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/4-cr ). o[2_ - 2C)2 777 Sc) Crxktu wRECEIVED IURNER• • • GC g3 2012 ENGINEERING 6 DESIGN CITY OFTIGARD BrTELnINODNISION LATERAL CALCULATIONS FOR TROXEL #1263 BEAVERTON, OREGON by RICHARD J. TURNER, P.E. DATE: 10/08/2012 JOB NUMBER: R12246 E0 PRO • �� GINF�S�% /P589 .P OREGON 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 INDEX OF CALCULATIONS: PAGES DATE: 10/08/3012 0N SHEAR WALL PLANS: 1 TO 4 SEISMIC LOADS: 5 TO 6 VV||NDLOAOS: 7TD8 WALL DISTRIBUTION: 9 TO 10 FOOTING DESIGN: 11 RETAINING WALL ANALYSIS AND DESIGN: 12 TO 28 DETAILS: 29 TO 35 r , r AIL 28 (1.21) 28 s ► 1 ti lir tklt 5?o tl m II J ':► 0. C D V: VI Vo itttt WASH DRY II S �,r -- Ki 0 A: ;SMI r ---- D/ • ki 'it ' 0 111/ jJ %?z e. 0 28 28 M UPPER FLOOR SHEARWALL PLAN F 1 NOTE: F2 1. REFER TO FRAMING REQUIREMENTS FOR TYPICAL EXTERIOR SHEATHING AND NAILING (TSN), ROOF SHEATHING AND NAILING AND FLOOR SHEATHING AND NAILING REQUIREMENTS. l a , D3 �D3\ D3 O 4 4 ♦• 4 :: iry .: 8 HLDN.STRAP ,.. HLDN.STRAP i:5' ® TO HEADER S2 TO HEADER O cry .:BOO I I II o S Z:: II — - - lir 1 ' — 'Mill6:1111.. -'1 i?i N z 4 MIL (1: 8 HLDN.STRAP , ® TO HEADER HLDN.STRAP G TO HEADER • 6LOWER ROOF 8 SIMPSON'MSTA24' 82• TO WALLI S2 STRAP OR'DTTZ' SECTION FROM BEAM TO DBL.TOP PLATE 0 la D4 I D4 1I k D4 4 4 �v C / OR 52 OR 52 OR 52 OR 52 F1 F2 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. Z a H G X 04 A 04 A 04 (I Sl\) V Kb ✓ r v. ..,_ ED- 4 z e. O : 01 ✓ I ki 1..14 N PI 0. r 1 1 41 HLDN.STRAP - TO HEADER 8 © DECK TO WALL ® ® SECTION 4 Pi ��� MIN.2'-6" —— — —————— .....oe'e ....*,,,,,,,41_i D2 n. D2 HOLDOWN NW F c PER 5/S2 HOLDOWN fr.,W m O U PER5/S2 4DOI 0Q, HOLDOWN PER 5/S2 X-BRACE STRAP PER NOTE#2 BELOW 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. 2. SIMPSON 'CS 16' STRAP, COATING FOR EXTERIOR EXPOSURE WITH P.T. MATERIAL REFER TO MANUFACTURE'S SPECIFICATIONS.. 3 .. , . .. Fr, Z . ° .,..0 ..,- „.4) 0 - .. - . C C ..... C ,,,0 "0. . . .•.. „,.'y ,Ss, 4V 4' ,.,*) ,,!•1 14 WAI t ' . vl r--- 7 ., , i x $ I . 1 A A A 1 • N :4 1 § I X I 0 MN •4 1 L I , V RET. WALL I A•4 ,--;,- --1 RE I..4 I WALL ., L __1- - - I 1 01 - •.. V• S 2 RE"r. • ____I WALL r 7_ _ _ _ 6.1 •..4' Hr • v •••1 • I 1.1 L ••••1 — — — _ .--1 1, I A I i.1 I $ - I x ak laff ”1,4,c). S 2 •4-4,0„: rill Ala • • , FOUNDATION PLAN M---0 • A" • R12246 TROXEL 1263 LAD 10 06 12.xlsx SEISMIC LOADS (2010 OSSC, ASCE 7-07 - EQUIVALENT LATERAL FORCE) DIRECTION: FRONT-TO-REAR T Sa OCCUPANCY: II TABLE 1-1 EQ 9.4.1.2.6-1 0 0.294 SITE CLASSIFICATION: D TABLE 20.3-1 0.0820 0.648 hn: 36.500 FT 0.0920 0.691 Ss: 1.010 MAPS Sa=SDs TO: 0.1020 0.734 51: 0.319 MAPS 0.2 0.734 I: 1.000 TABLE 11.5-1 Ts: 0.5100 0.734 Fa: 1.090 TABLE 11.4-1 EQ 9.4.1.2.6-2 0.6100 0.614 Fv: 1.760 TABLE 11.4-2 0.7100 0.527 Sms: 1.101 EQ.11.4-1 0.8100 0.462 Sm1: 0.561 EQ.11.4-2 0.9100 0.411 Sds: 0.734 EQ. 11.4-3 1.0100 0.371 Sd1: 0.374 EQ. 11.4-4 1.1100 0.337 To: 0.102 1.2100 0.309 Ts: 0.510 1.3100 0.286 Ct: 0.020 TABLE 12.8-2 1.4100 0.265 x: 0.750 TABLE 12.8-2 1.5100 0.248 Ta: 0.297 EQ. 12.8-7 0.800 SEISMIC DESIGN CATEGORY(.1 SEC): D TABLE 11.6-1 0.700 SEISMIC DESIGN • CATEGORY(1 SEC): D TABLE 11.6-2 0.600 • R: 6.5 TABLE 12.2-1 0.500 • 52: 3.0 TABLE 12.2-1 • SIMPLIFIED 0.400 •• ♦seriesl FORCE (V): 0.1355 W 0.300 • • • ••, Cs: 0.113 W(EQ. 12.8-2) ! 0.200 Cs(MAX): 0.138 W(EQ. 12.8-3/4) 0.100 CS(MIN): 0.010 W(EQ. 12.8-5) CS(MIN, E F): 0.025 W(EQ. 12.8-6) 0.000 Cs(ACTUAL): 0.113 W 0 0.5 1 1.5 2 EQ. LATERAL FORCE (V): 0.113 W PAGE 5 R12246 TROXEL 1263 LAD 10 06 12.xlsx SEISMIC LOADS (2010 OSSC, ASCE 7-07 - EQUIVALENT LATERAL FORCE) BASE SHEAR AND FLOOR DISTRIBUTION SEISMIC LOAD: FRONT TO REAR DIRECTION BUILDING WEIGHTS: ROOF DIAPH. 12 EXTERIOR WALL: 10 MISC.: 0 FLOOR DIAPH: 10 INTERIOR WALL: 7 EXT. WALL INTERIOR DIAPH. MISC AREA WALL AREA AREA AREA r(i) rho k ROOF 568 284 1437 0 0.000 1.00 1 UPPER 1207 604 1433 0 0.184 1.00 1 MAIN 959 869 1424 0 0.156 1.00 1 BASE SHEAR HT W WiHiAk TOTAL W V V*.7 SUM'V' ROOF 28.5 24912 709992 24912 4224 2957 2957 12.8-11,12.8-12 UPPER 20.0 30625 612490 55537 3644 2551 5508 12.8-11,12.8-12 MAIN 10.0 29905 299045 85441 1779 1245 6753 12.8-11,12.8-12 85441 1621527 5423 6753 V(LBF): 9647 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V*.7(LBF): 6753 2.4.1 ASD(L.C.5,8) SEISMIC LOAD: SIDE TO SIDE BUILDING WEIGHTS: ROOF DIAPH. 12 EXTERIOR WALL: 10 MISC.: 0 FLOOR DIAPH: 10 INTERIOR WALL: 7 EXT. WALL INTERIOR DIAPH. MISC AREA WALL AREA AREA AREA r(i) rho k ROOF 568 284 1437 0 0.266 1.00 1 UPPER 1207 604 1433 0 0.333 1.00 1 MAIN 959 869 1424 0 0.395 1:00 1 BASE SHEAR HT W WiHi^2 TOTAL W V V*.7 SUM'V' ROOF 28.5 24912 709992 24912 4224 2957 2957 12.8-11,12.8-12 UPPER 20.0 30625 612490 55537 3644 2551 5508 12.8-11,12.8-12 MAIN 10.0 29905 299045 85441 1779 1245 6753 12.8-11,12.8-12 85441 1621527 5423 6753 V(LBF): 9647 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V*.7(LBF): 6753 2.4.1 ASD(L.C.5,8) PAGE LQ R12246 TROXEL 1263 LAD 10 06 12.xlsx WIND LOADS MWFRS (2010 OSSC, ASCE 7-07) LOW-RISE BUILDING METHOD 2 FIGURE 6-10 DIRECTION: FRONT-TO-REAR WIND SPEED(MPH): 94.5 EXPOSURE: B BUILDING DIMENSIONS: qh (MEAN ROOF HEIGHT): LENGTH (HORIZONTAL, FT): 31.0 I: 1 15-20 WIDTH(TRANSVERSE, FT): 40.0 Kh: 0.7 0.7 ROOF MEAN HEIGHT(FT): 32.500 Kzt: 1 TOTAL ROOF HEIGHT (FT): 36.500 Kd: 0.85 GABLE(Y/N): V: 94.5 ROOF PITCH: 6 qh: 13.60 THETA: 26.57 0.447 0.894 2a(FT): 8 POSITIVE NEGATIVE OPEN/ PARTIAL/ ENCLOSED ENCLOSED (GCpi) 0.18 -0.18 (FIGURE 6-5) P (PSF) (GCpf) DESIGN PRESSURES(EQUATION 6-18) (FIGURE 6-10) (+Gcpi) (-Gcpi) TOTAL TOTAL 1 0.54969515 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 ROOF 30-40 6.50 73.00 12.79 10.00 17.18 1105 3251 UPPER 25-30 5.00 114.00 12.79 40.00 17.18 2145 UPPER 20-25 5.00 118.00 12.79 40.0.0. 