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Specifications (22) INDEX OF CALCULATIONS: PAGES DATE: 04/17/18 SHEAR WALL PLANS: 1 TO 3 SEISMIC LOADS: 4 TO 5 WIND LOADS: 6 TO 7 WALL DISTRIBUTION: 8 TO 9 FOOTING DESIGN: 10 RETAINING WALL ANALYSIS AND DESIGN: 11 TO 20 TH ■ ■ ■ ■ ■ NS m Ilk W Icy OMIN MIN MIN MIN F. 1 x Thr,. A D6 1 — __ if ), --Am:1mm i )---"..\\\— — tare• La v • x 0 IONS 44 z4: fm m ` L__.1 • a'-o' a'-o^ VIP' O © MIN.' L_MIN. 5 nip 1-10X' 1'-1015^ 44 F1 F2 MAIN FLOOR SHEARWALL PLAN NOTE: 1 1. REFER TO FRAMING REQUIREMENTS FOR TYPICAL EXTERIOR SHEATHING AND NAILING,ROOF SHEATHING AND NAILING AND FLOOR SHEATHING AND 1 NAILING REQUIREMENTS. 11 1. M III IP DIT17.,DBL DTT12,DBLD'IT1Z,DBL. JOIST TO TOP JOIST TO TOP K1 JOIST TO TOP PLATE PLATE .4 PLATE 01 44 0 Ell MIN. MIN°. 12VMIN. 0 18,0' -::.'.:•:•:.-•:', , Til-—-—-lak i_ ,__1 CiEF 1 .. ..+.__ _ I 1 Y---I I .. ± SECTION-—I-- Cg) Il --I----—-—-—----i— _+________.4.- DECK sscriorl : UNMESHED BASEMENT iiii I i -1— I_L-I •1 _——_.-- ...I: '§ 5 -+- H-, UNMESHED . . ± ,,....:..,BASEMENT . . CRAWL SPACE • ---H- i " --i--.-—-——--h- " , . I I — • —i-- I .... 114 „ , , 111111 11 1 11 1 , 0 41111111 , 1411 .. .. ▪ UNMESHED BASEMENT mow 1 1 1 1 1 1 1 1 1 1 1 4 1 1 . C) 1 1 1. ' _ _! 1 . --)-10-1 ( 4 ! _ 0 -I CRAWL SPACE .-- -' 0. N g 5 --7 _... ES —-—7- 1.701111SIWIZINIIIVION1 ILO EMIR NNW -. --F , NM 401111WAIMOROM r r- WM SCCOOZMAIICIMIN —---,-- __ -—-—---i- ' AIDNINCLUMINSICLIDLU II 4'RICSABIOMM71011111 —I--r J . 1 ....-,-.--------------.--t. 0 DISIMISIMIIIR _+ VIter MIL Mae 1--I j —- I i I 0L I1 1I ----- , 1 0 ... —I F- 1 (ID LOWER FLOOR SHEARWALL PLAN NOTE: 1. REFER TO FRAMING REQUIREMENTS FOR TYPICAL EXTERIOR SHEATHING AND NAILING,ROOF SHEATHING AND NAILING AND FLOOR SHEATHING AND , NAILING REQUIREMENTS. . I y�'I' 'S'e y��H y�H y‹o yea H% 0 q H% .\ HGF 0 4.0,4,.:%., I 11a I - 2. PO X60 I !COMM, I 1 I [JO CRAWL SPACE 2 I 1-1--I 1 T r Io= .:, I +\ 0 ...................,............................. ____ , , .0i' 1 El EP _ , ro c+. ________1_ _ . C.RAWL SPACE /17, e0' e O t� y7\\,.$ yO♦� � A 4,4, y2H p O - 2 2 F1 4 1 PARTIAL FOUND ATION PLAN FOUNDATION NOTES 1. REFER TO MAIN FLOOR SHEAR WALL PLAN FOR HOLDQWN SIZE. 2. THIS DRAWING IS FOR LATERAL INFORMATION ONLY,REFER TO ARCHITECTURAL PLANS FOR ALL OTHER INFORMATION. 3.TYPICAL PIER PAD BE 18"DIAM.X 8"CONCRETE FOOTING WITH 4X4 DFL-82 POST.POST AND CONRETE FOOTING TO BE SEPARATED BY ASPHALT SHINGLE. 4.TYPICAL CRAWL SPACE BEAM TO BE CI:4X8 DFL-82.SINGLE GUSSET PLATE TO BE USED ON BOTH SIDES OF ATTACHMENT TO POST. R18101 2768 LAD 04 1718.xlsx SEISMIC LOADS (2014 OSSC, ASCE 7-10 EQUIVALENT LATERAL FORCE PROCEDURE) DIRECTION: FRONT-TO-REAR T Sa RISK CATEGORY: II TABLE 1.5-1 0 0.294 SITE CLASSIFICATION: D TABLE 20.3-1 0.0820 0.648 hn: 28.33 FT 0.0920 0.691 Ss: 1.010 MAPS Sa=SDs TO: 0.1020 0.734 Si: 0.319 MAPS 0.2 0.734 Ie: 1.000 TABLE 1.5-2 Ts: 0.5100 0.734 Fa: 1.090 TABLE 11.4-1 0.6100 0.614 Fv: 1.760 TABLE 11.4-2 0.7100 0.527 Sms: 1.101 EQ. 11.4-1 NOTE: Ss IS DETERMINED 0.8100 0.462 Sml: 0.561 EQ. 11.4-2 BY FIG. 22-1,3,5,6 0.9100 0.411 Sds: 0.734 EQ. 11.4-3 S1 IS DETERMINED 1.0100 0.371 Sdl: 0.374 EQ. 11.4-4 BY FIG. 22-2,4,5,6 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: 0.246 EQ. 12.8-7 0.800 SEISMIC DESIGN 0,700 • CATEGORY(.1 SEC): D TABLE 11.6-1 0.600 SEISMIC DESIGN f CATEGORY(1 SEC): D TABLE 11.6-2 0.500 • a R: 6.5 TABLE 12.2-1 IF t W: 2.5 TABLE 12.2-1 0.400 lir I. It SIMPLIFIED 0.300 * *, FORCE (V): 0.135 W 0.200 r, A Cs: 0.113 W(EQ. 12.8-2) 0.100 Cs(MAX): 0.167 W(EQ. 12.8-3/4) 0.000 CS(MIN): 0.010 W(EQ. 12.8-5) 0 0.5 1 1.5 2 CS(MIN,E F): 0.025 W(EQ. 12.8-6) Cs(ACTUAL): 0.113 W ♦Seriesl EQ. LATERAL II FORCE (V): 0.113 W PAGE R18101 2768 LAD 04 1718.xlsx SEISMIC LOADS (2014 OSSC, ASCE 7-10 EQUIVALENT LATERAL FORCE PROCEDURE) BASE SHEAR AND FLOOR DISTRIBUTION SEISMIC LOAD:FRONT TO REAR DIRECTION BUILDING WEIGHTS: • ROOF DIAPH. 