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X2020-1504 - Calcs (3)
as '3Nbns SdWOH I NOISWa ONia11n9 \/ EIVAava A89OS -'1N3110 ZZ :H33NIE)N3 103rOdd 55ooz :# eor 099W v0 'HOV3S laOdM3N '3A3N3J V :SS3lj(3av sor 77 -13GOW3U GNV N011laad IVI1NMIS38 80=1 SNollvgnoivo wunlonals 9b0-681, (L99) 9Z9Z6 V9'VS3W V1303lOV&-3'0G-18'3A18a SnW-IVH m Id SH33NIJN3 ivwn1:anll-LS 3SI21f19 Company ser IIIRISA b Nn ber : Checked By: A NEMETSCHEKCOMPANY Model Name 20055 (Global) Model Settings Display Sections for Member Cales 5 Max Internal Sections for MnnberCalcs 97 Include Shear Deformation? Yes Increase Nailing Capacity forWind? Yes Include Warping? Yes Trans Load Btwn'Intersecting 'Wood Wall? Yes Area Load Mesh in'2 144 Merge Tolerance'in .12 P-Delta Analysis Tolerance 0.50% Include P=Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations forWall Stiffness 3 Gravity Acceleration fttsec'2 32.2 Wall Mesh Size' in 24 Ei ensolution Convergence Tol. 1.E- 4 Vertical Axis Y Global Member Orientation Plane XZ Static Solver S patse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 15th360-16 :ASD Adjust.Stiffness? Yes Iterative R ]SAC onnection Code AISC 14th360-10 :ASD Cold Formed:Steel Code AISIS100-12: ASD Wood Code AWC NDS-18:ASD Wood Temperature --- <100F' Concrete Code AC 1318-14 Masonry'Code AC 1530-13: ASD , Aluminum Code AA ADM1-15: ASD-Buildin StainlessSteelCode AISC+14th360-10:ASD Adjust Stiffness? Yes Iterative Number of Shear Regions 4 Region Spacing 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? No Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diann. Spacing? No Concrete RebarSet REBAR_SET ASTMA615 Min %Steel for Cotumn 1 Max %Steel for Column 8 RISA-3D Version 17.0.4 [S:Trojects\20\20055 -4 Geneve-Badvar\CaIcs\2020-08-03\main.r3d] Page 1 Company Desr IIIRISAJob Nu ber : Checked By: F NEMETSCHEK COMPANY Model Name 20055 (Global) Model Settings, Continued Seismic Code ASCE 7-16 Seismic Base Elevation ft Not Entered Add Base Weight? Yes CtX .02 - CtZ .02 TX sec Not Entered TZ sec Not Entered RX 3 RZ 3 CtEx . X 75 CtEx . Z .75 SD1 1 SIDS 1 S1 1 TL sec 5 Risk'Cat I or II ' Drift Cat Other mZ 1 Om X 1 dZ 4 dX 4 Rho 1 Rho X 1 Hot Rolled Steel Properties Label E NO G rksilNu Therm ... Densi k/ft Yieldrksil Rv Furksil Rt 1 A992 29000 11154 .3 .65 .49 50 1 1.1 65 1.1 2 A36 G r.36 29000 111`54 .3 .65 .49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 -4 A500 Gr.B RIND 29000 11164 .3 .65 .527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 6 A53 G r:B 29000 19154 .3' .65 .49 °35 1.6 ' 60'- 1.2 7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 Wood Material Properties Label Tm e Dahabase S oecias Gmde Cm E mod Nu Therm(I Dens k/ftA3 1 DF Solid Sawn VisuallyGr... Douglas Fir -Larch No.1 1 .3 .3 .035 2 SP Solid Sawn :visuallyGr... SouthemPine No.1 1 3 .3 035 3 HF Solid Sawn VisuallyGr... Hem -Fir No.1 1 .3 .3 .035 4 SPF Solid Sawn V'isuallyGr..::Spruce-Pine-fir No.1 1 .3 .3 .035 5 24F-1.SE DFB.. GlUlam NDS Table.. 24F-1.8E_DF BAL na 1 .3 .3 .035 6 24F-1.8E DF U:.'. GlUlam NDS Table..24F1.8E_DF_UNB.. : na 1 .3 .3 .035` `. 7 24F-1.8E SP B.. GlUlam NDS Table.. 24F-1.8E_SP_BAL na 1 .3 .3 .035 8 24F-1.8:E SP U.. GlUlam NDS Table..24F-1.8E SP_UNB.. '' na 1 .3 .3 .035 9 PSL SCL TrusJoist 2.OE_DFParallam... na 1 .3 .3 .035 RISA-3D Version 17.0.4 [SAProjectst20\20055-4Geneve -Badvar\Calcst2020-08-03\main.r3d] Page Company IIRISA Designer Job Number Checked By _ A NEMETSCHEN COMPANY Model Name 20055 Hot Rolled Steel Design Parameters Label Shane Lennlh lftl I hvvrf}l I hwrftl I mmn in Ffn I rnmn hn}Rfl I _fnenu V.., W— nk a.....��.... 1 2FB15 W1OX30 22.08 -- 4 4 4 _--..... ..... .... .. ��,,.�..� Gravity 2 2FB14A WlOX30 4.58 4 1 4 1 4 Gravity 3 2FB14 W10X30 8.17 4 4 4 Gmvity 4 2FB9 W14X68 15.75 4 4 4 Gravity 5 2FB8A W8X31 5 4 4 4 Gravity 6 2FB8 '' W'14X68 38.17 4 4 4 Gravity, 7 2FB5A W8X31 5 L bVY Gravity 8 2FB5 W14X120 32A 4 4 4 Gravity 9 2FB4A W8X31 5 Lbvv Gravity 10 2FB4 W14X120 30 4 4 4 Gratity 11 2FB2 WlOX39 23.25 4 1 4 4 Gravity 12 1 FB17 W8X28 ' 14.25 L. byy Lateral 13 1FB16 W8X48 11.75 Lbyy Lateral 14 1FB14 WlOX100 '23.5 Lbyy Lateral' 15 1 FB9 W 10X88 24 Lateral 16 1 FB8 W 1 OX33. 10.85 Lb Lateral 17 1 FB6 W 10X26 4.1 L byy ateral 18 1FB5 WlOX77 24 Lbyy Lateral 19 1F63 W10X33 16.08 Lbyy Lateral 20 1FB18 Wi10X77 16.128 L bw Lateral Wood Design Parameters Larr rl/ r. .,MM ©Ommm �0----- MOM mmm °1 m RISA-3DVersion 17.0.4 [S:\Projects120\20055-4Geneve -Badvar\Calcs\2020-08-03\main.r3d] Page Company Desner IIIRISAJob Number Checked By: A NEMETSCHEN COMPANY Model Name 20055 Wood Design Parameters (Continued) Label Shane Lenalh P1 1e7 rftl let rftl lA-hend fn Ic_hcnrl hn 16, K, C\/ Joint Loads and Enforced Displacements (BLC 1: DL ROOF) Joint Label 1 nM Mmntinn AAannifuderllr k_ffl lin radl /k*e/Q/R 1 N4 L Y -1.964 2 N28 L Y -1.964 3 N4 L Y -.389 4 N4 -L Y -3.875 5 N28A L Y -3.875 6 N29 L Y -5.007 7 N 12 L Y -2.409 8 - N5 L' Y -2.409 9 N 36 L Y -.42 10 N35 L Y -.42' 11 N 39 L Y -.21 12- N38 L' Y -.21 13 N35 L Y -1.3 14 N38 L Y -2.6 15 N38 L Y -2.4 16 N20 L Y -5.007 17 N 82 L Y -3.9 18 N 82 L Y -.5 " Joint Loads and Enforced Displacements (BLC 2: RLL ROOF) InintI nhel 1 rI AA rliwrfinn MonnifuAor/k L_R1 tin r�Al 1 N4 L Y -1.778 2 N28 L Y -1.778 3 N4 L Y -.259 4 N4 L Y -3.428 5 N28A L Y -3.428 6 N29 - L-- Y' -4.23 7 N5 L Y -2.093 8 N 12 L' Y -2.093 9 N 36 L Y -.39 10 N35 L Y -.39- 11 N39 L Y -.195 12 N38 L Y -.195 13 N35 L Y -1.2 14 N20 L Y -4.23 15 N 82 L Y -3.5 16 N82 L_ Y' -.5 RISA-3D Version 17.0.4 [SAP rojects\20\20055-4Geneve-Badvar\Calcs\2020-08-03\main.r3d] Page Company er IIIRISAJob n Number Checked By: A NEMETSCHEK COMPNNY Model Name 20055 Joint Loads and Enforced Displacements (BLC 3: DL UPPER FLOOR) JointJointLabel L D M DireQligii Ma nitude k k-ftin red *s'2/ft k*s'2*ft 1 N 11 L Y -.3 2 N 11 L Y -.2 3 N44 L Y -1.58 4 N45, L Y -1.8 5 N86 L Y -1.2 6 N 88 L Y 8.7 7 N1 L Y 0 Joint Loads and Enforced Displacements (BLC 4: LL UPPER FLOOR) Inintl nhel I n NA nimetinn Man nit. Werlk k-ftl !in radl /k*e/9/ft k*e M7 fill 1 N 11 L Y -.75 2 =N44 L Y -2.55 3 N45 L Y -3 4 N86` L Y -2.7 Joint Loads and Enforced Displacements (BLC 7: ELX) Joint Label LD.M Direction Mnnnitndeflk_k-ftl. tin _mdl_!k*s 19/ft_k*s^2*ftll 1 N41 L Y -10.6 2 N40 L Y 10..6 3 N 28 L Y 4.7 4 N1 L` Y -4.7 5 N 62 L Y -9.8 6 N47 L Y 98 7 N 81 L Y 2.2 Joint Loads and Enforced Displacements (BLC 8: ELZ) Joint Label LDM Direction Ma nitude k k4t in red *sT ft k*sA2*ft 1 N2 L Y 4 2 NI L' Y 4 3 N5 L Y 5.2 4 N43 L= Y -5.2 5 N 54 L Y 1 6 N51 L' Y -1 7 N 68 L Y 11.4 8 N86 L Y 7.53 9 N55 L Y 7.53 10 N83 L+ Y -7,53 Member Distributed Loads (BLC 1 : DL ROOF) Member Label Direction S ort Mnnnitnde rk/ft. F_ F nd Mannitudark/ftF Start I ncatinnlft-/1 Fnd I nra fionrf-/.1 1 21`132 Y -.408 -.408 7 0 2 2F87r. Y 425 425 0 0 ` 3 2FB6 Y -.425 -.425 0 4.5 4 1FB18 Y -.16 -.16 0 1 0 `r Member Distributed Loads (BLC 2 : RLL ROOF) Member Label Direction Start Ma nitude k/ft F...End Ma nitude k/f F ... Start Location t ° End Location ft % 1 2FB2 Y .38 -.38 71 0 R ISA-3D Version 17.0.4 [S:\Projectst20\20055-4Geneve -Badvar\Calcs\2020-08-03\main.r3d] Page Company er IIIRISA bN ber : Checked By: q NEMETSC IEKCOMPANY Model Name 20055 Member Distributed Loads (BLC 2 : RLL ROOF) (Continued) MPmharI ahal rlimcfinn Sia Man ni}urla f4/ft F Fn.f MannifurlofL /ffL Qhr I nn +i-Nf 0%1 Cn.l1 ....eC-M 0L1 2 2FB7 Y -:395 -395 -----0 -VV0- 3 2FB6 Y 395 395 0 4.5 4 1FB18' Y -.16 16 0 0 Member Distributed Loads (BLC 3 : DL UPPER FLOOR) Member Label Direction Start Ma nitude k/ft F End M itude k/f F Start Locatigolft % End Location ft ° 1 11`133 Y -.128 -.128 0 0 2" 1FB3 Y -.222 -.222 0 0 3 1FB14 Y -.153 -.153 0 0 4 1FB181 Y -.051 051 0: 0 " 5 2FB4 Y -.323 -.323 0 0 6 2FB5 Y -.289 -:289 0 0' 7 OFB7 Y -.047 -.047 0 0 8 2FB8- Y' -136 -,1436 0 0 - 9 2FB9 Y -.047 -.047 0 5 10 2FB9 Y -.3 -3 5 0 11 2FB10 Y -.047 -.047 0 0 12 2FB11 Y : -.047 -.047 0 0 13 2FB12 Y -.158 -.158 0 0 14 2F914' Y -.136 -.136 Ai 0 15 2FB14 Y -.068 -.068 0 0 16 2FB14A Y -.136 -,136 0 0 17 2FB14A Y -.24 -.24 0 0 18 2FB16 Y 451 -.051 1 0 0 19 2FB17 Y -.187 -.187 0 0 20 2FB18 Y 123 -.123 6 0 21 2FB18 Y -.136 -.136 0 0 El 22 2FB21 Y -.068 -.068 0 0 Member Distributed Loads (BLC 4 : LL UPPER FLOOR) AAamharI nhal niracfinn qMr AAannifivlarL/ftF Pnd AAe if..d.rwf*r Clots l-n+innfff 0/1 CnA1-6-eM011 1 2FB4 Y -.76 -.76 0 0 2 2FB5 Y -.68 -.68 0' 0' 3 2FB8 Y -.32 -.32 0 0 4,' 2FB9' Y -.11 -.11> 0_ 5 5 2FB10 Y -.11 -.11 0 0 6 2FB11- Y -.11 -.11 0' 0 7 2FB7 Y -.11 -.11 0 0 8 2FB9'` Y -.15 -.15 5 0 9 2FB14A Y -.32 -.32 0 0 10 2FB14 Y -:32 -!32 0 ` 0' 11 2FB14 Y -.08 -.08 0 0 12 2FB12 Y -.68 -68 0 • 0 ; 13 2FB16 Y -.12 -.12 0 0 14 2FB14A Y -.56 -.56 0' 0 15 2FB17 Y -.44 -.44 0 0 16 2FB18 Y -.29 -.29 0r 0 17 2FB18 Y -.16 -.16 0 0 18 2F62'1 Y 16 16 0 [ 0 El 19 1FB14 Y .36 -.36 0 0 RISA-3DVersion 17.0.4[SAProjects20\20055-4Geneve -Badvar\Calcs\2020-08-03\main.r3d] Page Company sner IIIRISAJob Nmber : Checked By: H NEMETSCHEK COMPANY Model Name 20055 Member Distributed Loads (BLC 4 : LL UPPER FLOOR) (Continued) BA—k—I ahel nimn{in.. 0A.N..I......4-1-11./wC C.-11..1 :1..1-rl./ttI na_�, i:__m.11 n_.,i • _ton/• 20 1 F" Y 3 3 0 0 I; 21 1FB3 Y -.36 -.36 0 1 0 22 1.FB18 Y -.12 -.12 0 1 0' Member Distributed Loads (BLC 5 : DL MAIN FLOOR) Memhar I ahal niror}inn S1a rl AAan ni}I Wa r4/R C Cnrl RA—N,.A.rwf1[ Clod 10%7 CnA i ..n..ti....rw 011 1 1 FB 6 Y -.34 -.34 0 0 2 AFE17- Y-.34 -34 0' 0 3 1FB8 Y -.34 -.34 0 0 4 1 FB 1!0 Y' -.043 -.043 0 0 5 1 FB 14 Y -.068 -.068 0 0 6 1 FB 17 Y, -.068 -.H-8 0 0- 7 1FB16 Y -.315 -.315 0 0 8 1FB18 Y -.068 -.068 0' 0 -r. 9 1FB18 Y -.2 -.2 0 0 Member Distributed Loads (BLC 6 : LL MAIN FLOOR) Mamharl ahol niro,+inn Q1n Monnilurin r4/wC Ce,l n,te....L,WerL /fIC Cln l.. n..H.... R. 0/1 C..dl 1 1 FB 6 Y -.8 -.8 0 0 2 1F67 Y -.8 —A- 0'' 0 3 1FB8 Y -.8 -.8 0 0 4 1FB10 Y -.1 -' -.1 0 0 5 1 F B 17 Y -.16 -.16 0 0 6 1FB14 Y -.16 -.16 0` 0 7 1 F B 16 Y -.51 -.51 0 0 8 1FB18 Y -.16 -.116 0 0 Basic Load Cases RICna nnfinn rabnnn, Vn —,Ah, vrro.e{„ 7r..,.dh, i,dn. o..�..{ Load Combinations naerrinfinn C O C R C� Rlr Ce Rlr C� 0 a, G C- 0 C.. KISA-3DVersion17.0.4 15:\Projects\20\20055-4Geneve -Badvar\Calcs\2020-08-03\main.r3d] Page Company ser 111RISAJob Nn ber : Checked By: A NEMETSCHEKCOMNNY Model Name 20055 Load Combinations (Continued) c- ® ®®®®® ®®®®®®®®®®®® Envelope Joint Reactions Aninr x rki I r. v rkl i r. 7 r41 I C KAY rk-fa i C AAv rk-ff1 i s KA7 rk-sn i s 1 N2 max 0 37 32.895 29 0 37 0 37 0 137 0 37 2 min 0 1 -3' 37 0 1 0 '1. 0 1 0 1 3 N5 max 0 37 45.25 29 0 37 0 37 0 37 0 37 4 min 0 1 -2.837 '; 37 0 1' 0 1 0 1; 0, 1 5 N26 max 0 37 1.636 2 0 37 0 37 0 37 0 37 6 min 0: 1 0 6 0 1 0- 1 0 1' 0 1' 7 N34 max 0 37 9.805 20 0 37 0 37 0 37 0 37 8 min 0' 1 -8.758 25 0 1 0,, 1 0 1 0 1 9 N38 max 0 37 8.102 29 0 37 0 37 0 37 0 37 10 min 0 1 0 6 0 1' ' 0 1 0 1' 0 1" 11 N64 max 0 37 13.655 22 0 37 0 37 0 37 0 37 12 min 0 1 -3.127 25 0 1I: 0 1 0 1 ': 0 1 r 13 N65 max 0 37 21.031 22 0 37 0 37 0 37 0 37 14 min 0: 1 -8.64 25 " 0 1 0 1 0 1` 0 1 15 N64A max 0 37 2.435 23 0 37 0 37 0 37 0 37 16 min 0 1, -.656 : 24 0 1 0 1 01 1' 0 1:, 17 N55 max 0 37 46.453 23 0 37 0 37 0 37 0 37 -18 1 min 0` 1 -8.392 ' 36 1 0 1f 0 1 1 0 1 1" 0 1' RISA-3D Version 17.0.4 [S:wrojects\20\20055 -4 Geneve-Badvar\Calcs\2020-08-03\main.r3d] Page 8 !m Tekla.Tedds Project Job Ref. Section Sheet no./rev. 1 Cale. by Date Chk'd by Date App'd by Date Z 8/4/2020 Foundation analysis & design (AC1318) in accordance with AC1318-14 FOOTING ANALYSIS Length of foundation Width of foundation Foundation area Depth of foundation Depth of soil over foundation Density of concrete 1.685 ksf 1.685 ksf Column no.1 details Length of column Width of column position in x-axis position in y-axis Soil properties Gross allowable bearing pressure Density of soil Angle of internal friction Design base friction angle Coefficient of base friction Self weight L.=5ft Ly=5ft A=L.xL,=25ft2 h=18in Noll = 0 in yconc = 150.0 IMP 1.1 = 12.00 in lyi = 12.00 in x1 = 30.00 in y1 = 30.00 in Qallow_Gross = 2 ksf ysae = 120.0 Ib/ft6 �b = 30.0 deg 5bb = 30.0 deg tan(5bb) = 0.577 Fsva = h x yconc = 225 psf 1.685 ksf 1.685 ksf Tedds calculation version 3.2.09 !� Tekla.Tedds Project Job Ref. Section Sheet no./rev. 2 Calc. by Date Chk'd by Date App'd by Date z 8/4/2020 Column no.1 loads Dead load in z FDz1 = 36.5 kips Footing analysis for soil and stability Load combinations per ASCE 7.10 1.01) (0.842) 1.OD + 1.01- (0.842) Combination 1 results: 1.O1[i Forces on foundation Force in z-axis Fdz = yD x A x Fswt + yD x FDzi = 42.1 kips Moments on foundation Moment in x-axis, about x is 0 Mdx = yD x A x Fswt x Lx / 2 + yD x (FDa x xi) = 105.3 kip_ft Moment in y-axis, about y is 0 May = yD x A x Fswt x Ly / 2 + yD x (Fort x yt) = 105.3 kip_ft Uplift verification Vertical force Fdx = 42.125 kips PASS - Foundation is not subject to uplift Bearing resistance Eccentricity of base reaction Eccentricity of base reaction in x-axis edx = Max / F& - Lx / 2 = 0 in Eccentricity of base reaction in y-axis edy = May / Fda - Ly / 2 = 0 in Pad base pressures qt = Fda x (1 - 6 x edx / Lx - 6 x edy / Ly) / (Lx x Ly) = 1.685 ksf q2 = Fdz x (1 - 6 x edx / Lx + 6 x edy / Ly) / (Lx x Ly) = 1.685 ksf q3 = Fdz x (1 + 6 x edx / Lx - 6 x edy l Ly) / (Lx x Ly) = 1.685 ksf q4 = Fdz x (1 + 6 x edx / Lx + 6 x edy / Ly) / (Lx x Ly) = 1.685 ksf Minimum base pressure qm;n = min(gt,g2,q3,q4) = 1.685 ksf Maximum base pressure gmax = max(gt,g2,q3,q4) = 1.685 ksf Allowable bearing capacity Allowable bearing capacity gaiim = ganow_Dmss = 2 ksf gmax / gaiiow = 0.842 PASS - Allowable bearing capacity exceeds design base pressure FOOTING DESIGN (ACI318) In accordance with ACI318-14 Material details Compressive strength of concrete f4 = 4500 psi Yield strength of reinforcement fy = 60000 psi Cover to reinforcement cram = 3 in Concrete type Normal weight Concrete modification factor ?,= 1.00 Column type Concrete Analysis and design of concrete footing IT Tekla.Tedds Project Job Ref. Section Sheet no./rev. 3 Cale. by Date Chk'd by Date App'd by Date z 8/4/2020 Load combinations per ASCE 7-10 1.41) (0.145) 1.21D + 1.61- + 0.51-r (0.125) 1.21D + 1.01 + 1.61-r (0.125) (1.2 + 0.2 x SDs)D + 1.01- + 0.2S + 1.OE (0.147) (0.9 - 0.2 x SDS)D + 1.0E (0.074) Combination 14 results: (1.2 + 0.2 x SDs)D + 1.01- + 0.2S + 1.0E Forces on foundation Ultimate force in z-axis Moments on foundation Ultimate moment in x-axis, about x is 0 Ultimate moment in y-axis, about y is 0 Eccentricity of base reaction Eccentricity of base reaction in x-axis Eccentricity of base reaction in y-axis Pad base pressures Minimum ultimate base pressure Maximum ultimate base pressure F.. = yD x A x Fs + yD x FDa = 59.7 kips Mu.=yD x A x Fsmx Lx/2+yD x(FDa xxi) =149.1 kip_ft Muy=yD x A x Fsmx Ly/2+yDx(FDa xyf)=149.1 kip_ft eu.= Mu. /Fux-L./2=0 in euy=Muy/Fux-Ly/2=0in qut=Fu:x(1-6xam/L.