17.18. 2196 UPPER 15-20 5.00 118.00 12.79 40.00 17.18 2196 4393 MAIN 0-15 10.00 254.00 12.79 80.00 17.18 4623 4623 887.00 TOTAL BASE SHEAR R: 12266 PAGE R12246 TROXEL 1263 LAD 10 06 12.xlsx WIND LOADS MWFRS (2010 OSSC, ASCE 7-07) LOW-RISE BUILDING METHOD 2 FIGURE 6-10 CONT.. DIRECTION:SIDE-TO-SIDE WIND SPEED: 94.5 EXPOSURE: B BUILDING DIMENSIONS: qh(MEAN ROOF HEIGHT): LENGTH (HORIZONTAL, FT): 31.0 I: 1 15-20 WIDTH(TRANSVERSE, FT): 40.0 Kh: 0.7 0.7 ROOF MEAN HEIGHT: 32.5 Kzt: 1 TOTAL ROOF HEIGHT (FT): 36.5 Kd: 0.85 GABLE(Y/N): V: 94.5 ROOF PITCH: 6 qh: 13.60 THETA: 26.57 0.447 0.894 2a: 8 POSITIVE NEGATIVE OPEN/ PARTIAL/ ENCLOSED ENCLOSED (GCpi) 0.18 -0.18 (FIGURE 6-5) P (PSF) (GCpf) DESIGN PRESSURES(EQUATION 6-18) (FIGURE 6-10) (+Gcpi) (-Gcpi) TOTAL TOTAL 1 0.54969515 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 ROOF 30-40 6.50 245.00 12.79 24.00 17.18 3546 6343 UPPER 25-30 5.00 165.00 12.79 40.00 17.18 2798 UPPER 20-25 5.00 164.00 12.79 40.00 17.18 2785 UPPER 15-20 5.00 168.00 12.79 40.00 17.18 2836 5621 MAIN 0-15 10.00 53.00 12.79 80.00 17.18 2052 2052 1019.00 TOTAL BASE SHEAR R: 14016 PAGE 0 R12246 TROXEL 1263 LAD 10 06 12.xlsx WALL DISTRIBUTION SHEET DIRECTION: FRONT-TO-REAR WALL HEIGHT: 8 = STORY: UPPER WALL WALL SEISMIC(S) S/L r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE (FT) (LB.) (LB./FT) 0.2 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.5 F1 36.00 1478 41 0.1 1625 45 45 TSN 361 2100 -1739 NO 0.5 F2 27.16 1478 54 0.2 1625 60 60 TSN 479 792 -313 NO 2957 3251 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) 0.2 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.5 Fl 32.0 2754 86 0.2 3822 119 119 TSN 1075 907 -1571 NO 0.5 F2 28.0 2754 98 0.2 3822 136 136 TSN 1228 793 122 HDU2(2)2X 1.00 5508 7643 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) 0.1 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.5 F1 40 3377 84 0.1 6133 153 153 TSN 1380 2267 -2457 NO 0.5 F2 40 3377 84 0.1 6133 153 153 TSN 1380 2267 -765 NO 1.00 6753 12266 PAGE q R12246 TROXEL 1263 LAD 10 06 12.xlsx WALL DISTRIBUTION SHEET CONTINUED _ DIRECTION: SIDE TO SIDE WALL HEIGHT: 8 STORY: UPPER WALL WALL SEISMIC(S) S/L r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE (FT) (LB.) (LB./FT) 0.3 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.5 S1 18.83 1478 79 0.3 3172 168 168 TSN 1348 534 814 MSTC28 0 S2 0.00 0 0 0 0 0 0 -- 0 0 0 NO 0.5 S3 19.00 1478 78 0.3 3172 167 167 TSN 1335 538 797 MSTC28 2956.9 6343.4 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) 0.3 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.5 S1 16.00 2754 172 0.3 5982 374 374 D4 3365 480 3699 HDU4(2)2X 0 S2 0.00 0 0 0 0 0 0 -- 0 0 0 NO 0.5 S3 15.00 2754 184 0.3 5982 399 399 D3 3589 450 3936 HDU4(2)2X 5507.7 11964 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.) 1 S1 15.00 3999 267 0.4 8034 536 536 D2 4820 435 8084 HDU11 6X 0 S2 0.00 0 0 0 0 0 0 -- 0 0 0 NO 0 S3 31.00 2754 89 0.1 5982 193 193 -- 0 0 3936 HDU4(2)2X 6753.2 14016 PAGE k° R12246 TROXEL 1263 LAD 10 06 12.xlsx FOOTING DESIGN :ONCRETE STRENGTH: 3 KSI WALL WIDTH: 8 IN STREEL STRENGTH: 60 KSI SOIL BEARING PRESSURE: 1500 PSF DIRECTION: FRONT-TO-REAR FTG. FTG. WALL WALL DEAD STEEL REINF. WALL LINE UPLIFT DEPTH WIDTH DEPTH LENGTH MOMENT LOAD FTG. a REQUIRED T&B (PG. ) (PG. ) (IN.) (IN.) (IN.) (FT.) (K-LB) PLF (INA2) F1 -2457 8 16 16 40.00 0 267 0.00 0.00 NONE F2 -765 8 16 16 40.00 0 267 0.00 0.00 NONE NOTE: WALL LINES F1, F2 ARE RETAINING WALLS. :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) 51 8084 8 16 24 15.00 42 333 0.96 0.43 2-#5 BARS Z._ Z S2 0 8 16 16 0.00 0 267 0.00 0.00 NONE S3 3936 8 16 16 4.75 15 267 0.46 0.21 1-#5 BAR 3 1 S-2-- NOTE: NOTE: WALL LINES S1 IS A RETAINING WALLS. 51 8084 18 20 0 2.00 37 375 1.71 0.78 3-#5 BARS t PAGE `� NOTE: 1. ASSUMPTIONS: 3. COMPACTED BACKFILL TO BE INSTALLED BEFORE MAX DESIGN PRESSURE= 40 PSF INSTALLING WOOD FLOOR. ALLOWABLE SOIL BEARING PRESSURE= 1500 PSF 4. SHORE WALL BEFORE COMPACTING WITH BACKFILL. COEFFICIENT OF FRICTION= (SLAB TO RESIST SLIDING) 5. REINFORCING BARS TO BE ASTM A615, GRADE 60, PASSIVE SOIL PRESSURE= 150 PSF DEFORMED BARS.(MIN.LAP SPLICE 40 BAR DIAM.). SEISMIC Kh= Sds/2.5 (MONONOBE-OKABE) 6. DEFORMED WELDED WIRE TO BE ASTM A185. FC = 2500 PSI AT 28 DAY STRENGTH,5" SLUMP. 