12 EXTERIOR WALL: 10 MISC.: 0 FLOOR DIAPH: 10 INTERIOR WALL: 7 EXT. WALL INTERIOR DIAPH. MISC AREA WALL AREA AREA AREA r(i) rho k UPPER 1143 572 4416 0 0.178 1.00 1 MAIN 1715 857 3264 0 0.178 1.00 1 BASE SHEAR TOTAL HT W WiHiAk W V V*.7 SUM'V' UPPER 20.0 68423 1368450 68423 9963 6974 6974 12.8-11,12 MAIN 10.0 55786 557858 124208 4062 2843 9817 12.8-11,12 124208.25 1926308 14025 9817 V(LBF): 14025 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V*.7(LBF): 9817 2.4.1 ASD(L.C. 5,8) SEISMIC LOAD: SIDE TO SIDE BUILDING WEIGHTS: ROOF DIAPH. 12 EXTERIOR WALL: 10 MISC.: 0 FLOOR DIAPH: 10 INTERIOR WALL: 7 EXT. WALL INTERIOR DIAPH. MISC AREA WALL AREA AREA AREA r(i) rho k UPPER 1143 572 4416 0 0.263 1.00 1 MAIN 1715 857 3264 0 0.235 1.00 1 BASE SHEAR TOTAL HT W WiHiA2 W V V*.7 SUM'V' UPPER 20.0 68423 1368450 68423 9963 6974 6974 12.8-11,12 MAIN 10.0 55786 557858 124208 4062 2843 9817 12.8-11,12 124208.25 1926308 14025 9817 V(LBF): 14025 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V*.7(LBF): 9817 2.4.1 ASD(L.C. 5,8) PAGE II R18101 2768 LAD 04 1718.xlsx WIND LOADS MWFRS (2014 OSSC, ASCE 7-10) ENVELOPE PROCEDURE METHOD 1 (LOW-RISE BUILDING ) DIRECTION: FRONT-TO-REAR WIND SPEED Vult(MPH): 120 WIND SPEED Vasd (MPH): 93 EXPOSURE: B BUILDING DIMENSIONS: qh (MEAN ROOF HEIGHT): LENGTH (HORIZONTAL, FT): 50.0 I: 1 WIDTH (TRANSVERSE, FT): 77.0 Kh: 0.7 ROOF MEAN HEIGHT(FT): 24.17 Kzt: 1 TOTAL ROOF HEIGHT (FT): 28.33 Kd: 0.85 GABLE(Y/N): V: 93 ROOF PITCH: 4 qh: 13.16 THETA: 18.43 0.316 0.949 2a(FT): 10 POSITIVE. NEGATIVE OPEN/ PARTIAL/ ENCLOSED ENCLOSED (GCpi) 0.18 -0.18 (FIGURE 6-5) P (PSF) (GCpf) DESIGN PRESSURES(EQUATION 6-18) (FIGURE 6-10) (+Gcpi) (-Gcpi) TOTAL TOTAL 1 0.516 4.43 9.17 2 -0.690 -11.45 -6.71 3 -0.469 -8.53 -3.80 -2.77 -2.77 -8.74 4 -0.415 -7.84 -3.10 12.26 12.26 5 0.000 -2.37 2.37 6 0.000 -2.37 2.37 1E 0.780 7.90 12.64 2E -1.070 -16.45 -11.71 3E -0.673 -11.23 -6.49 -4.95 -4.95 -15.66 4E -0.618 -10.50 -5.77 18.40 18.40 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 ENn -- UPPER 30-40 0.00 0 12.26 0 18.40 0 UPPER 25-30 3.33 32 12.26 0 18.40 392 UPPER 20-25 5.00 125 12.26 50 18.40 2453 UPPER 15-20 5.00 200 12.26 50 18.40 3373 6218 MAIN 0-15 10.50 358 12.26 105 18.40 6322 6322 920.00 TOTAL BASE SHEAR R: 12541 PAGE (( R18101 2768 LAD 04 1718.xlsx WIND LOADS MWFRS (2014 OSSC, ASCE 7-10) ENVELOPE PROCEDURE METHOD 1 (LOW-RISE BUILDING ) DIRECTION: SIDE-TO-SIDE WIND SPEED: 120 WIND SPEED Vasd (MPH): 93 EXPOSURE: B BUILDING DIMENSIONS: qh (MEAN ROOF HEIGHT): LENGTH (HORIZONTAL, FT): 50.0 I: 1 WIDTH (TRANSVERSE, FT): 77.0 Kh: 0.7 ROOF MEAN HEIGHT: 24.2 Kzt: 1 TOTAL ROOF HEIGHT (FT): 28.3 Kd: 0.85 GABLE(YIN): V: 92.952 ROOF PITCH: 4 qh: 13.16 THETA: 18.43 0.316 0.949 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 0.516 4.43 9.17 2 -0.690 -11.45 -6.71 3 -0.469 -8.53 -3.80 -2.77 -2.77 -8.74 4 -0.415 -7.84 -3.10 12.26 12.26 5 0.000 -2.37 2.37 6 0.000 -2.37 2.37 1E 0.780 7.90 12.64 2E -1.070 -16.45 -11.71 3E -0.673 -11.23 -6.49 -4.95 -4.95 -15.66 4E -0.618 -10.50 -5.77 18.40 18.40 BASE SHEAR DIRECTION: SIDE TO SIDE DIAPHRAGM BUILDING TRIBUTARY PROJ PROJ STORY LEVEL HEIGHT HEIGHT AREA qh: AREA qh: V (LBS) SHEAR INTERIOR INTERIOR END END UPPER 30-40 0.00 0 12.26 0 18.40 0 UPPER 25-30 3.33 341 12.26 0 18.40 4182 UPPER 20-25 5.00 385 12.26 50 18.40 5641 UPPER 15-20 5.00 310 12.26 50 18.40 4722 14545 MAIN 0-15 10.50 625 12.26 105 18.40 9597 9597 1866.00 TOTAL BASE SHEAR R:I 24142 PAGE 2-.- R18101 2768 LAD 04 1718.x1sx WALL DISTRIBUTION SHEET DIRECTION: FRONT-TO-REAR WALL HEIGHT: 9 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 Fl 30.00 3487 116 0.2 3109 104 116 D6 1046 1800 -754 NO 0.5 F2 28.08 3487 124 0.2 3109 111 124 D6 1118 1685 -567 NO 1.00 6974 6218 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 40.75 4909 120 0.1 6270 154 154 D6 1385 3668 -3037 NO 0.5 F2 31.00 4909 158 0.2 6270 202 202 D6 1820 2790 -1537 NO 1.00 9817 12541 li PAGE R18101 2768 LAD 04 1718.xlsx WALL DISTRIBUTION SHEET CONTINUED DIRECTION: SIDE TO SIDE WALL HEIGHT: 9 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.) 