HomeMy WebLinkAboutCT 13-01; BUENA VISTA 11; STRUCTURAL CALCULATIONS FOR COASTAL LIVING; 2014-03-27RF,s STRUCT P.E.
604 SILVER BERRY PLACE, ENCTh4ITAS, CA. 92024
760.415.3611 THRANEK@YAHOO.COM
1 of 13 MARCH 27, 2014
STRUCTURAL CALCULATIONS
FOR COASTAL LIVING
NAVARRA - 10
Q to -
'-
NAVARRA DRIVE - SITE RETAINING WALLS
CARLSBAD, CA. 92009
CITY OF CARLSBAD
DESIGNER:
MOONLIGHT DESIGNS
27IOLOKERAVE WEST, STE21O oss,o
CARLSBAD, CA. 92010 4-4
(760) 533-7975
C 6028
03/27/2014
Ay(H NY J. HRANEK DATE
c(644' 8 EXP. 6-30-15
DESCRIPTION:
[Surcharge Loads Lateral Load Applied to Stem
Surcharge Over Heel = 0.0 psf Lateral Load 0.0 #Ift Used To Resist Sliding & Overturning ...Height to Top = 0.00 it Surcharge Over Toe = 165.0 psI ...Height to Bottom = 0.00 it Used for Sliding & Overturning The above lateral load
[A_ xial Load Applied to Stem------]ii has been increased by a factor of 1.00
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Live Load 0.0 lbs Axial Load Eccentricity = 0.0 In
[Earth Pressure Seismic Load I Uniform Seismic Force = 5.330 Multiplier Used = 1.000 Total Seismic Force = 33.739 (Multiplier used on soil density)
I Adjacent Footing Load
Adjacent Footing Load = 500.0 lbs Footing Width = 1.00 it
Eccentricity = 0.00 in
Wall to Fig CL Dist = 2.00 it
Footing Type Line Load
Base Above/Below Soil
1.5 it at Back of Wall -
Poisson's Ratio = 0.300
C
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Title : 54 Page: 2 / 13 Job # : Navarra Dsgnr: AJH Date: 27 MAR 2014 Descr:
eiainrro lu 1O(-U1x, Milo 1U.1J..31 Llcens: KW-06056810 Cantilevered Retaining Wall Design ode: CBC 201 0,ACI 318-08,ACI 530-08 License To: RES STRUCT P.E.
[Criteria
Retained Height = 5.33 it
Wall height above soil 0.50 it
Slope Behind Wall = 0.00:1
Height of Soil over Toe = 0.00 in
Water height over heel = 0.0 it
LSoil Data
Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method
Heel Active Pressure = 35.0 psf/ft
Passive Pressure 250.0 psf/ft
Soil Density, Heel 115.00 pcI
Soil Density, Toe = 0.00 pcf
FootingilSoll Friction 0.350
Soil height to Ignore
for passive pressure = 0.00 in
LAP SPLICE IF ABOVE In= 30.00 LAP SPLICE IF BELOW in =
HOOK EMBED INTO FTG In = 6.00
Hook embedment reduced by stress ratio Masonry Data
I'm psi = 2,000
Fs psi. 20,000
Solid Grouting = Yes Use Half Stresses = n/a Modular Ratio 'n' = 16.11
Short Term Factor = 1.000
Equiv. Solid Thick. in= 11.60
Masonry Block Type = Medium Weight
Masonry Design Method = ASO
Concrete Data
ft psi= Fy psi.
L Footing Design Results 1
Toe Heel Factored Pressure = 1,750 0 psf Mu': Upward = 52 0ft-# Mu': Downward • 14 0 ft-# Mu: Design = 39 0 ft-#
Actual 1-Way Shear • 8.96 0.00 psi Allow 1-Way Shear = 82.16 0.00 psi Toe Reinforcing = #5 @ 16.00 In Heel Reinforcing = None Spec'd Key Reinforcing #5 @ 0.00 in
Other Acceptable Sizes & Spacings
Toe: Not reqd, Mu cS • Fr Heel: Not req'd, Mu <S • Fr
Key: Not req'd, Mu <S • Fr
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,is Wall in File: c:\users\tony hranek\dropbox\res_structfi relight folder RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License : Kw-06056810 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: RES STRUCT P.E.
