HomeMy WebLinkAboutCD 2017-0013; THE BEACON; SITE PACKAGE SUPPLEMENTAL CALCULATIONS FOR REVISION; 2018-11-07r 1J
NIC Consultants
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The Beacon
Project No. 1818.03
Site Package
Supplemental Calculations
For
Revision
Prepared:
November 7, 2018
REC ~1V
NOV 14 20'8
LAND OE:Vi=LOPMENT
LNGINEE:.RING
STRUC:TURAL
ENGINEERING
C:ONSUL TANTS
23 Corporate Plaza Dr., Newport Beach, CA 92660.
www.NIC-ENG.com
P. (949) 629-2529, F. (949) 6292501
Beacon Site Package
Table of Contents:
• Calculation for Eccentric Retaining Walls (Detail 1 /S30)
• Calculation for Restraint Retaining Walls (Detail 2/S30)
• Calculation for Eccentric Retaining Walls (Detail 3/S39)
• Calculation for Cantilevered Retaining Walls (Detail 4/S30)
• Calculation for Cantilevered Retaining Walls (Detail 5/S30)
NIC Consultants
23 Corporate Plaza Dr., Newport Beach, CA 92660.
www.NIC-ENG.com
P. (949) 629-2529, F. (949) 629-2501
Project Name/Number :
NIC Consultants Title Beac~m. Detail 1/ S30 Page : 1
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
Dsgnr: Touraj Eimani
Description ....
Date: 7 SEP 2018
Beacon, Eccentric, 1/S30
This Wall in File:
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29 license: KW-06011040 Cantilevered Retaining Wall
license To : RetalnPro Development Center Code: IBC 2018,ACI 318-14,TMS 402-16
1 Criteria I I Soil Data I
Retained Height 5.00 ft
Wall height above soil = 1.50 ft
Slope Behind Wall = 0.00
Allow Soil Bearing = 3,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 40.0 psf/ft
Height of Soil over Toe = 6.00 in
Water height over heel = 0.0 ft
=
Passive Pressure = 200.0 psf/ft
Soil Density, Heel 110.00 pcf
Soil Density, Toe = 110.00 pcf
Footingl!Soil Friction 0.300
Soil height to ignore
for passive pressure = 18.00 in 7
L Surcharge Loads I I Lateral Load Applied to Stem I [ Adjacent Footing Lo~
Surcharge Over Heel 40.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
Used for Sliding & Overturning
[3xjaf Load A~d to Ste~ • Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity 0.0 in
[ Design Summary )
Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
... resultant ecc.
1.54 OK
1.76 OK
3,005 lbs
13.33 in
Soil Pressure @ Toe = 2,623 psf OK
Soil Pressure @ Heel = O psf OK
Allowable 3,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe 3,672 psf
ACI Factored @ Heel = O psf
Footing Shear@ Toe
Footing Shear @ Heel =
Allowable
Sliding Cales
Lateral Sliding Force =
1.2 psi OK
12.5 psi OK
82.2 psi
less 100% Passive Force = -
less 100% Friction Force =
1,293.3 lbs
1,375.0 lbs
901 .6 lbs
Added Force Req'd
.... for 1.5 Stability =
0.0 lbs OK
0.0 lbs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind,W
Seismic, E
IBC 2018,ACI
1.200
1.600
1.600
1.000
1.000
Lateral Load 486.0 #/ft Adjacent Footing Load
... Height to Top = 4.75 ft Footing Width
... Height to Bottom 3.75 ft Eccentricity
Load Type Seismic (E) Wall to Ftg CL Dist
(Service Level) Footing Type
Base Above/Below Soil
Wind on Exposed Stem = 0.0 psf at Back of Wall (Service Level) Poisson's Ratio
Bottom l§!em Construction I ----
Design Height Above Ftg
Wall Material Above "HI"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force@ Section
Service Level
Strength Level
Moment....Actual
Service Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
ft=
=
=
=
=
=
lbs=
lbs=
ft-#=
ft-#=
Service Level psi=
Strength Level psi=
Shear ..... Allowable psi=
Stem OK 0.00
Concrete
LRFD
8.00
# 5
16.00
Edge
----
0.592
1,402.4
3,689.7
6,234.5
18.9
82.2
ASD
Anet (Masonry) in2 = 139.50
Rebar Depth 'd' in= 6.19
Masonry Data
fm psi =
Fs
Solid Grouting
Modular Ratio 'n'
Wall Weight
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
psi=
psf= 100.0
Normal Weight
ASD
psi= 3,000.0
psi= 60,000.0
0.0 lbs
= 0.00 ft
= 0.00 in
= 0.00 ft
Line Load
= 0.0 ft
0.300
I
Project Name/Number :
NIC Consultants Title Beac~>n, Detail 1/ S30 Page : 2
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
Dsgnr: Touraj Eimani
Description ....
