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Home My WebLink AboutCT 2019-0006; 2690 ROOSEVELT STREET; STRUCTURAL CALCULATIONS; 2023-01-05JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall Footing f'c = 4000 psiFooting Fy = 60000 psiFooting Unit Wt. = 150 lb/ft³Stem f'c = 4000 psiStem Fy = 60000 psiStem Unit Wt. = 150 lb/ft³ 8 in 3.67 ft 2.5 ft 0.5 ft 9 i n 6. 5 5 f t 5. 8 f t 1.5 ft 12 in 1. 5 f t 1.7 5 f t #4 @ 12 in (S&T)#4 @ 12 in Toe Bars: #4 @ 12 in Footing S/T Bars: #4 @ 12 in #4 @ 12 in (S&T)#4 @ 12 in Design Detail Check Summary Ratio Check Provided Required Combination ----- Stability Checks ----- 0.556 Overturning 2.16 1.20 1.0D + 1.0H + 0.6W 0.981 Sliding 1.22 1.20 1.0D + 1.0H + 0.6W 0.676 Bearing Pressure 2000 psf 1351 psf 1.0D + 1.0H + 0.6W0.392 Bearing Eccentricity 8.63 in 22 in 1.0D + 1.0H + 0.6W----- Toe Checks -----0.229 Shear 6.55 k/ft 1.5 k/ft 1.4D 0.447 Moment 5.04 ft·k/ft 2.26 ft·k/ft 1.2D + 1.6H + 1.0W 0.085 Min Strain 0.0469 0.0040 1.2D + 1.6H + 0.5W 0.000 Min Steel 0.02 in² 0 in² 1.2D + 1.6H + 0.5W1.000 Development 6 in 6 in 1.2D + 1.6H + 0.5W0.667 S&T Max Spacing 12 in 18 in 1.2D + 1.6H + 0.5W 0.972 S&T Min Rho 0.0019 0.0018 1.2D + 1.6H + 0.5W ----- Heel Checks ----- 0.112 Shear 4.25 k/ft 0.48 k/ft 1.4D 0.067 Moment 1.55 ft·k/ft 0.1 ft·k/ft 1.2D + 1.6H + 0.5W----- Stem Checks -----0.481 Moment 5.04 ft·k/ft 2.43 ft·k/ft 1.2D + 1.6H + 1.0W0.174 Shear 6.55 k/ft 1.14 k/ft 1.2D + 1.6H + 1.0W 0.085 Max Steel 0.0469 0.0040 1.2D + 1.6H + 0.5W 0.000 Min Steel 0.02 in²/in 0 in²/in 1.2D + 1.6H + 0.5W 1.000 Base Development 6 in 6 in 1.2D + 1.6H + 0.5W0.000 Horz Bar Rho 0.0000 0.0000 1.2D + 1.6H + 0.5W0.667 Horz Bar Spacing 12 in 18 in 1.2D + 1.6H + 0.5W Criteria Use basic criteria from common proje...Yes Building Code IBC 2018 Concrete Load Combs IBC 2018 (Strength) Masonry Load Combs ASCE 7-16 (ASD) Stability Load Combs IBC Retaining Wall St... Apply Sds Factor to Seismic Combin... No Restrained Against Sliding No Neglect Bearing At Heel No Use Vert. Comp. for OT No Use Vert. Comp. for Sliding No Use Vert. Comp. for Bearing Yes Use Surcharge for Sliding & OT Yes Use Surcharge for Bearing Yes Neglect Soil Over Toe No Neglect Backfill Wt. for Coulomb No Factor Soil Weight As Dead Yes Use Passive Force for OT Yes Assume Pressure To Top Yes Extend Backfill Pressure To Key Bott... No Use Toe Passive Pressure for Bearing No Required F.S. for OT 1.20 Required F.S. for Sliding 1.20 Has Different Safety Factors for Seis... Yes Seismic F.S. for OT 1.20 Seismic F.S. for Sliding 1.20 Allowable Bearing Pressure 2000 psf Req'd Bearing Location Over footing Wall Friction Angle 25° Friction Coefficent 0.35 Soil Reaction Modulus 172800 lb/ft³ QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 1 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall Loads 5. 8 f t 1.7 5 f t 6. 5 5 f t 4.8 f t J = 100 lb/ft³JEFP = 40 lb/ft³ 1.7 5 f t J = 300 lb/ft³JEFP = 120 lb/ft³ -600 psf Loading Options/Assumptions Passive pressure neglects top 1 ft of soil. Load Combinations IBC 2018 (Strength) 1.2D + 1.6H + 0.5W 1.2D + 0.9H + 0.5W 1.2D + 1.6H + 1.0W 1.2D + 0.9H + 1.0W 1.2D + 1.6H 1.2D + 0.9H 0.9D + 1.6H + 1.0W 0.9D + 0.9H + 1.0W 0.9D + 1.6H 0.9D + 0.9H 1.4D Load Combination Stem M-applied Stem M-allow Stem V-applied Stem V-allow Stem Min. ld Stem Actual ld Stem Min. strain Stem Actual strain Stem Min. steel (ft·k/ft)(ft·k/ft)(k/ft)(k/ft)(in)(in)(in²/in) 1.2D + 1.6H + 0.5W 2.25 5.04 1.11 6.55 6 6 0.0040 0.0469 0 1.2D + 0.9H + 0.5W 1.34 5.04 0.64 6.55 6 6 0.0040 0.0469 0 1.2D + 1.6H + 1.0W 2.43 5.04 1.14 6.55 6 6 0.0040 0.0469 0 1.2D + 0.9H + 1.0W 1.52 5.04 0.67 6.55 6 6 0.0040 0.0469 0 1.2D + 1.6H 2.08 5.04 1.08 6.55 6 6 0.0040 0.0469 0 1.2D + 0.9H 1.17 5.04 0.61 6.55 6 6 0.0040 0.0469 0 0.9D + 1.6H + 1.0W 2.43 5.04 1.14 6.55 6 6 0.0040 0.0469 0 0.9D + 0.9H + 1.0W 1.52 5.04 0.67 6.55 6 6 0.0040 0.0469 0 0.9D + 1.6H 2.08 5.04 1.08 6.55 6 6 0.0040 0.0469 0 0.9D + 0.9H 1.17 5.04 0.61 6.55 6 6 0.0040 0.0469 0 1.4D 0 0 0 0 6 6 0.0040 0.0469 0 Load Combination Stem Actual steel Heel M-applied Heel M-allow Heel V-applied Heel V-allow Toe M-applied Toe M-allow Toe V-applied Toe V-allow (in²/in)(ft·k/ft)(ft·k/ft)(k/ft)(k/ft)(ft·k/ft)(ft·k/ft)(k/ft)(k/ft) 1.2D + 1.6H + 0.5W 0.02 0.1 1.55 0.41 4.25 2.26 5.04 1.29 6.55 1.2D + 0.9H + 0.5W 0.02 0.1 1.55 0.41 4.25 2.26 5.04 1.29 6.55 1.2D + 1.6H + 1.0W 0.02 0.1 1.55 0.41 4.25 2.26 5.04 1.29 6.55 1.2D + 0.9H + 1.0W 0.02 0.1 1.55 0.41 4.25 2.26 5.04 1.29 6.55 1.2D + 1.6H 0.02 0.1 1.55 0.41 4.25 2.26 5.04 1.29 6.55 1.2D + 0.9H 0.02 0.1 1.55 0.41 4.25 2.26 5.04 1.29 6.55 0.9D + 1.6H + 1.0W 0.02 0.08 1.55 0.31 4.25 1.69 5.04 0.96 6.55 0.9D + 0.9H + 1.0W 0.02 0.08 1.55 0.31 4.25 1.69 5.04 0.96 6.55 0.9D + 1.6H 0.02 0.08 1.55 0.31 4.25 1.69 5.04 0.96 6.55 0.9D + 0.9H 0.02 0.08 1.55 0.31 4.25 1.69 5.04 0.96 6.55 1.4D 0.02 0.12 1.55 0.48 4.25 2.63 5.04 1.5 6.55 Strength Check Results Summary Load Combination Overturning Moment Resisting Moment Overturning F.S. Overturning F.S. Req'd Overturning F.S. Req'd Seismic Sliding Force Resisting Force Sliding F.S. (ft·k/ft)(ft·k/ft)(lb/in)(lb/in) 1.0D + 1.0H + 0.6W 2.11 4.55 2.159 1.200 1.200 74.5 91.16 1.224 1.0D + 1.0H 1.87 4.55 2.429 1.200 1.200 71.5 91.16 1.275 Load Combination Sliding F.S. Req'd Sliding F.S. Req'd Seismic Bearing Pressure Actual Bearing Pressure Allowable Bearing Eccentricity Actual Bearing Eccentricity Allowable Wall Top Actual Deflection (psf)(psf)(in)(in)(in) 1.0D + 1.0H + 0.6W 1.200 1.200 1351 2000 8.63 22 0.16 1.0D + 1.0H 1.200 1.200 1351 2000 8.63 22 0.16 Stability Check Results Summary QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 2 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall Backfill Pressure 5. 8 f t 1.7 5 f t 6. 5 5 f t 4.8 f t J = 100 lb/ft³JEFP = 40 lb/ft³-262 psf 6.5 5 f t 71.5 lb/in6.5 5 f t 2. 1 8 f t -232 psf 56.07 lb/in 1.9 3 f t Equivalent Fluid Pressure Vh H Jfluid 6.55 ft 40 lb ft³ / 262 psf = = = Lateral Earth Pressure Vh H Jfluid 5.8 ft 40 lb ft³ / 232 psf = = = Lateral Earth Pressure (stem only) QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 3 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall Passive Pressure 1.7 5 f t J = 300 lb/ft³JEFP = 120 lb/ft³ 270 psf 2. 2 5 f t 25.31 lb/in 0. 7 5 f t Equivalent Fluid Pressure Vh H Jfluid 2.25 ft 120 lb ft³ / 270 psf = = = Lateral Earth Pressure Manually Specified Lateral Stem Pressure -600 psf 60 lb/ft QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 4 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall Wall/Soil Weights 34.38 lb/in 48.33 lb/in 18.75 lb/in 24.17 lb/in 62.5 lb/in Bearing Pressure 1351 psf 188.1 lb/in 1.11 ft e = 8.63 in 65.84 lb/in F P R 0.350 188.1 lb in / 65.84 lb in / = = = Friction Bearing Pressure Calculation Contributing Forces Vert Force ...offset Horz Force ...offset OT Moment Backfill Pressure -0 lb/in - -71.5 lb/in 2.18 ft 22481 in·lb/ft Manual Lateral Pressure -0 lb/in - -5 lb/in 6.5 ft 4680 in·lb/ft Footing Weight -34.38 lb/in 1.83 ft 0 lb/in - -9075 in·lb/ft Stem Weight -48.33 lb/in 2.83 ft 0 lb/in - -19720 in·lb/ft Key Weight -18.75 lb/in 2 ft 0 lb/in - -5400 in·lb/ft Backfill Weight -24.17 lb/in 3.42 ft 0 lb/in - -11890 in·lb/ft Soil over toe Weight -62.5 lb/in 1.25 ft 0 lb/in --11250 in·lb/ft -188.12 lb/in -30174.09 in·lb/ft 30174.09 in·lb ft / - 188.12 lb in / - 1.11 ft = QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 5 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall Overturning Check Overturning Moments Force Distance Moment Backfill pressure (horz) 71.5 lb/in 2.18 ft 22481 in·lb/ft Manual lateral pressure 3 lb/in 6.5 ft 2808 in·lb/ft Total: 25289 in·lb/ft Resisting Moments Force Distance Moment Passive pressure @ toe 25.31 lb/in -0.75 ft -2733.75 in·lb/ft Footing Weight -34.38 lb/in 1.83 ft 9075 in·lb/ft Stem Weight -48.33 lb/in 2.83 ft 19720 in·lb/ft Key Weight -18.75 lb/in 2 ft 5400 in·lb/ft Backfill Weight -24.17 lb/in 3.42 ft 11890 in·lb/ft Soil over toe Weight -62.5 lb/in 1.25 ft 11250 in·lb/ft Total: 54601 in·lb/ft F.S. RM OTM 54601 in·lb ft / 25289 in·lb ft / 2.159 > 1.20 OK = = = Sliding Check Sliding Force(s) Backfill pressure 71.5 lb/in Manual lateral pressure 3 lb/in Total: 74.5 lb/in Resisting Force(s) Passive pressure @ toe 25.31 lb/in Friction 65.84 lb/in Total: 91.16 lb/in F.S. RF SF 91.16 lb in / 74.5 lb in / 1.224 > 1.20 OK = = = Bearing Capacity Check Bearing pressure < allowable (1351 psf < 2000 psf) - OK Bearing resultant eccentricity < allowable (8.63 in < 22 in) - OK Wall Top Displacement (based on unfactored service loads) Deflection due to stem flexural displacement 0.012 inDeflection due to rotation from settlement 0.148 inTotal deflection at top of wall (positive towards toe) 0.16 in Stability Checks [1.0D + 1.0H + 0.6W] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 6 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall 5.8 5.22 4.64 4.06 3.48 2.9 2.32 1.74 1.16 0.58 0-6 -5 -4 -3 -2 -1 0 Moment (ft·k/ft) Offset (ft) Moment a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = IMn I As fy da2 / - 0.90 0.02 in² in / 60000 psi 5.75 in 0.29 in 2 / - 5.04 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 0 ft from base a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = IMn I As fy da2 / - 0.90 0.02 in² in / 60000 psi 5.75 in 0.29 in 2 / - 5.04 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 4.8 ft from base a As fy 0.85 F'c 0 in² in / 60000 psi 0.85 4000 psi 0 in = = = IMn I As fy da2 / - 0.90 0 in² in / 60000 psi 5.75 in 0 in 2 / - 0 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 5.8 ft from base Stem Flexural Capacity QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 7 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall 5.8 5.22 4.64 4.06 3.48 2.9 2.32 1.74 1.16 0.58 0-8 -5.33 -2.67 0 2.67 5.33 8 Shear (k/ft) Offset (ft) Shear O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 5.75 in 8.73 k ft / = = = IVn I Vc 0.750 8.73 k ft / 6.55 k ft / = = = Shear Capacity (ACI 318-14 11.5.5.1, 22.5.1.1, 22.5.5.1) @ 0 ft from base O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 5.75 in 8.73 k ft / = = = IVn I Vc 0.750 8.73 k ft / 6.55 k ft / = = = Shear Capacity (ACI 318-14 11.5.5.1, 22.5.1.1, 22.5.5.1) @ 5.8 ft from base Stem Shear Capacity QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 8 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.5 in 6.64 in = = = 8db 80.5 in 4.0 minimum limit, does not control = = Main vertical stem bars (bottom end) - Development Length Calculation (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.3) \t 1.0 bars are not horizontal = \e 1.0 bar not epoxy coated = \s 0.80 bars are #6 or smaller = O 1.0 normal weight concrete = s2 / 12 in 2 / 6 in = = cover db 2 / + 2 in 0.5 in 2 / + 2.25 in = = cb 2.25 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr + db 2.25 in 0.0 + 0.5 in 4.50 = = ld 3.40 fy O F'c \t \e \s 2.5 db 3.40 60000 psi 1.0 4000 psi 1.0 1.0 0.80 2.5 0.5 in 11.38 in = = = 12 inch minimum controls Main vertical stem bars (top end) - Development Length Calculation (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.3) Stem Development/Lap Length Calculations QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 9 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall Design moment Mu for toe need not exceed moment at stem base: Mtoe 2.26 ft·k ft t Mstem / 2.25 ft·k ft / = = Mu 2.25 ft·k ft stem base moment controls / = Controlling Moment a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = IMn I As fy da2 / - 0.90 0.02 in² in / 60000 psi 5.75 in 0.29 in 2 / - 5.04 ft·k ft / = = = IMn 5.04 ft·k ft t Mu / 2.25 ft·k ft / = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 5.75 in 8.73 k ft / = = = IVn I Vc 0.750 8.73 k ft / 6.55 k ft / = = = IVn 6.55 k ft t Vu / 1.29 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.75 in 0.29 in 0.850 / 1 - 0.0469 = = = Ht 0.0469 t 0.004 = 9 Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) IMn 5.04 ft·k ft t 43 / Mu / 43 / 2.25 ft·k ft / 3 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) UST_prov ASTtsST 0.2 in² in / 9 in 12 in 0.0019 = = = UST_prov ASTtsST 0.2 in² in / 9 in 12 in 0.0019 = = = 0.0018 60000 fy 0.0018 60000 60000 psi 0.0018 = = UST_min 0.0018 = UST_prov 0.0019 t UST_min 0.0018 = = 9 18 inch limit governs sST_max 18 in = sST 12 in d sST_max 18 in = = 9 Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) MuIMn 2.25 ft·k ft / 5.04 ft·k ft / 0.4469 ratio to represent excess reinforcement = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.5 in 6.64 in = = = Factoring ldh by the excess reinforcement ratio 0.4469 per 25.4.10: ldh 2.97 in = 8db 80.5 in 4.0 minimum limit, does not control = = 6 inch minimum controls ldh_prov 6 in t ldh 6 in = = 9 Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) Toe Unfactored Loads 9 i n Unfactored Loads 112.5 psf (Self-wt) 300 psf (Soil) 1351 psf 340.3 psf Toe Factored Loads 9 i n 1.2D + 1.6H + 0.5W 135 psf (Self-wt) 360 psf (Soil) 1621 psf 408.3 psf 1621 psf 408.3 psf 1.3 k/ft Toe Checks [1.2D + 1.6H + 0.5W] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 10 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall Design moment Mu for heel need not exceed moment at stem base: Mheel 0.1 ft·k ft < Mstem / 2.25 ft·k ft / = = Mu 0.1 ft·k ft stem moment does not control / = Controlling Moment O 1.0 normal weight concrete = Unreinforced, use plain concrete provisions: ACI 14.5.5 Note: Effective thickness reduced by 2 inches for concrete cast on soil ACI 22.4.8 Vn 4 3 O F'c h 4 3 1.0 4000 psi 7 in 7.08 k ft / = = = IVn I Vn 0.60 7.08 k ft / 4.25 k ft / = = = IVn 4.25 k ft t Vu / 0.41 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) Unreinforced, use plain concrete provisions: ACI 14.5.2 Note: Effective thickness reduced by 2 inches for concrete cast on soil ACI 22.4.8 Mn 5 O F'c Sm 51.0 4000 psi 98 in³ ft / 2.58 ft·k ft as limited by tension / = = = Mn 0.85 F'c Sm 0.854000 psi 98 in³ ft / 27.77 ft·k ft as limited by compression / = = = Tension controls IMn I Mn 0.60 2.58 ft·k ft / 1.55 ft·k ft / = = = IMn 1.55 ft·k ft t Mu / 0.1 ft·k ft / = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) Heel Unfactored Loads 9 i n Unfactored Loads 112.5 psf (Concrete self-wt) 580-580 psf (Soil weight) 70.71 psf 0 psf Heel Factored Loads 9 i n 1.2D + 1.6H + 0.5W 135 psf (Concrete self-wt) 696-696 psf (Soil weight) 0-84.85 psf (Bearing pressure) 84.85 psf 0.41 k/ft Heel Checks [1.2D + 1.6H + 0.5W] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 11 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall Stem Internal Forces -371.2 psf -300 psf 1.11 k/ft -2.25 ft·k/ft Stem Internal Forces 5.8 5.07 4.35 3.63 2.9 2.17 1.45 0.73 0-3 -2.25 -1.5 -0.75 0 Moment (ft·k/ft) Moment Stem Internal Forces 5.8 5.07 4.35 3.63 2.9 2.17 1.45 0.73 00 0.3 0.6 0.9 1.2 Shear (k/ft) Shear Stem Joint Force Transfer Location Force @ stem base 1.11 k/ft Stem Internal Forces -371.2 psf -300 psf Stem Forces [1.2D + 1.6H + 0.5W] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 12 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall 5.8 5.22 4.64 4.06 3.48 2.9 2.32 1.74 1.16 0.58 0-6 -5 -4 -3 -2 -1 0 Moment (ft·k/ft) Offset (ft) Moment IMn 5.04 ft·k ft t Mu / 2.25 ft·k ft / = = 9 Check (ACI 318-14 11.5.5.1b) @ 0 ft from base IMn 5.04 ft·k ft t Mu / 0.04 ft·k ft / = = 9 Check (ACI 318-14 11.5.5.1b) @ 4.8 ft from base IMn 5.02 ft·k ft t Mu / 0.04 ft·k ft / = = 9 Check (ACI 318-14 11.5.5.1b) @ 4.8 ft from base Stem Moment Checks [1.2D + 1.6H + 0.5W] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 13 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall 5.8 5.22 4.64 4.06 3.48 2.9 2.32 1.74 1.16 0.58 0-8 -5.33 -2.67 0 2.67 5.33 8 Shear (k/ft) Offset (ft) Shear IVn 6.55 k ft t Vu / 1.11 k ft / = = 9 Shear Check (ACI 318-14 11.5.5.1c) @ 0 ft from base Stem Shear Checks [1.2D + 1.6H + 0.5W] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 14 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall IMn 5.04 ft·k ft t 43 / Mu / 43 / 2.25 ft·k ft / 3 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 0 ft from base [Stem in negative flexure] IMn 0 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / 0 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 5.8 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.75 in 0.29 in 0.850 / 1 - 0.0469 = = = Ht 0.0469 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 0 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.75 in 0.29 in 0.850 / 1 - 0.0469 = = = Ht 0.0469 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 5.8 ft from base [Stem in negative flexure] Ut As_horz shorz / t 0.2 in²12 in / 8 in 0.0021 = = = Ut_min 0.0020 bars No. 5 or less, not less than 60 ksi = Ut 0.0021 t Ut_min 0.0020 = = 9 3h 38 in 24 in = = 18 inch limit governs shorz 12 in d shorz_max 18 in = = 9 Wall Horizontal Steel (ACI 318-14 11.6.1, 11.7.3) MuIMn 2.25 ft·k ft / 5.04 ft·k ft / 0.4469 ratio to represent excess reinforcement = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.5 in 6.64 in = = = Factoring ldh by the excess reinforcement ratio 0.4469 per 25.4.10: ldh 2.97 in = 8db 80.5 in 4.0 minimum limit, does not control = = 6 inch minimum controls ldh_prov 6 in t ldh 6 in = = 9 Development Check (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.10) Stem Miscellaneous Checks [1.2D + 1.6H + 0.5W] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 15 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall Design moment Mu for toe need not exceed moment at stem base: Mtoe 2.26 ft·k ft < Mstem / 2.43 ft·k ft / = = Mu 2.26 ft·k ft stem moment does not control / = Controlling Moment a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = IMn I As fy da2 / - 0.90 0.02 in² in / 60000 psi 5.75 in 0.29 in 2 / - 5.04 ft·k ft / = = = IMn 5.04 ft·k ft t Mu / 2.26 ft·k ft / = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 5.75 in 8.73 k ft / = = = IVn I Vc 0.750 8.73 k ft / 6.55 k ft / = = = IVn 6.55 k ft t Vu / 1.29 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.75 in 0.29 in 0.850 / 1 - 0.0469 = = = Ht 0.0469 t 0.004 = 9 Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) IMn 5.04 ft·k ft t 43 / Mu / 43 / 2.26 ft·k ft / 3.01 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) UST_prov ASTtsST 0.2 in² in / 9 in 12 in 0.0019 = = = UST_prov ASTtsST 0.2 in² in / 9 in 12 in 0.0019 = = = 0.0018 60000 fy 0.0018 60000 60000 psi 0.0018 = = UST_min 0.0018 = UST_prov 0.0019 t UST_min 0.0018 = = 9 18 inch limit governs sST_max 18 in = sST 12 in d sST_max 18 in = = 9 Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) MuIMn 2.26 ft·k ft / 5.04 ft·k ft / 0.4475 ratio to represent excess reinforcement = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.5 in 6.64 in = = = Factoring ldh by the excess reinforcement ratio 0.4475 per 25.4.10: ldh 2.97 in = 8db 80.5 in 4.0 minimum limit, does not control = = 6 inch minimum controls ldh_prov 6 in t ldh 6 in = = 9 Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) Toe Unfactored Loads 9 i n Unfactored Loads 112.5 psf (Self-wt) 300 psf (Soil) 1351 psf 340.3 psf Toe Factored Loads 9 i n 1.2D + 1.6H + 1.0W 135 psf (Self-wt) 360 psf (Soil) 1621 psf 408.3 psf 1.3 k/ft Toe Checks [1.2D + 1.6H + 1.0W] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 16 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall Design moment Mu for heel need not exceed moment at stem base: Mheel 0.1 ft·k ft < Mstem / 2.43 ft·k ft / = = Mu 0.1 ft·k ft stem moment does not control / = Controlling Moment O 1.0 normal weight concrete = Unreinforced, use plain concrete provisions: ACI 14.5.5 Note: Effective thickness reduced by 2 inches for concrete cast on soil ACI 22.4.8 Vn 4 3 O F'c h 4 3 1.0 4000 psi 7 in 7.08 k ft / = = = IVn I Vn 0.60 7.08 k ft / 4.25 k ft / = = = IVn 4.25 k ft t Vu / 0.41 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) Unreinforced, use plain concrete provisions: ACI 14.5.2 Note: Effective thickness reduced by 2 inches for concrete cast on soil ACI 22.4.8 Mn 5 O F'c Sm 51.0 4000 psi 98 in³ ft / 2.58 ft·k ft as limited by tension / = = = Mn 0.85 F'c Sm 0.854000 psi 98 in³ ft / 27.77 ft·k ft as limited by compression / = = = Tension controls IMn I Mn 0.60 2.58 ft·k ft / 1.55 ft·k ft / = = = IMn 1.55 ft·k ft t Mu / 0.1 ft·k ft / = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) Heel Unfactored Loads 9 i n Unfactored Loads 112.5 psf (Concrete self-wt) 580-580 psf (Soil weight) 70.71 psf 0 psf Heel Factored Loads 9 i n 1.2D + 1.6H + 1.0W 135 psf (Concrete self-wt) 696-696 psf (Soil weight) 0-84.85 psf (Bearing pressure) 84.85 psf 0.41 k/ft Heel Checks [1.2D + 1.6H + 1.0W] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 17 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall Stem Internal Forces -371.2 psf -600 psf 1.14 k/ft -2.43 ft·k/ft Stem Internal Forces 5.8 5.07 4.35 3.63 2.9 2.17 1.45 0.73 0-3 -2.25 -1.5 -0.75 0 Moment (ft·k/ft) Moment Stem Internal Forces 5.8 5.07 4.35 3.63 2.9 2.17 1.45 0.73 00 0.3 0.6 0.9 1.2 Shear (k/ft) Shear Stem Joint Force Transfer Location Force @ stem base 1.14 k/ft Stem Internal Forces -371.2 psf -600 psf Stem Forces [1.2D + 1.6H + 1.0W] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 18 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall 5.8 5.22 4.64 4.06 3.48 2.9 2.32 1.74 1.16 0.58 0-6 -5 -4 -3 -2 -1 0 Moment (ft·k/ft) Offset (ft) Moment IMn 5.04 ft·k ft t Mu / 2.43 ft·k ft / = = 9 Check (ACI 318-14 11.5.5.1b) @ 0 ft from base IMn 5.04 ft·k ft t Mu / 0.07 ft·k ft / = = 9 Check (ACI 318-14 11.5.5.1b) @ 4.8 ft from base IMn 5.02 ft·k ft t Mu / 0.07 ft·k ft / = = 9 Check (ACI 318-14 11.5.5.1b) @ 4.8 ft from base Stem Moment Checks [1.2D + 1.6H + 1.0W] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 19 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall 5.8 5.22 4.64 4.06 3.48 2.9 2.32 1.74 1.16 0.58 0-8 -5.33 -2.67 0 2.67 5.33 8 Shear (k/ft) Offset (ft) Shear IVn 6.55 k ft t Vu / 1.14 k ft / = = 9 Shear Check (ACI 318-14 11.5.5.1c) @ 0 ft from base Stem Shear Checks [1.2D + 1.6H + 1.0W] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 20 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall IMn 5.04 ft·k ft t 43 / Mu / 43 / 2.43 ft·k ft / 3.23 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 0 ft from base [Stem in negative flexure] IMn 0 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / 0 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 5.8 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.75 in 0.29 in 0.850 / 1 - 0.0469 = = = Ht 0.0469 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 0 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.75 in 0.29 in 0.850 / 1 - 0.0469 = = = Ht 0.0469 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 5.8 ft from base [Stem in negative flexure] Ut As_horz shorz / t 0.2 in²12 in / 8 in 0.0021 = = = Ut_min 0.0020 bars No. 5 or less, not less than 60 ksi = Ut 0.0021 t Ut_min 0.0020 = = 9 3h 38 in 24 in = = 18 inch limit governs shorz 12 in d shorz_max 18 in = = 9 Wall Horizontal Steel (ACI 318-14 11.6.1, 11.7.3) MuIMn 2.43 ft·k ft / 5.04 ft·k ft / 0.4811 ratio to represent excess reinforcement = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.5 in 6.64 in = = = Factoring ldh by the excess reinforcement ratio 0.4811 per 25.4.10: ldh 3.2 in = 8db 80.5 in 4.0 minimum limit, does not control = = 6 inch minimum controls ldh_prov 6 in t ldh 6 in = = 9 Development Check (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.10) Stem Miscellaneous Checks [1.2D + 1.6H + 1.0W] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 21 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall Design moment Mu for toe need not exceed moment at stem base: Mtoe 2.63 ft·k ft t Mstem / 0 ft·k ft / - = = Mu 0 ft·k ft stem base moment controls / - = Controlling Moment a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = IMn I As fy da2 / - 0.90 0.02 in² in / 60000 psi 5.75 in 0.29 in 2 / - 5.04 ft·k ft / = = = IMn 5.04 ft·k ft t Mu / 0 ft·k ft / - = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 5.75 in 8.73 k ft / = = = IVn I Vc 0.750 8.73 k ft / 6.55 k ft / = = = IVn 6.55 k ft t Vu / 1.5 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.75 in 0.29 in 0.850 / 1 - 0.0469 = = = Ht 0.0469 t 0.004 = 9 Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) IMn 5.04 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / - 0 ft·k ft / - = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) UST_prov ASTtsST 0.2 in² in / 9 in 12 in 0.0019 = = = UST_prov ASTtsST 0.2 in² in / 9 in 12 in 0.0019 = = = 0.0018 60000 fy 0.0018 60000 60000 psi 0.0018 = = UST_min 0.0018 = UST_prov 0.0019 t UST_min 0.0018 = = 9 18 inch limit governs sST_max 18 in = sST 12 in d sST_max 18 in = = 9 Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) MuIMn 0 ft·k ft / - 5.04 ft·k ft / 0.0 ratio to represent excess reinforcement - = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.5 in 6.64 in = = = Factoring ldh by the excess reinforcement ratio 0.0000 - per 25.4.10: ldh 0 in - = 8db 80.5 in 4.0 minimum limit, does not control = = 6 inch minimum controls ldh_prov 6 in t ldh 6 in = = 9 Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) Toe Unfactored Loads 9 i n Unfactored Loads 112.5 psf (Self-wt) 300 psf (Soil) 1351 psf 340.3 psf Toe Factored Loads 9 i n 1.4D 157.5 psf (Self-wt) 420 psf (Soil) 1892 psf 476.4 psf 2.63 ft·k/ft 1.52 k/ft Toe Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 22 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall Design moment Mu for heel need not exceed moment at stem base: Mheel 0.12 ft·k ft t Mstem / 0 ft·k ft / - = = Mu 0 ft·k ft stem base moment controls / - = Controlling Moment O 1.0 normal weight concrete = Unreinforced, use plain concrete provisions: ACI 14.5.5 Note: Effective thickness reduced by 2 inches for concrete cast on soil ACI 22.4.8 Vn 4 3 O F'c h 4 3 1.0 4000 psi 7 in 7.08 k ft / = = = IVn I Vn 0.60 7.08 k ft / 4.25 k ft / = = = IVn 4.25 k ft t Vu / 0.48 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) Unreinforced, use plain concrete provisions: ACI 14.5.2 Note: Effective thickness reduced by 2 inches for concrete cast on soil ACI 22.4.8 Mn 5 O F'c Sm 51.0 4000 psi 98 in³ ft / 2.58 ft·k ft as limited by tension / = = = Mn 0.85 F'c Sm 0.854000 psi 98 in³ ft / 27.77 ft·k ft as limited by compression / = = = Tension controls IMn I Mn 0.60 2.58 ft·k ft / 1.55 ft·k ft / = = = IMn 1.55 ft·k ft t Mu / 0 ft·k ft / - = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) Heel Unfactored Loads 9 i n Unfactored Loads 112.5 psf (Concrete self-wt) 580-580 psf (Soil weight) 70.71 psf 0 psf Heel Factored Loads 9 i n 1.4D 157.5 psf (Concrete self-wt) 812-812 psf (Soil weight) 0-98.99 psf (Bearing pressure) 420 psf 0.48 k/ft Heel Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 23 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall Stem Internal Forces 0 k/ft -0 ft·k/ft Stem Internal Forces Moment Stem Internal Forces Shear Stem Joint Force Transfer Location Force @ stem base 0 k/ft Stem Internal Forces Stem Forces [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 24 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall 5.8 5.22 4.64 4.06 3.48 2.9 2.32 1.74 1.16 0.58 0-6 -5 -4 -3 -2 -1 0 Moment (ft·k/ft) Offset (ft) Moment Stem Moment Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 25 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall 5.8 5.22 4.64 4.06 3.48 2.9 2.32 1.74 1.16 0.58 0-8 -5.33 -2.67 0 2.67 5.33 8 Shear (k/ft) Offset (ft) Shear Stem Shear Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 26 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Perimeter Wall IMn 5.04 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / 0 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 0 ft from base [Stem in negative flexure] IMn 0 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / 0 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 5.8 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.75 in 0.29 in 0.850 / 1 - 0.0469 = = = Ht 0.0469 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 0 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.75 in 0.29 in 0.850 / 1 - 0.0469 = = = Ht 0.0469 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 5.8 ft from base [Stem in negative flexure] Ut As_horz shorz / t 0.2 in²12 in / 8 in 0.0021 = = = Ut_min 0.0020 bars No. 5 or less, not less than 60 ksi = Ut 0.0021 t Ut_min 0.0020 = = 9 3h 38 in 24 in = = 18 inch limit governs shorz 12 in d shorz_max 18 in = = 9 Wall Horizontal Steel (ACI 318-14 11.6.1, 11.7.3) MuIMn 0 ft·k ft / 5.04 ft·k ft / 0.0 ratio to represent excess reinforcement = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.5 in 6.64 in = = = Factoring ldh by the excess reinforcement ratio 0.0000 per 25.4.10: ldh 0 in = 8db 80.5 in 4.0 minimum limit, does not control = = 6 inch minimum controls ldh_prov 6 in t ldh 6 in = = 9 Development Check (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.10) Stem Miscellaneous Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\4.0' Wall Height - Perimeter Wall.rwd Page 27 of 27 Thursday 01/05/23 2:28 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Footing f'c = 4000 psiFooting Fy = 60000 psiFooting Unit Wt. = 150 lb/ft³Stem f'c = 4000 psiStem Fy = 60000 psiStem Unit Wt. = 150 lb/ft³ 8 in 6.09 ft 5 ft 0.42 ft 14 i n 8. 2 5 f t 7. 0 8 f t 2 f t 0. 2 5 f t #4 @ 12 in (S&T)#6 @ 12 in#4 @ 12 in (S&T)#4 @ 12 in Heel Bars: #4 @ 12 in Toe Bars: #6 @ 12 in Footing S/T Bars: #4 @ 12 in #4 @ 12 in (S&T)#6 @ 12 in#4 @ 12 in (S&T)#4 @ 12 in Design Detail Check Summary Ratio Check Provided Required Combination ----- Stability Checks ----- 0.968 Overturning 1.24 1.20 1.0D + 1.0H + 0.7E 0.749 Bearing Pressure 3000 psf 2248 psf 1.0D + 1.0H + 0.7E 0.619 Bearing Eccentricity 22.61 in 36.52 in 1.0D + 1.0H + 0.7E----- Toe Checks -----0.227 Shear 12.1 k/ft 2.74 k/ft 1.2D + 1.6H + 1.0E0.435 Moment 20.4 ft·k/ft 8.88 ft·k/ft 1.2D + 1.6H + 1.0E 0.103 Min Strain 0.0389 0.0040 1.2D + 1.6H + 1.0E 0.000 Min Steel 0.04 in² 0 in² 1.2D + 1.6H + 1.0E 1.000 Development 6 in 6 in 1.2D + 1.6H + 1.0E0.667 S&T Max Spacing 12 in 18 in 1.2D + 1.6H + 1.0E0.756 S&T Min Rho 0.0024 0.0018 1.2D + 1.6H + 1.0E ----- Heel Checks ----- 0.038 Shear 13.38 k/ft 0.5 k/ft 1.4D 0.009 Moment 10.44 ft·k/ft 0.09 ft·k/ft 1.2D + 1.6H + 1.0E 0.040 Min Strain 0.0989 0.0040 1.2D + 1.6H + 1.0E0.000 Min Steel 0.02 in² 0 in² 1.2D + 1.6H + 1.0E0.182 Development 66 in 12 in 1.2D + 1.6H + 1.0E 0.667 S&T Max Spacing 12 in 18 in 1.2D + 1.6H + 1.0E 0.756 S&T Min Rho 0.0024 0.0018 1.2D + 1.6H + 1.0E ----- Stem Checks -----0.846 Moment 10.5 ft·k/ft 8.88 ft·k/ft 1.2D + 1.6H + 1.0E0.442 Shear 6.4 k/ft 2.83 k/ft 1.2D + 1.6H + 1.0E0.209 Max Steel 0.0192 0.0040 1.2D + 1.6H + 1.0E 0.511 Min Steel 0.04 in²/in 0.02 in²/in 1.2D + 1.6H + 1.0E 0.766 Base Development 11 in 8.43 in 1.2D + 1.6H + 1.0E 0.000 Horz Bar Rho 0.0000 0.0000 1.2D + 1.6H + 1.0E0.667 Horz Bar Spacing 12 in 18 in 1.2D + 1.6H + 1.0E Criteria Use basic criteria from common proje...Yes Building Code IBC 2018 Concrete Load Combs IBC 2018 (Strength) Masonry Load Combs ASCE 7-16 (ASD) Stability Load Combs IBC Retaining Wall St... Apply Sds Factor to Seismic Combin... No Restrained Against Sliding Yes Neglect Bearing At Heel No Use Vert. Comp. for OT No Use Vert. Comp. for Sliding No Use Vert. Comp. for Bearing Yes Use Surcharge for Sliding & OT Yes Use Surcharge for Bearing Yes Neglect Soil Over Toe No Neglect Backfill Wt. for Coulomb No Factor Soil Weight As Dead Yes Use Passive Force for OT Yes Assume Pressure To Top Yes Extend Backfill Pressure To Key Bott... No Use Toe Passive Pressure for Bearing No Required F.S. for OT 1.20 Required F.S. for Sliding 1.20 Has Different Safety Factors for Seis... Yes Seismic F.S. for OT 1.20 Seismic F.S. for Sliding 1.20 Allowable Bearing Pressure 3000 psf Req'd Bearing Location Over footing Wall Friction Angle 25° Friction Coefficent 0.35 Soil Reaction Modulus 172800 lb/ft³ QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 18 21.rwd Page 1 of 22 Thursday 03/02/23 1:52 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Loads 6. 