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Specifications (81)F. 4 ms-i201. 6 - co 96 \\A' - OT T_c PY 1�"0v292016 E3{CITYff gg11Off:NG 877(449 LATERAL CALCULATIONS FOR MEDALLION LOT 8 TIGARD, OREGON by RICHARD J. TURNER, P.E. DATE: 09/09/16 JOB NUMBER: R16490 -15:1 GPNF,ss F ' � 589 OREGON EXP.DATE: 06-30-18 INDEX OF CALCULATIONS: PAGES DATE: 09/09/16 SHEAR WALL PLANS: 1 TO 4 SEISMIC LOADS: 5 TO 6 WIIND LOADS: 7 TO 8 WALL DISTRIBUTION: 9 TO 10 FOOTING DESIGN: 11 RET WALL ANALYSIS AND DESIGN: 12 TO 24 STRAPS TO STRAPS TO BEAM BELOW BEAM BELOW a MY 167" Ala Ali 9i <,3Nrytb K' yOMIN.3'-0" +_MIN.4'-6" MIN.4'-11_VT UN.3'6" - o Zb 111-‘c- bON ACM ler X 1 2 a "— X O X 14-1 ^.� 14'-11" /'\„ D6 ROOF ? SEN ION N z 0 I II-11S Db - �rt r �- MIN. -4" .2'-8" D( MIN.2-3" MIN.2'-3" Gig I D6 El 0 L J 12:1 51 I I I I I 1 1 4 4 1 UPPER FLOOR SHEARWALL PLAN NOTE: 1. REFER TO FRAMING REQUIREMENTS FOR TYPICAL EXTERIOR SHEATHING AND NAILING(TSN), ROOF SHEATHING AND NAILING AND FLOOR SHEATHING AND NAILING REQUIREMENTS. i mm ISIMPSON T)TT1Z' I VEI VW Ea m O MIN. MIN. 11 3'1' ( �� I 2,__" /l J?y /� ,,.I? •�:•. 31MPSON'MSTA24' ..... .-..... %6' 4 MI6 'Is STRAP FROM BEAM TO WALL BLOCKING ��/��� BEAM PER C PLAN Ea o WALL II':o Iv SECTION • N • N R• 1 �� Is. -.-.�.--=---r N • II!0 AUX p , oMIN.7-0" i III m:. �um7t9 I 1111 N>• m �I LS' NMI'.f.:';' N:ii: © W i NUB 2:: �'I WALL ® ' 110 " SECTION m 4C11 , • ill • Ifjas.r�aaa 11111111. � i F� i� �� - `� SIMPSON AI .\ i I 'MSTA36'STRAP ' FROM BEAM TO • „. L.- BLOCKING IN FLOOR i � : -- ,/.—.—. \, �. .1 :i' LOWERGII2DE ©MIN.1'-10 s —•—•— J— MIN.17-10-J m TRUSS Ela WALL WALL © © -•' ELEVATIO- m ELEVATIO W m `' NEW O 1 u J1 • MIN. -6" Ea La(:-.1.1) F2 (ID 3 F413110 - MAIN FLOOR S H EARWALL 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'DTT2Z' HOLDOWN 1 Inn O © 'I MIN. --� ... ........,..,.........,............. SIMPSON'MIT= 4'-30 HOEDOWN MIN. MIN ..... .... ...;;, 3,0" 2,5" . AIX iii DECK2 J DECK ? -k, SIMPSON'DTT2Z' SECTIO SECTIO `IOW HOEDOWN 1 i i N iii v 1 i 0 0 • \ MIN.13'-6" KM ACI Q19r �\ ' .....-. c•:MIri 5 6 m WALL O SECTION iii. :.:0_:.__....._._ _ Q r 1 O L.- 1 I r-1 L-.-----------I F1 1 1 4 1 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 CM El 4. �GX �GF 1111111 OM �F��F 1 T .. Y 1 Mr .. 01 i ' }r---� '� -P Mg -yam •I. OL? 11-1? G2 Olg. %Fr 1 RET.WALL I SECTION i le �Q•Sry RET.WALL 11. SECTION i"::E-.L---Z.-F---1- 4-1 .......-.—i..-B--—-—--€!!i - -_} = - 0 --- 1 O --- - _ „,,,,,4 ®- . . ,_ ,,,..,„ „ft ...„.. _ ______ c_ __ 1 0 ..,„...„.4 ,, ..„,,,+,, 1 F2F3 F4 0 • PARTIAL FOUNDATION PLAN FOUNDATION NOTES 4 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. R16490 MEDALLION LOT 8 LAD 09 09 16.xlsx SEISMIC LOADS (2014 OSSC, ASCE 7-10 EQUIVALENT LATERAL FORCE PROCEDURE) 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: 35.896 FT 0.0920 0.691 Ss: 1.010 MAPS Sa=SDs TO: 0.1020 0.734 S1: 0.319 MAPS 0.2 0.734 I: 1.000 TABLE 11.5-1 Ts: 0.5100 0.734 Fa: 1.090 TABLE 11.4-1 EQ 9.4.1.2.6-2 0.6100 0.614 Fv: 1.760 TABLE 11.4-2 0.7100 .0.527 Sms: 1.101 EQ.11.4-1 0.8100 0.462 Sm1: 0.561 EQ. 11.4-2 0.9100 0.411 Sds: 0.734 EQ. 11.4-3 1.0100 0.371 Sd1: 0.374 EQ. 11.4-4 1.1100 0.337 To: 0.102 1.2100 0.309 Ts: 0.510 1.3100 0.286 Ct: 0.020 TABLE 12.8-2 1.4100 0.265 x: 0.750 TABLE 12.8-2 1.5100 0.248 Ta: 0.293 EQ. 12.8-7 SEISMIC DESIGN series 1 CATEGORY(.1 SEC): D TABLE 11.6-1 0.800 SEISMIC DESIGN 0.700 r • CATEGORY(1 SEC): D TABLE 11.6-2 R: 6.5 TABLE 12.2-1 0.600 S2: 3.0 TABLE 12.2-1 a, 0.500 SIMPLIFIED „ 0.400 Mr FORCE (V): 0.1355 W 0.300 ' ♦series 1 0.200 Cs: 0.113 W(EQ. 12.8-2) 0.100 Cs(MAX): 0.140 W(EQ. 12.8-3/4) 0.000 CS(MIN): 0.010 W(EQ. 12.8-5) 0 0.5 1 1.5 2 CS(MIN,E F): 0.025 W(EQ. 12.8-6) Cs(ACTUAL): 0.113 W Axis Title EQ. LATERAL FORCE (V): 0.113 W • • PAGE 5 R16490 MEDALLION LOT 8 LAD 09 09 16.xlsx SEISMIC LOADS (2014 OSSC, ASCE 7-10 EQUIVALENT LATERAL FORCE PROCEDURE) 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 