-6xeuy/Ly)/(Lx xLy) =2.386ksf qu2 = Fux x (1 - 6 x eu. / L. + 6 x euy / Ly) / (Lx x Ly) = 2.386 ksf qua = Fux x (1 + 6 x eux / Lx - 6 x euy / Ly) / (Lx x Ly) = 2.386 ksf quo = Fu: x (1 + 6 x eux / Lx + 6 x euy / Ly) / (Lx x Ly) = 2.386 ksf qunn = min(qut,qu2,qu3,qu4) = 2.386 ksf qumax = max(qut,qu2,qu3,qu4) = 2.386 ksf Shear diagram, x axis (kips) 25.8 D 6 f +;44+ F, tiJa -25.8 Moment diagram, x axis (kip_ft) 20.7 0 0 32.3 Moment design, x direction, positive moment Ultimate bending moment Mu.x.ma. = 20.677 kip_ft Tension reinforcement provided 7 No.5 bottom bars (8.8 in c/o) Area of tension reinforcement provided As.,but.pr.v = 2.17 In2 !� Tekla.Tedds Project Job Ref. Section Sheet no./rev. 4 Calc. by Date Chk'd by Date App'd by Date Z 8/4/2020 Minimum area of reinforcement (8.6.1.1) As.mm = 0.0018 x Ly x h = 1.944 in' PASS - Area of reinforcement provided exceeds minimum Maximum spacing of reinforcement (8.7.2.2) smax = min(2 x h, 18 in) = 18 in PASS - Maximum permissible reinforcement spacing exceeds actual spacing Depth to tension reinforcement d = h - cnom - O.bot / 2 = 14.688 in Depth of compression block a = Asx.bot.pmv x fy / (0.85 x fc x Ly) = 0.567 in Neutral axis factor pt = 0.83 Depth to neutral axis c = a / pt = 0.688 in Strain in tensile reinforcement (8.3.3.1) at = 0.003 x d / c - 0.003 = 0.06108 PASS - Tensile strain exceeds minimum required, 0.004 Nominal moment capacity Mn = Asx.w.pw x fy x (d - a / 2) = 156.282 kip_ft Flexural strength reduction factor �f = min(max(0.65 + (at - 0.002) x (250 13), 0.65), 0.9) = 0.900 Design moment capacity oMn = Of x Mn = 140.653 kip_ft Mo.x.max / OW = 0.147 PASS - Design moment capacity exceeds ultimate moment load One-way shear design, x direction Ultimate shear force Va.x = 8.561 kips Depth to reinforcement dv = rri - cnom - 0.bot / 2,h - cnom - 0x.top / 2) = 14.688 in Shear strength reduction factor 0, = 0.75 Nominal shear capacity (Eq. 22.5.5.1) Vn = 2 x �, x 4(fc x 1 psi) x Ly x dv = 118.232 kips Design shear capacity OW = 0v x Vn = 88.674 kips W. / �Vn = 0.097 PASS - Design shear capacity exceeds ultimate shear load Shear diagram, y axis (kips) 25.s atL ' p Y n•.p 25.8 Moment diagram, y axis (kip_ft) 20.7 0 0 32.3 Moment design, y direction, positive moment Ultimate bending moment Mu.y.max = 20.677 kip_ft Tension reinforcement provided 7 No.5 bottom bars (8.8 in c/o) Area of tension reinforcement provided Asy.bot.p,ov = 2.17 in2 110 Tekla.Tedds Project Job Ref. Section Sheet no./rev. 5 Calc. by Date Chk'd by Date App'd by Date Z 8/4/2020 Minimum area of reinforcement (8.6.1.1) Maximum spacing of reinforcement (8.7.2.2) Depth to tension reinforcement Depth of compression block Neutral axis factor Depth to neutral axis Strain in tensile reinforcement (8.3.3.1) As.min = 0.0018 x Lx x h = 1.944 in2 PASS - Area of reinforcement provided exceeds minimum smax = min(2 x h, 18 in) = 18 in PASS - Maximum permissible reinforcement spacing exceeds actual spacing d = In - Dnorn - O.bot - �y.bot / 2 = 14.063 in a = Asy.bot.prov x fy / (0.85 x fc x Lx) = 0.567 in pi = 0.83 c=a/pt=0.688in ct = 0.003 x d / c - 0.003 = 0.05835 PASS - Tensile strain exceeds minimum required, 0.004 Nominal moment capacity Mn = Asy.bot.prov x fy x (d - a / 2) = 149.5 kip_ft Flexural strength reduction factor Of = min(max(0.65 + (st - 0.002) x (250 / 3), 0.65), 0.9) = 0.900 Design moment capacity 0Mn = Of x Ivin = 134.55 kip_ft Wyanax / �Mn = 0.154 PASS - Design moment capacity exceeds ultimate moment load One-way shear design, y direction Ultimate shear force Depth to reinforcement Shear strength reduction factor Nominal shear capacity (Eq. 22.5.5.1) Design shear capacity Two-way shear design at column 1 Depth to reinforcement Shear perimeter length (22.6.4) Shear perimeter width (22.6.4) Shear perimeter (22.6.4) Shear area Surcharge loaded area Ultimate bearing pressure at center of shear area Ultimate shear load Ultimate shear stress from vertical load Column geometry factor (Table 22.6.5.2) Column location factor (22.6.5.3) Concrete shear strength (22.6.5.2) Shear strength reduction factor Nominal shear stress capacity (Eq. 22.6.1.2) Design shear stress capacity (8.5.1.1(d)) Vu.y = 8.561 kips dv = min(h - Cnom - O bot - 0y.bot l 2,h - cnom - +y.tap / 2) = 14.063 in 0v = 0.75 Vn = 2 x I x 4(fc x 1 psi) x Lx x dv = 113.201 kips OW = 0v x Vn = 84.901 kips Vp.y/OVp=0.101 PASS - Design shear capacity exceeds ultimate shear load dv2 = 14.375 in Ixp = 26.375 in lyp = 26.375 in bo = 2 x (Ixt + dv2) + 2 x (lyt + dv2) = 105.500 in Ap = Ix,perim x lyperim = 695.641 in Asur = Ap - Ixt x lyt = 551.641 in qup.avg = 2.386 ksf Fup = yD x FD:t + yD x Ap x Fsm - qup.avg x Ap = 41.703 kips Vug = max(Fup / (bo x dv2),0 psi) = 27.498 psi a = lyt / Ixt = 1.00 q =40 vppa = (2 + 4 / p) x T, x q(fp x 1 psi) = 402.492 psi Vcpb = (,g x dv2 / bo + 2) x Iv x q(fc x 1 psi) = 499.777 psi Vppo = 4 x k x �(fc x 1 psi) = 268.328 psi vcp = min(vppa,vcpb,Vppp) = 268.328 psi �v = 0.75 Vn = vop = 268.328 psi ova = Ov x Vn = 201.246 psi !7 Tekla.Tedds Project Job Ref. Section Sheet no./rev. 6 Calc. by Date Chk'd by Date App'd by Date Z 8/4/2020 Company Desner IIIRISA Job Number ANEMETSCHEK COMPANY Model Name 20055 Envelope Joint Reactions (Continued) Checked By:_ Joint X Ikl LC Y rkl LC Z Ikl LC MX rk-ftl LC MY rk-ftl LC MZ rk-ftl LC 19 N65A Imax 0 37 16.069 23 0 37 0 371 0 37 0 37 20 min 0 1 -2.536 36 0 1 0: 1 0 1 0 1 `- 21 N67 max 0 37 12.563 23 0 37 0 37 0 37 0 37 22 min 0' 1 -.899 ", 36 0 1 0 1 0 1 0 1 23 N68 max 0 37 56.424 29 0 37 0 37 0 37 0 37 24 min 0 1 '_ -9.522 37 0 1 0 1 0 1 0 1 25 N69 max 0 37 13.148 28 0 37 0 37 0 37 0 37 26 min 0 1 -.556 - 36 0 1': 0 1 0 1' 0 1 27 N72 max 0 37 1.533 4 0 37 0 37 0 37 0 37 28 min 0 1 0 36 - 0 1 0" 1 0 1 0 f 1" 29 N74 max 0 37 6.709 4 0 37 0 37 0 37 0 37 30 min 0 1 -.003- 37 0 1 0' 1 0 1 0 1' 31 N78 max 0 37 2.499 2 0 37 0 37 0 37 0 37 32 min 0 1' -.011' 37 ; 0 1 0 '' 1 0 1'', 0 1: 33 1 N77 Imax 0 1 37 1 .208 37 0 37 0 37 1 0 37 0 37 34 min 0; 1 -5.438 29 0 1 0 1 0 1 0 c 1 35 N79 max 0 37 49.227 2 0 37 0 37 0 37 0 37 36 min 0 1 -.93 37 0 1 0 1 0 1c' 0 1 37 N67A max 0 37 20.761 2 0 37 LOCKED 0 37 0 37 38 min 0 1 -.189 36 0 1, LOCKED 0 1 0 r "1 39 N81 max 0 37 13.004 23 0 37 LOCKED 0 37 0 37 40 min 0 1 -2J99 '- 36 0 1; LOCKED 0 1 0 1' 41 N84 max 0 37 10.406 31 0 37 0 37 0 37 LOCKED 42 1 1min 0 1' -21.089 26 0 1: 0` 1 <0 1' LOCKED 43 N85 max 0 37 1.311 30 0 37 0 37 0 37 0 37 44 min 0` 1 -2.292 27 0 1" 0 1 0 1 0 1 45 N83 max 0 37 12.369 26 0 37 0 37 0 37 0 37 46 min 0' 1 -11.602: 31 0 1 0 'c 1 1P O 1 0 i 1 47 N88A max 0 37 37.128 29 0 37 0 37 0 37 LOCKED 48 min 0 1 + ` -1.377 < 37 0 1 0 1 0 1'-- LOCKED 49 N82 max NC NC NC NC NC LOCKED 50 min NC NC NC NC NC LOCKED ' 51 N27 max NC NC NC NC NC LOCKED 52 - min NC NC <' NC NC NC LOCKED 53 N30 max NC NC NC NC NC LOCKED 54 min . NC NC NC NC NC LOCKED 55 N76 max NC NC NC LOCKED NC LOCKED 56 min NC NC `- NC LOCKED NC LOCKED 57 N39 max NC NC NC NC NC LOCKED 58 min NC NC NC NC NC LOCKED 59 N35 max NC NC NC LOCKED NC NC 60 min NC NC NC LOCKED NC NC 61 N59 max NC NC NC NC NC LOCKED 62 min NC NC NC NC NC LOCKED 63 N32 max NC NC NC NC NC LOCKED 64 min NC NC NC NC' NC LOCKED 65 N60 max NC NC NC NC NC LOCKED 66 min NC NC NC NC , NC LOCKED 67 N75 max NC NC NC NC NC LOCKED 68 min NC NC'r NC NC NC LOCKED 69 Totals: max 0 37 354.789 29 0 37 RISA-3D Version 17.0.4 [S:T rojects \20\2 0 055 -4 Geneve - Badvar\Calcs\2020-08-03\main.r3d] Page 9 Company gner Des IIIRISAJo b INmber Checked By: A NEMETSCHEK COMPANY Model Name 20055 Envelope Joint Reactions (Continued) Joint k LC LC Z k LC LC MY k-ft LC MZ -ft LC 70 min 0 1 401071 0 1 Envelope Maximum Member Section Forces Mamher Axialrkll nrNH I C vS hearr I nr.rRl I C >Rha.rr Inc rfl1 r Tnrnucr I nr H111 r v-v Mnmc 1 nrrRl1 r 7a AAnmc 1 nrrRl1 r ©� 0�®q��OO�m0�m0�m0�m0�m / m®®�omoomoomoomaomonm • �� 1 e / off® e e e �i ® e �i m�®moo©oomonmoomonmon® ®®®��m0�m00m0�m00m0�m m�®�omonmoomonmaomonm • e m 1 e e ®®i 1 A ® e ®�®�OOO�m0�m0�m0�m0�m ®�®D�m®�©O�m0�m0Om0�m m�®��m�®©��m��mOOm�®© ®�®��m ®®��m 1 • 0®O�m��m�Om�®" m' ®mom®D�m®®O�m0�m0�m�®® m®® 1 m�®oom�o©oomonmaom�n© mMMN��®�qqIMMU �Om R ISA-3D Version 17.0.4 [S:tProjects\20\20055-4Geneve -Badvar\Calcs\2020-08-03\main.r3dj Page10 Company er Des IIIRISAJob IN mber Checked By: A NEMETSCHEK GOMPANV Model Name 20055 Envelope Maximum Member Section Forces (Continued) Mem her AxialrklI ncrftl I C vShaarr I ncrftl I C >Rhearf I nnfftl1 rl Tnrnuaf I ncrftl I r. v_v Mnme ncrftl I C mMnme I ncrftl I r. m�ma�mmm�mno�mm�mmismmomm mmmmommm�®©ommommammm�®© ®�momm�m©omm�®®omm 11 ; mmmmoomommonmommammmm©© m�mommm�m©ommommommmmm© e 1 m® 0 m�momm�m©0 1 nmommommomm ��pe®qqD�m��©O�m��m0�m00m mm�mmtmmommommommammm�©© 'y� e 1 °• ®® 1 A 1 1 e ® 1 e m�momm®mmommommomm �© ml�mommommommommommmm©© m�ee®qqO�m®O©O�m0�m0�m��© mm�mommm�mmomm 11 mmammm�®m / e • 1 ® e o ®m�momm®®Om® nmommommamm�®m ® 1 1 ••• R�Mn A 1 1 1 // 1 M® ®mmmommm�©ommommammm M© mmmmommm�m©ommommamm��m m ®om® m ® 1 1 m®Om® mmmmommmmmoommmm©ommomm Mm m® ° ° 1 m®mam®om® ° ° j ®U mmmmommmomoommommomm Mm m® 1• 0 1 1 m®Sm® mmmmommmmmnommommomm e / e m®om / 1 '®• mmommtmmm�mmommommomm • :.' ®m m mom ° A• m A m 1 m®m®®m mmomommm�mmommommammmm�m mmomomm • 1 m©ommommommomm mmaw®wgqommm�mmommommammmm®m mmomomm • 1•' m®ommommommm�®� :®�® 1 1 1 1 1 1 1.• ®® mmommtmmm�mmommommommm ®m mffmmommm�mmommommomm ' .: • mm R ISA-3D Version 17.0.4 [S:\Projects\20\20055 -4 Geneve - B a dvar\C a lcs\2020-08-03\main.r3d] Page11 Company ser IIIRISAJob Nn ber Checked By: A NEMETSCHEK COMPANY Model Name 20055 Envelope Maximum Member Section Forces (Continued) Member AxialrklLocfftl LC vShearL.Locrftl LC zShearr_Locrltl LC Torque L_Loc(ft1LC v-v Mome._Locrftl LC z-z Mome...Locrftl LC �®®®' �©ODm0�m0�m00mODm �®®�omoomonmonmanmonm Envelope Beam Deflections Member Lbel S Dan Location RI y, rinIn UIV Ratio LC 1 2FB22 1 max .484 -.458 NC 34 2 1 min 11.383 -1.041 814 20 3 2FB21 1 max 11.75 -.121 NC 31 4 1 min 6`. -i332 1167 "2 5 2FB20 1 max 14.438 -.017 NC 5 6 1 min 0 -1.616 592 2 7 2 max 15.563 .025 NC 27 8 2 min 18 .171 2327 " 2 9 2FB19 1 max .359 -.732 NC 12 10 1 min 8,445 -.575 1497 4 11 2 max 16.172 -.392 NC 36 12 2 min 17.25 -.596 416 '' 4 13 2FB18 1 max .17 -.273 NC 31 14 1 min 4.425 -.98 458 21 15 2FB17 1 max .688 -.278 NC 2 16 1 min 0 -.179 NC 1 17 2FB16 1 max 16.081 -.003 NC 31 18 1 min 8.125 -.721 603 `, 2 19 2FB15 1 max 21.85 -.002 NC 24 20 1 min 9.89 -1.085 302 2 21 2FB14A 1 max .668 -.408 NC 33 22 1 min 4.58 -.796 2095 2 23 2FB14 1 max .255 -1.634 NC 4 24 1 min 5;191 -1.189 5150 '; 2 25 2FB13 1 max 14.102 -.035 NC 29 26 1 min 1 3.711 -.872 862 21 27 2FB12 1 max 8.065 -.045 NC 31 28 1 min 4.499 -.775 789 4 29 2FB11 1 max .261 -.075 NC 21 30 1 min 3.044 -.756 5925 ° 4' 31 2 max 6.436 -1.571 NC 2 32 2 min 3.131 0 NC 6 33 2FB10 1 max 1.566 -.277 NC 26 34 1 min 0 0 NC 6' 35 2 max 3.392 -.171 NC 11 36 2 min 3.131 0 NC "6 37 2FB9 1 max 14.766 -.002 NC 35 38 1 min 1 7.055 -.29 1 1297 12 RISA-3D Version 17.0.4 [S:Wrojects\20120055 -4 Geneve -Badvar\Calcs\2020-08-03\main.r3d] Page 12 Company sner IIIRISAJob Number Checked By: ANEMETSCHEK COMPANY Model Name 20055 Envelope Beam Deflections (Continued) Member LahP.l Shan Incafinn Rfl v'rin7 /n1 i'A/R.fh 39 2FB8A 1 max 4.167 -.08 NC 34 40 1 min 0 .343 3313; 2: 41 2FB8 1 max .398 -.026 NC 35 42 1 min 19.483 -1.999 249 2 43 2FB7 1 max 4.977 -1.076 NC 33 44 1 min 2.625 -.849 5918 3 45 2FB6 1 max 10.281 -.182 NC 31 46 1 min 4.703 -1 A68 1798 3 47 2FB5A 1 max 4.74 .033 NC 2 48 1 min 0 537 1100 2' 49 2FB5 1 max .669 -.006 NC 31 50 1 min 16.719 -1.887 311 28 51 2FB4A 1 max 4.74 .027 NC 29 52 1 min 0 487 952 `' 2 53 2FB4 1 max .313 .001 NC 36 54 1 min 15.938 -1.697 403 28 55 2FB2 1 max .242 -.39 NC 11 56 1 min 11.141 -2.738 223 2f 57 1F617 1 max .297 .001 NC 35 58 1 min 0. .036 503 2! 59 2 max 9.797 .001 NC 37 60 2 min 7.125 -.149 1089 ' 2'- 61 1FB16 1 max 6.242 .014 NC 29 62 1 min 0! .036 414 " 2 - 63 2 max 8.323 .003 NC 37 64 2 min 1175 -.484 835 2' 65 1FB14 1 max 0 -.012 NC 35 66, 1 min 0- -163 262 2 67 2 max 1 4.406 -.547 NC 22 68 2 min 5.63 -678 4307 -; 29 69 3 max 15.667 -.035 NC 35 70 3 min 1175 -.939 824 2' 71 4 max 23.01 -.046 NC 30 72 4 min 19828 -.731 2544 2 73 5 max 23.5 .048 NC 37 74 5 min 23.5 -.489 287 ' 2: 75 1FB9 1 max 1 .25 .002 NC 36 76 1 1 min 10.25 -1.259 365 28 77 2 max 23.5 -.011 NC 37 78 2 min 2025 -842 910 " 28 79 1FB8 1 max 3.052 -.068 NC 18 80 1 min 1.469 -,.187 1MIS 28 81 2 max 3.391 -.068 NC 24 82 2 min 4.069 =367 1821 2 83 3 max 9.042 -.004 NC 37 84 3 min 7.459 -.289 987, 2 85 1FB7 1 max 10.193 -.001 NC 31 86 1 min 5.15 -.303 407 2 87 1FB6 1 max .512 -.001 NC 18 88 1 min 2.52 -.02 2492. 23 89 1FB5 1 max 15.75 -.239 NC 35 RISA-3DVersion 17.0.4[S:Wrojects\20\20055-4Geneve-,Badvar\Calcs\2020-08-03\main.r3d] Page13 Company Des er 111RISAJob n Number Checked By: q NEMETSCHEHLOMPANY Model Name 20055 Envelope Beam Deflections (Continued) Member Label Scan Location Rtl v'rinl In l'/J Rath LC 90 1 min 9I -1.569 310 23 91 2 max 23.75 .006 NC 24 92 2 min 19.25 -1.138 586 ' 23 93 1F134 1 max 1.25 .002 NC 35 94 1 min 9 -1.629 290 23 95 2 max 17 .014 NC 35 96 2 min 19.25 AA59 558 : 23 97 1FB3 1 max 11.055 -.491 NC 29 98 1 min 6.197 -.874 339 22 99 2 max 11.222 -.115 N C 30 100 2 min . 1206 -.742 1261 22 101 3 max 15.912 -.015 NC 11 1021 3 min 14M7 -.375 2145 22 103 1F1318 1 max 5.208 -.001 NC 30 104 1 min 0 -.528 252 '( 29 105 2 max 8.4 -.001 NC 30 106 2 min 9.912 .111 1144 ' 29 107 1FB1 1 max .632 -.001 NC 15 108 1 min 5.215 -.097 1124 '' 27 109 2 max 9.955 .001 NC 13 110 - 2 min 11.694 .041 1765 27 Envelope A/SC 15th(360-16): ASD Steel Code Checks Member Shaoe Code C- Locrftl LC Shear... Locfftl Dir LC Pnclom rkl Pntbm Ikl Mnvvbm--- M=bm... Cb Eon 1 2FB15 W10X30 .666 5.98 2 1 .171 0 2 1168.261 264.671 22.056 91.317 1 H1-1b 2 2FB14A W10X30 .237 0 2 .124 0 y 2 242,091 264.671. 22056 91317 2••• H1-1b 3 2FB14 WlOX30 .237 8.17 2 .098 8.17 2 216.087 264.671 22,056 91.317 2••• 1-11-1b 4 2FB9 W14X68 '' .254 5.25 2 127 1 0 2 475.737 598.802 92.066 286.926 1 :H1-1b 5 2FB8A W8X31 .098 5 2 .038 5 2 256.412 273.353 35.124 75.767 1... 1-11-1b 6 2FB8 W14X68 s .521 22.266 4 .126 0 2 389.058 598.802 92.066 286.926 1 'H1-1b' 7 2FB5A W8X31 .288 5 2 .101 5 2 256.208 273.353 35.124 75.767 1... 1-11-1b 8 2FB5 W14X120 .516 17.72228 .191 32.1 28 811.181 1056.886 254.491 b28.942 1 H'1-lb' 9 2FB4A W8X31 .332 5 2 .115 5 2 256.208 273.353 35.124 75.767 1... 1-11-1b 10 2F134 W14X120 .419 19.06328 .185 30 v 28 820.034 1056.886 254.491. 528.942 1 H1-1b 11 2FB2 W10X39 .709 7.75 21 .183 0 v 21 238.843 344.311 42.914 116.766 1 HI -lb 12 1FB17 W8X28 .167 6.234 2 .157 0 r; V 29 109.571 247.006 25.2 59973 1••: H1-1b 13 1FB16 W8X48 .547 6.487 2 .524 6.609 V 2 1301.514 422.156 57.136 122.255 1... 