Date: 7 SEP 2018
Beacon, Eccentric, 1/S30
This Wall in File:
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW--06011040 License To : RetainPro Development Center
Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
Concrete Stem Rebar Area Details
Bottom Stem
As (based on applied moment) :
(4/3) * As :
Horizontal Reinforcing
Min Stem T&S Reinf Area 1.248 in2
200bd/fy : 200(12)(6.1875)/60000 :
0.0018bh : 0.0018(12)(8) :
Vertical Reinforcing
0.1397 in2/ft
0.1863 in2/ft
0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.1728 in2/ft Horizontal Reinforcing Options :
------------One layer of : Two layers of :
Required Area : 0.1863 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area : 0.2325 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area : 1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in
1 Footing[)imensions&StrengthQ : Footing Design Res~ )
Toe Width = 0.75 ft Toe Heel
Heel Width = 3.00 Factored Pressure = 3,672 O psf
Total Footing Width = 3.75 Mu': Upward = 920 179 ft-#
Footing Thickness 12.00 in Mu': Downward = 69 2,461 ft-#
Mu: Design 851 2,282 ft-#
Key Width 12·00 in Actual 1-Way Shear 1.17 12.46 psi
Key Depth 3o.oo in Allow 1-Way Shear 43.82 43.82 psi
Key Distance from Toe = 2.75 ft Toe Reinforcing = # 6@ 12.00 in
fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 12.00 in
Footing Concrete Density 150.00 pcf Key Reinforcing = # 6@ 12.00 in
Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover@ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm
Heel: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 in, #8@ 18
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@20.37 in
Summary of Overturning & Resisting Forces & Moments
0.97 in2
0.26 in2 1ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@40.74 in
..... OVERTURNING ..... . .... RESISTING ..... Force Distance Moment
Item lbs ft ft-#
Heel Active Pressure 720.0
Surcharge over Heel = 87.3
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load 486.0
Load @ Stem Above Soil =
Total 1,293.3
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
2.00 1,440.0
3.00 261 .8
5.25 2,551 .5
O.T.M. 4,253.3
= 1.54
3,005.4 lbs
Force Distance
lbs 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 =
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight
Key Weight =
Vert. Component =
1,283.3 2.58
93.3
41.3
650.0
562.5
375.0
2.58
0.38
1.08
1.88
3.25
Moment
ft-#
3,315.3
241 .1
15.5
704.2
1,054.7
1,218.8
Total= 3,005.4 lbs R.M.= 6,549.5
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
• Axial live load NOT included in total displayed1 or used for overturning resistance, but is included for soil pressure ca1culation.
•
Project Name/Number :
NIC Consultants Title Beac~n. Detail 1/ 530 Page : 3
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Dsgnr: Touraj Eimani
Description ....
Beacon, Eccentric, 1/S30
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 Cantilevered Retaining Wall License To : RetainPro Development Center
ITTt I
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
250.0 pci
0.126 in
The above calculation rs not valid rf the heel sorl bearing pressure exceeds that of the toe,
because the wall would then tend to rotate rnto the retained sorl
Date: 7 SEP 2018
Code: IBC 2018,ACI 318-14,TMS 402-16
Project Name/Number :
NIC Consultants Title Beacpn, Detail 1/ S30 Page : 4
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Dsgnr: Touraj Eimani
Description ....
Beacon, Eccentric, 1/S30
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 License To : RetainPro Development Center
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar specified in this stem design segment=
Development length for #5 bar specified in this stem design segment =
Hooked embedment length into footing for #5 bar specified in this stem design segment =
As Provided =
As Required =
Date: 7 SEP 2018
Code: IBC 2018,ACI 318-1 4,TMS 402-16
21.36 in
16.43 in
7.68 in
0.2325 in2/ft
0.1863 in2/ft
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Project Name/Number :
Title Beac~n. Detail 1/ S30
Dsgnr: Touraj Eimani
Description ....
Beacon, Eccentric, 1/S30
Page : 5
Date: 7 SEP 2018
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 License To : RetainPro Development Center
Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
8" w/ #5@ 16"
1'-6"
•
• 6'-6 "
• 5'-0"
•
6"
2"
#6~12.in •
@ o·e 3"
#6<@ 12.in @ enter On Key '-6"
#5@12"
@ Heel
2'-9" 1'~0"
9" 3'-0"
3'-9"
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Project Name/Number :
Title Beac~n. Detail 1/ S30
Dsgnr: Touraj Eimani
Description ....
Beacon, Eccentric, 1/S30
Page : 6
Date: 7 SEP 2018
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 License To : RetalnPro Development Center Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
486.00psf (Service-Level'
Pp= 1375.00#
...... <n a. N I,{)
N
N
(0
40.00psf
ill
1293#
r
Project Name/Number :
NIC Consultants Title Beac~m. Detail 1/ S30 Page : 7
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
Dsgnr: Touraj Eimani
Description ....
Date: 7 SEP 2018
This Wall in File:
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 License To : RetainPro Development Center
Masonry
Beacon, Eccentric, 1/S30
Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
Designer to determine bar cutoff locations
160.0 lbs 480.0 lbs 800.0 lbs 1, 1 0.0 lbs 1, 0.0 lbs 0.0 lbs 320.0 lbs 640.0 lbs 960.0 lbs 1,2 0.0 lbs
... ~--,111111
·····-111111
,1111
. I 11111111
i I :~"I
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Project Name/Number :
Title Beac~>n, Detail 1/ 530
Dsgnr: Touraj Eimani
Description ....
Beacon, Eccentric, 1/530
Page : 8
Date: 7 SEP 2018
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
License To : RetainPro Development Center
6.5
5.00
Masonry Allowable Moment line Masonry
Designer to determine bar cutoff locations
690.0 ft-# 2,070.0 ft-# 3,4 0.0 ft-# 4,8 0.0 ft-# 6,2 0.0 ft-#
1,3 0.0 ft-# 2,7 0.0 ft-# 4, 1 0.0 ft-# 5,5 0.0 ft-#
Mu = 3,
MnPhi =
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Project Name/Number :
Title Beacpn, Detail 2/ S30
Dsgnr: Project Designer ...
Description ....
