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Home My WebLink AboutCT 13-03; El Camino Rl widening Robertson Ranch West; Robertson Ranch West El Camino Rl Widening; 2015-01-12^^^jjgj"^ Orie^ Engineering ^ iLl Structural & Bridge Engineers OK BRIDGE 9750 Miramar Road, Suite 310 srRucruRAL San Diego, CA 92126 Phone: (858) 335-7643 Fax: (858) 586-0911 Structural Calculations PROJECT: Rancho Costera (Project # 382.001-14 ) RECORD COPY Initial Date CLIENT: O'Day DESIGNED BY: MTL DATE: 1/12/15 Orie^ - Structural Engineers FILE BRIDGE STRUCTURAL Orie' Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Structural Calculations - Table of Contents Rancho Costera Orie^ Job No. 382.001-14 1) Cleanout Design and Analysis 1 to 10 2) Deep Cleanout Design and Analysis 11 to 23 3) Retaining Wall Design 24 to 27 4) Soil Parameters and Geotech. Report 28 to 33 One' Engineering Structural & Bridge Engineers 9750 Miramar Road, SulW 31Q Phone » : (858| 335-7643 San Dego CA 92126 FAX » : (858) 686-0911 Project No : 382.001-14 PROJECT: Rancho Costera Page 1 DATE BY Cleanout Loadinq: rr Cleanout: E IH - - L- IE Length, X: 4 ft Width, Y: 13 5 ft Depth, Z: 6 ft Geotech Parameters: Soil Density, y: 120 pcf Soil Lateral Load: 60 pcf X Wall Thickness: 12 In Invert Slab Thickness: 12 In Roof Slab Thickness: 12 in (Rectangular Distribution) Soil Loads: Looking at a 1.0 ft depth Environmental Factor: 1 3 (ACI-350) U = 1.3*U E IH - - E Tl IE Soil Depth, D: 47 ft Area, A: 144 ln'^2 Moment of Inertia, I: 1728 inM wwall = 60 pcf * 1.0 ft* 47.0 ft Hwall: 1.7 * 2820 plf = 4794 plf wwall = 4794 plf vwvall = 2820 plf wroof = 120 pcf * 1.0 ft* 39.5 ft Hroof: 1 7 * 4740 plf = 8058 plf wroof = 8058 plf wroof = 4740 plf winvert = wroof HInvert: 1 7 * 4740 plf = 8058 plf winvert = 8058 plf winvert = 4740 plf Page 2 X" = 4'-0' Orie2 Engineering Rancho Costera - Cleanout - Vertical Member and Joint Labels SK-1 MTL Rancho Costera - Cleanout - Vertical Member and Joint Labels Dec 24, 2014 at 11:35 AM 382.001-14 Rancho Costera - Cleanout - Vertical Member and Joint Labels Cleanout Model 2D - Vertical.r3d &L Page 3 Section Sets Wall Root Invert Orie2 Engineering MTL 382.001-14 Rancho Costera - Cleanout - Vertical Sections Sets SK-2 Dec 24, 2014 at 11:35 AM Cleanout Model 2D - Vertical.r3d Page 4 Soil Density = 120.0 pcf/ft Lateral Soil Load = 60.0 pcf/ft Soil Depth = 47.0 ft -4.74m 2.4m, ^ I -A AW/S A / VVA A A.AyA /\ / WA ,A, /W\ /\ /V\A A /VV \ /\ /VV\ A /VV\ A r^,/\\/\ A ,V^A A ,-VV^ /\ /V/-vA /' 2 82k/ft , Depth = 6.0 ft + 1.0/2 ft + 1.0/2 ft = 7.0 ft WI\M7fvf^ r^-2.82k/ft 24k/ft 4.74m Loads: BLC 2, H Lateral Soil Pressure Top = 60.0 pcf/ft * (47.0 ft - 7.0 ft) = 2400.0 psf/ft Lateral Soil Pressure Bottom = 60.0 pcf/ft * 47.0 ft = 2820.0 psf/ft Orie2 Engineering MTL SK-3 382.001-14 Rancho Costera - Cleanout - Vertical Soil Loading Dec 24, 2014 at 11:35 AM Cleanout Model 2D - Vertical.r3d Company Designer Job Number [ Model Name Page 5 0rie2 Engineering MTL 382.001-14 Rancho Costera - Cleanout - Vertical Dec 24, 2014 Checked By:_ Global Display Sections for Member Calcs Max Internal Sections for Member Calcs 5 97 Include Shear Deformation? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Increase Nailing Capacity for Wind? Yes •1 yl >l Area Load Mesn (in'V) Merge Tolerance [in) 144 .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automaticly Iterate Stiffness for Walls? Maximum Iteration Number for Wall Stiffnes Yes Automaticly Iterate Stiffness for Walls? Maximum Iteration Number for Wall Stiffnes S3 Gravity Acceleration (ft/sec'^2) 32.2 Wall Mesh Size (in) 12 A Eigensolution Convergence Tol. (1.E-) Vertical Axis 4 Y Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10): ASD Adiust Stiffness? Yes( Iterative) RISAConnection Code AISC 14th(360-10): ASD Cold Formed Steel Code AISI S100-10: ASD Wood Code AF&PA NDS-12: ASD Wood Temperature < 100F Concrete Code ACI 318-11 Masonry Code ACI 530-11: ASD Aluminum Code AA ADM1-10: ASD - Building Number of Shear Regions 4 Region Spacinq Increment (in) 4 Biaxial Column Method Exact Integration Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max % Steel for Column 8 RISA-3D Version 12.0.2 [Z:\...\...\001-14 - Rancho Costera\calc\Cleanout Model 2D - Vertical.r3d] Page 1 Company '^J^J Designer \/Jy^^y\ Job Number Model Name TECHNOLOGIES Page 6 0rie2 Engineering MTL 382.001-14 Rancho Costera - Cleanout - Vertical Dec 24, 2014 Checked By:_ Global, Continued Seismic Code Seismic Base Elevation (ft) ASCE 7-10 Not Entered Add Base Weight? Yes CtZ .02 Ctx .02 T Z (sec) Not Entered T X (sec) Not Entered RZ 3 RX 3 Ct Exp. Z .75 Ct Exp. X .75 SD1 1 SDS 1 S1 1 TL (sec) 5 Risk Cat 1 or II OmZ 1 OmX 1 RhoZ 1 RhoX 1 Concrete Properties 1 Label E [ksi] Conc3250NW 3456 G [ksi] 1503 Nu Thenn (ME. 15 .6 Density[k/ft. .15 fc[ksi] 3.25 Lambda 1 Flex Steel[. 60 Shear Stee. I 60 Conc3500NW 3409 1482 15 .6 .145 3.5 60 60 Conc4000NW 3644 1584 15 .145 60 60 Conc3000LW 2085 907 15 .11 .75 60 60 Conc3500LW Conc4000LW 2252 2408 979 15 .6 .11 3.5 .75 1047 15 .11 .75 60 60 60 60 Concrete Section Sets Label Wall Roof Shape CRECT12X12 CRECT12X12 Type Beam Beam Design List Material Design Rules A [in2] Rectangular Conc3250NW Typical 144 Rectangular Conc3250NW Typical 144 lyy [in4] Izz [in4] J [in4] 1728 I 1728 2557.44 1728 I 1728 2557.44 Invert CRECT12X12 Beam Rectangular Conc3250NW Typical 144 1728 1728 2557.44 Member Primarv Data Label 1 Joint J Joint K Joint RotateCdeal Section/Shape Type Design List Material Design Rules 1 Ml N1 N2 Wall Beam Rectanaular Conc3250... Tvoical 2 M2 N2 N3 Roof Beam Rectanqular Conc3250... Typical 3 M3 N4 N3 Wall Beam Rectanaular Conc3250... Tvoical 4 M4 N1 N4 Invert Beam Rectanaular Conc3250... Typical Joint Coordinates and Temperatures Label X[ft] Y[ft] Zfftl Temp [F] Detach From Diap... 1 N1 0 0 0 0 2 N2 0 7 0 0 3 N3 5 7 0 0 4 N4 5 0 0 0 RISA-3D Version 12.0.2 [Z:\...