Loading...
Specifications (11) AA, 51-1-r)iS - cc.)( !�J 7 -750 Ls) rlA,--arL, URNER RECEIVED ENGINEERING D DESIGN JUL 30 203 CITYOFTIGAAU BUILDING DIVISION LATERAL CALCULATIONS FOR TROXEL #1337 TIGARD, OREGON by RICHARD J. TURNER, P.E. DATE: 05/30/13 JOB NUMBER: R13165 ''0.�,��pp PRO% ��NGINFF`Si_ 589, •' t� OREGON "S>C,y k 5,le 41 qAD J. ' EXP.DATE: 06-30-14 3131 SW Orchard Place,Gresham, OR 97080 • Office:(503)665-1143 • Cell:(503)970-8807 • Email:rj.turner@comcast.net r r INDEX OF CALCULATIONS: PAGES DATE: 05/30/13 SHEAR WALL PLANS: 1 TO 3 SEISMIC LOADS: 4 TO 5 WIIND LOADS: 6 TO 7 WALL DISTRIBUTION: 8 TO 9 FOOTING DESIGN: 10 RETAINING WALL ANALYSIS AND DESIGN: 11 TO 44 DETAILS: 45 TO 51 ( 11 O MIN. WY MT A AELIAM A S 0 �� MIN.2'-6" .- I ODTRUSS TO MIN.S'-11 WALL m® SECTION X 121r X . i t•• z ii io o . I. 1 N . @,/,. D; .. 01 1101 All • 0 �, .........„.....................m..• MIN•13�_4, � ' x ® m ..■ iii WALL ELEVATIONW ° r1 ABOVE DOUBLE TOP PLATE TRUSS TO WALL TRUSS TO WALL SECTION F. �_ - SECTION,OP. © ��'.ILINII 111 VW 11 ,� H 2 t PLAN m �� MI v O Illi, '- MIN.4'.O.❖:..... .....❖:MIN.4,_0�� L° N.1'-10Y2" � ••IN.F-10Y2" ® v ® v v v WALL7 ELEVATION,TYP. (-{ EACH END OF - GARAGE DOOR F1 F2 F3 F4 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. I— P C/) _ MIDI.4'-6" L SIMPSON MHOEDOO WN ® 46 PER 5/S2 MIN.2'-6" ' _uoocbooa I 0 MIN.10'-8" — © \ z My O SE0CTION 3' j= x (S) .....--- o M fr S PONY p [LK:WALL I Z 2 OCP ant N - O ta 1 F F3 4 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. El III S ,�v /v 3) 0 ® ac 9 b $� I I da, 6+ III I I � � I I4 � I' • 11 GI "J, "l 1 1 I I Kms___ =: 1-1H i II —rT I -0 D Ci_ 1 '� 0 0 la (D- :I I I ' __ _ CI Cr C I ...t- !ilk I — ii!!, I 11 0 . }� `r /SIII I RET.WALL SECTION M • •r I I �'�O RET.WALLO , I SECTION 'S.. q .; �y I --- el MI I i J •11 L_ J 1 .. I I I r -I 1/ i' L ,y I I/rN td�' '''� 1 I 1: I 1 • © 1 :I I I V 1 1 1 1� 1 � �I ® .:fd rrt �, X11 L J �L6 �<0 4 0 0� OC4 dC4 �/1' �/� ECl. "i "� 4v 4v F1 F2 F3 F4 B, PARTIAL FOUNDATION PLAN FOUNDATION NOTES 1. REFER TO MAIN FLOOR SHEAR WALL PLAN FOR HOLDOWN SIZE. 2. THIS DRAWING IS FOR LATERAL INFORMATION ONLY,REFER TO ARCHITECTURAL PLANS FOR ALL OTHER INFORMATION ' R13165 TROXEL 1337 LAD 05 29 13 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: 28.000 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 Sdl: 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: 0.243 EQ. 12.8-7 0.800 44; SEISMIC DESIGN 0.700 I. 1 CATEGORY(.1 SEC): D TABLE 11.6-1 SEISMIC DESIGN 0.600 CATEGORY(1 SEC): D TABLE 11.6-2 0.500 R: 6.5 TABLE 12.2-1 S2: 3.0 TABLE 12.2-1 0.400 SIMPLIFIED 0.300 ♦ '"ir*• FORCE (V): 0.1355 W 0.200 Cs: 0.113 W(EQ. 12.8-2) 0.100 Cs(MAX): 0.169 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 ♦Seriesl EQ. LATERAL FORCE (V): 0.113 W PAGE 4 ' R13165 TROXEL 1337 LAD 05 29 13 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 UPPER 945 473 2575 0 0.290 1.00 1 MAIN 1890 945 1255 0 0.290 1.00 1 BASE SHEAR . HT W WiHi^k TOTAL W V V*.7 SUM'V' UPPER 20.0 43658 873150 43658 6426 4498 4498 12.8-11,12.8-12 MAIN 10.0 38065 380650 81723 2801 1961 6459 12.8-11,12.8-12 81722.5 1253800 9228 6459 V(LBF): 9228 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V*.7(LBF): 6459 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 UPPER 945 473 2575 0 0.375 1.00 1 MAIN 1890 945 1255 0 0.375 1.00 1 BASE SHEAR HT W WiHi^2 TOTAL W V V*.7 SUM'V' UPPER 20.0 43658 873150 43658 6426 4498 4498 12.8-11,12.8-12 MAIN 10.0 38065 380650 81723 2801 1961 6459 12.8-11,12.8-12_ 81722.5 1253800 9228 6459 V(LBF): 9228 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V*.7(LBF): 6459 2.4.1 ASD(L.C.5,8) PAGE 5 R13165 TROXEL 1337 LAD 05 29 13 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): 50.0 I: 1 15-20 WIDTH(TRANSVERSE, FT): 53.5 Kh: 0.7 0.7 ROOF MEAN HEIGHT(FT): 23.750 Kzt: 1 TOTAL ROOF HEIGHT (FT): 28.000 Kd: 0.85 GABLE(Y/N): V: 94.5 ROOF PITCH: 6 qh: 13.60 THETA: 26.57 0.447 0.894 2a(FT): 10 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 0.54969515 5.03 9.93 2 -0.0991454 -3.80 1.10 3 -0.4471747 -8.53 -3.63 2.12 2.12 4.73 4 -0.3906097 -7.76 -2.86 12.79 12.79 5 -0.45 -8.57 -3.67 6 -0.45 -8.57 -3.67 1E 0.72778444 7.45 12.35 2E -0.1902831 -5.04 -0.14 3E -0.5849592 -10.41 -5.51 2.40 2.40 5.37 4E -0.5349592 -9.73 -4.83 17.18 17.18 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 UPPER 30-40 0.00 0.00 12.79 0.00 17.18 0 UPPER 25-30 3.00 125.00 12.79 30.00 17.18 2114 UPPER 20-25 5.00 210.00 12.79 50.00 17.18 3545 UPPER 15-20 5.00 204.00 12.79 50.00 17.18 3468 9127 MAIN 0-15 10.00 425.00 12.79 100.00 17.18 7154 7154 1194.00 TOTAL BASE SHEAR R: 16281 PAGE ii • R13165 TROXEL 1337 LAD 05 29 13 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): 50.0 I: 1 15-20 WIDTH(TRANSVERSE, FT): 53.5 Kh: 0.7 0.7 ROOF MEAN HEIGHT: 23.8 Kzt: 1 TOTAL ROOF HEIGHT (FT): 28.0 Kd: 0.85 GABLE(Y/N): V: 94.5 ROOF PITCH: 6 qh: 13.60 THETA: 26.57 0.447 0.894 2a: 10 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 0.54969515 5.03 9.93 2 -0.0991454 -3.80 1.10 3 -0.4471747 -8.53 -3.63 2.12 2.12 4.73 4 -0.3906097 -7.76 -2.86 12.79 12.79 5 -0.45 -8.57 -3.67 6 -0.45 -8.57 -3.67 1E 0.72778444 7.45 12.35 2E -0.1902831 -5.04 -0.14 3E -0.5849592 -10.41 -5.51 2.40 2.40 5.37 4E -0.5349592 -9.73 -4.83 17.18 17.18 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 UPPER 30-40 0.00 0.00 12.79 0.00 17.18 0 UPPER 25-30 3.00 13.00 12.79 5.00 17.18 252 UPPER 20-25 5.00 184.00 12.79 50.00 17.18 3212 UPPER 15-20 5.00 224.00 12.79 50.00 17.18 3724 7188 MAIN 0-15 10.00 77.00 12.79 100.00 17.18 2703 2703 703.00 TOTAL BASE SHEAR R: 9891 PAGE • R13165 TROXEL 1337 LAD 05 29 13 WALL DISTRIBUTION SHEET 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) 0.3 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.17 Fl 39.00 750 19 0 1521 39 39 TSN 351 2340 -1989 NO 0.33 F2 11.50 1499 130 0.3 3042 265 265 D4 2381 690 1691 HDU2(2)2X 0.33 F3 14.00 1499 107 0.2 3042 217 217 TSN 1956 840 1116 HDU2(2)2X 0.17 F4 24.67 750 30 0.1 1521 62 62 TSN 555 1480 -925 NO 1.00 4498 9127 DIRECTION: FRONT-TO-REAR WALL HEIGHT: 9 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) 0.2 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.5 Fl 39.00 1730 44 0.1 5098 131 131 TSN 1176 3510 -4323 NO 0 F2 11.50 1499 130 0.2 3042 265 265 FDN. 0 0 1691 HDU2(2)2X 0 F3 14.00 1499 107 0.2 3042 217 217 FDN. 0 0 1116 HDU2(2)2X ' 0.5 F4 26.67 1730 65 0.1 5098 191 191 TSN 1721 2400 -1604 NO 1.00 6459 16281 PAGE Li ' R13165 TROXEL 1337 LAD 05 29 13 WALL DISTRIBUTION SHEET CONTINUED 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) 0.4 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.08 S1 3.75 359 96 0.1 574 153 153 TSN 1376 338 1039 HDU2(2)2X 0.17 S2 8.00 766 96 0.2 1224 153 153 TSN 1376 720 656 HDU2(2)2X 0.5 S3 13.33 2249 169 0.4 3594 270 270 D4 2427 1200 1227 HDU2(2)2X 0.12 S4 6.00 540 90 0.1 863 144 144 TSN 1294 540 754 MSTC28 0.05 S5 2.50 225 90 0.1 359 144 144 TSN 1294 225 1069 MSTC28 0.08 S6 4.00 360 90 0.1 575 144 144 TSN 1294 360 934 MSTC28 1.00 4498 7188 DIRECTION: SIDE TO SIDE WALL HEIGHT: 9 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) 0.4 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) - 0 51 3.75 359 96 0.1 574 153 153 -- 0 0 1039 HDU2(2)2X 0 S2 8.00 766 96 0.1 1224 153 153 -- 0 0 656 HDU2(2)2X 0.5 S3 13.33 3230 242 0.4 4945 371 371 -- 0 0 1227 HDU2(2)2X 0.3 S4 10.67 1132 106 0.2 1678 157 157 TSN 1416 1160 1010 HDU2(2)2X 0.07 S5 2.50 364 145 0.1 551 220 220 TSN 1982 915 2136 HDU2(2)2X 0.13 S6 4.50 610 135 0.1 919 204 204 TSN 1839 975 1797 HDU2(2)2X 6459 9891 PAGE \ ' R13165 TROXEL 1337 LAD 05 29 13 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 -4323 7 15 18 39 0 259 0.000 0.000 NONE F2 1691 7 15 18 11.5 5 259 0.160 0.072 NONE F3 1116 7 15 18 14 9 259 0.270 0.122 NONE F4 -1604 7 15 18 26.666 0 259 0.000 0.000 NONE :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.) (FT.