Beacon, Restraint, 10-ft, 2/S30
Page : 1
Date: 7 SEP 2018
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License: KW-06011040 Restrained Retaining Wall
License To : RetainPro Development Center Code: IBC 2018,ACI 318-14,TMS 402-16
Criteria I Soil Data I -------------· ~----------------Retained Height = 10.00ft Allow Soil Bearing = 3,000.0 psf
Wall height above soil = 1.50 ft Equivalent Fluid Pressure Method
Total Wall Height 11.50 ft At-rest Heel Pressure 60.0 psf/ft
Top Support Height = 10.00 ft Passive Pressure = 360.0 psf/ft
Soil Density 110.00 pcf
Slope Behind Wal = 0.00 Footingl!Soil Frictior = 0.400
Height of Soil over Toe 24.00 in Soil height to ignore
for passive pressure = 12.00 in
Thumbnail
Surcharge Loads I L Uniform Lateral Load Applied to Stem • [ Adjacent Footing Load
Surcharge Over Heel 40.0 psf
»>Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
J Axial Load Applied to St;;-I
Axial Dead Load =
Axial Live Load
Axial Load Eccentricity
0.0 lbs
0.0 lbs
0.0 in
Lateral Load 1,633.0 #/ft
... Height to Top = 7.50 ft
... Height to Bottorr
Load Type
Wind on Exposed Stem =
6.50 ft
Seismic (E)
(::itrengtn Level)
0.0 psf
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Fig CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
/ Earth Pressure Seismic Load I Kh Soil Density Multiplier = 0.500 g Added seismic per unit area
-~~~~~~
.s.te•m-W-ei•g•h•t•S•e•is•m•i•c•L•o•a•d ___ J __ . Fp / WP Weight Multiplier = 0.000 g Added seismic per unit area
L.o.e.s.ig11n_s.u.m_m.a.ry .. ______ ----, __ 1~oncr~tem Construction --
Total Bearing Load = 2,729 ~bs Thickness = 8.00 in Fy 60,000 psi
... resultant ecc. = 0.00 m Wall Weight = 100.0 psf fc = 3,000 psi
Soil Pressure @ Toe = O psf OK
Soil Pressure @ Heel = O psf OK
Allowable 3,000 psf
Soil Pressure Less Than Allowable
ACI Factored@ Toe = 0 psf
ACI Factored@ Heel O psf
Footing Shear@ Toe = 0.0 psi OK
Footing Shear@ Heel = 0.0 psi OK
Allowable 82.2 psi
Reaction at Top = 2,251.1 lbs
Reaction at Bottom 3,423.1 lbs
Sliding Stability Ratio = 1. 72 OK
Sliding Cales Lateral Sliding Force =
less 100% Passive Force= -
less 100% Friction Force= -
Added Force Req'd =
.... for 1.5 Stability
3,423.1 lbs
4,781.3 lbs
1,091.4 lbs
0.0 lbs OK
0.0 lbs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Stem is FREE to rotate at top of footing
Design Height Above Ft!,
Rebar Size
Rebar Spacing
Rebar Placed at
Rebar Depth 'd'
Design Data
fb/FB + fa/Fa
Mu .... Actual
Mn * Phi ..... Allowable
Shear Force @ this height
Shear ..... Actual
Shear ..... Allowable
@ Top Support
Stem OK
10.00 ft
=
# 5
16.00 in
Center
4.00 in
0.000
0.0 ft-#
3,945.8 ft-#
2,919.0 lbs
60.81 psi
82.16 psi
Other Acceptable Sizes & Spacings:
Mmax Between
Top & Base
Stem OK
5.22 ft
# 5
6.00 in
Center
4.00 in
0.939
8,886.6 ft-#
9,459.0 ft-#
=
=
=
=
=
=
..1 o T
0.0 lbs
0.00 ft
0.00 in
0.00 ft
Line Load
0.0 ft
0.300
0.0 psf
0.0 psf
~
•
I
@Base of Wall
Stem OK
0.00 ft
# 5
16.00 in
Center
4.00 in
0.000
0.0 ft-#
3,945.8 ft-#
3,864.4 lbs
80.51 psi
82.16 psi
Toe:# 5@ 18.00 in -or-Not req'd: Mu < phi*5*1ambda*sqrt(fc)*Sm
Load Factors
Building Code
Dead Load
Live Load
Earth,H
Wind,W
Seismic, E
IBC 2018,ACI
1.200
1.600
1.600
1.000
1.000
Heel:# 5@ 12.00 in -or-Not req'd: Mu < phi*5*1ambda*sqrt(fc)*Sm
Key: #4@ 9.51 in, #5@ 14. -or-#4@ 9.51 in, #5@ 14.60 in, #6@ 20.6
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Project Name/Number :
Title Beac~:m. Detail 2/ S30
Dsgnr: Project Designer ...
Description ....
Beacon, Restraint, 10-ft, 2/S30
Page : 2
Date: 7 SEP 2018
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License: KW-06011040 Restrained Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
License To : RetainPro Development Center
Concrete Stem Rebar Area Details
Top Support
As (based on applied moment) :
(4/3) * As :
200bd/fy : 200( 12)( 4 )/60000 :
0.0018bh : 0.0018(12)(8) :
Required Area :
Provided Area :
Maximum Area :
Mmax Between Ends
As (based on applied moment) :
(4/3) * As :
200bd/fy : 200(12)(4)/60000 :
0.0018bh : 0.0018(12)(8) :
Required Area :
Provided Area :
Maximum Area :
Base Support
As (based on applied moment) :
(4/3) * As :
200bd/fy : 200(12)(4)/60000 :
0.0018bh : 0.0018(12)(8) :
Required Area :
Provided Area :
Maximum Area :
Vertical Reinforcing
O in2/ft
O in2/ft
0.16 in2/ft
0.1728 in2/ft
0.1728 in2/ft
0.2325 in2/ft
0.6503 in2/ft
Vertical Reinforcing
0.5364 in2/ft
0. 7153 in2/ft
0.16 in2/ft
0.1728 in2/ft
0.5364 in2/ft
0.62 in2/ft
0.6503 in2/ft
Vertical Reinforcing
O in2/ft
O in2/ft
0.16 in2/ft
0.1728 in2/ft
0.1728 in2/ft
0.2325 in2/ft
0.6503 in2/ft
Horizontal Reinforcing
Min Stem T&S Reinf Area 1.920 in2
Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
Horizontal Reinforcing Options :
One layer of : Two layers of :
#4@ 12.50 in #4@ 25.00 in
#5@ 19.38 in #5@ 38.75 in
#6@ 27.50 in #6@ 55.00 in
Horizontal Reinforcing
Min Stem T&S Reinf Area 0.918 in2
Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
Horizontal Reinforcing Options :
One layer of : Two layers of :
#4@ 12.50 in #4@ 25.00 in
#5@ 19.38 in #5@ 38.75 in
#6@ 27.50 in #6@ 55.00 in
Horizontal Reinforcing
Min Stem T&S Reinf Area 1.002 in2
Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
Horizontal Reinforcing Options :
One layer of : Two layers of :
#4@ 12.50 in #4@ 25.00 in
#5@ 19.38 in #5@ 38.75 in
#6@ 27.50 in #6@ 55.00 in
f Footing Strengths & Dimensions I l Footin~ Desiin Resu~
1 eel Toe Width
Heel Width
Total Footing Widtt =
Footing Thickness =
Key W idth
Key Depth
Key Distance from Toe
0.67 ft
1.33 -2-.00
15.00 in
12.00 in
24.00 in
0.67 ft
fc = 3,000 psi Fy = 60,000 psi
Footing Concrete Density 150.00 pcf
Min. As % 0.0018
Cover@ Top = 2.00 in @ Btm.= 3.00 in
Toe
Factored Pressure = 0 0 psf
Mu': Upward = 0 0 ft-#
Mu' : Downward 0 0 ft-#
Mu: Design = 0 0 ft-#
Actual 1-Way Shear 0.00 0.00 psi
Allow 1-Way Shear 82.16 82.16 psi
Min footing T&S reinf Area 0.65 in2
Min footing T&S reinf Area per foot 0.32 in2 !ft
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 7.41 in #4@ 14.81 in
#5@ 11.48 in #5@ 22.96 in
#6@ 16.30 in #6@ 32.59 in
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Project Name/Number :
Title Beacpn, Detail 2/ S30
Dsgnr: Project Designer ...