\...\001-14 - Rancho Costera\calc\Cleanout Model 2D - Vertical.r3d] Page 2 Company Designer Job Number Model Name 0rie2 Engineering MTL 382.001-14 Rancho Costera - Cleanout - Vertical Page 7 Dec 24, 2014 Checked By:_ Joint Boundarv Conditions Joint Label X [k/in] y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing 1 Nl Reaction Reaction Reaction Reaction Reaction 2 N2 Reaction Reaction Reaction Reaction Reaction 3 N3 Reaction Reaction Reaction Reaction Reaction 4 N4 Reaction Reaction Reaction Reaction Reaction l\/lember Distributed Loads (BLC 2 : H) Member Label Direction Start Maonitudefk/ft.Fl End Maanitudefk/ft.Fl Start Location[ft.%] End Location [ft. %] 1 Ml X 2.82 2.4 0 %100 2 M2 Y -4.74 -4.74 0 %100 3 M3 X -2.82 -2.4 0 %100 4 M4 Y 4.74 4.74 0 %100 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(P.. 1 D DL -1 Z Gravity 2 H HL 4 Load Combinations Description SolvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 |l.3*(1.2D+1...|Yesl Y r 1 11.56 2 2 21 Joint Reactions LC Joint Label X[k] Y[k] Z[k] MX [k-ft] MY [k-ft] MZ [k-ft] 1 1 N1 -20.67 -24.784 0 0 0 0 2 1 N2 -19.706 27.593 0 0 0 0 3 1 N3 19.706 27.592 0 0 0 0 4 1 N4 20.67 -24.784 0 0 0 0 5 1 Totals: 0 5.616 0 6 1 COG (ft): X: 2.5 Y: 68.785 Z:0 Member Section Forces LC Member Label Sec Axialfkl v Shearfkl z Shearfkl Torauefk-ftl v-v Momentfk-..z-z Momentfk-.. 1 1 Ml 1 .819 20.67 0 0 0 22.624 2 2 .41 9.967 0 0 0 -4.124 3 3 0 -.33 0 0 0 -12.497 4 4 -.409 -10.221 0 0 0 -3.205 5 5 -.819 -19.706 0 0 0 23.041 6 1 M2 1 0 26.774 0 0 0 23.041 7 2 0 13.387 0 0 0 -2.059 8 3 0 0 0 0 0 -10.426 9 4 0 -13.387 0 0 0 -2.059 10 5 0 -26.773 0 0 0 23.041 11 1 M3 1 .819 -20.67 0 0 0 -22.624 12 2 .41 -9.967 0 0 0 4.124 13 3 0 .33 0 0 0 12.497 14 4 -.409 10.221 0 0 0 3.205 15 5 -.819 19.706 0 0 0 -23.041 16 1 M4 1 0 -25.604 0 0 0 -22.624 RISA-3D Version 12.0.2 [Z:\...\...\001-14 - Rancho Costera\calc\Cleanout Model 2D - Vertical.r3d] Page 3 MmsA TECHNOLOGIES Company Designer Job Number Model Name Page 8 0rie2 Engineering MTL 382.001-14 Rancho Costera - Cleanout - Vertical Dec 24, 2014 Checked By:_ Member Section Forces (Continued) LC Member Label Sec Axial[k] y Shear[kl z Shear[k] Torquefk-ft] y-y Moment[k-.. z-z Moment[k-... 17 2 0 -12.802 0 0 0 1.379 18 3 0 0 0 0 0 9.38 19 4 0 12.802 0 0 0 1.379 20 5 0 25.603 0 0 0 -22.624 RISA-3D Version 12.0.2 [Z:\...\...\001-14 - Rancho Costera\calc\Cleanout Model 2D - Vertical.r3d] Page 4 Page 9 -104 -12.5 -22.6 Results for LC 1, 1.3*(1.2D+1.7H) Member z Bending Moments (k-ft) Orie2 Engineering MTL 382.001-14 SK-4 Rancho Costera - Cleanout - Vertical Bending Moments Dec 24, 2014 at 11:36 AM Cleanout Model 2D - Vertical.r3d One' Engineering SlrvclurBl & Btidge Engineers Project No 382 001-14 PROJECT Rancho Coslora DATE 12/24/14 BY MTl Page 10 Cleanout Reinforcement: Vertical (Short Direction) Concrete Compressive Strength, fc = 3 25 ksi steel Yield Strength, Fy = 60 ksi Concrete Beam Width, b = 12 in (Looking at a 1.0 ft depth) Moment Capacity, (pMn = cp * p * Fy * b * d'^2 * [1 - (0.59 * p * (Fy / fc))] cp: 0.9 (31: 085 Cleanout Section: Concrete Thickness: (in) Effective Depth, d: (in) Rebar Size: Rebar Spacing: (In) Area of Steel per 1 0 ft Depth, As: (in'2) Min Area of steel (ln^2) Steel Ratio, p = As / (b * d) Required Moment, Mu: (kIp-ft) Moment Capacity, cpMn: (kip-ft) 1) Roof Bottom Steel l^z* 12 9 6 8 0.66 0.29 0.0061 10.43 25,04 OK 2) Roof Top Steel Mz-12 9 6 8 066 0.63 0.0061 23.04 25,04 OK 3) Wall Top Exterior Face Steel: Mz-12 9 6 8 0.66 0.63 0.0061 23.04 25,04 OK 4) Wall Middle Interior Face Steel: tJlz* 12 9 6 8 0.66 0.34 0.0061 12.51 25,04 OK 5) Wall Bottom Exterior Face Steel: Mz-12 9 6 8 0.66 0.62 0.0061 2262 25.04 OK 6) Floor Bottom Steel Mz-12 9 6 8 066 0.62 0.0061 2262 25.04 OK 7) Floor Top Steel: Mz+ 12 9 6 8 0.66 0.26 0.0061 9.38 25.04 OK Orie' Engineering Structural i Bridge Engineers Project No.: 382.001-14 9750 MVamai Road, Suile 310 San Diego, CA 92126 Phone* 1858) 335-7643 FAX « . (858) 586-0911 PROJECT: Rancho Costera Page 11 Cleanout Loadina: "D" ••X" Cleanout: Length, X: 4 ft Width, Y: 7 ft Depth, Z: 35 ft Geotech Parameters: Soil Density, y: 120 pcf Soil Lateral Load: 60 pcf Wall Thickness: 24 in Invert Slab Thickness: 24 in Roof Slab Thickness: 9 in (Rectangular Distribution) Soil Depth, D Area, A Moment of Inertia, I 38.75 ft 288 jn'^2 13824 inM Live Load: 100 psf Soil Loads: Looking at a 1.0 ft depth Environmental Factor: 1.3 (ACI-350) U = 1.3* U wwall = 60 pcf * 1.0 ft* 38.8 ft wwall = 2325 plf wroof = 100 psf * 1.0 ft wroof = 100 plf winvert = wroof winvert = 100 plf Hwall: 1.7 * 2325 plf = 3953 plf Hroof: 1.6 * 100 plf = 160 plf HInvert: 1.6 * 100 plf = 160 plf wwall = 3953 plf wroof = 160 plf winvert = 160 plf .Z .X Page 12 Y" = 7'-0' Orie2 Engineering MTL lyii ^ y,_Q.. 382.001-14 SK-1 Rancho Costera - Deep Cleanout - Horizontal June 13, 2014 at 3:42 PM Member and Joint Labels Deep Cleanout Model 2D - Horizon... Y • Z Page 13 Section Sets I Wall - 1 Wall - 2 Wall-3 Wall - 1 Wall - 2 - >48 Wall - 3 ^ >J12 Orie2 Engineering MTL 382.001-14 Rancho Costera - Deep Cleanout - Horizontal Section Sets SK-2 June 13, 2014 at 3:42 PM Deep Cleanout Model 2D - Horizon. Lateral Soil Load = 60.0 pcf/ft depthi =[0.75 ft + 10.0 ft+ 0.25 ft] = 11.0 ft depthi =(2/3)* 11.0 = 7.33 ft wsoill = 60.0 pcf/ft * 7.33 ft = 440.0 psf/ft depth2 = [0.25 ft + 10 ft + 0.25 ft] = 10.5 ft depth2 = (2/3) * 10.5 + 11.0 = 18.0 ft wsoil2 = 60.0 pcf/ft * 18.0 ft = 1080.0 psf/ft ^&t244k/ft -1.08k/ft .44m 1.08k/ft -1.98k/ft 1.98k/ft -1.98k/ft depth3 = [0.25 ft + 15 ft + 2.0 ft] = 17.25 ft depth3 = (2/3) * 17.25 + 11.0 + 10.5 = 33.0 ft wsoil3 = 60.0 pcf/ft * 33.0 ft = 1980.0 psf/ft Loads: BLC 2, H Page 14 6 -1 .oam 7 1.08k/ft Orie2 Engineering SK-3 MTL Rancho Costera - Deep Cleanout - Horizontal June 13, 2014 at 3:43 PM 