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Specifications (19) OC -\ RECEIVED AUG 3 0 2018 CITY OF TIGARD WILDING DIVISION LATERAL CALCULATIONS FOR PARCEL 1 SW WALNUT TERRACE PORTLAND, OREGON by RICHARD J. TURNER, P.E. DATE: 04/26/18 JOB NUMBER: R18131 PR ��GINFOp4si 91, 589 OREGON �Cy gy15 2�� EXP.DATE: 06-30-18 INDEX OF CALCULATIONS: PAGES DATE: 04/26/18 SHEAR WALL PLANS: 1 TO 3 SEISMIC LOADS: 4 TO 5 WIIND LOADS: 6 TO 7 WALL DISTRIBUTION: 8 TO 9 FOOTING DESIGN: 10 RETAINING WALL ANALYSIS AND DESIGN: 11 TO 17 (r !•• r , CM (1-_)_.6) 0 I I m I I I OMIN.4'-9" I I MIN.7-4" MIN.8'-10 MIN.5'-2" l a vin : Z D6 Q .,..: a, ' z J 1] K7 1n � � I � O4 TOP PLAT MIN.10'-9" ' To TRUSS0 (176) ELEVATION D /\ \---= 286 :-- ko Ois_z L MIN.14'-2" \ i I- �/ ,. D6 i� Ii s. 1 IC6) x/ \ �i ..IN.3I-.�, II II I r II I ACM 0 I L 71 I I mI L 1 I m 0 L - STRAP TO STRAP TO BEAM BELOW BEAM BELOW F 1 F2 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 La La LII. �= v v MIN. 4_0" MIN.8-4" MIN.4'.6" r • • • • • • v � z. N •• N ;.? D6 1 La • 0 ® iiiiiiiii \ „ „ , „ In .=. __= is i i i , , , , , , , , , IMIN.15'-8" MIN.9'-10" I \2 / CORNER 2 I PLAN VIEW OPP — :j N a0 WALL �l.J F z^, © SECTION • •.MIN.12'-6"• Vff CORNER _ gk •IAN VIEW :- i — 0. /: �:L ® , ..I 5 ii ii i _ ..._____...iii‘ w7�{��WAIy , �� `__�_ SECTION �__, 111 , . . MIN.3'-� ••�-. � IN.3'-1�" ' 1 .1'-10�© 0 0 I Q D4 J © © 2 WALL ELEVATION 1 1_ 3 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 STRAP PER FDN. NOTE#4 BELOW VO 11 06XI- ° 111111iii■ CO :, ;,,,46 I1.. DTT=Z +.is tit* ,� HIREFERO WALL, v,..**is'y 41 �vc4 i' �vgtwa�v9�'i'• NI �v'0�4 I — --- FOUNDATION 4'+O .. Q 'r+0 _• #3 . --- C _- ---- 4, ---__E)._________ t; --- - 1 - - I ^rr 1 EI --- SECTION --- V ----- ---- =`(I)= _____e______, , ____€-.)_---- ----- ---- n it_=_=_e_ - --� _ _ s',..., IC!) ATDPONY 6 4.1 --`—=—_.`� ------- ----'4— --0` ____ '=----�'® D6 4. p. -�^s{ !7 AT PONY WALL — --_ _— _;:;i—�- V _—_� .a _—_— _—_—_� WALL _ �� Ai '� Il U1 �) CII _ _ . .•: :. ................vII __ 11 ...........: - . � --- ----- ___1 I�—�, i" #ti\ til RET.WALL 8 0�� w �0�� I- ---- --- - vq /,s, SECTION�i'' Y0+\ 9 • �� I 11 v ,fr .� n ' cn �.. _...........w.........: '.6" c:•r:� ' - Ilc•IMMIIRET.WALL 8 :•A Ai .(w#~ _�—_—�-_ '' . .4 �� RET.WALL SECTION w7 00 .. �m� ��,W'•.7.,. �� SECTION .y9+ I—S=tel © _— I C —�' —8 — — IV 3l :: cf) ::� � , .:I CORNER —=— O PLAN VIEW, • AL, nil --- --- __ ^,I •$ �� OPP. 2.0. CO — C _.'� -- __ U, l yl� td y10 •yL. SrO Y Y — + Y illIii- URBED, �"IJ ri 4,,,,,,} s?, 1 T THE F1 j-) j.) PARTIAL FOUNDATION PLAN R, I VE SOIL C I 1 R18131 PARCEL 1 SW WALNUT TERRACE LAD 04.26.18.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: 29.667 FT 0.0920 0.691 Ss: 1.010 MAPS Sa=SDs TO: 0.1020 0.734 Si: 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 Shc: 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: 0.254 EQ. 12.8-7 0.800d SEISMIC DESIGN 0.700 r . CATEGORY(.1 SEC): D TABLE 11.6-1 SEISMIC DESIGN 0.600 CATEGORY(1 SEC): D TABLE 11.6-2 0,500 R: 6.5 TABLE 12.2-1 Q: 2.5 TABLE 12.2-1 0.400 SIMPLIFIED 0.300 t +•♦ 10 FORCE (V): 0.1355 W 0.200NF Cs: 0.113 W(EQ. 12.8-2) 0.100 Cs(MAX): 0.162 W(EQ. 12.8-3/4) 0.000 CS(MIN): 0.010 W(EQ. 12.8-5) 0 0.5 1 1.5 2 CS(MIN, E F): 0.025 W(EQ. 12.8-6) Cs(ACTUAL): 0.113 W ♦Seriesl EQ. LATERAL FORCE (V): 0.113 W C/ PAGE R18131 PARCEL 1 SW WALNUT TERRACE LAD 04.26.18.