1-11-1b 14 1F1314 W10X100 r ,268 11.26 2 .203 0 y 2 385.198 877.246 152.196 319.21 1... H1-1b' 15 1FB9 W10X88 .663 17.7528 .244 24 v 28322.595 778.443 132.485 281.9361••• 1-11-1b 16 1'FB8 WlOX33 .733 3165 2 .759 0 - 28 209.248 290.719 `34.93 96.806 1... H'1-1b' 17 11`136 W10X26 .238 3.331 23 .471 4.1 23 207.087 227.844 18.713 78.094 1... H1-1b 18 1FB5 WlOX77 .908 15.7523 .251 24:i 23 '`278 679.641 114.521 243.513 1••• H1-1b 19 1FB3 W10X33 .963 111.05522 .371 16.08 v 22 141.189 290.719 34.93 93.586 1••• 1-11-1b 20 1FB18 WlOX77 .444 15.54429 .201 5.544 29 '453.89 679.641 114.521 243.613 1-11-1b RISA-3D Version 17.0.4 [S:Trojects\20\20055 -4 Geneve -Badvar\Caics\2020-08-03\main.r3d] Page 14 Company Deser 111RISAJobNn ber Checked N NEMETSCHEK COMPNNY Model Name 20055 Envelope Wood Code Checks A.m her Shona r.,1. 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Our evaluation was conducted in November 2017. This evaluation consists of field exploration; sub- surface soil sampling; laboratory testing; engineering evaluation and preparation of the following report containing a summary of our conclusions and recommendations. The opportunity to be of service is appreciated. Should any questions arise pertaining to any portion of this report, please contact this fine in writing for further clarification. Respectfully submitted, Sol[ Pacific, Inc. Yo ens Kabir Hoss Eftekhari Pre ident- RCE it V'Y 675 N. Eck➢.fffo S.m ii A, OP.ng,, CA 92868 OMi (714) 879-1203 OF.. (714) 879-48112 Soil and Foundation Evaluation Report Proposed Residential Building Site Improvement 4 Geneve, Newport Beach, California Prepared For: Mr. Bahram Dadbar 4 Geneve Newport Beach, California Prepared by: SOIL PACIFIC INC. 675 N. ECKHOFF STREET, SUITE A ORANGE, CALIFORNIA 92868 Tel. (714) 879 1203 November 19, 2017 Project No. A-6577-17 Table of Contents Section 1.0 preliminary Evaluation 1.1 Site Description 1.2 Planned land Use 1.3 Field Exploration 1.4 Laboratory Testing 1.4.1 Classification - 1.4.2 Expansion 1.4.3 Direct Shear Section 2.0 Conclusions 2.1 Earth Materials 2.2 Foundations 2.3 Bearing Materials 2.4 Groundwater 2.5 CBC Seismic Design Parameters 2.6 Chemical Contents 2.7 Liquefaction Study/Secondary Seismic Hazard Zonation 3.1 Clearing and Site Preparation 3.2 Site Preparation and Excavations 3.3 Stability of Temporary Cuts 3.4 Foundations 3.4.1 Bearing Value 3.4.2 Isolated Square Pad Footings 3.4.3 Foundation Settlement 3.4.4 Concrete Type 3.4 .5 Slabs -on -garde 3.5 Utility Trench Backfill 3.6 Seismic Design and Construction 3.7 Surface and Subsurface Drainage Provisions 3.8 Conventional Retaining Wall 3.9 Concrete Driveway 3.10 Strom Water Management 13.11 Observation and Testing Illustrations Section 3.0 Recommendations Appendix A Field Exploration Appendix B Laboratory Testing Appendix C References Appendix D General Earthwork & Grading Specifications Project No. A-6577-17 4 Geneve, Newport Beach, California Soil and Foundation Evaluation Report Proposed Residential Building Site Improvement 4 Geneve, Newport Beach, California LIMITATIONS Page: 4 Between exploratory excavations and/or field testing locations, all subsurface deposits, consequent of their anisotropic and heterogeneous characteristics, can and will vary in many important geotechnical properties. The results presented herein are based on the information in part furnished by others and as generated by this firm, and represent our best interpretation of that data benefiting from a combination of our earthwork related construction experience, as well as our overall geotechnical knowledge. Hence, the conclusions and recommendations expressed herein are our professional opinions about pertinent project geotechnical parameters which influence the understood site use; therefore, no other warranty is offered or implied. All the findings are subject to field modification as more subsurface exposures become available for evaluations. Before providing bids, contractors shall make thorough explorations and findings. Soil Pacific Inc., is not responsible for any financial gains or losses accrued by persons/fines or third party from this project. In the event the contents of this report are not clearly understood, due in part to the usage of technical terns or wording, please contact the undersigned in writing for clarification. f Project No. A-6577-17 Page: 5 4 Geneve, Newport Beach, California SECTION 1.0 PRELIMINARY EVALUATION 1.1 Site Description The area covered by our investigation consists of a property located at 4 Geneve, Newport Beach, California, in a residential zone of the City of Newport Beach. The property is located within western flanks of San Joaquin Hills of the City of Newport Beach in a upscaled gated community. Subject property is a developed residential building with attcahed garage, front yard, backyard, main building and indoor large swimming pool located at the basement level of the structure. Adjacent properties are residential properties at the north and east sides. The property at the west side is limited by community green belt. Site access is through east side (Geneve ). Item property elevation is in the order of 580 feet above MSL. Site sheet flow is toward the west. 1.2 Planned Land Use It is understood that the proposed construction will consist of a garage addition bybackfilling of the pool structure at basement level and extending the balcony in order to construct a new uncovered infinity pool or pond at the west side of the lot. 1.3 Field Exploration A subsurface exploration program was performed under the direction of our staff engineer from SPI in November 2017. The exploration involved the excavation of two (2) exploratory borings (B-1 and B-2). Borings were limited to 10 feet below the lowest grade level within the property line (5 feet below the existing concrete deck or decking retaining wall). The borings were advanced utilizing a hand auger boring due to limitation of access. Earth materials encountered within the exploratory borings were classified and logged by the field engineer in accordance with the visual -manual procedures of the Unified Soil Classification System (USCS), ASTM Test Standard D2488. Following our exploration, borings were loosely backfilled with the soil cuttings. The approximate locations of the exploratory borings are shown on the Exploration Location Map Figure A-1-1. Descriptive boring logs are presented in Appendix A. 1.4 Laboratory Testing 1.4.1. Classification Soils were classified visually according to the Unified Soil Classification System. Moisture content and dry density determinations were made for the samples taken at various depths in the exploratory excavations. Results of moisture -density and dry -density determinations, together with classifications, are shown on the boring logs, Appendix A. Project No. A-6577-17 4 Geneve, Newport Beach, California 1.4.2 Expansion Page: 6 An expansion index test was performed on a representative sample of on -site soils at proposed grade in accordance with the California Building Code. Expansion potential of (EI=O) indicated very low or no expansion potential for the on -site native sandy soils at 2-4 feet. 1.4.3 Direct Shear Shear strength parameters are determined by means of strain -controlled, double plain, direct shear tests performed in general accordance with ASTM D-3080. Generally, three or more specimens are tested, each under a different normal load, to determine the effects upon shear resistance and displacement, and strength properties such as Mohr strength envelopes. The direct shear test is suited to the relatively rapid determination of consolidated drained strength properties because the drainage paths through the test specimen are short, thereby allowing excess pore pressure to be dissipated more rapidly than with other drained stress tests. The rate of deformation is determined from the time required for the specimen to achieve fifty percent consolidation at a given normal stress. The test can be made on all soil materials and undisturbed, remolded or compacted materials. There is however, a limitation on maximum particle size. Sample displacement during testing may range from 10 to 20 percent of the specimen's original diameter or length. The sample's initial void ratio, water content, dry unit weight, degree of saturation based on the specific gravity, and mass of the total specimen may also be computed. The shear test results are plotted on the attached shear test diagrams and unless otherwise noted on the shear test diagram, all tests are performed on undisturbed, saturated samples. L, Project No. A-6577-17 Page: 8 4 Geneve, Newport Beach, California Figure 2: Site Topographic Map (USGS AAGS) a w mm"iF Project No. A-6577-17 4 Geneve, Newport Beach, California Section 2.0 Conclusions Page: 10 The proposed construction is considered feasible from a soils engineering standpoint. All earthwork should be performed in accordance with applicable engineering recommendations presented herein or applicable Agency Codes, whichever are the most stringent. 2. 1 Earth Materials The thin surficial soils are mostly light brown fine to coarse grained sandy and silty sand soils The topsoil/fill mantel is thin and may be limited to .5 feet. Underlaying native materials are damp. Maximum depth of explored boring at the site is 10 feet. Encountered soils are described as Very Old Paralic deposits (middle to early Pleistocene) silty sand and sandy materials. 2.2 Foundations All newly designed isolated pad or continuous foundation must be embedded into firm and approved native soils at a minimum of 2 feet below the native soils grade. All foundation will be embedded into the same type of soils. Cut and fill transition is not allowed. Review of the proposed site improvement indicated that the proposed infinity pool will be placed on backyard decking. The proposed pool should be placed on native sand soils. Therefore, deepend foundation or pile foundation may be designed to avoid cut and fill transition. The existing decking is constructed behind a retaining wall having 5 feet vertical height. Therefore, proposed pool can not surcharge the existing retaining wall. Pool loads should be transferred down to a minimum of 12 inches below the existing retaining wall foundation. 2.3 Bearing Materials The surficial soils are disturbed. Such materials are not considered a suitable material from geotechnical standpoint. 2.4 Groundwater The site is located within the south of Coastal Plain of Orange County, (California Department of Water Resources, [CDWR], 2016). Groundwater depth varies within the area and flow direction beneath the subject site is toward the south-southwest. No groundwater wells were listed on the property; however, several groundwater wells are listed in the site vicinity. During our investigation, free groundwater was not encountered within 10 feet of sub -surface exploration below the existing. The depth of groundwater may fluctuate depending upon the time and period of the year. i_. Project No. A-6577-17 4 Geneve, Newport Beach, California 2.5 CBC Seismic Design Parameters Page: 11 Earthquake loads on earthen structures and buildings are a function of ground acceleration, which maybe determined from the site -specific acceleration response spectrum. To provide the design team with the parameters necessary to construct the site -specific acceleration response spectrum for this project, we used two computer applications that are available on the United States Geological Survey (USGS) website, http://geohazards.usgs.gov/. Specifically, the Design Maps website http://geohazards.usgs.gov/designmaps/us/application.php was used to calculate the ground motion parameters. And, the 2008 PSHA Interactive Deaggregation website http://geohazards.usgs.gov/deaggint/2008/ was used to determine the appropriate earthquake magnitude. The printout attached in Appendix C provides parameters required to construct the site -specific acceleration response spectrum based on the 2014 CBC guidelines. 2.6 Chemical Contents Chemical testing for detection of hydrocarbon or other potential contamination is beyond the scope of this report. 2.7 Liquefaction Study/ Secondary Seismic Hazard Zonation Based on our review of the published 7.5-minute quadrangle Hazard maps, the subject site is not located within an area having a potential for Liquefaction susceptibility. Liquefaction occurs when seismically -induced dynamic loading of a saturated sand or silt causes pore water pressures to increase to levels where grain -to -gain contact pressure is significantly decreased and the soil material temporarily behaves as a viscous fluid. Liquefaction can cause settlement of the ground surface, settlement and tilting of engineered structures, flotation of buoyant buried structures and fissuring of the ground surface. A common manifestation of liquefaction is the formation of sand boils (short-lived fountains of soil and water emerges from fissures or vents and leave freshly deposited conical mounds of sand or silt on the ground surface). Lateral spreading can also occur when liquefaction occurs adjacent to a free face such as a slope or stream embankment. The types of seismically induced flooding that may be considered as potential hazards to a particular site normally includes flooding due to a tsunami (seismic sea wave), a seiche, or failure of a major reservoir or other water retention structure upstream of the site. Since the site has an average elevation of approximately 580 feet above sea level, and since it does not lie in close proximity to an enclosed body of water, the probability of flooding from a tsunami or seiche is considered to be low. In addition, the site is not located within a designated tsunami inundation area Project No. A-6577-17 Page: 12 4 Geneve, Newport Beach, California Figure 4: State seismic Hazard Map (Laguna Beach Quadrangle). Project No. A-6577-17 4 Geneve, Newport Beach, California Section 3.0 Recommendations Page: 13 Based on our exploration, and experience with similar projects, the proposed construction is considered feasible from a soils engineering standpoint providing the following recommendations are made part of the plans and are implemented during construction. 3.1 Clearing and Site Preparation The grading plan is not avilble for review at this time. However based on proposed site improvement the existing pool structure will be demolished. The following recommendations in part should be part of grading plan. 1- Properly disconnect and remove all electrical line, conduit, gas line and water line connecting the pool. 2- Break and remove the decking and pool shell (grade and bond beam) to a minimum of 18 inches below existing grade. 3- Break or puncture several holes in the bottom of the pool structures. The holes should breach the spool shell and conduct drain water below the pool shell. 4- The demolished debris can not be used to backfill the pool. Only the pieces smaller than 5 inches maybe used as backfill materials. 