382.001-14 Lateral Soil Loading Deep Cleanout Model 2D - Horizon... Company Designer Job Number Model Name Page 15 Orie2 Engineering MTL 382.001-14 Rancho Costera - Deep Cleanout - Horizontal June 13, 2014 Checked By:_ Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Increase Nailing Capacitv for Wind? Yes Area Load Mesh (in'^2) 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automaticly Iterate Stiffness for Walls? Yes Maximum Iteration Number for Wall StiffnesS3 Gravity Acceleration (ft/sec'^2) 32.2 Wall Mesh Size (In) 12 Eigensolution Convergence Tol. (1 .E-) 4 Vertical Axis Y Global Member Orientation Plane XZ 1 Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10): ASD Adiust Stiffness? Yes( Iterative) RISAConnection Code AISC 14th(360-10): ASD Cold Formed Steel Code AISI SI 00-10: ASD Wood Code AF&PA NDS-12: ASD IWood Temperature < 100F Concrete Code ACI 318-11 1 Masonry Code ACI 530-11: ASD Aluminum Code AA ADM1-10: ASD - Building Number of Shear Regions 4 Region Spacing Increment (in) 4 [Biaxial Column Method Exact Integration [Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular 1 Use Cracked Sections? Yes Use Cracked Sections Slab? Yes |Bad Framina Warnings? No Unused Force Warninas? Yes IMin 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 IMin % Steel for Column 1 Max % Steel for Column 8 RISA-3D Version 12.0.0 [Z:\...\...\...\calc\Deep Cleanout Model 2D - Horizontal.r3d] Page 1 TECHNOLOGIES Company Designer Job Number Model Name Orie2 Engineering MTL 382.001-14 Rancho Costera - Deep Cleanout - Horizontal Page 16 June 13, 2014 Checked By:_ Global, Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered Add Base Weight? Yes CtZ .02 Ctx .02 T Z (sec) Not Entered T X (sec) Not Entered RZ 3 RX 3 Ct Exp. Z .75 Ct Exp. X .75 ^DT 1 SDS 1 SI 1 TL (sec) 5 [Risk Cat lor II Seismic Detailina Code ASCE 7-05 pmZ 1 OmX 1 iRhoZ 1 RhoX 1 Concrete Properties E[ksi] G[ksi] Nu Therm (\1 E.. Density[k/ft... f'c[ksi] Lambda Flex Steel[... Shear Stee. 3456 1503 I .15 .6 .15 3.25 1 60 60 Label 1 Conc3250NW 2 Conc3500NW 3 Conc4000NW 4 Conc3000LW 5 Conc3500LW 6 Conc4000LW 3409 3644 2085 2252 2408 1482 1584 907 979 1047 .15 .15 .15 .15 .15 .6 .145 3.5 .6 .145 .6 .11 .6 .6 .11 3.5 .11 .75 .75 .75 60 60 60 60 60 60 60 60 60 60 Concrete Section Sets Label Shape Type Design List Material Design R... A [in2] Iyy[in4] Izz [in4] J [in4] 1 Wall -1 CRECT12X9 Beam Rectanaular Conc3250.. Tvoical 108 729 1296 1538.19 2 Wall - 2 CRECT12X9 Beam Rectanaular Conc3250.. Typical 108 729 1296 !1538.19| 3 Wall - 3 CRECT12X12 Beam Rectangular Conc3250.. Typical 144 1728 1728 2557.44 Member Primarv Data Label 1 Joint J Joint K Joint Rotate(d... Section/Shape Type Design List Material Design Rules 1 Ml Nl N2 Rotate(d... Wall -1 Beam Rectangular Conc325.. Tvoical 2 M2 N2 N3 Wall -1 Beam Rectangular Conc325.. Typical 3 M3 N3 N4 Wall -1 Beam Rectangular Conc325.. Tvoical 4 M4 N4 Nl Wall -1 Beam Rectangular Conc325.. Typical 5 M5 N5 N6 Wall - 2 Beam Rectangular Conc325.. Tvoical 6 M6 N6 N7 Wall - 2 Beam Rectangular Conc325.. Typical 7 M7 N7 N8 Wall - 2 Beam Rectangular Conc325.. Tvoical 8 M8 N8 N5 Wall - 2 Beam Rectangular Conc325.. Typical 9 M9 N9 NIO Wall - 3 Beam Rectangular Conc325.. Tvoical 10 M10 NIO Nil Wall - 3 Beam Rectangular Conc325.. Typical 11 Mil N11 N12 Wall-3 Beam Rectangular Conc325.. Tvoical 12 M12 N12 N9 Wall - 3 Beam Rectangular Conc325.. Typical RISA-3D Version 12.0.0 [Z:\...\...\...\calc\Deep Cleanout Model 2D - Horizontal.rSd] Page 2 Company Designer Job Number i Model Name Orie2 Engineering MTL 382.001-14 Rancho Costera - Deep Cleanout - Horizontal Page 17 June 13, 2014 Checked By:_ Joint Coordinates and Temperatures Label Xfftl Yffti Zfftl Temp [F] Detach From Diaphragm 1 Nl 0 15 0 0 2 N2 8 15 0 0 3 N3 8 10 0 0 4 N4 r 0 10 0 0 5 N5 13 15 0 0 6 N6 21 15 0 0 7 N7 21 10 0 0 8 N8 13 10 0 0 9 N9 0 5 0 0 10 NIO 8 5 0 0 11 N11 8 0 0 0 12 N12 0 0 0 0 Joint Boundarv Conditions Joint Label X fk/inl Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing 1 Nl Reaction Reaction Reaction 2 N2 Reaction Reaction Reaction 3 N3 Reaction Reaction Reaction 4 N4 Reaction Reaction Reaction ^5 N5 Reaction Reaction Reaction 6 N6 Reaction Reaction Reaction 7 N8 Reaction Reaction Reaction 8 N7 Reaction Reaction Reaction 9 N9 Reaction Reaction Reaction 10 NIO Reaction Reaction Reaction 11 N12 Reaction Reaction Reaction 12 Nil Reaction Reaction Reaction : Member Distributed Loads (BLC 2: H) Member Label Ml Direction Y Start Magnitude[k/ft,F] -.44 End Magnitude[k/ft,F] -.44 Start Location[ft..£nd Location[ft 0 %100 M2 M3 X Y -.44 -.44 .44 .44 %100 7o100 M4 .44 .44 %100 M5 -1.08 -1.08 %100 M6 -1.08 -1.08 %100 M7 1.08 1.08 %100 M8 X 1.08 1.08 %100 M9 -1.98 -1.98 %100 10 MIO X -1.98 -1.98 %100 11 M11 1.98 1.98 %100 12 M12 1.98 1.98 %100 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distribut...Area(M... Surface... 1 D DL -1 2 H HL 12 : i RISA-3D Version 12.0.0 [Z:\...\...\...\calc\Deep Cleanout Model 2D - Horizontal.r3d] Page 3 Company 'd^^l^s^m ^ Designer 1 Model Name TECHNOLOG Page 18 Orie2 Engineering MTL 382.001-14 Rancho Costera - Deep Cleanout - Horizontal June 13, 2014 Checked By: Load Combinations Description 1.3*(1.2D+1.7H) So... PDelta S... BLC Fact..BLC Fact.BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Factor Yes Y 1 1.56 2 2.21 Joint Reactions LC Joint Label Xfkl Y[k] Z[k1 MX [k-ft] MY [k-ft] MZ [k-ft] 1 1 Nl -2.431 3.89 1.141 0 0 0 2 1 N2 2.431 3.89 1.141 0 0 0 3 1 N3 2.431 -3.89 1.141 0 0 0 4 1 N4 -2.431 -3.89 1.141 0 0 0 5 1 N5 -5.967 9.547 1.141 0 0 0 6 1 N6 5.967 9.547 1.141 0 0 0 7 1 N8 -5.967 -9.547 1.141 0 0 0 8 1 N7 5.967 -9.547 1.141 0 0 0 9 1 N9 -10.94 17.503 1.521 0 0 0 10 1 NIO 10.939 17.503 1.521 0 0 0 11 1 N12 -10.939 -17.503 1.521 0 0 0 12 1 N11 10.94 -17.503 1.521 0 0 0 13 1 Totals: 0 0 15.21 14 1 COG (ft): NC NC NC Member Section Forces LC Member Label Sec Axial[k] y Shear[k] z Shear[k1 Torquefk-ft] v-v Momentf... z-z Moment[k-ft] 1 1 Ml 1 0 3.89 .702 0 0 3.971 2 2 0 1.945 .351 0 1.053 1.864 3 3 0 0 0 0 1.404 3.809 4 4 0 -1.945 -.351 0 1.053 1.864 5 5 0 -3.89 -.702 0 0 3.971 6 1 M2 1 0 -2.431 -.439 0 0 3.971 7 2 0 -1.216 -.219 0 -.411 1.692 8 3 0 0 0 0 -.548 -.932 9 4 0 1.215 .219 0 -.411 1.692 1 10 5 0 2.431 .439 0 0 3.971 11 1 M3 1 0 -3.89 -.702 0 0 3.971 1 12 2 0 -1.945 -.351 0 -1.053 1.864 13 3 0 0 0 0 -1.404 3.809 14 4 0 1.945 .351 0 -1.053 1.864 15 5 0 3.89 .702 0 0 3.971 1 16 1 M4 1 0 2.431 .439 0 0 3.971 17 2 0 1.216 .219 0 .411 1.692 1 18 3 0 0 0 0 .548 .932 19 4 0 -1.215 -.219 0 .411 1.692 1 20 5 0 -2.431 -.439 0 0 3.971 21 1 M5 1 0 9.547 .702 0 0 9.746 ! 