8 3 f t 2 f t 8 f t 6 f t 0. 2 5 f t J = 100 lb/ft³JEFP = 40 lb/ft³ 2 f t J = 300 lb/ft³JEFP = 120 lb/ft³ J = 100 lb/ft³JEFP = 40 lb/ft³Kh = 0.46Kv = 0.00 Loading Options/Assumptions Passive pressure neglects top 1 ft of soil. Load Combinations IBC 2018 (Strength) 1.2D + 1.6H + 1.0E 1.2D + 1.6H 1.2D + 0.9H + 1.0E 1.2D + 0.9H 0.9D + 1.6H + 1.0E 0.9D + 1.6H 0.9D + 0.9H + 1.0E 0.9D + 0.9H 1.4D Load Combination Stem M-applied Stem M-allow Stem V-applied Stem V-allow Stem Min. ld Stem Actual ld Stem Min. strain Stem Actual strain Stem Min. steel (ft·k/ft)(ft·k/ft)(k/ft)(k/ft)(in)(in)(in²/in) 1.2D + 1.6H + 1.0E 8.88 10.5 2.83 6.4 8.43 11 0.0040 0.0192 0.02 1.2D + 1.6H 3.4 10.5 1.49 6.4 6 11 0.0040 0.0192 0 1.2D + 0.9H + 1.0E 7.39 10.5 2.18 6.4 7.01 11 0.0040 0.0192 0 1.2D + 0.9H 1.91 10.5 0.84 6.4 6 11 0.0040 0.0192 0 0.9D + 1.6H + 1.0E 8.88 10.5 2.83 6.4 8.43 11 0.0040 0.0192 0.02 0.9D + 1.6H 3.4 10.5 1.49 6.4 6 11 0.0040 0.0192 0 0.9D + 0.9H + 1.0E 7.39 10.5 2.18 6.4 7.01 11 0.0040 0.0192 0 0.9D + 0.9H 1.91 10.5 0.84 6.4 6 11 0.0040 0.0192 0 1.4D 0 0 0 0 6 11 0.0040 0.0192 0 Load Combination Stem Actual steel Heel M-applied Heel M-allow Heel V-applied Heel V-allow Toe M-applied Toe M-allow Toe V-applied Toe V-allow (in²/in)(ft·k/ft)(ft·k/ft)(k/ft)(k/ft)(ft·k/ft)(ft·k/ft)(k/ft)(k/ft) 1.2D + 1.6H + 1.0E 0.04 0.09 10.44 0.43 13.38 12.16 20.4 2.74 12.1 1.2D + 1.6H 0.04 0.09 10.44 0.43 13.38 8.88 20.4 1.89 12.1 1.2D + 0.9H + 1.0E 0.04 0.09 10.44 0.43 13.38 12.16 20.4 2.74 12.1 1.2D + 0.9H 0.04 0.09 10.44 0.43 13.38 8.88 20.4 1.89 12.1 0.9D + 1.6H + 1.0E 0.04 0.07 10.44 0.32 13.38 9.94 20.4 2.27 12.1 0.9D + 1.6H 0.04 0.07 10.44 0.32 13.38 6.66 20.4 1.41 12.1 0.9D + 0.9H + 1.0E 0.04 0.07 10.44 0.32 13.38 9.94 20.4 2.27 12.1 0.9D + 0.9H 0.04 0.07 10.44 0.32 13.38 6.66 20.4 1.41 12.1 1.4D 0.04 0.11 10.44 0.5 13.38 10.36 20.4 2.2 12.1 Strength Check Results Summary Load Combination Overturning Moment Resisting Moment Overturning F.S. Overturning F.S. Req'd Overturning F.S. Req'd Seismic Sliding Force Resisting Force Sliding F.S. (ft·k/ft)(ft·k/ft)(lb/in)(lb/in) 1.0D + 1.0H + 0.7E 3.41 11.85 3.472 1.200 1.200 106.7 119 1.1151.0D + 1.0H 3.41 11.85 3.472 1.200 1.200 106.7 101.6 0.952Load Combination Sliding F.S. Req'd Sliding F.S. Req'd Seismic Bearing Pressure Actual Bearing Pressure Allowable Bearing Eccentricity Actual Bearing Eccentricity Allowable Wall Top Actual Deflection (psf)(psf)(in)(in)(in) 1.0D + 1.0H + 0.7E 1.200 1.200 2248 3000 22.61 36.52 0.28 1.0D + 1.0H 1.200 1.200 1904 3000 22.61 36.52 0.28 Stability Check Results Summary QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 18 21.rwd Page 2 of 22 Thursday 03/02/23 1:52 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Backfill Pressure 6. 8 3 f t 2 f t 8 f t 6 f t 0. 2 5 f t J = 100 lb/ft³JEFP = 40 lb/ft³-320 psf 8 f t 106.7 lb/in8 f t 2. 6 7 f t -273.33 psf 77.82 lb/in 2.2 8 f t Equivalent Fluid Pressure Vh H Jfluid 8 ft 40 lb ft³ / 320 psf = = = Lateral Earth Pressure Vh H Jfluid 6.83 ft 40 lb ft³ / 273.3 psf = = = Lateral Earth Pressure (stem only) QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 18 21.rwd Page 3 of 22 Thursday 03/02/23 1:52 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Passive Pressure 2 f t J = 300 lb/ft³JEFP = 120 lb/ft³ 120 psf 1 f t 5 lb/in 0. 3 3 f t Equivalent Fluid Pressure Vh H Jfluid 1 ft 120 lb ft³ / 120 psf = = = Lateral Earth Pressure QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 18 21.rwd Page 4 of 22 Thursday 03/02/23 1:52 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Seismic Pressure J = 100 lb/ft³JEFP = 40 lb/ft³Kh = 0.46Kv = 0.00 -101 psf -404.01 psf 8 f t 168.3 lb/in 8 f t 4. 8 f t 152.6 lb/in 71.14 lb/in -86.27 psf -345.09 psf 122.8 lb/in 4.1 f t 111.3 lb/in 51.91 lb/in Dynamic static force Mononobe Okabe equation - + T'atan kh1kv - arctan 0.4570 1 0.0 - 24.56° = = = Kae sin²EIT' - + cos T' sin²E sinE T'G - - 1 sin IG + sinIT'D - - sin EGT' - - sinDE + + 2 ^ = sin ² 90°30°24.56° - + cos 24.56° sin² 90° sin 90°24.56°25° - - 1 sin 30°25° + sin 30°24.56°0° - - sin 90°25°24.56° - - sin 0°90° + + 2 ^ = 0.9272 = Pae 1 2 Kae J H2 ^ 1kv - 1 2 0.9272 100 lb ft³ / 8 ft 2 ^ 1 0.0 - 247.3 lb in / = = = Static only force Coulomb equation - Ka sin²EI + sin²E sinEG - 1 sin IG + sinID - sin EG - sinDE + + 2 ^ = sin ² 90°30° + sin ² 90° sin 90°25° - 1 sin 30°25° + sin 30°0° - sin 90°25° - sin 0°90° + + 2 ^ = 0.2959 = Pa 1 2 Ka J H2 ^ 1 2 0.2959 100 lb ft³ / 8 ft 2 ^ 78.91 lb in / = = = Net dynamic force 'Pae Pae Pa - 247.3 lb in / 78.91 lb in / - 168.3 lb in / = = = DP 90°E G + - 90°90°25° + - 25° resultant force angle with horizontal = = = To arrive at the pressure distribution illustrated above used to determine stem moments , apply inverted triangular pressure plus a uniform portion to bring resultant to 0.6H Ve_top 85 'PaeH 85 168.3 lb in / 8 ft 404 psf = = = Ve_bot 2 5 'PaeH 2 5 168.3 lb in / 8 ft 101 psf = = = Seismic Pressure QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 18 21.rwd Page 5 of 22 Thursday 03/02/23 1:52 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Wall/Soil Weights 88.76 lb/in 59.03 lb/in 23.92 lb/in 104.2 lb/in Bearing Pressure 2395 psf 347 lb/in 1.16 ft e = 22.61 in 121.5 lb/in F P R 0.350 347 lb in / 121.5 lb in / = = = Friction Bearing Pressure Calculation Contributing Forces Vert Force ...offset Horz Force ...offset OT Moment Backfill Pressure -0 lb/in - -106.67 lb/in 2.67 ft 40960 in·lb/ft Seismic Force -71.14 lb/in 6.09 ft -152.56 lb/in 4.8 ft 43098 in·lb/ft Footing Weight -88.76 lb/in 3.04 ft 0 lb/in - -38899.89 in·lb/ft Stem Weight -59.03 lb/in 5.33 ft 0 lb/in - -45333.33 in·lb/ft Backfill Weight -23.92 lb/in 5.88 ft 0 lb/in - -20239.24 in·lb/ft Soil over toe Weight -104.17 lb/in 2.5 ft 0 lb/in --37500 in·lb/ft -347.02 lb/in -57914.27 in·lb/ft 57914.27 in·lb ft / - 347.02 lb in / - 1.16 ft = QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 18 21.rwd Page 6 of 22 Thursday 03/02/23 1:52 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Overturning Check Overturning Moments Force Distance Moment Backfill pressure (horz) 106.7 lb/in 2.67 ft 40960 in·lb/ft Seismic force 106.8 lb/in 4.8 ft 73817 in·lb/ft Total: 114777 in·lb/ft Resisting Moments Force Distance Moment Passive pressure @ toe 5 lb/in 0.33 ft 240 in·lb/ft Footing Weight -88.76 lb/in 3.04 ft 38900 in·lb/ft Stem Weight -59.03 lb/in 5.33 ft 45333 in·lb/ft Backfill Weight -23.92 lb/in 5.88 ft 20239 in·lb/ft Soil over toe Weight -104.17 lb/in 2.5 ft 37500 in·lb/ft Total: 142212 in·lb/ft Without seismic loads: F.S. RM OTM 142212 in·lb ft / 40960 in·lb ft / 3.472 > 1.20 OK = = = Including seismic loads: F.S. RM OTM 142212 in·lb ft / 114777 in·lb ft / 1.239 > 1.20 OK = = = Sliding Check Check not performed; restrained against sliding. Bearing Capacity Check Bearing pressure < allowable (2248 psf < 3000 psf) - OK Bearing resultant eccentricity < allowable (22.61 in < 36.52 in) - OK Wall Top Displacement (based on unfactored service loads) Deflection due to stem flexural displacement 0.086 inDeflection due to rotation from settlement 0.194 inTotal deflection at top of wall (positive towards toe) 0.28 in Stability Checks [1.0D + 1.0H + 0.7E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 18 21.rwd Page 7 of 22 Thursday 03/02/23 1:52 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.08 6.38 5.67 4.96 4.25 3.54 2.83 2.13 1.42 0.71 0-12-9-6-3036 Moment (ft·k/ft) Offset (ft) Moment a As fy 0.85 F'c 0.04 in² in / 60000 psi 0.85 4000 psi 0.65 in = = = IMn I As fy da2 / - 0.90 0.04 in² in / 60000 psi 5.63 in 0.65 in 2 / - 10.5 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 0 ft from base [Negative bending] a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = IMn I As fy da2 / - 0.90 0.02 in² in / 60000 psi 5.75 in 0.29 in 2 / - 5.04 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 0 ft from base [Positive bending] a As fy 0.85 F'c 0.04 in² in / 60000 psi 0.85 4000 psi 0.65 in = = = IMn I As fy da2 / - 0.90 0.04 in² in / 60000 psi 5.63 in 0.65 in 2 / - 10.5 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 5.66 ft from base [Negative bending] a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = IMn I As fy da2 / - 0.90 0.02 in² in / 60000 psi 5.75 in 0.29 in 2 / - 5.04 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 6.08 ft from base [Positive bending] a As fy 0.85 F'c 0 in² in / 60000 psi 0.85 4000 psi 0 in = = = IMn I As fy da2 / - 0.90 0 in² in / 60000 psi 5.63 in 0 in 2 / - 0 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 7.08 ft from base [Negative bending] a As fy 0.85 F'c 0 in² in / 60000 psi 0.85 4000 psi 0 in = = = IMn I As fy da2 / - 0.90 0 in² in / 60000 psi 5.75 in 0 in 2 / - 0 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 7.08 ft from base [Positive bending] Stem Flexural Capacity QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 18 21.rwd Page 8 of 22 Thursday 03/02/23 1:52 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.08 6.38 5.67 4.96 4.25 3.54 2.83 2.13 1.42 0.71 0-8 -5.33 -2.67 0 2.67 5.33 8 Shear (k/ft) Offset (ft) Shear O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 5.63 in 8.54 k ft / = = = IVn I Vc 0.750 8.54 k ft / 6.4 kft / = = = Shear Capacity (ACI 318-14 11.5.5.1, 22.5.1.1, 22.5.5.1) @ 0 ft from base [Positive shear] O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 5.63 in 8.54 k ft / = = = IVn I Vc 0.750 8.54 k ft / 6.4 kft / = = = Shear Capacity (ACI 318-14 11.5.5.1, 22.5.1.1, 22.5.5.1) @ 0 ft from base [Negative shear] O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 5.63 in 8.54 k ft / = = = IVn I Vc 0.750 8.54 k ft / 6.4 kft / = = = Shear Capacity (ACI 318-14 11.5.5.1, 22.5.1.1, 22.5.5.1) @ 7.08 ft from base [Positive shear] O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 5.63 in 8.54 k ft / = = = IVn I Vc 0.750 8.54 k ft / 6.4 kft / = = = Shear Capacity (ACI 318-14 11.5.5.1, 22.5.1.1, 22.5.5.1) @ 7.08 ft from base [Negative shear] Stem Shear Capacity QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 18 21.rwd Page 9 of 22 Thursday 03/02/23 1:52 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.75 in 9.96 in = = = 8db 80.75 in 6.0 minimum limit, does not control = = Main vertical stem bars (bottom end) - Development Length Calculation (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.3) \t 1.0 bars are not horizontal = \e 1.0 bar not epoxy coated = \s 0.80 bars are #6 or smaller = O 1.0 normal weight concrete = s2 / 12 in 2 / 6 in = = cover db 2 / + 2 in 0.75 in 2 / + 2.38 in = = cb 2.38 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr + db 2.38 in 0.0 + 0.75 in 3.1667 = = ld 3.40 fy O F'c \t \e \s 2.5 db 3.40 60000 psi 1.0 4000 psi 1.0 1.0 0.80 2.5 0.75 in 17.08 in = = = Main vertical stem bars (top end) - Development Length Calculation (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.3) \t 1.0 bars are not horizontal = \e 1.0 bar not epoxy coated = \s 0.80 bars are #6 or smaller = O 1.0 normal weight concrete = s2 / 12 in 2 / 6 in = = cover db 2 / + 2 in 0.5 in 2 / + 2.25 in = = cb 2.25 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr + db 2.25 in 0.0 + 0.5 in 4.50 = = ld 3.40 fy O F'c \t \e \s 2.5 db 3.40 60000 psi 1.0 4000 psi 1.0 1.0 0.80 2.5 0.5 in 11.38 in = = = 12 inch minimum controls 2nd curtain vertical bars (top end) - Development Length Calculation (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.3) Stem Development/Lap Length Calculations QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 18 21.rwd Page 10 of 22 Thursday 03/02/23 1:52 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Design moment Mu for toe need not exceed moment at stem base: Mtoe 12.16 ft·k ft t Mstem / 8.88 ft·k ft / = = Mu 8.88 ft·k ft stem base moment controls / = Controlling Moment a As fy 0.85 F'c 0.04 in² in / 60000 psi 0.85 4000 psi 0.65 in = = = IMn I As fy da2 / - 0.90 0.04 in² in / 60000 psi 10.63 in 0.65 in 2 / - 20.4 ft·k ft / = = = IMn 20.4 ft·k ft t Mu / 8.88 ft·k ft / = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 10.63 in 16.13 k ft / = = = IVn I Vc 0.750 16.13 k ft / 12.1 k ft / = = = IVn 12.1 k ft t Vu / 2.74 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.04 in² in / 60000 psi 0.85 4000 psi 0.65 in = = = Ht 0.003 d a E1 / 1 - 0.003 10.63 in 0.65 in 0.850 / 1 - 0.0389 = = = Ht 0.0389 t 0.004 = 9 Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) IMn 20.4 ft·k ft t 43 / Mu / 43 / 8.88 ft·k ft / 11.84 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) UST_prov ASTtsST 0.4 in² in / 14 in 12 in 0.0024 = = = UST_prov ASTtsST 0.4 in² in / 14 in 12 in 0.0024 = = = 0.0018 60000 fy 0.0018 60000 60000 psi 0.0018 = = UST_min 0.0018 = UST_prov 0.0024 t UST_min 0.0018 = = 9 18 inch limit governs sST_max 18 in = sST 12 in d sST_max 18 in = = 9 Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) MuIMn 8.88 ft·k ft / 20.4 ft·k ft / 0.4354 ratio to represent excess reinforcement = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.75 in 9.96 in = = = Factoring ldh by the excess reinforcement ratio 0.4354 per 25.4.10: ldh 4.34 in = 8db 80.75 in 6.0 minimum limit, does not control = = 6 inch minimum controls ldh_prov 6 in t ldh 6 in = = 9 Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) Toe Unfactored Loads 14 i n Unfactored Loads 175 psf (Self-wt) 250 psf (Soil) 2395 psf 0 psf Toe Factored Loads 14 i n 1.2D + 1.6H + 1.0E 210 psf (Self-wt) 300 psf (Soil) 2776 psf 0 psf 2776 psf 2.28 k/ft Toe Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 18 21.rwd Page 11 of 22 Thursday 03/02/23 1:52 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Design moment Mu for heel need not exceed moment at stem base: Mheel 0.09 ft·k ft < Mstem / 8.88 ft·k ft / = = Mu 0.09 ft·k ft stem moment does not control / = Controlling Moment a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = IMn I As fy da2 / - 0.90 0.02 in² in / 60000 psi 11.75 in 0.29 in 2 / - 10.44 ft·k ft / = = = IMn 10.44 ft·k ft t Mu / 0.09 ft·k ft / = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 11.75 in 17.84 k ft / = = = IVn I Vc 0.750 17.84 k ft / 13.38 k ft / = = = IVn 13.38 k ft t Vu / 0.43 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = Ht 0.003 d a E1 / 1 - 0.003 11.75 in 0.29 in 0.850 / 1 - 0.0989 = = = Ht 0.0989 t 0.004 = 9 Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) IMn 10.44 ft·k ft t 43 / Mu / 43 / 0.09 ft·k ft / 0.12 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) UST_prov ASTtsST 0.4 in² in / 14 in 12 in 0.0024 = = = UST_prov ASTtsST 0.4 in² in / 14 in 12 in 0.0024 = = = 0.0018 60000 fy 0.0018 60000 60000 psi 0.0018 = = UST_min 0.0018 = UST_prov 0.0024 t UST_min 0.0018 = = 9 18 inch limit governs sST_max 18 in = sST 12 in d sST_max 18 in = = 9 Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) MuIMn 0.09 ft·k ft / 10.44 ft·k ft / 0.0087 ratio to represent excess reinforcement = = \t 1.0 12 inches or less cast below 11.50 inches - = \e 1.0 bar not epoxy coated = \s 0.80 bars are #6 or smaller = O 1.0 normal weight concrete = s2 / 12 in 2 / 6 in = = cover db 2 / + 2 in 0.5 in 2 / + 2.25 in = = cb 2.25 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr + db 2.25 in 0.0 + 0.5 in 4.50 = = ld 3. 40 fy O F'c \t \e \s 2.5 db 3. 40 60000 psi 1.0 4000 psi 1.0 1.0 0.80 2.5 0.5 in 11.38 in = = = Factoring ld by the excess reinforcement ratio 0.0087 per 25.4.10: ld 0.1 in = 12 inch minimum controls ld_prov 66 in t ld 12 in = = 9 Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) Heel Unfactored Loads 14 i n #4 @ 12 in Unfactored Loads 175 psf (Concrete self-wt) 683.3-683.3 psf (Soil weight) Heel Factored Loads 14 i n #4 @ 12 in 1.2D + 1.6H + 1.0E 210 psf (Concrete self-wt) 820-820 psf (Soil weight) 2776 psf 0.43 k/ft Heel Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 18 21.rwd Page 12 of 22 Thursday 03/02/23 1:52 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Stem Internal Forces -437.33 psf-78.19 psf -312.76 psf 2.83 k/ft -8.88 ft·k/ft Stem Internal Forces 7.08 6.2 5.31 4.43 3.54 2.66 1.77 0.89 0-9 -6.75 -4.5 -2.25 0 Moment (ft·k/ft) Moment Stem Internal Forces 7.08 6.2 5.31 4.43 3.54 2.66 1.77 0.89 00 0.75 1.5 2.25 3 Shear (k/ft) Shear Stem Joint Force Transfer Location Force @ stem base 2.83 k/ft Stem Internal Forces -437.33 psf -78.19 psf -312.76 psf Stem Forces [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 18 21.rwd Page 13 of 22 Thursday 03/02/23 1:52 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.08 6.38 5.67 4.96 4.25 3.54 2.83 2.13 1.42 0.71 0-12-9-6-30 3 6 Moment (ft·k/ft) Offset (ft) Moment IMn 10.5 ft·k ft t Mu / 8.88 ft·k ft / = = 9 Check (ACI 318-14 11.5.5.1b) @ 0 ft from base IMn 10.5 ft·k ft t Mu / 0.23 ft·k ft / = = 9 Check (ACI 318-14 11.5.5.1b) @ 5.66 ft from base IMn 10.03 ft·k ft t Mu / 0.2 ft·k ft / = = 9 Check (ACI 318-14 11.5.5.1b) @ 5.72 ft from base Stem Moment Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 18 21.rwd Page 14 of 22 Thursday 03/02/23 1:52 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.08 6.38 5.67 4.96 4.25 3.54 2.83 2.13 1.42 0.71 0-8 -5.33 -2.67 0 2.67 5.33 8 Shear (k/ft) Offset (ft) Shear IVn 6.4 k ft t Vu / 2.83 k ft / = = 9 Shear Check (ACI 318-14 11.5.5.1c) @ 0 ft from base Stem Shear Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 18 21.rwd Page 15 of 22 Thursday 03/02/23 1:52 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls IMn 10.5 ft·k ft < 43 / Mu / 43 / 8.88 ft·k ft / 11.84 ft·k ft / = = = As_min 3F'c fy d 3 4000 psi 60000 psi 5.63 in 0.02 in² in / = = = 200 d fy / 200 5.63 in 60000 psi / 0.02 in² in / = = As_min 0.02 in² in / = As 0.04 in² in t As_min / 0.02 in² in / = = 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 0 ft from base [Stem in negative flexure] IMn 0 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / 0 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 7.08 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.04 in² in / 60000 psi 0.85 4000 psi 0.65 in = = = Ht 0.003 daE1 / 1 - 0.003 5.63 in0.65 in 0.850 / 1 - 0.0192 = = = Ht 0.0192 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 0 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.04 in² in / 60000 psi 0.85 4000 psi 0.65 in = = = Ht 0.003 daE1 / 1 - 0.003 5.63 in0.65 in 0.850 / 1 - 0.0192 = = = Ht 0.0192 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 7.08 ft from base [Stem in negative flexure] Ut As_horz shorz / t 0.4 in²12 in / 8 in 0.0042 = = = Ut_min 0.0020 bars No. 5 or less, not less than 60 ksi = Ut 0.0042 t Ut_min 0.0020 = = 9 3h 38 in 24 in = = 18 inch limit governs shorz 12 in d shorz_max 18 in = = 9 Wall Horizontal Steel (ACI 318-14 11.6.1, 11.7.3) MuIMn 8.88 ft·k ft / 10.5 ft·k ft / 0.8460 ratio to represent excess reinforcement = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.75 in 9.96 in = = = Factoring ldh by the excess reinforcement ratio 0.8460 per 25.4.10: ldh 8.43 in = 8db 80.75 in 6.0 minimum limit, does not control = = ldh_prov 11 in t ldh 8.43 in = = 9 Development Check (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.10) Stem Miscellaneous Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 18 21.rwd Page 16 of 22 Thursday 03/02/23 1:52 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Design moment Mu for toe need not exceed moment at stem base: Mtoe 10.36 ft·k ft t Mstem / 0 ft·k ft / - = = Mu 0 ft·k ft stem base moment controls / - = Controlling Moment a As fy 0.85 F'c 0.04 in² in / 60000 psi 0.85 4000 psi 0.65 in = = = IMn I As fy da2 / - 0.90 0.04 in² in / 60000 psi 10.63 in 0.65 in 2 / - 20.4 ft·k ft / = = = IMn 20.4 ft·k ft t Mu / 0 ft·k ft / - = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 10.63 in 16.13 k ft / = = = IVn I Vc 0.750 16.13 k ft / 12.1 k ft / = = = IVn 12.1 k ft t Vu / 2.2 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.04 in² in / 60000 psi 0.85 4000 psi 0.65 in = = = Ht 0.003 d a E1 / 1 - 0.003 10.63 in 0.65 in 0.850 / 1 - 0.0389 = = = Ht 0.0389 t 0.004 = 9 Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) IMn 20.4 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / - 0 ft·k ft / - = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) UST_prov ASTtsST 0.4 in² in / 14 in 12 in 0.0024 = = = UST_prov ASTtsST 0.4 in² in / 14 in 12 in 0.0024 = = = 0.0018 60000 fy 0.0018 60000 60000 psi 0.0018 = = UST_min 0.0018 = UST_prov 0.0024 t UST_min 0.0018 = = 9 18 inch limit governs sST_max 18 in = sST 12 in d sST_max 18 in = = 9 Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) MuIMn 0 ft·k ft / - 20.4 ft·k ft / 0.0 ratio to represent excess reinforcement - = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.75 in 9.96 in = = = Factoring ldh by the excess reinforcement ratio 0.0000 - per 25.4.10: ldh 0 in - = 8db 80.75 in 6.0 minimum limit, does not control = = 6 inch minimum controls ldh_prov 6 in t ldh 6 in = = 9 Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) Toe Unfactored Loads 14 i n Unfactored Loads 175 psf (Self-wt) 250 psf (Soil) 2395 psf 0 psf Toe Factored Loads 14 i n 1.4D 245 psf (Self-wt) 350 psf (Soil) 2666 psf 0 psf 2666 psf 1.66 k/ft Toe Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 18 21.rwd Page 17 of 22 Thursday 03/02/23 1:52 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Design moment Mu for heel need not exceed moment at stem base: Mheel 0.11 ft·k ft t Mstem / 0 ft·k ft / - = = Mu 0 ft·k ft stem base moment controls / - = Controlling Moment a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = IMn I As fy da2 / - 0.90 0.02 in² in / 60000 psi 11.75 in 0.29 in 2 / - 10.44 ft·k ft / = = = IMn 10.44 ft·k ft t Mu / 0 ft·k ft / - = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 11.75 in 17.84 k ft / = = = IVn I Vc 0.750 17.84 k ft / 13.38 k ft / = = = IVn 13.38 k ft t Vu / 0.5 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = Ht 0.003 d a E1 / 1 - 0.003 11.75 in 0.29 in 0.850 / 1 - 0.0989 = = = Ht 0.0989 t 0.004 = 9 Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) IMn 10.44 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / - 0 ft·k ft / - = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) UST_prov ASTtsST 0.4 in² in / 14 in 12 in 0.0024 = = = UST_prov ASTtsST 0.4 in² in / 14 in 12 in 0.0024 = = = 0.0018 60000 fy 0.0018 60000 60000 psi 0.0018 = = UST_min 0.0018 = UST_prov 0.0024 t UST_min 0.0018 = = 9 18 inch limit governs sST_max 18 in = sST 12 in d sST_max 18 in = = 9 Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) MuIMn 0 ft·k ft / - 10.44 ft·k ft / 0.0 ratio to represent excess reinforcement - = = \t 1.0 12 inches or less cast below 11.50 inches - = \e 1.0 bar not epoxy coated = \s 0.80 bars are #6 or smaller = O 1.0 normal weight concrete = s2 / 12 in 2 / 6 in = = cover db 2 / + 2 in 0.5 in 2 / + 2.25 in = = cb 2.25 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr + db 2.25 in 0.0 + 0.5 in 4.50 = = ld 3. 40 fy O F'c \t \e \s 2.5 db 3. 40 60000 psi 1.0 4000 psi 1.0 1.0 0.80 2.5 0.5 in 11.38 in = = = Factoring ld by the excess reinforcement ratio 0.0000 - per 25.4.10: ld 0 in - = 12 inch minimum controls ld_prov 66 in t ld 12 in = = 9 Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) Heel Unfactored Loads 14 i n #4 @ 12 in Unfactored Loads 175 psf (Concrete self-wt) 683.3-683.3 psf (Soil weight) Heel Factored Loads 14 i n #4 @ 12 in 1.4D 245 psf (Concrete self-wt) 956.7-956.7 psf (Soil weight) 0.5 k/ft Heel Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 18 21.rwd Page 18 of 22 Thursday 03/02/23 1:52 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Stem Internal Forces 0 k/ft -0 ft·k/ft Stem Internal Forces Moment Stem Internal Forces Shear Stem Joint Force Transfer Location Force @ stem base 0 k/ft Stem Internal Forces Stem Forces [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 18 21.rwd Page 19 of 22 Thursday 03/02/23 1:52 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.08 6.38 5.67 4.96 4.25 3.54 2.83 2.13 1.42 0.71 0-12-9-6-30 3 6 Moment (ft·k/ft) Offset (ft) Moment Stem Moment Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 18 21.rwd Page 20 of 22 Thursday 03/02/23 1:52 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.08 6.38 5.67 4.96 4.25 3.54 2.83 2.13 1.42 0.71 0-8 -5.33 -2.67 0 2.67 5.33 8 Shear (k/ft) Offset (ft) Shear Stem Shear Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 18 21.rwd Page 21 of 22 Thursday 03/02/23 1:52 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls IMn 10.5 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / 0 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 0 ft from base [Stem in negative flexure] IMn 0 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / 0 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 7.08 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.04 in² in / 60000 psi 0.85 4000 psi 0.65 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.63 in 0.65 in 0.850 / 1 - 0.0192 = = = Ht 0.0192 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 0 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.04 in² in / 60000 psi 0.85 4000 psi 0.65 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.63 in 0.65 in 0.850 / 1 - 0.0192 = = = Ht 0.0192 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 7.08 ft from base [Stem in negative flexure] Ut As_horz shorz / t 0.4 in²12 in / 8 in 0.0042 = = = Ut_min 0.0020 bars No. 5 or less, not less than 60 ksi = Ut 0.0042 t Ut_min 0.0020 = = 9 3h 38 in 24 in = = 18 inch limit governs shorz 12 in d shorz_max 18 in = = 9 Wall Horizontal Steel (ACI 318-14 11.6.1, 11.7.3) MuIMn 0 ft·k ft / 10.5 ft·k ft / 0.0 ratio to represent excess reinforcement = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.75 in 9.96 in = = = Factoring ldh by the excess reinforcement ratio 0.0000 per 25.4.10: ldh 0 in = 8db 80.75 in 6.0 minimum limit, does not control = = 6 inch minimum controls ldh_prov 11 in t ldh 6 in = = 9 Development Check (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.10) Stem Miscellaneous Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 18 21.rwd Page 22 of 22 Thursday 03/02/23 1:52 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Footing f'c = 4000 psiFooting Fy = 60000 psiFooting Unit Wt. = 150 lb/ft³Stem f'c = 4000 psiStem Fy = 60000 psiStem Unit Wt. = 150 lb/ft³ 8 in 5.67 ft 1 ft 4 ft 14 i n 8. 2 5 f t 7. 0 8 f t 2 f t 0. 2 5 f t #4 @ 12 in (S&T)#6 @ 12 in#4 @ 12 in (S&T)#4 @ 12 in Heel Bars: #4 @ 12 in Toe Bars: #5 @ 12 in Footing S/T Bars: #4 @ 12 in #4 @ 12 in (S&T)#6 @ 12 in#4 @ 12 in (S&T)#4 @ 12 in Design Detail Check Summary Ratio Check Provided Required Combination ----- Stability Checks ----- 0.824 Overturning 1.46 1.20 1.0D + 1.0H + 0.7E 0.994 Bearing Pressure 3000 psf 2982 psf 1.0D + 1.0H + 0.7E 0.583 Bearing Eccentricity 19.83 in 34 in 1.0D + 1.0H + 0.7E----- Toe Checks -----0.028 Shear 12.17 k/ft 0.34 k/ft 1.2D + 1.6H + 1.0E0.096 Moment 14.59 ft·k/ft 1.4 ft·k/ft 1.2D + 1.6H + 1.0E 0.070 Min Strain 0.0568 0.0040 1.2D + 1.6H + 1.0E 0.000 Min Steel 0.03 in² 0 in² 1.2D + 1.6H + 1.0E 0.226 Development 53 in 12 in 1.2D + 1.6H + 1.0E0.667 S&T Max Spacing 12 in 18 in 1.2D + 1.6H + 1.0E0.756 S&T Min Rho 0.0024 0.0018 1.2D + 1.6H + 1.0E ----- Heel Checks ----- 0.222 Shear 13.38 k/ft 2.97 k/ft 1.4D 0.680 Moment 10.44 ft·k/ft 7.11 ft·k/ft 1.2D + 1.6H + 1.0E 0.040 Min Strain 0.0989 0.0040 1.2D + 1.6H + 1.0E0.000 Min Steel 0.02 in² 0 in² 1.2D + 1.6H + 1.0E0.667 Development 18 in 12 in 1.2D + 1.6H + 1.0E 0.667 S&T Max Spacing 12 in 18 in 1.2D + 1.6H + 1.0E 0.756 S&T Min Rho 0.0024 0.0018 1.2D + 1.6H + 1.0E ----- Stem Checks -----0.846 Moment 10.5 ft·k/ft 8.88 ft·k/ft 1.2D + 1.6H + 1.0E0.442 Shear 6.4 k/ft 2.83 k/ft 1.2D + 1.6H + 1.0E0.209 Max Steel 0.0192 0.0040 1.2D + 1.6H + 1.0E 0.511 Min Steel 0.04 in²/in 0.02 in²/in 1.2D + 1.6H + 1.0E 0.766 Base Development 11 in 8.43 in 1.2D + 1.6H + 1.0E 0.000 Horz Bar Rho 0.0000 0.0000 1.2D + 1.6H + 1.0E0.667 Horz Bar Spacing 12 in 18 in 1.2D + 1.6H + 1.0E Criteria Use basic criteria from common proje...Yes Building Code IBC 2018 Concrete Load Combs IBC 2018 (Strength) Masonry Load Combs ASCE 7-16 (ASD) Stability Load Combs IBC Retaining Wall St... Apply Sds Factor to Seismic Combin... No Restrained Against Sliding Yes Neglect Bearing At Heel No Use Vert. Comp. for OT No Use Vert. Comp. for Sliding No Use Vert. Comp. for Bearing Yes Use Surcharge for Sliding & OT Yes Use Surcharge for Bearing Yes Neglect Soil Over Toe No Neglect Backfill Wt. for Coulomb No Factor Soil Weight As Dead Yes Use Passive Force for OT Yes Assume Pressure To Top Yes Extend Backfill Pressure To Key Bott... No Use Toe Passive Pressure for Bearing No Required F.S. for OT 1.20 Required F.S. for Sliding 1.20 Has Different Safety Factors for Seis... Yes Seismic F.S. for OT 1.20 Seismic F.S. for Sliding 1.20 Allowable Bearing Pressure 3000 psf Req'd Bearing Location Over footing Wall Friction Angle 25° Friction Coefficent 0.35 Soil Reaction Modulus 172800 lb/ft³ QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 19 20.rwd Page 1 of 22 Thursday 03/02/23 1:58 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Loads 6. 8 3 f t 2 f t 8 f t 6 f t 0. 2 5 f t J = 100 lb/ft³JEFP = 40 lb/ft³ 2 f t J = 300 lb/ft³JEFP = 120 lb/ft³ J = 100 lb/ft³JEFP = 40 lb/ft³Kh = 0.46Kv = 0.00 Loading Options/Assumptions Passive pressure neglects top 1 ft of soil. Load Combinations IBC 2018 (Strength) 1.2D + 1.6H + 1.0E 1.2D + 1.6H 1.2D + 0.9H + 1.0E 1.2D + 0.9H 0.9D + 1.6H + 1.0E 0.9D + 1.6H 0.9D + 0.9H + 1.0E 0.9D + 0.9H 1.4D Load Combination Stem M-applied Stem M-allow Stem V-applied Stem V-allow Stem Min. ld Stem Actual ld Stem Min. strain Stem Actual strain Stem Min. steel (ft·k/ft)(ft·k/ft)(k/ft)(k/ft)(in)(in)(in²/in) 1.2D + 1.6H + 1.0E 8.88 10.5 2.83 6.4 8.43 11 0.0040 0.0192 0.02 1.2D + 1.6H 3.4 10.5 1.49 6.4 6 11 0.0040 0.0192 0 1.2D + 0.9H + 1.0E 7.39 10.5 2.18 6.4 7.01 11 0.0040 0.0192 0 1.2D + 0.9H 1.91 10.5 0.84 6.4 6 11 0.0040 0.0192 0 0.9D + 1.6H + 1.0E 8.88 10.5 2.83 6.4 8.43 11 0.0040 0.0192 0.02 0.9D + 1.6H 3.4 10.5 1.49 6.4 6 11 0.0040 0.0192 0 0.9D + 0.9H + 1.0E 7.39 10.5 2.18 6.4 7.01 11 0.0040 0.0192 0 0.9D + 0.9H 1.91 10.5 0.84 6.4 6 11 0.0040 0.0192 0 1.4D 0 0 0 0 6 11 0.0040 0.0192 0 Load Combination Stem Actual steel Heel M-applied Heel M-allow Heel V-applied Heel V-allow Toe M-applied Toe M-allow Toe V-applied Toe V-allow (in²/in)(ft·k/ft)(ft·k/ft)(k/ft)(k/ft)(ft·k/ft)(ft·k/ft)(k/ft)(k/ft) 1.2D + 1.6H + 1.0E 0.04 7.11 10.44 2.3 13.38 1.4 14.59 0.34 12.17 1.2D + 1.6H 0.04 7.25 10.44 2.54 13.38 1.18 14.59 0.29 12.17 1.2D + 0.9H + 1.0E 0.04 7.11 10.44 2.3 13.38 1.4 14.59 0.34 12.17 1.2D + 0.9H 0.04 7.25 10.44 2.54 13.38 1.18 14.59 0.29 12.17 0.9D + 1.6H + 1.0E 0.04 5.29 10.44 1.67 13.38 1.11 14.59 0.27 12.17 0.9D + 1.6H 0.04 5.44 10.44 1.91 13.38 0.89 14.59 0.22 12.17 0.9D + 0.9H + 1.0E 0.04 5.29 10.44 1.67 13.38 1.11 14.59 0.27 12.17 0.9D + 0.9H 0.04 5.44 10.44 1.91 13.38 0.89 14.59 0.22 12.17 1.4D 0.04 8.46 10.44 2.97 13.38 1.38 14.59 0.34 12.17 Strength Check Results Summary Load Combination Overturning Moment Resisting Moment Overturning F.S. Overturning F.S. Req'd Overturning F.S. Req'd Seismic Sliding Force Resisting Force Sliding F.S. (ft·k/ft)(ft·k/ft)(lb/in)(lb/in) 1.0D + 1.0H + 0.7E 3.41 13.92 4.079 1.200 1.200 106.7 159 1.4911.0D + 1.0H 3.41 13.92 4.079 1.200 1.200 106.7 141.6 1.327Load Combination Sliding F.S. Req'd Sliding F.S. Req'd Seismic Bearing Pressure Actual Bearing Pressure Allowable Bearing Eccentricity Actual Bearing Eccentricity Allowable Wall Top Actual Deflection (psf)(psf)(in)(in)(in) 1.0D + 1.0H + 0.7E 1.200 1.200 2982 3000 19.83 34 0.36 1.0D + 1.0H 1.200 1.200 2644 3000 19.83 34 0.36 Stability Check Results Summary QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 19 20.rwd Page 2 of 22 Thursday 03/02/23 1:58 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Backfill Pressure 6. 