-LB.) PLF (INA2) S1 1039 7 15 18 3.75 6 259 0.172 0.078 NONE S2 656 7 15 18 8 13 259 0.387 0.175 NONE S3 1227 7 15 18 13.33 7 259 0.222 0.101 1-#4 BAR (2-C--: v-A-c..L S4 1010 7 15 18 10.666 10 259 0.284 0.129 NONE S5 2136 7 15 18 2.5 4 259 0.132 0.060 NONE 4-t 7 S6 1797 7 15 18 4.5 4 259 0.114 0.052 NONE PAGE k NOTE: 1. ASSUMPTIONS: 2. CONCRETE FOUNDATION WALL DESIGNED TO MAX DESIGN PRESSURE= 40 PSF CARRY SOIL LOAD ONLY. MAX SURCHARGE LOAD= 100 PSF 3. COMPACTED BACKFILL TO BE INSTALLED BEFORE ALLOWABLE SOIL BEARING PRESSURE= 1500 PSF 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,GRADE 60, F'C = 2500 PSI AT 28 DAY STRENGTH,5"SLUMP. DEFORMED BARS(MIN.LAP SPLICE 40 BAR DIAM.). Fy(STEEL) 60 KSI SOIL WEIGHT = 110 PCF FLOOR PER PLAN,PONY • WALL AT SIM. I P.T.SILL PLATE WITH Y2" J-TYPE BOLT,EMBED 7" MIN.INTO STEM WALL , Mil ►�1 1n a , d 0 FREE-DRAINING MATERIAL - 2" CLR. (COMPACTED BACKFILL,3/a" MINUS IN 8"LIFTS) WALL HORIZONTAL AND VERTICAL H cREINFORCING PER SCHEDULE ABOVE U �� ° (VERTICAL BAR WITH STD.HOOK) a r a a , °L CONTINUOUS DRAIN BY REINFORCING TO MATCH G OTHERS VERT.REINFORCING ,_ - ° HEEL TOP REINFORCING n • .' ...:' PER SCHEDULE aHEEL TOP HORIZONTAL A I % ..' • REINFORCING PER SCHEDULE W W ° y • 4 G ° d Q CO ° d ° TOE BOTTOM HOR. FOOTING TO SIT ON REINFORCING PER COMPACTED 3%+/-GRAVEL SCHEDULE 1 'TOE' -- 'HEEL' RETAINING WALL/FOOTING SCHEDULE WALL REINFORCEMENT FOOTING REINFORCEMENT _ HEIGHT 't' TOE HEEL DEPTH 'D'SOIL WALL VERT.REINF. WALL HOR.REINF. HEEL TOP HORIZ. HEEL TOP TOE BTM.HORIZ. #4 @ 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. #4 @ 0'-6"O.C. #4 @ 1'-0"O.C. #4 @ 1'-0"O.C. V4 @ 0'-10"O.0 #4 @ 1'-0"O.C. 10'-0" 8" 3'-0" 7'-0" 1'-2" 0'-6" #5 @ 0'-4"O.C. #4 @ 1'-0"O.C. #4 @ 1'-0"O.C. #4 @ 0'-8"O.C. #4 @ 1'-0"O.C. 0 FOOTING SECTION SCALE: NONE \ 1 To specify your own Title : 4'-0" Page: special title block here, ..• Job# • Dsgnr: RJT Date: JAN 17,2008 - use the"Settings"screen 5.&4?/-4-•�' Description.... and enter your title block4'-0"TYPICAL information. 5LrG, A.cj,(,v. This Wall in File:C:\Users\Public\RETAIN PRO CALCULATIt 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 1Soil 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 FootingllSoil Friction = 0.350 Key Distance from Toe 0.00 ft Vertical component of active Soil height to ignore Footing 2,500 psi Fy = 6,0005. 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 = 100.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs i Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 1 Footing Type Line Load Axial Dead Load = 0.0 lbs Base Above/Below Soil 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 179.2 lbs Design Kh = 0.280 g Ka for static earth pressure 0.319 fy,ON .ze - tp &P-I Difference: Kae-Ka = 0.244 /�� Using Mononobe-Okabe/Seed-Whitman procedure *Design Summary _Stem Construction 0 Top Stem SES- �' �'�'�� ! Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 //," _ ��5/2,5- Overturning = 2.99 OK Wall Material Above"Ht" = Concrete s Sliding = 1.17 Ratio<1.5l Thickness = 8.00 (-t rr(eC Rebar Size = # 4 ^ � ,vi iAZ, Total Bearing Load = 2,002 lbs Rebar Spacing = 16.00 0495 "7'' (,j ...resultant ecc. = 4.41 in Rebar Placed at = Edge Soil Pressure @ Toe = 964 psf OK fb/FBDesign Data = t. / i 7-- Soil Soil Pressure @ Heel = 208 psf OK Total +fa/Fa0.0.3 tp 1,500 Total Force @ Section lbs 760.3 � Allowable = psf Moment....Actual ft-#= 1,159.5 Soil Pressure Less Than Allowable 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= 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,-1 1.600 Masonry Block Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data - Pc psi= 2,500.0 Fy psi= 60,000.0 \ r1/ 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.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 L Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 533.1 1.66 883.9 Soil Over Heel = 802.1 2.37 1,904.4 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 208.3 2.37 494.7 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil= Soil Over Toe = 36.6 0.33 12.2 Seismic Earth Load = 179.2 2.60 466.0 Surcharge Over Toe = Stem Weight(s) = 386.7 1.00 386.4 Earth @ Stem Transitions= Total = 712.3 O.T.M. = 1,349.8 Footing Weight = 412.8 1.71 705.0 Resisting/Overturning Ratio = 2.99 Key Weight = Vertical Loads used for Soil Pressure= 2,002.0 lbs Vert Component = 155.5 3.42 531.2 Total= 2,002.0 lbs R.M.= 4,033.9 - Vertical component of active pressure used for soil pressure DESIGNER NOTES: 17 • 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\Public1RETAlN PRO CALCULATI Retain Pro 2007,16-Apr-20D8,(c)1989-2008 - www.retainpro.com/supportforlatestrelease Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Criteria 1 Soil Data 111 Footing Dimensions&Strengths r 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 FootingiiSoil 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 Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 100.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem \ Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load ` Kae for seismic earth pressure = 0.563 Added seismic base force 382.8 lbs Ka for static earth pressure = 0.319 Design Kh = 0.280 g \ Difference: Kae-Ka = 0.244 Using Mononobe-Okabe/Seed-Whitman procedure *Design Summary 0Stem Construction 1 Top Stem -i Stem OK Wall Stability Ratios Design Height Above Ftp. ft= 0.00 Overturning = 3.65 OK Wall Material Above"Ht' = Concrete Sliding = 1.17 Ratio<1.5! 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 Soil Pressure @ Toe = 1,117 psf OK Design Data Soil Pressure @ Heel = 459 psf OK fb>FB+fa/Fa = 0.738 Total Force©Section lbs= 1,694.6 Allowable = 1,500 psf Moment....Actual ft-#= 3,996.5 Soil Pressure Less Than Allowable 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 Calks (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 Data -- fm 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 fc psi= 2,500.0 Fy psi= 60,000.0 16< 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 /supportfor latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 Footing Design Resultsill - 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 i 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 Weight = 664.6 2.75 1,827.6 Resisting/Overturning Ratio = 3.85 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: ,5 • To specify your own Title : 8°-0" Page: • special title block here, Job# : Dsgnr: Date: JAN 24,2608 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,(o)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 1 Retained Height = 7.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.50 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 6.00 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 7.50 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 12.00 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 fc = 2,500psi Vertical component of active Soil height to ignore Fy = 1645.00 psi forpassivepressure = 0.00 in Footing Concrete Density = 0.0000 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 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 L Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ■ Footing Type Line Load i 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 0 Kae for seismic earth pressure = 0.563 Added seismic base force 689.6 lbs Ka for static earth pressure = 0.319 �esign Kh = 0.280 g Difference: Kee-Ka = 0.244 Using Mononobe-Okabe/Seed-Whitman procedure - *Design Summary I Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.80 OK Wall Material Above"I-It" = Concrete Sliding = 1.14 Ratio<1.5! Thickness = 8.00 ✓` to K Rebar Size = # 4 Total Bearing Load = 7,475 lbs Rebar Spacing = 6.00 ...resultant ecc. = 4.92 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,324 psf OK fb/FB+fa/Fa = 0.917 Soil Pressure @ Heel = 670 psf OK Total Force @ Section lbs= 2,992.5 Allowable = 1,500 psf