22 2 0 4.774 .351 0 1.053 4.575 23 3 0 0 0 0 1.404 9.348 24 4 0 -4.774 -.351 0 1.053 4.575 25 5 0 -9.547 -.702 0 0 9.746 26 1 M6 1 0 -5.967 -.439 0 0 9.746 27 2 0 -2.983 -.219 0 -.411 4.152 28 3 0 0 0 0 -.548 2.287 29 4 0 2.984 .219 0 -.411 4.152 30 5 0 5.967 .439 0 0 9.746 31 1 M7 1 0 -9.547 -.702 0 0 9.746 32 2 0 -4.774 -.351 0 -1.053 4.575 RISA-3D Version 12.0.0 [Z:\...\...\...\calc\Deep Cleanout Model 2D - Horizontal.r3d] Page 4 Company Designer Job Number Model Name Page 19 Orie2 Engineering MTL 382.001-14 Rancho Costera - Deep Cleanout - Horizontal June 13, 2014 Checked By: Member Section Forces (Continued) LC Member Label Sec Axial[k] y Shear[k] z Shear[k] Torauefk-ftl v-v Momentf... z-z Moment[k-ft] 33 3 0 0 0 0 -1.404 9.348 34 4 0 4.774 .351 0 -1.053 4.575 35 5 0 9.547 .702 0 0 -9.746 36 1 M8 1 0 5.967 .439 0 0 9.746 37 2 0 2.983 .219 0 .411 4.152 38 3 0 0 0 0 .548 2.287 39 4 0 -2.984 -.219 0 .411 4.152 40 5 0 -5.967 -.439 0 0 9.746 41 1 M9 1 0 17.503 .936 0 0 17.868 42 2 0 8.752 .468 0 1.404 -8.387 43 3 0 0 0 0 1.872 -17.139 44 4 0 -8.752 -.468 0 1.404 -8.387 45 5 0 -17.503 -.936 0 0 17.868 46 1 MIO 1 0 -10.939 -.585 0 0 -17.868 47 2 0 -5.47 -.292 0 -.548 -7.612 48 3 0 0 0 0 -.731 -4.193 49 4 0 5.47 .292 0 -.548 -7.612 50 5 0 10.94 .585 0 0 -17.868 51 1 Mil 1 0 -17.503 -.936 0 0 -17.868 52 2 0 -8.752 -.468 0 -1.404 8.387 53 3 0 0 0 0 -1.872 17.139 54 4 0 8.752 .468 0 -1.404 8.387 55 5 0 17.503 .936 0 0 -17.868 56 1 M12 1 0 10.939 .585 0 0 17.868 57 2 0 5.47 .292 0 .548 7.612 58 3 0 0 0 0 .731 4.193 59 4 0 -5.47 -.292 0 .548 7.612 60 5 0 -10.94 -.585 0 0 17.868 RISA-3D Version 12.0.0 [Z:\...\...\...\calc\Deep Cleanout Model 2D - Horizontal.rSd] Page 5 y 4 17.9 17.9 S >i9 '• I I I I I I I I 1 I I I I IT-T- -3.8 3.8 I II I I I I I I I I I M -17.1 17,1 Results for LC 1, 1.3'(1.2D-f 1.7H) 5S2-4 - '11 -17.9 -17.9 Page 20 Orie2 Engineering Rancho Costera - Deep Cleanout - Horizontal Bending Moments SK-4 MTL Rancho Costera - Deep Cleanout - Horizontal Bending Moments June 13, 2014 at 3:43 PM 382.001-14 Rancho Costera - Deep Cleanout - Horizontal Bending Moments Deep Cleanout Model 2D - Horizon... Page 21 MHamar Hoad, SKrIe 3 Orie Englrwerlng structural S Bridge Engineers FAX» (B58) 58&0 Proieci No : 382 001-14 PROJECT: RancimCosK DATE; OBtlSiU BY : MTL Vault Reinforcement: Wall 1 - Horizontal Concrete Compressive Strength, f'c = 3.25 ksi Steel Yield Strength, Fy = 60 ksi Concrete Beam Width, b = 12 in (Looking at a 1.0 ft depth) Moment Capacity, cpMn = (p * p * Fy ' b * d'^2 * [1 " (0-59 * p * (Fy / f'c))] cp: 0.9 31: 0.85 Cleanout Seclion: Concrete Thickness: (in) Effective Depth, d: (in) Rebar Size: Rebar Spacing: (in) Area ol Steel per 1.0 It Depth, As: (in-2) Min. Area ol steel: (in''2) steel Ratio, p = As / (b • d) Required Momeni, Mu: (kip-ft) Moment Capaciiy, (pMn: (kip-ft) 1) Wall Interior Steel: My-9 6 5 10 0.37 0.16 0.0051 3.80 9.39 OK 2) Wall Exterior Steel: My* 9 6 5 10 0.37 0.16 0.0051 4.00 9.39 OK 3) Wall Exterior Steel; My* 9 6 5 10 0.37 0.16 0.0051 4.00 9.39 OK 4) Wall Interior Steel: My»-9 6 5 10 0.37 0.04 0.0051 0.90 9.39 OK 5) Wall Exterior Steel; My-t 9 6 5 10 0.37 0.16 0.0051 4.00 9.39 OK 6) Wall Exterior Steel: Myt 9 6 5 10 0.37 0.16 0.0051 4.00 9.39 OK 7) Wall Iriterior Steel; My-9 6 5 10 0.37 0.12 0.0051 2.80 9.39 OK Page 22 Orie' Engineering struclural & Bridge Engineers Projecl No,: 3a2 001-14 97M Mnamai Road I PROJECT: Rancho Coslera DATE : 06/ia'14 BY: MTL Vault Reinforcement: Wall 2 - Horizontal Concrete Compressive Strength, f'c = 3.25 ksi steel Yield Strength, Fy = 60 ksi Concrete Beam Width, b = 12 in (Looking at a 1.0 ft depth) Moment Capacity. cpMn = (p * p" Fy * b * d'^2 ' [1 - (0.59 ' p ' (Fy / f'c))] cp: 0.9 pi: 0.85 Cleanout Seclion: Concrete Thickness: (in) Elleclive Deplh. d: (in) Rebar Size: Rebar Spacing; (in) Area ol Steel per 1.0 It Depth, As; (in"2) Min, Area ol Steel: {^"2) Steel Ralio, p = As / (b • d) Required Momeni, Mu: (kip-fl) Moment Capacit (kip-ft) /, (pMn: 1) Wall Interior Steel: My-9 6.5 5 8 0.46 0.35 0,0059 9.30 12.60 OK 2) Wall Exterior Steel; My-* 9 6.5 5 8 0.46 0.37 0.0059 9.70 12.60 OK 3) Wall Exterior Steel; My» 9 6.5 5 8 0.46 0,37 0.0059 9.70 12.60 OK 4) Wall Interior Steel: My-h 9 6.5 5 8 0.46 0.09 0.0059 2.30 12,60 OK 5) Wall Exterior Steel: My-t 9 6.5 5 8 0.46 0,37 0.0059 9.70 12.60 OK 6) Wall Exterior Steel: My-f 9 6.5 5 8 0.46 0.37 0.0059 9.70 12.60 OK 7) Wall Interior Steel; My-9 6.5 5 8 0.46 0,35 0.0059 9.30 12,60 OK Page 23 Orte Engineering Struclural S Bridge EngirTeers Phone « : (858) 335 / Preject No: 382.001-14 PROJECT: Hancho Coslera OATE : 06'18'14 BY : MTL SanDi89o.CA9?126 Vault Reinforcement: Wall 3 - Horizontal Concrete Compressive Strength, f'c = 3.25 ksi steel Yield Strength, Fy = 60 ksi Concrete Beam Width, b = 12 in (Looking at a 1,0 ft depth) Moment Capacity, cpMn = cp " p ' Fy * b * d''2 * [1 - (0-59 * p * (Fy / f'c))] (p; 0,9 pi: 0.85 Cleanout Section: Concrele Thickness: (in) Effective Deplh. d: (in) Rebar Size: Rebar Spacing: (in) Area ol Steel per 1.0 It Deplh. As; (in"2) Min. Area ol Steel: (in"2) Sieel Ralio, p = As / (b • d) Required Momeni, Mu: (kip-fl) Momeni Capacity, tpMn: (kip-fl) 1) Wall Interior Steel; My-12 9 6 10 0.53 0.47 0,0049 17.10 20.32 OK 2) Wall Exterior Steel: My-f 12 9 6 10 0.53 0.49 0,0049 17.90 20,32 OK 3) Wall Exterior Steel: My+ 12 9 6 10 0.53 0.49 0,0049 17.90 20.32 OK 4) Wall Interior Steel; My* 12 9 6 10 0.53 0.12 0,0049 4.20 20.32 OK 5) Wall Exterior Steel; My-i-12 9 6 10 0,53 0,49 0.0049 17.90 20,32 OK 6) Wall Exterior Steel; My-i-12 9 6 10 0.53 0,49 0,0049 17.90 20,32 OK 7) Wall Interior Steel; My-12 9 6 10 0.53 0,47 0,0049 17.10 20.32 OK Page 24 lO.in Cone w/#5 @ 12.in o/c I'-O' : #4@18.in @ Toe #4(5)18.in @ Heel Designer select all horiz. reinf. See Appendix A V-7" V-7" 10" V-7" 2'-5" 4'-0" 6'-9" I'-O" 10" 6'-9" Page 25 1051.1# 270.49psf 1144.7psf Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Rancho Costera Job# : 382-001.14 Dsgnr: Descr: 6 ft Tall Wall JLO Date: PaoPage 26 19 JUN 2014 s Wall in File: z:\projects\382 - o'day\001-14 - rancho costera\calc\hea RetalnPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW-06055126 License To : 0RIE2 ENGINEERING Cantilevered Retaining Wall Design :ode CBC 2010,ACI SIB-OB ACI 530-OB Criteria J Retained Height = 6.75 ft Wall height above soil = 0,00 ft Slope Behind Wall = 0,00 : 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Soil Data Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,051.1 Ibs less 100% Passive Force = - 878.5 Ibs less 100% Friction Force = - 990.6 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Allow Soil Bearing = 1,800.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 35,0 psf/ft Passive Pressure 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe 0,00 pcf FootingllSoil Friction 0,350 Soil height to ignore for passive pressure = 12,00 in Axial Load Applied to Stem ^ Axial Dead Load = 0.0 Ibs Axial Live Load = 0,0 Ibs Axial Load Eccentricity = 0,0 in Design Summary Wall Stability Ratios Overtuming = 2.66 OK Sliding = 1.78 OK Total Bearing Load = 2,830 Ibs ...resultant ecc, = 4.94 in Soil Pressure @ Toe = 1,145 psf OK Soil Pressure @ Heel = 270 psf OK Allowable = 1,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,374 psf ACI Factored @ Heel = 325 psf Footing Shear (@ Toe = 7.6 psi OK Footing Shear @ Heel = 8,6 psi OK Allowable = 85,5 psi 0.0 Ibs OK Lateral Load Applied to Stem j Adjacent Footing Load Lateral Load = 0.0#/ft Adjacent Footing Load = ...Height to Top = 0.00 ft Footing Width ...Height to Bottom = 0.00 ft Eccentricity The above lateral load Wall to Ftg CL Dist has been increased 1.00 Footing Type by a factor of ggse Above/Below Soil Wind on Exposed Stem = 0,0 psf at Back of Wall Poisson's Ratio = Stem Construction | Top stem mmmm^^mmimammmimm^ Stem OK Design Height Above Ftg ft= 0.00 Wall Material Above "Ht" = Concrete Thickness = 10.00 Rebar Size = #5 Rebar Spacing = 12.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0-260 Total Force @ Section Ibs = 1,275.8 Moment,..,Actual ft-#= 2,870.4 Moment Allowable = 11,029.0 Shear Actual psi= 13,0 Shear Allowable psi = 85.5 Wall Weight = 125.0 Rebar Depth 'd' in = 8.19 LAP SPLICE IF ABOVE in = 20.52 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6.00 Hook embedment reduced by stress ratio Masonry Data f m psi = Fs psi = Solid Grouting Use Half Stresses Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi= 3,250,0 Fy psi = 60,000.0 0.0 Ibs 0.00 ft 0,00 in 0,00 ft Line Load 0,0 ft 0.300 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Rancho Costera Job# : 382-001.14 Dsgnr: Descr: 6 ft Tall Wall JLO Date: PaqPage 27 19 JUN 2014 s Wall in File: z:\projects\382 - o'day\001-14 - rancho costera\calc\hea RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW-06055126 License To : 0RIE2 ENGINEERING Cantilevered Retaining Wall Design :ode: CBC 2010,ACI 31B-0B,ACI 530-OB Footing Dimensions & Strengths Footing Design Results Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1.58 ft 2,42 4,00 12.00 in 10,00 in 10,00 in 1.58 ft fc = 3,250 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover (g Top 2.00 (g Btm,= 3,00 in Factored Pressure Mu': Upward Mu": Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: #4@ 11.25 in, #5(g 17,25 in, #6(( Toe 1,374 1,548 406 1,142 7.61 85,51 #4@ 18,00 in #4@ 18.00 in #4 @ 11.25 in Heel 325 psf 580 ft-# 1,444 ft-# 864 ft-# 8,61 psi 85.51 psi 24.50 in, #7(g 33.50 in. Summary of Overturning & Resisting Forces & Moments .OVERTURNING. Item Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Force Ibs 1,051.1 Total Distance ft 2.58 Moment ft-# 2,715,3 1,051,1 O.TM. 2,715,3 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 2.66 2,830.4 Ibs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth (@ Stem Transitions Footing Weight Key Weight Vert, Component Total Force Ibs .RESISTING Distance ft 1,282,5 843.8 600.0 104.2 3.21 0.79 2,00 2.00 2.00 Moment ft-# 4,114.7 1,687,5 1,200.0 208.3 7,210.5 2,830.4 Ibs R.M.= * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Page 28 6.7 Retainine Walls 6.7.1 Lateral Earth Pressures and Retainine Wall Desien Considerations for Conventional Walls The following lateral earth pressures presented in Table 4 may be used for the design of any future site retaining walls. We recommend low expansive soils for retaining wall backfill if no onsite soils fit the required minimum parameters (SE greater than 30). The recommended lateral pressures for approved soils (expansion index less than 30 per U.B.C. 18-I-B, less than 15 percent passing #200 sieve, and PI less than 15) for level or sloping backfill are presented on the table below. The recommended lateral pressures for clean sand or approved select soils for level or sloping backflll are presented on the following table. Table 4 Lateral Earth Pressures for Retaining Walls Conditions Equivalent Fluid Weight (pcf) Conditions Level Backfill 2:1 Backfill