8 3 f t 2 f t 8 f t 6 f t 0. 2 5 f t J = 100 lb/ft³JEFP = 40 lb/ft³-320 psf 8 f t 106.7 lb/in8 f t 2. 6 7 f t -273.33 psf 77.82 lb/in 2.2 8 f t Equivalent Fluid Pressure Vh H Jfluid 8 ft 40 lb ft³ / 320 psf = = = Lateral Earth Pressure Vh H Jfluid 6.83 ft 40 lb ft³ / 273.3 psf = = = Lateral Earth Pressure (stem only) QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 19 20.rwd Page 3 of 22 Thursday 03/02/23 1:58 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Passive Pressure 2 f t J = 300 lb/ft³JEFP = 120 lb/ft³ 120 psf 1 f t 5 lb/in 0. 3 3 f t Equivalent Fluid Pressure Vh H Jfluid 1 ft 120 lb ft³ / 120 psf = = = Lateral Earth Pressure QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 19 20.rwd Page 4 of 22 Thursday 03/02/23 1:58 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Seismic Pressure J = 100 lb/ft³JEFP = 40 lb/ft³Kh = 0.46Kv = 0.00 -101 psf -404.01 psf 8 f t 168.3 lb/in 8 f t 4. 8 f t 152.6 lb/in 71.14 lb/in -86.27 psf -345.09 psf 122.8 lb/in 4.1 f t 111.3 lb/in 51.91 lb/in Dynamic static force Mononobe Okabe equation - + T'atan kh1kv - arctan 0.4570 1 0.0 - 24.56° = = = Kae sin²EIT' - + cos T' sin²E sinE T'G - - 1 sin IG + sinIT'D - - sin EGT' - - sinDE + + 2 ^ = sin ² 90°30°24.56° - + cos 24.56° sin² 90° sin 90°24.56°25° - - 1 sin 30°25° + sin 30°24.56°0° - - sin 90°25°24.56° - - sin 0°90° + + 2 ^ = 0.9272 = Pae 1 2 Kae J H2 ^ 1kv - 1 2 0.9272 100 lb ft³ / 8 ft 2 ^ 1 0.0 - 247.3 lb in / = = = Static only force Coulomb equation - Ka sin²EI + sin²E sinEG - 1 sin IG + sinID - sin EG - sinDE + + 2 ^ = sin ² 90°30° + sin ² 90° sin 90°25° - 1 sin 30°25° + sin 30°0° - sin 90°25° - sin 0°90° + + 2 ^ = 0.2959 = Pa 1 2 Ka J H2 ^ 1 2 0.2959 100 lb ft³ / 8 ft 2 ^ 78.91 lb in / = = = Net dynamic force 'Pae Pae Pa - 247.3 lb in / 78.91 lb in / - 168.3 lb in / = = = DP 90°E G + - 90°90°25° + - 25° resultant force angle with horizontal = = = To arrive at the pressure distribution illustrated above used to determine stem moments , apply inverted triangular pressure plus a uniform portion to bring resultant to 0.6H Ve_top 85 'PaeH 85 168.3 lb in / 8 ft 404 psf = = = Ve_bot 2 5 'PaeH 2 5 168.3 lb in / 8 ft 101 psf = = = Seismic Pressure QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 19 20.rwd Page 5 of 22 Thursday 03/02/23 1:58 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Wall/Soil Weights 82.64 lb/in 59.03 lb/in 227.8 lb/in 20.83 lb/in Bearing Pressure 3126 psf 461.4 lb/in 1.18 ft e = 19.83 in 161.5 lb/in F P R 0.350 461.4 lb in / 161.5 lb in / = = = Friction Bearing Pressure Calculation Contributing Forces Vert Force ...offset Horz Force ...offset OT Moment Backfill Pressure -0 lb/in - -106.67 lb/in 2.67 ft 40960 in·lb/ft Seismic Force -71.14 lb/in 5.67 ft -152.56 lb/in 4.8 ft 47401 in·lb/ft Footing Weight -82.64 lb/in 2.83 ft 0 lb/in - -33716.67 in·lb/ft Stem Weight -59.03 lb/in 1.33 ft 0 lb/in - -11333.33 in·lb/ft Backfill Weight -227.78 lb/in 3.67 ft 0 lb/in - -120266.67 in·lb/ft Soil over toe Weight -20.83 lb/in 0.5 ft 0 lb/in --1500 in·lb/ft -461.42 lb/in -78455.8 in·lb/ft 78455.8 in·lb ft / - 461.42 lb in / - 1.18 ft = QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 19 20.rwd Page 6 of 22 Thursday 03/02/23 1:58 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Overturning Check Overturning Moments Force Distance Moment Backfill pressure (horz) 106.7 lb/in 2.67 ft 40960 in·lb/ft Seismic force 106.8 lb/in 4.8 ft 73817 in·lb/ft Total: 114777 in·lb/ft Resisting Moments Force Distance Moment Passive pressure @ toe 5 lb/in 0.33 ft 240 in·lb/ft Footing Weight -82.64 lb/in 2.83 ft 33717 in·lb/ft Stem Weight -59.03 lb/in 1.33 ft 11333 in·lb/ft Backfill Weight -227.78 lb/in 3.67 ft 120267 in·lb/ft Soil over toe Weight -20.83 lb/in 0.5 ft 1500 in·lb/ft Total: 167057 in·lb/ft Without seismic loads: F.S. RM OTM 167057 in·lb ft / 40960 in·lb ft / 4.079 > 1.20 OK = = = Including seismic loads: F.S. RM OTM 167057 in·lb ft / 114777 in·lb ft / 1.455 > 1.20 OK = = = Sliding Check Check not performed; restrained against sliding. Bearing Capacity Check Bearing pressure < allowable (2982 psf < 3000 psf) - OK Bearing resultant eccentricity < allowable (19.83 in < 34 in) - OK Wall Top Displacement (based on unfactored service loads) Deflection due to stem flexural displacement 0.086 inDeflection due to rotation from settlement 0.271 inTotal deflection at top of wall (positive towards toe) 0.358 in Stability Checks [1.0D + 1.0H + 0.7E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 19 20.rwd Page 7 of 22 Thursday 03/02/23 1:58 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.08 6.38 5.67 4.96 4.25 3.54 2.83 2.13 1.42 0.71 0-12-9-6-3036 Moment (ft·k/ft) Offset (ft) Moment a As fy 0.85 F'c 0.04 in² in / 60000 psi 0.85 4000 psi 0.65 in = = = IMn I As fy da2 / - 0.90 0.04 in² in / 60000 psi 5.63 in 0.65 in 2 / - 10.5 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 0 ft from base [Negative bending] a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = IMn I As fy da2 / - 0.90 0.02 in² in / 60000 psi 5.75 in 0.29 in 2 / - 5.04 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 0 ft from base [Positive bending] a As fy 0.85 F'c 0.04 in² in / 60000 psi 0.85 4000 psi 0.65 in = = = IMn I As fy da2 / - 0.90 0.04 in² in / 60000 psi 5.63 in 0.65 in 2 / - 10.5 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 5.66 ft from base [Negative bending] a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = IMn I As fy da2 / - 0.90 0.02 in² in / 60000 psi 5.75 in 0.29 in 2 / - 5.04 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 6.08 ft from base [Positive bending] a As fy 0.85 F'c 0 in² in / 60000 psi 0.85 4000 psi 0 in = = = IMn I As fy da2 / - 0.90 0 in² in / 60000 psi 5.63 in 0 in 2 / - 0 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 7.08 ft from base [Negative bending] a As fy 0.85 F'c 0 in² in / 60000 psi 0.85 4000 psi 0 in = = = IMn I As fy da2 / - 0.90 0 in² in / 60000 psi 5.75 in 0 in 2 / - 0 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 7.08 ft from base [Positive bending] Stem Flexural Capacity QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 19 20.rwd Page 8 of 22 Thursday 03/02/23 1:58 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.08 6.38 5.67 4.96 4.25 3.54 2.83 2.13 1.42 0.71 0-8 -5.33 -2.67 0 2.67 5.33 8 Shear (k/ft) Offset (ft) Shear O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 5.63 in 8.54 k ft / = = = IVn I Vc 0.750 8.54 k ft / 6.4 kft / = = = Shear Capacity (ACI 318-14 11.5.5.1, 22.5.1.1, 22.5.5.1) @ 0 ft from base [Positive shear] O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 5.63 in 8.54 k ft / = = = IVn I Vc 0.750 8.54 k ft / 6.4 kft / = = = Shear Capacity (ACI 318-14 11.5.5.1, 22.5.1.1, 22.5.5.1) @ 0 ft from base [Negative shear] O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 5.63 in 8.54 k ft / = = = IVn I Vc 0.750 8.54 k ft / 6.4 kft / = = = Shear Capacity (ACI 318-14 11.5.5.1, 22.5.1.1, 22.5.5.1) @ 7.08 ft from base [Positive shear] O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 5.63 in 8.54 k ft / = = = IVn I Vc 0.750 8.54 k ft / 6.4 kft / = = = Shear Capacity (ACI 318-14 11.5.5.1, 22.5.1.1, 22.5.5.1) @ 7.08 ft from base [Negative shear] Stem Shear Capacity QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 19 20.rwd Page 9 of 22 Thursday 03/02/23 1:58 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.75 in 9.96 in = = = 8db 80.75 in 6.0 minimum limit, does not control = = Main vertical stem bars (bottom end) - Development Length Calculation (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.3) \t 1.0 bars are not horizontal = \e 1.0 bar not epoxy coated = \s 0.80 bars are #6 or smaller = O 1.0 normal weight concrete = s2 / 12 in 2 / 6 in = = cover db 2 / + 2 in 0.75 in 2 / + 2.38 in = = cb 2.38 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr + db 2.38 in 0.0 + 0.75 in 3.1667 = = ld 3.40 fy O F'c \t \e \s 2.5 db 3.40 60000 psi 1.0 4000 psi 1.0 1.0 0.80 2.5 0.75 in 17.08 in = = = Main vertical stem bars (top end) - Development Length Calculation (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.3) \t 1.0 bars are not horizontal = \e 1.0 bar not epoxy coated = \s 0.80 bars are #6 or smaller = O 1.0 normal weight concrete = s2 / 12 in 2 / 6 in = = cover db 2 / + 2 in 0.5 in 2 / + 2.25 in = = cb 2.25 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr + db 2.25 in 0.0 + 0.5 in 4.50 = = ld 3.40 fy O F'c \t \e \s 2.5 db 3.40 60000 psi 1.0 4000 psi 1.0 1.0 0.80 2.5 0.5 in 11.38 in = = = 12 inch minimum controls 2nd curtain vertical bars (top end) - Development Length Calculation (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.3) Stem Development/Lap Length Calculations QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 19 20.rwd Page 10 of 22 Thursday 03/02/23 1:58 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Design moment Mu for toe need not exceed moment at stem base: Mtoe 1.4 ft·k ft < Mstem / 8.88 ft·k ft / = = Mu 1.4 ft·k ft stem moment does not control / = Controlling Moment a As fy 0.85 F'c 0.03 in² in / 60000 psi 0.85 4000 psi 0.46 in = = = IMn I As fy da2 / - 0.90 0.03 in² in / 60000 psi 10.69 in 0.46 in 2 / - 14.59 ft·k ft / = = = IMn 14.59 ft·k ft t Mu / 1.4 ft·k ft / = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 10.69 in 16.22 k ft / = = = IVn I Vc 0.750 16.22 k ft / 12.17 k ft / = = = IVn 12.17 k ft t Vu / 0.34 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.03 in² in / 60000 psi 0.85 4000 psi 0.46 in = = = Ht 0.003 d a E1 / 1 - 0.003 10.69 in 0.46 in 0.850 / 1 - 0.0568 = = = Ht 0.0568 t 0.004 = 9 Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) IMn 14.59 ft·k ft t 43 / Mu / 43 / 1.4 ft·k ft / 1.87 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) UST_prov ASTtsST 0.4 in² in / 14 in 12 in 0.0024 = = = UST_prov ASTtsST 0.4 in² in / 14 in 12 in 0.0024 = = = 0.0018 60000 fy 0.0018 60000 60000 psi 0.0018 = = UST_min 0.0018 = UST_prov 0.0024 t UST_min 0.0018 = = 9 18 inch limit governs sST_max 18 in = sST 12 in d sST_max 18 in = = 9 Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) MuIMn 1.4 ft·k ft / 14.59 ft·k ft / 0.0960 ratio to represent excess reinforcement = = \t 1.0 12 inches or less cast below 3.00 inches - = \e 1.0 bar not epoxy coated = \s 0.80 bars are #6 or smaller = O 1.0 normal weight concrete = s2 / 12 in 2 / 6 in = = cover db 2 / + 3 in 0.63 in 2 / + 3.31 in = = cb 3.31 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr + db 3.31 in 0.0 + 0.63 in 5.30 = = ld 3. 40 fy O F'c \t \e \s 2.5 db 3. 40 60000 psi 1.0 4000 psi 1.0 1.0 0.80 2.5 0.63 in 14.23 in = = = Factoring ld by the excess reinforcement ratio 0.0960 per 25.4.10: ld 1.37 in = 12 inch minimum controls ld_prov 53 in t ld 12 in = = 9 Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) Toe Unfactored Loads 14 i n #5 @ 12 in Unfactored Loads 175 psf (Self-wt) 250 psf (Soil) 3126 psf 2244 psf Toe Factored Loads 14 i n #5 @ 12 in 1.2D + 1.6H + 1.0E 210 psf (Self-wt) 300 psf (Soil) 3655 psf 2623 psf 3655 psf2623 psf 2.63 k/ft Toe Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 19 20.rwd Page 11 of 22 Thursday 03/02/23 1:58 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Design moment Mu for heel need not exceed moment at stem base: Mheel 7.11 ft·k ft < Mstem / 8.88 ft·k ft / = = Mu 7.11 ft·k ft stem moment does not control / = Controlling Moment a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = IMn I As fy da2 / - 0.90 0.02 in² in / 60000 psi 11.75 in 0.29 in 2 / - 10.44 ft·k ft / = = = IMn 10.44 ft·k ft t Mu / 7.11 ft·k ft / = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 11.75 in 17.84 k ft / = = = IVn I Vc 0.750 17.84 k ft / 13.38 k ft / = = = IVn 13.38 k ft t Vu / 2.3 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = Ht 0.003 d a E1 / 1 - 0.003 11.75 in 0.29 in 0.850 / 1 - 0.0989 = = = Ht 0.0989 t 0.004 = 9 Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) IMn 10.44 ft·k ft t 43 / Mu / 43 / 7.11 ft·k ft / 9.47 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) UST_prov ASTtsST 0.4 in² in / 14 in 12 in 0.0024 = = = UST_prov ASTtsST 0.4 in² in / 14 in 12 in 0.0024 = = = 0.0018 60000 fy 0.0018 60000 60000 psi 0.0018 = = UST_min 0.0018 = UST_prov 0.0024 t UST_min 0.0018 = = 9 18 inch limit governs sST_max 18 in = sST 12 in d sST_max 18 in = = 9 Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) MuIMn 7.11 ft·k ft / 10.44 ft·k ft / 0.6804 ratio to represent excess reinforcement = = \t 1.0 12 inches or less cast below 11.50 inches - = \e 1.0 bar not epoxy coated = \s 0.80 bars are #6 or smaller = O 1.0 normal weight concrete = s2 / 12 in 2 / 6 in = = cover db 2 / + 2 in 0.5 in 2 / + 2.25 in = = cb 2.25 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr + db 2.25 in 0.0 + 0.5 in 4.50 = = ld 3. 40 fy O F'c \t \e \s 2.5 db 3. 40 60000 psi 1.0 4000 psi 1.0 1.0 0.80 2.5 0.5 in 11.38 in = = = Factoring ld by the excess reinforcement ratio 0.6804 per 25.4.10: ld 7.75 in = 12 inch minimum controls ld_prov 18 in t ld 12 in = = 9 Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) Heel Unfactored Loads 14 i n #4 @ 12 in Unfactored Loads 175 psf (Concrete self-wt) 683.3 psf (Soil weight) 1655 psf 0 psf Heel Factored Loads 14 i n #4 @ 12 in 1.2D + 1.6H + 1.0E 210 psf (Concrete self-wt) 820 psf (Soil weight) 0-1935 psf (Bearing pressure) 1935 psf2.3 k/ft Heel Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 19 20.rwd Page 12 of 22 Thursday 03/02/23 1:58 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Stem Internal Forces -437.33 psf-78.19 psf -312.76 psf 2.83 k/ft -8.88 ft·k/ft Stem Internal Forces 7.08 6.2 5.31 4.43 3.54 2.66 1.77 0.89 0-9 -6.75 -4.5 -2.25 0 Moment (ft·k/ft) Moment Stem Internal Forces 7.08 6.2 5.31 4.43 3.54 2.66 1.77 0.89 00 0.75 1.5 2.25 3 Shear (k/ft) Shear Stem Joint Force Transfer Location Force @ stem base 2.83 k/ft Stem Internal Forces -437.33 psf -78.19 psf -312.76 psf Stem Forces [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 19 20.rwd Page 13 of 22 Thursday 03/02/23 1:58 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.08 6.38 5.67 4.96 4.25 3.54 2.83 2.13 1.42 0.71 0-12-9-6-30 3 6 Moment (ft·k/ft) Offset (ft) Moment IMn 10.5 ft·k ft t Mu / 8.88 ft·k ft / = = 9 Check (ACI 318-14 11.5.5.1b) @ 0 ft from base IMn 10.5 ft·k ft t Mu / 0.23 ft·k ft / = = 9 Check (ACI 318-14 11.5.5.1b) @ 5.66 ft from base IMn 10.03 ft·k ft t Mu / 0.2 ft·k ft / = = 9 Check (ACI 318-14 11.5.5.1b) @ 5.72 ft from base Stem Moment Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 19 20.rwd Page 14 of 22 Thursday 03/02/23 1:58 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.08 6.38 5.67 4.96 4.25 3.54 2.83 2.13 1.42 0.71 0-8 -5.33 -2.67 0 2.67 5.33 8 Shear (k/ft) Offset (ft) Shear IVn 6.4 k ft t Vu / 2.83 k ft / = = 9 Shear Check (ACI 318-14 11.5.5.1c) @ 0 ft from base Stem Shear Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 19 20.rwd Page 15 of 22 Thursday 03/02/23 1:58 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls IMn 10.5 ft·k ft < 43 / Mu / 43 / 8.88 ft·k ft / 11.84 ft·k ft / = = = As_min 3F'c fy d 3 4000 psi 60000 psi 5.63 in 0.02 in² in / = = = 200 d fy / 200 5.63 in 60000 psi / 0.02 in² in / = = As_min 0.02 in² in / = As 0.04 in² in t As_min / 0.02 in² in / = = 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 0 ft from base [Stem in negative flexure] IMn 0 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / 0 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 7.08 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.04 in² in / 60000 psi 0.85 4000 psi 0.65 in = = = Ht 0.003 daE1 / 1 - 0.003 5.63 in0.65 in 0.850 / 1 - 0.0192 = = = Ht 0.0192 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 0 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.04 in² in / 60000 psi 0.85 4000 psi 0.65 in = = = Ht 0.003 daE1 / 1 - 0.003 5.63 in0.65 in 0.850 / 1 - 0.0192 = = = Ht 0.0192 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 7.08 ft from base [Stem in negative flexure] Ut As_horz shorz / t 0.4 in²12 in / 8 in 0.0042 = = = Ut_min 0.0020 bars No. 5 or less, not less than 60 ksi = Ut 0.0042 t Ut_min 0.0020 = = 9 3h 38 in 24 in = = 18 inch limit governs shorz 12 in d shorz_max 18 in = = 9 Wall Horizontal Steel (ACI 318-14 11.6.1, 11.7.3) MuIMn 8.88 ft·k ft / 10.5 ft·k ft / 0.8460 ratio to represent excess reinforcement = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.75 in 9.96 in = = = Factoring ldh by the excess reinforcement ratio 0.8460 per 25.4.10: ldh 8.43 in = 8db 80.75 in 6.0 minimum limit, does not control = = ldh_prov 11 in t ldh 8.43 in = = 9 Development Check (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.10) Stem Miscellaneous Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 19 20.rwd Page 16 of 22 Thursday 03/02/23 1:58 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Design moment Mu for toe need not exceed moment at stem base: Mtoe 1.38 ft·k ft t Mstem / 0 ft·k ft / - = = Mu 0 ft·k ft stem base moment controls / - = Controlling Moment a As fy 0.85 F'c 0.03 in² in / 60000 psi 0.85 4000 psi 0.46 in = = = IMn I As fy da2 / - 0.90 0.03 in² in / 60000 psi 10.69 in 0.46 in 2 / - 14.59 ft·k ft / = = = IMn 14.59 ft·k ft t Mu / 0 ft·k ft / - = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 10.69 in 16.22 k ft / = = = IVn I Vc 0.750 16.22 k ft / 12.17 k ft / = = = IVn 12.17 k ft t Vu / 0.34 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.03 in² in / 60000 psi 0.85 4000 psi 0.46 in = = = Ht 0.003 d a E1 / 1 - 0.003 10.69 in 0.46 in 0.850 / 1 - 0.0568 = = = Ht 0.0568 t 0.004 = 9 Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) IMn 14.59 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / - 0 ft·k ft / - = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) UST_prov ASTtsST 0.4 in² in / 14 in 12 in 0.0024 = = = UST_prov ASTtsST 0.4 in² in / 14 in 12 in 0.0024 = = = 0.0018 60000 fy 0.0018 60000 60000 psi 0.0018 = = UST_min 0.0018 = UST_prov 0.0024 t UST_min 0.0018 = = 9 18 inch limit governs sST_max 18 in = sST 12 in d sST_max 18 in = = 9 Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) MuIMn 0 ft·k ft / - 14.59 ft·k ft / 0.0 ratio to represent excess reinforcement - = = \t 1.0 12 inches or less cast below 3.00 inches - = \e 1.0 bar not epoxy coated = \s 0.80 bars are #6 or smaller = O 1.0 normal weight concrete = s2 / 12 in 2 / 6 in = = cover db 2 / + 3 in 0.63 in 2 / + 3.31 in = = cb 3.31 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr + db 3.31 in 0.0 + 0.63 in 5.30 = = ld 3. 40 fy O F'c \t \e \s 2.5 db 3. 40 60000 psi 1.0 4000 psi 1.0 1.0 0.80 2.5 0.63 in 14.23 in = = = Factoring ld by the excess reinforcement ratio 0.0000 - per 25.4.10: ld 0 in - = 12 inch minimum controls ld_prov 53 in t ld 12 in = = 9 Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) Toe Unfactored Loads 14 i n #5 @ 12 in Unfactored Loads 175 psf (Self-wt) 250 psf (Soil) 3126 psf 2244 psf Toe Factored Loads 14 i n #5 @ 12 in 1.4D 245 psf (Self-wt) 350 psf (Soil) 3702 psf 2657 psf 3702 psf2657 psf 2.58 k/ft Toe Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 19 20.rwd Page 17 of 22 Thursday 03/02/23 1:58 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Design moment Mu for heel need not exceed moment at stem base: Mheel 8.46 ft·k ft t Mstem / 0 ft·k ft / - = = Mu 0 ft·k ft stem base moment controls / - = Controlling Moment a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = IMn I As fy da2 / - 0.90 0.02 in² in / 60000 psi 11.75 in 0.29 in 2 / - 10.44 ft·k ft / = = = IMn 10.44 ft·k ft t Mu / 0 ft·k ft / - = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 11.75 in 17.84 k ft / = = = IVn I Vc 0.750 17.84 k ft / 13.38 k ft / = = = IVn 13.38 k ft t Vu / 2.97 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.02 in² in / 60000 psi 0.85 4000 psi 0.29 in = = = Ht 0.003 d a E1 / 1 - 0.003 11.75 in 0.29 in 0.850 / 1 - 0.0989 = = = Ht 0.0989 t 0.004 = 9 Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) IMn 10.44 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / - 0 ft·k ft / - = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) UST_prov ASTtsST 0.4 in² in / 14 in 12 in 0.0024 = = = UST_prov ASTtsST 0.4 in² in / 14 in 12 in 0.0024 = = = 0.0018 60000 fy 0.0018 60000 60000 psi 0.0018 = = UST_min 0.0018 = UST_prov 0.0024 t UST_min 0.0018 = = 9 18 inch limit governs sST_max 18 in = sST 12 in d sST_max 18 in = = 9 Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) MuIMn 0 ft·k ft / - 10.44 ft·k ft / 0.0 ratio to represent excess reinforcement - = = \t 1.0 12 inches or less cast below 11.50 inches - = \e 1.0 bar not epoxy coated = \s 0.80 bars are #6 or smaller = O 1.0 normal weight concrete = s2 / 12 in 2 / 6 in = = cover db 2 / + 2 in 0.5 in 2 / + 2.25 in = = cb 2.25 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr + db 2.25 in 0.0 + 0.5 in 4.50 = = ld 3. 40 fy O F'c \t \e \s 2.5 db 3. 40 60000 psi 1.0 4000 psi 1.0 1.0 0.80 2.5 0.5 in 11.38 in = = = Factoring ld by the excess reinforcement ratio 0.0000 - per 25.4.10: ld 0 in - = 12 inch minimum controls ld_prov 18 in t ld 12 in = = 9 Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) Heel Unfactored Loads 14 i n #4 @ 12 in Unfactored Loads 175 psf (Concrete self-wt) 683.3 psf (Soil weight) 1655 psf 0 psf Heel Factored Loads 14 i n #4 @ 12 in 1.4D 245 psf (Concrete self-wt) 956.7 psf (Soil weight) 0-1960 psf (Bearing pressure) 1960 psf2.97 k/ft Heel Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 19 20.rwd Page 18 of 22 Thursday 03/02/23 1:58 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Stem Internal Forces 0 k/ft -0 ft·k/ft Stem Internal Forces Moment Stem Internal Forces Shear Stem Joint Force Transfer Location Force @ stem base 0 k/ft Stem Internal Forces Stem Forces [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 19 20.rwd Page 19 of 22 Thursday 03/02/23 1:58 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.08 6.38 5.67 4.96 4.25 3.54 2.83 2.13 1.42 0.71 0-12-9-6-30 3 6 Moment (ft·k/ft) Offset (ft) Moment Stem Moment Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 19 20.rwd Page 20 of 22 Thursday 03/02/23 1:58 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.08 6.38 5.67 4.96 4.25 3.54 2.83 2.13 1.42 0.71 0-8 -5.33 -2.67 0 2.67 5.33 8 Shear (k/ft) Offset (ft) Shear Stem Shear Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 19 20.rwd Page 21 of 22 Thursday 03/02/23 1:58 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls IMn 10.5 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / 0 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 0 ft from base [Stem in negative flexure] IMn 0 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / 0 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 7.08 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.04 in² in / 60000 psi 0.85 4000 psi 0.65 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.63 in 0.65 in 0.850 / 1 - 0.0192 = = = Ht 0.0192 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 0 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.04 in² in / 60000 psi 0.85 4000 psi 0.65 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.63 in 0.65 in 0.850 / 1 - 0.0192 = = = Ht 0.0192 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 7.08 ft from base [Stem in negative flexure] Ut As_horz shorz / t 0.4 in²12 in / 8 in 0.0042 = = = Ut_min 0.0020 bars No. 5 or less, not less than 60 ksi = Ut 0.0042 t Ut_min 0.0020 = = 9 3h 38 in 24 in = = 18 inch limit governs shorz 12 in d shorz_max 18 in = = 9 Wall Horizontal Steel (ACI 318-14 11.6.1, 11.7.3) MuIMn 0 ft·k ft / 10.5 ft·k ft / 0.0 ratio to represent excess reinforcement = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.75 in 9.96 in = = = Factoring ldh by the excess reinforcement ratio 0.0000 per 25.4.10: ldh 0 in = 8db 80.75 in 6.0 minimum limit, does not control = = 6 inch minimum controls ldh_prov 11 in t ldh 6 in = = 9 Development Check (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.10) Stem Miscellaneous Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Ra...\BMP Basins 19 20.rwd Page 22 of 22 Thursday 03/02/23 1:58 PM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Footing f'c = 4000 psiFooting Fy = 60000 psiFooting Unit Wt. = 150 lb/ft³Stem f'c = 4000 psiStem Fy = 60000 psiStem Unit Wt. = 150 lb/ft³ 8 in 5.5 ft 1 ft 3.83 ft 14 i n 8. 8 4 f t 7.6 7 f t 2. 1 7 f t 0. 6 7 f t #4 @ 12 in (S&T)#6 @ 7 in Heel Bars: #5 @ 12 in Toe Bars: #6 @ 7 in Footing S/T Bars: #4 @ 9 in #4 @ 12 in (S&T)#6 @ 7 in Design Detail Check Summary Ratio Check Provided Required Combination ----- Stability Checks ----- 0.897 Overturning 1.34 1.20 1.0D + 1.0H + 0.7E 0.994 Bearing Pressure 4000 psf 3977 psf 1.0D + 1.0H + 0.7E 0.634 Bearing Eccentricity 20.92 in 32.98 in 1.0D + 1.0H + 0.7E----- Toe Checks -----0.039 Shear 12.1 k/ft 0.47 k/ft 1.2D + 1.6H + 1.0E0.055 Moment 34.18 ft·k/ft 1.89 ft·k/ft 1.2D + 1.6H + 1.0E 0.187 Min Strain 0.0214 0.0040 1.2D + 1.6H + 1.0E 0.000 Min Steel 0.06 in² 0 in² 1.2D + 1.6H + 1.0E 1.000 Development 6 in 6 in 1.2D + 1.6H + 1.0E0.500 S&T Max Spacing 9 in 18 in 1.2D + 1.6H + 1.0E0.567 S&T Min Rho 0.0032 0.0018 1.2D + 1.6H + 1.0E ----- Heel Checks ----- 0.299 Shear 13.31 k/ft 3.97 k/ft 1.4D 0.518 Moment 15.99 ft·k/ft 8.27 ft·k/ft 1.2D + 1.6H + 1.0E 0.064 Min Strain 0.0624 0.0040 1.2D + 1.6H + 1.0E0.000 Min Steel 0.03 in² 0 in² 1.2D + 1.6H + 1.0E0.667 Development 18 in 12 in 1.2D + 1.6H + 1.0E 0.500 S&T Max Spacing 9 in 18 in 1.2D + 1.6H + 1.0E 0.567 S&T Min Rho 0.0032 0.0018 1.2D + 1.6H + 1.0E ----- Stem Checks -----0.624 Moment 17.21 ft·k/ft 10.74 ft·k/ft 1.2D + 1.6H + 1.0E0.508 Shear 6.4 k/ft 3.25 k/ft 1.2D + 1.6H + 1.0E0.403 Max Steel 0.0099 0.0040 1.2D + 1.6H + 1.0E 0.000 Min Steel 0.06 in²/in 0 in²/in 1.2D + 1.6H + 1.0E 0.565 Base Development 11 in 6.22 in 1.2D + 1.6H + 1.0E 0.000 Horz Bar Rho 0.0000 0.0000 1.2D + 1.6H + 1.0E0.667 Horz Bar Spacing 12 in 18 in 1.2D + 1.6H + 1.0E Criteria Use basic criteria from common proje...Yes Building Code IBC 2018 Concrete Load Combs IBC 2018 (Strength) Masonry Load Combs ASCE 7-16 (ASD) Stability Load Combs IBC Retaining Wall St... Apply Sds Factor to Seismic Combin... No Restrained Against Sliding Yes Neglect Bearing At Heel No Use Vert. Comp. for OT No Use Vert. Comp. for Sliding No Use Vert. Comp. for Bearing Yes Use Surcharge for Sliding & OT Yes Use Surcharge for Bearing Yes Neglect Soil Over Toe No Neglect Backfill Wt. for Coulomb No Factor Soil Weight As Dead Yes Use Passive Force for OT Yes Assume Pressure To Top Yes Extend Backfill Pressure To Key Bott... No Use Toe Passive Pressure for Bearing No Required F.S. for OT 1.20 Required F.S. for Sliding 1.20 Has Different Safety Factors for Seis... Yes Seismic F.S. for OT 1.20 Seismic F.S. for Sliding 1.20 Allowable Bearing Pressure 4000 psf Req'd Bearing Location Over footing Wall Friction Angle 25° Friction Coefficent 0.35 Soil Reaction Modulus 172800 lb/ft³ QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\C...\BMP Basin 3 - Building Side.rwd Page 1 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Loads 7 f t 2. 1 7 f t 8.1 7 f t 6 f t 0.6 7 f t J = 120 lb/ft³JEFP = 40 lb/ft³ 2. 1 7 f t J = 300 lb/ft³JEFP = 120 lb/ft³ J = 120 lb/ft³JEFP = 40 lb/ft³Kh = 0.46Kv = 0.00 Loading Options/Assumptions Passive pressure neglects top 1 ft of soil. Load Combinations IBC 2018 (Strength) 1.2D + 1.6H + 1.0E 1.2D + 1.6H 1.2D + 0.9H + 1.0E 1.2D + 0.9H 0.9D + 1.6H + 1.0E 0.9D + 1.6H 0.9D + 0.9H + 1.0E 0.9D + 0.9H 1.4D Load Combination Stem M-applied Stem M-allow Stem V-applied Stem V-allow Stem Min. ld Stem Actual ld Stem Min. strain Stem Actual strain Stem Min. steel (ft·k/ft)(ft·k/ft)(k/ft)(k/ft)(in)(in)(in²/in) 1.2D + 1.6H + 1.0E 10.74 17.21 3.25 6.4 6.22 11 0.0040 0.0099 0 1.2D + 1.6H 3.66 17.21 1.57 6.4 6 11 0.0040 0.0099 0 1.2D + 0.9H + 1.0E 9.14 17.21 2.57 6.4 6 11 0.0040 0.0099 0 1.2D + 0.9H 2.06 17.21 0.88 6.4 6 11 0.0040 0.0099 0 0.9D + 1.6H + 1.0E 10.74 17.21 3.25 6.4 6.22 11 0.0040 0.0099 0 0.9D + 1.6H 3.66 17.21 1.57 6.4 6 11 0.0040 0.0099 0 0.9D + 0.9H + 1.0E 9.14 17.21 2.57 6.4 6 11 0.0040 0.0099 0 0.9D + 0.9H 2.06 17.21 0.88 6.4 6 11 0.0040 0.0099 0 1.4D 0 0 0 0 6 11 0.0040 0.0099 0 Load Combination Stem Actual steel Heel M-applied Heel M-allow Heel V-applied Heel V-allow Toe M-applied Toe M-allow Toe V-applied Toe V-allow (in²/in)(ft·k/ft)(ft·k/ft)(k/ft)(k/ft)(ft·k/ft)(ft·k/ft)(k/ft)(k/ft) 1.2D + 1.6H + 1.0E 0.06 8.27 15.99 3.19 13.31 1.89 34.18 0.47 12.1 1.2D + 1.6H 0.06 8.37 15.99 3.41 13.31 1.57 34.18 0.39 12.1 1.2D + 0.9H + 1.0E 0.06 8.27 15.99 3.19 13.31 1.89 34.18 0.47 12.1 1.2D + 0.9H 0.06 8.37 15.99 3.41 13.31 1.57 34.18 0.39 12.1 0.9D + 1.6H + 1.0E 0.06 6.18 15.99 2.34 13.31 1.49 34.18 0.37 12.1 0.9D + 1.6H 0.06 6.28 15.99 2.55 13.31 1.18 34.18 0.29 12.1 0.9D + 0.9H + 1.0E 0.06 6.18 15.99 2.34 13.31 1.49 34.18 0.37 12.1 0.9D + 0.9H 0.06 6.28 15.99 2.55 13.31 1.18 34.18 0.29 12.1 1.4D 0.06 9.76 15.99 3.97 13.31 1.83 34.18 0.46 12.1 Strength Check Results Summary Load Combination Overturning Moment Resisting Moment Overturning F.S. Overturning F.S. Req'd Overturning F.S. Req'd Seismic Sliding Force Resisting Force Sliding F.S. (ft·k/ft)(ft·k/ft)(lb/in)(lb/in) 1.0D + 1.0H + 0.7E 3.64 15.38 4.230 1.200 1.200 111.2 181.8 1.6341.0D + 1.0H 3.64 15.38 4.230 1.200 1.200 111.2 159.9 1.438Load Combination Sliding F.S. Req'd Sliding F.S. Req'd Seismic Bearing Pressure Actual Bearing Pressure Allowable Bearing Eccentricity Actual Bearing Eccentricity Allowable Wall Top Actual Deflection (psf)(psf)(in)(in)(in) 1.0D + 1.0H + 0.7E 1.200 1.200 3977 4000 20.92 32.98 0.53 1.0D + 1.0H 1.200 1.200 3481 4000 20.92 32.98 0.53 Stability Check Results Summary QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\C...\BMP Basin 3 - Building Side.rwd Page 2 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Backfill Pressure 7 f t 2. 1 7 f t 8.1 7 f t 6 f t 0.6 7 f t J = 120 lb/ft³JEFP = 40 lb/ft³-326.8 psf 8. 1 7 f t 111.2 lb/in8. 1 7 f t 2. 7 2 f t -280.13 psf 81.74 lb/in 2.3 3 f t Equivalent Fluid Pressure Vh H Jfluid 8.17 ft 40 lb ft³ / 326.8 psf = = = Lateral Earth Pressure Vh H Jfluid 7 ft 40 lb ft³ / 280.1 psf = = = Lateral Earth Pressure (stem only) QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\C...\BMP Basin 3 - Building Side.rwd Page 3 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Passive Pressure 2.1 7 f t J = 300 lb/ft³JEFP = 120 lb/ft³ 140.4 psf 1. 1 7 f t 6.84 lb/in 0. 3 9 f t Equivalent Fluid Pressure Vh H Jfluid 1.17 ft 120 lb ft³ / 140.4 psf = = = Lateral Earth Pressure QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\C...