0.06 51 3.75 445 119 0.1 928 248 248 D6 2228 338 1891 HDU2(2)2X 0.14 S2 8.00 950 119 0.1 1981 248 248 D6 2228 720 1508 HDU2(2)2X 0.17 S3 6.50 1193 184 0.2 2488 383 383 D3 3445 585 2860 HDU2(2)2X 0.33 S4 12.50 2294 184 0.3 4785 383 383 D3 3445 1125 2320 HDU2 (2)2X 0.3 S5 13.58 2092 154 0.2 4363 321 321 D4 2893 1222 1671 MSTC40 1.00 6974 14545 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 S1 10.17 445 44 0 928 91 91 D6 822 1145 1568 HDU2(2)2X 0 S2 11.17 950 85 0.1 1981 177 177 D6 1596 1175 1929 HDU2(2)2X 0.24 S3 12.17 1876 154 0.2 4792 394 394 CONC 0 0 2860 HDU2(2)2X 0.26 S4 13.17 3033 230 0.2 7278 553 553 CONC 0 0 2320 HDU2(2)2X 0.5 S5 23.58 3514 149 0.2 9162 389 389 D3 3497 1547 3621 HDU4(2)2X 1.00 9817 24142 PAGE " I R18101 2768 LAD 04 1718.xlsx FOOTING DESIGN CONCRETE STRENGTH: 2.5 KSI WALL WIDTH: 8 IN STREEL STRENGTH: 60 KSI SOIL BEARING PRESSURE: 1500 PSF DIRECTION: FRONT-TO-REAR FTG. FTG. WALL WALL DEAD STEEL REINF. WALL LINE UPLIFT DEPTH WIDTH DEPTH LENGTH MOMENT LOAD FTG. a REQUIRED T&B (PG. ) (PG. ) (IN.) (IN.) (IN.) (FT.) (K-LB) PLF (INA2) Fl -3037 7 15 18 40.8 0 259 0.00 0.00 NONE F2 -1537 7 15 18 31.0 0 259 0.00 0.00 NONE CONCRETE STRENGTH: 2.5 KSI WALL WIDTH: 8 IN STREEL STRENGTH: 60 KSI SOIL BEARING PRESSURE: 1500 PSF DIRECTION: FRONT-TO-REAR FTG. FTG. WALL WALL DEAD STEEL REINF. WALL LINE UPLIFT DEPTH WIDTH DEPTH LENGTH MOMENT LOAD FTG. a REQUIRED T&B (PG. ) (PG. ) (IN.) (IN.) (IN.) (FT.) (FT.-LB.) PLF (INA2) S1 1568 7 15 18 10.17 4 259 0.15 0.06 1-#4 BAR S2 1929 7 15 18 11.17 3 259 0.11 0.04 1-#4 BAR S3 2860 7 15 18 12.17 8 259 0.30 0.11 1-#4 BAR S4 2320 7 15 18 13.17 3 259 0.12 0.05 1-#4 BAR S5 3621 7 15 18 23.58 16 259 0.56 0.21 1-#5 BAR PAGE `D SHEAR WALL .• PANEL , • 'O / NOTE: :� ;• 1. ASSUMPTIONS: 2. CONCRETE FOUNDATION WALL DESIGNED TOW • • MAX DESIGN PRESSURE= 40 PSF CARRY SOIL LOAD ONLY. A A ril MAX SURCHARGE LOAD=50 PSF 3. COMPACTED BACKFILL TO BE INSTALLED BEFORE ALLOWABLE SOIL BEARING PRESSURE= 1500 PSF INSTALLING WOOD FLOOR. COEFFICIENT OF FRICTION= .35 4. SHORE WALL BEFORE COMPACTING WITH PASSIVE SOIL PRESSURE= 150 PSF BACKFILL. SEISMIC Kh=Sds/2.5(MONONOBE-OKABE) 5. REINFORCING BARS TO BE ASTM A615,GRADE 60, F'C = 2500 PSI AT 28 DAY.STRENGTH,5"SLUMP, DEFORMED BARS(MIN.LAP SPLICE 40 BAR DIAM.). Fy(STEEL) 60 KSI • SOIL WEIGHT = 110 PCF %% FLOOR PER PLAN,PONY • Q r#2. WALL AT SIM. I P.T.SILL PLATE WITH y2" o n ,„10, x J-TYPE BOLT,EMBED 7" co r%' ---- MIN.INTO STEM WALL II' ' ,, ow MI //J )I: Ver • • 5 PO: G• • FREE-DRAINING MATERIAL S2.0 SCA • • 2"CLR. (COMPACTED BACKFILL,3/4" MINUS IN 8"LIFTS) — //// WALL HORIZONTAL AND VERTICAL W a REINFORCING PER SCHEDULE ABOVE a (VERTICAL BAR WITH STD.HOOK) a • ca • /4 CONTINUOUS DRAIN BY REINFORCING TO MATCH k4 OTHERS VERT.REINFORCING • • . v •` HEEL TOP REINFORCING 4 PER SCHEDULE • • 1 .• HEEL TOP HORIZONTAL m I I I —I 'v• • •,�• • REINFORCING PER SCHEDULE • • U 6 A W O . d e ° v a • • • 4 . • A M v Ir • o • a n • G cw • ^%r-Ir*.ti,. -..r 'r*6 r*L* ,fir*;i¶,tr;1*-ir*ir? TOE BOTTOM HOR. FOOTING TO SIT ON REINFORCING PER COMPACTED 3/4"+/-GRAVEL SCHEDULE o - 7--,'TOE' 'HEEL' RETAINING WALL/FOOTING SCHEDULE WALL REINFORCEMENT FOOTING REINFORCEMENT HEIGHT 't' TOE HEEL DEPTH 'D'SOIL WALL VERT.REINF. WALL HOR.REINF, HEEL TOP HORIZ. HEEL TOP TOE BTM.HORIZ. 