7. GW/GP: WELL GRADED OR POORLY GRADED GRAVEL Fy(STEEL) 60 KSI OR GRAVEL WITH SAND. SOIL WEIGHT = 110 PCF SW/SP: WELL GRADED OR POORLY GRADED SANDY OR 2. CONCRETE FOUNDATION WALL DESIGNED TO CARRY SAND WITH GRAVEL. SOIL LOAD ONLY. II P.T. SILL PLATE WITH%2" J-TYPE BOLT, EMBED 7" PONY WALL MIN. INTO STEM WALL MI TOP OF CONCRETE WALL ■ ", FREE-DRAINING d I MATERIAL(GW, GP, SW, OR SP, NOTE#7 ABOVE) X cp w X 1► 1111 WALL HORIZONTAL AND #4 DOWEL AT 3'-0" O/C,TYP. i VERTICAL REINFORCING PER SLAB TO STEM WALLS SCHEDULE ABOVE(VERTICAL a BAR WITH STD. HOOK) 2X STL 4" SLAB WITH 6X6 W 1.4XW 1.4 + WELDED WIRE MESH OR#4a CONTINUOUS DRAIN BARS EACH WAY @ 18" O.C.ATW ° BY OTHERS CENTER OF SLAB,ALLOW U EXTEF SLAB TO CURE 7 DAYS a SHEAT BEFORE BACKFILLING WALL v) .0 SHEAF / P. a 0 (1) - #4 d. _ a .4 24" O.0 v -- • — , AT EAC ° O 4 vREFER TO W ° a, v ° VERTICAL p • •• ' 9 9 REINFORCING .4 v J, < FOOTING BOTTOM 'TOE' 'HEEL' REINFORCING PER >-c > SCHEDULE 'WIDTH' RETAINING WALL/FTG. SCHEDULE WALL REINFORCEMENT FOOTING REINFORCEMENT HEIGHT 't' TOE HEEL DEPTH WALL VERT. REINF. WALL HOR. REINF. TOE BTM. HORIZONTAL 4'-0" 8" 0'-9" 1'-6" 10" #4 @ 16" O.C. #4 @ 12" O.C. #4 @ 12" O.C. 6'-0" 8" 2'-0" 1'-6" 10" #4 @ 14" O.C. #4 @ 12" O.C. #4 @ 12" O.C. 8'-0" 8" 3'-3" 1'-6" 10" #4 @ 6" O.C. #4 @ 12" O.C. #4 @ 12" O.C. 9'-0" 8" 4'4" 1'-6" 10" #4 @ 4" O.C. #4 @ 12" O.C. #4 @ 12" O.C. 0RETAINING WALL SECTION \Z To specify your own Title : 4'-0"seismic Page: special titleiock,here, .__ ] Job_# Dsgnr: RJT Date: JAN 17,2008 use the"Settings"screen W 651, Description....p "TYPICAL 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: IRC 2006 Registration#:RP-1185895 2007013 Criteria 1 SoilData1Footing..Dimensions&Strengths-- Retained Height = 3.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 0.75 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width _ 1.50 Heel Active Pressure = 40.0 psf/ft Total Footing Width - 2.25 Slope Behind Wall = 0.00:i 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 Soil height to ignorefc = 2,500 psi Fy = 60,000 psi Vertical component of active g Footing Concrete Density = 145.00 pcf lateral soil pressure options: for passive pressure = 0.00 in Min.As% = 0.0000 USED for Soil Pressure. Cover @ Top = 0.00 in @ Btm.= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads 1 i Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 0.0 lbs Base Above/Below Soil = 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 ` Kae for seismic earth pressure = 0.582 Added seismic base force 192.7 lbs Design Kh = 0.294 g ® Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.263 Using Mononobe-Okabe/Seed-Whitman procedure *Design Summary 1 Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftp, ft= 0.00 Overturning = 1.62 OK Wall Material Above"Ht" = Concrete - Slab Resists All Sliding! Thickness = 8.00 K_ 5.,a /2,5- Rebar Size = # 4 Total Bearing Load = 1,181 lbs Rebar Spacing = 16.00 ...resultant ecc. = 6.94 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,440 psf OK Design Data Soil Pressure @ Heel = 0 psf OK /FB+fa/Fa 0.202 Allowable = 1,500 Total Force @ Section lbs= 569.0 psf Moment....Actual ft-#= 829.1 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,494 psf Moment....Allowable = 4,099.3 ACI Factored @ Heel = 0 psf Shear.....Actual psi= 5.2 Footing Shear @ Toe = 0.0 psi OK Shear.....Allowable psi= 75.0 Footing Shear @ Heel = 6.7 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Cates Slab Resists All Sliding ! LAP SPLICE IF ABOVE in= 31.20 Lateral Sliding Force = 568.2 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 Masonry Data fm psi= Fs psi= Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500.0 Fy psi 60,000.0 7 • To specify your own Title : 4'-0"seismic Page: pec!al title block here, Job# : Dsgnr. RJT Date: JAN 17 2008 use the"Settings"screen Description.... and enter your title block 4'-0"TYPICAL information. This Wall in File:C:\Users\Public\RETAIN PRO CALCULATI Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 Footing Design Results Toe ,.... Heel Factored Pressure = 1,494 0 psf Mu':Upward = 356 0 ft-# Mu':Downward = 59 424 ft-# Mu: Design = 297 424 ft-# Actual 1-Way Shear = 0.00 6.69 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 18.00 in Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 375.6 1.44 542.5 Soil Over Heel = 320.8 1.83 588.2 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil= Soil Over Toe = 41.3 0.38 15.5 Seismic Earth Load = 192.7 2.60 500.9 Surcharge Over Toe = Stem Weight(s) 386.7 1.08 418.9 Earth @ Stem Transitions= Total = 568.2 O.T.M. = 1,043.4 Footing Weight = 271.9 1.13 305.9 Resisting/Overturning Ratio = 1.62 Key Weight = Vertical Loads used for Soil Pressure= 1,180.8 lbs Vert.Component = 160.2 2.25 360.5 Total= 1,180.8 lbs R.M.= 1,688.9 - Vertical component of active pressure used for soil pressure DESIGNER NOTES: To specify your own Title 6.0"seismic Page: special title block here, _- _- Job# • Dsgnr: Date. JAN 17,2008 use the"Settings"screen cc. ption.... and enter your title block 'tfl 5Descri ��/d��(/ 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 ,Soil Data I Footing Dimensions&Strengths _!- Retained Height 5.50 ft Allow Soil Bearing = 2,000.0 psf . Toe Width = .2.00 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width 1.50 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 3.50 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pct Key Width = 0.00 in Soil Density,Toe 110.00 pcf Key Depth 0.00 in Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingllSoil Friction = 0.350 Vertical component of active Soil height to ignore f oc t 2,500retpsi Fy = 60,00045. psi p for passivepressure = 0.00 in Footing Concrete Density = 145.00 pcf lateral soil pressure options: Min.As% = 0.0000 USED for Soil Pressure. Cover @ Top = 0.00 in @ Btm.= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. ,Surcharge Loads Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 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 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 = 0,582 Added seismic base force 411.5 lbs Ka for static earth pressure = 0.319 Design Kh = 0.294 g Difference: Kae-Ka = 0.263 / ""� Using Mononobe-Okabe/Seed-Whitman procedure +C - Sc.�4‹ - *Design Summary Stern Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.52 OK Wall Material Above"Ht" = Concrete - Slab Resists All Sliding! Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 1,959 lbs Rebar Spacing = 14.00 ...resultant ecc. = 10.60 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,507 psf OK Design Data Soil Pressure @ Heel = 0 psf OK Total +fa/Fa 0.690 2,000 psfTotal Force @ Section lbs= 1,405.1.1 Allowable = Moment....Actual ft-#= 3,217.2 Soil Pressure Less Than Allowable Moment....Ailowabie = 4,665.4 ACI Factored @ Toe = 1,492 psf ACI Factored @ Heel = 0 psf Shear Actual psi= 12.9 Footing Shear @ Toe = 9.7 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 11.2 psi OK Wail Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calm Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 31.20 Lateral Sliding Force = 1,213.8 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 Masonry Data - fm psi= Fs psi= Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 1 To specify your own Title 6'-0"seismic Page: special_titte_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 j Footing Design Results Toe Heel Factored Pressure = 1,492 0 psf Mu':Upward = 2,220 0 ft4t Mu':Downward = 422 759 ft-# Mu: Design = 1,798 759 ft-# Actual 1-Way Shear = 9.67 11.17 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: #4@ 42.75 in,#5@ 48.25 in,#6@ 48.25 in,#7@ 48.25 in,#8©48.25 in,#9@ 4 Heel Reinforcing = #4 @ 39.75 in Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING..... RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 802.2 2,11 1,693.6 Soil Over Heel = 504.2 3.08 1,554.5 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil= Soil Over Toe = 110.0 1.00 110.0 Seismic Earth Load = 411.5 3.80 1,563.8 Surcharge Over Toe = Stem Weight(s) = 580.0 2.33 1,353.3 Earth©Stem Transitions= Total = 1,213.8 O.T.M. = 3,257.4 Footing Weight = 422.9 1.75 740.1 Resisting/Overturning Ratio = 1.52 Key Weight = Vertical Loads used for Soil Pressure= 1,959.3 lbs Vert.Component = 342.2 3.50 1,197.8 . Vertical component of active pressure used for soil pressure Total= 1,959.3 lbs R.M.= 4,955.7 DESIGNER NOTES: (Le 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 5ft5/,,,,t- information. This Wall in File:C:1Users\Public\RETAIN PRO CALCULATI, Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/supportforlatestrelease Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Criteria I j Soil Data Footing Dimensions&Strengths r - Retained Height = 7.50 ft Allow Soil Bearing = 2,000.0 psf Toe VVidth = 3.25 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 1.50 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 4.75 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width 0.00 in Soil Density,Toe 110.00 pcf Key Depth = 0.00 in Key Distance from Toe0.00 ft Wind on Stem = 0.0 psf FootingljSoii Friction = 0.350 Vertical component of active Soil height to ignore fc = 2,500 psi Fy = 60,000 psi p Footing Concrete Density = 145.00 pcf lateral soil pressure options: for passive pressure = 0.00 in Min.As% = 0.0000 USED for Soil Pressure. Cover @ Top = 0.00 in @ Btm= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads 0 Lateral Load Applied to Stem 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 1 Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load ! Kae for seismic earth pressure = 0.582 Added seismic base force 712.5 lbs N Ka for static earth pressure = 0.319 Design Kh = 0.294 g Difference: Kae-Ka = 0.263S Using Mononobe-Okabe/Seed-Whitman procedure _ .5 - *Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.38 Ratio<1.5! Wall Material Above"Ht" = Concrete Slab Resists All Sliding I L i p Thickness = 8.00 t Rebar Size = # 4 Total Bearing Load = 2,806 lbs 0.k Rebar Spacing = 6.00 ...resultant ecc. = 16.54 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,876 psf OK Design Data fb/F Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Totall Force orce fa/Fa 0.2@Section lbs= 2,612.8 Soil Pressure Less Than Allowable Moment....Actual ft#= 8,157.8 ACI Factored @ Toe = 1,776 psf Moment.....Allowable = 10,400.4 ACI Factored©Heel = 0 psf Shear Actual psi= 24.0 Footing Shear @ Toe = 17.5 psi OK ShearAllowable psi= 75.0 Footing Shear @ Heel = 16.6 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding 1 LAP SPLICE IF ABOVE in= 31.20 Lateral Sliding Force = 2,101.4 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.47 Masonry Data fin psi= Fs psi= Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 To specify your own Title : 8'-0 seismic Page: _ specialtitle blockTlere,__ 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 