\BMP Basin 3 - Building Side.rwd Page 4 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Seismic Pressure J = 120 lb/ft³JEFP = 40 lb/ft³Kh = 0.46Kv = 0.00 -123.78 psf -495.11 psf 8. 1 7 f t 210.7 lb/in 8. 1 7 f t 4. 9 f t 190.9 lb/in 89.04 lb/in -106.1 psf -424.41 psf 154.8 lb/in 4.2 f t 140.3 lb/in 65.42 lb/in Dynamic static force Mononobe Okabe equation - + T'atan kh1kv - arctan 0.4570 1 0.0 - 24.56° = = = Kae sin²EIT' - + cos T' sin²E sinE T'G - - 1 sin IG + sinIT'D - - sin EGT' - - sinDE + + 2 ^ = sin ² 90°30°24.56° - + cos 24.56° sin² 90° sin 90°24.56°25° - - 1 sin 30°25° + sin 30°24.56°0° - - sin 90°25°24.56° - - sin 0°90° + + 2 ^ = 0.9272 = Pae 1 2 Kae J H2 ^ 1kv - 1 2 0.9272 120 lb ft³ / 8.17 ft 2 ^ 1 0.0 - 309.4 lb in / = = = Static only force Coulomb equation - Ka sin²EI + sin²E sinEG - 1 sin IG + sinID - sin EG - sinDE + + 2 ^ = sin ² 90°30° + sin ² 90° sin 90°25° - 1 sin 30°25° + sin 30°0° - sin 90°25° - sin 0°90° + + 2 ^ = 0.2959 = Pa 1 2 Ka J H2 ^ 1 2 0.2959 120 lb ft³ / 8.17 ft 2 ^ 98.76 lb in / = = = Net dynamic force 'Pae Pae Pa - 309.4 lb in / 98.76 lb in / - 210.7 lb in / = = = DP 90°E G + - 90°90°25° + - 25° resultant force angle with horizontal = = = To arrive at the pressure distribution illustrated above used to determine stem moments , apply inverted triangular pressure plus a uniform portion to bring resultant to 0.6H Ve_top 85 'PaeH 85 210.7 lb in / 8.17 ft 495.1 psf = = = Ve_bot 2 5 'PaeH 2 5 210.7 lb in / 8.17 ft 123.8 psf = = = Seismic Pressure QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\C...\BMP Basin 3 - Building Side.rwd Page 5 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Wall/Soil Weights 80.16 lb/in 63.94 lb/in 268.2 lb/in 25.08 lb/in Bearing Pressure 4189 psf 526.5 lb/in 1.01 ft e = 20.92 in 184.3 lb/in F P R 0.350 526.5 lb in / 184.3 lb in / = = = Friction Bearing Pressure Calculation Contributing Forces Vert Force ...offset Horz Force ...offset OT Moment Backfill Pressure -0 lb/in - -111.25 lb/in 2.72 ft 43627 in·lb/ft Seismic Force -89.04 lb/in 5.5 ft -190.94 lb/in 4.9 ft 64308 in·lb/ft Footing Weight -80.16 lb/in 2.75 ft 0 lb/in - -31724.01 in·lb/ft Stem Weight -63.94 lb/in 1.33 ft 0 lb/in - -12277.33 in·lb/ft Backfill Weight -268.23 lb/in 3.58 ft 0 lb/in - -138341.1 in·lb/ft Soil over toe Weight -25.08 lb/in 0.5 ft 0 lb/in --1806 in·lb/ft -526.45 lb/in -76213.01 in·lb/ft 76213.01 in·lb ft / - 526.45 lb in / - 1.01 ft = QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\C...\BMP Basin 3 - Building Side.rwd Page 6 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Overturning Check Overturning Moments Force Distance Moment Backfill pressure (horz) 111.2 lb/in 2.72 ft 43627 in·lb/ft Seismic force 133.7 lb/in 4.9 ft 94348 in·lb/ft Total: 137975 in·lb/ft Resisting Moments Force Distance Moment Passive pressure @ toe 6.84 lb/in 0.39 ft 384.4 in·lb/ft Footing Weight -80.16 lb/in 2.75 ft 31724 in·lb/ft Stem Weight -63.94 lb/in 1.33 ft 12277 in·lb/ft Backfill Weight -268.23 lb/in 3.58 ft 138341 in·lb/ft Soil over toe Weight -25.08 lb/in 0.5 ft 1806 in·lb/ft Total: 184533 in·lb/ft Without seismic loads: F.S. RM OTM 184533 in·lb ft / 43627 in·lb ft / 4.230 > 1.20 OK = = = Including seismic loads: F.S. RM OTM 184533 in·lb ft / 137975 in·lb ft / 1.337 > 1.20 OK = = = Sliding Check Check not performed; restrained against sliding. Bearing Capacity Check Bearing pressure < allowable (3977 psf < 4000 psf) - OK Bearing resultant eccentricity < allowable (20.92 in < 32.98 in) - OK Wall Top Displacement (based on unfactored service loads) Deflection due to stem flexural displacement 0.121 inDeflection due to rotation from settlement 0.406 inTotal deflection at top of wall (positive towards toe) 0.528 in Stability Checks [1.0D + 1.0H + 0.7E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\C...\BMP Basin 3 - Building Side.rwd Page 7 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.67 6.91 6.14 5.37 4.6 3.84 3.07 2.3 1.53 0.77 0-18 -15 -12 -9 -6 -3 0 Moment (ft·k/ft) Offset (ft) Moment a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = IMn I As fy da2 / - 0.90 0.06 in² in / 60000 psi 5.63 in 1.11 in 2 / - 17.21 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 0 ft from base a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = IMn I As fy da2 / - 0.90 0.06 in² in / 60000 psi 5.63 in 1.11 in 2 / - 17.21 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 6.25 ft from base a As fy 0.85 F'c 0 in² in / 60000 psi 0.85 4000 psi 0 in = = = IMn I As fy da2 / - 0.90 0 in² in / 60000 psi 5.63 in 0 in 2 / - 0 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 7.67 ft from base Stem Flexural Capacity QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\C...\BMP Basin 3 - Building Side.rwd Page 8 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.67 6.91 6.14 5.37 4.6 3.84 3.07 2.3 1.53 0.77 0-8 -5.33 -2.67 0 2.67 5.33 8 Shear (k/ft) Offset (ft) Shear O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 5.63 in 8.54 k ft / = = = IVn I Vc 0.750 8.54 k ft / 6.4 kft / = = = Shear Capacity (ACI 318-14 11.5.5.1, 22.5.1.1, 22.5.5.1) @ 0 ft from base O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 5.63 in 8.54 k ft / = = = IVn I Vc 0.750 8.54 k ft / 6.4 kft / = = = Shear Capacity (ACI 318-14 11.5.5.1, 22.5.1.1, 22.5.5.1) @ 7.67 ft from base Stem Shear Capacity QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\C...\BMP Basin 3 - Building Side.rwd Page 9 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.75 in 9.96 in = = = 8db 80.75 in 6.0 minimum limit, does not control = = Main vertical stem bars (bottom end) - Development Length Calculation (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.3) \t 1.0 bars are not horizontal = \e 1.0 bar not epoxy coated = \s 0.80 bars are #6 or smaller = O 1.0 normal weight concrete = s2 / 7 in 2 / 3.5 in = = cover db 2 / + 2 in 0.75 in 2 / + 2.38 in = = cb 2.38 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr + db 2.38 in 0.0 + 0.75 in 3.1667 = = ld 3.40 fy O F'c \t \e \s 2.5 db 3.40 60000 psi 1.0 4000 psi 1.0 1.0 0.80 2.5 0.75 in 17.08 in = = = Main vertical stem bars (top end) - Development Length Calculation (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.3) Stem Development/Lap Length Calculations QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\C...\BMP Basin 3 - Building Side.rwd Page 10 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Design moment Mu for toe need not exceed moment at stem base: Mtoe 1.89 ft·k ft < Mstem / 10.74 ft·k ft / = = Mu 1.89 ft·k ft stem moment does not control / = Controlling Moment a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = IMn I As fy da2 / - 0.90 0.06 in² in / 60000 psi 10.63 in 1.11 in 2 / - 34.18 ft·k ft / = = = IMn 34.18 ft·k ft t Mu / 1.89 ft·k ft / = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 10.63 in 16.13 k ft / = = = IVn I Vc 0.750 16.13 k ft / 12.1 k ft / = = = IVn 12.1 k ft t Vu / 0.47 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = Ht 0.003 d a E1 / 1 - 0.003 10.63 in 1.11 in 0.850 / 1 - 0.0214 = = = Ht 0.0214 t 0.004 = 9 Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) IMn 34.18 ft·k ft t 43 / Mu / 43 / 1.89 ft·k ft / 2.52 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = 0.0018 60000 fy 0.0018 60000 60000 psi 0.0018 = = UST_min 0.0018 = UST_prov 0.0032 t UST_min 0.0018 = = 9 18 inch limit governs sST_max 18 in = sST 9 in d sST_max 18 in = = 9 Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) MuIMn 1.89 ft·k ft / 34.18 ft·k ft / 0.0552 ratio to represent excess reinforcement = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.75 in 9.96 in = = = Factoring ldh by the excess reinforcement ratio 0.0552 per 25.4.10: ldh 0.55 in = 8db 80.75 in 6.0 minimum limit, does not control = = 6 inch minimum controls ldh_prov 6 in t ldh 6 in = = 9 Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) Toe Unfactored Loads 14 i n Unfactored Loads 175 psf (Self-wt) 301 psf (Soil) 4189 psf 2800 psf Toe Factored Loads 14 i n 1.2D + 1.6H + 1.0E 210 psf (Self-wt) 361.2 psf (Soil) 4885 psf 3266 psf 4885 psf3266 psf 3.5 k/ft Toe Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\C...\BMP Basin 3 - Building Side.rwd Page 11 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Design moment Mu for heel need not exceed moment at stem base: Mheel 8.27 ft·k ft < Mstem / 10.74 ft·k ft / = = Mu 8.27 ft·k ft stem moment does not control / = Controlling Moment a As fy 0.85 F'c 0.03 in² in / 60000 psi 0.85 4000 psi 0.46 in = = = IMn I As fy da2 / - 0.90 0.03 in² in / 60000 psi 11.69 in 0.46 in 2 / - 15.99 ft·k ft / = = = IMn 15.99 ft·k ft t Mu / 8.27 ft·k ft / = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 11.69 in 17.74 k ft / = = = IVn I Vc 0.750 17.74 k ft / 13.31 k ft / = = = IVn 13.31 k ft t Vu / 3.19 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.03 in² in / 60000 psi 0.85 4000 psi 0.46 in = = = Ht 0.003 d a E1 / 1 - 0.003 11.69 in 0.46 in 0.850 / 1 - 0.0624 = = = Ht 0.0624 t 0.004 = 9 Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) IMn 15.99 ft·k ft t 43 / Mu / 43 / 8.27 ft·k ft / 11.03 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = 0.0018 60000 fy 0.0018 60000 60000 psi 0.0018 = = UST_min 0.0018 = UST_prov 0.0032 t UST_min 0.0018 = = 9 18 inch limit governs sST_max 18 in = sST 9 in d sST_max 18 in = = 9 Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) MuIMn 8.27 ft·k ft / 15.99 ft·k ft / 0.5176 ratio to represent excess reinforcement = = \t 1.0 12 inches or less cast below 11.38 inches - = \e 1.0 bar not epoxy coated = \s 0.80 bars are #6 or smaller = O 1.0 normal weight concrete = s2 / 12 in 2 / 6 in = = cover db 2 / + 2 in 0.63 in 2 / + 2.31 in = = cb 2.31 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr + db 2.31 in 0.0 + 0.63 in 3.70 = = ld 3. 40 fy O F'c \t \e \s 2.5 db 3. 40 60000 psi 1.0 4000 psi 1.0 1.0 0.80 2.5 0.63 in 14.23 in = = = Factoring ld by the excess reinforcement ratio 0.5176 per 25.4.10: ld 7.36 in = 12 inch minimum controls ld_prov 18 in t ld 12 in = = 9 Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) Heel Unfactored Loads 14 i n #5 @ 12 in Unfactored Loads 175 psf (Concrete self-wt) 840.4-840.4 psf (Soil weight) 1874 psf 0 psf Heel Factored Loads 14 i n #5 @ 12 in 1.2D + 1.6H + 1.0E 210 psf (Concrete self-wt) 1008-1008 psf (Soil weight) 0-2186 psf (Bearing pressure) 2186 psf 3.19 k/ft Heel Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\C...\BMP Basin 3 - Building Side.rwd Page 12 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Stem Internal Forces -448.21 psf-96.16 psf -384.65 psf 3.25 k/ft -10.74 ft·k/ft Stem Internal Forces 7.67 6.71 5.75 4.8 3.84 2.88 1.92 0.96 0-12-9-6-30 Moment (ft·k/ft) Moment Stem Internal Forces 7.67 6.71 5.75 4.8 3.84 2.88 1.92 0.96 001234 Shear (k/ft) Shear Stem Joint Force Transfer Location Force @ stem base 3.25 k/ft Stem Internal Forces -448.21 psf -96.16 psf -384.65 psf Stem Forces [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\C...\BMP Basin 3 - Building Side.rwd Page 13 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.67 6.91 6.14 5.37 4.6 3.84 3.07 2.3 1.53 0.77 0-18 -15 -12 -9 -6 -3 0 Moment (ft·k/ft) Offset (ft) Moment IMn 17.21 ft·k ft t Mu / 10.74 ft·k ft / = = 9 Check (ACI 318-14 11.5.5.1b) @ 0 ft from base IMn 17.21 ft·k ft t Mu / 0.1 ft·k ft / = = 9 Check (ACI 318-14 11.5.5.1b) @ 6.25 ft from base IMn 16.87 ft·k ft t Mu / 0.1 ft·k ft / = = 9 Check (ACI 318-14 11.5.5.1b) @ 6.28 ft from base Stem Moment Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\C...\BMP Basin 3 - Building Side.rwd Page 14 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.67 6.91 6.14 5.37 4.6 3.84 3.07 2.3 1.53 0.77 0-8 -5.33 -2.67 0 2.67 5.33 8 Shear (k/ft) Offset (ft) Shear IVn 6.4 k ft t Vu / 3.25 k ft / = = 9 Shear Check (ACI 318-14 11.5.5.1c) @ 0 ft from base Stem Shear Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\C...\BMP Basin 3 - Building Side.rwd Page 15 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls IMn 17.21 ft·k ft t 43 / Mu / 43 / 10.74 ft·k ft / 14.32 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 0 ft from base [Stem in negative flexure] IMn 0 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / 0 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 7.67 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.63 in 1.11 in 0.850 / 1 - 0.0099 = = = Ht 0.0099 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 0 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.63 in 1.11 in 0.850 / 1 - 0.0099 = = = Ht 0.0099 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 7.67 ft from base [Stem in negative flexure] Ut As_horz shorz / t 0.2 in²12 in / 8 in 0.0021 = = = Ut_min 0.0020 bars No. 5 or less, not less than 60 ksi = Ut 0.0021 t Ut_min 0.0020 = = 9 3h 38 in 24 in = = 18 inch limit governs shorz 12 in d shorz_max 18 in = = 9 Wall Horizontal Steel (ACI 318-14 11.6.1, 11.7.3) MuIMn 10.74 ft·k ft / 17.21 ft·k ft / 0.6240 ratio to represent excess reinforcement = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.75 in 9.96 in = = = Factoring ldh by the excess reinforcement ratio 0.6240 per 25.4.10: ldh 6.22 in = 8db 80.75 in 6.0 minimum limit, does not control = = ldh_prov 11 in t ldh 6.22 in = = 9 Development Check (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.10) Stem Miscellaneous Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\C...\BMP Basin 3 - Building Side.rwd Page 16 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Design moment Mu for toe need not exceed moment at stem base: Mtoe 1.83 ft·k ft t Mstem / 0 ft·k ft / - = = Mu 0 ft·k ft stem base moment controls / - = Controlling Moment a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = IMn I As fy da2 / - 0.90 0.06 in² in / 60000 psi 10.63 in 1.11 in 2 / - 34.18 ft·k ft / = = = IMn 34.18 ft·k ft t Mu / 0 ft·k ft / - = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 10.63 in 16.13 k ft / = = = IVn I Vc 0.750 16.13 k ft / 12.1 k ft / = = = IVn 12.1 k ft t Vu / 0.46 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = Ht 0.003 d a E1 / 1 - 0.003 10.63 in 1.11 in 0.850 / 1 - 0.0214 = = = Ht 0.0214 t 0.004 = 9 Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) IMn 34.18 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / - 0 ft·k ft / - = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = 0.0018 60000 fy 0.0018 60000 60000 psi 0.0018 = = UST_min 0.0018 = UST_prov 0.0032 t UST_min 0.0018 = = 9 18 inch limit governs sST_max 18 in = sST 9 in d sST_max 18 in = = 9 Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) MuIMn 0 ft·k ft / - 34.18 ft·k ft / 0.0 ratio to represent excess reinforcement - = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.75 in 9.96 in = = = Factoring ldh by the excess reinforcement ratio 0.0000 - per 25.4.10: ldh 0 in - = 8db 80.75 in 6.0 minimum limit, does not control = = 6 inch minimum controls ldh_prov 6 in t ldh 6 in = = 9 Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) Toe Unfactored Loads 14 i n Unfactored Loads 175 psf (Self-wt) 301 psf (Soil) 4189 psf 2800 psf Toe Factored Loads 14 i n 1.4D 245 psf (Self-wt) 421.4 psf (Soil) 4873 psf 3257 psf 421.4 psf 3.4 k/ft Toe Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\C...\BMP Basin 3 - Building Side.rwd Page 17 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Design moment Mu for heel need not exceed moment at stem base: Mheel 9.76 ft·k ft t Mstem / 0 ft·k ft / - = = Mu 0 ft·k ft stem base moment controls / - = Controlling Moment a As fy 0.85 F'c 0.03 in² in / 60000 psi 0.85 4000 psi 0.46 in = = = IMn I As fy da2 / - 0.90 0.03 in² in / 60000 psi 11.69 in 0.46 in 2 / - 15.99 ft·k ft / = = = IMn 15.99 ft·k ft t Mu / 0 ft·k ft / - = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 11.69 in 17.74 k ft / = = = IVn I Vc 0.750 17.74 k ft / 13.31 k ft / = = = IVn 13.31 k ft t Vu / 3.97 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.03 in² in / 60000 psi 0.85 4000 psi 0.46 in = = = Ht 0.003 d a E1 / 1 - 0.003 11.69 in 0.46 in 0.850 / 1 - 0.0624 = = = Ht 0.0624 t 0.004 = 9 Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) IMn 15.99 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / - 0 ft·k ft / - = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = 0.0018 60000 fy 0.0018 60000 60000 psi 0.0018 = = UST_min 0.0018 = UST_prov 0.0032 t UST_min 0.0018 = = 9 18 inch limit governs sST_max 18 in = sST 9 in d sST_max 18 in = = 9 Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) MuIMn 0 ft·k ft / - 15.99 ft·k ft / 0.0 ratio to represent excess reinforcement - = = \t 1.0 12 inches or less cast below 11.38 inches - = \e 1.0 bar not epoxy coated = \s 0.80 bars are #6 or smaller = O 1.0 normal weight concrete = s2 / 12 in 2 / 6 in = = cover db 2 / + 2 in 0.63 in 2 / + 2.31 in = = cb 2.31 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr + db 2.31 in 0.0 + 0.63 in 3.70 = = ld 3. 40 fy O F'c \t \e \s 2.5 db 3. 40 60000 psi 1.0 4000 psi 1.0 1.0 0.80 2.5 0.63 in 14.23 in = = = Factoring ld by the excess reinforcement ratio 0.0000 - per 25.4.10: ld 0 in - = 12 inch minimum controls ld_prov 18 in t ld 12 in = = 9 Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) Heel Unfactored Loads 14 i n #5 @ 12 in Unfactored Loads 175 psf (Concrete self-wt) 840.4-840.4 psf (Soil weight) 1874 psf 0 psf Heel Factored Loads 14 i n #5 @ 12 in 1.4D 245 psf (Concrete self-wt) 1177-1177 psf (Soil weight) 0-2180 psf (Bearing pressure) 9.76 ft·k/ft 3.97 k/ft Heel Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\C...\BMP Basin 3 - Building Side.rwd Page 18 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Stem Internal Forces 0 k/ft -0 ft·k/ft Stem Internal Forces Moment Stem Internal Forces Shear Stem Joint Force Transfer Location Force @ stem base 0 k/ft Stem Internal Forces Stem Forces [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\C...\BMP Basin 3 - Building Side.rwd Page 19 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.67 6.91 6.14 5.37 4.6 3.84 3.07 2.3 1.53 0.77 0-18 -15 -12 -9 -6 -3 0 Moment (ft·k/ft) Offset (ft) Moment Stem Moment Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\C...\BMP Basin 3 - Building Side.rwd Page 20 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.67 6.91 6.14 5.37 4.6 3.84 3.07 2.3 1.53 0.77 0-8 -5.33 -2.67 0 2.67 5.33 8 Shear (k/ft) Offset (ft) Shear Stem Shear Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\C...\BMP Basin 3 - Building Side.rwd Page 21 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls IMn 17.21 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / 0 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 0 ft from base [Stem in negative flexure] IMn 0 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / 0 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 7.67 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.63 in 1.11 in 0.850 / 1 - 0.0099 = = = Ht 0.0099 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 0 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.63 in 1.11 in 0.850 / 1 - 0.0099 = = = Ht 0.0099 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 7.67 ft from base [Stem in negative flexure] Ut As_horz shorz / t 0.2 in²12 in / 8 in 0.0021 = = = Ut_min 0.0020 bars No. 5 or less, not less than 60 ksi = Ut 0.0021 t Ut_min 0.0020 = = 9 3h 38 in 24 in = = 18 inch limit governs shorz 12 in d shorz_max 18 in = = 9 Wall Horizontal Steel (ACI 318-14 11.6.1, 11.7.3) MuIMn 0 ft·k ft / 17.21 ft·k ft / 0.0 ratio to represent excess reinforcement = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.75 in 9.96 in = = = Factoring ldh by the excess reinforcement ratio 0.0000 per 25.4.10: ldh 0 in = 8db 80.75 in 6.0 minimum limit, does not control = = 6 inch minimum controls ldh_prov 11 in t ldh 6 in = = 9 Development Check (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.10) Stem Miscellaneous Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\C...\BMP Basin 3 - Building Side.rwd Page 22 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Footing f'c = 4000 psiFooting Fy = 60000 psiFooting Unit Wt. = 150 lb/ft³Stem f'c = 4000 psiStem Fy = 60000 psiStem Unit Wt. = 150 lb/ft³ 8 in 6.25 ft 5.08 ft 0.5 ft 14 i n 8. 8 4 f t 7.6 7 f t 2. 1 7 f t 0. 6 7 f t #4 @ 12 in (S&T)#6 @ 7 in Heel Bars: #5 @ 12 in Toe Bars: #6 @ 7 in Footing S/T Bars: #4 @ 9 in #4 @ 12 in (S&T)#6 @ 7 in Design Detail Check Summary Ratio Check Provided Required Combination ----- Stability Checks ----- 0.985 Overturning 1.22 1.20 1.0D + 1.0H + 0.7E 0.641 Bearing Pressure 4000 psf 2565 psf 1.0D + 1.0H + 0.7E 0.621 Bearing Eccentricity 23.27 in 37.48 in 1.0D + 1.0H + 0.7E----- Toe Checks -----0.268 Shear 12.1 k/ft 3.24 k/ft 1.2D + 1.6H + 1.0E0.314 Moment 34.18 ft·k/ft 10.74 ft·k/ft 1.2D + 1.6H + 1.0E 0.187 Min Strain 0.0214 0.0040 1.2D + 1.6H + 1.0E 0.000 Min Steel 0.06 in² 0 in² 1.2D + 1.6H + 1.0E 1.000 Development 6 in 6 in 1.2D + 1.6H + 1.0E0.500 S&T Max Spacing 9 in 18 in 1.2D + 1.6H + 1.0E0.567 S&T Min Rho 0.0032 0.0018 1.2D + 1.6H + 1.0E ----- Heel Checks ----- 0.053 Shear 13.31 k/ft 0.71 k/ft 1.4D 0.010 Moment 15.99 ft·k/ft 0.15 ft·k/ft 1.2D + 1.6H + 1.0E 0.064 Min Strain 0.0624 0.0040 1.2D + 1.6H + 1.0E0.000 Min Steel 0.03 in² 0 in² 1.2D + 1.6H + 1.0E0.179 Development 66.96 in 12 in 1.2D + 1.6H + 1.0E 0.500 S&T Max Spacing 9 in 18 in 1.2D + 1.6H + 1.0E 0.567 S&T Min Rho 0.0032 0.0018 1.2D + 1.6H + 1.0E ----- Stem Checks -----0.624 Moment 17.21 ft·k/ft 10.74 ft·k/ft 1.2D + 1.6H + 1.0E0.508 Shear 6.4 k/ft 3.25 k/ft 1.2D + 1.6H + 1.0E0.403 Max Steel 0.0099 0.0040 1.2D + 1.6H + 1.0E 0.000 Min Steel 0.06 in²/in 0 in²/in 1.2D + 1.6H + 1.0E 0.565 Base Development 11 in 6.22 in 1.2D + 1.6H + 1.0E 0.000 Horz Bar Rho 0.0000 0.0000 1.2D + 1.6H + 1.0E0.667 Horz Bar Spacing 12 in 18 in 1.2D + 1.6H + 1.0E Criteria Use basic criteria from common proje...Yes Building Code IBC 2018 Concrete Load Combs IBC 2018 (Strength) Masonry Load Combs ASCE 7-16 (ASD) Stability Load Combs IBC Retaining Wall St... Apply Sds Factor to Seismic Combin... No Restrained Against Sliding Yes Neglect Bearing At Heel No Use Vert. Comp. for OT No Use Vert. Comp. for Sliding No Use Vert. Comp. for Bearing Yes Use Surcharge for Sliding & OT Yes Use Surcharge for Bearing Yes Neglect Soil Over Toe No Neglect Backfill Wt. for Coulomb No Factor Soil Weight As Dead Yes Use Passive Force for OT Yes Assume Pressure To Top Yes Extend Backfill Pressure To Key Bott... No Use Toe Passive Pressure for Bearing No Required F.S. for OT 1.20 Required F.S. for Sliding 1.20 Has Different Safety Factors for Seis... Yes Seismic F.S. for OT 1.20 Seismic F.S. for Sliding 1.20 Allowable Bearing Pressure 4000 psf Req'd Bearing Location Over footing Wall Friction Angle 25° Friction Coefficent 0.35 Soil Reaction Modulus 172800 lb/ft³ QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\BMP Basin 3 - Property Line Side.rwd Page 1 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Loads 7 f t 2. 1 7 f t 8.1 7 f t 6 f t 0.6 7 f t J = 120 lb/ft³JEFP = 40 lb/ft³ 2. 1 7 f t J = 300 lb/ft³JEFP = 120 lb/ft³ J = 120 lb/ft³JEFP = 40 lb/ft³Kh = 0.46Kv = 0.00 Loading Options/Assumptions Passive pressure neglects top 1 ft of soil. Load Combinations IBC 2018 (Strength) 1.2D + 1.6H + 1.0E 1.2D + 1.6H 1.2D + 0.9H + 1.0E 1.2D + 0.9H 0.9D + 1.6H + 1.0E 0.9D + 1.6H 0.9D + 0.9H + 1.0E 0.9D + 0.9H 1.4D Load Combination Stem M-applied Stem M-allow Stem V-applied Stem V-allow Stem Min. ld Stem Actual ld Stem Min. strain Stem Actual strain Stem Min. steel (ft·k/ft)(ft·k/ft)(k/ft)(k/ft)(in)(in)(in²/in) 1.2D + 1.6H + 1.0E 10.74 17.21 3.25 6.4 6.22 11 0.0040 0.0099 0 1.2D + 1.6H 3.66 17.21 1.57 6.4 6 11 0.0040 0.0099 0 1.2D + 0.9H + 1.0E 9.14 17.21 2.57 6.4 6 11 0.0040 0.0099 0 1.2D + 0.9H 2.06 17.21 0.88 6.4 6 11 0.0040 0.0099 0 0.9D + 1.6H + 1.0E 10.74 17.21 3.25 6.4 6.22 11 0.0040 0.0099 0 0.9D + 1.6H 3.66 17.21 1.57 6.4 6 11 0.0040 0.0099 0 0.9D + 0.9H + 1.0E 9.14 17.21 2.57 6.4 6 11 0.0040 0.0099 0 0.9D + 0.9H 2.06 17.21 0.88 6.4 6 11 0.0040 0.0099 0 1.4D 0 0 0 0 6 11 0.0040 0.0099 0 Load Combination Stem Actual steel Heel M-applied Heel M-allow Heel V-applied Heel V-allow Toe M-applied Toe M-allow Toe V-applied Toe V-allow (in²/in)(ft·k/ft)(ft·k/ft)(k/ft)(k/ft)(ft·k/ft)(ft·k/ft)(k/ft)(k/ft) 1.2D + 1.6H + 1.0E 0.06 0.15 15.99 0.61 13.31 14.6 34.18 3.24 12.1 1.2D + 1.6H 0.06 0.15 15.99 0.61 13.31 10.44 34.18 2.17 12.1 1.2D + 0.9H + 1.0E 0.06 0.15 15.99 0.61 13.31 14.6 34.18 3.24 12.1 1.2D + 0.9H 0.06 0.15 15.99 0.61 13.31 10.44 34.18 2.17 12.1 0.9D + 1.6H + 1.0E 0.06 0.11 15.99 0.46 13.31 11.99 34.18 2.69 12.1 0.9D + 1.6H 0.06 0.11 15.99 0.46 13.31 7.83 34.18 1.63 12.1 0.9D + 0.9H + 1.0E 0.06 0.11 15.99 0.46 13.31 11.99 34.18 2.69 12.1 0.9D + 0.9H 0.06 0.11 15.99 0.46 13.31 7.83 34.18 1.63 12.1 1.4D 0.06 0.18 15.99 0.71 13.31 12.18 34.18 2.53 12.1 Strength Check Results Summary Load Combination Overturning Moment Resisting Moment Overturning F.S. Overturning F.S. Req'd Overturning F.S. Req'd Seismic Sliding Force Resisting Force Sliding F.S. (ft·k/ft)(ft·k/ft)(lb/in)(lb/in) 1.0D + 1.0H + 0.7E 3.64 14 3.852 1.200 1.200 111.2 139.8 1.2561.0D + 1.0H 3.64 14 3.852 1.200 1.200 111.2 118 1.060Load Combination Sliding F.S. Req'd Sliding F.S. Req'd Seismic Bearing Pressure Actual Bearing Pressure Allowable Bearing Eccentricity Actual Bearing Eccentricity Allowable Wall Top Actual Deflection (psf)(psf)(in)(in)(in) 1.0D + 1.0H + 0.7E 1.200 1.200 2565 4000 23.27 37.48 0.36 1.0D + 1.0H 1.200 1.200 2144 4000 23.27 37.48 0.36 Stability Check Results Summary QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\BMP Basin 3 - Property Line Side.rwd Page 2 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Backfill Pressure 7 f t 2. 1 7 f t 8.1 7 f t 6 f t 0.6 7 f t J = 120 lb/ft³JEFP = 40 lb/ft³-326.8 psf 8. 1 7 f t 111.2 lb/in8. 1 7 f t 2. 7 2 f t -280.13 psf 81.74 lb/in 2.3 3 f t Equivalent Fluid Pressure Vh H Jfluid 8.17 ft 40 lb ft³ / 326.8 psf = = = Lateral Earth Pressure Vh H Jfluid 7 ft 40 lb ft³ / 280.1 psf = = = Lateral Earth Pressure (stem only) QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\BMP Basin 3 - Property Line Side.rwd Page 3 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Passive Pressure 2.1 7 f t J = 300 lb/ft³JEFP = 120 lb/ft³ 140.4 psf 1. 1 7 f t 6.84 lb/in 0. 3 9 f t Equivalent Fluid Pressure Vh H Jfluid 1.17 ft 120 lb ft³ / 140.4 psf = = = Lateral Earth Pressure QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\BMP Basin 3 - Property Line Side.rwd Page 4 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Seismic Pressure J = 120 lb/ft³JEFP = 40 lb/ft³Kh = 0.46Kv = 0.00 -123.78 psf -495.11 psf 8. 1 7 f t 210.7 lb/in 8. 1 7 f t 4. 9 f t 190.9 lb/in 89.04 lb/in -106.1 psf -424.41 psf 154.8 lb/in 4.2 f t 140.3 lb/in 65.42 lb/in Dynamic static force Mononobe Okabe equation - + T'atan kh1kv - arctan 0.4570 1 0.0 - 24.56° = = = Kae sin²EIT' - + cos T' sin²E sinE T'G - - 1 sin IG + sinIT'D - - sin EGT' - - sinDE + + 2 ^ = sin ² 90°30°24.56° - + cos 24.56° sin² 90° sin 90°24.56°25° - - 1 sin 30°25° + sin 30°24.56°0° - - sin 90°25°24.56° - - sin 0°90° + + 2 ^ = 0.9272 = Pae 1 2 Kae J H2 ^ 1kv - 1 2 0.9272 120 lb ft³ / 8.17 ft 2 ^ 1 0.0 - 309.4 lb in / = = = Static only force Coulomb equation - Ka sin²EI + sin²E sinEG - 1 sin IG + sinID - sin EG - sinDE + + 2 ^ = sin ² 90°30° + sin ² 90° sin 90°25° - 1 sin 30°25° + sin 30°0° - sin 90°25° - sin 0°90° + + 2 ^ = 0.2959 = Pa 1 2 Ka J H2 ^ 1 2 0.2959 120 lb ft³ / 8.17 ft 2 ^ 98.76 lb in / = = = Net dynamic force 'Pae Pae Pa - 309.4 lb in / 98.76 lb in / - 210.7 lb in / = = = DP 90°E G + - 90°90°25° + - 25° resultant force angle with horizontal = = = To arrive at the pressure distribution illustrated above used to determine stem moments , apply inverted triangular pressure plus a uniform portion to bring resultant to 0.6H Ve_top 85 'PaeH 85 210.7 lb in / 8.17 ft 495.1 psf = = = Ve_bot 2 5 'PaeH 2 5 210.7 lb in / 8.17 ft 123.8 psf = = = Seismic Pressure QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\BMP Basin 3 - Property Line Side.rwd Page 5 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Wall/Soil Weights 91.1 lb/in 63.94 lb/in 35.02 lb/in 127.4 lb/in Bearing Pressure 2745 psf 406.5 lb/in 1.18 ft e = 23.27 in 142.3 lb/in F P R 0.350 406.5 lb in / 142.3 lb in / = = = Friction Bearing Pressure Calculation Contributing Forces Vert Force ...offset Horz Force ...offset OT Moment Backfill Pressure -0 lb/in - -111.25 lb/in 2.72 ft 43627 in·lb/ft Seismic Force -89.04 lb/in 6.25 ft -190.94 lb/in 4.9 ft 54692 in·lb/ft Footing Weight -91.1 lb/in 3.12 ft 0 lb/in - -40971.89 in·lb/ft Stem Weight -63.94 lb/in 5.41 ft 0 lb/in - -49845.97 in·lb/ft Backfill Weight -35.02 lb/in 6 ft 0 lb/in - -30237.59 in·lb/ft Soil over toe Weight -127.42 lb/in 2.54 ft 0 lb/in --46606.36 in·lb/ft -406.52 lb/in -69342.42 in·lb/ft 69342.42 in·lb ft / - 406.52 lb in / - 1.18 ft = QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\BMP Basin 3 - Property Line Side.rwd Page 6 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Overturning Check Overturning Moments Force Distance Moment Backfill pressure (horz) 111.2 lb/in 2.72 ft 43627 in·lb/ft Seismic force 133.7 lb/in 4.9 ft 94348 in·lb/ft Total: 137975 in·lb/ft Resisting Moments Force Distance Moment Passive pressure @ toe 6.84 lb/in 0.39 ft 384.4 in·lb/ft Footing Weight -91.1 lb/in 3.12 ft 40972 in·lb/ft Stem Weight -63.94 lb/in 5.41 ft 49846 in·lb/ft Backfill Weight -35.02 lb/in 6 ft 30238 in·lb/ft Soil over toe Weight -127.42 lb/in 2.54 ft 46606 in·lb/ft Total: 168046 in·lb/ft Without seismic loads: F.S. RM OTM 168046 in·lb ft / 43627 in·lb ft / 3.852 > 1.20 OK = = = Including seismic loads: F.S. RM OTM 168046 in·lb ft / 137975 in·lb ft / 1.218 > 1.20 OK = = = Sliding Check Check not performed; restrained against sliding. Bearing Capacity Check Bearing pressure < allowable (2565 psf < 4000 psf) - OK Bearing resultant eccentricity < allowable (23.27 in < 37.48 in) - OK Wall Top Displacement (based on unfactored service loads) Deflection due to stem flexural displacement 0.121 inDeflection due to rotation from settlement 0.234 inTotal deflection at top of wall (positive towards toe) 0.356 in Stability Checks [1.0D + 1.0H + 0.7E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\BMP Basin 3 - Property Line Side.rwd Page 7 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.67 6.91 6.14 5.37 4.6 3.84 3.07 2.3 1.53 0.77 0-18 -15 -12 -9 -6 -3 0 Moment (ft·k/ft) Offset (ft) Moment a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = IMn I As fy da2 / - 0.90 0.06 in² in / 60000 psi 5.63 in 1.11 in 2 / - 17.21 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 0 ft from base a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = IMn I As fy da2 / - 0.90 0.06 in² in / 60000 psi 5.63 in 1.11 in 2 / - 17.21 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 6.25 ft from base a As fy 0.85 F'c 0 in² in / 60000 psi 0.85 4000 psi 0 in = = = IMn I As fy da2 / - 0.90 0 in² in / 60000 psi 5.63 in 0 in 2 / - 0 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 7.67 ft from base Stem Flexural Capacity QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\BMP Basin 3 - Property Line Side.rwd Page 8 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.67 6.91 6.14 5.37 4.6 3.84 3.07 2.3 1.53 0.77 0-8 -5.33 -2.67 0 2.67 5.33 8 Shear (k/ft) Offset (ft) Shear O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 5.63 in 8.54 k ft / = = = IVn I Vc 0.750 8.54 k ft / 6.4 kft / = = = Shear Capacity (ACI 318-14 11.5.5.1, 22.5.1.1, 22.5.5.1) @ 0 ft from base O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 5.63 in 8.54 k ft / = = = IVn I Vc 0.750 8.54 k ft / 6.4 kft / = = = Shear Capacity (ACI 318-14 11.5.5.1, 22.5.1.1, 22.5.5.1) @ 7.67 ft from base Stem Shear Capacity QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\BMP Basin 3 - Property Line Side.rwd Page 9 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.75 in 9.96 in = = = 8db 80.75 in 6.0 minimum limit, does not control = = Main vertical stem bars (bottom end) - Development Length Calculation (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.3) \t 1.0 bars are not horizontal = \e 1.0 bar not epoxy coated = \s 0.80 bars are #6 or smaller = O 1.0 normal weight concrete = s2 / 7 in 2 / 3.5 in = = cover db 2 / + 2 in 0.75 in 2 / + 2.38 in = = cb 2.38 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr + db 2.38 in 0.0 + 0.75 in 3.1667 = = ld 3.40 fy O F'c \t \e \s 2.5 db 3.40 60000 psi 1.0 4000 psi 1.0 1.0 0.80 2.5 0.75 in 17.08 in = = = Main vertical stem bars (top end) - Development Length Calculation (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.3) Stem Development/Lap Length Calculations QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\BMP Basin 3 - Property Line Side.rwd Page 10 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Design moment Mu for toe need not exceed moment at stem base: Mtoe 14.6 ft·k ft t Mstem / 10.74 ft·k ft / = = Mu 10.74 ft·k ft stem base moment controls / = Controlling Moment a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = IMn I As fy da2 / - 0.90 0.06 in² in / 60000 psi 10.63 in 1.11 in 2 / - 34.18 ft·k ft / = = = IMn 34.18 ft·k ft t Mu / 10.74 ft·k ft / = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 10.63 in 16.13 k ft / = = = IVn I Vc 0.750 16.13 k ft / 12.1 k ft / = = = IVn 12.1 k ft t Vu / 3.24 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = Ht 0.003 d a E1 / 1 - 0.003 10.63 in 1.11 in 0.850 / 1 - 0.0214 = = = Ht 0.0214 t 0.004 = 9 Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) IMn 34.18 ft·k ft t 43 / Mu / 43 / 10.74 ft·k ft / 14.32 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = 0.0018 60000 fy 0.0018 60000 60000 psi 0.0018 = = UST_min 0.0018 = UST_prov 0.0032 t UST_min 0.0018 = = 9 18 inch limit governs sST_max 18 in = sST 9 in d sST_max 18 in = = 9 Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) MuIMn 10.74 ft·k ft / 34.18 ft·k ft / 0.3142 ratio to represent excess reinforcement = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.75 in 9.96 in = = = Factoring ldh by the excess reinforcement ratio 0.3142 per 25.4.10: ldh 3.13 in = 8db 80.75 in 6.0 minimum limit, does not control = = 6 inch minimum controls ldh_prov 6 in t ldh 6 in = = 9 Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) Toe Unfactored Loads 14 i n Unfactored Loads 175 psf (Self-wt) 301 psf (Soil) 2745 psf 0 psf Toe Factored Loads 14 i n 1.2D + 1.6H + 1.0E 210 psf (Self-wt) 361.2 psf (Soil) 3174 psf 0 psf 14.6 ft·k/ft 2.74 k/ft Toe Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\BMP Basin 3 - Property Line Side.rwd Page 11 of 22 Wednesday 03/08/23 10:42 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Design moment Mu for heel need not exceed moment at stem base: Mheel 0.15 ft·k ft < Mstem / 10.74 ft·k ft / = = Mu 0.15 ft·k ft stem moment does not control / = Controlling Moment a As fy 0.85 F'c 0.03 in² in / 60000 psi 0.85 4000 psi 0.46 in = = = IMn I As fy da2 / - 0.90 0.03 in² in / 60000 psi 11.69 in 0.46 in 2 / - 15.99 ft·k ft / = = = IMn 15.99 ft·k ft t Mu / 0.15 ft·k ft / = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 11.69 in 17.74 k ft / = = = IVn I Vc 0.750 17.74 k ft / 13.31 k ft / = = = IVn 13.31 k ft t Vu / 0.61 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.03 in² in / 60000 psi 0.85 4000 psi 0.46 in = = = Ht 0.003 d a E1 / 1 - 0.003 11.69 in 0.46 in 0.850 / 1 - 0.0624 = = = Ht 0.0624 t 0.004 = 9 Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) IMn 15.99 ft·k ft t 43 / Mu / 43 / 0.15 ft·k ft / 0.2 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = 0.0018 60000 fy 0.0018 60000 60000 psi 0.0018 = = UST_min 0.0018 = UST_prov 0.0032 t UST_min 0.0018 = = 9 18 inch limit governs sST_max 18 in = sST 9 in d sST_max 18 in = = 9 Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) MuIMn 0.15 ft·k ft / 15.99 ft·k ft / 0.0095 ratio to represent excess reinforcement = = \t 1.0 12 inches or less cast below 11.38 inches - = \e 1.0 bar not epoxy coated = \s 0.80 bars are #6 or smaller = O 1.0 normal weight concrete = s2 / 12 in 2 / 6 in = = cover db 2 / + 2 in 0.63 in 2 / + 2.31 in = = cb 2.31 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr + db 2.31 in 0.0 + 0.63 in 3.70 = = ld 3. 