Pc = 2,500 psi Fy = 60,000 psi lateral soil pressure options: for passive pressure = 0.00 in Footing Concrete Density = 145.00 pcf 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 9 Lateral Load Applied to Stem 9 Adjacent Footing Load 9 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 11 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 = 0.563 Added seismic base force 382.8 lbs -' Ka Ka for static earth pressure = 0.319 Design Kh = 0.280 g Difference: Kae-Ka = 0.244 Using Mononobe-Okabe/Seed-Whitman procedure • *Design Summary 9 _Stem Construction 9 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.65 OK Wall Material Above"Ht" = Concrete Sliding = 1.17 Ratio<1.51 Thickness = 8.00 1 A u K- Rebar Size = # 4 Total Bearing Load = 4,334 lbs Rebar Spacing = 12.00 ...resultant ecc. = 4.59 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,117 psf OK fb/FB+fa/Fa = 0.738 Soil Pressure @ Heel = 459 psf OK Allowable = 1,500 psf Total Force @ Section lbs= 1,694.6 Soil Pressure Less Than Allowable Moment....Actual ft#= 3,996.5 ACI Factored @ Toe = 1,237 psf Moment 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 @ Heel = 39.3 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 = 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 Masonry Datafm psi- Added Force Req'd = 0.0 lbs OK 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 t'c psi= 2,500.0 Fy psi= 60,000.0 kJ `r 0 To specify your own Title : 6'-0" Page: 4 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:\Users\Public\RETAIN PRO CALCULATI' Retain Pro 2007,16-Apr-2008,(c)1989-2008 Y www.retainpro.com/supportfor latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Footing Design Results Toe Heel Factored Pressure = 1,237 509 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©48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,032.5 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 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 Weighs = 664.6 2.75 1,827.6 Resisting/Overturning Ratio = 3.65 Key Weight = Vertical Loads used for Soil Pressure= 4,334.3 lbs Vert.Component = 332.2 5.50 1,827.1 Total= 4,334.3 lbs R.M.= 14,139.5 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 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:1Users\Public\RETAIN 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-1165895 2007013 Criteria 1 Soil Data 1 Footing Dimensions&Strengths I 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 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 psf FootingliSoil Friction = 0.350 Key Distance from Toe = 0.00 ft Vertical component of active Soil height to ignore fc = 2,500 psi Fy = 6,000 psi forpassivepressure = 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 USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads r Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 100.0 psf Lateral Load = 0.0 it/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning L Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem II 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 I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 4.32 OK Wall Material Above"Ht" = Concrete Sliding = 1.52 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 1,939 lbs Rebar Spacing = 16.00 ...resultant ecc. = 2.33 in Rebar Placed at = Edge Design Data Soil Pressure©Toe = 761 psf OK fb/FB+fa/Fa = 0.198 Soil Pressure @ Heel = 374 psf OK 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,D99.3 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 Dales (Vertical Component Used) LAP SPLICE IF ABOVE in= 31.20 Lateral Sliding Force = 533.1 lbs LAP 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 M m my Data psi= Added Force Req'd = 0.0 lbs OK Fs psi= - ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ration' = Dead Load 1.200 Short Term Factor = - Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 r 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!supportfor 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 ft-# 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 @ 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 t 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 Total= 1,939.5 lbs R.M.