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 UPPER 909 909 2256 0 0.500 1.16 1 MAIN 1818 1818 2319 0 0.500 1.17 1 BASE SHEAR HT W WiHiAk TOTAL W V V*.7 SUM V UPPER 20.0 42525 850500 42525 6668 4668 4668 12.8-11, 12.8-12 MAIN 10.0 54096 540960 96621 4241 2969 7637 12.8-11, 12.8-12 96621 1391460 10910 ' 7637 V(LBF): 10910 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V*.7(LBF): 7637 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 909 909 2256 0 0.340 1.00 1 MAIN 1818 1818 2319 0 0.201 1.00 1 BASE SHEAR HT W WiHiA2 TOTAL W V V*.7 SUM V UPPER 20.0 42525 850500 42525 6668 4668 4668 12.8-11,12.8-12 MAIN 10.0 54096 540960 96621 4241 2969 7637 12.8-11, 12.8-12 3 96621 1 91460 10910 7637 6 V(LBF): 10910 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V*.7(LBF): 7637 2.4.1 ASD(L.C.5,8) PAGE R18131 PARCEL 1 SW WALNUT TERRACE LAD 04.26.18.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): 51.0 I: 1 15-20 WIDTH (TRANSVERSE, FT): 50.0 Kh: 0.7 0.7 ROOF MEAN HEIGHT(FT): 24.583 Kzt: 1 TOTAL ROOF HEIGHT (FT): 29.667 Kd: 0.85 GABLE(Y/N): V: 93 ROOF PITCH: 6 qh: 13.16 THETA: 26.57 0.447 0.894 2a(FT): 10 POSITIVE NEGATIVE OPEN/ PARTIAL/ ENCLOSED ENCLOSED (GCpi) 0.18 -0.18 (FIGURE 6-5) P (PSF) (GCpf) DESIGN PRESSURES(EQUATION 6-18) (FIGURE 6-10) (+Gcpi) (-Gcpi) TOTAL TOTAL 1 0.5496952 4.87 9.60 2 -0.0991454 -3.67 1.06 3 -0.4471747 -8.25 -3.52 2.05 2.05 4.58 4 -0.3906097 -7.51 -2.77 12.37 12.37 5 -0.45 -8.29 -3.55 6 -0.45 -8.29 -3.55 1E 0.7277844 7.21 11.95 2E -0.1902831 -4.87 -0.14 3E -0.5849592 -10.07 -5.33 2.32 2.32 5.19 4E -0.5349592 -9.41 -4.67 16.62 16.62 BASE SHEAR DIRECTION: FRONT-TO-REAR DIAPHRAGM BUILDING TRIBUTARY PROJ PROJ STORY LEVEL HEIGHT HEIGHT AREA qh: AREA qh: V(LBS) SHEAR INTERIOR INTERIOR END END UPPER 30-40 0.00 0.00 12.37 0.00 16.62 0 UPPER 25-30 4.67 83.34 12.37 46.66 16.62 1807 UPPER 20-25 5.00 170.00 12.37 50.00 16.62 2935 UPPER 15-20 5.00 206.00 12.37 50.00 16.62 3380 8121 MAIN 0-15 10.00 435.00 12.37 100.00 16.62 7045 7045 1141.00 TOTAL BASE SHEAR R: 15166 PAGE l.( R18131 PARCEL 1 SW WALNUT TERRACE LAD 04.26.18.xlsx WIND LOADS MWFRS (2014 OSSC, ASCE 7-10) ENVELOPE PROCEDURE METHOD 1 (LOW-RISE BUILDING ) DIRECTION: SIDE-TO-SIDE WIND SPEED: 120 EXPOSURE: B BUILDING DIMENSIONS: qh (MEAN ROOF HEIGHT): LENGTH (HORIZONTAL, FT): 51.0 I: 1 15-20 WIDTH (TRANSVERSE, FT): 50.0 Kh: 0.7 0.7 ROOF MEAN HEIGHT: 24.6 Kzt: 1 TOTAL ROOF HEIGHT (FT): 29.7 Kd: 0.85 GABLE(Y/N): V: 93 ROOF PITCH: 6 qh: 13.16 THETA: 26.57 0.447 0.894 2a: 10 POSITIVE NEGATIVE OPEN/ PARTIAL/ ENCLOSED ENCLOSED (GCpi) 0.18 -0.18 (FIGURE 6-5) P (PSF) (GCpf) DESIGN PRESSURES(EQUATION 6-18) (FIGURE 6-10) (+Gcpi) (-Gcpi) TOTAL TOTAL 1 0.5496952 4.87 9.60 2 -0.0991454 -3.67 1.06 3 -0.4471747 -8.25 -3.52 2.05 2.05 4.58 4 -0.3906097 -7.51 -2.77 12.37 12.37 5 -0.45 -8.29 -3.55 6 -0.45 -8.29 -3.55 1E 0.7277844 7.21 11.95 2E -0.1902831 -4.87 -0.14 3E -0.5849592 -10.07 -5.33 2.32 2.32 5.19 4E -0.5349592 -9.41 -4.67 16.62 16.62 BASE SHEAR DIRECTION: SIDE TO SIDE DIAPHRAGM BUILDING TRIBUTARY PROJ PROJ STORY LEVEL HEIGHT HEIGHT AREA qh: AREA qh: V(LBS) SHEAR INTERIOR INTERIOR END END UPPER 30-40 0.00 0.00 12.37 0.00 16.62 0 UPPER 25-30 4.67 22.00 12.37 20.00 16.62 