40 fy O F'c \t \e \s 2.5 db 3. 40 60000 psi 1.0 4000 psi 1.0 1.0 0.80 2.5 0.63 in 14.23 in = = = Factoring ld by the excess reinforcement ratio 0.0095 per 25.4.10: ld 0.14 in = 12 inch minimum controls ld_prov 66.96 in t ld 12 in = = 9 Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) Heel Unfactored Loads 14 i n #5 @ 12 in Unfactored Loads 175 psf (Concrete self-wt) 840.4 psf (Soil weight) Heel Factored Loads 14 i n #5 @ 12 in 1.2D + 1.6H + 1.0E 210 psf (Concrete self-wt) 1008 psf (Soil weight) 0.15 ft·k/ft 0.61 k/ft Heel Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\BMP Basin 3 - Property Line Side.rwd Page 12 of 22 Wednesday 03/08/23 10:43 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Stem Internal Forces -448.21 psf-96.16 psf -384.65 psf 3.25 k/ft -10.74 ft·k/ft Stem Internal Forces 7.67 6.71 5.75 4.8 3.84 2.88 1.92 0.96 0-12-9-6-30 Moment (ft·k/ft) Moment Stem Internal Forces 7.67 6.71 5.75 4.8 3.84 2.88 1.92 0.96 001234 Shear (k/ft) Shear Stem Joint Force Transfer Location Force @ stem base 3.25 k/ft Stem Internal Forces -448.21 psf -96.16 psf -384.65 psf Stem Forces [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\BMP Basin 3 - Property Line Side.rwd Page 13 of 22 Wednesday 03/08/23 10:43 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.67 6.91 6.14 5.37 4.6 3.84 3.07 2.3 1.53 0.77 0-18 -15 -12 -9 -6 -3 0 Moment (ft·k/ft) Offset (ft) Moment IMn 17.21 ft·k ft t Mu / 10.74 ft·k ft / = = 9 Check (ACI 318-14 11.5.5.1b) @ 0 ft from base IMn 17.21 ft·k ft t Mu / 0.1 ft·k ft / = = 9 Check (ACI 318-14 11.5.5.1b) @ 6.25 ft from base IMn 16.87 ft·k ft t Mu / 0.1 ft·k ft / = = 9 Check (ACI 318-14 11.5.5.1b) @ 6.28 ft from base Stem Moment Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\BMP Basin 3 - Property Line Side.rwd Page 14 of 22 Wednesday 03/08/23 10:43 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.67 6.91 6.14 5.37 4.6 3.84 3.07 2.3 1.53 0.77 0-8 -5.33 -2.67 0 2.67 5.33 8 Shear (k/ft) Offset (ft) Shear IVn 6.4 k ft t Vu / 3.25 k ft / = = 9 Shear Check (ACI 318-14 11.5.5.1c) @ 0 ft from base Stem Shear Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\BMP Basin 3 - Property Line Side.rwd Page 15 of 22 Wednesday 03/08/23 10:43 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls IMn 17.21 ft·k ft t 43 / Mu / 43 / 10.74 ft·k ft / 14.32 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 0 ft from base [Stem in negative flexure] IMn 0 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / 0 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 7.67 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.63 in 1.11 in 0.850 / 1 - 0.0099 = = = Ht 0.0099 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 0 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.63 in 1.11 in 0.850 / 1 - 0.0099 = = = Ht 0.0099 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 7.67 ft from base [Stem in negative flexure] Ut As_horz shorz / t 0.2 in²12 in / 8 in 0.0021 = = = Ut_min 0.0020 bars No. 5 or less, not less than 60 ksi = Ut 0.0021 t Ut_min 0.0020 = = 9 3h 38 in 24 in = = 18 inch limit governs shorz 12 in d shorz_max 18 in = = 9 Wall Horizontal Steel (ACI 318-14 11.6.1, 11.7.3) MuIMn 10.74 ft·k ft / 17.21 ft·k ft / 0.6240 ratio to represent excess reinforcement = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.75 in 9.96 in = = = Factoring ldh by the excess reinforcement ratio 0.6240 per 25.4.10: ldh 6.22 in = 8db 80.75 in 6.0 minimum limit, does not control = = ldh_prov 11 in t ldh 6.22 in = = 9 Development Check (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.10) Stem Miscellaneous Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\BMP Basin 3 - Property Line Side.rwd Page 16 of 22 Wednesday 03/08/23 10:43 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Design moment Mu for toe need not exceed moment at stem base: Mtoe 12.18 ft·k ft t Mstem / 0 ft·k ft / - = = Mu 0 ft·k ft stem base moment controls / - = Controlling Moment a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = IMn I As fy da2 / - 0.90 0.06 in² in / 60000 psi 10.63 in 1.11 in 2 / - 34.18 ft·k ft / = = = IMn 34.18 ft·k ft t Mu / 0 ft·k ft / - = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 10.63 in 16.13 k ft / = = = IVn I Vc 0.750 16.13 k ft / 12.1 k ft / = = = IVn 12.1 k ft t Vu / 2.53 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = Ht 0.003 d a E1 / 1 - 0.003 10.63 in 1.11 in 0.850 / 1 - 0.0214 = = = Ht 0.0214 t 0.004 = 9 Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) IMn 34.18 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / - 0 ft·k ft / - = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = 0.0018 60000 fy 0.0018 60000 60000 psi 0.0018 = = UST_min 0.0018 = UST_prov 0.0032 t UST_min 0.0018 = = 9 18 inch limit governs sST_max 18 in = sST 9 in d sST_max 18 in = = 9 Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) MuIMn 0 ft·k ft / - 34.18 ft·k ft / 0.0 ratio to represent excess reinforcement - = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.75 in 9.96 in = = = Factoring ldh by the excess reinforcement ratio 0.0000 - per 25.4.10: ldh 0 in - = 8db 80.75 in 6.0 minimum limit, does not control = = 6 inch minimum controls ldh_prov 6 in t ldh 6 in = = 9 Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) Toe Unfactored Loads 14 i n Unfactored Loads 175 psf (Self-wt) 301 psf (Soil) 2745 psf 0 psf Toe Factored Loads 14 i n 1.4D 245 psf (Self-wt) 421.4 psf (Soil) 3002 psf 0 psf 3002 psf 1.95 k/ft Toe Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\BMP Basin 3 - Property Line Side.rwd Page 17 of 22 Wednesday 03/08/23 10:43 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Design moment Mu for heel need not exceed moment at stem base: Mheel 0.18 ft·k ft t Mstem / 0 ft·k ft / - = = Mu 0 ft·k ft stem base moment controls / - = Controlling Moment a As fy 0.85 F'c 0.03 in² in / 60000 psi 0.85 4000 psi 0.46 in = = = IMn I As fy da2 / - 0.90 0.03 in² in / 60000 psi 11.69 in 0.46 in 2 / - 15.99 ft·k ft / = = = IMn 15.99 ft·k ft t Mu / 0 ft·k ft / - = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 11.69 in 17.74 k ft / = = = IVn I Vc 0.750 17.74 k ft / 13.31 k ft / = = = IVn 13.31 k ft t Vu / 0.71 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.03 in² in / 60000 psi 0.85 4000 psi 0.46 in = = = Ht 0.003 d a E1 / 1 - 0.003 11.69 in 0.46 in 0.850 / 1 - 0.0624 = = = Ht 0.0624 t 0.004 = 9 Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) IMn 15.99 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / - 0 ft·k ft / - = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = 0.0018 60000 fy 0.0018 60000 60000 psi 0.0018 = = UST_min 0.0018 = UST_prov 0.0032 t UST_min 0.0018 = = 9 18 inch limit governs sST_max 18 in = sST 9 in d sST_max 18 in = = 9 Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) MuIMn 0 ft·k ft / - 15.99 ft·k ft / 0.0 ratio to represent excess reinforcement - = = \t 1.0 12 inches or less cast below 11.38 inches - = \e 1.0 bar not epoxy coated = \s 0.80 bars are #6 or smaller = O 1.0 normal weight concrete = s2 / 12 in 2 / 6 in = = cover db 2 / + 2 in 0.63 in 2 / + 2.31 in = = cb 2.31 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr + db 2.31 in 0.0 + 0.63 in 3.70 = = ld 3. 40 fy O F'c \t \e \s 2.5 db 3. 40 60000 psi 1.0 4000 psi 1.0 1.0 0.80 2.5 0.63 in 14.23 in = = = Factoring ld by the excess reinforcement ratio 0.0000 - per 25.4.10: ld 0 in - = 12 inch minimum controls ld_prov 66.96 in t ld 12 in = = 9 Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) Heel Unfactored Loads 14 i n #5 @ 12 in Unfactored Loads 175 psf (Concrete self-wt) 840.4 psf (Soil weight) Heel Factored Loads 14 i n #5 @ 12 in 1.4D 245 psf (Concrete self-wt) 1177 psf (Soil weight) 3002 psf 0.71 k/ft Heel Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\BMP Basin 3 - Property Line Side.rwd Page 18 of 22 Wednesday 03/08/23 10:43 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Stem Internal Forces 0 k/ft -0 ft·k/ft Stem Internal Forces Moment Stem Internal Forces Shear Stem Joint Force Transfer Location Force @ stem base 0 k/ft Stem Internal Forces Stem Forces [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\BMP Basin 3 - Property Line Side.rwd Page 19 of 22 Wednesday 03/08/23 10:43 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.67 6.91 6.14 5.37 4.6 3.84 3.07 2.3 1.53 0.77 0-18 -15 -12 -9 -6 -3 0 Moment (ft·k/ft) Offset (ft) Moment Stem Moment Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\BMP Basin 3 - Property Line Side.rwd Page 20 of 22 Wednesday 03/08/23 10:43 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.67 6.91 6.14 5.37 4.6 3.84 3.07 2.3 1.53 0.77 0-8 -5.33 -2.67 0 2.67 5.33 8 Shear (k/ft) Offset (ft) Shear Stem Shear Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\BMP Basin 3 - Property Line Side.rwd Page 21 of 22 Wednesday 03/08/23 10:43 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls IMn 17.21 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / 0 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 0 ft from base [Stem in negative flexure] IMn 0 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / 0 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 7.67 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.63 in 1.11 in 0.850 / 1 - 0.0099 = = = Ht 0.0099 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 0 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.63 in 1.11 in 0.850 / 1 - 0.0099 = = = Ht 0.0099 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 7.67 ft from base [Stem in negative flexure] Ut As_horz shorz / t 0.2 in²12 in / 8 in 0.0021 = = = Ut_min 0.0020 bars No. 5 or less, not less than 60 ksi = Ut 0.0021 t Ut_min 0.0020 = = 9 3h 38 in 24 in = = 18 inch limit governs shorz 12 in d shorz_max 18 in = = 9 Wall Horizontal Steel (ACI 318-14 11.6.1, 11.7.3) MuIMn 0 ft·k ft / 17.21 ft·k ft / 0.0 ratio to represent excess reinforcement = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.75 in 9.96 in = = = Factoring ldh by the excess reinforcement ratio 0.0000 per 25.4.10: ldh 0 in = 8db 80.75 in 6.0 minimum limit, does not control = = 6 inch minimum controls ldh_prov 11 in t ldh 6 in = = 9 Development Check (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.10) Stem Miscellaneous Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2...\BMP Basin 3 - Property Line Side.rwd Page 22 of 22 Wednesday 03/08/23 10:43 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Footing f'c = 4000 psiFooting Fy = 60000 psiFooting Unit Wt. = 150 lb/ft³Stem f'c = 4000 psiStem Fy = 60000 psiStem Unit Wt. = 150 lb/ft³ 8 in 6.25 ft 5.08 ft 0.5 ft 14 i n 8. 8 4 f t 7.6 7 f t 2. 1 7 f t 0. 6 7 f t #4 @ 12 in (S&T)#6 @ 7 in Heel Bars: #5 @ 12 in Toe Bars: #6 @ 7 in Footing S/T Bars: #4 @ 9 in #4 @ 12 in (S&T)#6 @ 7 in Design Detail Check Summary Ratio Check Provided Required Combination ----- Stability Checks ----- 0.985 Overturning 1.22 1.20 1.0D + 1.0H + 0.7E 0.641 Bearing Pressure 4000 psf 2565 psf 1.0D + 1.0H + 0.7E 0.621 Bearing Eccentricity 23.27 in 37.48 in 1.0D + 1.0H + 0.7E----- Toe Checks -----0.268 Shear 12.1 k/ft 3.24 k/ft 1.2D + 1.6H + 1.0E0.314 Moment 34.18 ft·k/ft 10.74 ft·k/ft 1.2D + 1.6H + 1.0E 0.187 Min Strain 0.0214 0.0040 1.2D + 1.6H + 1.0E 0.000 Min Steel 0.06 in² 0 in² 1.2D + 1.6H + 1.0E 1.000 Development 6 in 6 in 1.2D + 1.6H + 1.0E0.500 S&T Max Spacing 9 in 18 in 1.2D + 1.6H + 1.0E0.567 S&T Min Rho 0.0032 0.0018 1.2D + 1.6H + 1.0E ----- Heel Checks ----- 0.053 Shear 13.31 k/ft 0.71 k/ft 1.4D 0.010 Moment 15.99 ft·k/ft 0.15 ft·k/ft 1.2D + 1.6H + 1.0E 0.064 Min Strain 0.0624 0.0040 1.2D + 1.6H + 1.0E0.000 Min Steel 0.03 in² 0 in² 1.2D + 1.6H + 1.0E0.179 Development 66.96 in 12 in 1.2D + 1.6H + 1.0E 0.500 S&T Max Spacing 9 in 18 in 1.2D + 1.6H + 1.0E 0.567 S&T Min Rho 0.0032 0.0018 1.2D + 1.6H + 1.0E ----- Stem Checks -----0.624 Moment 17.21 ft·k/ft 10.74 ft·k/ft 1.2D + 1.6H + 1.0E0.508 Shear 6.4 k/ft 3.25 k/ft 1.2D + 1.6H + 1.0E0.403 Max Steel 0.0099 0.0040 1.2D + 1.6H + 1.0E 0.000 Min Steel 0.06 in²/in 0 in²/in 1.2D + 1.6H + 1.0E 0.565 Base Development 11 in 6.22 in 1.2D + 1.6H + 1.0E 0.000 Horz Bar Rho 0.0000 0.0000 1.2D + 1.6H + 1.0E0.667 Horz Bar Spacing 12 in 18 in 1.2D + 1.6H + 1.0E Criteria Use basic criteria from common proje...Yes Building Code IBC 2018 Concrete Load Combs IBC 2018 (Strength) Masonry Load Combs ASCE 7-16 (ASD) Stability Load Combs IBC Retaining Wall St... Apply Sds Factor to Seismic Combin... No Restrained Against Sliding Yes Neglect Bearing At Heel No Use Vert. Comp. for OT No Use Vert. Comp. for Sliding No Use Vert. Comp. for Bearing Yes Use Surcharge for Sliding & OT Yes Use Surcharge for Bearing Yes Neglect Soil Over Toe No Neglect Backfill Wt. for Coulomb No Factor Soil Weight As Dead Yes Use Passive Force for OT Yes Assume Pressure To Top Yes Extend Backfill Pressure To Key Bott... No Use Toe Passive Pressure for Bearing No Required F.S. for OT 1.20 Required F.S. for Sliding 1.20 Has Different Safety Factors for Seis... Yes Seismic F.S. for OT 1.20 Seismic F.S. for Sliding 1.20 Allowable Bearing Pressure 4000 psf Req'd Bearing Location Over footing Wall Friction Angle 25° Friction Coefficent 0.35 Soil Reaction Modulus 172800 lb/ft³ QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Randolf\...\BMP Basin 3.rwd Page 1 of 22 Wednesday 03/08/23 10:44 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Loads 7 f t 2. 1 7 f t 8.1 7 f t 6 f t 0.6 7 f t J = 120 lb/ft³JEFP = 40 lb/ft³ 2. 1 7 f t J = 300 lb/ft³JEFP = 120 lb/ft³ J = 120 lb/ft³JEFP = 40 lb/ft³Kh = 0.46Kv = 0.00 Loading Options/Assumptions Passive pressure neglects top 1 ft of soil. Load Combinations IBC 2018 (Strength) 1.2D + 1.6H + 1.0E 1.2D + 1.6H 1.2D + 0.9H + 1.0E 1.2D + 0.9H 0.9D + 1.6H + 1.0E 0.9D + 1.6H 0.9D + 0.9H + 1.0E 0.9D + 0.9H 1.4D Load Combination Stem M-applied Stem M-allow Stem V-applied Stem V-allow Stem Min. ld Stem Actual ld Stem Min. strain Stem Actual strain Stem Min. steel (ft·k/ft)(ft·k/ft)(k/ft)(k/ft)(in)(in)(in²/in) 1.2D + 1.6H + 1.0E 10.74 17.21 3.25 6.4 6.22 11 0.0040 0.0099 0 1.2D + 1.6H 3.66 17.21 1.57 6.4 6 11 0.0040 0.0099 0 1.2D + 0.9H + 1.0E 9.14 17.21 2.57 6.4 6 11 0.0040 0.0099 0 1.2D + 0.9H 2.06 17.21 0.88 6.4 6 11 0.0040 0.0099 0 0.9D + 1.6H + 1.0E 10.74 17.21 3.25 6.4 6.22 11 0.0040 0.0099 0 0.9D + 1.6H 3.66 17.21 1.57 6.4 6 11 0.0040 0.0099 0 0.9D + 0.9H + 1.0E 9.14 17.21 2.57 6.4 6 11 0.0040 0.0099 0 0.9D + 0.9H 2.06 17.21 0.88 6.4 6 11 0.0040 0.0099 0 1.4D 0 0 0 0 6 11 0.0040 0.0099 0 Load Combination Stem Actual steel Heel M-applied Heel M-allow Heel V-applied Heel V-allow Toe M-applied Toe M-allow Toe V-applied Toe V-allow (in²/in)(ft·k/ft)(ft·k/ft)(k/ft)(k/ft)(ft·k/ft)(ft·k/ft)(k/ft)(k/ft) 1.2D + 1.6H + 1.0E 0.06 0.15 15.99 0.61 13.31 14.6 34.18 3.24 12.1 1.2D + 1.6H 0.06 0.15 15.99 0.61 13.31 10.44 34.18 2.17 12.1 1.2D + 0.9H + 1.0E 0.06 0.15 15.99 0.61 13.31 14.6 34.18 3.24 12.1 1.2D + 0.9H 0.06 0.15 15.99 0.61 13.31 10.44 34.18 2.17 12.1 0.9D + 1.6H + 1.0E 0.06 0.11 15.99 0.46 13.31 11.99 34.18 2.69 12.1 0.9D + 1.6H 0.06 0.11 15.99 0.46 13.31 7.83 34.18 1.63 12.1 0.9D + 0.9H + 1.0E 0.06 0.11 15.99 0.46 13.31 11.99 34.18 2.69 12.1 0.9D + 0.9H 0.06 0.11 15.99 0.46 13.31 7.83 34.18 1.63 12.1 1.4D 0.06 0.18 15.99 0.71 13.31 12.18 34.18 2.53 12.1 Strength Check Results Summary Load Combination Overturning Moment Resisting Moment Overturning F.S. Overturning F.S. Req'd Overturning F.S. Req'd Seismic Sliding Force Resisting Force Sliding F.S. (ft·k/ft)(ft·k/ft)(lb/in)(lb/in) 1.0D + 1.0H + 0.7E 3.64 14 3.852 1.200 1.200 111.2 139.8 1.2561.0D + 1.0H 3.64 14 3.852 1.200 1.200 111.2 118 1.060Load Combination Sliding F.S. Req'd Sliding F.S. Req'd Seismic Bearing Pressure Actual Bearing Pressure Allowable Bearing Eccentricity Actual Bearing Eccentricity Allowable Wall Top Actual Deflection (psf)(psf)(in)(in)(in) 1.0D + 1.0H + 0.7E 1.200 1.200 2565 4000 23.27 37.48 0.36 1.0D + 1.0H 1.200 1.200 2144 4000 23.27 37.48 0.36 Stability Check Results Summary QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Randolf\...\BMP Basin 3.rwd Page 2 of 22 Wednesday 03/08/23 10:44 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Backfill Pressure 7 f t 2. 1 7 f t 8.1 7 f t 6 f t 0.6 7 f t J = 120 lb/ft³JEFP = 40 lb/ft³-326.8 psf 8. 1 7 f t 111.2 lb/in8. 1 7 f t 2. 7 2 f t -280.13 psf 81.74 lb/in 2.3 3 f t Equivalent Fluid Pressure Vh H Jfluid 8.17 ft 40 lb ft³ / 326.8 psf = = = Lateral Earth Pressure Vh H Jfluid 7 ft 40 lb ft³ / 280.1 psf = = = Lateral Earth Pressure (stem only) QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Randolf\...\BMP Basin 3.rwd Page 3 of 22 Wednesday 03/08/23 10:44 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Passive Pressure 2.1 7 f t J = 300 lb/ft³JEFP = 120 lb/ft³ 140.4 psf 1. 1 7 f t 6.84 lb/in 0. 3 9 f t Equivalent Fluid Pressure Vh H Jfluid 1.17 ft 120 lb ft³ / 140.4 psf = = = Lateral Earth Pressure QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Randolf\...\BMP Basin 3.rwd Page 4 of 22 Wednesday 03/08/23 10:44 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Seismic Pressure J = 120 lb/ft³JEFP = 40 lb/ft³Kh = 0.46Kv = 0.00 -123.78 psf -495.11 psf 8. 1 7 f t 210.7 lb/in 8. 1 7 f t 4. 9 f t 190.9 lb/in 89.04 lb/in -106.1 psf -424.41 psf 154.8 lb/in 4.2 f t 140.3 lb/in 65.42 lb/in Dynamic static force Mononobe Okabe equation - + T'atan kh1kv - arctan 0.4570 1 0.0 - 24.56° = = = Kae sin²EIT' - + cos T' sin²E sinE T'G - - 1 sin IG + sinIT'D - - sin EGT' - - sinDE + + 2 ^ = sin ² 90°30°24.56° - + cos 24.56° sin² 90° sin 90°24.56°25° - - 1 sin 30°25° + sin 30°24.56°0° - - sin 90°25°24.56° - - sin 0°90° + + 2 ^ = 0.9272 = Pae 1 2 Kae J H2 ^ 1kv - 1 2 0.9272 120 lb ft³ / 8.17 ft 2 ^ 1 0.0 - 309.4 lb in / = = = Static only force Coulomb equation - Ka sin²EI + sin²E sinEG - 1 sin IG + sinID - sin EG - sinDE + + 2 ^ = sin ² 90°30° + sin ² 90° sin 90°25° - 1 sin 30°25° + sin 30°0° - sin 90°25° - sin 0°90° + + 2 ^ = 0.2959 = Pa 1 2 Ka J H2 ^ 1 2 0.2959 120 lb ft³ / 8.17 ft 2 ^ 98.76 lb in / = = = Net dynamic force 'Pae Pae Pa - 309.4 lb in / 98.76 lb in / - 210.7 lb in / = = = DP 90°E G + - 90°90°25° + - 25° resultant force angle with horizontal = = = To arrive at the pressure distribution illustrated above used to determine stem moments , apply inverted triangular pressure plus a uniform portion to bring resultant to 0.6H Ve_top 85 'PaeH 85 210.7 lb in / 8.17 ft 495.1 psf = = = Ve_bot 2 5 'PaeH 2 5 210.7 lb in / 8.17 ft 123.8 psf = = = Seismic Pressure QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Randolf\...\BMP Basin 3.rwd Page 5 of 22 Wednesday 03/08/23 10:44 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Wall/Soil Weights 91.1 lb/in 63.94 lb/in 35.02 lb/in 127.4 lb/in Bearing Pressure 2745 psf 406.5 lb/in 1.18 ft e = 23.27 in 142.3 lb/in F P R 0.350 406.5 lb in / 142.3 lb in / = = = Friction Bearing Pressure Calculation Contributing Forces Vert Force ...offset Horz Force ...offset OT Moment Backfill Pressure -0 lb/in - -111.25 lb/in 2.72 ft 43627 in·lb/ft Seismic Force -89.04 lb/in 6.25 ft -190.94 lb/in 4.9 ft 54692 in·lb/ft Footing Weight -91.1 lb/in 3.12 ft 0 lb/in - -40971.89 in·lb/ft Stem Weight -63.94 lb/in 5.41 ft 0 lb/in - -49845.97 in·lb/ft Backfill Weight -35.02 lb/in 6 ft 0 lb/in - -30237.59 in·lb/ft Soil over toe Weight -127.42 lb/in 2.54 ft 0 lb/in --46606.36 in·lb/ft -406.52 lb/in -69342.42 in·lb/ft 69342.42 in·lb ft / - 406.52 lb in / - 1.18 ft = QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Randolf\...\BMP Basin 3.rwd Page 6 of 22 Wednesday 03/08/23 10:44 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Overturning Check Overturning Moments Force Distance Moment Backfill pressure (horz) 111.2 lb/in 2.72 ft 43627 in·lb/ft Seismic force 133.7 lb/in 4.9 ft 94348 in·lb/ft Total: 137975 in·lb/ft Resisting Moments Force Distance Moment Passive pressure @ toe 6.84 lb/in 0.39 ft 384.4 in·lb/ft Footing Weight -91.1 lb/in 3.12 ft 40972 in·lb/ft Stem Weight -63.94 lb/in 5.41 ft 49846 in·lb/ft Backfill Weight -35.02 lb/in 6 ft 30238 in·lb/ft Soil over toe Weight -127.42 lb/in 2.54 ft 46606 in·lb/ft Total: 168046 in·lb/ft Without seismic loads: F.S. RM OTM 168046 in·lb ft / 43627 in·lb ft / 3.852 > 1.20 OK = = = Including seismic loads: F.S. RM OTM 168046 in·lb ft / 137975 in·lb ft / 1.218 > 1.20 OK = = = Sliding Check Check not performed; restrained against sliding. Bearing Capacity Check Bearing pressure < allowable (2565 psf < 4000 psf) - OK Bearing resultant eccentricity < allowable (23.27 in < 37.48 in) - OK Wall Top Displacement (based on unfactored service loads) Deflection due to stem flexural displacement 0.121 inDeflection due to rotation from settlement 0.234 inTotal deflection at top of wall (positive towards toe) 0.356 in Stability Checks [1.0D + 1.0H + 0.7E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Randolf\...\BMP Basin 3.rwd Page 7 of 22 Wednesday 03/08/23 10:44 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.67 6.91 6.14 5.37 4.6 3.84 3.07 2.3 1.53 0.77 0-18 -15 -12 -9 -6 -3 0 Moment (ft·k/ft) Offset (ft) Moment a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = IMn I As fy da2 / - 0.90 0.06 in² in / 60000 psi 5.63 in 1.11 in 2 / - 17.21 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 0 ft from base a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = IMn I As fy da2 / - 0.90 0.06 in² in / 60000 psi 5.63 in 1.11 in 2 / - 17.21 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 6.25 ft from base a As fy 0.85 F'c 0 in² in / 60000 psi 0.85 4000 psi 0 in = = = IMn I As fy da2 / - 0.90 0 in² in / 60000 psi 5.63 in 0 in 2 / - 0 ft·k ft / = = = Capacity (ACI 318-14 11.5.2.2, »22.3, »22.2) @ 7.67 ft from base Stem Flexural Capacity QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Randolf\...\BMP Basin 3.rwd Page 8 of 22 Wednesday 03/08/23 10:44 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.67 6.91 6.14 5.37 4.6 3.84 3.07 2.3 1.53 0.77 0-8 -5.33 -2.67 0 2.67 5.33 8 Shear (k/ft) Offset (ft) Shear O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 5.63 in 8.54 k ft / = = = IVn I Vc 0.750 8.54 k ft / 6.4 kft / = = = Shear Capacity (ACI 318-14 11.5.5.1, 22.5.1.1, 22.5.5.1) @ 0 ft from base O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 5.63 in 8.54 k ft / = = = IVn I Vc 0.750 8.54 k ft / 6.4 kft / = = = Shear Capacity (ACI 318-14 11.5.5.1, 22.5.1.1, 22.5.5.1) @ 7.67 ft from base Stem Shear Capacity QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Randolf\...\BMP Basin 3.rwd Page 9 of 22 Wednesday 03/08/23 10:44 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.75 in 9.96 in = = = 8db 80.75 in 6.0 minimum limit, does not control = = Main vertical stem bars (bottom end) - Development Length Calculation (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.3) \t 1.0 bars are not horizontal = \e 1.0 bar not epoxy coated = \s 0.80 bars are #6 or smaller = O 1.0 normal weight concrete = s2 / 7 in 2 / 3.5 in = = cover db 2 / + 2 in 0.75 in 2 / + 2.38 in = = cb 2.38 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr + db 2.38 in 0.0 + 0.75 in 3.1667 = = ld 3.40 fy O F'c \t \e \s 2.5 db 3.40 60000 psi 1.0 4000 psi 1.0 1.0 0.80 2.5 0.75 in 17.08 in = = = Main vertical stem bars (top end) - Development Length Calculation (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.3) Stem Development/Lap Length Calculations QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Randolf\...\BMP Basin 3.rwd Page 10 of 22 Wednesday 03/08/23 10:44 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Design moment Mu for toe need not exceed moment at stem base: Mtoe 14.6 ft·k ft t Mstem / 10.74 ft·k ft / = = Mu 10.74 ft·k ft stem base moment controls / = Controlling Moment a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = IMn I As fy da2 / - 0.90 0.06 in² in / 60000 psi 10.63 in 1.11 in 2 / - 34.18 ft·k ft / = = = IMn 34.18 ft·k ft t Mu / 10.74 ft·k ft / = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 10.63 in 16.13 k ft / = = = IVn I Vc 0.750 16.13 k ft / 12.1 k ft / = = = IVn 12.1 k ft t Vu / 3.24 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = Ht 0.003 d a E1 / 1 - 0.003 10.63 in 1.11 in 0.850 / 1 - 0.0214 = = = Ht 0.0214 t 0.004 = 9 Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) IMn 34.18 ft·k ft t 43 / Mu / 43 / 10.74 ft·k ft / 14.32 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = 0.0018 60000 fy 0.0018 60000 60000 psi 0.0018 = = UST_min 0.0018 = UST_prov 0.0032 t UST_min 0.0018 = = 9 18 inch limit governs sST_max 18 in = sST 9 in d sST_max 18 in = = 9 Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) MuIMn 10.74 ft·k ft / 34.18 ft·k ft / 0.3142 ratio to represent excess reinforcement = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.75 in 9.96 in = = = Factoring ldh by the excess reinforcement ratio 0.3142 per 25.4.10: ldh 3.13 in = 8db 80.75 in 6.0 minimum limit, does not control = = 6 inch minimum controls ldh_prov 6 in t ldh 6 in = = 9 Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) Toe Unfactored Loads 14 i n Unfactored Loads 175 psf (Self-wt) 301 psf (Soil) 2745 psf 0 psf Toe Factored Loads 14 i n 1.2D + 1.6H + 1.0E 210 psf (Self-wt) 361.2 psf (Soil) 3174 psf 0 psf 3174 psf 2.74 k/ft Toe Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Randolf\...\BMP Basin 3.rwd Page 11 of 22 Wednesday 03/08/23 10:44 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Design moment Mu for heel need not exceed moment at stem base: Mheel 0.15 ft·k ft < Mstem / 10.74 ft·k ft / = = Mu 0.15 ft·k ft stem moment does not control / = Controlling Moment a As fy 0.85 F'c 0.03 in² in / 60000 psi 0.85 4000 psi 0.46 in = = = IMn I As fy da2 / - 0.90 0.03 in² in / 60000 psi 11.69 in 0.46 in 2 / - 15.99 ft·k ft / = = = IMn 15.99 ft·k ft t Mu / 0.15 ft·k ft / = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 11.69 in 17.74 k ft / = = = IVn I Vc 0.750 17.74 k ft / 13.31 k ft / = = = IVn 13.31 k ft t Vu / 0.61 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.03 in² in / 60000 psi 0.85 4000 psi 0.46 in = = = Ht 0.003 d a E1 / 1 - 0.003 11.69 in 0.46 in 0.850 / 1 - 0.0624 = = = Ht 0.0624 t 0.004 = 9 Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) IMn 15.99 ft·k ft t 43 / Mu / 43 / 0.15 ft·k ft / 0.2 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = 0.0018 60000 fy 0.0018 60000 60000 psi 0.0018 = = UST_min 0.0018 = UST_prov 0.0032 t UST_min 0.0018 = = 9 18 inch limit governs sST_max 18 in = sST 9 in d sST_max 18 in = = 9 Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) MuIMn 0.15 ft·k ft / 15.99 ft·k ft / 0.0095 ratio to represent excess reinforcement = = \t 1.0 12 inches or less cast below 11.38 inches - = \e 1.0 bar not epoxy coated = \s 0.80 bars are #6 or smaller = O 1.0 normal weight concrete = s2 / 12 in 2 / 6 in = = cover db 2 / + 2 in 0.63 in 2 / + 2.31 in = = cb 2.31 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr + db 2.31 in 0.0 + 0.63 in 3.70 = = ld 3. 