Description ....
Beacon, Restraint, 10-ft, 2/S30
Page : 3
Date: 7 SEP 2018
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040
License To : RetainPro Development Center
Restrained Retaining Wall Code: IBC 2018,ACI 318-1 4,TMS 402-16
[ Summary of Forces on Footing : Slab is NOT resisting sliding, stem is PINNED at footing
Forces acting on footing for overturning, sliding, & soil pressure
Lateral Distance Moment
Overturning Moments ... lbs ft ft-#
Stem Shear @ Top of Footing = -2,599.0
Heel Active Pressure = -824.1
Sliding Force = 3,423.1
1.25
0.61
-3,248.7
-505.3
Overturning Moment =
Footing Overturning Stability Ratio
-3,754.1
0.81
Net Moment Used For Soil Pressure Calculations
Net Mom. at Stem/Ftg Interface =
Allow. Mom. @ Stem/Ftg Interface =
Allow. Mom. Exceeds Applied Mom.?
Therefore Uniform Soil Pressure =
2,037.0 ft-#
2,037 .0 ft-#
2,466.1 ft-#
Yes
1,364.3 psf
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Resisting Moments ...
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
Soil Over Toe
Stem Weight
Surcharge Over Toe
Soil Over Heel
Footing Weight
Total Vertical Force
Vertical Lateral
lbs lbs
26.5
147.4
1,150.0
729.7
675.0
Distance
ft
1.67
0.34
1.00
1.67
0.85
2,728.6 lbs
Resisting Moment
I
Moment
ft-#
44.3
49.4
1,153.8
1,217.3
576.5
3,041 .3
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Project Name/Number :
Title Beac~m. Detail 2/ S30
Dsgnr: Project Designer ...
Description ....
Beacon, Restraint, 10-ft, 2/S30
Page : 4
Date: 7 SEP 2018
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License: KW-06011040 Restrained Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
License To : RetainPro Development Center
Rebar Lap & Embedment Lengths Information
Stem Design Segment Near Top Support
Stem Design Height: 10.00 ft above top of footing
Lap Splice length for #5 bar specified in this stem design segment =
Lap Splice length for #5 bar extending up into this stem design segment from below =
Development length for #5 bar specified in this stem design segment=
Development length for #5 bar extending up into this stem design segment from below=
Stem Design Segment at Mmax Between Ends
Stem Design Height: 5.22 ft above top of footing
Lap Splice length for #5 bar extending down into this stem design segment from above =
Lap Splice length for #5 bar specified in this stem design segment =
Lap Splice length for #5 bar extending up into this stem design segment from below=
Development length for #5 bar extending down into this stem design segment from above =
Development length for #5 bar specified in this stem design segment =
Development length for #5 bar extending up into this stem design segment from below=
Stem Design Segment at Base Support
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar extending down into this stem design segment from above =
Lap Splice length for #5 bar specified in this stem design segment=
Development length for #5 bar extending down into this stem design segment from above =
Development length for #5 bar specified in this stem design segment=
Hooked embedment length into footing for #5 bar specified in this stem design segment =
As Provided =
As Required =
21 .36 in
21 .36 in
16.43 in
16.43 in
21.36 in
21 .36 in
21 .36 in
16.43 in
16.43 in
16.43 in
21 .36 in
21.36 in
16.43 in
16.43 in
9.59 in
0.2325 in2/ft
0.1728 in2/ft
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Project Name/Number :
Title Beac~n. Detail 21 530
Dsgnr: Project Designer ...
Description ....
Beacon, Restraint, 10-ft, 21530
Page : 5
Date: 7 SEP 2018
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 License To : RetainPro Development Center
Restrained Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
8" Concrete w/#5@ ~;o
Lateral Restraint
t p
t
t
t
10·-o·
s· co1 ncrete w/ #5@ I(•
>-,,.~~
2'-D"
'>.,y '>.,) ')o
8 C o 1crete w. r, 6" =
#5@18." k ~J @Toe
~1l.7n 19~~r On Ke " ~
s· 1·-0·~
8" 1'-4''.
2·-0·
I
1'-6"
11'-6_
10·-o·
• ••
1 2" 1'-3" ~
T 3·
Z-0"
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 License To : RetainPro Development Center
Pp= 4 781 .25#
Project Name/Number :
Title Beacpn, Detail 2/ S30
Dsgnr: Project Designer ...
Description ....
Beacon, Restraint, 10-ft, 2/S30
Page : 6
Date: 7 SEP 2018
Restrained Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
Lateral Restraint
2251.14#
1633 00psf (Serv1ce-Ievel)■
40.00psf
ill
5674#
D
Project Name/Number :
NIC Consultants Title Beac~m. Detail 2/ 530 Page : 7
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
Dsgnr: Project Designer ...
Description ....