= 3,820.4 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 4 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: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 Criteria r Soil Data r Footing Dimensions&Strengths I l l 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 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 FootingliSoil Friction = 0.350 to ignore fc = 2,500 psi Fy = 60,000 psi Vertical component of active Soil heightFooting Concrete Density = 145.00 pct 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 r 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 IStem Construction ' Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc 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 Soil Pressure @ Toe = 877 psf OK Design Data Total Soil Pressure @ Heel = 651 psf OK /FB+fa/Fa = o.8.0 Allowable = 1,500 Total Force @ Section lbs1,288.0 psf Moment....Actual ft-#= 2,654.7 Soil Pressure Less Than Allowable 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 Allowable 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 Calcs (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 Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ration' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = 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:\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 = 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,#6©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 ft-# lbs ft ft4 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 1.33 773.3 Earth @ Stem Transitions= Total = 1,032.5 O.T.M. = 2,422.9 Footing Weighl = 664.6 2.75 1,827.6 ResistinglOvertuming Ratio = 5.53 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: z 0 W > I � W SLAB (THICKNESS PER aI ... I W 1° ARCHITECTURAL DRAWINGS) WITH 6X6 -W1.4 X W1.4 WIRE MESH, < II 8" H MIN. 6" LAP SPLICE 7 a 1417 II ° a 00 II31 A A--- E-, • I I• • Z I QW 4 HOLD-DOWN PER SHEAR WALL ° I SCHEDULE Lw I1 d ° II w • W a az.i a (3)-#4 CONTINUOUS BAR AT TOP AND BOTTOM OF r FOOTING (EXTEND REBAR U AROUND CORNERS MIN. 5'-0") 2'-0" NOTE: 1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 2. DRIVEWAY SURFACE NOT SHOWN. FOOTING SECTION SCALE: 1" = 1'-0" L9 EXTERIOR SHEAR WALL SHEATHING AND NAILING 2X STUD WALL PER SHEAR WALL PLAN P.T. SILL PLATE WITH 1/2" J-TYPE BOLT, EMBED 7" MIN. INTO STEM WALL (1) - #4 VERTICAL BAR @24" O.C. WITH 6" I A xE HOOK AT EACH END 8' p U _ O a • A OQ' z 4" SLAB PER a z ARCH. PLANS a n V (2)-#5 CONTINUOUS BAR AT 4, A BOTTOM OF FOOTING (2)-#4 ap BAR AT TOP OF STEM WALL V a (EXTEND REBAR AROUND - CORNERS MIN. 5'-0") U 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" 8d NAILS @ 6" O.C., TYPICAL ROOF SHEATHING TYP. ENTIRE AND NAILING LENGTH OF TRUSS F, NOTE: TRUSS TO TRAN MANUFACTURED SFER TRUSS BY OTHERS HORIZONTAL LOAD OF 3375# FROM TOP CHORD TO BOTTOM CHORD, OR EXTEND THE SHEAR WALL SHEATHING AND NAILING TO TOP CHORD SIMPSON 'L50' CLIP @ 1'-0" O.C, OF TRUSS TYP. ENTIRE LENGTH OF SHEAR WALL (IF SHEAR WALL I IS EXTENDED TO ROOF SHEATHING, CLIPS NOT ASHEAR WALL SHEATHING AND REQUIRED) r NAILING PER PLAN DOUBLE TOP PLATE I WALL SECTION SCALE: 1" = 1'-0" A W • CO O C4 0 TYPICAL EXTERIOR Z SHEATHING AND NAILING O p � w w SIMPSON 'MSTC28' eirdlill'- ®�� STRAP, FILL ALL HOLES END OF •ItW/- •°• Araiw�� ii x SHEAR . • �/-�®/A d WALL • �� / '4 PANEL 4° '°' /*,.,- � I I BEAM PER ARCHITECTURAL PLAN, CONTINUE BEAM TO V e END OF SHEAR WALL PANEL J7PAIvrSIMPSON LTP5 (2) ON FRONT SIDE •°• (2) ON THE OTHER ((4) TOTAL) • • 4X6 DFL-#2 NAILER o SHEAR WALL SHEATHING AND NAILING PER PLAN, TYP. X � / /� EACH FACE OF STUD 06X POST PER PLAN AND SHEAR • ZD Co 1 / _..1 WALL SCHEDULE / SILL PLATE PER SHEAR „Li / WALL SCHEDULE Fr= } % v - SILL BOLTS PER SHEAR I I WALL SCHEDULES, COUNTERSINK HEAD AND o I I I I I I I I I WASHER INTO 3X MEMBER II IL 1� _ I II II . • • 6 SHEAR WALL PLAN VIEW S2 CSCALE: NONE , FLOOR JOIST AND SIMPSON CLIP PER SHEAR SHEATHING PER PLAN WALL SCHEDULE . 1 51 ril i SHEAR WALL SHEATHING III AND NAILING PER PLAN 2X WALL STUDS PER PLAN PERPENDICULAR 0 WALL SECTION SCALE: NONE BOLTED HOLDOWN HOLDOWN PER PLAN, TYP. AT EACH END OF \----7---NI--------_. SHEAR WALL 6X6 DFL-#2 GARAGE DOOR } ,l,-' r-b1114 _Y SHEAR WALL SHEATHING AND NAILING PER SHEAR 7„ WALL PLAN, TYP. BOTH FACES OF STUD 1'-10%2" FOOTING SECTION SCALE: 1" = 1'-0" k C4 > 0 SHEAR WALL / / I SHEATHING AND NAILING (2) 2X VERTICAL MEMBERS Ay 4011,9#".." BEAM PER ---44wirirempr ARCHITECTURAL / PLAN / 2X6 BLOCKING SIMPSON 'MSTC28' STRAP 8 SHEAR WALL ELEVATION S2 SCALE: 1" = 1'-0" r i 8d @ 3" O.C., TYP. ENTIRE LENGTH OF WALL 2X BLOCKING (2) 16d NAILS, TYP. AT TYP. ROOF SHEATHING \, \ EACH STUD AND NAILING N ��i 11 •-i / MONO TRUSSES \ , O PER PLAN -----� 0' ) 2X WALL STUDS N / -000 00' °°' O/ I SHEAR WALL SHEATHING AND \ NAILING PER PLAN— , j `� I - 16d NAILS @ 6" O.C., „[ I \ TYP. ENTIRE LENGTH OF BEAM /1 \ 2X BLOCKING ---, 1 v_ ND �\ (2) 16d NAILS11 @ 8" 0/C N AL } \- --- -- Mill _ \. HOLDOWN STRAP \ / PER PLAN // ?AL NOTE: THIS DETAIL IS FOR LATERAL TRANSFER ONLY, VERTICAL CONNECTIONS BY OTHERS. ( 9 WALL SECTION - L �S2 SCALE: 1" = 1'-0" 55 S r HOLDOWN PER PLAN 16d NAILS @ 4" 0/C 2X STUDS SILL PLATE NAILING FLOOR SHEATHING PER SHEAR WALL AND NAILING SCHEDULE BEAM PER PLAN 10 WALL SECTION S2 SCALE: 1" = 1'-0" T,, 9e