Footing Design Results - Toe Heel Factored Pressure = 1,776 0 psf Mu':Upward = 6,253 0 ft-# Mu':Downward = 1,114 1,184 ft-# Mu: Design = 5,139 1,184ft-# Actual 1-Way Shear = 17.54 16.61 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: #4@ 15.00 in,#5@ 23.00 in,#6©32.75 in,#7©44.50 in,#8©48.25 in,#9©4 Heel Reinforcing = #4 @ 19.50 in Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING .RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,388.9 2.78 3,858.0 Soil Over Heel = 687.5 4.33 2,979.2 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe - Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil= Soil Over Toe = 178.8 1.63 290.5 Seismic Earth Load = 712.5 5.00 3,562.5 Surcharge Over Toe = Stem Weight(s) = 773.3 3.58 2,771.1 Earth©Stem Transitions= Total = 2,101.4 O.T.M. = 7,420.5 Footing Weight 574.0 2.38 1,363.2 Resisting/Overturning Ratio = 1.38 Key Weight = Vertical Loads used for Soil Pressure= 2,806,0 lbs Vert.Component = 592.5 4.75 2,814.3 Vertical component of active pressure used for soil pressure Total= 2,806.0 lbs R.M.= 10,218.2 DESIGNER NOTES: • To specify your own Title : 9'-6"SEISMIC Page: _ . special title block here, - ,+, Job_#- Dsgnr: .- ----- Date: SEP 3,2008 use the"Settings"screen Ai S,ZS eL 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 ' Soil Data 0 Footing Dimensions&Strengths Retained Height = 9.00 ft Allow Soil Bearing = 2,000.0 psf Toe Width = 4.50 ft Wail height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 1.50 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 6.00 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width = 0.00 in Key Depth = 0.00 in Soil Density,Toe 110.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Footins11Soil 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 1Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wail to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 0.0 lbs Base Above/Below Soil at 0.0 ft Axial Live Load = 0.0 lbs at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.000 Earth Pressure Seismic Load .Kae for seismic earth pressure = 0.582 Added seismic base force 992.1 lbs Design Kh = 0.294 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.263 14 .7_i) / Using Mononobe-Okabe JSeed-Whitman procedure 7 4t>/2,.a *Design Summary I Stem Construction Top Stem .- Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.37 Ratio<1.5! Wall Material Above"Ht" = Concrete • Slab Resists All Sliding I t Thickness = 8.00 �) ` '�y Rebar Size = # 4 Total Bearing Load = 3,541 lbs C?,K Rebar Spacing = 4.00 ...resultant ecc. = 20.63 in ' Rebar Placed at = Edge Soil Pressure @ Toe = 1,843 psf OK Design Data Soil Pressure©Heel 0 psf OK Total fa/Fa = 0.942 I Allowable = 2 Opp Total Force @ Section lbs= 3,762.5 psf MomentActual ft-#= 14,096.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,697 psf Moment Allowable = 14,963.4 ACI Factored @ Heel = 0 psf Shear Actual psi= 34.6 Footing Shear @ Toe = 21.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 21.3 psi OK Wall Weight = 96.7 Rebar Depth 'd' in.= 6.25 Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding I LAP SPLICE IF ABOVE in= 31.20 Lateral Sliding Force = 2,926.0 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 7.84 Masonry Data fm psi= Fs psi Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.300 Masonry Design Method = ASD - Seismic,E 1.000 Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 ('t • To specify your own Title : 9'-6"SEISMIC Page: special title block here, Job# : Dsgnr: ...Date: . SEP--3,2008 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Users\Public\RETAIN PRO CALCULATI, Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/supportfor latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 _Footing Design Results Toe Heel Factored Pressure = 1,697 0 psf Mu':Upward = 11,452 0 ft-# Mu':Downward = 2,136 1,563 ft-# Mu: Design = 9,316 1,563 ft-# Actual 1-Way Shear = 20.97 21.32 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: #4@ 8.25 in,#5@ 12.50 in,#6@ 17.75 in,#7@ 24.25 In,#8@ 32.00 in,#9©40 Heel Reinforcing = #4 @ 19.50 in Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined LSummary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,933.9 3.28 6,338.9 Soil Over Heel = 825.0 5.58 4,606.3 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 = 247.5 2.25 556.9 Seismic Earth Load = 992.1 5.90 5,853.3 Surcharge Over Toe = Stem Weight(s) 918.3 4.83 4,438.6 Total = 2,926.0 O.T.M. = 12,192.1 Earth @Stem Transitions= Footing Weight = 725.0 3.00 2,175.0 Resisting/Overturning Ratio = 1.37 Key Weight = Vertical Loads used for Soil Pressure= 3,540.8 lbs Vert.Component = 825.0 6.00 4,949.8 Total= 3,540.8 lbs R.M.= 16,726.5 - Vertical component of active pressure used for soil pressure DESIGNER NOTES: 20 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 Criteria Soil Data 1 Footing Dimensions&Strengths ' Retained Height = 3.