Date: 7 SEP 2018
Beacon, Restraint, 10-ft, 2/S30
This Wall in File:
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 Restrained Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To : RetainPro Development Center
asonry
Designer to determine bar cutoff locations
390.0 lbs 1,170.0 lbs 1,9 0.0 lbs 2,7 0.0 lbs 3,5 0.0 lbs 1,5 0.0 lbs 2,3 0.0 lbs 3, 1 0.0 lbs I I • : t I • , --: .... __ _
~ .... -
1 ! I I I·-
~ : I :~--
~ ;-·----~--------~--------~11111111------~ ·----~~.--.. ....
Project Name/Number :
NIC Consultants Title Beac~n, Detail 2/ S30 Page : 8
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
Dsgnr: Project Designer ...
Description ....
Date: 7 SEP 2018
This Wall in File:
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040
License To : RetainPro Development Center
Beacon, Restraint, 10-ft, 2/S30
Restrained Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
I • -. -• ' • -•. • . .... •• • •• I • -• :. -
/
•······· -, .... .
I • I I · : I t · • , I I ·
• ,ti · , •II · : II ·
••••• ••••• ••••• -.... ~-11
JI ~• ~·-.....
-dlllll •••••
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Enercalc EARTH (c) 1987-2018, Bulld 11.18.09.29
License : KW-06011040
License To : RetainPro Development Center
Criteria I
Retained Height = 8.00 ft
Wall height above soil 1.50 ft
Total Wall Height 9.50 ft
Top Support Height 8.00 ft
Slope Behind Wal 0.00
Height of Soil over Toe = 6.00 in
Project Name/Number :
Title Beacpn, Detail 3/ S30
Dsgnr: Touraj Eimani
Description ....
Beacon, Eccentric 8-ft, 3/S30
Page: 1
Date: 6 SEP 2018
Restrained Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
Soil Data I
Allow Soil Bearing 3,000.0 psf
Equivalent Fluid Pressure Method
At-rest Heel Pressure = 60.0 psf/ft
Passive Pressure
Soil Density
FootingJISoil Frictior
Soil height to ignore
for passive pressure
360.0 psf/ft
110.00 pcf
0.400
12.00 in
Thumbnail
s_u.rc•h•a•rg•e-l.oa•d•s---------■• Uniform lateral l oad Applied to Stem I iAd]acent Footi~ • Surcharge Over Heel 40.0 psf
»>Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
\ Axial load Applied to Stem
Axial Dead Load
Axial Live Load
Axial Load Eccentricity =
0.0 lbs
0.0 lbs
0.0 in
I
Lateral Load
... Height to Top
... Height to Bottorr
Load Type
1,633.0 #/ft
7.50 ft
6.50 ft
= Seismic (E)
(~trength Level)
Wind on Exposed Stem = 0.0 psf
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Fig CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
0.0 lbs
0.00 ft
0.00 in
0.00 ft
Line Load
0.0 ft
0.300
EarthPressure Seismic load I Kh Soil Density Multiplier =
~~~~~~~~
0.500 g Added seismic per unit area 0.0 psf
.s.te•m-W•e•i•g•h•t .s.ei•s•m•i•c •l •o•a•d ____ J_■ Fp / WP Weight Multiplier = 0.000 g Added seismic per unit area 0.0 psf
.o.e.s.ig11n_s.u.m_m•a•ry-■--------• Masonry Stem Construction I
Total Bearing Load 3,638 lbs Thickness = 8.00 in rm = 1,500 psi
20,000 psi
Short Term Factor =
Equiv. Solid Thick.=
n Ratio (Es/Em)
1.000
7.600in
21.481
... resultant ecc. 6.04 in wall Weight = 78.0 psf Fs
Soil Pressure @ Toe = 2.433 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable 3,000 psf
Soil Pressure Less Than Allowable
ACI Factored@ Toe = 2,920 psf
ACI Factored @ Heel 0 psf
Footing Shear@Toe = 0.0 psi OK
Footing Shear@ Heel = 3.5 psi OK
Allowable 82.2 psi
Reaction at Top 2,155.1 lbs
Reaction at Bottom = 2,103.2 lbs
Sliding Stability Ratio = 1.65 OK
Sliding Cales Lateral Sliding Force
less 100% Passive Force= -
less 100% Friction Force= -
2,103.2 lbs
2,025.0 lbs
1.455.1 lbs
Added Force Req'd =
... .for 1.5 Stability =
0.0 lbs OK
0.0 lbs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
load Factors
Building Code
Dead Load
Live l oad
Earth,H
Wind,W
Seismic, E
IBC 2018,ACI
1.200
1.600
1.600
1.000
1.000
Stem is FREE to rotate at top of footing
Block Type = Medium Weight
Design Method = ASD
Solid Grouted
Design Height Above Ftg
Rebar Size
Rebar Spacing
Rebar Placed at
Rebar Depth 'd'
Design Data
fb/FB + fa/Fa
Moment. ... Actua
Moment. .... Allowable
Shear Force @ this height
Anet
Shear. .... Actual
Shear ..... Allowable
@ Top Support
=
Stem OK
8.00 ft
# 5
8.00 in
Edge
5.25 in
0.000
0.0 ft-#
3.403.2 ft-#
2,156.8 lbs
91 .50 in2
23.57 psi
77.71 psi
Other Acceptable Sizes & Spacings:
Mmax Between
Top & Base
Stem OK
4.21 ft
# 5
8.00 in
Edge
5.25 in
0.856
2,911.9 ft-#
3,403.2 ft-#
@Base of Wall
Stem OK
0.00 ft
# 5
16.00 in
Center
3.75 in
0.000
0.0ft-#
1,272.4 ft-#
1,571.4 lbs
91.50 in2
17.17 psi
77.71 psi
Toe:# 5@ 18.00 in -or-Not req'd: Mu < phi•5•Iambda•sqrt(fc)•Sm
Heel:# 5@ 12.00 in -or-Not req'd: Mu < phi•5•Iambda•sqrt(fc)*Sm
Key: #4@ 9.51 in, #5@ 14. -or-#4@ 9.51 in, #5@ 14.60 in, #6@ 20.6
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Project Name/Number :
Title Beac~>n, Detail 3/ S30
Dsgnr: Touraj Eimani
Description ....