40 fy O F'c \t \e \s 2.5 db 3. 40 60000 psi 1.0 4000 psi 1.0 1.0 0.80 2.5 0.63 in 14.23 in = = = Factoring ld by the excess reinforcement ratio 0.0095 per 25.4.10: ld 0.14 in = 12 inch minimum controls ld_prov 66.96 in t ld 12 in = = 9 Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) Heel Unfactored Loads 14 i n #5 @ 12 in Unfactored Loads 175 psf (Concrete self-wt) 840.4 psf (Soil weight) Heel Factored Loads 14 i n #5 @ 12 in 1.2D + 1.6H + 1.0E 210 psf (Concrete self-wt) 1008 psf (Soil weight) 3174 psf 0.61 k/ft Heel Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Randolf\...\BMP Basin 3.rwd Page 12 of 22 Wednesday 03/08/23 10:44 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Stem Internal Forces -448.21 psf-96.16 psf -384.65 psf 3.25 k/ft -10.74 ft·k/ft Stem Internal Forces 7.67 6.71 5.75 4.8 3.84 2.88 1.92 0.96 0-12-9-6-30 Moment (ft·k/ft) Moment Stem Internal Forces 7.67 6.71 5.75 4.8 3.84 2.88 1.92 0.96 001234 Shear (k/ft) Shear Stem Joint Force Transfer Location Force @ stem base 3.25 k/ft Stem Internal Forces -448.21 psf -96.16 psf -384.65 psf Stem Forces [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Randolf\...\BMP Basin 3.rwd Page 13 of 22 Wednesday 03/08/23 10:44 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.67 6.91 6.14 5.37 4.6 3.84 3.07 2.3 1.53 0.77 0-18 -15 -12 -9 -6 -3 0 Moment (ft·k/ft) Offset (ft) Moment IMn 17.21 ft·k ft t Mu / 10.74 ft·k ft / = = 9 Check (ACI 318-14 11.5.5.1b) @ 0 ft from base IMn 17.21 ft·k ft t Mu / 0.1 ft·k ft / = = 9 Check (ACI 318-14 11.5.5.1b) @ 6.25 ft from base IMn 16.87 ft·k ft t Mu / 0.1 ft·k ft / = = 9 Check (ACI 318-14 11.5.5.1b) @ 6.28 ft from base Stem Moment Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Randolf\...\BMP Basin 3.rwd Page 14 of 22 Wednesday 03/08/23 10:44 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.67 6.91 6.14 5.37 4.6 3.84 3.07 2.3 1.53 0.77 0-8 -5.33 -2.67 0 2.67 5.33 8 Shear (k/ft) Offset (ft) Shear IVn 6.4 k ft t Vu / 3.25 k ft / = = 9 Shear Check (ACI 318-14 11.5.5.1c) @ 0 ft from base Stem Shear Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Randolf\...\BMP Basin 3.rwd Page 15 of 22 Wednesday 03/08/23 10:44 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls IMn 17.21 ft·k ft t 43 / Mu / 43 / 10.74 ft·k ft / 14.32 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 0 ft from base [Stem in negative flexure] IMn 0 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / 0 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 7.67 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.63 in 1.11 in 0.850 / 1 - 0.0099 = = = Ht 0.0099 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 0 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.63 in 1.11 in 0.850 / 1 - 0.0099 = = = Ht 0.0099 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 7.67 ft from base [Stem in negative flexure] Ut As_horz shorz / t 0.2 in²12 in / 8 in 0.0021 = = = Ut_min 0.0020 bars No. 5 or less, not less than 60 ksi = Ut 0.0021 t Ut_min 0.0020 = = 9 3h 38 in 24 in = = 18 inch limit governs shorz 12 in d shorz_max 18 in = = 9 Wall Horizontal Steel (ACI 318-14 11.6.1, 11.7.3) MuIMn 10.74 ft·k ft / 17.21 ft·k ft / 0.6240 ratio to represent excess reinforcement = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.75 in 9.96 in = = = Factoring ldh by the excess reinforcement ratio 0.6240 per 25.4.10: ldh 6.22 in = 8db 80.75 in 6.0 minimum limit, does not control = = ldh_prov 11 in t ldh 6.22 in = = 9 Development Check (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.10) Stem Miscellaneous Checks [1.2D + 1.6H + 1.0E] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Randolf\...\BMP Basin 3.rwd Page 16 of 22 Wednesday 03/08/23 10:44 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Design moment Mu for toe need not exceed moment at stem base: Mtoe 12.18 ft·k ft t Mstem / 0 ft·k ft / - = = Mu 0 ft·k ft stem base moment controls / - = Controlling Moment a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = IMn I As fy da2 / - 0.90 0.06 in² in / 60000 psi 10.63 in 1.11 in 2 / - 34.18 ft·k ft / = = = IMn 34.18 ft·k ft t Mu / 0 ft·k ft / - = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 10.63 in 16.13 k ft / = = = IVn I Vc 0.750 16.13 k ft / 12.1 k ft / = = = IVn 12.1 k ft t Vu / 2.53 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = Ht 0.003 d a E1 / 1 - 0.003 10.63 in 1.11 in 0.850 / 1 - 0.0214 = = = Ht 0.0214 t 0.004 = 9 Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) IMn 34.18 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / - 0 ft·k ft / - = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = 0.0018 60000 fy 0.0018 60000 60000 psi 0.0018 = = UST_min 0.0018 = UST_prov 0.0032 t UST_min 0.0018 = = 9 18 inch limit governs sST_max 18 in = sST 9 in d sST_max 18 in = = 9 Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) MuIMn 0 ft·k ft / - 34.18 ft·k ft / 0.0 ratio to represent excess reinforcement - = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.75 in 9.96 in = = = Factoring ldh by the excess reinforcement ratio 0.0000 - per 25.4.10: ldh 0 in - = 8db 80.75 in 6.0 minimum limit, does not control = = 6 inch minimum controls ldh_prov 6 in t ldh 6 in = = 9 Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) Toe Unfactored Loads 14 i n Unfactored Loads 175 psf (Self-wt) 301 psf (Soil) 2745 psf 0 psf Toe Factored Loads 14 i n 1.4D 245 psf (Self-wt) 421.4 psf (Soil) 3002 psf 0 psf 3002 psf 1.95 k/ft Toe Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Randolf\...\BMP Basin 3.rwd Page 17 of 22 Wednesday 03/08/23 10:44 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Design moment Mu for heel need not exceed moment at stem base: Mheel 0.18 ft·k ft t Mstem / 0 ft·k ft / - = = Mu 0 ft·k ft stem base moment controls / - = Controlling Moment a As fy 0.85 F'c 0.03 in² in / 60000 psi 0.85 4000 psi 0.46 in = = = IMn I As fy da2 / - 0.90 0.03 in² in / 60000 psi 11.69 in 0.46 in 2 / - 15.99 ft·k ft / = = = IMn 15.99 ft·k ft t Mu / 0 ft·k ft / - = = 9 Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) O 1.0 normal weight concrete = Vc 2 O F'c d 21.0 4000 psi 11.69 in 17.74 k ft / = = = IVn I Vc 0.750 17.74 k ft / 13.31 k ft / = = = IVn 13.31 k ft t Vu / 0.71 k ft / = = 9 Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, »22.5.1, »22.5.5, 7.5.1.1b) E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.03 in² in / 60000 psi 0.85 4000 psi 0.46 in = = = Ht 0.003 d a E1 / 1 - 0.003 11.69 in 0.46 in 0.850 / 1 - 0.0624 = = = Ht 0.0624 t 0.004 = 9 Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) IMn 15.99 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / - 0 ft·k ft / - = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = UST_prov ASTtsST 0.4 in² in / 14 in 9 in 0.0032 = = = 0.0018 60000 fy 0.0018 60000 60000 psi 0.0018 = = UST_min 0.0018 = UST_prov 0.0032 t UST_min 0.0018 = = 9 18 inch limit governs sST_max 18 in = sST 9 in d sST_max 18 in = = 9 Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) MuIMn 0 ft·k ft / - 15.99 ft·k ft / 0.0 ratio to represent excess reinforcement - = = \t 1.0 12 inches or less cast below 11.38 inches - = \e 1.0 bar not epoxy coated = \s 0.80 bars are #6 or smaller = O 1.0 normal weight concrete = s2 / 12 in 2 / 6 in = = cover db 2 / + 2 in 0.63 in 2 / + 2.31 in = = cb 2.31 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr + db 2.31 in 0.0 + 0.63 in 3.70 = = ld 3. 40 fy O F'c \t \e \s 2.5 db 3. 40 60000 psi 1.0 4000 psi 1.0 1.0 0.80 2.5 0.63 in 14.23 in = = = Factoring ld by the excess reinforcement ratio 0.0000 - per 25.4.10: ld 0 in - = 12 inch minimum controls ld_prov 66.96 in t ld 12 in = = 9 Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) Heel Unfactored Loads 14 i n #5 @ 12 in Unfactored Loads 175 psf (Concrete self-wt) 840.4 psf (Soil weight) Heel Factored Loads 14 i n #5 @ 12 in 1.4D 245 psf (Concrete self-wt) 1177 psf (Soil weight) 1177 psf 0.71 k/ft Heel Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Randolf\...\BMP Basin 3.rwd Page 18 of 22 Wednesday 03/08/23 10:44 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls Stem Internal Forces 0 k/ft -0 ft·k/ft Stem Internal Forces Moment Stem Internal Forces Shear Stem Joint Force Transfer Location Force @ stem base 0 k/ft Stem Internal Forces Stem Forces [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Randolf\...\BMP Basin 3.rwd Page 19 of 22 Wednesday 03/08/23 10:44 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.67 6.91 6.14 5.37 4.6 3.84 3.07 2.3 1.53 0.77 0-18 -15 -12 -9 -6 -3 0 Moment (ft·k/ft) Offset (ft) Moment Stem Moment Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Randolf\...\BMP Basin 3.rwd Page 20 of 22 Wednesday 03/08/23 10:44 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls 7.67 6.91 6.14 5.37 4.6 3.84 3.07 2.3 1.53 0.77 0-8 -5.33 -2.67 0 2.67 5.33 8 Shear (k/ft) Offset (ft) Shear Stem Shear Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Randolf\...\BMP Basin 3.rwd Page 21 of 22 Wednesday 03/08/23 10:44 AM JOSEPH LUCIA LUCIA ENGINEERING, INC.Biofiltration Basin Walls IMn 17.21 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / 0 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 0 ft from base [Stem in negative flexure] IMn 0 ft·k ft t 43 / Mu / 43 / 0 ft·k ft / 0 ft·k ft / = = = Check is waived per ACI 9.6.1.3 9 Minimum Steel Check (ACI 318-14 9.6.1) @ 7.67 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.63 in 1.11 in 0.850 / 1 - 0.0099 = = = Ht 0.0099 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 0 ft from base [Stem in negative flexure] E1 0.850 F'c d 4000 psi = a As fy 0.85 F'c 0.06 in² in / 60000 psi 0.85 4000 psi 1.11 in = = = Ht 0.003 d a E1 / 1 - 0.003 5.63 in 1.11 in 0.850 / 1 - 0.0099 = = = Ht 0.0099 t 0.004 = 9 Maximum Steel Check (ACI 318-14 9.3.3.1) @ 7.67 ft from base [Stem in negative flexure] Ut As_horz shorz / t 0.2 in²12 in / 8 in 0.0021 = = = Ut_min 0.0020 bars No. 5 or less, not less than 60 ksi = Ut 0.0021 t Ut_min 0.0020 = = 9 3h 38 in 24 in = = 18 inch limit governs shorz 12 in d shorz_max 18 in = = 9 Wall Horizontal Steel (ACI 318-14 11.6.1, 11.7.3) MuIMn 0 ft·k ft / 17.21 ft·k ft / 0.0 ratio to represent excess reinforcement = = \e 1.0 uncoated hooked bars = \c 0.70 based on side cover and extension cover = \r 1.0 no confining reinforcement = O 1.0 normal weight concrete = ldh fy \e \c \r 50O F'c db 60000 psi 1.0 0.70 1.0 50 1.0 4000 psi 0.75 in 9.96 in = = = Factoring ldh by the excess reinforcement ratio 0.0000 per 25.4.10: ldh 0 in = 8db 80.75 in 6.0 minimum limit, does not control = = 6 inch minimum controls ldh_prov 11 in t ldh 6 in = = 9 Development Check (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.10) Stem Miscellaneous Checks [1.4D] QuickRWall 5.0 (iesweb.com) C:\Lucia Engineering 2022\Clients\Randolf\...\BMP Basin 3.rwd Page 22 of 22 Wednesday 03/08/23 10:44 AM RE V I E W E D B Y : DA T E DA T E "A S B U I L T " RV W D B Y : OTH E R A P P R O V A L IN I T I A L DA T E SH E E T SH E E T S APP R O V E D : CH K D B Y : PR O J E C T N O . D R A W I N G N O . ENG I N E E R O F W O R K DA T E I N I T I A L CIT Y A P P R O V A L REV I S I O N D E S C R I P T I O N EN G I N E E R I N G D E P A R T M E N T RC E EX P . EN G I N E E R I N G M A N A G E R R C E 6 3 9 1 2 E X P I R E S 9 / 3 0 / 2 2 D A T E TIT L E S H E E T JA S O N S . G E L D E R T GR 2 0 2 2 - 0 0 1 3 CT 2 0 1 9 - 0 0 0 6 5 3 7 - 2 A MS - 0 4 - 0 5 JA S O N S . G E L D E R T IN S P E C T O R WO O D 1. F R A M I N G L U M B E R S H A L L B E G R A D E D A N D M A R K E D I N C O N F O R M A N C E W I T H W C L B S T A N D A R D G R A D I N G A N D D R E S S I N G R U L E S F O R W E S T C O A S T L U M B E R N O , 1 6 , L A T E S T E D I T I O N . U N L E S S O T H E R W I S E N O T E D O N T H E D R A W I N G S , L U M B E R G R A D E S S H A L L B E A S F O L L O W S : A . J O I S T S : 2 " A N D 3 " T H I C K N E S S , H E M F I R N O , 1 , B . B E A M S A N D S T R I N G E R S : D O U G L A S F I R N O , 1 , C . P O S T A N D T I M B E R S : D O U G L A S F I R N O , 1 , D . P L A T E S A N D M I S C E L L A N E O U S L I G H T F R A M I N G : H E M F I R S T A N D A R D , E . S T U D S : H E M F I R S T U D . F . A L L B O L T E D C O N N E C T I O N S T O B E 3 / 4 " Ø A 3 0 2 B O L T S 2. M I N I M U M N A I L I N G R E Q U I R E M E N T S : U N L E S S O T H E R W I S E N O T E D , M I N I M U M N A I L I N G S H A L L C O N F O R M T O T H E G O V E R N I N G C O D E A N D A S F O L L O W S : A . J O I S T S O R R A F T E R S T O S I D E S O F S T U D S 8 - I N C H O R L E S S 3 - 1 6 D B B . F O R E A C H A D D I T I O N A L 4 - I N C H I N D E P T H O F J O I S T S 1 - 1 6 D C C . J O I S T S O R R A F T E R S A T A L L B E A R I N G S - T O E N A I L S E A C H S I D E 2 - 1 0 D D D . S T U D S T O B E A R I N G - T O E N A I L S E A C H S I D E 2 - 1 0 D E E . B L O C K I N G B E T W E E N J O I S T S O R R A F T E R S T O J O I S T O R R A F T E R S - T O E N A I L S E A C H S I D E E A C H E N D 2 - 10 D T O J O I S T O R R A F T E R B E A R I N G S - T O E N A I L S E A C H S I D E 2 - 10 D F . C R O S S - B R I D G I N G B E T W E E N J O I S T S O R R A F T E R S T O E N A I L S E A C H E N D 2 - 8 D G . B L O C K I N G B E T W E E N S T U D S - T O E N A I L S E A C H E N D 2 - 1 0 D H . D O U B L E T O P P L A T E S - L O W E R P L A T E T O T O P O F S T U D 2 - 1 6 D J . U P P E R T O L O W E R P L A T E - S T A G G E R E D 1 6 D @ 16" O , C , K . M U L T I P L E J O I S T S - S T A G G E R E D 1 6 D @ 12" O , C , L . M U L T I P L E J O I S T S S T A G G E R F O R W I D T H S M O R E T H A N 4 I N C H E S 1 6 D @ 12" O , C . 3. I N D I V I D U A L M E M B E R S O F B U I L T - U P P O S T S A N D B E A M S S H A L L E A C H B E A T T A C H E D W I T H 1 6 D S P I K E S A T 1 2 " O , C . S T A G G E R E D , M I N , 4. A L L N A I L S S H A L L B E C O M M O N W I R E N A I L S , W H E N E V E R P O S S I B L E , N A I L S D R I V E N P E R P E N D I C U L A R T O T H E G R A I N S H A L L B E U S E D , T H E R E S H A L L B E A M I N I M U M O F 2 N A I L S A T A L L W O O D C O N T A C T S A N D J O I N T S U S I N G 8 D N A I L S F O R 1 - I N C H T H I C K M A T E R I A L , 1 6 D N A I L S F O R 2 - I N C H T H I C K M A T E R I A L , A N D 4 0 D N A I L S F O R 3 - I N C H T H I C K M A T E R I A L , A L L C O N T I N U O U S C O N T A C T S P R O V I D E M I N I M U M N A I L S A T 1 2 " O , C , W I T H N A I L S I Z E S A S C A L L E D A B O V E , 5. N O T A T I O N S O N D R A W I N G S R E L A T I N G T O F R A M I N G C L I P S , J O I S T H A N G E R S , A N D O T H E R C O N N E C T I N G D E V I C E S R E F E R T O C A T A L O G N U M B E R S O F S T R O N G - T I E C O N N E C T O R S M A N U F A C T U R E D B Y T H E S I M P S O N C O M P A N Y , E Q U I V A L E N T D E V I C E S B Y O T H E R M A N U F A C T U R E R S M A Y B E S U B S T I T U T E D P R O V I D E D T H A T T H E Y H A V E I C B O A P P R O V A L F O R E Q U A L O R G R E A T E R L O A D C A P A C I T I E S A N D A R E R E V I E W E D B Y T H E S T R U C T U R A L E N G I N E E R , 6. A T S A W N T I M B E R J O I S T S W I T H T H I C K N E S S - T O - D E P T H R A T I O O F 1 : 6 A N D G R E A T E R , P R O V I D E C R O S S - B R I D G I N G A T 8 ' 0 " O , C , A N D S O L I D B L O C K I N G A T B E A R I N G P O I N T S , 7. A L L W O O D F R A M I N G D E T A I L S N O T S H O W N O T H E R W I S E S H A L L B E C O N S T R U C T E D T O T H E M I N I M U M S T A N D A R D S O F T H E G O V E R N I N G C O D E , 8. A L L B E A R I N G A N D E X T E R I O R S T U D W A L L S S H A L L B E 2 X 6 @ 6 " O . C . B E L O W S E C O N D F L O O R A N D 2 X 4 @ 1 6 " O . C . E L S E W H E R E , U N L E S S O T H E R W I S E N O T E D . 9. P R O V I D E C O N T I N U O U S S O L I D B L O C K I N G A T M I D - H E I G H T S A N D A T I N T E R V A L S N O T T O E X C E E D 8 F E E T O F A L L S T U D - B E A R I N G W A L L S O V E R 8 F E E T I N H E I G H T , 10 . S E E A R C H I T E C T U R A L D R A W I N G S F O R L O C A T I O N S O F I N T E R I O R N O N B E A R I N G S T U D P A R T I T I O N S F O R L O C A T I O N A N D S I Z E O F O P E N I N G S I N S T U D W A L L S , A N D F O R A L L W A L L F I N I S H D E T A I L S , 11 . A L L C A N T S A N D C R I C K E T S S H A L L B E P L A C E D O V E R B A S I C R O O F S H E A T H I N G . S E E A R C H I T E C T U R A L D R A W I N G S F O R D E T A I L S A N D L O C A T I O N S , 12 . A L L W O O D S T U D W A L L S I L L P L A T E S S H A L L B E A T T A C H E D T O C O N C R E T E O R M A S O N R Y W I T H 1 / 2 - I N C H D I A M E T E R A N C H O R B O L T S A T 4 8 " O . C , , U N L E S S O T H E R W I S E N O T E D , 13 . A L L W O O D S T U D W A L L S S H A L L H A V E L O W E R W O O D P L A T E A T T A C H E D T O W O O D F R A M I N G B E L O W W I T H 1 6 D N A I L S A T 6 " 0 . C , S T A G G E R E D U N L E S S S H O W N O T H E R W I S E . 14 . F A S T E N A L L P O S T S T O C O N C R E T E W I T H " C B " C O L U M N B A S E O R E Q U A L , 15 . A L L W O O D P L A T E S A N D B L O C K I N G I N D I R E C T C O N T A C T W I T H C O N C R E T E O R M A S O N R Y S H A L L B E P R E S S U R E T R E A T E D W I T H A N A P P R O V E D P R E S E R V A T I V E I N A C C O R D A N C E W I T H A W P S - F D N , A N D B E A R T H A T Q U A L I T Y M A R K , 16 . P R O V I D E S T A N D A R D C U T W A S H E R S U N D E R A L L B O L T S H E A D S A N D N U T S I N C O N T A C T W I T H W O O D . 17 . A T T A C H T I M B E R J O I S T S T O F L U S H H E A D E R S A N D B E A M S W I T H " U " S E R I E S M E T A L J O I S T H A N G E R S T O S U I T T H E J O I S T S I Z E . 18 . A L L P L Y W O O D S H A L L B E H E M F I R , S T R U C T U R A L 2 O R B E T T E R A N D S H A L L C O N F O R M T O A P A C - D I N T E R I O R G R A D E W I T H E X T E R I O R G L U E , W I T H U B C S T A N D A R D 2 3 - 2 A N D W I T H P R O D U C T S T A N D A R D P S I , W O O D - B A S E D S T R U C T U R A L - U S E P A N E L S S H A L L C O N F O R M W I T H U B C S T A N D A R D 2 3 - 3 A N D W I T H P R O D U C T S T A N D A R D P S 2 , T Y P E A N D T H I C K N E S S S H A L L B E A S S P E C I F I E D O N T H E P L A N S . 19. P L Y W O O D N A I L I N G , U S E U N L E S S O T H E R W I S E N O T E D : A . R O O F : 8 D @ 6 " O . C . A T S H E E T E D G E S 8 D @ 1 2 " O . C . A T I N T E R M E D I A TE B E A R I N G P O I N T S B . F L O O R : 1 0 D @ 6 " O . C . A T S H E E T E D G E S 1 0 D @ 1 0 " O . C . A T I N T E R M E D I A T E B E A R I N G P O I N T S C . W A L L S : 8 D @ 6 " O . C . A T E D G E S 8 D @ 1 2 " O . C . A T I N T E R M E D I A T E B E A R I N G P O I N T S P L Y W O O D A N D W O O D - B A S E D S T R U C T U R A L - U S E P A N E L S U S E D F O R W A L L S H E A T H I N G S H A L L H A V E S O L I D B L O C K I N G A T A L L E D G E S . 20 . M A C H I N E A P P L I E D N A I L I N G I S S U B J E C T T O A S A T I S F A C T O R Y D E M O N S T R A T I O N A N D T H E A P P R O V A L O F T H E C H E C K I N G A G E N C Y A N D T H E A R C H I T E C T , N A I L H E A D S S H A L L N O T P E N E T R A T E T H E O U T E R P L Y M O R E T H A N W O U L D B E N O R M A L F O R A H A N D H A M M E R . E D G E D I S T A N C E S S H A L L B E M A I N T A I N E D , S H I N E R S S H A L L B E R E M O V E D A N D R E P L A C E D , T H E A P P R O V A L I S S U B J E C T T O C O N T I N U E D S A T I S F A C T O R Y P E R F O R M A N C E , M A C H I N E A P P L I E D N A I L I N G O N L Y O N P L Y W O O D G R E A T E R T H A N 5 / 1 6 " . GE N E R A L N O T E S 1. A L L C O N S T R U C T I O N M A T E R I A L S A N D W O R K M A N S H I P S H A L L C O N F O R M T O T H E R E Q U I R E M E N T S O F T H E D R A W I N G S , S P E C I F I C A T I O N S , A N D T H E C O D E S , R U L E S A N D R E G U L A T I O N S O F I N T E R N A T I O N A L B U I L D I N G C O D E , 2 0 1 8 E D I T I O N . 2. T H E C O N T R A C T O R S H A L L V E R I F Y A L L D I M E N S I O N S P R I O R T O C O N S T R U C T I O N . T H E A R C H I T E C T S H A L L B E N O T I F I E D O F A N Y D I S C R E P A N C I E S O R I N C O N S I S T E N C I E S . 3. I F A N Y E R R O R S O R O M I S S I O N S A P P E A R I N T H E S E D R A W I N G S , S P E C I F I C A T I O N S , O R O T H E R D O C U M E N T S ; T H E C O N T R A C T O R S H A L L N O T I F Y T H E S T R U C T U R A L E N G I N E E R O R A R C H I T E C T I N W R I T I N G O F S U C H O M I S S I O N O R E R R O R B E F O R E P R O C E E D I N G W I T H T H E W O R K . 4. M A N U F A C T U R E D M A T E R I A L S S H A L L B E A P P R O V E D B Y T H E C H E C K I N G A G E N C Y P R I O R T O T H E I R U S E . A L L R E Q U I R E M E N T S O F T H O S E A P P R O V A L S S H A L L B E F O L L O W E D . 5. A L L S T R U C T U R A L S Y S T E M S T H A T A R E T O B E C O M P O S E D O F M A N U F A C T U R E D C O M P O N E N T S T O B E F I E L D E R E C T E D S H A L L B E A P P R O V E D B Y T H E C H E C K I N G A G E N C Y P R I O R T O T H E I R U S E A N D S H A L L B E S U P E R V I S E D B Y T H E S U P P L I E R D U R I N G M A N U F A C T U R I N G , D E L I V E R Y , H A N D L I N G , S T O R A G E , A N D E R E C T I O N I N A C C O R D A N C E W I T H I N S T R U C T I O N S P R E P A R E D B Y T H E S U P P L I E R 6. F R A M I N G M E M B E R S T H A T A R E N O T D I M E N S I O N E D S H A L L B E E Q U A L L Y S P A C E D B E T W E E N D I M E N S I O N E D P O I N T O R M E M B E R S . 7. S E E A R C H I T E C T U R A L D R A W I N G S A N D P R O J E C T S P E C I F I C A T I O N S F O R T H E F O L L O W I N G : S I Z E A N D L O C A T I O N O F A L L D O O R A N D W I N D O W O P E N I N G S A N D T H R E S H O L D R E Q U I R E M E N T S . S I Z E A N D L O C A T I O N O F A L L N O N - B E A R I N G P A R T I T I O N S . S I Z E A N D L O C A T I O N O F R O O F , F L O O R A N D W A L L O P E N I N G S . S I Z E A N D L O C A T I O N O F D E P R E S S E D A R E A S , C H A N G E S I N E L E V A T I O N , F L O O R A N D R O O F D R A I N S , S L O P E S , C O N C R E T E C U R B S , L E D G E S , P A D S A N D I S L A N D S , C H A M F E R S , G R O O V E S , I N S E R T S , E T C . D I M E N S I O N S N O T S H O W N O N T H E S T R U C T U R A L D R A W I N G S , S I Z E , W E I G H T A N D L O C A T I O N O F M A C H I N E S A N D E Q U I P M E N T B A S E S . 8. T H E C O N T R A C T D O C U M E N T S R E P R E S E N T T H E F I N I S H E D S T R U C T U R E , T H E Y D O N O T I N D I C A T E T H E M E T H O D O F C O N S T R U C T I O N . T H E C O N T R A C T O R S H A L L P R O V I D E A L L M E A S U R E S N E C E S S A R Y T O P R O T E C T T H E S T R U C T U R E D U R I N G C O N S T R U C T I O N . S U C H M E A S U R E S S H A L L I N C L U D E , B U T N O T B E L I M I T E D T O , B R A C I N G , S H O R I N G F O R L O A D S D U E T O C O N S T R U C T I O N E Q U I P M E N T , E T C . O B S E R V A T I O N V I S I T S T O T H E S I T E B Y T H E S T R U C T U R A L E N G I N E E R S H A L L N O T I N C L U D E I N S P E C T I O N O F T H E A B O V E I T E M S . 9. O P E N I N G S , P O C K E T S , E T C . S H A L L N O T B E P L A C E D I N S T R U C T U R A L M E M B E R S U N L E S S S P E C I F I C A L L Y D E T A I L E D O N T H E S T R U C T U R A L D R A W I N G S . N O T I F Y T H E S T R U C T U R A L E N G I N E E R W H E N D R A W I N G S B Y O T H E R S S H O W O P E N I N G S , P O C K E T S , E T C . , L A R G E R T H A N 6 I N C H E S N O T S H O W N O N T H E S T R U C T U R A L D R A W I N G S , B U T W H I C H A R E L O C A T E D I N S T R U C T U R A L M E M B E R S . 10. S P E C I F I C A T I O N S , C O D E S , A N D S T A N D A R D S N O T E D I N T H E C O N T R A C T D O C U M E N T S S H A L L B E O F T H E L A T E S T A P P R O V E D I S S U E , I N C L U D I N G S U P P L E M E N T S , U N L E S S O T H E R W I S E N O T E D . M A T E R I A L S P E C I F I C A T I O N S A R E A S T M L A T E S T E D I T I O N . 8. C O N T R A C T O R M A Y U S E A N A D M I X T U R E S Y S T E M T O P R O D U C E F L O W A B L E C O N C R E T E , M A X I M U M S L U M P S H A L L N O T E X C E E D 1 0 I N C H E S M E A S U R E D A T T H E P U M P , T H E W A T E R / C E M E N T I O U S M A T E R I A L R A T I O O F T H E A P P R O V E D M I X E S S H A L L B E M A I N T A I N E D O R L O W E R E D W H E N F L O W A B L E C O N C R E T E I S U S E D , 9. T H E F O L L O W I N G M I N I M U M C O N C R E T E C O V E R S H A L L B E P R O V I D E D F O R R E I N F O R C E M E N T P L A C E D I N C A S T - I N - P L A C E C O N C R E T E : C O N C R E T E C O V E R ( M I N I M U M ) A . C O N C R E T E C A S T A G A I N S T A N D P E R M A N E N T L Y E X P O S E D T O E A R T H 3 " B . C O N C R E T E E X P O S E D T O E A R T H O R W E A T H E R : # 6 T H R O U G H # 1 8 B A R S 2 " # 5 B A R , W 3 1 O R D 3 1 W I R E , A 1 4 1 3 S M A L L E R 1 1 / 2 " C . C O N C R E T E N O T E X P O S E D T O W E A T H E R O R I N C O N T A C T W I T H G R O U N D : S L A B S , W A L L S , J O I S T S # 1 4 A N D # 1 8 B A R S 1 1 / 2 " # 1 1 B A R S A N D S M A L L E R 3 / 4 " B E A M S , C O L U M N S : P R I M A R Y R E I N F O R C E M E N T , T I E S , S T I R R U P S , S P I R A L S 1 1 / 2 " 10 . P L A C E M E N T O F C O N C R E T E S H A L L C O N F O R M T O A C I 3 0 4 A N D T H E C O N T R A C T D O C U M E N T S . S A N D B L A S T A L L C O N C R E T E S U R F A C E S A G A I N S T W H I C H C O N C R E T E I S T O B E P L A C E D , 11 . A L L R E I N F O R C I N G B A R S , A N C H O R B O L T S A N D O T H E R C O N C R E T E I N S E R T S S H A L L B E W E L L S E C U R E D I N P O S I T I O N P R I O R T O P L A C I N G C O N C R E T E , 12 . P R O V I D E S L E E V E S F O R P L U M B I N G A N D E L E C T R I C A L O P E N I N G S I N C O N C R E T E B E F O R E P L A C I N G , R E I N F O R C I N G S H A L L N O T B E C U T , C O R I N G O F C O N C R E T E I S N O T P E R M I T T E D E X C E P T A S I N D I C A T E D , 13 . C U R I N G C O M P O U N D S U S E D O N C O N C R E T E T O R E C E I V E A F I N I S H S H A L L B E A P P R O V E D B Y T H E F I N I S H A P P L I C A T O R B E F O R E U S E , 11. C O N T R A C T O R S H A L L P R O V I D E T E M P O R A R Y B R A C I N G F O R T H E S T R U C T U R E A N D S T R U C T U R A L C O M P O N E N T S U N T I L A L L F I N A L C O N N E C T I O N S H A V E B E E N C O M P L E T E D I N A C C O R D A N C E W I T H T H E P L A N S . DE S I G N C R I T E R I A LIV E L O A D S RO O F S N O W L O A D 2 5 . 0 P S F B A S I C FL O O R R E S I D E N T I A L 4 0 . 0 P S F ( R E D U C I B L E ) E X T E R I O R T E R R A C E S 60 . 0 P S F DE A D L O A D S SU P E R I M P O S E D R O O F D E A D L O A D F R A M I N G , C E I L I N G , E T C . 2 6 . 3 & 2 2 . 8 P S F SU P E R I M P O S E D F L O O R D E A D L O A D F R A M I N G , C E I L I N G , E T C . 1 0 . 5 P S F SU P E R I M P O S E D W A L L D E A D L O A D E X T E R I O R W A L L S . 7 . 7 P S F I N T E R I O R W A L L S . 1 0 P S F / S F F L O O R A R E A WIN D D E S I G N ( P E R 1 6 1 5 - 1 6 2 2 ) B A S I C W I N D S P E E D 1 1 0 M P H E X P O S U R E B I M P O R T A N C E F A C T O R 1 . 0 T O P O G R A P H I C F A C T O R 2 . 0 SE I S M I C D E S I G N ( P E R 1 6 1 5 - 1 6 3 3 ) S E I S M I C C A T E G O R Y I I I M P O R T A N C E F A C T O R = 1 . 0 M A P P E D S P E C T R A L R E S P O N S E A C C E L E R A T I O N P A R A M E T E R S : S s = 1 . 5 6 6 S 1 = 0 . 5 9 9 S I T E C L A S S = D S ds = 1 . 0 4 4 S d1 = 0 . 5 9 9 S E I S M I C R I S K C A T E G O R Y = D B A S I C S E I S M I C F O R C E - R E S I S T I N G S Y S T E M S : S T O R I E S 1 T H R U 3 : L I G H T F R A M E D W A L L S S H E A T H E D W I T H W O O D S T R U C T U R A L P A N E L S R A T E D F O R S H E A R R E S I S T A N C E . D E S I G N B A S E S H E A R : B U I L D I N G A : 7 3 . 3 1 K I P S B U I L D I N G B : 8 5 . 1 6 K I P S B U I L D I N G C : 7 3 . 3 1 K I P S R = 6 . 5 - W o o d F r a m e d R = 5 . 0 - C o n c r e t e A N A L Y S I S M E T H O D S U S E D : WIN D ; M E T H O D 2 - A N A L Y T I C A L P R O C E D U R E SE I S M I C ; M E T H O D 2 - E Q U I V A L E N T L A T E R A L F O R C E M A P P E D S P E C T R A L R E S P O N S E A C C E L E R A T I O N S O B T A I N E D F R O M T H E U S G S - S E I S M I C H A Z A R D M A P S & D A T A FO U N D A T I O N S 1. A L L F O U N D A T I O N S S H A L L B E F O U N D E D A M I N I M U M O F 2 4 " B E L O W L O W E S T A D J A C E N T F I N A L F I N I S H F L O O R O R G R A D E . E X P O S E D S O I L S H A L L B E I N S P E C T E D F O R C O M P L I A N C E B Y T H E E N G I N E E R O R H I S R E P R E S E N T A T I V E P R I O R T O C O N S T R U C T I N G C O N C R E T E F O R M S A N D / O R P L A C I N G R E I N F O R C I N G S T E E L . A N Y E X C E S S O R N O N - C O M P L Y I N G M A T E R I A L A S D E T E R M I N E D B Y T H E E N G I N E E R O R H I S R E P R E S E N T A T I V E S H A L L B E R E M O V E D A N D R E P L A C E D A S D I R E C T E D . 2. T H E A L L O W A B L E S O I L B E A R I N G L O A D I S P E R T H E G E O T E C H N I C A L R E P O R T . RE I N F O R C I N G S T E E L 1. R E I N F O R C I N G S T E E L S H A L L B E D E T A I L E D , I N C L U D I N G H O O K S A N D B E N D S , A N D P L A C E D I N A C C O R D A N C E W I T H A C I 3 1 5 A N D A C I 3 1 8 . 