4'-0" 8" 1'-0" 3'-3" 0'-10" 0'-6" _ #4 @ l'-0"O.C. #4 @ 1'-6"O.C. #4 @ 1'-6"O.C. #4 @ 1'-6"O.C. #4 @ 1'-6"O.C. 6'-0" 8" 1'-6" 5'-0" 0'-10" 0'-6" #4 @ 0'-8"O.C. 1-.9" #4 @ 1'-6"O.C. #4 @ 1'-0"O.C. 8'-0" 8" 2'-0" 6'-6" 1'-0" 0'-6" #4 @ 0'-6"O.C. #4 @ 1'-0"O.C. #4 @ 1'-0"O.C. #4 @ 0'-6"O.C. #4 @ I'-0"O.C. 10'-0" 10" 2'-0" 8'-6" 1'-0" 0'-6" #5 @ 0'-4"O.C. #4 @ 1'-0"O.C. #4 @ 1'-0"O.C. #4 @ 0'-4"O.C. #4 @ 1'-0"O.C. 1 RETAINING WALL SECTION S2.0 SCALE: 1" = 1'-0" Use menu item Settings>Printing&Title Block Title 4'-0"SEISMIC Page: - to set these five lines of information Job# Dsgnr: Date: 24 AUG 2015 for your program. Description.... This Wall in File:H:\CAD 07 02 15\RETAINING WALLS\RETAIN PRO CALCULATIONS\FREE STANDING\FS 2014 11 RetainPro(c)1987-2015, Build 11.15.6.22 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11. License To:TURNER ENGINEERING AND DESIGN "4 Y Criteria ISoil Data � , Retained Height = 4.00 ft Allow Soil Bearing = 2,000.0 psf . WEquivalent Fluid Pressure Method Wall height above soil = 0.00 ft Heel Active Pressure 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft I _1 Water height over heel = 0.0 ft Density,Heel = 110.00 pcf k� Soil Densi � :,4 T Soil Density,Toe = • 0.00 pcf '... FootingllSoil Friction = 0.350 • !,',....'4,,:• 1::'_z= _ k. Soil height to ignore :• ,' . for passive pressure = 12.00 in = Surcharge Loads Lateral Load Applied to Stem rAdjacent Footing Load Surcharge Over Heel - 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentridty = 0.00 in Used for Sliding.&Overturning •-- --The•above lateral load - Wall to Ftg CL Dist - -- =•-• 0.00 ft Axial Load A lied to Stem has been increased 1.00 Footing Type Line Load PP 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in . Earth Pressure Seismic Load 1 •.Kae for seismic earth pressure = 0.561 Added seismic base force 217.3 lbs Design Kh = 0.296 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.242 Using Mononobe-Okabe I Seed-Whitman procedure . Design Summary I Stem Construction I Bottom Stem OK • Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.39 OK Wall Material Above"Ht" = Concrete Sliding = 1.12 Ratio<1.5! Design Method = LRFD Thickness - = 8.00 • Total Bearing Load = 2,197 lbs Rebar Size = # 4 ...resultant ecc. = 4.68 in Rebar Spacing = 12.00 Soil Pressure Toe = 802 psf OK Rebar Placed at = Edge @ p Design Data Soil Pressure @ Heel = 232 psf OK fb/FB+fa/Fa = 0.272 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 1,122 psf Strength Leve lbs= 880.2 ACI Factored @ Heel = 325 psf Footing Sttear@ Toe -- 4.8 psi OK Mom rvlce.Actual ery ce evel-ft=fr= - - - ----- Footing Shear @ Heel = 8.9 psi OK Strength Leve ft-#= 1,482.9 Allowable 82.2 psi _ Moment.....Allowable = 5,448.0 Sliding Calcs Shear.....Actual Lateral Sliding Force = 772.4 lbs less 100%Passive Force= - 97.2 lbs Service Level psi= • less 100%Friction Force = - 769.0 lbs Strength Leve psi= 11.7 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 292.4 lbs NG Wall Weight psf= 100.0 Rebar Depth 'd' in= 6.25 Masonry Data fm psi= Fs . psl= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Short Term Factor =. Equiv.Solid Thick. = Load Factors Masonry Block Type = Medium Weight Building Code IBC 2012,ACI Dead Load 1.400 Masonry Design Method = ASD Live Load 1.700 Concrete Data Earth, H 1.700 fc psi= 3,000.0 FyV1/ psi= 60,000.0 Wind,W 1.300 Seismic,E 1.000 ' Use menu item Settings>Printing&Tithe Block Title 4'-0"SEISMIC Page: to set these five lines of information Job# Dsgnr: Date: 24 AUG.2015 for your program. Description.... This Wall in File:H:\CAD 07 O4 lb\RETAINING WALLS\RETAIN PRO CALCULATIONS\FREE STANDING\FS 2014 11 RetainPro(c)1987-2015, Build 11.15.6.22 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:TURNER ENGINEERING AND DESIGN Footing Dimensions &Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 3.25 Factored Pressure = 1,122 325 psf Total Footing Width = 4.25 Mu':Upward = 530 1,624 ft-# Footing Thickness = 10.00 in Mu':Downward = 126 2,923 ft-# Mu: Design = 404 1,299 ft-# Key Width = 0.00 in Actual 1-Way.Shear = 4.76 8.86 psi Key Depth = 0.00 In Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 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<phi*5`lambda*sgrt(fc)*Sm Heel.:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined _Summar of Overturning & Resistin Forces &Moments -sem __ ._. _ OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# •.