605 UPPER 20-25 5.00 121.00 12.37 50.00 16.62 2328 UPPER 15-20 5.00 184.00 12.37 50.00 16.62 3108 6041 MAIN 0-15 10.00 416.00 12.37 100.00 16.62 6810 6810 963.00 TOTAL BASE SHEAR R: 12851 PAGE R18131 PARCEL 1 SW WALNUT TERRACE LAD 04.26.18.xlsx 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) 0.5 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.25 F1 19.00 1167 61 0.13 2030 107 107 D6 962 1140 -178 NO 0.5 F2 9.33 2334 250 0.5 4061 435 435 D3 3917 560 3357 MSTC52 0.25 F3 17.08 1167 68 0.15 2030 119 119 D6 1070 1110 -41 NO 1.00 4668 8121 DIRECTION: FRONT-TO-REAR WALL HEIGHT: 9 STORY: MAIN WALL WALL SEISMIC(5) 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) 0.28 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.25 F1 23.24 1909 82 0.11 3792 163 163 D6 1468 2208 -918 NO 0.5 F2 17.66 3818 216 0.28 7583 429 429 D3 3865 1589 5633 HDU5(2)2X 0.25 F3 33.33 1909 57 0.08 3792 114 114 D6 1024 3000 -2017 NO 1.00 7637 15166 PAGE / R18131 PARCEL 1 SW WALNUT TERRACE LAD 04.26.18.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) 0.34 (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 0.13 S3 5.83 625 107 0.13 809 139 139 D6 1249 350 899 MSTC28 0.25 S4 14.16 1162 82 0.18 1504 106 106 D6 956 991 -35 NO 0.37 S5 10.75 1708 159 0.34 2211 206 206 D6 1851 645 1206 MSTC28 0.25 S6 26.07 1172 45 0.1 1516 58 58 D6 523 652 -128 NO 1.00 4668 6041 DIRECTION: SIDE TO SIDE WALL HEIGHT: 9 STORY: MAIN WALL WALL SEISMIC(S) S/L r(i) WIND(VV) 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.) 0.09 S1 5.00 278 56 0.04 637 127 127 D6 1146 495 651 HDU2(2)2X 0.06 S2 3.33 810 243 0.11 1234 370 370 D4 3332 470 2862 HDU2(2)2X 0 S3 0.00 0 0 0 0 0 0 -- 0 0 0 NO 0.26 S4 12.50 1921 154 0.2 3244 259 259 D6 2335 608 1693 HDU2(2)2X 0.34 S5 25.49 2730 107 0.14 4555 179 179 D6 1608 1117 1697 HDU2(2)2X 0.24 S6 16.83 1898 113 0.15 3182 189 189 D6 1701 672 900 HDU2(2)2X 1.00 7637 12850 PAGE C\ R18131 PARCEL 1 SW WALNUT TERRACE LAD 04.26.18.xlsx FOOTING DESIGN ;ONCRETE STRENGTH: 3 KSI WALL WIDTH: 8 IN STREEL STRENGTH: 60 KSI SOIL BEARING PRESSURE: 1500 PSF DIRECTION: FRONT-TO-REAR FTG. FTG. WALL WALL DEAD STEEL REINF. WALL LINE UPLIFT DEPTH WIDTH DEPTH LENGTH MOMENT LOAD FTG. a REQUIRED T&B (PG. ) (PG. ) (IN.) (IN.) (IN.) (FT.) (K-LB) PLF (INA2) Fl -918 7 15 18 23.243 0 259 0.000 0.000 NONE F2 5633 7 15 18 17.66 26 259 0.787 0.357 244 BARS F3 -2017 7 15 18 33.33 0 259 0.000 0.000 NONE :ONCRETE STRENGTH: 3 KSI WALL WIDTH: 8 IN STREEL STRENGTH: 60 KSI SOIL BEARING PRESSURE: 1500 PSF DIRECTION: FRONT-TO-REAR FTG. FTG. WALL WALL DEAD STEEL REINF. WALL LINE UPLIFT DEPTH WIDTH DEPTH LENGTH MOMENT LOAD FTG. a REQUIRED T&B (PG. ) (PG. ) (IN.) (IN.) (IN.) (FT.) (FT.-LB.) PLF (INA2) S1 651 7 15 18 5 11 259 0.323 0.147 NONE S2 2862 7 15 18 3.333 5 259 0.163 0.074 144 BAR S3 0 7 15 18 0 0 259 0.000 0.000 NONE S4 1693 7 15 18 12.5 3 259 0.092 0.042 NONE S5 1697 7 15 18 25.493 3 259 0.087 0.039 NONE S6 900 7 15 18 16.833 11 259 0.316 0.143 NONE PAGE h i NOTE: 1. ASSUMPTIONS: 2. CONCRETE FOUNDATION WALL DESIGNED TO MAX DESIGN PRESSURE- 40 PSF CARRY SOIL LOAD ONLY. MAX SURCHARGE LOAD=100 PSF 3. COMPACTED BACKFIN,TO BE INSTALLED BEFORE ALLOWABLE SOIL BEARING PRESSURE-1500 PSF INSTALLING WOOD FLOOR COEFFICIENT OF FRICTION- .35 4. SHORE WAIL 