5- The backfill materials shall consist of granular materials composed of 3/4 inch gravel single size to a minimum of 6 inches depth. The borrowed sandy soils having SE greater or equal to 30 may be used for backfill. The backfill soils shall be compacted to a minimum of 90% relative compaction. 6-As an standard procedure, upon demolishing and punching the holes at the bottom of the pool, soils engineer will inspect the bottom of excavation prior to start of the backfill. 7- Other necessary steps should be performed prior to field work such as permitting from the City and scheduling of soil engineer representative and City Inspector to observe the finalizing of the demolition and backfill processes, as necessary. The proposed fill shall be considered structural fill, therefore the following recommendations should be part of grading ordinance during the backfill of the pool cluster.. 1. The areas to receive compacted fill should be stripped of construction debris and trashes, non engineered fill, left in place incompetent material up to approved soils. If soft spots are encountered, a project soil engineer will evaluate the site conditions and will provide necessaryrecommendations. 2- The pool destruction and removal of the pool shell to -3 feet should be achieved in a manner to not undermine the existing building foundation. 3. In order to the expedite the backfill operation of the pool cluster, alternatively the pool ca be backfill with 4-5 sack slurry mixed. L. Project No. A-6577-17 Page: 14 4 Geneve, Newport Beach, California 4. Compacted fill, consisting of on -site soil shall be placed in lifts not exceeding 6 inches in uncompacted thickness. Only sandy borrowed materials are considered satisfactory for reuse in the fill if the moisture content is near optimum. Any organic material and construction debris should be removed and shall be segregated. Any imported fill should be observed, tested, and approved by the soils engineer prior to use as fill. Rocks larger than 6 inches in diameter should not be used in the fill. 5. The fill should be compacted to at least 90 percent of the maximum dry density for the material. The maximum density should be determined by ASTM Test Designation D 1557-00. 6. Field observation and compaction testing during the grading should be performed by a representative of Soil Pacific Inc. to assist the contractor in obtaining the required degree of compaction and the proper moisture content. Where compaction is less than required, additional compaction effort should be made with adjustment of the moisture content, as necessary, until a minimum of 90 percent relative compaction is obtained. The contractor is encouraged to survey the adjacent building elements and note any existing distress on the walls or building structure if there are any. In such case, the contractor must note the observed distress and notify the owner in writing. 3.2 Site Preparation and Excavations During earthwork construction, all remedial removals, and the general grading and construction procedures of the contractor should be observed, and the fill selectively tested by a representative of this office. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and if warranted, additional recommendations will be offered. 3.3 Stability of Temporary Cuts The stability of temporary cuts required during the removal process depends on many factors, including the slope angle, the shearing strength of the underlying materials, the height ofthe cut, and the length of time the excavation remains open and exposed to equipment vibrations and rainfall. The geotechnical consultant should be present to observe all temporary excavations at the site. The possibility of temporary excavations failing may be minimized by: 1) keeping the time between cutting and filling operations to a minimum; 2) limiting excavation length exposed at any one time; and, 3) cutting no steeper than a 1: 1 (h:v) inclination for cuts in excess of 4 feet in height. 4) or shoring prior to cut. i Project No. A-6577-17 4 Geneve, Newport Beach, California 3.4 Foundations Page: 15 The following recommendations may be used in preparation of the design and construction of the foundation system. 3.4.1 Bearing Value The allowable bearing value for conventional footings, having a minimum width of 18 inches and a minimum embedment of 24 inches embedded into approved competent materials should not exceed 2000 pounds per square foot. This value may be increased by one-third for short duration (wind or seismic) loading. 3.4.2 Isolated Square Pad Footings The proposed structure can be adequately supported by shallow spread footing or isolated footings. The minimum embedment for individual pad footings should be 24 inches below the lowest adjacent grade. Allowable bearing value is 2000 psf to a maximum of 4000 psf. The bearing value may be increased by 1 /3 when considering short duration seismic or wind loads. In order to reduce the liquefaction effect, the project structural engineer must tie all perimeter rebars structurally. 3.4.3 Foundation Settlement Based upon anticipated structural loads, the total settlement for the proposed foundation is not expected to exceed 1 inch at design load. Differential settlement between adjacent footings and lateral displacement of lateral resisting elements should not exceed .5 inch. 3.4.4 Concrete Type Based on experience with similar projects in the area, Type II concrete should be used. 3.4.5 Slabs -on -grade If Slabs -on -grade is designed then it should be a minimum of 4 inches in nominal thickness. Slab areas that are to be carpeted or tiled, or where the intrusion of moisture is objectionable, should be underlain by a moisture barrier consisting of 15-mil Visqueen, properly protected from puncture by four inches of gravel per Calgreen requirements. 3.5 Utility Trench Backfill Utility trenches backfill should be placed in accordance with Appendix D. It is the owners' and contractors' responsibility to inform subcontractors of these requirements and to notify Soil Pacific iInc when backfill placement is to begin. Project No. A-6577-17 4 Geneve, Newport Beach, California 3.6 Seismic Design and Construction Page: 16 Construction should be in conformance with seismic design parameters of the latest edition of California Building Code( C.B.C.) Please refer to the Appendix C for closest faults and other related seismic design parameters. 3.7 Surface and Sub -surface Drainage Provisions Proper surface drainage gradients are helpful in conveying water away from foundations and other improvements. Subsurface drainage provisions are considered essential in order to reduce pore - pressure build-up behind retaining structures. Ponding of water enhances infiltration of water into the local soils, and should not be allowed anywhere on the pad. 3.8 Conventional Retaining Wall If a conventional retaining wall is planned, the following design criteria may be used: 1) Where a freestanding structure is proposed, a minimum equivalent fluid pressure, for lateral soil loads, of 36 pounds per cubic foot, may be used as design for onsite non -expansive granular soils conditions and level backfill (10:1 or less). If the wall is restrained against free movement (= t1 % of wall height) then the wall should be designed for lateral soil loads approaching the at -rest condition. Thus, for restrained conditions, the above value should be increased to 55 pcf. In addition, all retaining structures should include the appropriate allowances for any anticipated surcharge loads. 2) An allowable soil bearing pressure of 2000lbs. per square foot maybe used in design for footings embedded to a minimum of 24 inches below the lowest adjacent competent grade. 3) A friction coefficient of 0.4 between concrete and natural or compacted soil and a passive bearing value of 407 lbs. per square foot per foot of depth, up to a maximum of 2,000 pounds per square foot at the bottom excavation level may be employed to resist lateral loads. Back drain system will consist of a free -draining material made up of at least 1 cubic foot of 3/4-inch crushed rock/gravel around pipe drains. If an open space greater than 1 foot exists between the back of the wall and the soil face, gravel backfill should be compacted by vibration. An impervious soil cap should be provided at the top of the wall backfill to prevent infiltration of surface water into the back drain system. The cap may be a combination of concrete and/or compacted fine grained soils. The compacted backfill soil cap should be at least 1 foot thick when used in conjunction with a concrete slab type cap and at least 2 feet thick when used exclusively. Any surcharges such as traffic and adjacent building loads shall be computed and adhered into the design by the structural engineer justification. Project No. A-6577-17 4 Geneve, Newport Beach, California 3.9 Concrete Driveway Page: 17 The subgrade soils for all flatwork should be checked to have a minimum moisture content of 2 percentage points above the optimum moisture content to a depth of at least 18 inches. 2. Local irrigation and drainage should be diverted from all flatwork areas. Area drains and swales should be utilized to reduce the amount of subsurface water intrusion beneath the foundation and flatwork areas. Planter boxes adjacent to buildings should be sealed on the bottom and edges to retard intrusion of water beneath the structure. 3. The concrete flatwork should have enough cold joints to prevent cracking. Adequate reinforcement considering the expansion potential is required. A minimum of rebar no. 3 placed at 18 inches on center most be used. 4. Surface and shrinkage cracking of the finished slab may be significantly reduced if a low slump and water -cement ratio is maintained during concrete placement. Excessive water added to concrete prior to placement is likely to cause shrinkage cracking. 5. Construction joints and saw cuts should be designed and implemented by the concrete contractor or design engineer based on the medium expansive soil conditions. Maximum joint spacing should not exceed 8 feet in any direction. 6. Patio or driveway sub -grade soil should be compacted to a minimum of 90 percent to a depth of 18 inches. All run-off should be gathered in gutters and conducted off site in a non -erosive manner. Planters located adjacent to footings should be sealed and leach water intercepted. 3.10 Storm Water Management Based on a single wall percolation method, the percolation rate was an average of 15 inch per hour without including the safety factor/s. The measured percolation rate using a factor of safety indicates that the maximum rate of calculated absorption is on on -site soils is 5 inch per hour. 3.11 Observation and Testing It is recommended that Soil Pacific Inc. be present to observe and test during the following stages of construction: O Site grading to confirm proper removal of unsuitable materials and to observe and test the placement of fill. Project No. A-6577-17 4 Geneve, Newport Beach, California O Inspection of all foundation excavations prior to placement of steel or concrete. O During the placement of retaining wall sub -drain and backfill materials. O Inspection of all slab -on -grade areas prior to placement of sand, Visqueen. O After trenches have been properly backfilled and compacted. O When any unusual conditions are encountered. Page: 18 Log of Sub -surface Exploration M. Std. Pen Drive USCS Letter Equipment Type: ASM Boring # B-1 Wt: BuWBag Drop: Graphic C/SP Laboratory Diameter:4" Logged by: A.SH. Date:11/19/17 Ring Depth: 10 feet G.water: - feet Backfilled:Y Elev. (feet) Moistur Dry N Reading Description of Earth Materials - SM Light brown, brown fine to corase grained silty sand. Top - soildamp. - - 8.5 107.8 Light brown, brown fine to coarse grained sand with some silt, 5 - SM damp, native and dense. _ 6.1 110.4 - SM Brown, light brown fine to medium grained sand, silty sand 10 5.8 111.E dense and damp. 15- 20- _ End of subsurface exploration 10 feet. 25- 30- 35- 40- Log depicts conditions at the time and location drilled. Soil Pacific inc. Geotechnical and Environmental Services Log of Sub -surface Exploration Std. Pen Drive USCS Letter Equipment Type: ASM Boring # B-2 Wt: Bulk/Bag Drop: Graphic Laboratory C/SP Diameter: 4" Logged by: ASH. Date:11/19/17 Ring Depth: 10 feet G.water: - feet Backfilled:Y Elev. (feet) Moistur Dry N Reading Description of Earth Materials SM Light brown, brown fine to corase grained silty sand. Top - 8.0 ros.s soildamp. - Light brown, brown fine to coarse grained sand with some silt, 5 - SM damp, native and dense. - SM Brown, light brown fine to medium grained sand, silty sand 10 dense and damp. 15- 20- - End of subsurface exploration 10 feet. 25- 30- 35- 40- Log depicts conditions at the time and location drilled. Soil Pacific Inc. Geotechnical and Environmental Services 0 'I I J.O. A-6577-17 r-, 3 2.E 2 LL cn Y S H co Z W 1.5 cn c-) z H a w 1 r 5 0 0 A P P E= N ED = X SHEAR TEST DIAGRAM DATE 11/19/17 B-2 at 4 Sand COHESION PHI = 33 eat 225 PSF EGREES 5 1.0 1.5 2.0 2.5 3.0 NORMAL PRESSURE KSF PLATE A F. F, F- N = = X BEARING VALUE ANALYSIS J.O. A-6577-17 DATE 11/19/17 COHESION = 225 PSF GAMA = 120 PCF PHI = 33 DEGREES DEPTH OF FOOTING = 1.5 FEET BREADTH OF FOOTING = 1.25 FEET FOOTING TYPE = CONTINUOUS BEARING CAPACITY FACTORS Nc = 38.6 Nq - 26.1 Ng = 29.5 FOOTING COEFFICIENTS KI = I K2 = .5 REFERENCE. TERZAGHI 8 PECK', 1967: 'SOIL MECHANICS IN ENGINEERING PRACTICE'. PAGES 217 TO 225. FORMULA ULIMATE BEARING - IKI X NC x Cl + (K2 X GA % NO *.B) + (Nq X GA x DI - 15605.5 ALLOWABLE BEARING = ULTIMATE BEARING. = 5201.8 3 THE ALLOWABLE BEARING VALUE SHOULD NOT EXCEED 5201.8 PSF. DESIGN SHOULD CONSIDER EXPANSION INDEX. PLATE r A F� P E= V C D I X SKIN FRICTION ANALYSIS J.O. A-6577-17 DATE 11/19/17 COHESION = 225 PSF GAMA = 120 PCF PHI = 33 DEGREES COEFFICIENT OF LATERAL EARTH PRESSURE AT FIXITY = .4 DEPTH TO FIXITY = 10 FEET REFERENCE: TERZAGHI 9 PECK: 1957. 'SOIL MECHANICS IN ENGINEERING PRACTICE': PAGES 225-227 FORMULA APPROXIMATE SKIN FRICTION = CO + ((GA * Z * LP) x TAN(PHI)I = 537 THE SKIN FRICTION ACTING ON THE PILE AT FIXITY IS APPROXIMATELY 537 PEE. ALL RECOMMFNDATIONS OF OUR REPORT SHOULD BE INCORPORATED INTO THE PLANS. PLATE ,APSE=No=x BEARING VALUE ANALYSIS J.O. A-6577-17 COHESION = 225 PSF GAMA - 120 PCF DEPTH OF FOOTING = 2 FEET BREADTH OF FOOTING = 2 FEET FOOTING TYPE = SQUARE DATE 11/19/17 PHI = 33 DEGREES BEARING CAPACITY FACTORS Nc = 38.6 Nq = 25.1 Ng = 29.5 FOOTING COEFFICIENTS K1 = 1.2 K2 = .4 REFERENCE; TERZAGHI 6 PECK; 1967. 'SOIL MECHANICS IN ENGINEERING PRACTICE'; PAGES 217 TO 225. FORMULA ULIMATE BEARING = (K1 * Nc x CI + (K2 x GA x Ng * B) + (Ng s GA x 0) = 19530 ALLOWABLE BEARING = ULTIMATE BEARING.