-Heel Active Pressure = 467.2 1.61 . 752.7 Soil Over Heel = 1,136.7 2.96 3,362.6 Surcharge over Heel = 87.9 2.42 212.4 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 129.2 2.96 382.1 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 = .217.3 2.90 630.2 Soil Over Toe . = 0.50 = Surcharge Over Toe = Total 772.4 O.T.M. 1,595.3 Stern Weight(s) = 400.0 1.33 533.3 Earth @ Stem Transitions= _ = Footing Weight = 531.3 2.13 1,128.9 Resisting/Overturning Ratio = 3.39 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 2,197.1 lbs Vert.Component = • Total= 2,197.1 lbs R.M.= 5,407.0 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. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. • _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) 0.021 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. • \17 v • Use menu item Settings> Printing&Title Block Title 6'-0"SEISMIC Page: • to set these five lines of information Job# Dsgnr: Date: 24 AUG•2015 for your program. Description.... This Wall in File:H:\CAD 07 02 15\RETAINING WALLS\RETAIN PRO CALCULATIONS\FREE STANDING\FS 2014 11 RetainPro(c)1987-2015, Build 11.15.6.22 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:TURNER ENGINEERING AND DESIGN Criteria il Soil Data • a ' Allow Soil Bearing = 2,000.0 psf • P''"-, Retained Height = 6.00 ft Equivalent Fluid,Pressure Method u, � Wall height above soil = 0.00 ft = i! a=z,_ Heel Active Pressure 40.0 psf/ft - ;; Slope Behind Wall = 0.00 • = ;r r :< r.. Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft _''v n,:iv, :-F Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf 1• L ,t .. ., .-,; '4-- Soil -- Soil Density,Toe = 110.00 pcf .,E"_ ,t��y_, FootingliSoil Friction = 0.350 ' pts ' 4 ,4 • s Soil height to Ignore ate. ,:_ ,•T- for passive pressure = 12.00 in ri-..-�-. Surcharge Loads 1 _Lateral Load Applied to Stem g Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...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 i bhasy incr of eased . 1.00 Footing Type Line Load - Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stern= 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = • 0.0 in Earth Pressure Seismic Load 0 Kae for seismic earth pressure = 0.561 Added seismic base force 434.3 lbs Ka for static earth pressure = 0.319 Design Kh = 0.296 g Difference: Kae•Ka = 0.242 • Using Mononobe-Okabe/Seed-Whitman procedure Design Summary I _Stem Construction r Bottom - Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.95 OK Wall Material Above"Ht" = Concrete Sliding = 1.14 Ratio<1.51 Design Method = LRFD Thickness = 8.00 Total-Bearing Load = 4,572 lbs Rebar Size = # 4 ...resultant ecc. = 5.40 in Rebar Spacing = 8.00 Soil Pressure Toe = 995psf OK RebarDa Placed at = Edge @ Design Data Soil Pressure @ Heel = 411 psf OK fb/FB+fa/Fa = 0.594 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @Toe = 1,393 psf Strength Leve lbs= 1,887.8 ACI Factored @ Heel = 576 psf - Moment...Mtuat Footing Shedr @ Toe = -1-3:1-psi OK- Service Level ft-#= Footing Shear @ Heel = 16.2 psi OK -Strength Leve ft#=- --4,726.5 Allowable = 75.0 psi Moment.....Allowable = 7,959.6 Sliding Calcs Lateral Sliding Force = 1,492.5 lbs Shear.....Actual less 100%Passive Force= - 97.2 lbs Service Level psi= . less 100%Friction Force = - 1,600.1 lbs Strength Leve psi= 25.2 Added Force Req'd = 0.0 lbs OK Shear....