2. R E I N F O R C I N G S T E E L S H A L L C O N F O R M T O A S T M A - 6 1 5 O R A - 7 0 6 , G R A D E 4 0 O R B E T T E R , 3. W E L D E D W I R E F A B R I C S H A L L C O N F O R M T O A S T M A - 1 8 5 , 4. A L L R E I N F O R C I N G B A R B E N D S S H A L L B E M A D E C O L D , 5. R E I N F O R C I N G S P L I C E S S H A L L B E M A D E A S I N D I C A T E D O N T H E D R A W I N G S , 6. D O W E L S B E T W E E N F O O T I N G S A N D W A L L S O R C O L U M N S S H A L L B E T H E S A M E G R A D E , S I Z E A N D S P A C I N G A S T H E V E R T I C A L R E I N F O R C I N G , R E S P E C T I V E L Y , U O N , 7. N O B A R S P A R T I A L L Y E M B E D D E D I N H A R D E N E D C O N C R E T E S H A L L B E F I E L D B E N T U N L E S S S P E C I F I C A L L Y S O D E T A I L E D A N D R E V I E W E D B Y T H E S T R U C T U R A L E N G I N E E R 8. W E L D I N G O F R E I N F O R C E M E N T S H A L L B E W I T H L O W H Y D R O G E N E L E C T R O D E S I N C O N F O R M A N C E W I T H A C I 3 1 8 - 9 5 A N D T H E R E C O M M E N D A T I O N S O F T H E A M E R I C A N W E L D I N G S O C I E T Y , A W S D I , 4 A N D W I T H T H E R E V I E W O F T H E S T R U C T U R A L E N G I N E E R CO N C R E T E 1. A L L C O N C R E T E C O N S T R U C T I O N S H A L L C O N F O R M T O T H E B U I L D I N G C O D E R E Q U I R E M E N T S F O R R E I N F O R C E D C O N C R E T E ' A C I 3 1 8 A N D A C I 3 0 1 , W I T H M O D I F I C A T I O N S A S N O T E D I N T H E C O N T R A C T D O C U M E N T S , 2. P O R T L A N D C E M E N T S H A L L C O N F O R M T O A S T M C - 1 5 0 T Y P E 1 O R T Y P E H , 3. C O A R S E A N D F I N E A G G R E G A T E F O R N O R M A L W E I G H T C O N C R E T E S H A L L C O N F O R M T O A S T M C - 3 3 , 4. W A T E R S H A L L B E C L E A R A N D S H A L L C O N F O R M T O A S T M C - 9 4 , 5. C O N C R E T E M I X I N G O P E R A T I O N S H A L L C O N F O R M T O A S T M C - 9 4 , 6. A D D T O A L L C O N C R E T E E X P O S E D T O W E A T H E R M I C R O A I R O R M B V R A I R E N T R A I N I N G A G E N T T O A T T A I N 5 P E R C E N T + 1 - 1 P E R C E N T E N T R A I N E D A I R , B Y V O L U M E , C O N F O R M I N G T O A S T M C - 2 6 0 , A L L R E F E R E N C E D A T A U S E D F O R P A S T P E R F O R M A N C E D E S I G N S H A L L H A V E C O N T A I N E D T H E S A M E A D M I X T U R E B R A N D A S T H A T U S E D I N T H E M I X S U B M I T T E D , 7. C O N C R E T E S T R E N G T H S S H A L L B E V E R I F I E D B Y 2 8 - D A Y C Y L I N D E R T E S T S , U N L E S S O T H E R W I S E A P P R O V E D , C O N C R E T E S H A L L B E A S F O L L O W S : E L E M E N T S TR E N G T H P S I C O N C R E T E T Y P E F O O T I N G S , G R A D E B E A M S 4 , 0 0 0N O R M A L W T S L A B O N G R A D E 4 , 0 0 0 O R M A L W T F O U N D A T I O N S T E M W A L L S 4 , 0 0 0 N OR M A L W T R E T A I N I N G W A L L S 4 , 0 0 0 N O R M A L W T A M I N I M U M 5 S A C K M I X S H A L L B E U S E D T O A C H I E V E T H E D E S I G N S T R E N G T H S L I S T E D A B O V E . ST R U C T U R A L S T E E L , M I S C . M E T A L 1. S T R U C T U R A L S T E E L D E T A I L I N G , F A B R I C A T I O N A N D E R E C T I O N S H A L L B E B A S E D O N T H E L A T E S T E D I T I O N A N D S U P P L E M E N T S O F T H E A I S C " S P E C I F I C A T I O N F O R S T R U C T U R A L S T E E L F O R B U I L D I N G S - A L L O W A B L E S T R E S S D E S I G N A N D P L A S T I C D E S I G N " , S T R U C T U R A L S T E E L S H A L L C O N F O R M T O T H E F O L L O W I N G R E Q U I R E M E N T S , T Y P E O F M E M B E R A S T M S P E C I F I C A T I O N F Y W I D E F L A N G E S H A P E S A 5 7 2 O R A 9 9 2 5 0 K S I P L A T E S , S H A P E S , A N G L E S , A N D R O D S A 3 6 3 6 K S I H O L L O W S T R U C T U R A L S E C T I O N ( R O U N D ) A 5 3 ( G RA D E B ) 3 6 K S I H O L L O W S T R U C T U R A L S E C T I O N ( S Q U A R E O R R E C T A N G L E ) A 5 0 0 ( G R A D E B ) 4 6 K S I A N C H O R R O D S ( E M B E D D E D I N C O N C R E T E ) A 3 0 7 2. A L L W E L D S S H A L L B E P R E Q U A L I F I E D I N C O N F O R M A N C E W I T H A I S C A N D A W S S T A N D A R D S A N D S H A L L B E P E R F O R M E D B Y W E L D E R S C E R T I F I E D I N T H E J U R I S D I C T I O N H A V I N G A U T H O R I T Y O V E R T H I S P O R T I O N O F T H E W O R K , U S E E 7 0 X X E L E C T R O D E S . 3 , W E L D L E N G T H S C A L L E D F O R O N T H E P L A N S A R E T H E N E T E F F E C T I V E L E N G T H R E Q U I R E D , W E L D S I Z E S H A L L B E A I S C M I N I M U M , U N L E S S O T H E R W I S E N O T E D . AN C H O R A G E 1. E X P A N S I O N A N C H O R S S H A L L B E Z I N C P L A T E D I N A C C O R D A N C E W I T H A S T M B 6 3 3 , A N D C O N F O R M W I T H F S F F - S - 3 2 5 , G R O U P I I , T Y P E 4 , C L A S S 1 , 2. S L E E V E A N C H O R S S H A L L B E Z I N C P L A T E D I N A C C O R D A N C E W I T H A S T M B 6 3 3 , A N D C O N F O R M W I T H F S F F - S - 3 2 5 , G R O U P I I , T Y P E 3 , C L A S S 3 , 3. F L U S H S H E L L A N C H O R S S H A L L Z I N C P L A T E D I N A C C O R D A N C E W I T H A S T M B 6 3 3 , A N D C O N F O R M W I T H F S F F - S - 3 2 5 , G R O U P V I I I , T Y P E 1 , 4. A D H E S I V E A N C H O R S S H A L L C O N S I S T O F A L L - T H R E A D A N C H O R R O D , N U T , W A S H E R A N D E P O X Y I N J E C T I O N G E L O R A D H E S I V E C A P S U L E S Y S T E M , A N C H O R R O D S S H A L L B E M A N U F A C T U R E D F R O M A - 3 6 M A T E R I A L , Z I N C P L A T E D I N A C C O R D A N C E W I T H A S T M B 6 3 3 , 5. A L L R E L A T E D P R O D U C T S , M A T E R I A L S A N D I N S T A L L A T I O N S H A L L B E I N A C C O R D A N C E W I T H T H E M A N U F A C T U R E R ' S R E C O M M E N D A T I O N S , 6. N O T A T I O N S O N D R A W I N G S R E L A T I N G T O E X P A N S I O N , S L E E V E , F L U S H O R A D H E S I V E A N C H O R S A N D O T H E R C O N N E C T I N G D E V I C E S R E F E R T O C O N N E C T O R S M A N U F A C T U R E D B Y P O W E R S F A S T E N I N G , I N C , E Q U I V A L E N T D E V I C E S B Y O T H E R M A N U F A C T U R E R S M A Y B E S U B S T I T U T E D P R O V I D E D T H A T T H E Y H A V E I C B O A P P R O V A L F O R E Q U A L O R G R E A T E R L O A D C A P A C I T I E S A N D A R E R E V I E W E D B Y T H E S T R U C T U R A L E N G I N E E R SP E C I A L I N S P E C T I O N 1. T H E P R O J E C T O W N E R S H A L L P R O V I D E S P E C I A L I N S P E C T I O N B Y A R E G I S T E R E D D E P U T Y B U I L D I N G I N S P E C T O R , A P P R O V E D B Y T H E A R C H I T E C T A N D T H E C H E C K I N G A G E N C Y T H E F O L L O W I N G T Y P E S O F W O R K . : S P E C I A L I N S P E C T I O N S S H A L L N O T B E R E Q U I R E D W H E N T H E W O R K I S D O N E O N T H E P R E M I S E S O F A F A B R I C A T O R R E G I S T E R E D A N D A P P R O V E D B Y T H E B U I L D I N G O F F I C I A L T O P E R F O R M S U C H W O R K W I T H O U T S P E C I A L I N S P E C T I O N , S O I L E X C A V A T I O N S O I L C O M P A C T I O N C O N C R E T E D E S I G N S T R E N G T H S G R E A T E R T H A N 2 , 5 0 0 P S I P L A C I N G O F R E I N F O R C I N G S T E E L W E L D I N G S T R U C T U R A L S T E E L R E I N F O R C I N G S T E E L F A B R I C A T E D T I M B E R J O I S T S E X P A N S I O N T Y P E A N C H O R B O L T S S T R U C T U R A L M A S O N R Y C O N S T R U C T I O N P I L I N G , D R I L L E D O R D R I V E N S T R U C T U R A L S T E E L F A B R I C A T I O N 2. A L L P R E P A R E D S O I L - B E A R I N G S U R F A C E S S H A L L B E I N S P E C T E D B Y T H E S O I L S E N G I N E E R P R I O R T O P L A C E M E N T O F R E I N F O R C I N G S T E E L , 3. E X P A N S I O N T Y P E A N C H O R S S H A L L B E A P P R O V E D B Y T H E C H E C K I N G A G E N C Y F O R T H E I R U S E A N D S H A L L B E I N S T A L L E D A C C O R D I N G T O T H E M A N U F A C T U R E R ' S R E C O M M E N D A T I O N S , 4. T H E O W N E R , A R C H I T E C T , S T R U C T U R A L E N G I N E E R , A N D B U I L D I N G O F F I C I A L S H A L L B E F U R N I S H E D W I T H C O P I E S O F A L L T E S T R E S U L T S . I H E R E B Y D E C L A R E T H A T I A M T H E E N G I N E E R O F W O R K O F T H I S PR O J E C T , T H A T I H A V E E X E R C I S E D R E S P O N S I B L E C H A R G E O V E R T H E DE S I G N O F T H I S P R O J E C T S D E F I N E D I N S E C T I O N 6 7 0 3 O F T H E BU S I N E S S A N D P R O F E S S I O N A L C O D E , A N D T H A T T H E D E S I G N I S CO N S I S T E N T W I T H C U R R E N T S T A N D A R D S , I U N D E R S T A N D T H A T T H E C H E C K O F P R O J E C T D R A W I N G S A N D SP E C I F I C A T I O N S B Y T H E C I T Y O F C A R L S B A D D O E S N O T R E L I E V E M E , AS E N G I N E E R I N G O F W O R K , O F M Y R E S P O N S I B I L I T I E S F O R P R O J E C T DE S I G N . LU C I A E N G I N E E R I N G , I N C . 125 2 7 H U C K L E B E R R Y L A N E AR L I N G T O N , W A 9 8 2 2 3 (2 0 6 ) 7 9 0 - 8 0 3 9 JO S E P H M . L U C I A , P . E . F e b r u a r y 9 , 2 0 2 3 RE V I E W E D B Y : DA T E DA T E "A S B U I L T " RV W D B Y : OTH E R A P P R O V A L IN I T I A L DA T E SH E E T SH E E T S APP R O V E D : CH K D B Y : PR O J E C T N O . D R A W I N G N O . EN G I N E E R O F W O R K DA T E I N I T I A L CIT Y A P P R O V A L REV I S I O N D E S C R I P T I O N EN G I N E E R I N G D E P A R T M E N T RC E EX P . EN G I N E E R I N G M A N A G E R R C E 6 3 9 1 2 E X P I R E S 9 / 3 0 / 2 2 D A T E JA S O N S . G E L D E R T GR 2 0 2 2 - 0 0 1 3 CT 2 0 1 9 - 0 0 0 6 5 3 7 - 2 A MS - 0 4 - 0 5 JA S O N S . G E L D E R T IN S P E C T O R NO R T H W A L L EA S T W A L L SO U T H W A L L 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 LO A D I N G D I A G R A M FIN I S H E D G R A D E EX I S T I N G & F I N A L GR A D E AC T I V E E A R T H PR E S S U R E 40 P C F (E Q U I V A L E N T FL U I D P R E S S U R E ) PA S S I V E E A R T H PR E S S U R E 30 0 P C F (EQ U I V A L E N T FLU I D P R E S S U R E ) SEI S M I C S U R C H A R G E 13 H P S F (FO R W A L L S O V E R 6 ' I N SHO R E D H E I G H T ) IGNORE 1' SHORED HEIGHT "H" AL L O W A B L E S O I L B E A R I N G = 2 , 0 0 0 P S F AL L O W A B L E F R I C T I O N = 0 . 3 WI N D L O A D ON F E N C E A B O V E W A L L = 6 0 P L F TO P O F T E M P O R A R Y EX C A V A T I O N TO P O F T E M P O R A R Y EX C A V A T I O N TO P O F T E M P O R A R Y EX C A V A T I O N I H E R E B Y D E C L A R E T H A T I A M T H E E N G I N E E R O F W O R K O F T H I S PR O J E C T , T H A T I H A V E E X E R C I S E D R E S P O N S I B L E C H A R G E O V E R T H E DE S I G N O F T H I S P R O J E C T S D E F I N E D I N S E C T I O N 6 7 0 3 O F T H E BU S I N E S S A N D P R O F E S S I O N A L C O D E , A N D T H A T T H E D E S I G N I S CO N S I S T E N T W I T H C U R R E N T S T A N D A R D S , I U N D E R S T A N D T H A T T H E C H E C K O F P R O J E C T D R A W I N G S A N D SP E C I F I C A T I O N S B Y T H E C I T Y O F C A R L S B A D D O E S N O T R E L I E V E M E , AS E N G I N E E R I N G O F W O R K , O F M Y R E S P O N S I B I L I T I E S F O R P R O J E C T DE S I G N . LU C I A E N G I N E E R I N G , I N C . 125 2 7 H U C K L E B E R R Y L A N E AR L I N G T O N , W A 9 8 2 2 3 (2 0 6 ) 7 9 0 - 8 0 3 9 JO S E P H M . L U C I A , P . E . F e b r u a r y 9 , 2 0 2 3 STR U C T U R A L W A L L S C A L S A N D D E T A I L S 19 20 18 21 TR A F F I C S U R C H A R G E 25 0 P S F (W H E R E A P P L I C A B L E ) BI O F I L T R A T I O N B A S I N W A L L S 22 DA T E DA T E "A S B U I L T " RV W D B Y : OTH E R A P P R O V A L IN I T I A L DA T E SH E E T SH E E T S APP R O V E D : CH K D B Y : PR O J E C T N O . D R A W I N G N O . ENG I N E E R O F W O R K DA T E I N I T I A L CIT Y A P P R O V A L REV I S I O N D E S C R I P T I O N EN G I N E E R I N G D E P A R T M E N T EX P . EN G I N E E R I N G M A N A G E R R C E 6 3 9 1 2 E X P I R E S 9 / 3 0 / 2 2 D A T E JA S O N S . G E L D E R T GR 2 0 2 2 - 0 0 1 3 CT 2 0 1 9 - 0 0 0 6 5 3 7 - 2 A MS- 0 4 - 0 5 JA S O N S . G E L D E R T IN S P E C T O R D L S" 4,0 0 0 P S I ST E M W A L L 4,0 0 0 P S I FO O T I N G FIN I S H E D G R A D E AD J A C E N T PR O P E R T Y H 3'-2" TO W E L E V . V A R I E S FIN A L G R A D E E L E V . V A R I E S H1 HL K 2'-0"1'- 0 " T PR O P E R T Y L I N E D L S" 4,0 0 0 P S I ST E M W A L L 4,0 0 0 P S I FO O T I N G FIN I S H E D G R A D E AD J A C E N T PR O P E R T Y H 3'-2" TO W E L E V . V A R I E S FIN A L G R A D E E L E V . V A R I E S H1 PR O P E R T Y L I N E 2" C L E A R #4 B A R #4 B A R @ 1 2 " #5 B A R @ 8 " #4 B A R @ 1 2 " #4 B A R @ 1 2 " 2" C L E A R #5 B A R @ 1 2 " #4 B A R @ 1 2 " #4 B A R @ 1 2 " 6" 4"Ø P E R F O R A T E D PV C W A L L D R A I N RO U T E T O S T O R M SY S T E M HL T 4"Ø P E R F O R A T E D PV C W A L L D R A I N RO U T E T O S T O R M SY S T E M 6" 6" W I D T H O F CLE A N - C R U S H E D R O C K HEI G H T I S H / 3 6" W I D T H O F CLE A N - C R U S H E D R O C K HEI G H T I S H / 3 BA S F H I M 5 0 0 0 GR A D E W A T E R P R O O F I N G OR E Q U A L BA S F H I M 5 0 0 0 GR A D E W A T E R P R O O F I N G OR E Q U A L WA L L H E I G H T I S N O T TO E X C E E D T H I S D I M E N S I O N (T O P O F W A L L T O T O P O F FIN I S H G R A D E , H 1) WA L L H E I G H T I S N O T TO E X C E E D T H I S D I M E N S I O N (T O P O F W A L L T O T O P O F FIN I S H G R A D E , H 1) 1:1TE M P . S L O P E TE M P . V E R T I C A L C U T 4'- 1 1 " M A X 1:1TE M P . S L O P E TE M P . V E R T I C A L C U T 4'- 1 1 " M A X 1'- 0 " 1'- 0 " STR U C T U R A L W A L L S C A L S A N D D E T A I L S 9' 5"8" 8" 2' 5'- 3 " PR O P E R T Y L I N E BIO F I L T R A T I O N BA S I N BU I L D I N G FO U N D A T I O N W A L L 1'- 2 " #4 B A R @ 1 2 " #4 B A R @ 1 2 " #6 B A R @ 1 2 " #4 B A R @ 1 2 " #4 B A R @ 1 2 " #4 B A R @ 1 2 " #6 B A R @ 1 2 " #4 B A R @ 1 2 " #6 B A R @ 1 2 " 5'- 9 " EX I S T I N G 5 ' W I D E SID E W A L K 6" SE E C I V I L P L A N S FO R R E Q U I R E D D E P T H S & S O I L T Y P E S 7'- 4 " 9" 8" 2' BIO F I L T R A T I O N BA S I N BUI L D I N G FO U N D A T I O N W A L L 1'- 2 " #4 B A R @ 1 2 " #4 B A R @ 1 2 " #5 B A R @ 1 2 " #4 B A R @ 1 2 " #4 B A R @ 1 2 " #4 B A R @ 1 2 " #6 B A R @ 1 2 " #4 B A R @ 1 2 " #6 B A R @ 1 2 " #4 B A R @ 1 2 " 5'- 9 " DR I V E W A Y A C P 6" SE E C I V I L P L A N S FO R R E Q U I R E D D E P T H S & S O I L T Y P E S 4'- 3 " 1' SE E P L A N S H E E T 9 FO R W A L L C A L L O U T L O C A T I O N S WA L L H E I G H T I S N O T TO E X C E E D T H I S D I M E N S I O N (T O P O F W A L L T O T O P O F F I N I S H G R A D E , H 1) 1:1 TE M P . S L O P E TE M P . V E R T I C A L C U T 4'- 1 1 " M A X BIO F I L T R A T I O N W A L L S : W A L L S 1 8 & 2 1 - ( B I O F I L T R A T I O N P L A N T E R S 2 & 4 ) S E E D E T A I L T H I S S H E E T W A L L S 1 9 & 2 0 - ( B I O F I L T R A T I O N P L A N T E R S 1 & 5 ) S E E D E T A I L T H I S S H E E T W A L L 6 6 , 7 & 2 2 - ( B I O F I L T R A T I O N P L A N T E R 3 ) S E E D E T A I L T H I S S H E E T "J" D R A I N RO U T E T O ST O R M S Y S T E M SE E C I V I L D R A W I N G S 5'( + / - ) TE M P O R A R Y SA F E T Y F E N C I N G J-D R A I N #4 B A R @ 1 2 " "J" D R A I N RO U T E T O ST O R M S Y S T E M SE E C I V I L D R A W I N G S J-D R A I N FG E L E V . 4 1 . 5 0 EX I S T . G R A D E TO W E L E V . 4 3 . 2 0 FF E L E V . 4 1 . 1 3 J- D R A I N RO U T E T O S T O R M S Y S T E M SE E C I V I L D R A W I N G S PR O P E R T Y L I N E 3'- 1 0 " 6" 9'- 6 " 6" #6 V E R T S #4 H O R I Z . #4 C O R N E R B A R @ 1 2 " 18 " 18 " 8" 1'- 0 " SE E D E T A I L B E L O W FO R F O O T I N G R E S T E E L RE Q U I R E M E N T S #4 @ 1 2 " #6 @ 7 " #4 @ 1 2 " #6 @ 7 " #5 @ 1 2 " #4 @ 9 " #5 @ 1 2 " #4 @ 9 " 5'-6" 8" 1'-2" 3'- 1 0 " 3'- 1 0 " 9'- 6 " #4 @ 1 2 " #6 @ 7 " 6" 8" I H E R E B Y D E C L A R E T H A T I A M T H E E N G I N E E R O F W O R K O F T H I S PR O J E C T , T H A T I H A V E E X E R C I S E D R E S P O N S I B L E C H A R G E O V E R T H E DE S I G N O F T H I S P R O J E C T S D E F I N E D I N S E C T I O N 6 7 0 3 O F T H E BU S I N E S S A N D P R O F E S S I O N A L C O D E , A N D T H A T T H E D E S I G N I S CO N S I S T E N T W I T H C U R R E N T S T A N D A R D S , I U N D E R S T A N D T H A T T H E C H E C K O F P R O J E C T D R A W I N G S A N D SP E C I F I C A T I O N S B Y T H E C I T Y O F C A R L S B A D D O E S N O T R E L I E V E M E , AS E N G I N E E R I N G O F W O R K , O F M Y R E S P O N S I B I L I T I E S F O R P R O J E C T DE S I G N . LU C I A E N G I N E E R I N G , I N C . 125 2 7 H U C K L E B E R R Y L A N E AR L I N G T O N , W A 9 8 2 2 3 (20 6 ) 7 9 0 - 8 0 3 9 JO S E P H M . L U C I A , P . E . F e b r u a r y 9 , 2 0 2 3 EL E V . 4 2 . 5 0 RE V I E W E D B Y : DA T E DA T E "A S B U I L T " RV W D B Y : OTH E R A P P R O V A L IN I T I A L DA T E SH E E T SH E E T S APP R O V E D : CH K D B Y : PR O J E C T N O . D R A W I N G N O . ENG I N E E R O F W O R K DA T E I N I T I A L CIT Y A P P R O V A L REV I S I O N D E S C R I P T I O N EN G I N E E R I N G D E P A R T M E N T RC E EX P . EN G I N E E R I N G M A N A G E R R C E 6 3 9 1 2 E X P I R E S 9 / 3 0 / 2 2 D A T E TIT L E S H E E T JA S O N S . G E L D E R T GR 2 0 2 2 - 0 0 1 3 CT 2 0 1 9 - 0 0 0 6 5 3 7 - 2 A MS - 0 4 - 0 5 JA S O N S . G E L D E R T IN S P E C T O R 42. 0 0 44. 0 0 46. 0 0 40. 0 0 38. 0 0 36. 0 0 42 . 0 0 44 . 0 0 46 . 0 0 40 . 0 0 38. 0 0 36. 0 0 48. 0 0 48 . 0 0 8 6 7 FIN I S H G R A D E FR O N T O F W A L L BO T T O M O F F O O T I N G BO T T O M O F E X C A V A T I O N WA L L C A L L O U T SE E T A B L E TO P O F W A L L WALL HEIGHTH1 10 9 . 4 1 ' 6" HEAL "HL" 2'-11" FOOTING WIDTH "L" 1'-9" TOE "T" 8" STEM WALL "S" 6" HEAL "HL" 8" STEM WALL "S" 9'-4" FOOTING WIDTH "L"6'-1" TOE "T" 8 9 11 WAL L C A L L O U T SEE T A B L E SO U T H W A L L NO R T H W A L L 42. 0 0 44. 0 0 46. 0 0 40. 0 0 38. 0 0 36. 0 0 42. 0 0 44. 0 0 46. 0 0 40. 0 0 38. 0 0 36. 0 0 TO P O F W A L L FIN I S H G R A D E FR O N T O F W A L L BO T T O M O F F O O T I N G BO T T O M O F E X C A V A T I O N WALL HEIGHTH1 WA L L T U R N S 9 0 ° WA L L T U R N S 9 0 ° WA L L C A L L O U T SEE T A B L E S H E E T 1 0 O F 1 2 FIN I S H G R A D E FR O N T O F W A L L WALL HEIGHTH1 34. 0 0 34. 0 0 1 2 3 5 6 7 8 4 6" HEAL "HL" 9" TOE "T" 8" STEM WALL "S" 1'-11" FOOTING WIDTH "L" 6" HEAL "HL" 1'-11" FOOTING WIDTH "L" 6" HEAL "HL" 1'-1" FOOTING WIDTH "L" 6" HEAL "HL" 2'-11" FOOTING WIDTH "L" 1'-9" TOE "T" 8" STEM WALL "S" 8" STEM WALL "S" 9" TOE "T" 9" TOE "T" 8" STEM WALL "S" 6" H E A L " H L " 1'- 1 1 " F O O T I N G W I D T H " L " 8" S T E M W A L L " S " 9" T O E " T " EA S T W A L L SE E T A B L E S H E E T 1 0 O F 1 2 FO R W A L L I N F O R M A T I O N 1 542 8 WA L L C A L L O U T SE E T A B L E PR O P E R T Y L I N E PRO P E R T Y L I N E PR O P E R T Y L I N E 3 6 7 6" HEAL "HL" 1'-9" TOE "T" 8" STEM WALL "S" 2-11" FOOTING WIDTH "L" 6" HEAL "HL" 1'-9" TOE "T" 8" STEM WALL "S" 2'-11" FOOTING WIDTH "L" 6" HEAL "HL" 3'-8" FOOTING WIDTH "L" 8" STEM WALL "S" 2'-6"" TOE "T" 6" HEAL "HL" 2'-6" TOE "T" 3'-8" FOOTING WIDTH "L" 10 6" HEAL "HL" 3'-11" FOOTING WIDTH "L" 2'-9" TOE "T" 8" STEM WALL "S" 6" HEAL "HL" 3'-3" TOE "T" 8" STEM WALL "S" 4'-5" FOOTING WIDTH "L" 2'-6" TOE "T" 3'-8" FOOTING WIDTH "L" TO P O F T E M P O R A R Y VER T I C A L C U T & 1 : 1 S L O P E TO P O F T E M P O R A R Y VER T I C A L C U T & 1 : 1 S L O P E TO P O F T E M P O R A R Y VE R T I C A L C U T & 1 : 1 S L O P E I H E R E B Y D E C L A R E T H A T I A M T H E E N G I N E E R O F W O R K O F T H I S PR O J E C T , T H A T I H A V E E X E R C I S E D R E S P O N S I B L E C H A R G E O V E R T H E DE S I G N O F T H I S P R O J E C T S D E F I N E D I N S E C T I O N 6 7 0 3 O F T H E BU S I N E S S A N D P R O F E S S I O N A L C O D E , A N D T H A T T H E D E S I G N I S CO N S I S T E N T W I T H C U R R E N T S T A N D A R D S , I U N D E R S T A N D T H A T T H E C H E C K O F P R O J E C T D R A W I N G S A N D SP E C I F I C A T I O N S B Y T H E C I T Y O F C A R L S B A D D O E S N O T R E L I E V E M E , AS E N G I N E E R I N G O F W O R K , O F M Y R E S P O N S I B I L I T I E S F O R P R O J E C T DE S I G N . LU C I A E N G I N E E R I N G , I N C . 125 2 7 H U C K L E B E R R Y L A N E AR L I N G T O N , W A 9 8 2 2 3 (2 0 6 ) 7 9 0 - 8 0 3 9 JO S E P H M . L U C I A , P . E . F e b r u a r y 9 , 2 0 2 3 RE V I E W E D B Y : DA T E DA T E "A S B U I L T " RV W D B Y : OTH E R A P P R O V A L IN I T I A L DA T E SH E E T SH E E T S APP R O V E D : CH K D B Y : PR O J E C T N O . D R A W I N G N O . ENG I N E E R O F W O R K DA T E I N I T I A L CIT Y A P P R O V A L REV I S I O N D E S C R I P T I O N EN G I N E E R I N G D E P A R T M E N T RC E EX P . EN G I N E E R I N G M A N A G E R R C E 6 3 9 1 2 E X P I R E S 9 / 3 0 / 2 2 D A T E TIT L E S H E E T JA S O N S . G E L D E R T GR 2 0 2 2 - 0 0 1 3 CT 2 0 1 9 - 0 0 0 6 5 3 7 - 2 A MS - 0 4 - 0 5 JA S O N S . G E L D E R T IN S P E C T O R 42. 0 0 44. 0 0 46. 0 0 40. 0 0 38. 0 0 36. 0 0 42 . 0 0 44 . 0 0 46 . 0 0 40 . 0 0 38 . 0 0 36 . 0 0 48. 0 0 6" HEAL "HL" 8" STEM WALL "S" 3'-8" FOOTING WIDTH "L" 2'-6" TOE "T" 6" HEAL "HL" 8" STEM WALL "S" 3'-11" FOOTING WIDTH "L" 2'-9" TOE "T" 6" HEAL "HL" 8" STEM WALL "S" 1'-11" FOOTING WIDTH "L" 9" TOE "T" 17 15 12 11 11 0 ' FIN I S H G R A D E FR O N T O F W A L L BO T T O M O F F O O T I N G BO T T O M O F E X C A V A T I O N WA L L C A L L O U T SE E T A B L E S H E E T 1 0 O F 1 2 TO P O F W A L L WALL HEIGHTH1 13 14 16 11 13 16 17 15 14 12 2'-6" TOE "T" 3'-8" FOOTING WIDTH "L"6" HEAL "HL" 8" STEM WALL "S" 3'-3" TOE "T" 4'-5" FOOTING WIDTH "L"6" HEAL "HL" 6" HEAL "HL" 8" STEM WALL "S" 3'-11" FOOTING WIDTH "L" 2'-9" TOE "T" 6" HEAL "HL" 8" STEM WALL "S" 1'-11" FOOTING WIDTH "L" 9" TOE "T" TOP O F T E M P O R A R Y VER T I C A L C U T & 1 : 1 S L O P E I H E R E B Y D E C L A R E T H A T I A M T H E E N G I N E E R O F W O R K O F T H I S PR O J E C T , T H A T I H A V E E X E R C I S E D R E S P O N S I B L E C H A R G E O V E R T H E DE S I G N O F T H I S P R O J E C T S D E F I N E D I N S E C T I O N 6 7 0 3 O F T H E BU S I N E S S A N D P R O F E S S I O N A L C O D E , A N D T H A T T H E D E S I G N I S CO N S I S T E N T W I T H C U R R E N T S T A N D A R D S , I U N D E R S T A N D T H A T T H E C H E C K O F P R O J E C T D R A W I N G S A N D SP E C I F I C A T I O N S B Y T H E C I T Y O F C A R L S B A D D O E S N O T R E L I E V E M E , AS E N G I N E E R I N G O F W O R K , O F M Y R E S P O N S I B I L I T I E S F O R P R O J E C T DE S I G N . LU C I A E N G I N E E R I N G , I N C . 125 2 7 H U C K L E B E R R Y L A N E AR L I N G T O N , W A 9 8 2 2 3 (2 0 6 ) 7 9 0 - 8 0 3 9 JO S E P H M . L U C I A , P . E . F e b r u a r y 9 , 2 0 2 3 RE V I E W E D B Y : DA T E DA T E "A S B U I L T " RV W D B Y : OT H E R A P P R O V A L IN I T I A L DA T E SH E E T SH E E T S AP P R O V E D : CH K D B Y : PR O J E C T N O . D R A W I N G N O . EN G I N E E R O F W O R K DA T E I N I T I A L CI T Y A P P R O V A L RE V I S I O N D E S C R I P T I O N EN G I N E E R I N G D E P A R T M E N T RC E EX P . EN G I N E E R I N G M A N A G E R R C E 6 3 9 1 2 E X P I R E S 9 / 3 0 / 2 2 D A T E TI T L E S H E E T JA S O N S . G E L D E R T GR 2 0 2 2 - 0 0 1 3 CT 2 0 1 9 - 0 0 0 6 5 3 7 - 2 A MS - 0 4 - 0 5 JA S O N S . G E L D E R T IN S P E C T O R WO O D 1. F R A M I N G L U M B E R S H A L L B E G R A D E D A N D M A R K E D I N C O N F O R M A N C E W I T H W C L B S T A N D A R D G R A D I N G A N D D R E S S I N G R U L E S F O R W E S T C O A S T L U M B E R N O , 1 6 , L A T E S T E D I T I O N . U N L E S S O T H E R W I S E N O T E D O N T H E D R A W I N G S , L U M B E R G R A D E S S H A L L B E A S F O L L O W S : A . J O I S T S : 2 " A N D 3 " T H I C K N E S S , H E M F I R N O , 1 , B . B E A M S A N D S T R I N G E R S : D O U G L A S F I R N O , 1 , C . P O S T A N D T I M B E R S : D O U G L A S F I R N O , 1 , D . P L A T E S A N D M I S C E L L A N E O U S L I G H T F R A M I N G : H E M F I R S T A N D A R D , E . S T U D S : H E M F I R S T U D . F . A L L B O L T E D C O N N E C T I O N S T O B E 3 / 4 " Ø A 3 0 2 B O L T S 2. M I N I M U M N A I L I N G R E Q U I R E M E N T S : U N L E S S O T H E R W I S E N O T E D , M I N I M U M N A I L I N G S H A L L C O N F O R M T O T H E G O V E R N I N G C O D E A N D A S F O L L O W S : A . J O I S T S O R R A F T E R S T O S I D E S O F S T U D S 8 - I N C H O R L E S S 3 - 1 6 D B B . F O R E A C H A D D I T I O N A L 4 - I N C H I N D E P T H O F J O I S T S 1 - 1 6 D C C . J O I S T S O R R A F T E R S A T A L L B E A R I N G S - T O E N A I L S E A C H S I D E 2 - 1 0 D D D . S T U D S T O B E A R I N G - T O E N A I L S E A C H S I D E 2 - 1 0 D E E . B L O C K I N G B E T W E E N J O I S T S O R R A F T E R S T O J O I S T O R R A F T E R S - T O E N A I L S E A C H S I D E E A C H E N D 2 - 10 D T O J O I S T O R R A F T E R B E A R I N G S - T O E N A I L S E A C H S I D E 2 - 10 D F . C R O S S - B R I D G I N G B E T W E E N J O I S T S O R R A F T E R S T O E N A I L S E A C H E N D 2 - 8 D G . B L O C K I N G B E T W E E N S T U D S - T O E N A I L S E A C H E N D 2 - 1 0 D H . D O U B L E T O P P L A T E S - L O W E R P L A T E T O T O P O F S T U D 2 - 1 6 D J . U P P E R T O L O W E R P L A T E - S T A G G E R E D 1 6 D @ 16 " O , C , K . M U L T I P L E J O I S T S - S T A G G E R E D 1 6 D @ 12 " O , C , L . M U L T I P L E J O I S T S S T A G G E R F O R W I D T H S M O R E T H A N 4 I N C H E S 1 6 D @ 12 " O , C . 3. I N D I V I D U A L M E M B E R S O F B U I L T - U P P O S T S A N D B E A M S S H A L L E A C H B E A T T A C H E D W I T H 1 6 D S P I K E S A T 1 2 " O , C . S T A G G E R E D , M I N , 4. A L L N A I L S S H A L L B E C O M M O N W I R E N A I L S , W H E N E V E R P O S S I B L E , N A I L S D R I V E N P E R P E N D I C U L A R T O T H E G R A I N S H A L L B E U S E D , T H E R E S H A L L B E A M I N I M U M O F 2 N A I L S A T A L L W O O D C O N T A C T S A N D J O I N T S U S I N G 8 D N A I L S F O R 1 - I N C H T H I C K M A T E R I A L , 1 6 D N A I L S F O R 2 - I N C H T H I C K M A T E R I A L , A N D 4 0 D N A I L S F O R 3 - I N C H T H I C K M A T E R I A L , A L L C O N T I N U O U S C O N T A C T S P R O V I D E M I N I M U M N A I L S A T 1 2 " O , C , W I T H N A I L S I Z E S A S C A L L E D A B O V E , 5. N O T A T I O N S O N D R A W I N G S R E L A T I N G T O F R A M I N G C L I P S , J O I S T H A N G E R S , A N D O T H E R C O N N E C T I N G D E V I C E S R E F E R T O C A T A L O G N U M B E R S O F S T R O N G - T I E C O N N E C T O R S M A N U F A C T U R E D B Y T H E S I M P S O N C O M P A N Y , E Q U I V A L E N T D E V I C E S B Y O T H E R M A N U F A C T U R E R S M A Y B E S U B S T I T U T E D P R O V I D E D T H A T T H E Y H A V E I C B O A P P R O V A L F O R E Q U A L O R G R E A T E R L O A D C A P A C I T I E S A N D A R E R E V I E W E D B Y T H E S T R U C T U R A L E N G I N E E R , 6. A T S A W N T I M B E R J O I S T S W I T H T H I C K N E S S - T O - D E P T H R A T I O O F 1 : 6 A N D G R E A T E R , P R O V I D E C R O S S - B R I D G I N G A T 8 ' 0 " O , C , A N D S O L I D B L O C K I N G A T B E A R I N G P O I N T S , 7. A L L W O O D F R A M I N G D E T A I L S N O T S H O W N O T H E R W I S E S H A L L B E C O N S T R U C T E D T O T H E M I N I M U M S T A N D A R D S O F T H E G O V E R N I N G C O D E , 8. A L L B E A R I N G A N D E X T E R I O R S T U D W A L L S S H A L L B E 2 X 6 @ 6 " O . C . B E L O W S E C O N D F L O O R A N D 2 X 4 @ 1 6 " O . C . E L S E W H E R E , U N L E S S O T H E R W I S E N O T E D . 9. P R O V I D E C O N T I N U O U S S O L I D B L O C K I N G A T M I D - H E I G H T S A N D A T I N T E R V A L S N O T T O E X C E E D 8 F E E T O F A L L S T U D - B E A R I N G W A L L S O V E R 8 F E E T I N H E I G H T , 10 . S E E A R C H I T E C T U R A L D R A W I N G S F O R L O C A T I O N S O F I N T E R I O R N O N B E A R I N G S T U D P A R T I T I O N S F O R L O C A T I O N A N D S I Z E O F O P E N I N G S I N S T U D W A L L S , A N D F O R A L L W A L L F I N I S H D E T A I L S , 11 . A L L C A N T S A N D C R I C K E T S S H A L L B E P L A C E D O V E R B A S I C R O O F S H E A T H I N G . S E E A R C H I T E C T U R A L D R A W I N G S F O R D E T A I L S A N D L O C A T I O N S , 12 . A L L W O O D S T U D W A L L S I L L P L A T E S S H A L L B E A T T A C H E D T O C O N C R E T E O R M A S O N R Y W I T H 1 / 2 - I N C H D I A M E T E R A N C H O R B O L T S A T 4 8 " O . C , , U N L E S S O T H E R W I S E N O T E D , 13 . A L L W O O D S T U D W A L L S S H A L L H A V E L O W E R W O O D P L A T E A T T A C H E D T O W O O D F R A M I N G B E L O W W I T H 1 6 D N A I L S A T 6 " 0 . C , S T A G G E R E D U N L E S S S H O W N O T H E R W I S E . 14 . F A S T E N A L L P O S T S T O C O N C R E T E W I T H " C B " C O L U M N B A S E O R E Q U A L , 15 . A L L W O O D P L A T E S A N D B L O C K I N G I N D I R E C T C O N T A C T W I T H C O N C R E T E O R M A S O N R Y S H A L L B E P R E S S U R E T R E A T E D W I T H A N A P P R O V E D P R E S E R V A T I V E I N A C C O R D A N C E W I T H A W P S - F D N , A N D B E A R T H A T Q U A L I T Y M A R K , 16 . P R O V I D E S T A N D A R D C U T W A S H E R S U N D E R A L L B O L T S H E A D S A N D N U T S I N C O N T A C T W I T H W O O D . 17 . A T T A C H T I M B E R J O I S T S T O F L U S H H E A D E R S A N D B E A M S W I T H " U " S E R I E S M E T A L J O I S T H A N G E R S T O S U I T T H E J O I S T S I Z E . 18 . A L L P L Y W O O D S H A L L B E H E M F I R , S T R U C T U R A L 2 O R B E T T E R A N D S H A L L C O N F O R M T O A P A C - D I N T E R I O R G R A D E W I T H E X T E R I O R G L U E , W I T H U B C S T A N D A R D 2 3 - 2 A N D W I T H P R O D U C T S T A N D A R D P S I , W O O D - B A S E D S T R U C T U R A L - U S E P A N E L S S H A L L C O N F O R M W I T H U B C S T A N D A R D 2 3 - 3 A N D W I T H P R O D U C T S T A N D A R D P S 2 , T Y P E A N D T H I C K N E S S S H A L L B E A S S P E C I F I E D O N T H E P L A N S . 19 . P L Y W O O D N A I L I N G , U S E U N L E S S O T H E R W I S E N O T E D : A . R O O F : 8 D @ 6 " O . C . A T S H E E T E D G E S 8 D @ 1 2 " O . C . A T I N T E R M E D I A TE B E A R I N G P O I N T S B . F L O O R : 1 0 D @ 6 " O . C . A T S H E E T E D G E S 1 0 D @ 1 0 " O . C . A T I N T E R M E D I A T E B E A R I N G P O I N T S C . W A L L S : 8 D @ 6 " O . C . A T E D G E S 8 D @ 1 2 " O . C . A T I N T E R M E D I A T E B E A R I N G P O I N T S P L Y W O O D A N D W O O D - B A S E D S T R U C T U R A L - U S E P A N E L S U S E D F O R W A L L S H E A T H I N G S H A L L H A V E S O L I D B L O C K I N G A T A L L E D G E S . 20 . M A C H I N E A P P L I E D N A I L I N G I S S U B J E C T T O A S A T I S F A C T O R Y D E M O N S T R A T I O N A N D T H E A P P R O V A L O F T H E C H E C K I N G A G E N C Y A N D T H E A R C H I T E C T , N A I L H E A D S S H A L L N O T P E N E T R A T E T H E O U T E R P L Y M O R E T H A N W O U L D B E N O R M A L F O R A H A N D H A M M E R . E D G E D I S T A N C E S S H A L L B E M A I N T A I N E D , S H I N E R S S H A L L B E R E M O V E D A N D R E P L A C E D , T H E A P P R O V A L I S S U B J E C T T O C O N T I N U E D S A T I S F A C T O R Y P E R F O R M A N C E , M A C H I N E A P P L I E D N A I L I N G O N L Y O N P L Y W O O D G R E A T E R T H A N 5 / 1 6 " . GE N E R A L N O T E S 1. A L L C O N S T R U C T I O N M A T E R I A L S A N D W O R K M A N S H I P S H A L L C O N F O R M T O T H E R E Q U I R E M E N T S O F T H E D R A W I N G S , S P E C I F I C A T I O N S , A N D T H E C O D E S , R U L E S A N D R E G U L A T I O N S O F I N T E R N A T I O N A L B U I L D I N G C O D E , 2 0 1 8 E D I T I O N . 2. T H E C O N T R A C T O R S H A L L V E R I F Y A L L D I M E N S I O N S P R I O R T O C O N S T R U C T I O N . T H E A R C H I T E C T S H A L L B E N O T I F I E D O F A N Y D I S C R E P A N C I E S O R I N C O N S I S T E N C I E S . 3. I F A N Y E R R O R S O R O M I S S I O N S A P P E A R I N T H E S E D R A W I N G S , S P E C I F I C A T I O N S , O R O T H E R D O C U M E N T S ; T H E C O N T R A C T O R S H A L L N O T I F Y T H E S T R U C T U R A L E N G I N E E R O R A R C H I T E C T I N W R I T I N G O F S U C H O M I S S I O N O R E R R O R B E F O R E P R O C E E D I N G W I T H T H E W O R K . 4. M A N U F A C T U R E D M A T E R I A L S S H A L L B E A P P R O V E D B Y T H E C H E C K I N G A G E N C Y P R I O R T O T H E I R U S E . A L L R E Q U I R E M E N T S O F T H O S E A P P R O V A L S S H A L L B E F O L L O W E D . 