- 6510 3 THE ALLOWABLE BEARING VALUE SHOULD NOT EXCEED 6510 PSF. DESIGN SHOULD CONSIDER EXPANSION INDEX. PLATE A P P E= tv o= X TEMPORARY BACKCUT STABILITY J.D. A-6577-17 DATE 11/19/17 COHESION = 225 PSF GAMA = 120 PCF PHI = 33 DEGREES CUT HEIGHT = 4 FEET SLOPE ANGLE OF BACKFILL = 12 DEGREES ASSUMED FAILURE ANGLE = 52 DEGREES SOIL TYPE = Sand PORE PRESSURE NOT CONSIDERED FORMULA SAFETY FACTOR = (C x Ll + (GA * AREA x COS M x TAN (PHI) l - 2.44 GA * AREA * SINIZ) Z = FAILURE ANGLE SINCE THE SAFETY FACTOR OF 2.44 IS GREATER THAN THE REQUIRED 1.25, THE TEMPORARY EXCAVATION IS CONSIDERED TO BE STABLE. PLATE Earth Pressure Calculations Soil Strength Parameters: := 33 y := 120 Active : rrr 1 Ka := tan[(45 - 1 N-810)]2 Active earth Presure Ka = 0.295 r Pa := Ka • y slope angle range, degrees Pa = 35.376 LEVEL BACKFILL BEHIND WALL Pal := Pa • 1.08 5:1 BACKFILL BEHIND WALL Pa18:= Pa • 1.22 3:1 BACKFILL BEHIND WALL Pa39 := Pa • 1.48 2:1 BACKFILL BEHIND WALL Passive 1 Kp := tan[Ii 45 + I (T8_0Kp Z = 3.392 Pasive Earth Presure Pp := Kp • y Atrest Kat := 1 — sin 180 I Kat = 0.455 Pat := Kat • y / L i Pa = 35.376 Pal = 38.206 Pal = 43.159 Pa39 = 52.357 Pp = 407.054 Pat = 54.643 f 11/24/2017 Design Maps Summary Report Design Maps Summary Report User -Specified Input Report Title A-6577-17 Fri November 24, 2017 17:56:35 UTC f-. Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.615210N, 117.84619°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 1.621 g S,s = 1.621 g Sos = 1.081 g S, = 0.588 g SM1 = 0.882 g Sol = 0.588 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. ra: r:a i •a MCG.,RL=U'Isu Suuctfuan PenUd,I tm kxii DLSFq'I Ru2u Un Su Sp L'ctl urn For PGA, TL, Cm, and C, values, please view the detailed report. r Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. hftps://earthquake. usgs.gov/cn2/desig nmaps/us/summary.php?template=minimal&latitude=33.615207&longitude=-117.846187&siteclass=3&riskcateg... 1 /1 Ir 11124/2017 Design Maps Detailed Report ffifftWS Design Maps Detailed Repoli ASCE 7-10 Standard (33.61521°N, 117.84619°W) Site Class D - "Stiff Soil", Risk Category I/II/III r Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain S,). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1 t27 From Figure 22-2[21 Section 11.4.2 — Site Class Ss = 1.621 g S, = 0.588 g The authority having jurisdiction (not the USGS), site -specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class vs N or N,„ s„ A. Hard Rock >5,000 ft/s N/A N/A B. Rock -----_------ 2,500 to 5,000 ft/s N/A _-._._----- N/A _----- C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >- 40%, and • Undrained shear strength s, < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s Ilb/ft2 = 0.0479 kN/m2 https://earthquake.usgs.gov/cn2ldesignmaps/us/report.php?template=minimal&latitude=33.615207&longitude=-1 17.846187&siteclass=3&riskcategory... 1 /6 11124/2017 Design Maps Detailed Report Section 11.4.3 - Site Coefficients and Risk -Targeted Maximum Considered Earthquake (MCE.) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE o Spectral Response Acceleration Parameter at Short Period SS <_ 0.25 Ss = 0.50 Ss = 0.75 SS = 1.00 SS >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 1.621 g, Fg = 1.000 Table 11.4-2: Site Coefficient F„ Site Class Mapped MCE p Spectral Response Acceleration Parameter at 1-s Period S, <_ 0.10 S, = 0.20 S, = 0.30 S, = 0.40 S, 2: 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S, = 0.588 g, F„ = 1.500 I I l https://earthquake.usgs.gov/cn2/designmaps/us/report.phpltemplate=minimal&latitude=33.615207&longitude=-117.846187&siteclass=3&riskcategory... 216 r 11/24/2017 Design Maps Detailed Report Equation (11.4-1): Sms = FaSs = 1.000 x 1.621 = 1.621 g Equation (11.4-2): SMl = F�SI = 1.500 x 0.588 = 0.882 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): Sp, = % SMS = % x 1.621 = 1.081 g Equation (11.4-4):--- --- — ---SDI = % SMl = % x 0.882 = 0.588 g Section 11.4.5 — Design Response Spectrum From Fioure 22-12133 TL = 8 seconds Figure 11.4-1: Design Response Spectrum T<Ta:S,=8,jOA+6.6T/Ta) T STST.: S =S I o o W I I TartT5T�:S,=Sa IT I I a T>T�:So=501T�IT2 N I I I 1 I 1 I 1 L I 1 I 1 1 I 1 % I 1 � 1 1 1 1 I 1 1 I In 1 1 I 1 1 I 1 I 1 1 I 1 I I 1 I - 1 I 1 I i 1 I I I 1 I Peno7. f (seeJ i https://earthquake. usgs.gov/cn2ldesig nmaps/us/report.php?template=minimal&latitude=33.615207&longitude=-117.846187&siteclass=3&riskcategory... 3/6 r 11/24/2017 Design Maps Detailed Report Section 11.4.6 — Risk -Targeted Maximum Considered Earthquake (MCER) Response Spectrum i- The ACE, Response Spectrum is determined by multiplying the design response spectrum above by 1.5. ar.- 1.621 A� Q Ut a 4 m J°52 y� of T( penal, T(ser) i_. https://earthquake. usgs.gov/cn2/designmaps/us/report.php?template=minimal &latitude=33.615207&longitude=-117.846187&siteclass=3&riskcategory... 4/6 r 11/24/2017 Design Maps Detailed Report Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7143 PGA = 0.648 r Equation (11.8-1): PGAM = FPGAPGA = 1.000 x 0.648 = 0.648 g Table 11.8-1: Site Coefficient FpsA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA :5 PGA = PGA = PGA = PGA >_ 0.10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.648 g, Fp.A = 1.000 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site -Specific Ground Motion Procedures for Seismic Design) From Figure 22-17151 From Figure 22-18161 CRS = 0.927 CRl = 0.955 1_. https://earthquake.usgs.gov/cn2/designmaps/usireport.php?template=minimal&latitude=33.615207&longitude=-117.846187&siteclass=3&riskcategory... 516 r 11/24/2017 Design Maps Detailed Report Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter VALUE OF Sos RISK CATEGORY I or II III IV Sps < 0.1679 A A A 0.167g 5 Sps < 0.33g B B C 0.33g 5 Sos < 0.50g C C D 0.50g <_ Sos D D D For Risk Category = I and SDS = 1.081 g, Seismic Design Category = D Table 11.6-2 Seismic Design Cateqory Based on 1-S Period Response Acceleration Parameter VALUE OF SoI RISK CATEGORY I or II III IV SDI < 0.067g A A A 0.067g _< SoI < 0.133g B B C 0.133g <_ SDI < 0.20g C C D 0.20g <_ SoI D D D For Risk Category = I and SDI = 0.588 g, Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category =_ "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: https:Hearthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-I.pdf 2. Figure 22-2: https:Hearthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf 4. Figure 22-7: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf S. Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf 6. Figure 22-18: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf �_. https://earthquake.usgs.gov/cn2/designmaps/us/report. php?template=minimal&latitude=33.615207&long itude=-117.8461878siteclass=3&riskcategory... 616 GENERAL EARTHWORK AND GRADING SPECIFICATIONS L GENERAL INTENT These specifications present general procedures and requirements for grading and earthwork as shown on the approved grading plans, including preparation of areas to be filled, placement offill, installation of subdrains, and excavations. The recommendations contained in the geotechnical report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations of the geotechnical report. 2.EARTHWORK OBSERVATION AND TESTING Prior to the commencement of grading, a qualified geotechnical consultant (soils engineer and engineering geologist, and their representatives) shall be employed for the purpose of observing earthwork and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. It will be necessary that the consultant provide adequate testing and observation so that he may determine that the work was accomplished as specified. It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes so that he may schedule his personnel accordingly. It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If in the opinion of the ` consultant, unsatisfactory conditions, such as questionable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the consultant will be empowered to reject the work and recommend that construction be topped until the conditions are rectified. Maximum dry density tests used to determine the degree of compaction will be performed in accordance with the American Society of Testing and Materials tests method ASTM D 1557-00. 3.0 PREPARATION OF AREAS TO BE FILLED 3.1 Clearing and Grubbing: All brush, vegetation and debris shall be removed or piled and otherwise disposed of. 3.2 Processing: The existing ground which is determined to be satisfactory for support of fill shall be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform and free of uneven features which would inhibit uniform compaction. 3.3 Overexcavation: Soft, dry, spongy, highly fractured or otherwise unsuitable ground, extending to such a depth that the surface processing cannot adequately improve the condition, shall be overexcavated down to firm ground, approved by the consultant. 3.4 Moisture Conditioning: Overexcavated and processed soils shall be watered, dried -back, blended, and/or mixed, as required to attain a uniform moisture content near optimum. 3.5 Recompaction: Overexcavated and processed soils which have been properly mixed and moisture- conditioned shall be recompacted to a minimum relative compaction of 90 percent. 3.6 Benching: Where fills are to be placed on ground with slopes steeper than 5: 1(horizontal to vertical units), the ground shall be stepped or benched. The lowest bench shall be a minimum of 15 feet wide, shall be at least 2 feet deep, shall expose firm material, and shall ' be approved by the consultant. Other benches shall be excavated in firm material for a minimum width of 4 feet. Ground sloping flatter than 5 : 1 shall be benched or otherwise overexcavated when considered necessary by the consultant. 3.7 Approval: All areas to receive fill, including processed areas, removal areas and toe -of -fill benches shall be approved by the consultant prior to fill placement. 4.0 FILL MATERIAL 4.1 General: Material to be placed as fill shall be free of organic matter and other deleterious substances, and shall be approved by the consultant. Soils of poor gradation, expansion, or strength characteristics shall be placed in areas designated by consultant or shall be mixed with other soils to serve as satisfactory fill material. 4.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 12 inches, shall not be buried or placed in fills, unless the location, materials, and disposal methods are specifically approved by the consultant. Oversize disposal operations shall be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 feet vertically of finish grade or within the range of future utilities or underground construction, unless specifically approved by the consultant. 4.3 Import: If importing of fill material is required for grading, the import material shall meet the requirements of Section 4. 1. 5.0 FILL PLACEMENT AND COMPACTION 5.1 Fill Lifts: Approved fill material shall be placed in areas prepared to receive fill in near -horizontal layers not exceeding 6 inches in compacted thickness. The consultant may approve thicker lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to attain uniformity of material and moisture in each layer. 5.2 Fill Moisture: Fill layers at a moisture content less than optimum shall be watered and mixed, and wet fill layers shall be aerated by scarification or shall be blended with drier material. Moisture -conditioning and mixing of fill layers shall continue until the fill material is at a uniform moisture content or near optimum. 5.3 Compaction of Fill: After each layer has been evenly spread, moisture conditioned, and mixed, it shall be uniformly compacted to not less than 90 percent of maximum dry density. Compaction equipment shall be adequately sized and shall be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree of compaction. 5.4 Fill Slopes: Compaction of slopes shall be accomplished, in addition to normal compacting procedures, by backfilling of slopes with sheepsfoot rollers at frequent increments of 2 to 3 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the slope out to the slope face shall be at least 90 percent. 5.5 Compaction Testing: Field tests to check the fill moisture and degree of compaction will be performed by the consultant. The location and frequency of tests shall be at the consultant's discretion. In general, the tests will be taken at an interval not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of embankment. 6.0 SUBDRAIN INSTALLATION Subdrain systems, if required, shall be installed in approved ground to conform to the approximate alignment and details shown on the plans or herein. The subdrain location or materials shall not be changed or modified without the approval of the consultant. The consultant, however, may recommend and upon approval, direct changes in subdrain line, grade or material. All subdrains should be surveyed for line and grade after installation, and sufficient time shall be allowed for the surveys, prior to commencement of filling over the subdrains. 7.0 EXCAVATION Excavation and cut slopes will be examined during grading. If directed by the consultant, further excavation or overexcavation and refilling of cut areas shall be performed, and/or remedial grading of cut slopes shall be performed. Where fill -over -cut slopes are to be graded, unless otherwise approved, the cut portion of the slope shall made and approved by the consultant prior to placement of materials for construction of the fill portion of the slope. 8.0 TRENCH BACKFILLS 8.1 Supervision: Trench excavations for the utility pipes shall be backfilled under engineering supervision. 8.2 Pipe Zone: After the utility pipe has been laid, the space under and around the pipe shall be backfilled with clean sand or approved granular soil to a depth of at least one foot over the top of the pipe. The sand backfill shall be uniformly jetted into place before the controlled backfill is placed over the sand. 8.3 Fill Placement:'The onsite materials, or other soils approved by the engineer, shall be watered and mixed as necessary prior to placement in lifts over the sand backfill. 8.4 Compaction: The controlled backfill shall be compacted to at least 90 percent of the maximum laboratory density as determined by the ASTM compaction method described above. 8.5 Observation and 'Testing: Field density tests and inspection of the backfill procedures shall be made by the soil engineer during backfilling to see that the proper moisture content and uniform compaction is being maintained. The contractor shall provide test holes and exploratory pits as required by the soil engineer to enable sampling and testing. 1356 -�bi8 ,(v oil POiCIFIC INC.