-Allowable psi= 75.0 ....for 1.5 Stability = 541.4 lbs NG Wall Weight psf= 100.0 Rebar Depth 'd' in= 6.25 Masonry Data fm psi= • Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ration' _ NOT considered in the calculation of soil bearing Short Term Factor- Load Factors Equiv.Solid Thick, = Building Code IBC 2012,ACI Masonry Block Type = Medium Weight Dead Load 1.400 Masonry Design Method = ASD Live Load 1.700 Concrete Data Earth,H 1.700 fc '1 psi= 2,500.0 Fy )upsi= 60,000.0 Wind,W 1.300 1 Seismic,E 1.000 * Use menu item Settings>Printing&Title Block Title 6'-0"SEISMIC Page: to set these five lines of information Job# Dsgnr: Date: 24 AUG 2015 for your program. Description.... This Wall in File:H:\CAD 07 02 15\RETAINING WALLS\RETAIN PRO CALCULATIONS\FREE STANDING\FS 2014 11 RetainPro(c)1987-2015, Build 11.15.6.22 License:KW-06056589 Cantilevered Retaining Wall Design. Code: IBC 2012,ACI 318-11,ACI 530-11 License To:TURNER ENGINEERING AND DESIGN • [Footing Dimensions &Strengths . _Footing DesignResults Toe Width = 1.50 ft Toe Heel Heel Width = 5.00 Factored Pressure = 1,393 576 psf Total Footing Width• = 6.50 Mu':Upward = 1,497 7,113 ft-# Footing Thickness = 10.00 in Mu':Downward = 284 11,116 ft-# Mu: Design = 1,213 4,003 ft-# Key Width = 0.00 in Actual l-Way Shear = 13.08 16.16 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 Pc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 11.00 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: Not req'd: Mu<phi*5*lambda*sgrt(Pc)*Sm 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 LSummary of Overturning &Resisting Forces&Moments OVERTURNING • RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 933.9 2.28 2,127.2 Soil Over Heel = 2,860.0 4.33 12,393.3 Surcharge over Heel = 124.2 3.42 424.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 216.7 4.33 938.9 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= I Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 434.3 4.10 1,780.8 Soil Over Toe = 82.5 0.75 61.9 = Surcharge Over Toe = Total 1,492.5 O.T.M. 4,332.4 Stem Weight(s) = 600.0 1.83 1,100.0 Earth @ Stem Transitions= = Footing Weight = 812.5 3.25 2,640.6' • Resisting/Overturning Ratio = 3.95 Key Weight = Vertical Loads used for Soil Pressure= 4,571.7 lbs Vert.Component = Total= 4,571.7 lbs R.M.= 17,134.7 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. Vertical component of active lateral soil pressure IS NOT considered in • the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overtuming Resistance. Tilt 1 . Horizontal Deflection at Top of Wail 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) 0.026 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. •I . I Use menu item Settings>Printing&Title Block Title 8'-0"SEISMIC Page: 1 - to set these five lines of information Job# Dsgnr: Date: 14 JUN 2016 for your program. Description.... This Wall in File:C:\Users\Owner\Dropbox\TURNER ENGINEEERING JOBS\CAD TEMPLATES AND CALCULATIONS\RE L (c)1987-2015, Build 11.15.12.22 Licecensese:KW-06056589 Cantilevered Retaining Wall Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Criteria I Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 2,000.0 psf WallEquivalent Fluid Pressure Method height above soil = 0.00 ft Active Heel Pressure 40.0 psf/ft Slope Behind Wall = 0.00 = 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 Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 o. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads ` _Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind Footing Type Line Load Axial Load Applied to Stem ` (Service Level)- 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 0 Kae for seismic earth pressure = 0.561 Added seismic base force 753.4 lbs . -. Ka for static earth pressure = 0.319 Design Kh = 0.296 g Difference: Kae-Ka = 0.242 Using Mononobe-Okabe/Seed-Whitman procedure Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above RE ft= 0.00 Overturning = 4.04 OK Wall Material Above"Ht" = Concrete Sliding = 1.15 Ratio<1.51 Design Method = LRFD Thickness = 8.00 Total Bearing Load = 7,318 lbs Rebar Size = # 4 ...resultant ecc. = 6.52 in Rebar Spacing = 6.00 Rebar Placed at = Edge Soil Pressure @ Toe = 1,191 psf OK Design Data Soil Pressure @ Heel = 531 psf OK 9 = fb/FB+fa/Fa 0.918 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 