Sloping Upwards Seismic Earth Pressure (pcf) * Conditions Approved Select Material Approved Select Material Level 2H:1V Active 35 55 20 46 At-Rest 50 75 Passive 250 - * For walls with greater than 6-feet in backfill height, the above seismic earth pressure should be added to the static pressures given in the table above. The seismic earth pressure should be considered as an inverted triangular distribution with the resultant acting at 0.6H in relation to the base of the retaining wall footing (where H is the retained height). The aforementioned incremental seismic load was determined in general accordance with the standard of practice in the industry (using the Mononobe- Okabe method for active and Woods method for at-rest) for determining earth pressures as a result of seismic events. Embedded structural walls should be designed for lateral earth pressures exerted on them. The magnitude of these pressures depends on the amount of deformation that the wall can yield under load. If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed for "active" pressure. If the wall cannot yield under the applied load, the shear strength of the soil cannot be mobilized and the earth pressure will be higher. Such walls should be designed for "at-rest" conditions. If a structure moves toward the soils, the resulting resistance developed by the soil is the "passive" resistance. ProjectNo. 133023-03 Page 32 April 29, 2014 Page 29 For design purposes, the recommended equivalent fluid pressure for each case for walls founded above the static groundwater and backfilled with low expansive onsite or import soils is provided in the table above. The equivalent fluid pressure values assume free-draining conditions. The backfill soils should be compacted to at least 90 percent relative compaction. The walls should be constructed and backfilled as soon as possible after back-cut excavation. Prolonged exposure of back-cut slopes may result in some localized slope instability. If conditions other than those assumed above are anticipated, the equivalent fluid pressure values should be provided on an individual-case basis by the geotechnical engineer. Surcharge loading effects fix)m any adjacent structures should be evaluated by the geotechnical and structural engineers. Surcharge loading on retaining walls should be considered when any loads are located within a 1:1 (horizontal to vertical) projection from the base of the retaming wall and should be added to the applicable lateral earth pressures. Where applicable, a minimum uniform lateral pressure of 100 psf should be added to the appropriate lateral earth pressures to account for typical vehicle traffic loading. All retaining wall structures should be provided with appropriate drainage and appropriately waterproofed. The outlet pipe should be sloped to drain to a suitable outlet. Typical wall drainage design is illustrated on the attached Figure 3. It should be noted that the recommended subdrain does not provide protection against seepage through the face of the wall and/or efflorescence. Efflorescence is generally a white crystalline powder (discoloration) that results when water, which contains soluble salts, migrates over a period of time through the face of a retaining wall and evaporates. If such seepage or efflorescence is undesirable, retaining walls should be waterproofed to reduce this potential. For sliding resistance, [the friction coefficient of 0.351 mav be used at the concrete and soil interface. Wall footings should be designed in accordance with structural considerations. The passive resistance value may be increased by one-third when considering loads of short duration such as wind or seismic loads. For short term loading (i.e. seismic) the allowable bearing capacity may be increased by one-third for seismic loading. Foundations for retaining walls in properly compacted fill should be embedded at least 18 inches below lowest adiacent grade. At this depth and a minimum of 12 inches in width, an [allowable bearing capacity of 1,500 psflmay be assumed. A factor of safety greater than 3 was used in evaluating the above bearing capacitv value. This value mavbe increased by 250 psf for each additional foot in depth and|l00 psf for each additional foot of widdilto a maximum value of 2,500 psf All excavations should be made in accordance with Cal OSHA. Excavation safety is the sole responsibilit>' of the contractor. 6.7.2 Seemental Retainine Wall Recommendations Based on our review, segmental retaining walls will have up to a 2H:1V sloping backfill above the walls. The zone of influence for geogrid-reinforced walls is defined by a 1H:1V projection from the heel of the bottom geogrid to the finished ground surface overlying the wall. ProjectNo. 133023-03 Page 33 April 29.2014 I I I I I I I I I I f I I I I I I I I 350R-8 Table 2.5 — Minimum concrete cover for reinforcement Slabs and joists: Top and bottom bars for dry conditions: #14 and #18 bars I'/iin. #11 bars and smaller V* in. Formed concrete surfaces exposed to earth, water, or weather, and over or in contact with sewage and for bottoms bearing on work mat, or slabs supporting earth cover: #5 bars and smaller 1 '/i in. #6 through #18 bars 2 in. Beams and columns: For dry conditions: Stirrups, spirals, and ties I'/iin. Principal reinforcement 2 in. Exposed to earth, water, sewage, or weather: Stirrups and tics 2 in. Principal reinforcement 2'A in. Walls: For dry conditions: #11 bars and smaller VA in. #14 and #18 bars I'/iin. Formed concrete surfaces exposed to earth, water, sewage, weather, or in contact with ground: Circular tanks with ring tension 2 in. All others 2 in. Footings and base slabs: At formed surfaces and bottoms bearing on concrete work mat 2 in. Al unformed surfaces and bottoms in contact 3 in. with earth Top of footings — same as slabs Over