Moment....Actual ft-#= 9,538.9 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,461 psf Moment Allowable = 10,400.4 ACI Factored @ Heel = 739 psf Shear Actual psi= 29.8 Footing Shear @ Toe = 4.6 psi OK ShearAllowable psi= 75.0 Footing Shear @ Heel = 58.1 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 = 2,443.6 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 168.8 lbs HOOK EMBED INTO FTG in= 7.65 less 100%Friction Force = - 2,616.3 lbss 1f00%PData psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 880.5 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 f c psi= 2,500.0 Fy 1 psi= 60,000.0 \Le To specify your own Title : 8'-O" 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/support for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 Footing Design Results Toe Heel Factored Pressure = 1,461 739 psf Mu': Upward = 1,590 0 ft-# Mu':Downward = 270 0 ft-# Mu: Design = 1,320 9,539ft-# Actual 1-Way Shear = 4.61 58.11 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©19.50 in Heel:#4@ 9.75 in,#5@ 15.00 in,#6@ 21.25 in,#7©29.00 in,#8@ 38.00 in,#9©48 Key Reinforcing = None Spec'd Key: No key defined _Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,754.1 3.08 5,407.8 Soil Over Heel = 4,400.0 4.83 21,266.7 Toe Active Pressure = 0.50 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 533.3 4.83 2,577.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stern= 0.00 Load @ Stern Above Soil= Soil Over Toe = 82.5 0.75 61.9 Seismic Earth Load = 689.6 5.10 3,516.7 Surcharge Over Toe = Stem Weight(s) = 773.3 1.83 1,417.8 Earth @ Stem Transitions= Total = 2,443.6 O.T.M. = 8,924.5 Footing Weight = 1,087.5 3.75 4,078.1 Resisting/Overturning Ratio = 3.80 Key Weight = Vertical Loads used for Soil Pressure= 7,475.0 lbs VertComponent = 598.4 7.50 4,487.8 Total= 7,475.0 lbs R.M.= 33,890.0 - Vertical component of active pressure used for soil pressure DESIGNER NOTES: • To specify your own Title : 10'-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:\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 1 Soil Data 1 Footing Dimensions&Strengths 1 Retained Height = 9.50 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 = 7.00 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 10.00 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 14.00 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 FootingiiSoil Friction = 0.350fKey Distance from Toe = 0.00 ft Vertical component of active Soil height to ignore Footing= 2,ret psi Fy = 60,0005. psi 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 ` Adjacent Footing Load Surcharge Over Heel = 100.0 psf Lateral Load = 0.0#Ift 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 0.0 ft Axial Live Load = 0.0 lbs at Back of Wall Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load I Kae for seismic earth pressure = 0.563 Added seismic base force 1,085.9 lbs Ka for static earth pressure = 0.319 Design Kh = 0.280 g Difference: Kae-Ka = 0.244 Using Mononobe-Okabe I Seed-Whitman procedure *Design Summary I Stem Construction 1 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.14 OK Wall Material Above"Ht" = Concrete Sliding = 1.0B Ratio<1.5! Thickness = 8.00 AO p Rebar Size = # 5 Total Bearing Load = 11,017 lbs Rebar Spacing = 4.00 ...resultant ecc. = 1.41 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,179 psf OK Design Data Soil Pressure @ Heel = 1,024 psf OK Total +fa/Fa 0.877 Force @Section lbs= 4,653.9.9 Allowable = 1,500 psf Total Moment....Actual ft-#= 18,685.8 Soil Pressure Less Than Allowable Moment....Allowable = 21,302.1 ACI Factored @ Toe = 1,294 psf ACI Factored @ Heel = 1,124 psf Shear.....Actual psi= 46.3 Footing Shear @ Toe = 11.4 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 72.5 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 39.00 Lateral Slidin Force LAP SPLICE IF BELOW in= 9 = 3,749.3 lbs HOOK EMBED INTO FTG in= 8.92 less 100%Passive Force= - 208.3 lbs less 100%Friction Force = - 3,856.1 lbs Masonry Datafm psi- Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 1,559.6 lbs NG 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 l psi= 60,000.0 \16 To specify your own Title : 10'-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/support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Footing Design Results - Toe Heel Factored Pressure = 1,294 1,124 psf Mu':Upward = 5,747 0 ft-# Mu':Downward = 1,211 0 ft-# Mu: Design = 4,536 18,686 ft4 Actual 1-Way Shear = 11.42 72.52 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings . Toe Reinforcing = #4 @ 18.00 in Toe: #4@ 24.25 in,#5©37.25 in,#6©48.25 in,#7@ 48.25 in,#8@ 48.25 in,#9©4 Heel Reinforcing = #4 @ 7.75 in Heel:#4@ 5.75 in,#5@ 9.00 in,#6@ 12:75 in,#7©17.25 in,#8@ 22.75 in,#9@ 28. 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 = 2,663.4 3.81 10,159.6 Soil Over Heel = 6,618.3 6.83 45,225.3 Toe Active Pressure = 0.56 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 633.3 6.83 4,327.8 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 Seismic Earth Load = 1,085.9 6.40 6,949.7 Surcharge Over Toe = Stem Weight(s) = 966.7 3.33 3,222.2 Earth @ Stem Transitions= Total = 3,749.3 O.T.M. = 17,109.3 Footing Weight 1,691.7 5.00 8,458.3 Resisting/Overturning Ratio = 4.14 Key Weight = Vertical Loads used for Soil Pressure= 11,017.3 lbs Vert.Component = 942.3 10.00 9,423.0 Total= 11,017.3 lbs R.M.= 70,904.1 - Vertical component of active pressure used for soil pressure DESIGNER NOTES: i , \ 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.retalnpro.corn/supportforlatestrelease Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 Criteria I Soil Data r Footing Dimensions&Strengths r 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 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingllSoil Friction = 0.350 fc = 2,500 psi Fy = 6,000si Vertical component of active Soil height to ignore Footing Concrete Density = 145.00 psi lateral soil pressure options: for passive pressure = 0.00 in Min.As% = 0.0000 USED for Soil Pressure. Cover @ Top = 0.00 in @ Btm.= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads r Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 100.0 psf = FootingLoad = 0.0 lbs 9 Lateral Load 0.0#/ft Adjacent Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ` Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs at Back of Wall = 0.0 ft Axial Uve Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in *Design Summary IStem Construction 0 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftp. 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 Soil Pressure @ Toe = 761 psf OK Design Data Soil Pressure @ Heel = 374 psf OK fb�l Forcefa/Fa 0.198 Allowable = 1,500 psf Total Force @ Section lbs= 595.6 Soil Pressure Less Than Allowable Moment...Actual ft#= 813.7 ACI Factored @ Toe = 870 psf Moment.....Allowable = 4,099.3 ACI Factored @ Heel = 428 psf Shear.....Actual psi= 7.9 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 15.3 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 31.20 Lateral Sliding Force = 533.1 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 Masonry ny Datafm Psi Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500.0 . Fy psi= 60,000.0 (/" To specify your own Title : 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:\Users1Public\RETAIN PRO CALCULATI. Retain Pro 2007,16-Apr-2008,(c)1969-2008 www.retainpro.comlsupport for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 _Footing Design Results i 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 1 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 @ Stern 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: 7\ To specify your own Title : 6'-0" Page: special title block here, Job# : Dsgnr: Date: JAN 17,2008 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:1Users\Public\RETAIN PRO CALCULATI. . Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.comfsupport for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 Criteria r Soil Data t Footing Dimensions&Strengths I Retained Height = 5.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.00 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 4.50 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 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 Footing 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 @ Top = 0.00 in @ Btm.= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads 1 Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 100.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 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 at Sack of Wall Axial Live Load = 0.0 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 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 = 648 Soil Pressure @ Heel = 651 psf OK Total For fa/Fao.8.0 Allowable = 1,500 Force @ Section lbs= 1,288.0 psf Moment....Actuai 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 ShearAllowable 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 Datafm psi Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Use Full Stresses = - Building Code IBC 2006 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 To specify your own Title : 6'-0" Page: special title block here, Job# : Dsgnr: Date: JAN 17 2008 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Users1Public\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 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 ft-# Heel Active Pressure = 1,032.5 2.35 2,422.9 Soil Over Heel = 2,319.2 3.58 8,310.3 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 383.3 3.58 1,373.6 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil= Soil Over Toe = 55.0 0.50 27.5 Surcharge Over Toe = Stem Weight(s) 580.0 1.33 773.3 Earth @ Stem Transitions= Total = 1,032.5 O.T.M. = 2,422.9 Footing Weight =— 664.6 2.75 1,827.6 ResistingfOvertuming Ratio = 5.53 Key Weight = Vertical Loads used for Soil Pressure= 4,200.7 lbs Vert.Component = 198.7 5.50 1,092.7 Vertical component of active pressure used for soil pressure Total= 4,200.7 lbs R.M.= 13,405.0 DESIGNER NOTES: Z/9 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:\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 1 Footing Dimensions&Strengths I Retained Height = 7.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.50 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 6.00 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 7.50 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 12.00 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 Pc = 2,500 psi Fy = 50,000si Vertical component of active Soil height to ignore Footing Concrete Density = 145.00 psi 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 I1LateralLoad Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 100.0 psf = Adjacent = Used To Resist Sliding&Overturning Lateral...Heighttod = 0.000 ftngWidthdLoad = 0 lbs to Top ft Footing 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 1 Footing Type Line Load 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 = 5.93 OK Wall Material Above"Ht" = Concrete Sliding = 1.54 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 7,235 lbs Rebar Spacing = 8.00 ...resultant ecc. = 0.75 in Rebar Placed at = Edge Design Data Soil Pressure©Toe = 1,013 psf OK fb/FB+fa/Fa = 0.771 Soil Pressure©Heel = 916 psf OK Total Force©Section lbs= 2,236.4 Allowable = 1,500 psf Soil Pressure Less Than Allowable Moment....ACtual ft-#= 6,136.4 ACI Factored @ Toe = 1,155 psf Moment.....Allowable = 7,959.6 ACI Factored©Heel = 1,045 psf Shear Actual psi= 29.8 Footing Shear Q Toe = 3.5 psi OK Shear Allowable psi= 75.0 Footing Shear IQ Heel = 55.3 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 = 1,754.1 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 168.8 lbs HOOK EMBED INTO FTG in= 6.38 less 100%Friction Force = - 2,532.1 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 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 f c psi= 2,500.0 Fy psi= 60,000.0 2� N 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:1UserslPubllc\RETAIN PRO CALCULATI. Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 Footing Design Results I - Toe Heel Factored Pressure = 1,155 1,045 psf Mu':Upward = 1,291 0 ft-# Mu':Downward = 270 0 ft-# Mu: Design = 1,021 6,136 ft-# Actual 1-Way Shear = 3.49 55.32 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 @ 19.50 in Heel:#4@ 15.25 in,#5©23.50 in,#6©33.25 in,#7©45.25 In,#8©48.25 in,#9©4 Key Reinforcing = None Spec'd Key: No key defined [Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,754.1 3.08 5,407.8 Soil Over Heel = 4,400.0 4.83 21,266.7 Toe Active Pressure = 0.50 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 533.3 4.83 2,577.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil= Soil Over Toe = 82.5 0.75 61.9 Surcharge Over Toe = Stem Weight(s) = 773.3 1.83 1,417.8 Earth @ Stem Transitions= Total = 1,754.1 O.T.M. = 5,407.8 Footing Weight = 1,087.5 3.75 4,078.1 Resisting/Overturning Ratio = 5.93 Key Weight = Vertical Loads used for Soil Pressure= 7,234.5 lbs Vert.Component = 357.8 7.50 2,683.8 Total= 7,234.5 lbs R.M.= 32,086.0 Vertical component of active pressure used for soil pressure DESIGNER NOTES: \' I To specify your own Title : 10'-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:\Users\PubliclRETAIN 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 1 Soil Data I Footing Dimensions&Strengths I Retained Height = 9.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 2.50 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 7.25 Heel Active Pressure 40.0 psf/ft Total Footing Width9.75 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 14.00 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 Depth0.00 in Soil Density,Toe 110.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingflSoil Friction = 0.350 Soil height to ignore f c = 2,500 psi Fy = 60,000 psi Vertical component of active g 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 1 Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 100.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning LL 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 Ftc ft= 0.00 Overturning = 6.41 OK Wall Material Above"Ht" = Concrete Sliding = 1.50 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 10,855 lbs Rebar Spacing = 4.00 ...resultant ecc. = 2.27 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 984 psf OK fb/FB+fa/Fa = 0.787 Soil Pressure @ Heel = 1,243 psf OK Total Force @ Section lbs= 3,440.7 Allowable = 1,500 psf Moment....Actual ft-#= 11,770.8 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,119 psf Moment Allowable = 14,963.4 ACI Factored @ Heel = 1,414 psf Shear Actual psi 45.9 Footing Shear @ Toe = 7.2 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 71.3 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calm (Vertical Component Used) LAP SPLICE IF ABOVE in= 31.20 Lateral Sliding Force = 2,663.4 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 208.3 lbs HOOK EMBED INTO FTG in= 6.41 less 100%Friction Force = - 3,799.2 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 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 26 To specify your own Title : 10'-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:\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 I Toe Heel Factored Pressure = 1,119 1,414 psf Mu':Upward = 3,577 0 ft-# Mu':Downward = 841 0 ft-ft Mu: Design = 2,736 11,771 ft-# Actual 1-Way Shear = 7.21 71.28 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 @ 7.75 in Heel:#4@ 9.25 in,#5@-14.25 in,#6@ 20.25 in,#7@ 27.50 in,#8@ 36.25 in,#9@ 46 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning &Resisting Forces&MomentsIl OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft-# Heel Active Pressure = 2,663.4 3.81 10,159.6 Soil Over Heel = 6,879.6 6.46 44,430.6 Toe Active Pressure = 0.56 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 658.3 6.46 4,251.7 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead.Load on Stem= 0.00 Load @ Stem Above Soil= Soil Over Toe = 137.5 1.25 171.9 Surcharge Over Toe = Stem Weight(s) = 966.7 2.83 2,738.9 Earth @ Stem Transitions= Total = 2,663.4 O.T.M. = 10,159.6 Footing Weight = 1,649.4 4.88 8,040.7 Resisting/Overturning Ratio = 6.41 Key Weight = Vertical Loads used for Soil Pressure= 10,855.0 lbs Vert.Component = 563.5 9.75 5,494.4 Total= 10,855.0 lbs RA.