- Geotechnical and Envlronmen�al Services December 4, 2017 Project No. A-6577-17 Mr. Bahram Dadbar 4 Geneve Newport Beach, California Subject: Clarification Letter No.2 Soil and Foundation Evaluation Report Proposed Residential Building Site Improvement Dear Sir; 4 Geneve, Newport Beach, California Pursuant to the City of Newport Beach Plan Checker request we are please to submit this clarification letter concemingthe itemized list ofsitemodification orproposed improvement ofthe building. The following scope of site improvement are provided by the project Engineer: Reconstruct 6,670 SF and add 1,463SF for total of 8,133 SF Add 1463 SF to the living area New retaining wall at the garage Redesign Outdoor Pool & Deck (Main Level) Add 1 Car Garage (Lower Level) Relocate & Redesign GYM Lower Level Expanding Great Rm (Main Level) Add Office/ Bed #4 by remove the Kitchen(Main Level) Relocate Kitchen by remove Family Rm (Main Level) Redesign Outdoor Pool & Deck (Main Level) Redesign Outdoor Entry Stairway & Driveway / Main Level Lowered Floor 6" @ Existing Family Rm, Hallway & Dining Rm (Main Level) New roof The opportunity to be of service is appreciated. Should any questions arise pertaining to any portion Of this report, please contact this firm in writing for further clarification. Respectfully submitted, -.A._.__Xb1 Soil Pacific, Inc. i Y n s bir President BUILDING JNJ-! — 675 N. Fc➢ hof➢, Janie A, Orange, CA 92868 OTe➢ (714) 879-1203 OF.. (714) 879-4812 BY: E.S. soil POCIFIC INCE Gee6eAnllca.11 and Environmenfal Services IiUILDIryp�pN ��IY161pp� wvv r ! BUT$ Mr. Bahram Dadbar 4 Geneve Newport Beach, California Subject: Soil and Foundation Report Proposed Residential Building Site Improvement 4 Geneve, Newport Beach, California Dear Sir; November 18, 2017 Project No. A- 6577-17 Pursuant to your authorization, we are pleased to submit our report for the subject project. Our evaluation was conducted in November 2017. This evaluation consists of field exploration; sub- surface soil sampling; laboratory testing; engineering evaluation and preparation of the following report containing a summary of our conclusions and recommendations. The opportunity to be of service is appreciated. Should any questions arise pertaining to any portion of this report, please contact this firm in writing for further clarification. Respectfully submitted, Soil Pacific, Inc. Q '?�p F E S S/p eFT Yof�es Kabir Hoss Eftekhari O President RCE t9o. C60121 t_xP. 1575 N. ]Eckh.ff, S.ui, A, 0�..p, CA 92868 ()TeV (714) 879-1203 OF.. (714) 879-4812 Soil and Foundation Evaluation Report Proposed Residential Building Site Improvement 4 Geneve, Newport Beach, California Kum" AUG IS 2as Prepared For: Mr. Bahram Dadbar 4 Geneve Newport Beach, California Prepared by: SOIL PACIFIC INC. 675 N. ECKHOFF STREET, SUITE A ORANGE, CALIFORNIA 92868 Tel. (714) 8791203 November 19, 2017 Project No. A-6577-17 Table of Contents Section 1.0 Preliminary Evaluation 1.1 Site Description 1.2 Planned land Use 1.3 Field Exploration 1.4 Laboratory Testing 1.4.1 Classification 1.4.2 Expansion 1.4.3 Direct Shear Section 2.0 Conclusions 2.1 Earth Materials 2.2 Foundations 2.3 Bearing Materials 2.4 Groundwater 2.5 CBC Seismic Design Parameters 2.6 Chemical Contents 2.7 Liquefaction Study/Secondary Seismic Hazard Zonation Section 3.0 Recommendations 3.1 Clearing and Site Preparation 3.2 Site Preparation and Excavations 3.3 Stability of Temporary Cuts 3.4 Foundations • 3.4.1 Bearing Value 3.4.2 Isolated Square Pad Footings 3.4.3 Foundation Settlement 3.4.4 Concrete Type 3.4 .5 Slabs -on -garde 3.5 Utility Trench Bachll 3.6 Seismic Design and Construction 3.7 Surface and Subsurface Drainage Provisions 3.8 Conventional Retaining Wall 3.9 Concrete Driveway 3.10 Strom Water Management . 13.11 Observation and Testing Illustrations Appendix A Field Exploration Appendix B ' Laboratory Testing Appendix C References Appendix D General Earthwork & Grading Specifications Project No. A-6577-17 4 Geneve, Newport Beach, California Soil and Foundation Evaluation Report Proposed Residential Building Site Improvement 4 Geneve, Newport Beach, California LIMITATIONS Page: 4 Between exploratory excavations and/or field testing locations, all subsurface deposits, consequent of their anisotropic and heterogeneous characteristics, can and will vary in many important geotechnical properties. The results presented herein are based on the information in part furnished by others and as generated by this firm, and represent our best interpretation of that data benefiting from a combination of our earthwork related construction experience, as well as our overall geotechnical knowledge. Hence, the conclusions and recommendations expressed herein are our professional opinions about pertinent project geotechnical parameters which influence the understood site use; therefore, no other warranty is offered or implied. All the findings are subject to field modification as more subsurface exposures become available for evaluations. Before providing bids, contractors shall make thorough explorations and findings. Soil Pacific hic., is not responsible for any financial gains or losses accrued by persons/firms or third party from this project. In the event the contents of this report are not clearly understood, due in part to the usage of technical terms or wording, please contact the undersigned in writing for clarification. L Project No. A-6577-17 Page: 5 4 Geneve, Newport Beach, California SECTION 1.0 PRELIMINARY EVALUATION 1.1 Site Description The area covered by our investigation consists of a property located at 4 Geneve, Newport Beach, California, in a residential zone of the City of Newport Beach. The property is located within western flanks of San Joaquin Hills of the City of Newport Beach in a upscaled gated community. Subject property is a developed residential building with attcahed garage, front yard, backyard, main building and indoor large swimming pool located at the basement level of the structure. Adjacent properties are residential properties at the north and east sides. The property at the west side is limited by community green belt. Site access is through east side (Geneve ). Item property elevation is in the order of 580 feet above MSL. Site sheet flow is toward the west. 1.2 Planned Land Use It is understood that the proposed construction will consist of a garage addition by backfilling of the pool structure at basement level and extending the balcony in order to construct a new uncovered infinity pool or pond at the west side of the lot. 1.3 Field Exploration A subsurface exploration program was performed under the direction of our staff engineer from SPI in November 2017. The exploration involved the excavation of two (2) exploratory borings (B-1 and B-2). Borings were limited to 10 feet below the lowest grade level within the property line (5 feet below the existing concrete deck or decking retaining wall). The borings were advanced utilizing a hand auger boring due to limitation of access. Earth materials encountered within the exploratory borings were classified and logged by the field engineer in accordance with the visual -manual procedures of the Unified Soil Classification System (USCS), ASTM Test Standard D2488. Following our exploration, borings were loosely backfilled with the soil cuttings. The approximate locations of the exploratory borings are shown on the Exploration Location Map Figure A-1-1. Descriptive boring logs are presented in Appendix A. 1.4 Laboratory Testing 1.4.1. Classification Soils were classified visually according to the Unified Soil Classification System. Moisture content and dry density determinations were made for the samples taken at various depths in the exploratory excavations. Results of moisture -density and dry -density determinations, together with classifications, are shown on the boring logs, Appendix A. Project No. A-6577-17 4 Geneve, Newport Beach, California 1.4.2 Expansion Page: 6 An expansion index test was performed on a representative sample of on -site soils at proposed grade in accordance with the California Building Code. Expansion potential of (EI=O) indicated very low or no expansion potential for the on -site native sandy soils at 2-4 feet. 1.4.3 Direct Shear Shear strength parameters are determined by means of strain -controlled, double plain, direct shear tests performed in general accordance with ASTM D-3080. Generally, three or more specimens are tested, each under a different normal load, to determine the effects upon shear resistance and displacement, and strength properties such as Mohr strength envelopes. The direct shear test is suited to the relatively rapid determination of consolidated drained strength properties because the drainage paths through the test specimen are short, thereby allowing excess pore pressure to be dissipated more rapidly than with other drained stress tests. The rate of deformation is determined from the time required for the specimen to achieve fifty percent consolidation at a given normal stress. The test can be made on all soil materials and undisturbed, remolded or compacted materials. There is however, a limitation on maximum particle size. Sample displacement during testing may range from 10 to 20 percent of the specimen's original diameter or length. The sample's initial void ratio, water content, dry unit weight, degree of saturation based on the specific gravity, and mass of the total specimen may also be computed. The shear test results are plotted on the attached shear test diagrams and unless otherwise noted on the shear test diagram, all tests are performed on undisturbed, saturated samples. Project No. A-6577-17 Page: 7 4 Geneve, Newport Beach, California Fig. 1: Site aerial photo. I i Project No. A-6577-17 Page: 8 4 Geneve, Newport Beach, California i Figure 2: Site Topographic Map (USGS RAGS) -M s MA70 « @� } � y« ItAIA �.. 4¥ v ft. « Project No. A-6577-17 Page: 10 4 Geneve, Newport Beach, California Section 2.0 Conclusions The proposed construction is considered feasible from a soils engineering standpoint. All earthwork should be performed in accordance with applicable engineering recommendations presented herein or applicable Agency Codes, whichever are the most stringent. 2. 1 Earth Materials The thin surficial soils are mostly light brown fine to coarse grained sandy and silty sand soils The topsoil/fill mantel is thin and may be limited to .5 feet. Underlaying native materials are damp. Maximum depth of explored boring at the site is 10 feet. Encountered soils are described as Very Old Paralic deposits (middle to early Pleistocene) silty sand and sandy materials. 2.2 Foundations All newly designed isolated pad or continuous foundation must be embedded into firm and approved native soils at a minimum of 2 feet below the native soils grade. All foundation will be embedded into the same type of soils. Cut and fill transition is not allowed. Review of the proposed site improvement indicated that the proposed infinity pool will be placed on backyard decking. The proposed pool should be placed on native sand soils. Therefore, deepend foundation or pile foundation may be designed to avoid cut and fill transition. The existing decking is constructed behind a retaining wall having 5 feet vertical height. Therefore, proposed pool can not surcharge the existing retaining wall. Pool loads should be transferred down to a minimum of 12 inches below the existing retaining wall foundation. 2.3 Bearing Materials The surficial soils are disturbed. Such materials are not considered a suitable material from geotechnical standpoint. 2.4 Groundwater The site is located within the south of Coastal Plain of Orange County, (California Department of Water Resources, [CDWR], 2016). Groundwater depth varies within the area and flow direction beneath the subject site is toward the south-southwest. No groundwater wells were listed on the property; however, several groundwater wells are listed in the site vicinity. During our investigation, free groundwater was not encountered within 10 feet of sub -surface exploration below the existing. The depth of groundwater may fluctuate depending upon the time and period of the year. Project No. A-6577-17 4 Geneve, Newport Beach, California 2.5 CBC Seismic Design Parameters Page: 11 Earthquake loads on earthen structures and buildings are a function of ground acceleration, which may be determined from the site -specific acceleration response spectrum. To provide the design team with the parameters necessary to construct the site -specific acceleration response spectrum for this project, we used two computer applications that are available on the United States Geological Survey (USGS) website, http://geohazards.usgs.gov/. Specifically, the Design Maps website http://geohazards.usgs.gov/designmaps/us/application.php was used to calculate the ground motion parameters. And, the 2008 PSHA Interactive Deaggregation websitehttp://geohazards.usgs.gov/deaggint/2008/ was used to determine the appropriate earthquake magnitude. The printout attached in Appendix C provides parameters required to construct the site -specific acceleration response spectrum based on the 2014 CBC guidelines. 2.6 Chemical Contents Chemical testing for detection of hydrocarbon or other potential contamination is beyond the scope of this report. 2.7 Liquefaction Study/ Secondary Seismic Hazard Zonation Based on our review of the published 7.5-minute quadrangle Hazard maps, the subject site is not located within an area having a potential for Liquefaction susceptibility. Liquefaction occurs when seismically -induced dynamic loading of a saturated sand or silt causes pore water pressures to increase to levels where grain -to -grain contact pressure is significantly decreased and the soil material temporarily behaves as a viscous fluid. Liquefaction can cause settlement of the ground surface, settlement and tilting of engineered structures, flotation of buoyant buried structures and fissuring of the ground surface. A common manifestation of liquefaction is the formation of sand boils (short-lived fountains of soil and water emerges from fissures or vents and leave freshly deposited conical mounds of sand or silt on the ground surface). Lateral spreading can also occur when liquefaction occurs adjacent to a free face such as a slope or stream embankment. The types of seismically induced flooding that maybe considered as potential hazards to a particular site normally includes flooding due to a tsunami (seismic sea wave), a seiche, or failure of a major reservoir or other water retention structure upstream of the site. Since the site has an average elevation of approximately 580 feet above sea level, and since it does not lie in close proximity to an enclosed body of water, the probability of flooding from a tsunami or seiche is considered to be low. In addition, the site is not located within a designated tsunami inundation area Project No. A-6577-17 Page: 13 4 Geneve, Newport Beach, California Section 3.0 Recommendations Based on our exploration, and experience with similar projects, the proposed construction is considered feasible from a soils engineering standpoint providing the following recommendations are made part of the plans and are implemented during construction. 