top of piles 2 in. section. The reinforcement in the bottom of base slabs in contact with soil may be reduced to 50 percent of the value given in Fig. 2.5. Minimum concrete protective covering of reinforce- ment should be as shown in Table 2.5. Environmental engineering concrete structures nec- essarily cover large areas, and the covering of filter beds and tanks may pose problems. In roof design the engi- neer should take into consideration exposure to a hu- mid, possibly corrosive, interior atmosphere and should allow for movement joints in walls. The latter can be accomplished by carrying the joints through the roof. Supports designed to permit sliding of concrete on con- crete frequently result in problems such as spalling of the supporting ledges on beams, walls, and slabs and are not recommended. Superstructures of environmental engineering struc- tures, other than tanks, are not discussed in detail be- cause they are frequently similar to conventional struc- tures. In some facilities, the gases generated may be toxic and also present an explosion hazard. Additional ventilation, pressure venting, gas alarms, and provision for explosion venting may be required. Where build- ings or equipmeni rooms are located over the tops of tanks or digesters, the tanks may require gas-proofing by means of liners and/or the installation of gas detec- tion equipment. 2.6 — Structural design 2.6.1. General — ACI 318 contains general require- ments for reinforced concrete building structures that are also valid for environmental engineering concrete ACI COMMITTEE REPORT Pag«fege^i? structures. The design engineer should establish the de- sign criteria for a specific concrete structure within the limitations of the ACI or local building codes based on the special requirements of environmental engineering structures. Environmental engineering concrete structures gen- erally belong to the category of structures for which minimal cracking is a paramount requisite. Leakage into potable water or out of contaminated water facili- ties must be avoided to protect the public health. Therefore, exp)erienced designers of environmental en- gineering structures have established somewhat more conservative allowable stresses for such reinforced con- crete structures. The strain of the reinforcing bars under stress will be transferred to the adjoining concrete. Low stress in re- inforcement at service loads will tend to minimize the amount of cracking. The structural design recommendations herein are to be regarded as minimum provisions for general use. Any special structural features, unusual loading com- binations, or unusual exposure conditions may require special design precautions more conservative than the minimum provisions. In particular, the designer should consider the structural effects of joint spacings and de- tails, and construction sequences. Special design considerations regarding details and specifications should be given to the possible hazard- ous and corrosive effect of oxygen, ozone, hydrogen sulfide, and methane gases in closed tanks. This is es- pecially important when habitable spaces are located above the tank. 2.6.2 Design requirements — Reinforced environ- mental engineering concrete structures must be de- signed for both strength and serviceability. 2.6.3 Methods — Two methods of structural design for reinforced concrete sections generally are accepted in practice, and both are applicable to environmental engineering concrete structures. These methods are presently described in detail in ACI 318. They are (I) strength design, using factored loads U, specified steel and concrete strengths and and capacity reduc- tion factor <i>; and (2) working stress design (alternate design method, ACI 318, Appendix B), using service loads and reduced allowable working stresses. 2.6.4 Special iimitations — Both methods require special limitations for application to environmental structures to assure resistance lo leakage of liquids and long life under conditions of exposure in environmen- tal service. For additional design informaiion when using con- crete made with shrinkage-compensating cement, see Chapter 3 of ACI 223. 2.6.5 Strength design — Thc load faclors prescribed in ACI 318 may be direcUy applied to environmental engineering concrete structures with one adjustment. The load factors for both the lateral earth pressure H and the lateral liquid pressure F should bc taken as 1.7. The factored load combinations for total factored de- sign load U, as prescribed in ACI 318, should bc in- € ENVIRONMENTAL ENGINEERING STRUCTURES I » 10 Bar jiie»# 3,# i^and iH 5«*iih M/2 in. cower |Z/f,)3 t • ——- 6.57 \ —\ MAXIMUM Gr 1 ^ J J ade ( \ \ \ \ \ v I \ HP Jil mi 1 5 pa ci \ \ V z -1 V s MAXIMUM Gr< ide 4 Z - 9 Allowable service load stress, f^* ksi Fig. 2.6.7(a)—Bar spacing for flexural crack control (#3 through as bars) creased by sanitary durability coefficients for environ- mental engineering concrete structures as foUows: a. In calculations for reinforcement in flexure, thc required strength should be 1.3 U. b. In calculations for reinforcement in direct tension, including hoop tension, the required strength should be 1.65 U. c. "The required design strength for reinforcement in diagonal tension (shear) should be calculated by applying a sanitary durability coefficient of 1.3 to the excess shear. Excess shear is defined as the difference between the factored shear force at the seclion, and the shear sirenglh provided by the concrele, <|>V^. Thus ^V, > 1.3 (V„ - ^V^), where (j)V, is lhe design capaciiy of the shear reinforcement." d. In calculations for lhe compressive region of flexure and compressive axial loads, and for all loads carried by concrele, the required strength should be 1.00 U. e. For faclors lo be used in seismic design, refer to ACI 318. As noted previously, the durability coefficients were developed from crack widlh calculation methods. 