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 0.75 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width 1.00 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 1.75 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width = 0.00 in Soil Density,Toe 110.00 pcf Key Depth 0.00 in Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf . FootingljSoil Friction = 0.350 Soil height to ignorefc = 2,500 psi Fy = 60,000 psi Vertical component of active 9Footing 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 1Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 0.0 lbs Base Above/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 *Design Summary I Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.82 OK Wall Material Above"lit" = Concrete Slab Resists All Sliding! Thickness = 8.00 ' Rebar Size = # 4 Total Bearing Load = 861 lbs Rebar Spacing = 16.00 ...resultant ecc. - 4.33 in Rebar Placed at = Edge - Soil Pressure @ Toe = 1,115 psf OK Design Data Soil Pressure @ Heel = 0 psf OK fa/Fa 0.111 1,500 psf Tottalal Force @ Section lbs= 392.0 Allowable = Moment....Actual ft-#= 457.3 Soil Pressure Less Than Allowable Moment Allowable = 4,119.2 ACI Factored @ Toe = 1,194 psf ACI Factored @ Heel = 0 psf Shear Actual psi= 5.2 Footing Shear @ Toe = 0.0 psi OK ShearAllowable psi= 82.2 Footing Shear @ Heel = 3,1 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 28.48 Lateral Sliding Force = 375.6 ibs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 Masonry Data fm psi= Fs psi= Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ration' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data ---- fc psi= 3,000.0 Fy psi= 60,000.0 To specify your own Title : 4'-0" Page: special title block here, Job# : Dsgnr: RJT Date: JAN 17,2008._. Description.... use the"Settings"screen 4'-0"TYPICAL and enter your title block information. This Wall in File:C:\Users\Public\RETAIN PRO CALCULATI' Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Footing Design Results Toe Heel Factored Pressure = 1,194 0 psf Mu':Upward = 281 0 ft-# Mu':Downward = 59 83 ft-# Mu: Design = 222 83 ft-it Actual 1-Way Shear = 0.00 3.08 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 18.00 in Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning &Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-it Heel Active Pressure = 375.6 1.44 542.5 Soil Over Heel = 128.3 1.58 203.2 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil= Soil Over Toe = 41.3 0.38 15.5 Surcharge Over Toe = Stem Weight(s) = 386.7 1.08 418.9 Earth @ Stem Transitions= Total = 375.6 O.T.M. = 542.5 Footing Weight = 211.5 0.88 185.0 Resisting/Overturning Ratio = 1.82 Key Weight = Vertical Loads used for Soil Pressure= 860.7 lbs Vert.Component 93.0 1.75 162.8 Total= 860.7 lbs R.M.= 985.3 . Vertical component of active pressure used for soil pressure DESIGNER NOTES: 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/support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 . Registration#:RP-1165895 2007013 Criteria r Soil Data 1 Footing.Dimensions&Strengths: t. Retained Height = 5.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.75 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 1.00 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 2.75 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Key DD pth = 0.00 in epth = 0.00 in Soil Density,Toe 110.00 pct Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingjjSoil Friction = 0.350 fVertical component of active Soil height to ignore Footing 2,500 psi Fy = 645.00 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 1 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 Axial Dead Load = 0.0 lbs Base Above/Below Soil = 0.0 ft Axial Live Load = 0.0 lbs at Back of Wall Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in *Design Summary I Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.66 OK Wail Material Above"Ht" = Concrete Slab Resists All Sliding! Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 1,409 lbs Rebar Spacing = 16.00 ...resultant ecc. = 6.93 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,178 psf OK Design Data Soil Pressure©Heel = 0 psf OK TotalT +fa/Fa 0.431 Force @ Section lbs= 968.0 Allowable = 1,500 psf Total Soil Pressure Less Than Allowable Moment....Actual ft#= 1,774.7 ACI Factored @ Toe = 1,214 psf Moment Allowable = 4,119.2 ACI Factored @ Heel = 0 psf Shear Actual psi= 12.9 Footing Shear @ Toe = 6.2 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 5.3 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 28.48 LAP SPLICE IF BELOW in= Lateral Sliding Force = 802.2 lbs HOOK EMBED INTO FTG in= 6.00 Masonry Data fm psi= Fs psi= Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data - --- fc psi= 3,000.0 Fy psi= 60,000.0 To specify your own Title : 6'-0" Page: special title block here, ___ Job# Dsgnr. Date: JAN 17,2008 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Users\Public\RETAIN PRO CALCULATI, Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-1165895 2007013 Footing Design Results • Toe Heel Factored Pressure = 1,214 0 psf Mu':Upward = 1,406 0 ft-# Mu':Downward = 323 154 ft-# Mu: Design = 1,083 154 ft-# Actual 1-Way Shear = 6.21 5.34 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 39.75 in Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 802.2 2.11 1,693.6 Soil Over Heel = 201.7 2.58 521.0 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel - Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil= Soil Over Toe = 96.3 0.88 84.2 Surcharge Over Toe = Stem Weight(s) = 580.0 2.08 1,208.3 Earth @ Stem Transitions= Total = 802.2 O.T.M. = 1,693.6 Footing Weight = 332.3 1.38 456.9 Resisting/Overturning Ratio = 1.66 Key Weight = Vertical Loads used for Soil Pressure= 1,408.9 lbs Vert Component = 198.7 2.75 546.3 Total= 1,408.9 lbs R.M.