752 376 1366 0 0.000 1.00 1 UPPER 1724 862 2771 0 0.182 1.00 1 MAIN 1620 810 1382 0 0.169 1.00 1 BASE SHEAR HT W WiHiAk TOTAL W V V*.7 SUM V ROOF 29.0 26544 769776 26544 4585 3209 3209 12.8-11,12.8-12 UPPER 20.0 50984 1019680 77528 6073 4251 7461 12.8-11,12.8-12 MAIN 10.0 35690 356900 113218 2126 1488 8949 12,8-11,12.8-12 113218 2146356 8199 8949 V(LBF): 12784 EQ.12.8-1 E(SEISMIC BASE SHEAR) V*.7(LBF): 8949 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 752 376 1366 0 0.314 1.00 1 UPPER 1724 862 2771 0 0.241 1.00 1 MAIN 1620 810 1382 0 0.174 1.00 1 BASE SHEAR HT W WiHiA2 TOTAL W V V*.7 SUM V ROOF 29.0 26544 769776 26544 4585 3209 3209 12.8-11,12.8-12 UPPER 20.0 50984 1019680 77528 6073 4251 7461 12.8-11,12.8-12 MAIN 10.0 35690 356900 113218 2126 1488 8949 12.8-11,12.8-12 113218 2146356 8199 8949 V(LBF): 12784 EQ.12.8-1 E(SEISMIC BASE SHEAR) V*.7(LBF): 8949 2.4.1 ASD(L.C.5,8) PAGE_Le_ R16490 MEDALLION LOT 8 LAD 09 09 16.xlsx WIND LOADS MWFRS (2014 OSSC, ASCE 7-10) ENVELOPE PROCEDURE METHOD 1 (LOW-RISE BUILDING ) 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): 68.2 Kh: 0.7 0.7 ROOF MEAN HEIGHT(FT): 32.198 Kzt: 1 TOTAL ROOF HEIGHT (FT): 35.896 Kd: 0.85 GABLE(Y/N): V: 94.5 ROOF PITCH: 5 qh: 13.60 THETA: 22.62 0.385 0.923 2a(FT): 10 POSITIVE NEGATIVE OPEN/ PARTIAU 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 0.53785959 4.87 9.76 2 -0.4542122 -8.63 -3.73 3 -0.4669007 -8.80 -3.90 0.07 0.07 0.17 4 -0.4142808 -8.08 -3.19 12.95 12.95 5 -0.45 -8.57 -3.67 6 -0.45 -8.57 -3.67 1E 0.77118149 8.04 12.94 2E -0.7189381 -12.23 -7.33 3E -0.6480822 -11.26 -6.37 -0.37 -0.37 -0.96 4E -0.5980822 -10.58 -5.69 18.63 18.63 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 5.90 101.00 12.95 10.00 18.63 1494 4330 UPPER 25-30 5.00 147.00 12.95 50.00 18.63 2835 UPPER 20-25 5.00 166.00 12.95 50.00 18.63 3081 • UPPER 15-20 5.00 202.00 12.95 50.00 18.63 3547 6629 MAIN 0-15 10.00 425.00 12.95 100.00 18.63 7367 7367 1301.00 TOTAL BASE SHEAR R:1 18325 PAGE R16490 MEDALLION LOT 8 LAD 09 09 16.xlsx WIND LOADS MWFRS (2014 OSSC, ASCE 7-10) ENVELOPE PROCEDURE METHOD 1 (LOW-RISE BUILDING ) 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): 68.2 Kh: 0.7 0.7 ROOF MEAN HEIGHT: 32.2 Kzt: 1 TOTAL ROOF HEIGHT (FT): 35.9 Kd: 0.85 GABLE(Y/N): V: 94.5 ROOF PITCH: 5 qh: 13.60 THETA: 22.62 0.385 0.923 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 0.53785959 4.87 9.76 2 -0.4542122 -8.63 -3.73 3 -0.4669007 -8.80 -3.90 0.07 0.07 0.17 4 -0.4142808 -8.08 -3.19 12.95 12.95 5 -0.45 -8.57 -3.67 6 -0.45 -8.57 -3.67 1 E 0.77118149 8.04 12.94 2E -0.7189381 -12.23 -7.33 3E -0.6480822 -11.26 -6.37 -0.37 -0.37 -0.96 4E -0.5980822 -10.58 -5.69 18.63 18.63 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 5.90 121.00 12.95 24.00 18.63 2014 5795 UPPER 25-30 5.00 220.00 12.95 50.00 18.63 3781 UPPER 20-25 5.00 243.00 12.95 50.00 .18.63 4078 UPPER 15-20 5.00 256.00 12.95 50.00 18.63 4247 8325 MAIN 0-15 10.00 200.00 12.95 100.00 18.63 4453 4453 1314.00 TOTAL BASE SHEAR R:1 18573 PAGE__ R16490 MEDALLION LOT 8 LAD 09 09 16.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 F1 0.00 0 0 0 0 0 0 - 0 0 0 NO 0.5 F2 27.50 1605 58 0.2 2165 79 79 D6 630 1558 -929 NO 0 F3 0.00 0 0 0 0 0 0 - 0 0 0 NO 0 F4 0.00 0 0 0 0 0 0 - 0 0 0 NO 0.5 F5 32.00 1605 50 0.2 2165 68 68 D6 541 1813 -1272 NO 3209 4330 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.) 0.11 F1 24.16 446 18 0 696 29 29 D6 259 725 -466 NO 0.3 F2 22.83 2880 126 0.2 4153 182 182 D6 1637 742 -33 NO 0.27 F3 21.50 1127 52 0.1 1757 82 82 D6 735 806 -71 NO 0.2 F4 11.66 850 73 0.1 1326 114 114 D6 1023 350 674 HDU2(2)2X 0.13 F5 33.66 2157 64 0.1 3026 90 90 D6 809 1010 -1473 NO 1.00 7461 10958 NOTE: LOADS AT WALL LINE F1,F3,AND F4 TRANSFER TO FOUNDATION WALL BELOW. 