2.6.6 Serviceability for normal sanitary exposures* Except as provided in this section, serviceability re- quirements of ACI 318 to control calculaled deficc- I 11 » 10 9 8 7 6 5 Bar iixti It It 7^ inti It S with 2 m. cover IZ/I.)3 t • i— 12.5 \ I MAXIMUM •Stress - Grade 60-\ z • 15 \ MAXIMUM •Stress - Grade 60- Z • 9' V \ f i \ \ \ \ \ \ \ \ IMI JM spac nc \ \ \ \ 1 M AX IMI H Grade Ui., 40 -J \ s vj I 'Normal sanitary exposures are defined as liquid retention (waieriighl), ex-posure to liquids more alkaline lhan pH of S. or exposure to sulfate solutions of less than ISOO ppm. • 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Allowable service load stress, f^, ksi Fig. 2.6.7(b)—Bar spacing for flexural crack control (H6 through H8 bars) lions and crack width are applicable to environmental engineering concrete structures. For flexural reinforce- ment located in one layer, the quantity Z should not exceed 115 kips/in. Z values were estabhshed for cover equal to or less than 2 in. (51 mm) and should be based on this value when the cover exceeds 2 in. Additional cover may be regarded as added protection."'" The Z factor and crack width are a function of the concrele cover and overall thickness of a flexural mem- ber and are valid only for one-way fiexural members. The designer should use the basic Gergley-Lutz equa- iion, as recommended in the Commentary lo Seclion 10.6.4 of ACI 318, for one-way flexural members. For members subject to direcl tension (hoop ten- sion), a sanitary durability coefficient of 1.65 may be used for all grades of reinforcing." The factor Z has no direcl bearing for this slale of stress. The reinforcement for a two-way flexural member (e.g., slabs and walls) may be proportioned in each di- rection based on Section 2.6.5 since reliable crack-width equations for such members are nol available in the lit- erature at this lime." " For design by the working stress method of Seclion 2.6.7, deformed bars or wire should be spaced so that the quantity Z does not exceed 115 kips/in., as shown in Fig. 2.6.7(a), 2.6.7(b), and 2.6.7(c), and the spacing should not exceed 12 in, (305 mm). In all olher flexural LGC Page 32 LGC Valley, Inc. Geotechnical Consulting June 3, 2014 ProjectNo. 133023-01 Mr. Kevin Brickley Toll Brothers 725 Town and Country Road, Suite 500 Orange, CA 92868 Subject: Lateral Earth Pressure for Buried Concrete Structures for the Robertson Ranch West Village Development, City of Carlsbad, California. References: LGC Valley, Inc., 2014, Geotechnical and Environmental Recommendations Report for Robertson Ranch West, Carlsbad Tract No. 13-03, 4980 El Camino Real, Carlsbad, California. Project Number 133023-01, Dated April 29, 2014. In accord with your request and authorization, LGC Valley, Inc. (LGC) has prepared this letter to provide the lateral earth pressure for buried concrete structures for the proposed Robertson Ranch West Village Development, located in the city of Carlsbad, California. The purpose of this letter is to provide the lateral earth pressure for buried concrete box structures and approximately 35 foot deep cleanout structures. The following lateral earth pressure may be used for the design of any future buried concrete structures. Embedded structural walls should be designed for lateral earth pressures exerted on them. The magnitude ofthese pressures depends on the amount of deformation that the wall can yield under load. If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed for "active" pressure. If the wall cannot yield under the applied load, the shear strength of the soil cannot be mobilized and the earth pressure will be higher (i.e. at-rest condition). Based on our understanding of the proposed buned cleanout and concrete box structures, the proposed structures should be designed for the "at-resf condition. For design purposes, the recommended equivalent fluid weight for the at-rest condition for the structures founded above the static groundwater and backfllled with low expansive onsite or import soils is 60 pounds per cubic foot (pcf)- The equivalent fluid pressure value assumes free-draining conditions. The backfill soils should be compacted to at least 90 percent relative compaction. A soil unit weight of 120 pcf may be assumed for calculating the actual weight of soil. If conditions other than those assumed above are anticipated, the equivalent fluid pressure value should be provided on an individual-case basis. Surcharge loading effects from any adjacent structures should be evaluated by the geotechnical and structural engineers. Surcharge loading on the cleanout structure should be considered when any loads are located within a 1:1 (horizontal to vertical) projection from the bottom of the structure and should be added to the provided lateral earth pressure. Geotechnical recommendations previously provided for the project that were included in the referenced report (LGC, 2014) are still considered applicable for the subject development. 28532 Constellation Road • Valencia • CA 91355 • (661) 702-8474 • Fax (661) 702-8475 Page 33 Closure This letter is issued with the understanding that it is the responsibility of the owner, or of his/her representative, to ensure that the information and recommendations contained herein are brought to the attention of the structural/foundation engineer and the necessary steps are taken to see that the information is implement in the structural/foundation design, as necessary. If you should have any questions, please do not hesitate to contact us. The undersigned can be reached at (661) 702-8474. Respectfully Submitted, LGC Valley, Inc. Basil Hattar, GE 2734 Principal Engineer BlH/dc Distribution: (4) Addressee Project No. 133023-03 Page 2 June 3, 2014