1,429 psf Strength Level lbs= 2,898.4 ACI Factored @ Heel = 637 psf Momen ...Actual Footing Shear-@-Toe_ _ 13.9 psi OK Service Level ft-#= -- Footing Shear @ Heel = 16.7 psi OK Strength Level ft#= 9,543.4 Allowable = 75.0 psi Moment Allowable = 10,400.4 Sliding Calcs Shear Actual Lateral Sliding Force = 2,373.4 lbs less 100%Passive Force= - 156.3 lbs Service Level psi= less 100%Friction Force = - 2,561.4 lbs Strength Level psi= 38.6 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 I ....for 1.5 Stability = 842.5 lbs NG Wall Weight psf= 100.0 I Rebar Depth 'd' in= 6.25 I Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ration' NOT considered in the calculation of soil bearing Short Term Factor = Equiv.Solid Thick. = Load Factors Masonry Block Type = Medium Weight Dead L DLoad 1Code IBC 200 1.200.200 Masonry Design Method = ASD Concrete Data 1.600 Live Load fc psi= 2,500.0 Earth,H 1.600 Fy psi= 60,000.0 Wind,W 1.000 PSeismic,E 1.000 • • I Use menu item Settings>Printing&Title Block Title 8'-0"SEISMIC Page: 2 to set these five lines of information Job# Dsgnr: Date: 14 JUN 2016 for your program. Description.... This Wall in File:C:\Users\Owner\Dropbox\TURNER ENGINEEERING JOBS\CAD TEMPLATES AND CALCULATIONS\RE RetainPro(c)1987-2015, Build 11.15.12.22 License:KW-06056589 Cantilevered Retaining Wall Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Footing Dimensions &Strengths I 'Footing Design Results Toe Width = 2.00 ft Toe Heel - Heel Width = 6.50 Factored Pressure = 1,429 637 psf Total Footing Width = 8.50 Mu':Upward = 2,734 13,922 ft-# Footing Thickness = 12.00 in Mu':Downward = 492 21,029 ft-# • Mu: Design = 2,242 7,107 ft-# Key Width = 0.00 in Actual 1-Way Shear = 13.94 16.74 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 = #4 @ 9.00 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: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel:#4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8@ 36.57 in,#9@ 46 Key: No key defined Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs • ft ft-# Heel Active Pressure = 1,620.0 3.00 4,860.0 Soil Over Heel = 5,133.3 5.58 28,661.1 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 = 753.4 5.40 4,068.5 Soil Over Toe = 110.0 1.00 110.0 = Surcharge Over Toe = Total 2,373.4 O.T.M. 8 828,5 Stem Weight(s) = 800.0 2.33 1,866.7 Earth @ Stem Transitions= = = Footing Weight = 1,275.0 4.25 5,418.8 Resisting/Overturning Ratio = 4.04 Key Weight = Vertical Loads used for Soil Pressure= 7,318.3 lbs Vert.Component = Total= 7,318.3 lbs R.M.= 36,056.5 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. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in • the calculation of Overturning Resistance. ,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) 0.031 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. 4 Use menu item Settings>Printing&Title Block Title 10'-0"SEISMIC Page: to set these five lines of information Job# Dsgnr: Date: 4 JUN 2015 " for your program. Description.... This Wall in File:FS 40 1500.35 SEISMIC SURCHARGE(2).RPX FtetainPro 10(c)1987-2014, Build 10.14.12.11 License:KW-06056589SGltilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,AC1 530-11 License To:TURNER ENGINEERING AND DE w Criteria . 1 Soil Data Retained Height = 10.00 ft Allow Soil Bearing = 2,000.0 psf r J.,1. 