Beacon, Eccentric 8-ft, 3/S30
Page : 2
Date: 6 SEP 2018
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 Restrained Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
License To : RetainPro Development Center
fJooting Strengths & Dimensions
Toe Width = 0.00 ft
Heel Width 3.00
Total Footing Widt~ = 3.00
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density =
Min.As%
12.00 in
12.00 in
24.00 in
2.00 ft
60,000 psi
150.00 pcf
0.0018
Cover @ Top = 2.00 in @ Btm.= 3.00 in
• Footing Design Results I
--••------To•e---•~eel
Factored Pressure
Mu': Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear =
Allow 1-Way Shear =
2,920 o psf
0 2,513 ft-#
0 4,063 ft-#
0 1,550 ft-#
0.00 3.49 psi
0.00 82.16 psi
Min footing T&S reinf Area 0.78 in2
Min footing T&S reinf Area per foot 0.26 in2 1ft
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 in #5@ 28.70 in
#6@ 20.37 in ____ #6@ 4_0_.7_4_in ____ _
l Summa of Forces on Footin Slab is NOT resistin , stem is PINNED at footin
Forces acting on footing for overturning, sliding, & soil pressure
Lateral Distance Moment Vertical Lateral
Overturning Moments... lbs ft ft-#
Stem Shear@ Top of Footing = -1,571.4 1.00 -1 ,571.4
Heel Active Pressure = -531 .8 0.49 -260.9 -----
Sliding Force = 2,103.2
Overturning Moment =
Footing Overturning Stability Ratio
-1,832.3
2.98
Resisting Moments ...
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem
Soil Over Toe
Stem Weight
Surcharge Over Toe
Soil Over Heel
Footing Weight
Total Vertical Force
lbs lbs
93.3
=
=
= 741 .0
=
2,053.3
750.0
= 3,637.7 lbs
Distance
ft
1.83
0.33
1.83
1.70 Net Moment Used For Soil Pressure Calculations
Net Mom. at Stem/Ftg Interface=
Allow. Mom. @ Stem/Ftg Interface=
Allow. Mom. Exceeds Applied Mom.?
1,830.8 ft-#
1,830.8 ft-#
1,272.4 ft-#
No
Resisting Moment =
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Moment
ft-#
171.1
247.0
3,764.4
1,275.5
5,458.1
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Project Name/Number :
Title Beacpn, Detail 3/ S30
Dsgnr: Touraj Eimani
Description ....
Beacon, Eccentric 8-ft, 3/S30
Page : 3
Date: 6 SEP 2018
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License: KW-06011040 Restrained Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
License To : RetainPro Development Center
Rebar Lap & Embedment Lengths Information
Stem Design Segment Near Top Support
Stem Design Height: 8.00 ft above top of footing
Calculated Rebar Stress,fs = 0.00
Lap Splice length for #5 bar specified in this stem design segment=
Lap Splice length for #5 bar extending up into this stem design segment from below=
Development length for #5 bar specified in this stem design segment=
Development length for #5 bar extending up into this stem design segment from below=
Stem Design Segment at Mmax Between Ends
Stem Design Height: 4.21 ft above top of footing
Calculated Rebar Stress,fs = 0.00
Lap Splice length for #5 bar extending down into this stem design segment from above=
Lap Splice length for #5 bar specified in this stem design segment =
Lap Splice length for #5 bar extending up into this stem design segment from below =
Development length for #5 bar extending down into this stem design segment from above =
Development length for #5 bar specified in this stem design segment =
Development length for #5 bar extending up into this stem design segment from below =
Stem Design Segment at Base Support
Stem Design Height: 0.00 ft above top of footing
Calculated Rebar Stress,fs = 0.00
Lap Splice length for #5 bar extending down into this stem design segment from above =
Lap Splice length for #5 bar specified in this stem design segment=
Development length for #5 bar extending down into this stem design segment from above =
Development length for #5 bar specified in this stem design segment =
Hooked embedment length into footing for #5 bar specified in this stem design segment =
As Provided =
As Required =
25.00 in
25.00 in
12.00 in
12.00 in
25.00 in
25.00 in
25.00 in
12.00 in
12.00 in
12.00 in
25.00 in
25.00 in
12.00 in
12.00 in
6.39 in
0.2325 in2/ft
0.1728 in2/ft
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Project Name/Number :
Title Beac~n. Detail 3/ S30
Dsgnr: Touraj Eimani
Description ....
Beacon, Eccentric 8-ft, 3/S30
Page : 4
Date: 6 SEP 2018
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 License To : RetainPro Development Center
Restrained Retaining Wall Code: IBC 201 8,ACI 318-14,TMS 402-1 6
Solid Grout
a·Masonry w/ #5 ~~----------r----r-
Lateral Restraint
8" M
8'-0"
8" M onry WI #5
9'-6"
1'-0"
2·-0·
2'-0" ·-o
3-o·
3'-0~
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Project Name/Number :
Title Beaci:m, Detail 3/ S30
Dsgnr: Touraj Eimani
Description ....
Beacon, Eccentric 8-ft, 3/S30
Page : 5
Date: 6 SEP 2018
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 License To : RetainPro Development Center
Restrained Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
Lat eral Restraint
(s 1633r.09.eniiiii.
~§t1~1f ·1
•
Pp= 2025.00#
......
(/"I
0. co 0 cvj
(Y) ...,,.
N
40.00psf
ill
4258#
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 License To : RetainPro Development Center
Project Name/Number :
Title Beac~n. Detail 3/ S30
Dsgnr: Touraj Eimani
Description ....
Beacon, Eccentric 8-ft, 3/S30
Page : 6
Date: 6 SEP 2018
Restrained Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
Designer to determine bar cutoff locations
240.0 lbs 720.0 lbs 1,2 0.0 lbs 1,6 0.0 lbs 2, 1 0.0 lbs 960.0 lbs 1,4 0.0 lbs 1,9 0.0 lbs
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Project Name/Number :
Title Beacpn, Detail 3/ 530
Dsgnr: Touraj Eimani
Description ....