Wall Material Above Masonry
Thickness • 12.00 Rebar Size • # 5 Rebar Spacing = 24.00
Rebar Placed at = Edge Design Data
fb/FB + fa/Fa • 0.489
Total Force @ Section lbs = 593.8
Moment .... Actual ft-# = 1,064.2
Moment.....Allowable = 2,175.3
Shear ..... Actual psi. 5.5
Shear.....Allowable psi = 44.7
Wall Weight = 124.0
Rebar Depth d' In= 9.00
Soil Pressure @ Toe = 1,458 psi OK Soil Pressure @ Heel 0 psi OK
Allowable = 2,500 psi
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,750 psi ACI Factored @ Heel 0 psf
Footing Shear @ Toe = 9.0 psi OK
Footing Shear @ Heel 0.0 psi OK
Allowable 82.2 psi
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force = 812.4 lbs
less 100% Passive Force. - 741.0 lbs less 100% Friction Force - 526.0 lbs
Added Force Req'd 0.0 lbs OK
....for 1.5:1 Stability = 0.0 lbs OK
[Footing Dimensions & Strengths •
Toe Width = 2.00 It
Heel Width • 1.00 Total Footing Width = 3.00
Footing Thickness = 12.00 in
Key Width = 8.00 in Key Depth = 0.00 in
Key Distance from Toe = 2.25 it
ft = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm 3.00 in
[Design Summary I
Wall Stability Ratios
Overturning 1.58 OK Sliding = 1.56 OK
Total Bearing Load = 1,503 lbs ...resultant ecc. - 9.76 in
[Stem Construction Top Stem
Stem OK Design Height Above Ft9 it = 0.00
Load Factors
Building Code CBC 2010,ACI
Dead Load 1.200 Live Load 1.600
Earth, H 1.600
Wind, W 1.600
Seismic, E 1.000
Use menu item Settings> Printing & Title Block Title : 54 Page: 4 / 13 to set these five lines of information Job # : Navarra Dsgnr: AJH Date: 27 MAR 2014 for your program. Descr:
IS Wall in File: c:\users\tony hranek\dropbox\res_struct\firelight_foIder RetainPro 10 (c) 1987.2012, Build 10.13.8.31
Ucense: KW.05056810 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: RES STRUCT P.E.
I Summary of Overturnina & Resistina Forces & Moments
Force Distance Moment Item lbs It ft-#
Heel Active Pressure = 701.2 2.11 1,479.5
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load = 87.6 2.40 210.5
Added Lateral Load =
Load @ Stem Above Soil
Seismic Earth Load = 23.6 3.80 89.7
Total 812.4 O.T.M. 1,779.7
Resisting/Overturning Ratio = 1.58
Vert. component of active S.P. used for Overturning Resistance.
If seismic included the mm. OTM and sliding ratios may be 1.1 per iBC 09, 1807.2.3.
RESISTiNG.....
Force Distance Moment
lbs it ft-#
Soil Over Heel - 3.00
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load -
Axial Dead Load on Stem =
* Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe 330.0 1.00 330.0
Stem Weight(s) - 722.9 2.50 1,807.3
Earth @ Stem Transitions =
Footing Weight = 450.0 1.50 675.0
Key Weight = 2.58
Total 1,502.9 lbs R.M.= 2,812.3 Axial live load NOT Included in total displayed or used for overturning resistance, but is Included for soil pressure calculation.
DESIGNER NOTES:
Criteria
Retained Height = 9.33 It
Wall height above soil = 0.50 it
Slope Behind Wall = 0.00:1
Height of Soil over Toe = 0.00 in
Water height over heel 0.0 it
LSoil Data
Allow Soil Beating = 2,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure = 35.0 psf/ft
Passive Pressure = 250.0 psi/ft
Soil Density, Heel 115.00 pcf
Soil Density, Toe = 0.00 pcf
FootingliSoil Friction = 0.350
Soil height to ignore
for passive pressure = 0.00 In
Use menu item Settings > Printing & Title Block Title : 94 Page: 6 / 13 to set these five lines of information Job # : Navarra Dsgnr: AJH Date: 27 MAR 2014 for your program. Descr:
License: KW-06056810 Cantilevered Retaining Wall Design ode: CBC 2010,ACi 318-08,ACl 530-08 License To: RES STRUCT P.E.
Surcharge Loads
Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning
Surcharge Over Toe = 165.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load 0.0 lbs Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load 111
Multiplier Used 1.000 (Multiplier used on soil density)
Lateral Load Applied to Stem 1
Lateral Load = 0.0#/ft ...Helght to Top = 0.00 it
...Height to Bottom = 0.00 it
The above lateral load has been Increased 1.00 by a factor of
I Adjacent Footing Load
Adjacent Footing Load = 500.0 lbs Footing Width = 1.00 it Eccentricity 0.00 in
Wall to Fig CL Dist = 2.00 it Footing Type Square Footing
Base Above/Below Soil
at Back of Wall
Poisson's Ratio = 0.300
Wind on Exposed Stem = 0.0 psf
Uniform Seismic Force 9.330
Total Seismic Force = 101.044
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License :KW-06056810 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: RES STRUC1' P.E.