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 PIAN,PONY WALL AT SIM. I P.T.SILL PLATE WITH IS" I J-TYPE BOLT,EMBED 7" MIN.INTO STEM WAIL 1111!i 1. L. 4 1111111111111111111M . FREE-DRAINING MATERIAL 2"CLR (COMPACTED BACKFILL,Y'a" S IN 8"LEFTS) WALL HORIZONTAL AND VERTICAL U ;_ • ' REINFORCING PER SCHEDULE ABOVE (VERTICAL BAR WITH STD.HOOK) • CONTINUOUS DRAIN BY REINFORCING TO MATCH cn !G 6 - • OTHERS VERT.REINFORCING a \ . HEEL TOP REINFORCING • • PER SCHEDULE • a, —HEEL TOP HORIZONTAL C • 1 I I -I ..4 t REINFORCING PER SCHEDULE rn - Ll e • LG 6 q * a I a • - G • - •• .. O x:11 •1 �-OO f't t� _ _� -- .r_._ TOE BOTTOM HOR FOOTING TO SIT ON REINFORCING PER COMPACTED%a"+/-GRAVEL SCHEDULE 14'TOE' 'HEEL' -r ii 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®1'-4"O.C. #4®1'-0"O.C. #4®1'-0"O.C. #4®1'-6"O.C. #4®1'-0"O.C. 6'-0" 8" 1'-6" 5'-0" 0'-10" 0'-6" #4®0'-8"O.C. #4®1'-0"O.C. #4®1'-0"O.C. #4®0'-8"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®1'-0"O.C. 8 FOOTING SECTION S2 SCALE:NONE 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:1CAD 07 02 15\RETAINING WALLSIRETAIN PRO CALCULATIONSIFREE STANDING\FS 201411 . 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 ill Soil Data • ` - - ' Allow Soil Bearing = 2,000.0 psf . :_;:..r _ i_, Retained Height = 4.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method _ Heel Active Pressure 40.0 psf/ft g- _ Slope Behind Wall • = 0.00 = k7':•. - i' 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 _c- • Soil Density,Toe 0.00 pcf _ '.-.:1...:-;:; _ FootingllSoil Friction = 0.350 -"'= r Y1 Soil height to ignore :.-.1...:.,. - . -• =r r - for passive pressure = 12.00 in ' =: -. ._ `r _.c,4 .'' I ,1 Surcharge Loads Lateral Load Applied to Stem 1 Adjacent Footing Load ii 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 -• I Axial Load Applied to Stem \ has been increased 1.00 Footing Type Line Load 7 y Base Above/Below SoilI Axial Dead Load = 0.0 lbs Wind on Exposed Stern = 0.0 psf at Back of Wall . = 0.0 ft Axial live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 • I I Axial Load Eccentricity = 0.0 In . Kae for seismic earthpressure = 0.561 Added seismic base force 217.3 lbs Earth Pressure Seismic Load � Ka for static earth pressure = 0.319 . Design Kh = 0.296 g 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 Ftc ft= 0.00 Overturning = 3.39 OK Wall Material Above"Ht" = Concrete Sliding = 1.12 Ratio<1.51 Design Method = LRFD Thickness - = 8.00 • Total Bearing Load = 2,197 lbs Rebar Size = # 4 ...resultant ecc. = 4.68 in Rebar Spadng = 12.00 Soil PressureToe = 802psf OK Rebar Placed at = Edge @ 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 ACI Factored©Toe = 1,122 psf Service Level lbs= ACI Factored @ Heel = 325 psf Strength Leve lbs= 880.2 -Moment....Actual Footing Shear @ Toe = 4.8 psi OK 1 Service Footing Shear @ Heel = 8.9 psi OK Allowable = 82,2 psi Stirerength Level Levve ft#= 1,482.9 ft-#= LI Momenb....Allowable = 5,448.0 Sliding Calcs . Lateral Sliding Force = 772.4 lbs Shear....Actual 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 Ihs NG Wall Weight psf= • 100.0 Rebar Depth 'd' in= 6.25 Masonry Data fm psl= ' Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' • _ 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 f c psi= 3,000.0 Wind,W 1.300 Fy I Z psi= 60,000.0 Seismic,E 1.000 • • Use menu item Settings>Printing&Tltla 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 1b\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,ACI318-11,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 f c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density' = 150.00 pcf Key Reinforcing = None Spec'd • Mln.