Beacon, Eccentric 8-ft, 3/530
Page : 7
Date: 6 SEP 2018
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 License To : RetainPro Development Center
Restrained Retaining Wall Code: IBC 2018,ACI 318-1 4,TMS 402-16
Base
II · •11 " ··
• • . . • • . . ;e • . • • . 2,9 0.0 ft-#
1 ■■■11■■■
l
J
~11111
...... 111111111111 ■
-. dlllll I■■■■
3,3 0.0 ft-#
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Project Name/Number :
Title Beac~n. Detail 4/ S30
Dsgnr: Touraj Eimani
Description ....
Beacon, 4ft, 4/S30
Page : 1
Date: 11 SEP 2018
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License: KW-06011040 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
License To : RetainPro Develo ment Center L Criteria [ Soil Data I
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe =
Water height over heel
4.00 ft
1.50 ft
0.00
6.00 in
0.0 ft
Allow Soil Bearing 3,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 40.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
Footingl!Soil Friction
Soil height to ignore
for passive pressure
200.0 psf/ft
110.00 pcf
110.00 pcf
= 0.300
= 18.00 in
I
L
[surcharge Loads I ~teral Load Applied to Stem • I Adjacent Footing Load
Surcharge Over Heel 40.0 psf Lateral Load 0.0 #/ft
Used To Resist Sliding & Overturning ... Height to Top 0.00 ft
Adjacent Footing Load
Footing Width
Surcharge Over Toe = 0.0 ... Height to Bottom = 0.00 ft
Used for Sliding & Overturning
Eccentricity
Wall to Ftg CL Dist
I Axial Load Applied to Stem • Axial Dead Load 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity 0.0 in
I Earth Pressure Seismic Load )
Method : Inverted Triangular
Load at top of Inverted Triangular Distribution ..
(Strength)
[ Design Summary
Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
... resultant ecc.
I
1.50 OK
1.64 OK
1,859 lbs
10.64 in
Soil Pressure @ Toe 2,021 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 3,000 psf
Soil Pressure Less Than Allowable
ACI Factored@ Toe = 2,829 psf
ACI Factored @ Heel O psf
Footing Shear@ Toe
Footing Shear@ Heel
Allowable
Sliding Cales
Lateral Sliding Force =
less 100% Passive Force = -
less 100% Friction Force = -
Added Force Req'd =
.... for 1.5 Stability
16.9 psi OK
6.7 psi OK
82.2 psi
950.7 lbs
1,000.0 lbs
557.6 lbs
0.0 lbs OK
0.0 lbs OK
Load Type Wind (W)
(Service Level) Footing Type
Base Above/Below Soil
Wind on Exposed Stem =
(Service Level)
0.0 psf at Back of Wall
Poisson's Ratio
Total Strength-Level Seismic Load .... .
216.000 psf Total Service-Level Seismic Load .. .
L Stem Construction J
Design Height Above Ftg ft=
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Service Level
Strength Level
Moment....Actual
Service Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Masonry Data
fm
Fs
lbs=
lbs=
ft-#=
ft-#=
psi =
psi=
psi =
in2=
in=
psi=
psi=
Bottom
Stem OK
0.00
Masonry
ASD
8.00
# 5
16.00
Edge
0.807
896.6
1,402.4
1,810.2
3,689.7
2,243.7
9.8
18.9
45.1
91 .50
5.25
1,500
32,000
Yes
ASD
139.50
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Solid Grouting
Modular Ratio 'n'
Wall Weight psf=
12.89
84.0
Load Factors
Building Code
Dead Load
Live Load
Earth,H
Wind,W
Seismic, E
IBC 2018,ACI
1.200
1.600
1.600
1.000
1.000
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
= 1.000
in= 7.60
= Normal Weight
= ASD
psi=
psi =
=
=
=
j
0.0 lbs
0.00 ft
0.00 in
0.00 ft
Line Load
0.0 ft
0.300
540.000 lbs
378.000 lbs
•
Project Name/Number :
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
Title Beac~n, Detail 4/ S30
Dsgnr: Touraj Eimani
Description ....
Page : 2
Date: 11 SEP 2018
Beacon, 4ft, 4/S30
This Wall in File:
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
License To : RetainPro Develo ment Center
Footing Dimensions & Strengths
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
1.29 ft
= 1.71 = --3.00
12.00 in
15.00 in
24.00 in
1.25 ft
fc = 3,000 psi Fy = 60,000 psi
150.00 pcf Footing Concrete Density
Min. As %
Cover@Top 2.00
= 0.0018
@ Btm.= 3.00 in
I Footing Design Results • Factored Pressure
Mu': Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe Reinforcing
Heel Reinforcing
Key Reinforcing
Toe Heel
2,829 0 psf
1,804 0 ft-#
258 554 ft-#
1,546 554 ft-#
16.87 6.71 psi
43.82 43.82 psi
#5@12.00in
#5@14.00 in
#5@8.00 in
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi•5•Iambda•sqrt(fc)•sm
Heel: Not req'd: Mu < phi•5•Iambda•sqrt(fc)*Sm
Key: Not req'd: Mu < phi•5•Iambda•sqrt(fc)*Sm
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@20.37 in
0.78 in2
0.26 in2 !ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@40.74 in
Summa of Overturnin & Resistin Forces & Moments
..... OVERTURNING .....
Force Distance Moment
.. ... RESISTING ..... Force Distance
lbs ft
Moment
ft-# Item lbs ft ft-# ----~----
Heel Active Pressure
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Seismic Earth Load
Total
Resisting/Overturning Ratio
500.0
72.7
378.0
950.7
Vertical Loads used for Soil Pressure =
1.67
2.50
3.33
O.T.M.
833.3
181.8
1,260.0
2,275.2
1.50
1,858.8 lbs
Soil Over Heel
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem =
Soil Over Toe
Surcharge Over Toe
Stem Weight(s) =
Earth @ Stem Transitions=
Footing Weight =
Key Weight =
Vert. Component
459.1 2.48 1,1 37.7
41 .7 2.48 103.4
71.0 0.65 45.8
462.0 1.62 750.0
450.0 1.50 675.0
375.0 1.88 703.1
3.00 ---Total= 1,858.8 lbs R.M.= 3,415.0
If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
[Tilt J
• Axial live load NOT included in total displayed! or used for overturning
resistance, but is included for soil pressure ca culation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
250.0 pci
0.103 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Project Name/Number :
NIC Consultants Title Beac~m. Detail 4/ S30 Page : 3
Date: 11 SEP 2018 23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Dsgnr: Touraj Eimani
Description ....