3.1 Clearing and Site Preparation The grading plan is not avilble for review at this time. However based on proposed site improvement the existing pool structure will be demolished. The following recommendations in part should be part of grading plan. 1- Properly disconnect and remove all electrical line, conduit, gas line and water line connecting the pool. 2- Break and remove the decking and pool shell (grade and bond beam ) to a minimum of 18 inches below existing grade. 3- Break or puncture several holes in the bottom of the pool structures. The holes should breach the spool shell and conduct drain water below the pool shell. 4- The demolished debris can not be used to backfill the pool. Only the pieces smaller than 5 inches may be used as backfill materials. 5- The backfill materials shall consist of granular materials composed of 3/4 inch gravel single size to a minimum of 6 inches depth. The borrowed sandy soils having SE greater or equal to 30 may be used for backfill. The backfill soils shall be compacted to a minimum of 90% relative compaction. 6-As an standard procedure, upon demolishing and punching the holes at the bottom of the pool, soils engineer will inspect the bottom of excavation prior to start of the backfill. 7- Other necessary steps should be performed prior to field work such as permitting from the City and scheduling of soil engineer representative and City Inspector to observe the finalizing of the demolition and backfill processes, as necessary. The proposed fill shall be considered structural fill, therefore the following recommendations should be part of grading ordinance during the backfill of the pool cluster.. 1. The areas to receive compacted fill should be stripped of construction debris and trashes, non engineered fill, left in place incompetent material up to approved soils. If soft spots are encountered, a project soil engineer will evaluate the site conditions and will provide necessary recommendations. 2- The pool destruction and removal of the pool shell to -3 feet should be achieved in a manner to not undermine the existing building foundation. 3. In order to the expedite the backfill operation of the pool cluster, alternatively the pool ca be backfill with 4-5 sack slurry mixed. I' Project No. A-6577-17 Page: 14 4 Geneve, Newport Beach, California 4. Compacted fill, consisting of on -site soil shall be placed in lifts not exceeding 6 inches in uncompacted thickness. Only sandy borrowed materials are considered satisfactory for reuse in the fill if the moisture content is near optimum. Any organic material and construction debris should be removed and shall be segregated. Any imported fill should be observed, tested, and approved by the soils engineer prior to use as fill. Rocks larger than 6 inches in diameter should not be used in the fill. 5. The fill should be compacted to at least 90 percent of the maximum dry density for the material. The maximum density should be determined by ASTM Test Designation D 1557-00. 6. Field observation and compaction testing during the grading should be performed by a representative of Soil Pacific Inc. to assist the contractor in obtaining the required degree of compaction and the proper moisture content. Where compaction is less than required, additional compaction effort should be made with adjustment of the moisture content, as necessary, until a minimum of 90 percent relative compaction is obtained. The contractor is encouraged to survey the adjacent building elements and note any existing distress on the walls or building structure if there are any. In such case, the contractor must note the observed distress and notify the owner in writing. 3.2 Site Preparation and Excavations During earthwork construction, all remedial removals, and the general grading and construction procedures of the contractor should be observed, and the fill selectively tested by a representative of this office. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and if warranted, additional recommendations will be offered. 3.3 Stability of Temporary Cuts The stability of temporary cuts required during the removal process depends on many factors, including the slope angle, the shearing strength of the underlying materials, the height of the cut, and the length of time the excavation remains open and exposed to equipment vibrations and rainfall. The geotechnical consultant should be present to observe all temporary excavations at the site. The possibility of temporary excavations failing may be minimized by: 1) keeping the time between cutting and filling operations to a minimum; 2) limiting excavation length exposed at any one time; and, 3) cutting no steeper than a 1: 1 (h:v) inclination for cuts in excess of 4 feet in height. 4) or shoring prior to cut. Project No. A-6577-17 4 Geneve, Newport Beach, California 3.4 Foundations Page: 15 The following recommendations may be used in preparation of the design and construction of the foundation system. 3.4.1 Bearing Value The allowable bearing value for conventional footings, having a minimum width of 18 inches and a minimum embedment of 24 inches embedded into approved competent materials should not exceed 2000 pounds per square foot. This value may be increased by one-third for short duration (wind or seismic) loading. 3.4.2 Isolated Square Pad Footings The proposed structure can be adequately supported by shallow spread footing or isolated footings. The minimum embedment for individual pad footings should be 24 inches below the lowest adjacent grade. Allowable bearing value is 2000 psf to a maximum of 4000 psf. The bearing value maybe increased by 1/3 when considering short duration seismic or wind loads. hi order to reduce the liquefaction effect, the project structural engineer must tie all perimeter rebars structurally. 3.4.3 Foundation Settlement Based upon anticipated structural loads, the total settlement for the proposed foundation is not expected to exceed 1 inch at design load. Differential settlement between adjacent footings and lateral displacement of lateral resisting elements should not exceed .5 inch. 3.4.4 Concrete Type Based on experience with similar projects in the area, Type II concrete should be used. 3.4.5 Slabs -on -grade If Slabs -on -grade is designed then it should be a minimum of 4 inches in nominal thickness. Slab areas that are to be carpeted or tiled, or where the intrusion of moisture is objectionable, should be underlain by a moisture barrier consisting of 15-mil Visqueen, properly protected from puncture by four inches of gravel per Calgreen requirements. 3.5 Utility Trench Backfill Utility trenches backfill should be placed in accordance with Appendix D. It is the owners' and contractors' responsibility to inform subcontractors of these requirements and to notify Soil Pacific hic when backfill placement is to begin. f Project No. A-6577-17 4 Geneve, Newport Beach, California 3.6 Seismic Design and Construction Page: 16 Construction should be in conformance with seismic design parameters of the latest edition of California Building Code (C.B.C.) Please refer to the Appendix C for closest faults and other related seismic design parameters. 3.7 Surface and Sub -surface Drainage Provisions Proper surface drainage gradients are helpful in conveying water away from foundations and other improvements. Subsurface drainage provisions are considered essential in order to reduce pore - pressure build-up behind retaining structures. Ponding of water enhances infiltration of water into the local soils, and should not be allowed anywhere on the pad. 3.8 Conventional Retaining Wall If a conventional retaining wall is planned, the following design criteria may be used: 1) Where a freestanding structure is proposed, a minimum equivalent fluid pressure, for lateral soil loads, of 36 pounds per cubic foot, may be used as design for onsite non -expansive granular soils conditions and level backfill (10:1 or less). If the wall is restrained against free movement (= t 1 % of wall height) then the wall should be designed for lateral soil loads approaching the at -rest condition. Thus, for restrained conditions, the above value should be increased to 55 pcf. In addition, all retaining structures should include the appropriate allowances for any anticipated surcharge loads. 2) An allowable soil bearing pressure of2000lbs. per square foot maybe used in design for footings embedded to a minimum of 24 inches below the lowest adjacent competent grade. 3) A friction coefficient of 0.4 between concrete and natural or compacted soil and a passive bearing value of 407 lbs. per square foot per foot of depth, up to a maximum of 2,000 pounds per square foot at the bottom excavation level may be employed to resist lateral loads. Back drain system will consist of a free -draining material made up of at least 1 cubic foot of 3/4-inch crushed rock/gravel around pipe drains. If an open space greater than 1 foot exists between the back of the wall and the soil face, gravel backfill should be compacted by vibration. An impervious soil cap should be provided at the top of the wall backfill to prevent infiltration of surface water into the back drain system. The cap may be a combination of concrete and/or compacted fine grained soils. The compacted backfill soil cap should be at least 1 foot thick when used in conjunction with a concrete slab type cap and at least 2 feet thick when used exclusively. Any surcharges such as traffic and adjacent building loads shall be computed and adhered into the design by the structural engineer justification. Project No. A-6577-17 4 Geneve, Newport Beach, California 3.9 Concrete Driveway Page: 17 1. The subgrade soils for all flatwork should be checked to have a minimum moisture content of 2 percentage points above the optimum moisture content to a depth of at least 18 inches. 2. Local irrigation and drainage should be diverted from all flatwork areas. Area drains and swales should be utilized to reduce the amount of subsurface water intrusion beneath the foundation and flatwork areas. Planter boxes adjacent to buildings should be sealed on the bottom and edges to retard intrusion of water beneath the structure. 3. The concrete flatwork should have enough cold joints to prevent cracking. Adequate reinforcement considering the expansion potential is required. A minimum of rebar no. 3 placed at 18 inches on center most be used. 4. Surface and shrinkage cracking of the finished slab may be significantly reduced if a low slump and water -cement ratio is maintained during concrete placement. Excessive water added to concrete prior to placement is likely to cause shrinkage cracking. 5. Construction joints and saw cuts should be designed and implemented by the concrete contractor or design engineer based on the medium expansive soil conditions. Maximum joint spacing should not exceed 8 feet in any direction. 6. Patio or driveway sub -grade soil should be compacted to a minimum of 90 percent to a depth of 18 inches. All run-off should be gathered in gutters and conducted off site in a non -erosive manner. Planters located adjacent to footings should be sealed and leach water intercepted. 3.10 Storm Water Management Based on a single wall percolation method, the percolation rate was an average of 15 inch per hour without including the safety factor/s. The measured percolation rate using a factor of safety indicates that the maximum rate of calculated absorption is on on -site soils is 5 inch per hour. 3.11 Observation and Testing It is recommended that Soil Pacific Inc. be present to observe and test during the following stages of construction: O Site grading to confirm proper removal of unsuitable materials and to observe and test the placement of fill. Project No. A-6577-17 Page: 18 4 Geneve, Newport Beach, California O Inspection of all foundation excavations prior to placement of steel or concrete. ❑ During the placement of retaining wall sub -drain and backfill materials. O Inspection of all slab -on -grade areas prior to placement of sand, Visqueen. O After trenches have been properly backfilled and compacted. O When any unusual conditions are encountered. Log of Sub -surface Exploration Std. Pen Drive USCS Letter Equipment Type: ASM Boring # B-1 Wt: BulkBag Drop: Graphic C / S p Laboratory Diameter:4" Logged by:A.SH. Date:11/19/17 Ring Depth: 10 feet G.water: - feet Backfilled:Y Elev. (feet) Moister Dry N Reading Description of Earth Materials - SM Light brown, brown fine to corase grained silty sand. Top - soildamp. - _ 8.5 107.8 Light brown, brown fine to coarse grained sand with some silt, 5 - SM damp, native and dense. _ 6.1 110.4 - SM Brown, light brown fine to medium grained sand, silty sand 10 5.8 111.6 dense and damp. 15- 20- _ End of subsurface exploration 10 feet. 25- 30- 35- 40- Log depicts conditions at the time and location drilled. Soil Pacific Inc. Geotechnical and Environmental Services Log of Sub -surface Exploration Std. Pen Drive USCS Letter Equipment Type: ASM Boring # B-2 Wt: Bulk/Bag Drop: Graphic Laboratory Diameter: 4" Logged by: A.SH. Date:11/19/17 Ring Depth: 10 feet G.water: - feet Backfilled:Y C / S p Elev. Moistur Dry Description of Earth Materials (feet) N Reading — SM Light brown, brown fine to corase grained silty sand. Top - 8.0 108.8 soildamp. — Light brown, brown fine to coarse grained sand with some silt, 5 — SM damp, native and dense. - SM Brown, light brown fine to medium grained sand, silty sand 10 dense and damp. 15- 20— _ End of subsurface exploration 10 feet. 25- 30- 35- 40— Log depicts conditions at the time and location drilled. Soil Pacific Inc. Geotechnical and Environmental Services IJ H I l_1 J.O. A-6577-17 3 w 2 y I r (DD z W u� 1.5 z H Cc a w co 1 .5 0 0 A P FP E= N O S X SHEAR TEST DIAGRAM DATE 11/19/17 B-2 at 4 Sand COHESION PHI = 33 eet 225 PSF EGREES 5 1.0 1.5 2.0 2.5 3.0 NORMAL PRESSURE KSF PLATE A F� F= E_= N ED =>G BEARING VALUE ANALYSIS J.O. A-6577-17 DATE 11/19/17 COHESION = 225 PSF GAMA = 120 PCF PHI = 33 DEGREES DEPTH OF FOOTING = 1.5 FEET BREADTH OF FOOTING = 1.25 FEET FOOTING TYPE = CONTINUOUS BEARING CAPACITY FACTORS Nc = 38.6 Nq = 26.1 Ng = 29.5 FOOTING COEFFICIENTS K1 = 1 K2 - .5 REFERENCE: TERZAGHI G PECK. 1987; 'SOIL MECHANICS IN ENGINEERING PRACTICE'; PAGES 217 TO 225. FORMULA ULIMATE BEARING = (K1 * Nc x CI + (K2 * GA r Ng a.61 + (Ng s SA r O) = 15605.5 ALLOWABLE BEARING = ULTIMATE BEARING. - 5201.8 3 THE ALLOWABLE BEARING VALUE SHOULD NOT EXCEED 5201.8 PSF. DESIGN SHOULD CONSIDER EXPANSION INDEX. PLATE i X SKIN FRICTION ANALYSIS J.O. A-6577-17 DATE 11/19/17 COHESION = 225 PSF GAMA = 120 PCF PHI = 33 DEGREES COEFFICIENT OF LATERAL EARTH PRESSURE AT FIXITY = .4 DEPTH TO FIXITY = 10 FEET REFERENCE: TERZAGHI 6 PECK: 1967. 