= 65,128.2 Vertical component of active pressure used for soil pressure DESIGNER NOTES: '(OI NOTE: j 1. ASSUMPTIONS: 2. CONCRETE FOUNDATION WALL DESIGNED TO m 1 �' MAX DESIGN PRESSURE= 40 PSF CARRY SOIL LOAD ONLY. ALLOWABLE SOIL BEARING PRESSURE= 1500 PSF 3. COMPACTED BACKFILL TO BE INSTALLED BEFORE0 COEFFICIENT OF FRICTION= .35 INSTALLING WOOD FLOOR. PASSIVE SOIL PRESSURE= 150 PSF 4. SHORE WALL BEFORE COMPACTING WITH SEISMIC Kh=Sds/2.5(MONONOBE-OKABE) BACKFILL. F'C = 2500 PSI AT 28 DAY STRENGTH,5"SLUMP. 5. REINFORCING BARS TO BE ASTM A615,GRADE 60, Fy(STEEL) 60 KSI DEFORMED BARS(MIN.LAP SPLICE 40 BAR DIAM.). Fl SOIL WEIGHT = 110 PCF FLOOR PER PLAN, PONY WALL AT SIM. P.T.SILL PLATE WITH Y2" J-TYPE BOLT,EMBED 7" MIN.INTO STEM WALL Alli FOUNI 1. REFER j�jj 2. THISD INFORM MATERIAL CONCRET 4 _ GRADE BI FROM AN` d C ALL NON SLAB COI; 4 MISC.SIT] OBTAIN Al a. d... A' PROTECT FREE-DRAINING MATERIAL SEWER,S - 2" CLR. (COMPACTED BACKFILL,%" MATTER. - MINUS IN 8"LIFTS) WORK. IF _ - TESTING _--,-Ar---- WALL HORIZONTAL AND VERTICAL ALL FILL. W aI REINFORCING PER SCHEDULE ABOVE APPROVE U 1 °• a (VERTICAL BAR WITH STD.HOOK) CONCRET . ARCHITE( 14 CONTINUOUS DRAIN BY REINFORCING TO MATCH 0. i n OTHERS SPECIAL I VERT.REINFORCING . HEEL TOP REINFORCING 4 : ::%.1'. PER SCHEDULE ,- II HEEL TOP HORIZONTAL C11 I _I _I .<• , ..\ •••• REINFORCING PER SCHEDULE • W • • • [,, • _____I . . a 4 ' a (� d 4 c co a d e • �1041tXV ttt • t trIt5 Y ase- u TOE BOTTOM HOR. FOOTING TO SIT ON REINFORCING PER COMPACTED 3/4"+/-GRAVEL SCHEDULE 1 'TOE' < 'HEEL' RETAINING WALL/FOOTING SCHEDULE WALL REINFORCEMENT FOOTING REINFORCEMENT - HEIGHT 't' TOE HEEL DEPTH 'D'SOIL WALL VERT.REINF. WALL HOR.REINF. HEEL TOP HORIZ. HEEL TOP TOE BTM.HORIZ. 4'-0" 8" 0'-8" 2'-0" 0'-10" 0'-6" #4 @ 1'-4"O.C. #4 @ 1'-0"O.C. #4 @ 1'-0"O.C. #4 @ 1'-0"O.C. #4 @ 1'-0"O.C. 6'-0" 8" 1'-0" 3'-6" 0'-10" 0'-6" #4 @ 1'-4"O.C. #4 @ 1'-0"O.C. #4 @ 1'-0"O.C. #4 @ 1'-0"O.C. #4 @ 1'-0"O.C. 8'-0" 8" 1'-4" 5'-3" i'-0" 0'-6" #4 @ 0'-8"O.C. #4 @ 1'-0"O.C. #4 @ 1'-0"O.C. 14 @ 0'-10"O.0 #4 @ 1'-0"O.C. 10'-0" 8" 2'-3" 6'-9" 1'-0" 0'-6" #4 @ 4"O.C. #4 @ 1'-0"O.C. #4 @ 1'-0"O.C. #4 @ 0'-6"O.C. #4 @ 1'-0"O.C. FOOTING SECTION cn I CCAT F• 1Vn1VEi` �� vv To specify your own Title : 4'-0"seismic Page: special title block here, ,, Job# : Dsgnr: RJT Date: JAN 17,2008 _ use the"Settings"screen ` Description.... and enter your title block Ms G , 4'-0"TYPICAL information. I°0 5U46 -726, This Wall in File:C:\Users\Public\RETAIN PRO CALCULATI Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Criteria Soil Data 9 Footing Dimensions&Strengths 9 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 2.00 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 2.67 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 9 Key Depth 0.00 in Soil Density,Toe 110.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingljSoii Friction - 0.350 Soil height to ignore fc = 2,500 psi Fy = 6,000 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 11 Lateral Load Applied to Stem 9 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 = 0.0D ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 9 Kae for seismic earth pressure = 0.563 Added seismic base force 1792 lbs Design Kh = 0.280 g Ka for static earth pressure 0.319 run l Q -/ Difference: Kae-Ka = 0.244 it/t-D Bt i� Using Mononobe-Okabe/Seed-Whitman procedure 'r.,�n 4-T� P� fe 1 *Design Summary Stem Construction Top em �t=l� /� r - _ Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.25 OK Wall Material Above"Ht" = Concrete 1<*k . 9A$ 2. Sliding = 1.13 Ratio<1.51 Thickness = 8.00 t.( Rebar Size = # 4 X( � ,I/�2. Total Bearing Load = 1,414 lbs �/C- Rebar Spacing �j V / G(7'16.00 ...resultant ecc. = 5.30 in D Rebar Placed at Edge Soil Pressure @ Toe = 1,058 psf OK Design Data = fb/FB+fa/Fa0.196 Soil Pressure @ Heel = 3 psf OK 1,500 Total Force @ Section lbs= 556.7 Allowable = psf Moment....Actual ft-#= 803.1 Soil Pressure Less Than Allowable Moment Allowable = 4,099.3 ACI Factored @ Toe = 1,130 psf ACI Factored @ Heel = 3 psf Shear.....Actual psi= 5.2 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 9.3 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calm (Vertical Component Used) LAP SPLICE IF ABOVE in= 31.20 Lateral Sliding Force = 554.8 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 133.3 lbs HOOK EMBED INTO FTG in= 6.00 - less 100%Friction Force = - 495.0 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi r-- ....for ....for 1.5:1 Stability = 203.8 lbs NG Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 To specify your own Title : 4'-0"seismic Page: 1 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•20D8,(c)1969-2008 • www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 Footing Design Results 9 Toe Heel Factored Pressure = 1,130 3 psf Mu':Upward = 230 0 ft-# Mu':Downward = 47 0 ft-# Mu: Design = 183 803 ft-# Actual 1-Way Shear = 0.00 9.28 psi s Other Acceptable Sizes&Spacings Allow 1-Way Shear = 75.00 75.00 psi P P g 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 9 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 = 513.3 2.00 1,026.3 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 Stern= 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 = 554.8 O.T.M. = 1,008.4 Footing Weighl = 322.1 1.33 429.4 • Resisting/Overturning Ratio = 2.25 Key Weight = Vertical Loads used for Soil Pressure= 1,414.3 lbs Vert.Component = 155.5 2.67 414.6 Total= 1,414.3 lbs R.M.= 2,269.0 Vertical component of active pressure used for soil pressure DESIGNER NOTES: �0 To specify your own Title : 6'-0"seismic Page: special title block here, Job# : Dsgnr: Date: JAN 17,2008 - use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Users\Public\RETAIN PRO CALCULATI Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 Criteria 1Soil Data r Footing Dimensions&Strengths 1 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 3.50 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 pct Key Width = 0.00 in 9 Key Depth0.00 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 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 ‘ 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 r Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in - `Earth Pressure Seismic Load li Kae for seismic earth pressure = 0.563 Added seismic base force 382.8 lbs Design Kh = 0,280 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.244 Using Mononobe-Okabe/Seed-Whitman procedure *Design Summary I Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.80 OK Wall Material Above"Ht" = Concrete Sliding = 1.07 Ratio<1.5! Thickness = 8.00 1, I Rebar Size = # 4 Total Bearing Load = 3,225 lbs a k Rebar Spacing = 15.75 ...resultant ecc. = 5.95 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,191 psf OK fb/FB+fa/Fa = 0.749 Soil Pressure @ Heel = 243 psf OK Total Force @ Section lbs= 1,374.6 Allowable = 1,500 psf Moment...Actual ft-#= 3,116.5 Soil Pressure Less Than Allowable ACI Factored©Toe = 1,282 psf Moment.....Ailowable = 4,162.4 ACI Factored©Heel = 261 psf Shear.....Actual psi= 12.9 Footing Shear @ Toe = 1.9 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 26.3 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 = 1,185.0 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 133.3 lbs HOOK EMBED INTO FTG