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 F1 24.16 446 18 0 696 0 0 - 0 0 -466 NO 0.5 F2 25.50 3624 142 0.2 7837 307 307 D4 2766 1530 1203 HDU2(2)2X 0 F3 21.50 1127 52 0.1 1757 0 0 - 0 0 -71 NO 0 F4 11.66 850 73 0.1 1326 0 0 - 0 0 674 HDU2(2)2X 0.5 F5 18.66 2901 155 0.2 6710 360 360 D4 3236 1120 644 HDU2(2)2X 1.00 8949 18325 • PAGE 1- A R16490 MEDALLION LOT 8 LAD 09 09 16.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 S1 0.00 0 0 0 0 0 0 -- 0 0 0 NO 0 S2 0.00 0 0 0 0 0 0 - 0 0 0 NO 0.5 S3 25.49 1605 63 0.2 2897 114 114 D6 909 977 -68 NO 0 S4 0.00 0 0 0 0 0 0 - 0 0 0 NO 0.5 S5 15.92 1605 101 0.3 2897 182 182 D6 1456 451 1005 MSTC28 1.00 3209.4 5794.8 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) 0.2 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.14 51 5.00 607 121 0.1 1189 238 238 D6 2141 300 1841 HDU2(2)2X 0.11 S2 3.75 455 121 0.1 892 238 238 D6 2141 225 1916 HDU2(2)2X 0.32 S3 16.58 2983 180 0.2 5596 337 337 D4 3037 995 1974 HDU2(2)2X 0.18 S4 9.00 748 83 0.1 1464 163 163 06 1464 540 924 HDU2(2)2X 0.25 S5 14.92 2668 179 0.2 4979 334 334 D4 3004 895 3114 MSTC52 1.00 7460.6 14120 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) 0.2 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0 S1 5.00 607 121 0.1 1189 238 0 CONC 0 0 1841 HDU2(2)2X 0 S2 3.75 455 121 0.1 892 238 0 CONC 0 0 1916 HDU2(2)2X 0.27 S3 21.75 3380 155 0.2 6784 312 312 CONC 1871 1072.5 2773 HDU2(2)2X 0.23 S4 19.00 1095 58 0.1 2503 132 132 D6 1185 990 1120 HDU2(2)2X 0.5 S5 27.92 3411 122 0.1 7205 258 258 D6 2323 1257.45 4180 HDU4(2)2X 1.00 8949 18573 PAGE [0 R16490 MEDALLION LOT 8 LAD 09 09 16.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 -466 8 16 16 24.16 0 267 0.00 0.00 NONE F2 1260 8 16 16 25.50 1 267 0.04 0.02 NONE F3 90 8 16 16 21.50 0 267 0.00 0.00 NONE F4 674 8 16 16 11.66 0 267 0.01 0.01 NONE F5 644 8 16 16 18.66 0 267 0.01 0.00 NONE NOTE: WALL LINES F1,F3 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 (IN^2) S1 1841 8 16 16 4.00 1 267 0.04 0.02 NONE S2 1916 8 16 16 1.88 2 267 0.06 0.03 1-#4 BAR S3 2773 8 16 16 1.88 4 267 0.14 0.06 1-#4 BAR S4 1120 8 16 16 1.88 3 267 0.08 0.04 1-#4 BAR S5 4180 8 16 16 1.88 8 267 0.24 0.11 1-#4 BAR • PAGE 11 fliiL 1'Vfli1J11'l l..l Ltil[u Afl L'1vlL'1\1J. NOTE: 1. ASSUMPTIONS: 2. CONCRETE FOUNDATION WALL DESIGNED TO MAX DESIGN PRESSURE= 40 PSF CARRY SOIL LOAD ONLY. ALLOWABLE SOIL BEARING PRESSURE= 1500 PSF 3. COMPACTED BACKFILL TO BE INSTALLED BEFORE (2000 PSF WITH SEISMIC) INSTALLING WOOD FLOOR. COEFFICIENT OF FRICTION= .25(SLAB RESISTS SLIDING) 4. SHORE WALL BEFORE COMPACTING WITH PASSIVE SOIL PRESSURE= 150 PSF BACKFILL. SEISMIC Kh=Sds/2.5(Mononobe-Okabe/Seed 5. REINFORCING BARS TO BE ASTM A615,GRADE 60, Whitman procedure) DEFORMED BARS(MIN. LAP SPLICE 40 BAR DIAM.). FC = 2500 PSI AT 28 DAY STRENGTH,5"SLUMP. 6. DEFORMED WELDED WIRE TO BE ASTM A185. Fy(STEEL) 60 KSI SOIL WEIGHT = 110 PCFPI P.T. SILL PLATE WITH)/2' J-TYPE BOLT,EMBED 7" MIN.INTO STEM WALL PONY WALL TOP OF CONCRETE WALL ►� -11, FREE-DRAINING MATERIAL 4), , , • Z W WALL HORIZONTAL AND ,� VERTICAL REINFORCING PER SCHEDULE ABOVE(VERTICAL r d BAR WITH STD.HOOK) 4"SLAB WITH 6X6 W 1.4XW 1.4 • a. CONTINUOUS DRAIN WELDED WIRE MESH OR#4 • e BY OTHERS BARS EACH WAY @ 18"O.C.AT U •. • CENTER OF SLAB,ALLOW :a • SLAB TO CURE 7 DAYS (::. --- m •. BEFORE BACKFILLING WALL ir • A • • a • x .e ' ° 4 ° TOE REINFORCING ° a w "d• . 2 .• y • 9 TOE BTM.HORIZONTALTOE' M 'HEEL' REINFORCING PER1/41'.— SCHEDULE 'WIDTH' RETAINING WALL/FTG. SCHEDULE WALL REINFORCEMENT FOOTING REINFORCEMENT HEIGHT 't' TOE HEEL DEPTH WALL VERT.REINF.WALL HOR.REINF. TOE BTM.HORIZONTAL TOE REINFORCING 4'-0" 8" 1'-0" 1'-6" 10" #4 @ 12"O.C. #4 @ 12"O.C. #4 @ 12"O.C. #4 @ 16"O.C. 6'-0" 8" 2'-3" 1'-6" 10" #4 @ 12"O.C. #4 @ 12"O.C. 4 #4 @ 12"O.C. #4 @ 16"O.C. 8'-0" 8" 3'-9" 1'-9" 10" #4 @ 6"O.C. #4 @ 12"O.C. #4 @ 12"O.C. #4 @ 12"O.C. 10'-0" 8" 4'-9" 2'-3" 1'-0" #5 @ 4"O.C. #4 @ 12"O.C. #4 @ 12"O.C. #4 @ 12"O.C. 0 RETAINING WALL SECTION 1Z , Use menu item Settings>Printing&Title Block Title 4FT.SB E Page: to set these five lines of information Job# Dsgnr: Date: 19 MAY 2015 for your program. _ Description.... This Wall in File:c:\users\owner\documents\te&d 07 06 13\retain pro calculations\slab on btm12015\r RetainPro 10(c)1987-2014, Build 10.14.12.11 Ucense:KW-06056589 (cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:TURNER ENGINEERING AND DESIGN Criteria 1 Soil Data 1v. Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf _ 6 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method ,-.12 1;\ Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00: 1 _ Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft I ;- Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcfy Hr Soil Density,Toe = 0.00 pcf sem- A FootingllSoil Friction = 0.400 A . .._.., :_.. __._'f=F.._.....,;:_:. Soil height to ignore _ � for passive pressure = 12.00 in 2. IR I Surcharge Loads ` Lateral Load Applied to Stem I Adjacent Footing Loadill ti 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 The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ` has been increased 1.00 Footing Type Line Load i by a factor of Base Above/Below Soil Axial Dead Load = 0,0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load I Kae for seismic earth pressure = 0.585 Added seismic base force 191.9 lbs Design Kh = 0.296 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.265 Using Mononobe-Okabe/Seed-Whitman procedure • • • 13 Use menu item Settings>Printing&Title Block Title 4FT:SB E Page: . to set these five lines of information Job# Dsgnr: Date: 19 MAY 2015 for your program. Description.... This Wall in File:c:\users\owner\documents\te&d 07 06 13\retain pro calculations\slab on btm\2015\r RetainPro 10(c)1987-2014, Build 10.14.12.11 • �^an Code: IBC 2012,ACI 318 11,ACI 530-11 License To:OTURNER ENGINEERING AND DESIGN tilevered Retaining Wall Design Design Summary I Stem.Construction 1 Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.53 OK Wall Material Above"Ht" = Concrete . Slab Resists All Sliding I Design Method = LRFD Thickness = 8.00 Total Bearing Load = 1,033 lbs Rebar Size = # 4 ...resultant ecc. = 8.60 in Rebar Spacing = 12.00 Soil Pressure Toe = 1,292psf OK Rebar Data Placed at = Edge @ Design Da Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.154 I Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,550 psf Service Level lbs= ACI Factored @ Heel = 0 psf Strength Leve lbs= 570.8 Footing Shear @ Toe = 6.4 psi OK Moment. .Actual Footing Shear @ Heel = 5.7 psi OK Servicece Level ft-#= Strength Leve ft-#= 832.9 Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding I phiMn or Mallowable = 5,412.6 Lateral Sliding Force = 567.5 lbs Shear.....Actual Service Level psi= iStrength Leve psi= 7.6 Vallowable/(bd) psi= 75.0 ,=t 5,,A-,. __1.---N L-c'p 1.2 . Wall Weight = 100.0 Rebar Depth 'd' in= 6.25 Masonry Data fm psi Load Factors Fs psi= Building Code IBC 2012,ACI Solid Grouting = Dead Load 1.200 Modular Ratio'n' = Live Load 1.600 Short Term Factor = Earth,H 1.600 Equiv.Solid Thick. = Wind,W 1.000 Masonry Block Type = Medium Weight • Seismic,E 1.000 Masonry Design Method = ASD Concrete Data Pc psi= 2,500.0 Fy psi= 60,000.0 Footing Dimensions &Strengths 111 Footing Design Results Toe Width = 1.00 ft Toe Heel . Heel Width = 1.50 Factored Pressure = 1,550 0 psf Total Footing Width = 2.50 Mu':Upward = 614 0 ftp# Footing Thickness = 10.00 in • Mu':Downward = 72 213 ftp# Mu: Design = 542 213 ft-# Key Width = 0.00 in Actual 1-Way Shear = 6.41 5.67 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm. 