1 Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft '''''"----- Slope "°"°''"---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 - , •-1;,1:1-:Ii ' Soil Density,Toe = 110.00 pcf .7 FootingllSoil Friction = 0.350 ' Soil height to ignore • • `=< ISSimal" `""- for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel ••= 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ,..Height to Bottom = 0.00 ft Eccentricity = 0.00 in . ._ . Used for Sliding&Overturning._-.. .. . . The above lateral-load - Wall-to Ftg CL--Dist - = 0.00-ft A Iled t0 Stem has been Increased 1.00 Footing Type Line Load Axial Load • pp by a factor ofBase 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 4 Kae for seismic earth pressure = 0.585 Added seismic base force 1,236.5 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� r Use menu item Settings>Printing&Title Block Title 10'-0"SEISMIC Page: to set these five lines of information Job# Dsgnr: Date: 4 JUN 2015 for your program. Description.... This Wall in File:FS 40 1500.35 SEISMIC SURCHARGE(2).RPX RetainPro 10(c)1987-2014. Build 10.14.12.11 ' License:KW-06056589 51 tilevered Retaining Wall Design Code: IBC 2012,AC1318-11,AC1530-11 License To:TURNER ENGINEERING AND DE GN ' Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.87 OK Wall Material Above"Ht" = Concrete Sliding = 1.11 Ratio<1.51 Design Method = LRFD Thickness = 10.00 Total Bearing Load = 11,752 lbs Rebar Size = # 5 . ...resultant ecc. = 9.86 in Rebar Spacing = 4.00 • • Soil Pressure @ Toe = 1,645 psf OK Rebar Placed at = Edge Soil Pressure @ Heel = 594 psf OK Design Data fb/FB+fa/Fa = - 0.711 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,302 psf Strength Leve lbs= 5,169.0 ACI Factored @ Heel = 831 psf • • Footing Shear @ Toe = 24.2 psi OfC Moment...Actual Footing Shear @Flee! = 31.4 psi OK Service Level ft-#= Allowable = 75.0 psi Strength Leve ft-#= 21,638.1 Sliding Calcs (Vertical Component NOT Used) phiMn or Mallowable = 30,437.5 Lateral Sliding Force = '3,856:5 be .Shear Actual . . ._... ......__ . _... . _ .. I less 100%Passive Force= - 155.3 lbs. Service Level psf= less 100%Friction Force = - 4,113,1 lbs Strength Leve psi= 52.6 Added Force Req'd = 0.0 lbs OK Vallowable/(bd) psi= 82.2 ....for 1.5: 1 Stability = 1,515.5 lbs NG Wall Weight = 125.0 Rebar Depth 'd' in= 8.19 Masonry Data • fm psi= Load Factors - Fs psi= • Building Code IBC 2012,ACI Solid Grouting = i Dead Load 1.400 Modular Ratio'n' = Live Load 1.700 Short Term Factor = Earth,H 1.700 Equiv.Solid Thick, = Wind,W 1.300 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 Footing Design Results Toe Width = 2.00 ft Toe Heel Heel Width = 8.50 Factored Pressure = 2,302 831 psf Total Footing Width = 10.50 Mu':Upward = 4,418 34,956 ft-# Footing Thickness = 12.00 in Mu':Downward = 3,827 53,929 ft-# . Mu: Design = 591 18,973 ft-# Key Width = 0.00 in Actual 1-Way Shear = 24.17 31.38 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 Reinfordng = #4 @ 4.00 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: Not req'd,Mu<S*Fr Heel:#4@ 5.30 in,#5@ 8.21 in,#6©11.65 In,#7@ 15.89 in,#8@ 20.93 in,#9@ 26. Key: No key defined • I_ I Use menu item Settings>Printing &Title Block Title 10'-0"SEISMIC Page: to set these five lines of information Job# Dsgnr: Date: 4 JUN 2015 " .. for your program. Description.... This Wall in File:FS 40 1500.35 SEISMIC SURCHARGE(2).RPX RetainPro 10(c)1987-2014, Build 10.14.12.11 g Code: IBC 2012,ACI 318 11,AC1 530-11 License:KW-06056589 r�rltilevered RetainingWall Desi n License To:TURNER ENGINEERING AND DESIGN Summa of Overturning &Resistin• Forces &Moments OVERTURNING RESISTING _ Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,420.0 3.67 8,873.3 Soil Over Heel = 8,433.3 6.67 56,222.2 Surcharge over Heel = 200.0 5.50 1,100.0 Sloped Soil Over Heel = Surcharge Over Toe = • Surcharge Over Heel = 383.3 6.67 2,555.6 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 = 1,236.5 6.60 8,161.1 Soil Over Toe = 110.0 1.00 110.0 = Surcharge Over Toe = . Total 3,856.5 O.T.M. 18,134.4 Stem Weight(s) = 1,250.0 2.42 3,020.8 Earth @ Stem Transitions= = = Footing Weight = 1,575.0 5.25 8,268.8 ' Resisting/Overturning Ratio = 3.87 Key Weight = Vertical Loads used for Soil Pressure= 11,751.7 lbs Vert.Component = I Total= 11,751.7 lbs R.M.= 70,177.4 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 pci Horizontal Defl @ Top of Wall(approximate only) 0.044 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. •