Soil Pressure @ Toe 1,924 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable 2.500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Too = 2,309 psf ACI Factored @ Heel - 0 psf
Footing Shear @ Toe = 9.5 psi OK
Footing Shear @ Heel = 0.0 psi OK
Allowable 82.2 psi
Sliding Calca (Vertical Component Used)
Lateral Sliding Force = 2,146.8 lbs less 100% Passive Force = 2,189.1 lbs less 100% Friction Force = - 1,185.2 lbs
Added Force Req'd 0.0 lbs OK
....for 1.5:1 Stability = 0.0 lbs OK
Load Factors
Building Code CBC 2010,ACI
Dead Load 1.200
Live Load 1.600
Earth,H 1.600
Wlnd,W 1.600
Seismic, E 1.000
[Footing Dimensions & Strengths
Toe Width = 4.50 ft
Heel Width - 1.00 Total Footing Width = 5.50
Footing Thickness 18.00 in
Key Width - 12.00 in Key Depth 15.00 In
Key Distance from Too = 3.50 it
ic = 3,000 psi Fy 60,000 psi Footing Concrete Density 150.00 pcI Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm= 3.00 in
Stem Construction • Top Stem
Stem OK Design Height Above Ftg it = 0.00
Wall Material Above Ht = Masonry Thickness = 12.00
Rebar Size = U 5
Rebar Spacing 8.00
Rebar Placed at = Edge Design Data
fb/FB + fa/Fa = 0.810
Total Force @ Section lbs = 1,605.0
Moment .... Actual ft-#= 5,063.9
Moment.....Allowable = 6,255.4
Shear.....Actual psi= 14.9
Shear.....Allowable psi = 44.7
Wall Weight = 124.0
Rebar Depth 'd' In= 9.00
LAP SPLICE IF ABOVE In 45.00 LAP SPLICE IF BELOW in-
HOOK EMBED INTO FTG in = 6.00
Hook embedment reduced by strass ratio Masonry Data -- I'm psi = 2,000
Fs psi- 20,000
Solid Grouting = Yes Use Half Stresses n/a Modular Ratio 'n' = 16.11 Short Term Factor = 1.000
Equiv. Solid Thick. in= 11.60
Masonry Block Type = Medium Weight
Masonry Design Method ASD
Concrete Data f'c psi=
Fy psi-
LFooting Design Results
Toe Heel Factored Pressure 2,309 0 psf Mu': Upward = 70 0 ft-U Mu': Downward 17 0 It-U Mu: Design 54 Oft-U
Actual 1-Way Shear = 9.54 0.00 psi Allow 1-Way Shear = 82.16 0.00 psi Too Reinforcing = #5 @ 16.00 in Heel Reinforcing None Spec'd Key Reinforcing = #4@8.00!n
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu cS • Fr
Heel: Not req'd, Mu < S • Fr Key: #4@ 9.50 In, #5@ 14.50 In, #6@ 20.50 In, #7@ 28.00 in,
[Design Summary I
Wall Stability Ratios
Overturning 1.50 OK
Sliding 1.57 OK
Total Bearing Load = 3,386 lbs ...resultant ecc. = 18.92 in
Use menu Item Settings> Printing & Title Block Title : 9'4 Page: 8 / 13 to set these five lines of Information Job # : Navarra Dsgnr: AJH Date: 27 MAR 2014 for your program. Descr:
Is Wall in File: c:\users\tony hranek\dropbox\res_struct\flrelight_folder RetainPro 10 (C) 1987-2012, Build 10.13.8.31 Ucense: KW-060810 Cantilevered Retaining Wall Design ode: CBC 201 0,ACI 318-08,ACI 530-08 License To: RES STRUCT P.E.
[Summary of Overturning & Resisting Forces & Moments
OVERTURNING...RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs it ft-#
Heel Active Pressure = 2,052.6 3.61 7,409.7
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load = 23.5 3.21 75.4
Added Lateral Load
Load @ Stem Above Soil =
Seismic Earth Load = 70.7 6.50 459.6
Total 2,146.8 O.T.M. 7,944.8
Resisting/Overturning Ratio 1.50 Vert. component of active S.P. used for Overturning Resistance.
If seismic Included the mm. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3.