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined • \k Use menu item Settings>Printing&Title Block Title 4FT SB E Page: to set these five lines of information Job* Dsgnr: Date: 19 MAY 2015 for your program. Description.... • This Wall in File:c:\users\owner\documents\te&d 07 06 13\retain pro calculations\slab on btm12015\r RetainPro 10(c)1987-2014, Build 10.14.12.11 License:TMI-06056589 License To:TURNER ENGINEERING AND DESIG((����ppIV- tilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,AC!530-11 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 2.08 668.4 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 191.9 2.60 498.9 Soil Over Toe = 0.50 Surcharge Over Toe = Total 567.5 O.T.M. 1,041.4 Stem Weight(s) = 400.0 1.33 533.3 Earth @ Stem Transitions= _ - Footing Weight = 312.5 1.25 390.6 Resisting/Overturning Ratio = 1.53 Key Weight Vert.component of active S.P.used for Overturning Resistance. _ Total= 1,033.3 lbs R.M.= 1,592.4 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Tilt • Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pct Horizontal Deft @ Top of Wall(approximate only) 0.057 In The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, • because the wall would then tend to rotate into the retained soil. • • • • 1� Use menu item Settings n Printing&Title Block Title 6FT SB E Page: . to set these five lines of information Job# Dsgnr: Date: 19 MAY 2015 for your program. Description.... This Wall in File:c:\users\owner\documents\tend 07 06 131retain pro calculations\slab on btm\20151r RetainPro 10(c)1987-2014, Build 10.14.12.11 Code: IBC 2012,AC1 318 11,AC1 530 11 License:KW-06056589 Efftilevered Retaining Wall Design License To:TURNER ENGINEERING AND DE G1v 11Criteria Soil Data M Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 psf WallEquivalent Fluid Pressure Method height above soil = 0.50 ft Heel Active Pressure 40.0 psf/ft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft I J.., Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf ., Soil Density,Toe = 0.00 pcfIttii "s1 _" FootingliSoil Friction = 0.400 ig=,-.,. Soil height to ignore for passive pressure = 12.00 in t'.'1;'; Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Loadil Surcharge Overreel = 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 The above lateral load Wall to Ftg CL Dist = 0.00 ft • has been increased 1,00 Footing Type Line Load Axial L�o®ad Applied to Stem by a factor of Base Above/Belbw Soil Axial Dead Load = 0.0 lbs at Back of Wall 0.0 ft Wind on Exposed Stem = 0.0 psf = Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load i Kae for seismic earth pressure = 0.585 Added seismic base force 409.9 lbs Design Kh = 0,296 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.265 Using Mononobe-Okabe/Seed-Whitman procedure 1 • Use menu item Settings>Printinei&Title Block Title 6FT SB E Page: to set these five lines of information Job# Dsgnr: Date: 19 MAY 2015 for your program. Description.... This Wall in File:c:\users\owner\documents\te&d 07 06 13\retain pro calculations\slab on btm\2015\r RetainPro 10(c)1987-2014, Build 10.14.12.11 License:KW-06056589 ��ptltilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:TURNER ENGINEERING AND DE GN ,Design Summary 11 Stem Construction r Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.26 Ratio<1.51 Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Design Method = LRFD Thickness = 8.00 Total Bearing Load = 1,573 lbs Rebar Size = # 4 ...resultant ecc. = 15.95 in Rebar Spacing = 12.00 Soil Pressure @Toe = 1,922 psf OK Rebar Placed at = Edge Design Data = ....yr, Soil Pressure @ Heel 0 psf OK • fb/FB+fa/Fa 0.597 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,306 psf ACI Factored @ Heel = 0 psf Strength Leve lbs= 1,409.6 Footing Shear @ Toe = 19.0 psi OK Moment....Actual Footing Shear @ Heel = 8.1 psi OK Service Level ft-#= p Strength Leve ft-#= 3,232.0 Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding! phlMn or Mallowable = 5,412.6 Lateral Sliding Force = 1,212.1 lbs Shear Actual Service Level psi= ? Strength Leve Valpsi= 18.8 lowable/(bd) psi= 75.0 5et5 ,,it,L X Lu>D i p Wall Weight = 100.0 Rebar Depth 'd' in= 6.25 Masonry Data fm psi= Load Factors Fs . psi= Building Code IBC 2012,ACI Solid Grouting = Dead Load 1.200 Modular