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @Top 2.00 @ Btm: 3.00 in Toe: Not req'd:Mu<phr5`lambda*sgrt(fc)*Sm Heel;Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined IL Summary of Overturnin &Resisting Forces &Moments OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment 'Item lbs ft ft-# lbs ft ft--# :*feel 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 @ Stern Above Soil= *Axial Live Load on Stern = Seismic Earth Load = -217.3 2.90 630.2 Soil Over Toe = 0.50 = Surcharge Over Toe = Stem Weight(s) = 400.0 1.33 533.3 • Total 772.4 O.T.M. 1,595.3 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 soli 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. • • Use menu item Settings>Printing&Title Block Title 6'-0"SEISMIC Page: to set these five fines 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 201411 RetainPLicenser:KW-06056589 o(c)1987-2015, Build 11.15.622 Cantilevered Retaining Wall Design Code:IBC 2012,ACI 318-11,AC I 530-11 License To:TURNER ENGINEERING AND DESIGN Criteria j Soil Data _-..- :; -_ Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf N � Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method • __ � Heel Active Pressure = 40.0 psflft Slope Behind Wall = 0.00 = ::. T '. >_ .._. • Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft -_= __ :- .�'-abkwartwe;� �'... Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf T'T =,, =.� 4a _. Soil Density,Toe = 110.00 pcf = _ _ FootingljSoil Friction = .0.350• Soil height to Ignore .nom; .--• - for passive pressure = 12.00 in s "E...•t Surcharge Loads r Lateral Load Applied to Stem r Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = -0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...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 7 has been baa factor increased of1.00 Footing Type Une Load • Base Above/Below Soil = O.D ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0300 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 Design Kh = 0.296 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.242 • Using Mononobe-Okabe/Seed-Whitman procedure Design Summary k 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<1.5! Design Method = LRFD Thickness = 8.00 Total-Bearing Load = 4,572 lbs Rebar Size = # 4 ._.resultantecc. = 5.40 in Rebar Spacing = 8.00 •Soil Pressure @ Toe = . 995 psf OK Desib n Data at = Edge Soil Pressure @ Heel = 411 psf. OK 9 fbIFB+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 ACI Factored @ Heel = 576 psf Strength Leve lbs= 1,887.8 Footing Shear @ Toe = 13.1 psi OK. Service.Leveal Footing Shear @ Heel = 16.2 psi OKel Leveft4=ft4 Allowable = 75.0 psi Strength = 4,726.5 Sliding Calcs Moment...Aliowable = 7,959.6 Lateral Sliding Force = 1,492.5 lbs Shear.....Actual less 100%Passive Force= - 97.2 lbs Service Leve! 