= 2,816.8 • Vertical component of active pressure used for soil pressure DESIGNER NOTES: Z To specify your own Title : 8'-0" Page: special title block here, Job# • Dsgnr:. Date: JAN 24,2008, use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\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 1Soil Data 1 Footing Dimensions&Strengths - Retained Height = 7.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width .._ = 3.00 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 1.00 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 4.00 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width = 0.00 in Soil Density,Toe 110.00 pcf Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingllSoil Friction = 0.360 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 I Lateral Load Applied to Stem i Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity - 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs at Back of Wall 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in *Design Summary 1 Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.61 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Thickness = 8.00 • Rebar Size = # 4 Total Bearing Load = 2,041 lbs Rebar Spacing = 10.00 ...resultant ecc. = 10.10 in Rebar Placed at = Edge Design Data - Soil Pressure @ Toe = 1,174 psf OK fb/FB+fa/Fa = 0.693 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,800.0 Allowable = 1,500 psf Moment....Actual ft-#= 4,500.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,172 psf Moment Allowable = 6,495.1 ACI Factored @ Heel = 0 psf Shear.....Actual psi= 24.0 Footing Shear @ Toe = 11.0 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 8.1 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 28.48 Lateral Sliding Force = 1,388.9 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 Masonry Data fm psi Fs psi= Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' = Dead Load 1.200 Short Term Factor - Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data - fc psi 3,000.0 Fy psi= 60,000.0 75 AMIE To specify your own Title : 8'-0" Page: ------_- special,title block here Job# : ._ Dsgnr: Date:_ JAN 24,2008 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:1Users\Public\RETAIN PRO CALCtJLATI' Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Footing Design Results - ......._,... Toe Heel Factored Pressure = 1,172 0 psf Mu':Upward = 3,756 0 ft-# Mu':Downward = 950 246 ft-# , Mu: Design = 2,806 246 ft-# Actual 1-Way Shear = 10.97 8.15 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: #4©27.50 in,.#5@ 42.50 in,#6@ 48.25 in,#7@.48.25 in,#8@ 48.25 in,#9©4 Heel Reinforcing = #4 @ 19.50 in Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined 1 Summary of Overturning &Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ftp# lbs ft ft-it Heel Active Pressure = 1,388.9 2.78 3,858.0 Soil Over Heel = 275.0 3.83 1,054.2 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stern= 0.00 Load @ Stem Above Soil= Soil Over Toe = 165.0 1.50 247.5 Surcharge Over Toe = Stem Weight(s) 773.3 3.33 2,577.8 Earth @ Stem Transitions= Total = 1,388.9 O.T.M. = 3,858.0 Footing Weight _ 483.3 2.00 966.7 Resisting/Overtuming Ratio = 1.61 Key Weight = Vertical Loads used for Soil Pressure= 2,040.6 lbs Vert.Component = 343.9. 4.00 1,375.8 - Vertical component of active pressure used for soil pressure Total= 2,040.6 lbs R.M.= 6,221.9 DESIGNER NOTES: 26 To•specify your own Title : 9'-0"SEISMIC Page: special title block here, Job#• : Dsgnr: Date: AUG 3,2011 use the"Settings"screen Description.... and enter your title block_.___ information. This Wall in File:C:\Users\Public\SOFTWARE\RETAIN PRO Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Criteria r Soil Data 1 Footing Dimensions &Strengths r Retained Height = 8.50 ft Allow Soil Bearing = '2,000.0`psfToe Width = 4.00 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 1.50 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 5.50 Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psffft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width = 0.00 in Key Depth = 0.00 in Soil Density,Toe 110.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingilSoil Friction = 0.350 Soil height to ignorefc.= 2,500.psi, Fy = 60,000 psi Vertical component of active 9Footing 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 ` Adjacent Footing Load Surcharge Over Heel = 0.0 psfLateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ` Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs = at Back of Wall 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load r Kae for seismic earth pressure = 0.582 Added seismic base force 893.8 lbs Design Kh = 0.294 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.263 Using Mononobe-Okabe/Seed-Whitman procedure *Design Summary IStem Construction Top Stem -. Stem OK Wail Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.35 Ratio<1.5! Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 3,277 lbs Rebar Spacing = 4.00 ...resultant ecc. = 19.59 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,956 psf OK fb/FB+fa/Fa = 0.794 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 3,356.1 Allowable = 2,000 psf Moment....Actual ft-#= 11,875.4 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,815 psf Moment Allowable = 14,963.4 ACI Factored @ Heel = 0 psf Shear Actual psi= 30.8 Footing Shear @ Toe = 20.1 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 19.7 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 31.20 LAP SPLICE IF BELOW in= Lateral Sliding Force = 2,636.0 lbs HOOK EMBED INTO FTG in= 6.47 Masonry Data I'm psi= Fs psi= Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 2�- To specify your own Title : 9'-0"SEISMIC Page: special title block here, Job# : Dsgnr: Date: AUG 3,2011 use the"Settings"screen Description.... _ and.enter.your title block information. This Wall in File:C:\Users\Public\SOFTWARE\RETAIN PRO Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1165895 2007013 Footing Design Results Toe Heel Factored Pressure = 1,815 0 psf Mu':Upward = 9,677 0 ft-# Mu':Downward = 1,688 1,431 ft-# Mu: Design = 7,989 1,431 ft-# Actual 1-Way Shear = 20.07 19.69 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: #4@ 9.50 in,#5@ 14.75 in,#6@ 20.75 in,#7@ 28.50 in,#8@ 37.25 in,#9@ 47 Heel Reinforcing = #4 @ 19.50 in Heel: Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,742.2 3.11 5,420.2 Soil Over Heel = 779.2 5.08 3,960.8 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= . 0.00 Load @ Stem Above Soil = Soil Over Toe = 220.0 2.00 440.0 Seismic Earth Load = 893.8 5.60 5,005.0 Surcharge Over Toe = Stem Weight(s) = 870.0 4.33 3,770.0 Earth @ Stem Transitions= Total = 2,636.0 O.T.M. = 10,425.3 Footing Weighi = 664.6 2.75 1,827.6 Resisting/Overturning Ratio = 1.35 Key Weight = Vertical Loads used for Soil Pressure= 3,277.0 lbs Vert.Component = 743.2 5.50 4,087.6 Total= 3,277.0 lbs R.M.= 14,086.0 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 28 2X STUD WALL • li .,..._,....„ . EXTERIOR SHEAR WALL P.T. SILL PLATE WITH %2" J-TYPE BOLT, EMBED 7" SHEATHING AND NAILING PER MIN. INTO STEM WALL SHEAR WALL PLAN A...1. E-7 11 „A O W x II aWU V Mao a A E-a0a ma z W (1) - #4 VERTICAL BAR @ ii 24" O.C. WITH 6" HOOK AT EACH END o 8.. N a II (2)-#5 CONTINUOUS BAR AT Co BOTTOM OF FOOTING AND TOP ° OF STEM WALL (EXTEND REBAR 4 V AROUND CORNERS MIN. 5'-0") ,- 0 1'-4" NOTE: 1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 2. REFER TO SHEAR WALL SCHEDULE SILL BOLT SPACING AT SHEAR WALL LOCATIONS. 0 FOOTING SECTION SCALE: NONE „. ... .. .. A (7 Z 0 ill > 1 I P4 (/) LT.1 ---- SLAB (THICKNESS PER z 0 I _ I r..T. 71 ARCHITECTURAL •al <4m I7- -L--,_:ir4 DRAWINGS) WITH 6X6 H I I' -W1.4 X W1.4 WIRE MESH, 1 1 8” MIN. 6" LAP SPLICE > H v 7, 4 / 11 411 E0 .6 11 1 1 11 `-' E-, • °H. .6 • Z Ir . r4 i4 4 HOLD-DOWN PER SHEAR WALL _ 0 ' I 1 4 SCHEDULE _, II,--1 L4 LIZIo • < (3)-#5 CONTINUOUS BAR AT t_ TOP AND BOTTOM OF FOOTING (EXTEND REBAR Co .- 0 AROUND CORNERS MIN. 5'-0") l'-8" < > NOTE: 1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 2. DRIVEWAY SURFACE NOT SHOWN. 0 FOOTING SECTION SCALE: 1" = 1'-0" b A • W O CO O Q TYPICAL EXTERIOR O SHEATHING AND NAILING S L`1SIMPSON 'MSTC28' A ilk// '///AV�� STRAP, FILL ALL HOLES AX' ER ND OF .�.�/� /- %A WALL PANEL Co :•0A BEAM PER ARCHITECTURAL PLA , CNTINUE BEAM T A all ►_ ENDNOFOSHEAR WALL PANEL 7o001. e � � SIMPSON LTP5 (2) ON FRONT SIDE (2) ON THE OTHER ((4)TOTAL) 0 4X6 DFL-#2 NAILER ► SHEAR WALL SHEATHING AND NAILING PER PLAN 5. rte, s6X STUD TYP. EACH o r END OF PANEL fr3X SILL PLATE PER It i' SHEAR WALL SCHEDULE E: MI I\I' IL/ SILL BOLTS PER 3/S4, V I I I I COUNTERSINK HEAD AND o II III II II II 3 WASHER INTO 3X MEMBER— v :---, v I I IIIIL Ia — S2 III U II II mil 4 SHEAR WALL PLAN VIEW S2 SCALE: NONE • V EXTERIOR SHEATHING AND NAILING PER PLAN 7;2'1- -/ 2X STUD DECK JOIST AND HANGER PER PLAN / 2X DECKING FLOOR JOIST AND SHEATHING PER PLAN (\ / I l / r r Y _ E t * NN M. t III' / '71- SIMPSON 'DTT2Z' t - i�! (2) %"0 A307 THRU- ' BOLTS @ 24" O.C. 2X10 P.T. LEDGER ENTIRE LENGTH OF DECK / 2X WALL STUDS PER PLAN ----4--4-------..< 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" 32 UPPER ROOF • LOWER ROOF 8d@4" O/C 'LAN II�����. 2X WALL STUDS PER PLAN �� (3) 16d NAILS TYP. I I EACH STUD I: 2X LEDGER PER PLAN 6 WALL SECTION S2 SCALE: 1" = 1'-0" el r 2X STUD WALL EXTERIOR SHEAR WALL P.T. SILL PLATE WITH %2" J-TYPE BOLT, EMBED 7" SHEATHING AND NAILING PER MIN. INTO STEM WALL SHEAR WALL PLANI A F-- II ^ 0 14 II aWU — O (1) - #4 VERTICAL BAR @ a F p a � W 24" O.C. WITH 6" HOOK a > AT EACH END li „ 8 11, (2)-#CONTINUOUS BAR AT 00 BOTTOM OF FOOTING AND TOP a ° OF STEM WALL (EXTEND REBAR v AROUND CORNERS MIN. 5'-0") U 1'-4" NOTE: < > 1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 2. REFER TO SHEAR WALL SCHEDULE SILL BOLT SPACING AT SHEAR WALL LOCATIONS. 0 FOOTING SECTION SCALE: NONE 2X STUD STRAP HOLDOWN PER PLAN FLOOR JOIST AND SHEATHING PER PLAN SHEAR WALL SHEATHING AND NAILING PER PLAN I� SILL PO INFORMATIONATEADP ERCLSP HEAR WALL SCHEDULE SIMPSON 'MSTC28' STRAP AT EACH END OF BEAM HEADER OVER WINDOW/DOOR 8 WALL SECTION S2 SCALE: 1" = 1'-0"