5. A L L S T R U C T U R A L S Y S T E M S T H A T A R E T O B E C O M P O S E D O F M A N U F A C T U R E D C O M P O N E N T S T O B E F I E L D E R E C T E D S H A L L B E A P P R O V E D B Y T H E C H E C K I N G A G E N C Y P R I O R T O T H E I R U S E A N D S H A L L B E S U P E R V I S E D B Y T H E S U P P L I E R D U R I N G M A N U F A C T U R I N G , D E L I V E R Y , H A N D L I N G , S T O R A G E , A N D E R E C T I O N I N A C C O R D A N C E W I T H I N S T R U C T I O N S P R E P A R E D B Y T H E S U P P L I E R 6. F R A M I N G M E M B E R S T H A T A R E N O T D I M E N S I O N E D S H A L L B E E Q U A L L Y S P A C E D B E T W E E N D I M E N S I O N E D P O I N T O R M E M B E R S . 7. S E E A R C H I T E C T U R A L D R A W I N G S A N D P R O J E C T S P E C I F I C A T I O N S F O R T H E F O L L O W I N G : S I Z E A N D L O C A T I O N O F A L L D O O R A N D W I N D O W O P E N I N G S A N D T H R E S H O L D R E Q U I R E M E N T S . S I Z E A N D L O C A T I O N O F A L L N O N - B E A R I N G P A R T I T I O N S . S I Z E A N D L O C A T I O N O F R O O F , F L O O R A N D W A L L O P E N I N G S . S I Z E A N D L O C A T I O N O F D E P R E S S E D A R E A S , C H A N G E S I N E L E V A T I O N , F L O O R A N D R O O F D R A I N S , S L O P E S , C O N C R E T E C U R B S , L E D G E S , P A D S A N D I S L A N D S , C H A M F E R S , G R O O V E S , I N S E R T S , E T C . D I M E N S I O N S N O T S H O W N O N T H E S T R U C T U R A L D R A W I N G S , S I Z E , W E I G H T A N D L O C A T I O N O F M A C H I N E S A N D E Q U I P M E N T B A S E S . 8. T H E C O N T R A C T D O C U M E N T S R E P R E S E N T T H E F I N I S H E D S T R U C T U R E , T H E Y D O N O T I N D I C A T E T H E M E T H O D O F C O N S T R U C T I O N . T H E C O N T R A C T O R S H A L L P R O V I D E A L L M E A S U R E S N E C E S S A R Y T O P R O T E C T T H E S T R U C T U R E D U R I N G C O N S T R U C T I O N . S U C H M E A S U R E S S H A L L I N C L U D E , B U T N O T B E L I M I T E D T O , B R A C I N G , S H O R I N G F O R L O A D S D U E T O C O N S T R U C T I O N E Q U I P M E N T , E T C . O B S E R V A T I O N V I S I T S T O T H E S I T E B Y T H E S T R U C T U R A L E N G I N E E R S H A L L N O T I N C L U D E I N S P E C T I O N O F T H E A B O V E I T E M S . 9. O P E N I N G S , P O C K E T S , E T C . S H A L L N O T B E P L A C E D I N S T R U C T U R A L M E M B E R S U N L E S S S P E C I F I C A L L Y D E T A I L E D O N T H E S T R U C T U R A L D R A W I N G S . N O T I F Y T H E S T R U C T U R A L E N G I N E E R W H E N D R A W I N G S B Y O T H E R S S H O W O P E N I N G S , P O C K E T S , E T C . , L A R G E R T H A N 6 I N C H E S N O T S H O W N O N T H E S T R U C T U R A L D R A W I N G S , B U T W H I C H A R E L O C A T E D I N S T R U C T U R A L M E M B E R S . 10 . S P E C I F I C A T I O N S , C O D E S , A N D S T A N D A R D S N O T E D I N T H E C O N T R A C T D O C U M E N T S S H A L L B E O F T H E L A T E S T A P P R O V E D I S S U E , I N C L U D I N G S U P P L E M E N T S , U N L E S S O T H E R W I S E N O T E D . M A T E R I A L S P E C I F I C A T I O N S A R E A S T M L A T E S T E D I T I O N . 8. C O N T R A C T O R M A Y U S E A N A D M I X T U R E S Y S T E M T O P R O D U C E F L O W A B L E C O N C R E T E , M A X I M U M S L U M P S H A L L N O T E X C E E D 1 0 I N C H E S M E A S U R E D A T T H E P U M P , T H E W A T E R / C E M E N T I O U S M A T E R I A L R A T I O O F T H E A P P R O V E D M I X E S S H A L L B E M A I N T A I N E D O R L O W E R E D W H E N F L O W A B L E C O N C R E T E I S U S E D , 9. T H E F O L L O W I N G M I N I M U M C O N C R E T E C O V E R S H A L L B E P R O V I D E D F O R R E I N F O R C E M E N T P L A C E D I N C A S T - I N - P L A C E C O N C R E T E : C O N C R E T E C O V E R ( M I N I M U M ) A . C O N C R E T E C A S T A G A I N S T A N D P E R M A N E N T L Y E X P O S E D T O E A R T H 3 " B . C O N C R E T E E X P O S E D T O E A R T H O R W E A T H E R : # 6 T H R O U G H # 1 8 B A R S 2 " # 5 B A R , W 3 1 O R D 3 1 W I R E , A 1 4 1 3 S M A L L E R 1 1 / 2 " C . C O N C R E T E N O T E X P O S E D T O W E A T H E R O R I N C O N T A C T W I T H G R O U N D : S L A B S , W A L L S , J O I S T S # 1 4 A N D # 1 8 B A R S 1 1 / 2 " # 1 1 B A R S A N D S M A L L E R 3 / 4 " B E A M S , C O L U M N S : P R I M A R Y R E I N F O R C E M E N T , T I E S , S T I R R U P S , S P I R A L S 1 1 / 2 " 10 . P L A C E M E N T O F C O N C R E T E S H A L L C O N F O R M T O A C I 3 0 4 A N D T H E C O N T R A C T D O C U M E N T S . S A N D B L A S T A L L C O N C R E T E S U R F A C E S A G A I N S T W H I C H C O N C R E T E I S T O B E P L A C E D , 11 . A L L R E I N F O R C I N G B A R S , A N C H O R B O L T S A N D O T H E R C O N C R E T E I N S E R T S S H A L L B E W E L L S E C U R E D I N P O S I T I O N P R I O R T O P L A C I N G C O N C R E T E , 12 . P R O V I D E S L E E V E S F O R P L U M B I N G A N D E L E C T R I C A L O P E N I N G S I N C O N C R E T E B E F O R E P L A C I N G , R E I N F O R C I N G S H A L L N O T B E C U T , C O R I N G O F C O N C R E T E I S N O T P E R M I T T E D E X C E P T A S I N D I C A T E D , 13 . C U R I N G C O M P O U N D S U S E D O N C O N C R E T E T O R E C E I V E A F I N I S H S H A L L B E A P P R O V E D B Y T H E F I N I S H A P P L I C A T O R B E F O R E U S E , 11 . C O N T R A C T O R S H A L L P R O V I D E T E M P O R A R Y B R A C I N G F O R T H E S T R U C T U R E A N D S T R U C T U R A L C O M P O N E N T S U N T I L A L L F I N A L C O N N E C T I O N S H A V E B E E N C O M P L E T E D I N A C C O R D A N C E W I T H T H E P L A N S . DE S I G N C R I T E R I A LI V E L O A D S RO O F S N O W L O A D 2 5 . 0 P S F B A S I C FL O O R R E S I D E N T I A L 4 0 . 0 P S F ( R E D U C I B L E ) E X T E R I O R T E R R A C E S 60 . 0 P S F DE A D L O A D S SU P E R I M P O S E D R O O F D E A D L O A D F R A M I N G , C E I L I N G , E T C . 2 6 . 3 & 2 2 . 8 P S F SU P E R I M P O S E D F L O O R D E A D L O A D F R A M I N G , C E I L I N G , E T C . 1 0 . 5 P S F SU P E R I M P O S E D W A L L D E A D L O A D E X T E R I O R W A L L S . 7 . 7 P S F I N T E R I O R W A L L S . 1 0 P S F / S F F L O O R A R E A WI N D D E S I G N ( P E R 1 6 1 5 - 1 6 2 2 ) B A S I C W I N D S P E E D 1 1 0 M P H E X P O S U R E B I M P O R T A N C E F A C T O R 1 . 0 T O P O G R A P H I C F A C T O R 2 . 0 SE I S M I C D E S I G N ( P E R 1 6 1 5 - 1 6 3 3 ) S E I S M I C C A T E G O R Y I I I M P O R T A N C E F A C T O R = 1 . 0 M A P P E D S P E C T R A L R E S P O N S E A C C E L E R A T I O N P A R A M E T E R S : S s = 1 . 5 6 6 S 1 = 0 . 5 9 9 S I T E C L A S S = D S ds = 1 . 0 4 4 S d1 = 0 . 5 9 9 S E I S M I C R I S K C A T E G O R Y = D B A S I C S E I S M I C F O R C E - R E S I S T I N G S Y S T E M S : S T O R I E S 1 T H R U 3 : L I G H T F R A M E D W A L L S S H E A T H E D W I T H W O O D S T R U C T U R A L P A N E L S R A T E D F O R S H E A R R E S I S T A N C E . D E S I G N B A S E S H E A R : B U I L D I N G A : 7 3 . 3 1 K I P S B U I L D I N G B : 8 5 . 1 6 K I P S B U I L D I N G C : 7 3 . 3 1 K I P S R = 6 . 5 - W o o d F r a m e d R = 5 . 0 - C o n c r e t e A N A L Y S I S M E T H O D S U S E D : WI N D ; M E T H O D 2 - A N A L Y T I C A L P R O C E D U R E SE I S M I C ; M E T H O D 2 - E Q U I V A L E N T L A T E R A L F O R C E M A P P E D S P E C T R A L R E S P O N S E A C C E L E R A T I O N S O B T A I N E D F R O M T H E U S G S - S E I S M I C H A Z A R D M A P S & D A T A FO U N D A T I O N S 1. A L L F O U N D A T I O N S S H A L L B E F O U N D E D A M I N I M U M O F 2 4 " B E L O W L O W E S T A D J A C E N T F I N A L F I N I S H F L O O R O R G R A D E . E X P O S E D S O I L S H A L L B E I N S P E C T E D F O R C O M P L I A N C E B Y T H E E N G I N E E R O R H I S R E P R E S E N T A T I V E P R I O R T O C O N S T R U C T I N G C O N C R E T E F O R M S A N D / O R P L A C I N G R E I N F O R C I N G S T E E L . A N Y E X C E S S O R N O N - C O M P L Y I N G M A T E R I A L A S D E T E R M I N E D B Y T H E E N G I N E E R O R H I S R E P R E S E N T A T I V E S H A L L B E R E M O V E D A N D R E P L A C E D A S D I R E C T E D . 2. T H E A L L O W A B L E S O I L B E A R I N G L O A D I S P E R T H E G E O T E C H N I C A L R E P O R T . RE I N F O R C I N G S T E E L 1. R E I N F O R C I N G S T E E L S H A L L B E D E T A I L E D , I N C L U D I N G H O O K S A N D B E N D S , A N D P L A C E D I N A C C O R D A N C E W I T H A C I 3 1 5 A N D A C I 3 1 8 . 2. R E I N F O R C I N G S T E E L S H A L L C O N F O R M T O A S T M A - 6 1 5 O R A - 7 0 6 , G R A D E 4 0 O R B E T T E R , 3. W E L D E D W I R E F A B R I C S H A L L C O N F O R M T O A S T M A - 1 8 5 , 4. A L L R E I N F O R C I N G B A R B E N D S S H A L L B E M A D E C O L D , 5. R E I N F O R C I N G S P L I C E S S H A L L B E M A D E A S I N D I C A T E D O N T H E D R A W I N G S , 6. D O W E L S B E T W E E N F O O T I N G S A N D W A L L S O R C O L U M N S S H A L L B E T H E S A M E G R A D E , S I Z E A N D S P A C I N G A S T H E V E R T I C A L R E I N F O R C I N G , R E S P E C T I V E L Y , U O N , 7. N O B A R S P A R T I A L L Y E M B E D D E D I N H A R D E N E D C O N C R E T E S H A L L B E F I E L D B E N T U N L E S S S P E C I F I C A L L Y S O D E T A I L E D A N D R E V I E W E D B Y T H E S T R U C T U R A L E N G I N E E R 8. W E L D I N G O F R E I N F O R C E M E N T S H A L L B E W I T H L O W H Y D R O G E N E L E C T R O D E S I N C O N F O R M A N C E W I T H A C I 3 1 8 - 9 5 A N D T H E R E C O M M E N D A T I O N S O F T H E A M E R I C A N W E L D I N G S O C I E T Y , A W S D I , 4 A N D W I T H T H E R E V I E W O F T H E S T R U C T U R A L E N G I N E E R CO N C R E T E 1. A L L C O N C R E T E C O N S T R U C T I O N S H A L L C O N F O R M T O T H E B U I L D I N G C O D E R E Q U I R E M E N T S F O R R E I N F O R C E D C O N C R E T E ' A C I 3 1 8 A N D A C I 3 0 1 , W I T H M O D I F I C A T I O N S A S N O T E D I N T H E C O N T R A C T D O C U M E N T S , 2. P O R T L A N D C E M E N T S H A L L C O N F O R M T O A S T M C - 1 5 0 T Y P E 1 O R T Y P E H , 3. C O A R S E A N D F I N E A G G R E G A T E F O R N O R M A L W E I G H T C O N C R E T E S H A L L C O N F O R M T O A S T M C - 3 3 , 4. W A T E R S H A L L B E C L E A R A N D S H A L L C O N F O R M T O A S T M C - 9 4 , 5. C O N C R E T E M I X I N G O P E R A T I O N S H A L L C O N F O R M T O A S T M C - 9 4 , 6. A D D T O A L L C O N C R E T E E X P O S E D T O W E A T H E R M I C R O A I R O R M B V R A I R E N T R A I N I N G A G E N T T O A T T A I N 5 P E R C E N T + 1 - 1 P E R C E N T E N T R A I N E D A I R , B Y V O L U M E , C O N F O R M I N G T O A S T M C - 2 6 0 , A L L R E F E R E N C E D A T A U S E D F O R P A S T P E R F O R M A N C E D E S I G N S H A L L H A V E C O N T A I N E D T H E S A M E A D M I X T U R E B R A N D A S T H A T U S E D I N T H E M I X S U B M I T T E D , 7. C O N C R E T E S T R E N G T H S S H A L L B E V E R I F I E D B Y 2 8 - D A Y C Y L I N D E R T E S T S , U N L E S S O T H E R W I S E A P P R O V E D , C O N C R E T E S H A L L B E A S F O L L O W S : E L E M E N T S TR E N G T H P S I C O N C R E T E T Y P E F O O T I N G S , G R A D E B E A M S 4 , 0 0 0N O R M A L W T S L A B O N G R A D E 4 , 0 0 0 O R M A L W T F O U N D A T I O N S T E M W A L L S 4 , 0 0 0 N OR M A L W T R E T A I N I N G W A L L S 4 , 0 0 0 N O R M A L W T A M I N I M U M 5 S A C K M I X S H A L L B E U S E D T O A C H I E V E T H E D E S I G N S T R E N G T H S L I S T E D A B O V E . ST R U C T U R A L S T E E L , M I S C . M E T A L 1. S T R U C T U R A L S T E E L D E T A I L I N G , F A B R I C A T I O N A N D E R E C T I O N S H A L L B E B A S E D O N T H E L A T E S T E D I T I O N A N D S U P P L E M E N T S O F T H E A I S C " S P E C I F I C A T I O N F O R S T R U C T U R A L S T E E L F O R B U I L D I N G S - A L L O W A B L E S T R E S S D E S I G N A N D P L A S T I C D E S I G N " , S T R U C T U R A L S T E E L S H A L L C O N F O R M T O T H E F O L L O W I N G R E Q U I R E M E N T S , T Y P E O F M E M B E R A S T M S P E C I F I C A T I O N F Y W I D E F L A N G E S H A P E S A 5 7 2 O R A 9 9 2 5 0 K S I P L A T E S , S H A P E S , A N G L E S , A N D R O D S A 3 6 3 6 K S I H O L L O W S T R U C T U R A L S E C T I O N ( R O U N D ) A 5 3 ( G RA D E B ) 3 6 K S I H O L L O W S T R U C T U R A L S E C T I O N ( S Q U A R E O R R E C T A N G L E ) A 5 0 0 ( G R A D E B ) 4 6 K S I A N C H O R R O D S ( E M B E D D E D I N C O N C R E T E ) A 3 0 7 2. A L L W E L D S S H A L L B E P R E Q U A L I F I E D I N C O N F O R M A N C E W I T H A I S C A N D A W S S T A N D A R D S A N D S H A L L B E P E R F O R M E D B Y W E L D E R S C E R T I F I E D I N T H E J U R I S D I C T I O N H A V I N G A U T H O R I T Y O V E R T H I S P O R T I O N O F T H E W O R K , U S E E 7 0 X X E L E C T R O D E S . 3 , W E L D L E N G T H S C A L L E D F O R O N T H E P L A N S A R E T H E N E T E F F E C T I V E L E N G T H R E Q U I R E D , W E L D S I Z E S H A L L B E A I S C M I N I M U M , U N L E S S O T H E R W I S E N O T E D . AN C H O R A G E 1. E X P A N S I O N A N C H O R S S H A L L B E Z I N C P L A T E D I N A C C O R D A N C E W I T H A S T M B 6 3 3 , A N D C O N F O R M W I T H F S F F - S - 3 2 5 , G R O U P I I , T Y P E 4 , C L A S S 1 , 2. S L E E V E A N C H O R S S H A L L B E Z I N C P L A T E D I N A C C O R D A N C E W I T H A S T M B 6 3 3 , A N D C O N F O R M W I T H F S F F - S - 3 2 5 , G R O U P I I , T Y P E 3 , C L A S S 3 , 3. F L U S H S H E L L A N C H O R S S H A L L Z I N C P L A T E D I N A C C O R D A N C E W I T H A S T M B 6 3 3 , A N D C O N F O R M W I T H F S F F - S - 3 2 5 , G R O U P V I I I , T Y P E 1 , 4. A D H E S I V E A N C H O R S S H A L L C O N S I S T O F A L L - T H R E A D A N C H O R R O D , N U T , W A S H E R A N D E P O X Y I N J E C T I O N G E L O R A D H E S I V E C A P S U L E S Y S T E M , A N C H O R R O D S S H A L L B E M A N U F A C T U R E D F R O M A - 3 6 M A T E R I A L , Z I N C P L A T E D I N A C C O R D A N C E W I T H A S T M B 6 3 3 , 5. A L L R E L A T E D P R O D U C T S , M A T E R I A L S A N D I N S T A L L A T I O N S H A L L B E I N A C C O R D A N C E W I T H T H E M A N U F A C T U R E R ' S R E C O M M E N D A T I O N S , 6. N O T A T I O N S O N D R A W I N G S R E L A T I N G T O E X P A N S I O N , S L E E V E , F L U S H O R A D H E S I V E A N C H O R S A N D O T H E R C O N N E C T I N G D E V I C E S R E F E R T O C O N N E C T O R S M A N U F A C T U R E D B Y P O W E R S F A S T E N I N G , I N C , E Q U I V A L E N T D E V I C E S B Y O T H E R M A N U F A C T U R E R S M A Y B E S U B S T I T U T E D P R O V I D E D T H A T T H E Y H A V E I C B O A P P R O V A L F O R E Q U A L O R G R E A T E R L O A D C A P A C I T I E S A N D A R E R E V I E W E D B Y T H E S T R U C T U R A L E N G I N E E R SP E C I A L I N S P E C T I O N 1. T H E P R O J E C T O W N E R S H A L L P R O V I D E S P E C I A L I N S P E C T I O N B Y A R E G I S T E R E D D E P U T Y B U I L D I N G I N S P E C T O R , A P P R O V E D B Y T H E A R C H I T E C T A N D T H E C H E C K I N G A G E N C Y T H E F O L L O W I N G T Y P E S O F W O R K . : S P E C I A L I N S P E C T I O N S S H A L L N O T B E R E Q U I R E D W H E N T H E W O R K I S D O N E O N T H E P R E M I S E S O F A F A B R I C A T O R R E G I S T E R E D A N D A P P R O V E D B Y T H E B U I L D I N G O F F I C I A L T O P E R F O R M S U C H W O R K W I T H O U T S P E C I A L I N S P E C T I O N , S O I L E X C A V A T I O N S O I L C O M P A C T I O N C O N C R E T E D E S I G N S T R E N G T H S G R E A T E R T H A N 2 , 5 0 0 P S I P L A C I N G O F R E I N F O R C I N G S T E E L W E L D I N G S T R U C T U R A L S T E E L R E I N F O R C I N G S T E E L F A B R I C A T E D T I M B E R J O I S T S E X P A N S I O N T Y P E A N C H O R B O L T S S T R U C T U R A L M A S O N R Y C O N S T R U C T I O N P I L I N G , D R I L L E D O R D R I V E N S T R U C T U R A L S T E E L F A B R I C A T I O N 2. A L L P R E P A R E D S O I L - B E A R I N G S U R F A C E S S H A L L B E I N S P E C T E D B Y T H E S O I L S E N G I N E E R P R I O R T O P L A C E M E N T O F R E I N F O R C I N G S T E E L , 3. E X P A N S I O N T Y P E A N C H O R S S H A L L B E A P P R O V E D B Y T H E C H E C K I N G A G E N C Y F O R T H E I R U S E A N D S H A L L B E I N S T A L L E D A C C O R D I N G T O T H E M A N U F A C T U R E R ' S R E C O M M E N D A T I O N S , 4. T H E O W N E R , A R C H I T E C T , S T R U C T U R A L E N G I N E E R , A N D B U I L D I N G O F F I C I A L S H A L L B E F U R N I S H E D W I T H C O P I E S O F A L L T E S T R E S U L T S . I H E R E B Y D E C L A R E T H A T I A M T H E E N G I N E E R O F W O R K O F T H I S PR O J E C T , T H A T I H A V E E X E R C I S E D R E S P O N S I B L E C H A R G E O V E R T H E DE S I G N O F T H I S P R O J E C T S D E F I N E D I N S E C T I O N 6 7 0 3 O F T H E BU S I N E S S A N D P R O F E S S I O N A L C O D E , A N D T H A T T H E D E S I G N I S CO N S I S T E N T W I T H C U R R E N T S T A N D A R D S , I U N D E R S T A N D T H A T T H E C H E C K O F P R O J E C T D R A W I N G S A N D SP E C I F I C A T I O N S B Y T H E C I T Y O F C A R L S B A D D O E S N O T R E L I E V E M E , AS E N G I N E E R I N G O F W O R K , O F M Y R E S P O N S I B I L I T I E S F O R P R O J E C T DE S I G N . LU C I A E N G I N E E R I N G , I N C . 12 5 2 7 H U C K L E B E R R Y L A N E AR L I N G T O N , W A 9 8 2 2 3 (2 0 6 ) 7 9 0 - 8 0 3 9 JO S E P H M . L U C I A , P . E . F e b r u a r y 9 , 2 0 2 3 RE V I E W E D B Y : DA T E DA T E "A S B U I L T " RV W D B Y : OT H E R A P P R O V A L IN I T I A L DA T E SH E E T SH E E T S AP P R O V E D : CH K D B Y : PR O J E C T N O . D R A W I N G N O . EN G I N E E R O F W O R K DA T E I N I T I A L CI T Y A P P R O V A L RE V I S I O N D E S C R I P T I O N EN G I N E E R I N G D E P A R T M E N T RC E EX P . EN G I N E E R I N G M A N A G E R R C E 6 3 9 1 2 E X P I R E S 9 / 3 0 / 2 2 D A T E JA S O N S . G E L D E R T GR 2 0 2 2 - 0 0 1 3 CT 2 0 1 9 - 0 0 0 6 5 3 7 - 2 A MS - 0 4 - 0 5 JA S O N S . G E L D E R T IN S P E C T O R NO R T H W A L L EA S T W A L L SO U T H W A L L 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 LO A D I N G D I A G R A M FI N I S H E D G R A D E EX I S T I N G & F I N A L GR A D E AC T I V E E A R T H PR E S S U R E 40 P C F (E Q U I V A L E N T FL U I D P R E S S U R E ) PA S S I V E E A R T H PR E S S U R E 30 0 P C F (E Q U I V A L E N T FL U I D P R E S S U R E ) SE I S M I C S U R C H A R G E 13 H P S F (F O R W A L L S O V E R 6 ' I N SH O R E D H E I G H T ) IGNORE 1' SHORED HEIGHT "H" AL L O W A B L E S O I L B E A R I N G = 2 , 0 0 0 P S F AL L O W A B L E F R I C T I O N = 0 . 3 WI N D L O A D ON F E N C E A B O V E W A L L = 6 0 P L F TO P O F T E M P O R A R Y EX C A V A T I O N TO P O F T E M P O R A R Y EX C A V A T I O N TO P O F T E M P O R A R Y EX C A V A T I O N I H E R E B Y D E C L A R E T H A T I A M T H E E N G I N E E R O F W O R K O F T H I S PR O J E C T , T H A T I H A V E E X E R C I S E D R E S P O N S I B L E C H A R G E O V E R T H E DE S I G N O F T H I S P R O J E C T S D E F I N E D I N S E C T I O N 6 7 0 3 O F T H E BU S I N E S S A N D P R O F E S S I O N A L C O D E , A N D T H A T T H E D E S I G N I S CO N S I S T E N T W I T H C U R R E N T S T A N D A R D S , I U N D E R S T A N D T H A T T H E C H E C K O F P R O J E C T D R A W I N G S A N D SP E C I F I C A T I O N S B Y T H E C I T Y O F C A R L S B A D D O E S N O T R E L I E V E M E , AS E N G I N E E R I N G O F W O R K , O F M Y R E S P O N S I B I L I T I E S F O R P R O J E C T DE S I G N . LU C I A E N G I N E E R I N G , I N C . 12 5 2 7 H U C K L E B E R R Y L A N E AR L I N G T O N , W A 9 8 2 2 3 (2 0 6 ) 7 9 0 - 8 0 3 9 JO S E P H M . L U C I A , P . E . F e b r u a r y 9 , 2 0 2 3 ST R U C T U R A L W A L L S C A L S A N D D E T A I L S 19 20 18 21 TR A F F I C S U R C H A R G E 25 0 P S F (W H E R E A P P L I C A B L E ) BI O F I L T R A T I O N B A S I N W A L L S 22 DA T E DA T E "A S B U I L T " RV W D B Y : OT H E R A P P R O V A L IN I T I A L DA T E SH E E T SH E E T S AP P R O V E D : CH K D B Y : PR O J E C T N O . D R A W I N G N O . EN G I N E E R O F W O R K DA T E I N I T I A L CI T Y A P P R O V A L RE V I S I O N D E S C R I P T I O N EN G I N E E R I N G D E P A R T M E N T EX P . EN G I N E E R I N G M A N A G E R R C E 6 3 9 1 2 E X P I R E S 9 / 3 0 / 2 2 D A T E JA S O N S . G E L D E R T GR 2 0 2 2 - 0 0 1 3 CT 2 0 1 9 - 0 0 0 6 5 3 7 - 2 A MS - 0 4 - 0 5 JA S O N S . G E L D E R T IN S P E C T O R D L S" 4, 0 0 0 P S I ST E M W A L L 4, 0 0 0 P S I FO O T I N G FI N I S H E D G R A D E AD J A C E N T PR O P E R T Y H 3'-2" TO W E L E V . V A R I E S FI N A L G R A D E E L E V . V A R I E S H1 HL K 2'-0"1' - 0 " T PR O P E R T Y L I N E D L S" 4, 0 0 0 P S I ST E M W A L L 4, 0 0 0 P S I FO O T I N G FI N I S H E D G R A D E AD J A C E N T PR O P E R T Y H 3'-2" TO W E L E V . V A R I E S FI N A L G R A D E E L E V . V A R I E S H1 PR O P E R T Y L I N E 2" C L E A R #4 B A R #4 B A R @ 1 2 " #5 B A R @ 8 " #4 B A R @ 1 2 " #4 B A R @ 1 2 " 2" C L E A R #5 B A R @ 1 2 " #4 B A R @ 1 2 " #4 B A R @ 1 2 " 6" 4" Ø P E R F O R A T E D PV C W A L L D R A I N RO U T E T O S T O R M SY S T E M HL T 4" Ø P E R F O R A T E D PV C W A L L D R A I N RO U T E T O S T O R M SY S T E M 6" 6" W I D T H O F CL E A N - C R U S H E D R O C K HE I G H T I S H / 3 6" W I D T H O F CL E A N - C R U S H E D R O C K HE I G H T I S H / 3 BA S F H I M 5 0 0 0 GR A D E W A T E R P R O O F I N G OR E Q U A L BA S F H I M 5 0 0 0 GR A D E W A T E R P R O O F I N G OR E Q U A L WA L L H E I G H T I S N O T TO E X C E E D T H I S D I M E N S I O N (T O P O F W A L L T O T O P O F FI N I S H G R A D E , H 1) WA L L H E I G H T I S N O T TO E X C E E D T H I S D I M E N S I O N (T O P O F W A L L T O T O P O F FI N I S H G R A D E , H 1) 1: 1 TE M P . S L O P E TE M P . V E R T I C A L C U T 4' - 1 1 " M A X 1: 1 TE M P . S L O P E TE M P . V E R T I C A L C U T 4' - 1 1 " M A X 1' - 0 " 1' - 0 " ST R U C T U R A L W A L L S C A L S A N D D E T A I L S 9' 5" 8" 8" 2' 5' - 3 " PR O P E R T Y L I N E BI O F I L T R A T I O N BA S I N BU I L D I N G FO U N D A T I O N W A L L 1' - 2 " #4 B A R @ 1 2 " #4 B A R @ 1 2 " #6 B A R @ 1 2 " #4 B A R @ 1 2 " #4 B A R @ 1 2 " #4 B A R @ 1 2 " #6 B A R @ 1 2 " #4 B A R @ 1 2 " #6 B A R @ 1 2 " 5' - 9 " EX I S T I N G 5 ' W I D E SI D E W A L K 6" SE E C I V I L P L A N S FO R R E Q U I R E D D E P T H S & S O I L T Y P E S 7' - 4 " 9" 8" 2' BI O F I L T R A T I O N BA S I N BU I L D I N G FO U N D A T I O N W A L L 1' - 2 " #4 B A R @ 1 2 " #4 B A R @ 1 2 " #5 B A R @ 1 2 " #4 B A R @ 1 2 " #4 B A R @ 1 2 " #4 B A R @ 1 2 " #6 B A R @ 1 2 " #4 B A R @ 1 2 " #6 B A R @ 1 2 " #4 B A R @ 1 2 " 5' - 9 " DR I V E W A Y A C P 6" SE E C I V I L P L A N S FO R R E Q U I R E D D E P T H S & S O I L T Y P E S 4' - 3 " 1' SE E P L A N S H E E T 9 FO R W A L L C A L L O U T L O C A T I O N S WA L L H E I G H T I S N O T TO E X C E E D T H I S D I M E N S I O N (T O P O F W A L L T O T O P O F F I N I S H G R A D E , H 1) 1: 1 TE M P . S L O P E TE M P . V E R T I C A L C U T 4' - 1 1 " M A X BI O F I L T R A T I O N W A L L S : W A L L S 1 8 & 2 1 - ( B I O F I L T R A T I O N P L A N T E R S 2 & 4 ) S E E D E T A I L T H I S S H E E T W A L L S 1 9 & 2 0 - ( B I O F I L T R A T I O N P L A N T E R S 1 & 5 ) S E E D E T A I L T H I S S H E E T W A L L 6 6 , 7 & 2 2 - ( B I O F I L T R A T I O N P L A N T E R 3 ) S E E D E T A I L T H I S S H E E T "J " D R A I N RO U T E T O ST O R M S Y S T E M SE E C I V I L D R A W I N G S 5' ( + / - ) TE M P O R A R Y SA F E T Y F E N C I N G J- D R A I N #4 B A R @ 1 2 " "J " D R A I N RO U T E T O ST O R M S Y S T E M SE E C I V I L D R A W I N G S J- D R A I N FG E L E V . 4 1 . 5 0 EX I S T . G R A D E TO W E L E V . 4 3 . 2 0 FF E L E V . 4 1 . 1 3 J- D R A I N RO U T E T O S T O R M S Y S T E M SE E C I V I L D R A W I N G S PR O P E R T Y L I N E 3' - 1 0 " 6" 9' - 6 " 6" #6 V E R T S #4 H O R I Z . #4 C O R N E R B A R @ 1 2 " 18 " 18 " 8" 1' - 0 " SE E D E T A I L B E L O W FO R F O O T I N G R E S T E E L RE Q U I R E M E N T S #4 @ 1 2 " #6 @ 7 " #4 @ 1 2 " #6 @ 7 " #5 @ 1 2 " #4 @ 9 " #5 @ 1 2 " #4 @ 9 " 5'-6" 8" 1'-2" 3' - 1 0 " 3' - 1 0 " 9' - 6 " #4 @ 1 2 " #6 @ 7 " 6" 8" I H E R E B Y D E C L A R E T H A T I A M T H E E N G I N E E R O F W O R K O F T H I S PR O J E C T , T H A T I H A V E E X E R C I S E D R E S P O N S I B L E C H A R G E O V E R T H E DE S I G N O F T H I S P R O J E C T S D E F I N E D I N S E C T I O N 6 7 0 3 O F T H E BU S I N E S S A N D P R O F E S S I O N A L C O D E , A N D T H A T T H E D E S I G N I S CO N S I S T E N T W I T H C U R R E N T S T A N D A R D S , I U N D E R S T A N D T H A T T H E C H E C K O F P R O J E C T D R A W I N G S A N D SP E C I F I C A T I O N S B Y T H E C I T Y O F C A R L S B A D D O E S N O T R E L I E V E M E , AS E N G I N E E R I N G O F W O R K , O F M Y R E S P O N S I B I L I T I E S F O R P R O J E C T DE S I G N . LU C I A E N G I N E E R I N G , I N C . 12 5 2 7 H U C K L E B E R R Y L A N E AR L I N G T O N , W A 9 8 2 2 3 (2 0 6 ) 7 9 0 - 8 0 3 9 JO S E P H M . L U C I A , P . E . F e b r u a r y 9 , 2 0 2 3 EL E V . 4 2 . 5 0 RE V I E W E D B Y : DA T E DA T E "A S B U I L T " RV W D B Y : OT H E R A P P R O V A L IN I T I A L DA T E SH E E T SH E E T S AP P R O V E D : CH K D B Y : PR O J E C T N O . D R A W I N G N O . EN G I N E E R O F W O R K DA T E I N I T I A L CI T Y A P P R O V A L RE V I S I O N D E S C R I P T I O N EN G I N E E R I N G D E P A R T M E N T RC E EX P . EN G I N E E R I N G M A N A G E R R C E 6 3 9 1 2 E X P I R E S 9 / 3 0 / 2 2 D A T E TI T L E S H E E T JA S O N S . G E L D E R T GR 2 0 2 2 - 0 0 1 3 CT 2 0 1 9 - 0 0 0 6 5 3 7 - 2 A MS - 0 4 - 0 5 JA S O N S . G E L D E R T IN S P E C T O R 42 . 0 0 44 . 0 0 46 . 0 0 40 . 0 0 38 . 0 0 36 . 0 0 42 . 0 0 44 . 0 0 46 . 0 0 40 . 0 0 38 . 0 0 36 . 0 0 48 . 0 0 48 . 0 0 8 6 7 FI N I S H G R A D E FR O N T O F W A L L BO T T O M O F F O O T I N G BO T T O M O F E X C A V A T I O N WA L L C A L L O U T SE E T A B L E TO P O F W A L L WALL HEIGHTH1 10 9 . 4 1 ' 6" HEAL "HL" 2'-11" FOOTING WIDTH "L" 1'-9" TOE "T" 8" STEM WALL "S" 6" HEAL "HL" 8" STEM WALL "S" 9'-4" FOOTING WIDTH "L" 6'-1" TOE "T" 8 9 11 WA L L C A L L O U T SE E T A B L E SO U T H W A L L NO R T H W A L L 42 . 0 0 44 . 0 0 46 . 0 0 40 . 0 0 38 . 0 0 36 . 0 0 42 . 0 0 44 . 0 0 46 . 0 0 40 . 0 0 38 . 0 0 36 . 0 0 TO P O F W A L L FI N I S H G R A D E FR O N T O F W A L L BO T T O M O F F O O T I N G BO T T O M O F E X C A V A T I O N WALL HEIGHTH1 WA L L T U R N S 9 0 ° WA L L T U R N S 9 0 ° WA L L C A L L O U T SE E T A B L E S H E E T 1 0 O F 1 2 FI N I S H G R A D E FR O N T O F W A L L WALL HEIGHT H1 34 . 0 0 34 . 0 0 1 2 3 5 6 7 8 4 6" HEAL "HL" 9" TOE "T" 8" STEM WALL "S" 1'-11" FOOTING WIDTH "L" 6" HEAL "HL" 1'-11" FOOTING WIDTH "L" 6" HEAL "HL" 1'-1" FOOTING WIDTH "L" 6" HEAL "HL" 2'-11" FOOTING WIDTH "L" 1'-9" TOE "T" 8" STEM WALL "S" 8" STEM WALL "S" 9" TOE "T" 9" TOE "T" 8" STEM WALL "S" 6" H E A L " H L " 1' - 1 1 " F O O T I N G W I D T H " L " 8" S T E M W A L L " S " 9" T O E " T " EA S T W A L L SE E T A B L E S H E E T 1 0 O F 1 2 FO R W A L L I N F O R M A T I O N 1 542 8 WA L L C A L L O U T SE E T A B L E PR O P E R T Y L I N E PR O P E R T Y L I N E PR O P E R T Y L I N E 3 6 7 6" HEAL "HL" 1'-9" TOE "T" 8" STEM WALL "S" 2-11" FOOTING WIDTH "L" 6" HEAL "HL" 1'-9" TOE "T" 8" STEM WALL "S" 2'-11" FOOTING WIDTH "L" 6" HEAL "HL" 3'-8" FOOTING WIDTH "L" 8" STEM WALL "S" 2'-6"" TOE "T" 6" HEAL "HL" 2'-6" TOE "T" 3'-8" FOOTING WIDTH "L" 10 6" HEAL "HL" 3'-11" FOOTING WIDTH "L" 2'-9" TOE "T" 8" STEM WALL "S" 6" HEAL "HL" 3'-3" TOE "T" 8" STEM WALL "S" 4'-5" FOOTING WIDTH "L" 2'-6" TOE "T" 3'-8" FOOTING WIDTH "L" TO P O F T E M P O R A R Y VE R T I C A L C U T & 1 : 1 S L O P E TO P O F T E M P O R A R Y VE R T I C A L C U T & 1 : 1 S L O P E TO P O F T E M P O R A R Y VE R T I C A L C U T & 1 : 1 S L O P E I H E R E B Y D E C L A R E T H A T I A M T H E E N G I N E E R O F W O R K O F T H I S PR O J E C T , T H A T I H A V E E X E R C I S E D R E S P O N S I B L E C H A R G E O V E R T H E DE S I G N O F T H I S P R O J E C T S D E F I N E D I N S E C T I O N 6 7 0 3 O F T H E BU S I N E S S A N D P R O F E S S I O N A L C O D E , A N D T H A T T H E D E S I G N I S CO N S I S T E N T W I T H C U R R E N T S T A N D A R D S , I U N D E R S T A N D T H A T T H E C H E C K O F P R O J E C T D R A W I N G S A N D SP E C I F I C A T I O N S B Y T H E C I T Y O F C A R L S B A D D O E S N O T R E L I E V E M E , AS E N G I N E E R I N G O F W O R K , O F M Y R E S P O N S I B I L I T I E S F O R P R O J E C T DE S I G N . LU C I A E N G I N E E R I N G , I N C . 12 5 2 7 H U C K L E B E R R Y L A N E AR L I N G T O N , W A 9 8 2 2 3 (2 0 6 ) 7 9 0 - 8 0 3 9 JO S E P H M . L U C I A , P . E . F e b r u a r y 9 , 2 0 2 3 RE V I E W E D B Y : DA T E DA T E "A S B U I L T " RV W D B Y : OT H E R A P P R O V A L IN I T I A L DA T E SH E E T SH E E T S AP P R O V E D : CH K D B Y : PR O J E C T N O . D R A W I N G N O . EN G I N E E R O F W O R K DA T E I N I T I A L CI T Y A P P R O V A L RE V I S I O N D E S C R I P T I O N EN G I N E E R I N G D E P A R T M E N T RC E EX P . EN G I N E E R I N G M A N A G E R R C E 6 3 9 1 2 E X P I R E S 9 / 3 0 / 2 2 D A T E TI T L E S H E E T JA S O N S . G E L D E R T GR 2 0 2 2 - 0 0 1 3 CT 2 0 1 9 - 0 0 0 6 5 3 7 - 2 A MS - 0 4 - 0 5 JA S O N S . G E L D E R T IN S P E C T O R 42 . 0 0 44 . 0 0 46 . 0 0 40 . 0 0 38 . 0 0 36 . 0 0 42 . 0 0 44 . 0 0 46 . 0 0 40 . 0 0 38 . 0 0 36 . 0 0 48 . 0 0 6" HEAL "HL" 8" STEM WALL "S" 3'-8" FOOTING WIDTH "L" 2'-6" TOE "T" 6" HEAL "HL" 8" STEM WALL "S" 3'-11" FOOTING WIDTH "L" 2'-9" TOE "T" 6" HEAL "HL" 8" STEM WALL "S" 1'-11" FOOTING WIDTH "L" 9" TOE "T" 17 15 12 11 11 0 ' FI N I S H G R A D E FR O N T O F W A L L BO T T O M O F F O O T I N G BO T T O M O F E X C A V A T I O N WA L L C A L L O U T SE E T A B L E S H E E T 1 0 O F 1 2 TO P O F W A L L WALL HEIGHT H1 13 14 16 11 13 16 17 15 14 12 2'-6" TOE "T" 3'-8" FOOTING WIDTH "L"6" HEAL "HL" 8" STEM WALL "S" 3'-3" TOE "T" 4'-5" FOOTING WIDTH "L"6" HEAL "HL" 6" HEAL "HL" 8" STEM WALL "S" 3'-11" FOOTING WIDTH "L" 2'-9" TOE "T" 6" HEAL "HL" 8" STEM WALL "S" 1'-11" FOOTING WIDTH "L" 9" TOE "T" TO P O F T E M P O R A R Y VE R T I C A L C U T & 1 : 1 S L O P E I H E R E B Y D E C L A R E T H A T I A M T H E E N G I N E E R O F W O R K O F T H I S PR O J E C T , T H A T I H A V E E X E R C I S E D R E S P O N S I B L E C H A R G E O V E R T H E DE S I G N O F T H I S P R O J E C T S D E F I N E D I N S E C T I O N 6 7 0 3 O F T H E BU S I N E S S A N D P R O F E S S I O N A L C O D E , A N D T H A T T H E D E S I G N I S CO N S I S T E N T W I T H C U R R E N T S T A N D A R D S , I U N D E R S T A N D T H A T T H E C H E C K O F P R O J E C T D R A W I N G S A N D SP E C I F I C A T I O N S B Y T H E C I T Y O F C A R L S B A D D O E S N O T R E L I E V E M E , AS E N G I N E E R I N G O F W O R K , O F M Y R E S P O N S I B I L I T I E S F O R P R O J E C T DE S I G N . LU C I A E N G I N E E R I N G , I N C . 12 5 2 7 H U C K L E B E R R Y L A N E AR L I N G T O N , W A 9 8 2 2 3 (2 0 6 ) 7 9 0 - 8 0 3 9 JO S E P H M . L U C I A , P . E . F e b r u a r y 9 , 2 0 2 3