Ratio'n' = Live Load 1.600 Short Term Factor = Earth,H 1.600 Equiv.Solid Thick. = Wind,W 1.000 Masonry Block Type = Medium Weight Seismic,E 1.000 Masonry Design Method = ASD Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 Footing Dimensions &Strengths 1 l Footing Design Results Toe Width = 2.25 ft Toe •Heel Heel Width - 1.50 Factored Pressure = 2,306 0 psf Total Footing Width = 3.75 Mu':Upward = 3,892 0 ft4 Footing Thickness = 10.00 in Mu':Downward = 142 304 ft-# Mu: Design = 3,750 304 ft-# Key Width = 0.00 in Actual 1-Way Shear = 18.99 8.11 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 11.11 in fc= 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes& Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 11.11 in,#5@ 17.22 in,#6@ 24.44 in,#7@ 33.33 in,#8@ 43.89 in,#9©5 Heel:Not req'd,Mu<S"Fr Key: No key defined Use menu item Settings>Printing&Title Block Title 6FT SB E Page: , to set these five lines of information Job# : Dsgnr: Date: 19 MAY 2015 for your program. Description.... This Wall in File:c:\users\owner\documents\te&d 07 06 13\retain pro calculations\slab on btm\2015\r RetainPro 10(c)1987-2014, Build 10.14.12.11 Code: IBC 2012,AC1 318-11,AC1 530 11 License:KW-06056589 EW�pltilevered Retaining Wail Design License To:TURNER ENGINEERING AND DE GN" Summary of Overturning &Resisting Forces &Moments 1 . OVERTURNING... RESISTING :. Force Distance Moment ForceeDistance Moment lbs ft ft-# Item lbs ft ft-# Heel Active Pressure = 802.2 2.11 1,693.6 Soil Over Heel = 504.2 3.33 1,680.6 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 409.9 3.80 1,557.6 Soil Over Toe = 1.13 = Surcharge Over Toe = Total 1,212.1 O.T.M. 3,251.2 Stem Weight(s) = 600,0 2.58 1,550.0 Earth©Stem Transitions= = = Footing Weighs = 468.8 1.88 878.9 Resisting/Overturning Ratio = 1.26 Key Weight = Vert.component of active S.P.used for Overturning Resistance. = _ Total= 1,572.9 lbs R.M.= 4,109.5 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. _Tilt I . Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.085 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. 1J 1 , Use menu item Settings>Printing&Title Block Title 8FT SB E Page: to set these five lines of information Job# Dsgnr: Date: 19 MAY 2015 for your program. Description.... • This Wall in File:c:\users\owner\documents\te&d 07 06 13\retain pro calculations\slab on btm12015\r RetainPro 10(c)1987-2014, Build 10.14.12.11 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACl 530-11 License To:TURNER ENGINEERING AND DEbluN Criteria 1 Soil Data Retained Height = 7.50 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00: 1 = = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf -r± Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in =P"« 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 The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 6 has been increased 1.00 Footing Type Line Load i by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load I Kae for seismic earth pressure 0.585 Added seismic base force 709.7 lbs Design Kh = 0.296 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.265 Using Mononobe-Okabe/Seed-Whitman procedure • ,61 f Use menu item Settings>Printing&Title Block Title BFT SB E Page: , to set these five lines of information Job# Dsgnr: Date: 19 MAY 2015 for your program. Description.... This Wall in File:c:\users\owner\documents\te&d 07 06 13\retain pro calculations\slab on btm\2015\r RetainPro 10(c)1987-2014, Build 10.14.12.11 Code: IBC 2012,ACI 318-11,ACI 530 11 License:KW-06056589 �p tilevered Retaining Wall Design License To:TURNER ENGINEERING AND DE GN Design Summary Stem Construction \ Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.29 Ratio<1.5! Wall Material Above"Ht" = Concrete Slab Resists All Sliding I Design Method = LRFD Thickness = 8.00 Total Bearing Load = 2,381 lbs Rebar Size = # 4 ...resultant ecc. = 22.00 in Rebar Spacing = 6.00 Soil PressureToe = 1,732 psf OK RebarDa aed at = Edge © Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.788 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,079 psf ACI Factored @ Heel = 0 psf Strength Leve lbs= 2,621.2 Footing Shear @ Toe = 26.8 psi OK Mom .Actual Level Servvice iceLLevel ft#= Footing Shear @ Heel = 13.7 psi OK Strength Leve ft-#= 8,195.3 _ Allowable = 75.0 psi Sliding Calcs Slab Resists Ali Sliding! phiMn or Mallowable = 10,400.4 Lateral Sliding Force = 2,098.6 lbs Shear Actual Service Level psi= Strength Leve psi= 34.9 Vallowable/(bd) psi= 75.0 61-5 iA.c- /-I 1--Vt19-6V Wall Weight = 100.0 Rebar Depth 'd' in= 6.25 Masonry Data Pm psi= Load Factors Fs psi= Building Code IBC 2012,ACI Solid Grouting = Dead Load 1.200 Modular Ratio'n' _ Live Load 1.600 Short Term Factor = Earth,A 1.600 Equiv.Solid Thick. = Wind,W 1.000 Masonry Block Type = Medium Weight Seismic,E 1.000 Masonry Design Method = ASD Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 L.F.toli.r..1 Dimensions &Strengths k Footing Design Results Toe Width = 3.75 ft Toe Heel Heel Width = 1.75 Factored Pressure = 2,079 0 psf Total Footing Width = 5.50 Mu':Upward = 9,743 0 ft-# Footing Thickness = 10.00 in Mu':Downward = 641 669 ft-# Mu: Design = 9,102 669 ft•# Key Width = 0.00 in Actual 1-Way Shear = 26.85 13.72 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4©7.48 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: #4@ 7.48 in,#5@ 11.60 in,#6@ 16.46 in,#7@ 22.45 in,#8@ 29.56 In,#9@ 37 Heel:Not req'd,Mu<S*Fr Key: No key defined 2° . Use menu item Settings>Printing&Title Block Title 8FT SB E Page: 9 to set these five lines of information Job# Dsgnr: Date: 19 MAY 2015 for your program. Description.... This Wall in File:c:\users\owner\documents\te&d 07 06 13\retain pro calculations\slab on btm\2015\r RetainPro 10(c)1987-2014, Build 10.14.12.11 License:KW-06056589 (�^^aa�.p►ltilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,AC1 530-11 License To:TURNER ENGINEERING AND DERR 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 = 893.8 4.96 4,431.5 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 709.7 5.00 3,548.3 Soil Over Toe = 1.88 Surcharge Over Toe = Total 2,098.6 O.T.M. 7,406.4 Stem Weight(s) = 800.0 4.08 3,266.7 Earth©Stem Transitions= Footing Weight = 637.5 2.75 1,890.6 Resisting/Overturning Ratio = 1.29 Key Weight = Vert.component of active S.P.used for Overturning Resistance. _ Total= 2,381.3 lbs R.M.= 9,588.8 If seismic is included,the OTM and sliding ratios `Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807,2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Tilt ' Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pc' Horizontal Defl @ Top of Wall(approximate only) 0.070 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wa!l would then tend to rotate into the retained soil. V • . Use menu item Settings>Printing&Title Block Title 10FT SB E Page: to set these five lines of information Job# Dsgnr: Date: 19 MAY 2015 for your program. Description.... 1 This Wall in File:c:\users\owner\documents\te&d 07 06 13\retain pro calculations\slab on btm\2015\r RetainPro 10(c)1987-2014, Build 10.14.12.11 {� Code: IBC 2012,AC1 31$ 11,AC1 530-11 Lrcense o TURNER ENGINEERING AND DES11,Cantilevered Retaining Wall Design Criteria 11 Soil Data . Retained Height = 9.50 ft Allow Soil Bearing = 2,000.0.psf - Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method i' Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psflft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcfk. Soil Density,Toe = 0.00 pcf =1i u, FootingiiSoil Friction = 0.400 Soil height to ignore a - for passive pressure = 12.00 in - ..._ 1..I...1=0.1.oads ` 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 The above lateral load Wall to Ftg CL Dist = 0.00 ft I has been increased 1.00 Footing Type Line Load Axial Load Applied to Stem g by a factor of Base Above/Below Soil _ Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Kae for seismic earth pressure = 0.585 Added seismic base force 1,091.2 lbs Design Kh = 0.296 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.265 Using Mononobe-Okabe/Seed-Whitman procedure 22 Use menu item Settings>Printing&.Title Block Title 10FT SB E Page: ' to set these five lines cf information Job# Dsgnr: Date: 19 MAY 2015 for your program. Description.... • This Wall in File:c:\users\owner\documents\te&d 07 06 13\retain pro calculations\slab on btm12015\r RetainPro 10(c)1987-2014, Build 10.14.12.11 License:KW-06056589l License To:TURNER ENGINEERING AND tilevered Retaining Wall Design Code: IBC 2012,ACI 318 11,AC1 530-11 gn Code: IBC 2012,AGI 318 11,AC1 Design Summary i 1 LStem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.30 Ratio<1.5! Wall Material Above"Ht" = Concrete Slab Resists All Sliding I Design Method = LRFD Thickness = 8.00 Total Bearing Load • = 3,530 lbs Rebar Size = # 5 ...resultant ecc. = 27.39 in Rebar Spacing = 3.75 Soil Pressure @ Toe = 1,933 psf OK Rebar aed at = Edge Dat Soil Pressure @ Heel = 0 psf OK Design Data fb/FB+fa/Fa = - 0.716 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,319 psf ACI Factored @ Heel = 0 psf Strength Leve lbs= 4,205.6 Footing Shear r Toe = 41.5 psi OK Moment....Actual Service Level ft-#= Footing Shear @ Heei = 24,7 psi OK Strength Leve ft#= 16,655.4 Allowable = c' 62.2 psi phiMn or Mallowable = 23,266.5 Sliding Calcs Slab Resists All Sliding! Shear Actual Lateral Sliding Force = 3,226.7 lbs Service Levet psi= Strength Leve psi= 56.6 y`5µ`` Sn)&A-UP Vallowable/(bd) psi= 82.2 Y �7 Wall Weight 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Load Factors - Fs psi= Building Code IBC 2012,ACI Solid Grouting = Dead Load 1.200 Modular Ratio'n' _ Live Load 1.600 Short Term Factor - _ Earth,H 1.600 Equiv.Solid Thick. = Wind,W 1.000 Masonry Block Type = Medium Weight Seismic,E 1.000 Masonry Design Method = ASD . Concrete Data fc psi= 3,000.0 Fy psi= 60,000.0 Footing Dimensions &Strengths 0 Lk Footing Design Results Toe Width = 4.75 ft Toe Heel Heel Width = 2.25 Factored Pressure = 2,319 0 psf Total Footing Width = 7.00 Mu':Upward = 17,444 0 ft-# Footing Thickness = 10.00 in Mu':Downward = 812 1,760 ft4 Mu: Design = 16,632 1,760 ft-# Key Width = 0.00 in Actual 1-Way Shear = 41.46 24.70 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 4.10 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 11.11 in ! Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 4.10 in,#5@ 6.35 in,#6@ 9.01 in,#7©12.29 in,#8@ 16.18 in,#9@ 20.4 Heel:#4@ 11.11 in,#5@ 17.22 in,#6@ 24.44 in,#7@ 33.33 in,#8©43.89 in,#9@ 5 Key: No key defined Use menu item Settings>Printing&Title Block Title 10FT SB E Page: to set these five lines of information Job# Dsgnr: Date: 19 MAY 2015 for your program. Description.... • This Wall in File:c:\users\owner\documents\te&d 07 06 13\retain pro calculations\slab on btm\2015\r RetainPro 10(c)1987-2014, Build 10.14.12.11 • License:KW-06056589agnptilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:TURNER ENGINEERING AND DE GIU Summary of Overturnin & g Resisting Forces & Moments - I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,135.6 .3.44 7,355.8 Soil Over Heel = 1,654.6 6.21 10,272.2 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 1,091.2 6.20 6,765.4 Soil Over Toe = 2.38 = Surcharge Over Toe = Total 3,226.7 O.T.M. 14,121.2 Stem Weight(s) = 1,000.0 5.08 5,083.3 Earth @ Stem Transitions= = Footing Weighs = 875.0 3.50 3,062.5 Resisting/Overturning Ratio = 1.30 Key Weight = Vert.component of active S.P.used for Overturning Resistance. = Total= 3,529.6 lbs R.M.= 18,418.0 If seisrhic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1507.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. [Ti It Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.077 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 21