Soil Over Heel 5.50
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe = 742.5 2.25 1,670.6 Stem Weight(s) 1,218.9 5.00 6,094.6
Earth @ Stem Transitions -
Footing Weight 1,237.5 2.75 3,403.1
Key Weight 187.5 4.00 750.0
Total = 3,386.4 lbs R.M.= 11,918.4 Axial live load NOT Included in total displayed or used for overturning resistance, but is included for soil pressure calculation.
DESIGNER NOTES:
[Criteria
Retained Height 13.33 ft
Wall height above soil = 0.50 it
Slope Behind Wall = 0.00:1
Height of Soil over Toe - 0.00 in
Water height over heel - 0.0 it
[Soil Data
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure 35.0 psf/ft
Passive Pressure 250.0 psf/ft
Soil Density, Heel 115.00 pcf
Soil Density, Toe = 0.00 pcf
FootingiSoll Friction 0.350
Soil height to ignore
for passive pressure 0.00 in
Use menu Item Settings • Printing & Title Block Title : 134 Page: 10 / 13 to set these five lines of Information Job # : Navarra Dsgnr: AJH Date: 27 MAR 2014 for your program. Descr:
IS Wallin File: c:\users\tony hranekdropbo,Ares_structfireIightjolder RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-O60s81O Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACl 530-08 License To: RES STRUCT P.E.
I Surcharge Loads
Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning
Surcharge Over Toe - 165.0 psf Used for Sliding & Overturning
[Axial Load Applied to Stem
Axial Dead Load 0.0 lb s Axial Uve Load 0.0 lbs Axial Load Eccentricity 0.0 in
LEarth Pressure Seismic Load
Multiplier Used 1.000 (Multiplier used on soil density)
Lateral Load Applied to Stem
Lateral Load = 0.0 #Ift ...Helght to Top = 0.00 it
...Height to Bottom 0.00 it
The above lateral load
has been increased 1.00 by a factor of
Wind on Exposed Stem - 0.0 psf
Uniform Seismic Force = 13.330
Total Seismic Force = 204.349
[Adjacent Footing Load
Adjacent Footing Load = 500.0 lbs Footing Width = 1.00 it
Eccentricity = 0.00 in
Wall to Ftg CL Dist 2.00 It
Footing Type Una Load
Base Above/Below Soil
- -50 ft
- at Back of Wall
Poisson's Ratio 0.300
[Design Summary I
Wall Stability Ratios
Overturning = 1.54 OK Sliding = 1.52 OK
Total Bearing Load = 6,379 lbs ...resultant ecc. = 28.01 in
Soil Pressure @ Toe = 2,173 psf OK
Soil Pressure @ Heel 0 psi OK
Allowable = 2,500 psi
Soil Pressure Less Than Allowable
ACI Factored @ Toe 2,607 psi
ACI Factored @ Heel - 0 psi
Footing Shear@ Toe = 12.7 psi OK
Footing Shear @ Heel* = 0.0 psi OK
Allowable = 82.2 psi
Sliding Caics (Vertical Component Used)
Lateral Sliding Force = 4,359.1 lbs less 100% Passive Force 4,402.7 lbs
less 100% Friction Force = - 2,232.6 lbs
Added Force Req'd 0.0 lbs OK
....for 1.5:1 Stability = 0.0 lbs OK
Use menu Item Setllngs> Printing & Title Block Title 134 Page: 11 / 13 to set these live lines of Information Job # : Navarra Dsgnr: AJH Date: 27 MAR 2014 for your program. Descr:
Is Wail In File: c:\users\tony hranekdropbox\resstruct\firelight_folder RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06056810 Cantilevered Retaining Wall Design ode: CBC 2010,ACl 318-08,ACI 530-08 License To: RES STRUCT P.E.