'SOIL MECHANICS IN ENGINEERING PRACTICE': PAGES 225-227 FORMULA APPROXIMATE SKIN FRICTION = CO + ((GA x Z s LP) x TANWHII) = 537 THE SKIN FRICTION ACTING ON THE PILE AT FIXITY IS APPROXIMATELY 537 PSF. ALL RECOMMFNDATIONS OF OUR REPORT SHOULD BE INCORPORATED INTO THE PLANS. PLATE A P F� E= N ED = X BEARING VALUE ANALYSIS J.O. A-6577-17 COHESION = 225 PSF GAMA = 120 PCF DEPTH OF FOOTING = 2 FEET BREADTH OF FOOTING = 2 FEET FOOTING TYPE = SQUARE DATE 11/19/17 PHI = 33 DEGREES BEARING CAPACITY FACTORS Nc = 38.6 Np = 26.1 Ng = 29.5 FOOTING COEFFICIENTS K1 = 1.2 K2 = .4 REFERENCE', TERZAGHI S PECK. 1957: 'SOIL MECHANICS IN ENGINEERING PRACTICE': PAGES 217 TO 225. FORMULA ULIMATE BEARING = (K1 � Nc x Cl + (K2 x GA x Ng x 8) + (Ng X GA * O) = 19530 ALLOWABLE BEARING = ULTIMATE BEARING.=_ fi510 3 THE ALLOWABLE BEARING VALUE SHOULD NOT EXCEED 6510 PSF. DESIGN SHOULD CONSIDER EXPANSION INDEX. PLATE A P P E= N O = X TEMPORARY BACKCUT STABILITY J.O. A-6577-17 DATE 11/19/17 COHESION = 225 PSF GAMA = 120 PCF PHI = 33 DEGREES CUT HEIGHT = 4 FEET SLOPE ANGLE OF BACKFILL = 12 DEGREES ASSUMED FAILURE ANGLE = 52 DEGREES SOIL TYPE = Sand PORE PRESSURE NOT CONSIDERED FORMULA SAFETY FACTOR = (C x L) + (GA * AREA s C05 (Z) * TAN (PH11 l - 2.44 GA X AREA a SIN M 2 = FAILURE ANGLE SINCE THE SAFETY FACTOR OF 2.44 IS GREATER THAN THE REQUIRED 1.25, THE TEMPORARY EXCAVATION IS CONSIDERED TO BE STABLE. PLATE r Earth Pressure Calculations Soil Strength Parameters 33 y := 120 Active : ri Ka := tanLl 45 — 2� ' (T'8_05)]Z Active earth Presure Ka = 0.295 Pa := Ka • y slope angle range, degrees Pa = 35.376 LEVEL BACKFILL BEHIND WALL Pa = 35.376 Pal := Pa 1.08 5:1 BACKFILL BEHIND WALL Pa18 = 38.206 Pa18 := Pa 1.22 3:1 BACKFILL BEHIND WALL Pal = 43.159 Pa39 := Pa • 1.48 2:1 BACKFILL BEHIND WALL Pa39 = 52.357 Passive rr Kp := tan[(45 + ) (180)]2 Kp = 3.392 Pasive Earth Presure Pp:=Kp•7 Pp = 407.054 Atrest Kat := 1 — sin( 180) Kat = 0.455 Pat := Kat • y Pat = 54.643 i-- 1112412017 Design Maps Summary Report MUM Design Maps Summary Report User -Specified Input j Report Title A-6577-17 Fri November 24, 2017 17:56:35 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.615210N, 117.84619°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 1.621 g Sns = 1.621 g Ses = 1.081 g Sl = 0.588 g SMl = 0.882 g Sol = 0.588 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCEe Ruaponsu Spectrum 0usogn Ruspunsu Spucti urn Peaod, r (eec9 Fenotl,T (aetJ For PGA, T, Cas, and Cai values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. - https://earthquake.usgs.gov/cn2ldesignmaps/us/summary.php?template=minimal&latitude=33.615207&longitude=-117.846187&siteclass=3&riskcateg... 1/1 11/2412017 Design Maps Detailed Report Design Maps Detailed Report ASCE 7-10 Standard (33.61521°N, 117.846191W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain S,). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1 t21 Ss = 1.621 g From Figure 22-2 [21 S, = 0.588 g Section 11.4.2 — Site Class The authority having jurisdiction (not the USGS), site -specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20, Table 20.3-1 Site Classification Site Class vs W or W,, s„ A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w > 40%, and • Undrained shear strength s, < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s llb/ft2 = 0.0479 kN/m2 https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=33.615207&longitude=-117.846187&siteclass=3&riskcategory... 1 /6 I 11/2412017 Design Maps Detailed Report j Section 11.4.3 - Site Coefficients and Risk -Targeted Maximum Considered Earthquake (.MCE.) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient F. Site Class Mapped MCE o Spectral Response Acceleration Parameter at Short Period Ss <- 0.25 Ss = 0.50 Ss = 0.75 S, = 1.00 Ss >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SS For Site Class = D and Ss = 1.621 g, F. = 1.000 Table 11.4-2: Site Coefficient F„ Site Class Mapped MCE a Spectral Response Acceleration Parameter at 1-s Period S, <_ 0.10 S, = 0.20 S, = 0.30 S, = 0.40 S, >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S, = 0.588 g, F„ = 1.500 l_. l https://ea rlhq uake. usg s.gov/cn2/designmaps/us/report.php?template=minimal &latitude=33.615207&longitude=-117.846187&siteclass=3&riskcategory... 216 - 11/24/2017 Design Maps Detailed Report Equation (11.4-1): SMs = FaSS = 1.000 x 1.621 = 1.621 g Equation (11.4-2). SM, = F S, = 1.500 x 0.588 = 0.882 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): SoS = % Sws = % x 1.621 = 1.081 g Equation (11.4-4): Sp, = % SM, = % x 0.882 = 0.588 g Section 11.4.5 — Design Response Spectrum From Figure 22-12 t31 TL = 8 seconds - Figure 11.4-1: Design Response Spectrum T<T.:S.=8oai0.4+DAT1T.) T STST •S =S 1 z s • a nz I 1 Ta<T5T,:S.=S011T T>T,:S.=SDITL/T2 M I I .S G _.95Rn 1 1 1 1 I 1 1 I 1 I s 1 � I 1 yl I I I IR I I I I I I I I I 1 I I I 1 I I 1 I 1 I ;I 1 :�-0.1DID -..-n5ce I:DJD I Penod. t(amc) ` https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=33.615207&longitude=-117.846187&siteclass=3&riskcategory... 3/6 11/24/2017 Design Maps Detailed Report Section 11.4.6 — Risk -Targeted Maximum Considered Earthquake (MCEk) Response Spectrum The MCEa Response Spectrum is determined by multiplying the design response spectrum above by 1.5. S,,- 1.621 Tc Pency i (sec) https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=33.615207&longitude=-117.846187&siteclass=3&riskcategory... 4/6 (- 11/24/2017 Design Maps Detailed Report Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7 t41 PGA = 0.648 Equation (11.8-1): PGAM = FPOAPGA = 1.000 x 0.648 = 0.648 g Table 11.8-1: Site Coefficient F11A Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA <_ PGA = PGA = PGA = PGA >t 0.10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.648 g, FpOA = 1.000 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site -Specific Ground Motion Procedures for Seismic Design) i From Figure 22-17 [s1 CRs = 0.927 From Figure 22-18161 CR1 = 0.955 https://earthquake.usgs.gov/cn2/design maps/us/report.php?template=minimal&latitude=33.615207&longitude=-117.846187&siteclass=3&dskeategory... 516 11/24/1017 Design Maps Detailed Report Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Desiqn Cateqory Based on Short Period Response Acceleration Parameter VALUE OF Sos RISK CATEGORY I or II III IV SDI < 0.167g A A A 0.167g <_ SDI < 0.33g B B C 0.339 <_ SDs < O.50g C C D 0.50g 5 Sos D D D For Risk Category = I and SDI = 1.081 g, Seismic Design Category = D Table 11.6-2 Seismic Desiqn Cateqory Based on 1-S Period Response Acceleration Parameter VALUE OF SDI RISK CATEGORY I or II III IV SDI < 0.067g A A A 0.067g 5 SDI < 0.133g B B C 0.133g <_ SDI < 0.20g C C D 0.20g <_ SDI D D D For Risk Category = I and SDI = 0.588 g, Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-l.pdf 2. Figure 22-2: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf 4. Figure 22-7: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf 5. Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf 6. Figure 22-18: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1S.pdf I hops://earthqua ke.usgs.gov/cn2/designmaps/us/report.php?template=minimal &latitude=33.615207&long itude=-117.846187&siteclass=3&riskcategory... 6/6 GENERAL EARTHWORK AND GRADING SPECIFICATIONS L GENERAL INTENT These specifications present general procedures and requirements for grading and earthwork as shown on the approved grading plans, including preparation of areas to be filled, placement of fill, installation ofsubdrains, and excavations. The recommendations contained in the geotechnical report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations of the geotechnical report. 2.EARTHWORK OBSERVATION AND TESTING Prior to the commencement of grading, a qualified geotechnical consultant (soils engineer and engineering geologist, and their representatives) shall be employed for the purpose of observing earthwork and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. It will be necessary that the consultant provide adequate testing and observation so that he may determine that the work was accomplished as specified. It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes so that he may schedule his personnel accordingly. It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If in the opinion of the consultant, unsatisfactory conditions, such as questionable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the consultant will be empowered to reject the work and recommend that construction be topped until the conditions are rectified. Maximum dry density tests used to determine the degree of compaction will be performed in accordance with the American Society of Testing and Materials tests method ASTM D 1557-00. 3.0 PREPARATION OF AREAS TO BE FILLED 3.1 Clearing and Grubbing: All brush, vegetation and debris shall be removed or piled and otherwise disposed of. 3.2 Processing: The existing ground which is determined to be satisfactory for support of fill shall be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform and free of uneven features which would inhibit uniform compaction. 3.3 Overexcavation: Soft, dry, spongy, highly fractured or otherwise unsuitable ground, extending to such a depth that the surface processing cannot adequately improve the condition, shall be overexcavated down to firm ground, approved by the consultant. j 3.4 Moisture Conditioning: Overexcavated and processed soils shall be watered, dried -back, blended, and/or mixed, as required to attain a uniform moisture content near optimum. 3.5 Recompaction: Overexcavated and processed soils which have been properly mixed and moisture- conditioned shall be recompacted to a minimum relative compaction of 90 percent. 3.6 Benching: Where fills are to be placed on ground with slopes steeper than 5: 1(horizontal to vertical units), the ground shall be stepped or benched. The lowest bench shall be a minimum of 15 feet wide, shall be at least 2 feet deep, shall expose firm material, and shall be approved by the consultant. Other benches shall be excavated in firm material for a minimum width of 4 feet. Ground sloping flatter than 5 : 1 shall be benched or otherwise overexcavated when considered necessary by the consultant. 3.7 Approval: All areas to receive fill, including processed areas, removal areas and toe -of -fill benches shall be approved by the consultant prior to fill placement. 4.0 FILL MATERIAL 4.1 General: Material to be placed as fill shall be free of organic matter and other deleterious substances, and shall be approved by the consultant. Soils of poor gradation, expansion, or strength characteristics shall be placed in areas designated by consultant or shall be mixed with other soils to serve as satisfactory fill material. 4.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 12 inches, shall not be buried or placed in fills, unless the location, materials, and disposal methods are specifically approved by the consultant. Oversize disposal operations shall be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 feet vertically of finish grade or within the range of future utilities or underground construction, unless specifically approved by the consultant. 4.3 Import: If importing of fill material is required for grading, the import material shall meet the requirements of Section 4. 1. i 5.0 FILL PLACEMENT AND COMPACTION 5.1 Fill Lifts: Approved fill material shall be placed in areas prepared to receive fill in near -horizontal layers not exceeding 6 inches in compacted thickness. The consultant may approve thicker lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to attain uniformity of material and moisture in each layer. 5.2 Fill Moisture: Fill layers at a moisture content less than optimum shall be watered and mixed, and wet fill layers shall be aerated by scarification or shall be blended with drier material. Moisture -conditioning and mixing of fill layers shall continue until the fill material is at a uniform moisture content or near optimum. 5.3 Compaction of Fill: After each layer has been evenly spread, moisture conditioned, and mixed, it shall be uniformly compacted to not less than 90 percent of maximum dry density. Compaction equipment shall be adequately sized and shall be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree of compaction. 5.4 Fill Slopes: Compaction of slopes shall be accomplished, in addition to normal compacting procedures, by backfilling of slopes with sheepsfoot rollers at frequent increments of 2 to 3 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the slope out to the slope face shall be at least 90 percent. 5.5 Compaction Testing: Field tests to check the fill moisture and degree of compaction will be performed by the consultant. The location and frequency of tests shall be at the consultant's discretion. In general, the tests will be taken at an interval not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of embankment. 6.0 SUBDRAIN INSTALLATION Subdrain systems, if required, shall be installed in approved ground to conform to the approximate alignment and details shown on the plans or herein. The subdrain location or materials shall not be changed or modified without the approval of the consultant. The consultant, however, may recommend and upon approval, direct changes in subdrain line, grade or material. All subdrains should be surveyed for line and grade after installation, and sufficient time shall be allowed for the surveys, prior to commencement of filling over the subdrains. 7.0 EXCAVATION ! Excavation and cut slopes will be examined during grading. If directed by the consultant, - further excavation or overexcavation and refilling of cut areas shall be performed, and/or remedial grading of cut slopes shall be performed. Where fill -over -cut slopes are to be graded, unless otherwise approved, the cut portion of the slope shall made and approved by i the consultant prior to placement of materials for construction of the fill portion ofe slope. 8.0 TRENCH BACKFILLS 8.1 Supervision: Trench excavations for the utility pipes shall be backfilled under engineering I supervision. 8.2 Pipe Zone: After the utility pipe has been laid, the space under and around the pipe shall be backfilled with clean sand or approved granular soil to a depth of at least one foot over the top of the pipe. The sand backfill shall be uniformly jetted into place before the controlled backfill is placed over the sand. 8.3 Fill Placement:'The onsite materials, or other soils approved by the engineer, shall be watered and mixed as necessary prior to placement in lifts over the sand backfill. 8.4 Compaction: The controlled backfill shall be compacted to at least 90 percent of the maximum laboratory density as determined by the ASTM compaction method described above. 8.5 Observation and 'Testing: Field density tests and inspection of the backfill procedures shall be made by the soil engineer during backfilling to see that the proper moisture content and uniform compaction is being maintained. The contractor shall provide test holes and exploratory pits as required by the soil engineer to enable sampling and testing.