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 fni psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' • = 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 ck psi= 2,500.0 Wind,W 1.300 Fy 1 psi= 60,000.0 Seismic,E 1.000 i 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 151RETAINiNG WALLS\RETAIN PRO CALCULATIONS\FREE STANDING\FS 201411 RetainPro(c)1987-2015, Build 11.15.6.22 License:KW-06056589 Cantilevered Retaining Wall Design. Code:IBC 2012,ACI 318-11,AC1 530-11 License To:TURNER ENGINEERINGANDDESIGN Footing Dimensions &Strengths 1 Footing Design Results - 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-ti Footing Thickness = 10.00 in -Mu':Downward = 284 11,116 ft-# Mu: Design = 1,213 4,003 ft-# Key Width = 0.00 in Actual.1-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(fc)"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 • 1 Summa of Overturning &Resisting Forces&Moments OVERTURNING..... RESISTING Force Distance Moment Force Distance Moment I 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= 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 • 1 . the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. _Tilt 1 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) 0.026 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 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\OwnerlDropbox\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 Criteria 1 Soil Data "'"` Retained Height = 8.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method 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 FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in I Surcharge Loads 1 L Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...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(W) Axial Load Applied to Stem ` (Service Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 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 r Kae for seismic earth pressure = 0.561 Added seismic base force 753.4 lbs Design Kh = 0.296 g Ka for static earth pressure = 0.319 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 Ftc ft= 0.00 Overturning = 4.04 OK Wall Material Above"Ht" = Concrete Sliding = 1.15 Ratio<1.5! Design Method = LRFD Thickness = 8.00 Total Bearing Load = 7,318 lbs Rebar Size = # 4 • • ...resultant ecc. = 6.52 in Rebar Spacing = 6.00 Soil Pressure @ Toe = 1,191 psf OK Des Rebar n Data at = Edge Soil Pressure @ Heel = 531 psf OK 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 ACI Factored @ Heel = 637 psf Strength Level lbs= 2,898.4 Mom Footing Shear @ Toe = 13.9 psi OK . evel ServviceiceLevel ft-#= Footing Shear @ Heel = 16.7 psi OK Strength Level ft-#= 9,543.4 Allowable = 75.0 psi Sliding Calcs Moment.....Allowable = 10,400.4 Lateral Sliding Force = 2,373.4 lbs Shear Actual 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 ShearAllowable psi= 75.0 ....for 1.5 Stability = 842.5 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 2009,ACI Masonry Block Type = Medium Weight Dead Load 1.200 Masonry Design Method = ASD Live Load • 1.600 Concrete Data Earth,H 1.600 fc psi 2,500.0 Wind,W 1.000 Fy 1 Lp psi= 60,000.0 Seismic, E 1.000 • 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 r .....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. 8,928.5 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 Def @ 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. 1/)