in= 6.24 less 100%Friction Force = - 1,128.8 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 515.4 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 ft psi= 2,500.0 Fy psi= 60,000.0 To specify your own Title : 6`-0"seismic Page: special title block here, Job# : Dsgnr: Date: JAN 17,2008 _ use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Users\Public\RETAIN PRO CALCULATI. _ Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:8P-1165895 2007013 Footing Design Results - Toe Heel Factored Pressure = 1,282 261 psf Mu':Upward = 603 0 ft-# Mu':Downward = 106 0 ft-# Mu: Design = 498 3,117 ft-# Actual 1-Way Shear = 1.87 26.31 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@ 24.75 in,#5@ 38.25 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 ft-it Heel Active Pressure = 802.2 2.11 1,693.6 Soil Over Heel = 1,714.2 3.08 5,285.3 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 = 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 = 1,185.0 O.T.M. = 3,148.3 Footing Weight = 543.8 2.25 1,223.4 Resisting/Overturning Ratio = 2.80 Key Weight = Vertical Loads used for Soil Pressure= 3,225.1 lbs Vert.Component = 332.2 4.50 1,494.9 Vertical component of active pressure used for soil pressure Total= 3,225.1 lbs R M.= 8,804.5 DESIGNER NOTES: 272 I 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:\Users\Public\RETAIN PRO CALCULATI, . Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.comtsupport for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 Criteria I Soil Data i Footing Dimensions&Strengths 1 Retained Height = 7.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.33 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width 5.25 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 6.58 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width = 0.00 in Key Depth = 0.00 in Soil Density,Toe 110.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Footingllsoil Friction = 0.350 Vertical component of active Soil height to ignore Footing= 2,500 psi Fy = 60,000 psi p forpassivepressure = 0.00 in Concrete Density = 145.00 pcf lateral soil pressure options: Min.As% = 0.0000 USED for Soil Pressure. Cover(m' Top = 0.00 in @ Btm.= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads 11 Lateral Load Applied to Stem r Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbsPoisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load r Kae for seismic earth pressure = 0.563 Added seismic base force 662.8 lbs Design Kh = 0.280 g i Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.244 Using Mononobe-Okabe/Seed-Whitman procedure *Design Summary 1 Stem Construction 1 Top Stem -. Stern OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.34 OK Wall Material Above"He = Concrete Sliding = 1.09 Ratio<1.5! Thickness = 8.00 tr.1 Gk* Rebar Size = # 4 Total Bearing Load = 5,998 lbs Rebar Spacing = 8.00 ...resultant ecc. = 5.90 in Rebar.Placed at = Edge gn Soil Pressure @ Toe = 1,319 psf OK D /FB Data fb Soil Pressure @ Heel = 503 psf OK �/�+fa/Fa 0.993 Allowable = 1500 Total Force @ Section lbs= 2,556.1 Soil Pressure Less Than Allowable sf Moment....Actual ft4= 7,902.6 ACI Factored @ Toe = 1,431 psf Moment.....Allowable = 7,959.6 ACI Factored @ Heel = 546 psf Shear Actual psi= 24.0 Footing Shear @ Toe = 5.5 psi OK ShearAilowable psi= 75.0 Footing Shear©Heel = 53.7 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calm (Vertical Component Used) LAP SPLICE IF ABOVE in= 31.20 Lateral Sliding Force = 2,051.7 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 133.3 lbs HOOK EMBED INTO FTG in= 8.33 less 100%Friction Force = - 2,099.5 lbs Masonry Data fm psi Added Force Re 'd = 0.0 lbs OK q Fs psi= ....for 1.5:1 Stability = 844.7 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 fc psi= 2,500.0 Fy psi= 60,000.0 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:\Users\Public\RETAIN PRO CALCULATI. Retain Pro 2007,16-Apr-2008,(c)1989-2008 ' www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Footing Design Results Toe Heel Factored Pressure = 1,431 546 psf Mu':Upward = 1,219 0 ft-# Mu':Downward = 187 0 ft-# Mu: Design = 1,031 7,903 ft-# Actual 1-Way Shear = 5.52 53.70 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 @ 19.50 in Heel:#4l 9.75 in,#5@ 15.00 in,#6§21,00 in,#7@ 28.75 in,#8§37.75 in,#9©47 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 = 1,388.9 2.78 3,858.0 Soil Over Heel = 3,781.3 4.29 16,226.6 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 = 73.3 0.67 48.9 Seismic Earth Load = 662.8 5.00 3,313.9 Surcharge Over Toe = Stem Weight(s) = 773.3 1.67 1,288.6 Earth c Stem Transitions= Total = 2,051.7 O.T.M. = 7,171.9 Footing Weighs = 795.4 3.29 2,618.2 - Resisting/Overturning Ratio = 3.34 Key Weight = Vertical Loads used for Soil Pressure= 5,998.5 lbs Vert.Component = 575.1 6.58 3,785.1 Total= 5,998.5 lbs R.M.= 23,968.4 Vertical component of active pressure used for soil pressure DESIGNER NOTES: To specify your own Title : 10'-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:\Users\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 Soil Data Footing Dimensions&Strengths i Retained Height = 9.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 2.25 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 6.75 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 9.00 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 12.00 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 FootingllSoil Friction = 0.350 Key Distance from Toe 0.00 ft Vertical component of active Soil height to ignore F 2,500 psi Fy = 60,000 psi p for passive pressure = 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 1 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 I 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 = 0.563 Added seismic base force 1,052.2 lbs esign Kh 0.280 g Ka for static earth pressure 0.319 Difference: Kae-Ka = 0.244 Using Mononobe-Okabe/Seed-Whitman procedure *Design Summary Stem.Construction Top Stem Stern OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.81 OK Wall Material Above"He = Concrete Sliding = 1.09 Ratio<1.5E Thickness = 8.00 k 1 6 K Rebar Size = # 4 Total Bearing Load = 9,666 lbs Rebar Spacing = 3.50 ...resultant ecc. = 4.02 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,314 psf OK Design Data = 957 Soil Pressure©Heel = 834 psf OK Total For fa/Fa 0.1.2 Total Force @ Section Ebs= 4,101.2 Allowable = 1.500 psf Moment...Actual ft-#= 16,060.4 Soil Pressure Less Than Allowable Moment Allowable = 16,788.9 ACI Factored @ Toe = 1,428 psf Shear.....Actual psi= 38.5 AC1 Factored @ Heel = 906 psf Footing Shear @ Toe = 10.6 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 73.5 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 = 3,257.2 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 168.8 lbs HOOK EMBED INTO FTG in= 7.97 less 100%Friction Force = - 3,383.0 lbs Mason Data fm ry psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 1,334.1 lbs NG Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 To specify your own Title : 10'-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:\Users\Public\RETAIN PRO CALCULATI, Retain Pro 2007,16-Apr•2008,(c)1989-2008 Code: IBC 2006 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Registration#:RP-1165895 2007013 Footing Design Results Toe Heel Factored Pressure = 1,428 906 psf Mu':Upward = 3,504 0 ft-# Mu':Downward = 608 0 ft-# Mu: Design = 2,896 16,060 ft-# Actual 1-Way Shear = 10.56 73.54 psi Other AcceptableSpacings Sizes& Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #4 @ 18.00 in Toe: #4@ 32.25 in,#5@ 48.25 in,#6@ 48.25 in,#7@ 48.25 in,#8©48.25 in,#9@ 4 Heel Reinforcing = #4 @ 7.75 in Heel:#4@ 5.75 in,#5@ 8.75 in,#6@ 12.50 in,#7©17.00 in,#8@ 22.25 in,#9@ 28. Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning&Resisting Forces&Moments 4 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft4t Heel Active Pressure = 2,205.0 3.50 7,717.5 Soil.Over Heel = 6,357.1 5.96 37,877.6 Toe Active Pressure = 0.50 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 = 123.8 1.13 139.2 Seismic Earth Load = 1,052.2 6.30 6,629.0 Surcharge Over Toe = Stem Weight(s) = 966.7 2.58 2,497.2 Earth @ Stem Transitions= Total = 3,257.2 O.T.M. = 14,346.5 Footing Weight = 1,305.0 4.50 5,872.5 Resisting/Overturning Ratio = 3.81 Key Weight = Vert.Component = 913.1 9.00 8,217.8 Vertical Loads used for Soil Pressure= 9,665.6 lbs Total= 9,665.6 lbs R.M.= 54,604.3 Vertical component of active pressure used for soil pressure DESIGNER NOTES: V • 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,(0)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Criteria 1 Soil Data tFooting Dimensions&Strengths 1 Retained Height = 3.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width 0.67 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width == 2.00 Heel Active Pressure 40.0 psf/ft Total Footing Width2.67 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 th == ft 0.00 in in Soil Density,Toe 110.00 pcf Key Depth0.00 Wind on Stem = 0.0 psf Footing poi!Friction = 0.350 Key Distance from Toe 0.00 ft Soil height to ignorefc = 2,500 psi Fy = 6,000 psi Vertical component of active g Footing Concrete Density = 145.00 pcf lateral sol pressure options: for passive pressure = 0.00 in Min.As% = 0.0000 USED for Soil Pressure. Cover @ Top = 0.00 in G Btm.= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Lateral Load Applied to Stem 00AdjacentFooting Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft _Axial Load Applied to Stem ` Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in *Design Summary I Stem Construction r Top Stem -. ti Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.88 OK Wall Material Above"Ht" = Concrete Sliding = 1.61 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 1,352 lbs Rebar Spacing = 16.00 ...resultant ecc. = 2.15 In Rebar Placed at = Edge - Design Data Soil Pressure @ Toe = 711 psf OK fb/FB+fa/Fa = 0.112 Soil Pressure @ Heel = 303 psf OK Total Force§Section lbs= 392.0 Allowable = 1,500 psi Moment....Actual ft-#= 457.3 Soil Pressure Less Than Allowable ACI Factored Toe = 795 psf Moment....Allowable = 4,099.3 ACI Factored @ Heel = 338 psf Shear Actual psi= 5.2 Footing Shear @ Toe = 0.0 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 (Vertical Component Used) LAP SPLICE IF ABOVE in= 31.20 Lateral Sliding Force = 375.6 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 133.3 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 473.1 lbs Masonry 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 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 r•-- 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 i Toe Heel Factored Pressure = 795 338 psf Mu':Upward = 168 0 ft-# Mu':Downward = 47 0 ft-# Mu: Design = 121 457 ft-# Actual 1-Way Shear = 0.00 8.40 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 = 513.3 2.00 1,026.3 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 = 36.6 0.33 12.2 Surcharge Over Toe = Stem Weight(s) = 386.7 1.00 386.4 Earth @ Stem Transitions= Total = 375.6 O.T.M. = 542.5 Footing Weight = 322.1 1.33 429.4 Resisting/Overturning Ratio = 3.88 Key Weight = Vertical Loads used for Soil Pressure= 1,351.8 lbs Vert.Component = 93.0 2.67 247.9 Total= 1,351.8 lbs R.M= 2,102.3 Vertical component of active pressure used for soil pressure 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.... 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 1 Soil Data Footing Dimensions&Strengths t 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 = 3.50 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 FootingllSoil Friction = 0.350 Vertical component of active Soil height to ignore fc = 2,500 psi Fy = 60,000 psi p 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 0 ,Lateral Load Applied to Stem r Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load - Base Above/Below Soil 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 y Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.84 OK Wall Material Above"Ht" = Concrete Sliding = 1.52 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 3,092 lbs Rebar Spacing = 16.00 ...resultant ecc. = 1.73 in Rebar Placed at = Edge Soil Pressure @ Toe = 819 psf OK Design Data 33 Soil Pressure @ Heel = 555 psf OK Total +fa/Fa - o.8 Allowable = 1,500 Total Force @Section lbs= 968.0 Soil Pressure Less Than Allowablesf Moment....Actual ft-#= 1,774.7 ACI Factored @ Toe = 920 psf Moment Allowable = 4,099.3 ACI Factored @ Heel = 623 psf Shear Actual psi= 12.9 Footing Shear @ Toe = 1.2 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 24.4 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Cates (Vertical Component Used) 'SPLICE IF ABOVE in= 31.20 Lateral Sliding Force = 802.2 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 133.3 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 1,082.1 lbs Masonry 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 Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = - Earth,H 1.600 Masonry Block Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 To specify your own Title : 6'-0" Page: special title block here, Job# : Dsgnr: Date: JAN 17,2008 - use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Users\Public\RETAIN PRO CALCULATI, - Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.corn/support for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 Footing Design Results - Toe Heel Factored Pressure = 920 623 psf Mu':Upward = 449 0 ft-# Mu':Downward = 106 0 ft-# Mu: Design = 343 1,775 ft-# Actual 1-Way Shear = 1.24 24.44 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(4)43.25 in,#5©48.25 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 ft-# Heel Active Pressure = 802.2 2.11 1,693.6 Soil Over Heel = 1,714.2 3.08 5,285.3 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 = 55.0 0.50 27.5 Surcharge Over Toe = Stem Weight(s) = 580.0 1.33 773.3 Earth @ Stem Transitions= Total = 802.2 O.T.M. = 1,693.6 Footing Weight _ 543.6 2.25 1,223.4 Resisting/Overturning Ratio = 4.84 Key Weight = Vertical Loads used for Soil Pressure= 3,091.6 lbs Vert.Component = 198.7 4.50 894.0 Total= 3,091.6 lbs R.M.= 8,203.6 Vertical component of active pressure used for soil pressure DESIGNER NOTES: • 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:iUsers\Public\RETAIN PRO CALCULATU - Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wail Design Code:IBC 2006 Registration#:RP-1165895 2007013 Criteria Soil Data 1Footing Dimensions&Strengths 1 Retained Height = 7.50 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 = 5.25 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 pth == ftin 0.00 in D Soil Density,Toe 110.00 pcf Key Depth0.00 Key Distance from Toe0.00 ft Wind on Stem = 0.0 psf FootingilSoil Friction = 0.350 Soil height to ignore fc = 2,500 psi Fy = 60,000 psi Vertical component of active g g Footing Concrete Density = 145.00 pcf lateral soil pressure options: for passive pressure = 0.00 in Mn.As% = 0.0000 USED for Soil Pressure. Cover l Top = 0.00 in ©Btm.= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads i1 Lateral Load Applied to Stem ! Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to 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 ' Stem Construction r Top Stem Stern OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 5.32 OK Wall Material Above"Ht" = Concrete Sliding = 1.53 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 5,709 lbs Rebar Spacing = 10.00 ...resultant ecc. = 2.44 in Rebar Placed at = Edge Soil Pressure t Toe = 1,092 psf OK Design Data Soil Pressure©Heel = 735 psf OK Totalfb/FB+fa/Fa 0.0.0 1,500 Total Force©Section lbs= 1,800.0 Allowable = psf Moment....Actual ft-#= 4,500.0 Soil Pressure Less Than Allowable Moment....Allowable = 6,444.1 ACI Factored @ Toe = 1,231 psf ACI Factored @ Heel = 829 psf Shear.....Actual psi= 24.0 Footing Shear i Toe = 1.8 psi OK Shear Allowable psi= 75.0 Footing Shear l Heel = 50.5 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calm (Vertical Component Used) LAP SPLICE IF ABOVE in= 31.20 Lateral Sliding Force = 1,388.9 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 133.3 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 1,998.1 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 : 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:1Users1Pubiic\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 = 1,231 829 psf Mu':Upward = 605 0 ft-# Mu':Downward = 106 0 ft-it Mu: Design = 499 4,500 ft-# Actual 1-Way Shear = 1.81 50.46 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 @ 19.50 in Heel:#4@ 17.00 in,#5@ 26.25 in,#6@ 37.25 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 ft-It Heel Active Pressure = 1,388.9 2.78 3,858.0 Soil Over Heel = 3,781.3 3.96 14,967.4 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 = 55.0 0.50 27.5 Surcharge Over Toe = Stem Weight(s) = 773.3 1.33 1,031.1 Earth @ Stem Transitions= Total = 1,388.9 O.T.M. = 3,858.0 Footing Weight = 755.2 3.13 2,360.0 Resisting/Overturning Ratio = 5.32 Key Weight Vertical Loads used for Soil Pressure= 5,708.7 lbs Vert.Component = 343.9 6.25 2,149.7 Vertical component of active pressure used for soil pressure Total= 5,708.7 lbs R.M.= 20,535.8 DESIGNER NOTES: Lv To specify your own Title : 10'-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:WserslPublic\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 Footing Dimensions&Strengths 1 Retained Height = 9.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 2.00 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width 6.75 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 8.75 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 12.00 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 9 Key Depth0.00 in Soil Density,Toe 110.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingilSoii Friction = 0.350 Soil height to ignorefc = 2,500 psi Fy = 60,000 psi Vertical component of active gFooting Concrete Density = 145.00 pcf lateral soil pressure options: for passive pressure = 0.00 in Min.As% = 0.0000 USED for Soil Pressure. Cover @ Top = 0.00 in @ Btm.= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in _•Design Summary 4 Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 6.35 OK Wall Material Above"HY' = Concrete • Sliding = 1.54 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 9,249 lbs Rebar Spacing = 6.00 ...resultant ecc. = 1.04 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 994 psf OK fb/FB+fa/Fa = 0.879 Soil Pressure @ Heel = 1,120 psf OK Total Force @ Section lbs= 2,888.0 Allowable = 1,500 psf Moment....Actual ft-#= 9,145.3 Soil Pressure Less Than Allowable Moment Allowable = 10,400.4 ACI Factored @ Toe = 1,122 psf ACI Factored @ Heel = 1,265 psf Shear....Actual psi= 38.5 Footing Shear @ Toe = 6.6 psi OK Shear....Allowable psi= 75.0 Footing Shear @ Heel = 69.3 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component Used) 'SPLICE IF ABOVE in= 31.20 Lateral Sding Force = 2,205.0 lbs LAP SPLICE IF BELOW in= li HOOK EMBED INTO FTG in= 7.31 less 100%Passive Force= - 168.8 lbs less 100%Friction Force = - 3,237.0 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = - Load Factors 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 : 10'-D" 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:\Users1Public\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 = 1,122 1,265 psf Mu':Upward = 2,267 0 ft-# Mu':Downward = 480 0 ft-# Mu: Design = 1,787 9,145 ft-ft Actual 1-Way Shear = 6.56 69.28 psi ssi Other Acceptable Sizes&Spacings Allow 1-Way Shear = 75.00 75.00 psi P p 9 Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 7.75 in Heel:#4@ 10.25 in,#5@ 15.75 in,#6@ 22.25 in,#7@ 30.25 in,#8@ 39.75 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning&Resisting Forces&Moments 1 .....OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,205.0 3,50 7,717.5 Soil Over Heel = 6,357.1 5.71 36,288.4 Toe Active Pressure = 0.50 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 Surcharge Over Toe = Stem Weight(s) = 966.7 2.33 2,255.6 Earth @ Stem Transitions= Total = 2,205.0. O.T.M. = 7,717.5 Footing Weight = 1,268.8 4.38 5,550.8 Resisting/Overturning Ratio = 6.35 Key Weight = Vertical Loads used for Soil Pressure= 9,248.6 lbs Vert.Component = 546.1 8.75 4,777.9 _ Total= 9,248.6 lbs R.M.= 48,982.6 Vertical component of active pressure used for soil pressure DESIGNER NOTES: kJ1k 1 ROOF SHEATHING AND NAILING dI1 1 11,211111111, DBL. TOP 2X6 X 48" BLOCK, FACE NAIL TO PLATE / �_ TRUSS BOTTOM CHORD WITH (2) 16d NAILS AT 1'-0" 0/C WALL STUDS PER PLAN / SIMPSON 'DSC5R/L-SDS3' FROM DBL. TOP PLATE TO TRUSS WITH BLOCKING ATTACHED 410 ROOF SECTION SCALE: NONE e7 EXTERIOR SHEATHING AND NAILING PER PLAN --------1-----/ 2X STUD DECK JOIST AND HANGER PER PLAN FLOOR JOIST AND 2X DECKING SHEATHING PER PLAN \ -N 1 SIMPSON 'DTT2Z' (2) 5/8'f A307 THRU- BOLTS @ 24" O.C. 2X10 P.T. LEDGER ENTIRE LENGTH OF DECK 2X WALL STUDS PER PLAN NOTE: 1. THIS DETAIL DESIGNED FOR LATERAL FORCES ONLY, REFER TO ARCHITECTURAL PLANS FOR VERTICAL CONNECTION. 2. FLASHING BY OTHERS. 0 WALL SECTION SCALE: 1" = 1'-0" • 4( 0 PANEL EDGE NAILING moo' SIMPSON 'A35' / i / o' CLIP @ 2'-0" 0/C i4�ii�;, 2X BLOCK / // iTrili SHEAR WALL ! -=-111_1 SHEATHING, BREAK ON DBL. TOP PLATE PANEL EDGE MANUFACTURED NAILING TRUSS (BY OTHERS) DBL. TOP PLATE 0 WALL SECTION SCALE: 1" = 1'-0" IR 8d NAILS @ 3" O.C.,TYP. ENTIRE LENGTH OF 2X BLOCKING EACH SIDE SHEAR WALL OF TRUSS MANUFACTURED ROOF TRUSSES BY OTHERS 16d NAILS @ 3" O.C.,TYP. ROOF SHEATHING AT VERTICAL BLOCKING PER PLAN TO TRUSS 4:4FAV _ ��1��������r- :�� i �::�������lie SHEAR SHEARWALL SHEATHING ��� IIA ������� al PANELS • AND NAILING ABOVE ♦♦e�i ♦♦♦♦♦♦♦♦♦ �♦�♦�.�♦�♦�♦���,I TOP PLATE 4� ��������r ������� , V `• BETWEEN 4'4 �♦�♦�♦�♦�♦�♦�•�♦ • •♦•♦♦♦♦•• ,♦ TRUSSES l: . AT VERTICAL BLOCKING �♦� ► ♦�♦�♦�♦�♦�♦�♦�♦���– ♦�♦�♦�♦�•�♦�♦�♦�♦�'.–�1 i TO TRUSS � �F—-Airy--0-"--4'-'NI'--1 A' r #40.-----r'w'-'.'•.p• �4,*4 ii ' • 1 ti,r V, I 01,1 1 * • DOUBLE TOP PLATE '. ♦♦♦ SHEARWALL SHEATHING ',.�♦♦♦ AND NAILING '►♦♦♦1II 2X WALL STUDS 4 SHEAR WALL TO ROOF TRANSFER I S 1 SCALE: 1" = 1'-0" A • z 2 0 W r G4 W > I ( (� SLAB (THICKNESS PER 0 �+ +� ARCHITECTURAL •aI DRAWINGS) WITH 6X6 -W1.4 X W1.4 WIRE MESH, I I 8" MIN. 6" LAP SPLICE V •I a a 00 ° I I X rx W" V UQ • I HOLD-DOWN PER SHEAR WALL w _ rhh SCHEDULE •V ° a ° (2)-#4 CONTINUOUS BAR AT W t CENTER OF FOOTING e0 U (EXTEND REBAR AROUND CORNERS MIN. 5'-0") NOTE: 1'-6" 1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 2. DRIVEWAY SURFACE NOT SHOWN. FOOTING SECTION SCALE: 1" = 1'-0" W > Q O TYPICAL EXTERIOR Z SHEATHING AND NAILING O2 r ' SIMPSON 'MSTC40' STRAP, 'i'- "�'-'P�MA FILL ALL HOLES • END OF • • / �' SHEAR .o. ,vArvAr • ' WALL PANEL \•o• • 'o• • BEAM PER ARCHITECTURAL PLAN, CONTINUE BEAM TO END OF SHEAR WALL PANEL - 4X6 DFL-#2 NAILER •o•j •o SIMPSON LTPS (2) ON FRONT SIDE . . • . (2) ON THE OTHER ((4) TOTAL) •o •o SHEAR WALL SHEATHING Ad, �/ti= AND NAILING PER PLAN ill p `I% DOUBLE 2X STUD AT EACH END O P/fieao VIL1II1;IIIII!J WALL SCHEDULE Ah mMil =I 4 SHEAR WALL ELEVATION VIEW S2 SCALE: NONE 9 • 2X STUD WALL EXTERIOR SHEAR WALL P.T. SILL PLATE WITH Y2"SHEATHING AND NAILING J-TYPE BOLT, EMBED 7" PER SHEAR WALL PLAN MIN. INTO STEM WALL 11 Z 41 COU 11, 44 X � O0O (1) - #4 VERTICAL BAR @ G� CO 24" O.C. WITH 6" HOOK AT EACH END 8" A y ,-� a 4 a y (2)-#4 CONTINUOUS BAR AT (x BOTTOM OF FOOTING AND en 0 (1)-#4 AT TOP OF STEM WALL (EXTEND REBAR AROUND CORNERS MIN. NOTE: 1 -3" 5'-0") 1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 2. REFER TO SHEAR WALL SCHEDULE SILL BOLT SPACING AT SHEAR WALL LOCATIONS. FOOTING SECTION SCALE: NONE