Load Factors
Building Code CBC 2010,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind,W 1.600
Seismic, E 1.000
[Footing Dimensions & Strengths
Toe Width = 7.25 it
Heel Width = 1.33 Total Footing Width = 8.58
Footing Thickness = 24.00 In
Key Width = 12.00 in Key Depth = 30.00 in
Key Distance from Toe = 6.25 it
fc 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcI
Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm 3.00 in
Stem Construction Top Stem 2nd
Stem 01< Stem OK Design Height Above Ftg it - 4.00 0.00 Wall Material Above 'Hr = Masonry Masonry
Thickness = 12.00 16.00 Rebar Size = # 5 # 7 Rebar Spacing 8.00 8.00
Rebar Placed at Edge Edge Design Data
fb/FB + fa/Fa = 0.849 0.885
Total Force @ Section lbs 1,667.1 3,335.2
Moment .... Actual ft-#= 5,311.6 15,192.8
Moment ..... Allowable ft-#= 6,255.4 17,161.5
Shear.....Actual psi = 15.4 21.4
Shear.....Allowable psi= 44.7 44.7
Wall Weight psf= 124.0 164.0
Rebar Depth 'd' In= 9.00 13.00
LAP SPLICE IF ABOVE In = 45.00 63.00
LAP SPLICE IF BELOW in= 45.00
HOOK EMBED INTO FTG in = 7.89
Hook embedment reduced by stress ratio Masonry Data
f'm psi = 2,000 2,000 Fs psi - 20,000 20,000
Solid Grouting = Yes Yes Use Hail Stresses = nla No Modular Ratio'n' 16.11 16.11
- Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in 11.60 15.60 Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data f'c psi = Fy psi=
Footing Design Results
Toe Heel Factored Pressure 2.607 0 psI Mu': Upward = 142 0 ft-# Mu': Downward = 35 0 ft-# Mu: Design = 107 0 ft-#
Actual 1-Way Shear = 12.73 0.00 psi Allow 1-Way Shear = 82.16 0.00 psi Toe Reinforcing = #5 @ 16.00 in Heel Reinforcing = None Spec'd
Key Reinforcing = #4 @ 8.00 in
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S • Fr
Heel: Not req'd, Mu .c S • Fr Key: #4@ 9.50 in, #5@ 14.50 In, #6@ 20.50 in, #7@ 28.00 in,
Use menu item Settings> Printing & Title Block Title : 174 Page: 12 / 13
to set these five lines of information Job # : Navarra Dsgnr: AJH Date: 27 MAR 2014 for your program. Descr:
is Wail in File: c:\users\tony hranek\dropbox\res_struct\firelightjolder RetainPro 10 (C) 1987-2012, Build 10.13.8.31
Ucense KW-06056810 Cantilevered Retaining Wail Design ode: CBC 2010,ACi 31 8-08,ACi 530-08 License To: RES STRUCT P.E.
Force Distance Moment Item lbs ft ft-#
Heal Active Pressure = 4,112.7 5.11 21,015.7
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load = 103.4 7.27 751.9
Added lateral Load =
Load @ Stem Above Soil =
Seismic Earth Load 143.0 9.20 1,315.7
Total 4,359.1 O.T.M. 23,083.3
Resisting/Overturning Ratio 1.54
Vert. component of active S.P. used for Overturning Resistance.
If seismic included the mm. OTM and sliding ratios maybe 1.1 per IBC '09, 1807.2.3.
DESIGNER NOTES:
Force Distance Moment
lbs It ft-#
Soil Over Heel =
Sloped Soil Over Heel
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
* Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe = 1,196.3 3.63 4,336.4
Stem Weight(s) = 1,874.9 7.81 14,640.0
Earth @ Stem Transilions. 357.7 8.42 3,010.2 Footing Weight 2,575.0 4.29 11,051.0
Key Weight = 375.0 6.75 2,531.3
Total = 6,378.8 lbs R.M.= 35,568.9 Axial live load NOT Included in total displayed or used for resistance, but Is included for soil pressure calculation. overturning
Elev (ft)
101.00
100.75
100.50
100.25
100.00
99.75
Section
0 1
J Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
1-61N
Circular
Diameter (ft) = 0.50
Invert Elev (ft) = 100.00
Slope (%) = 10.36
N-Value = 0.013
Calculations
Compute by: Known Depth
Known Depth (ft) = 0.45
Thursday, Mar 27 2014
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
= 0.45
= 1.924
= 0.19
= 10.33
= 1.25
= 0.50
= 0.30
= 2.11
Request for Information
The Whiting-Turner Contracting Company
Tole I7Rn 1flfl1 ... i1ft% 1&I4 1
o: Smith Consulting Architects Date: 10/9/13 RFI #: 067
13280 Evening Creek Drive South, Suite 125
San Diego, CA 92128 La Costa Town Square W-T Job Number: 14260
The Corner of Rancho Santa Fe Road and La Costa Ave.
Carlsbad, CA 92009
TTN: Mark Langan Tel: (760) 632-5003 Fax: (760) 632-5231
From: Conor Crowe, WI Project Engineer Area Involved: Bioretentlon Basins
Discipline: Civil
Date Required: 10/16/2013
Per conversation with Tim CartoP & Garrett Fountain (SCST) we will be eliminating the HOPE liner in some basins, reducing the long leg
in the outside certain basins, and adding sand bedding to basins. Please update the plans and bioretention cut sheets to show these
hanges.
hanks
onor
Signature:
Cc: Company Name Contact Name Copies Notes
Date Answered:
Signature:
uwIu