Beacon, 4ft, 4/S30
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 License To : RetainPro Development Center
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Calculated Rebar Stress,fs = 19517.30
Lap Splice length for #5 bar specified in this stem design segment=
Development length for #5 bar specified in this stem design segment =
Hooked embedment length into footing for #5 bar specified in this stem design segment =
As Provided =
As Required =
Code: IBC 2018,ACI 318-14,TMS 402-16
25.00 in
24.40 in
6.03 in
0.2325 in2/ft
0.1462 in2/ft
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Project Name/Number :
Title Beac~n, Detail 4/ S30
Dsgnr: Touraj Eimani
Description ....
Beacon, 4ft, 4/S30
Page : 4
Date: 11 SEP 2018
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License: KW-06011040
License To : RetainPro Development Center
Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-1 6
8" w/ #5@ 16"
Solid Grout
#5@ ·12.in
@ Toe
#5@,8.in
@ Center On Key
#5@14"
@Heel
5'-6"
2'-0"
1'-3" 1'-3" 6"
1'-3" 1'-9"
3'-0"
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 License To : RetainPro Development Center
Pp= 1000.00#
Project Name/Number :
Title Beac~m. Detail 4/ S30 Page : 5
Date: 11 SEP 2018 Dsgnr: Touraj Eimani
Description ....
Beacon, 4ft, 4/S30
Cantilevered Retaining Wall
.....
(J)
r
0.. ro (.!)
40 .00psf
ill
Code: IBC 2018,ACI 318-1 4,TMS 402-16
573# 378#
ci N 0 N
■ Seismic lateral earth pressu
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 License To : RetainPro Development Center
Masonry
100.0 lbs 0.0 lbs 200.0 lbs
Project Name/Number :
Title Beacpn, Detail 4/ 530
Dsgnr: Touraj Eimani
Description ....
Beacon, 4ft, 4/530
Page : 6
Date: 11 SEP 2018
Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
Designer to determine bar cutoff locations
300.0 lbs 500.0 lbs 700.0 lbs 900.0 lbs 400.0 lbs 600.0 lbs 800.0 lbs
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040
License To : RetainPro Development Center
Wall Masonry
250.0 ft-#
0.0 ft-# 500.0 ft-#
Project Name/Number :
Title Beac~n. Detail 4/ S30
Dsgnr: Touraj Eimani
Description ....
Beacon, 4ft, 4/S30
Page : 7
Date: 11 SEP 2018
Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
Allowable Moment Line Concrete Masonry
Designer to determine bar cutoff locations
750.0 ft-# 1,2 0.0 ft-# 1,7 0.0 ft-# 2,2 0.0 ft-#
1,0 0.0 ft-# 1,5 0.0 ft-# 2,0 0.0 ft-#
Project Name/Number :
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
Title Beac~m. Detail 5/ S30
Dsgnr: Touraj Eimani
Description ....
Page : 1
Date: 11 SEP 2018
Beacon, 5ft, 5/S30
This Wall in File:
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To : RetainPro Develo
Criteria
Retained Height = 5.00 ft
Wall height above soil = 1.50 ft
Slope Behind Wall 4.00
Height of Soil over Toe = 0.00 in
Water height over heel = 0.0 ft
[ Surcharge Loads--~
• Surcharge Over Heel 40.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
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
l Earth Pressure Seismicload I
Method : Inverted Triangular
I Soil Data f
Allow Soil Bearing = 3,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 40.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingjjSoil Friction
Soil height to ignore
for passive pressure
200.0 psf/ft
11 o.oo pcf
110.00 pcf
0.300
= 18.00 in .... L
.L.a.te.r.a.1.Lo•a•d-A1111p1111p.li•e•d•t•o•S•t•e•m-_.l Adjacent Footing Load
Lateral Load
... Height to Top
... Height to Bottom
Load Type
0.0 #/ft
0.00 ft
0.00 ft
= Wind (W)
(Service Level)
Wind on Exposed Stem =
(Service Level)
0.0 psf
Adjacent Footing Load
Footing Width =
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio =
Total Strength-Level Seismic Load. . . . . =
Load at top of Inverted Triangular Distribution . . . . . . = 216.000 psf Total Service-Level Seismic Load .....
(Strength)
,--
Design Summary I Stem Construction
Wall Stability Ratios
Overturning 1.13 Ratio < 1.5!
Slab Resists All Sliding !
Total Bearing Load 1,942 lbs
... resultant ecc. = 21 .02 in
Resultant Exceeds Fig. Width!
Soil Pressure @ Toe O psf OK
Soil Pressure @ Heel O psf OK
Allowable 3,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe O psf
ACI Factored @ Heel O psf
Footing Shear@ Toe
Footing Shear @ Heel
Allowable
Sliding Cales
Lateral Sliding Force
1.9psi OK
10.5 psi OK
82.2 psi
1.432.3 lbs
Notes: The ratio of overturning is below
1.5, but we add seismic load in our
design, so the ratio above 1.1 is ok.
Design Height Above Ftg
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force@ Section
Service Level
Strength Level
Moment....Actual
Service Level
Strength Level
Moment ..... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd' ._ _________________ ... masonry Data
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
Dead Load
Live Load
Earth,H
Wind,W
Seismic, E
IBC 2018,ACI
1.200
1.600
1.600
1.000
1.000
fm
Fs
Solid Grouting
Modular Ratio 'n'
Wall Weight
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
f c
Fy
I
ft=
Bottom
Stem OK
0.00
Masonry
ASD
8.00
# 6
8.00
Edge
0.925
lbs = 1,220.7
lbs= 1,402.4
ft-#= 2,995.2
ft-#= 3,689.7
= 3,237.7
psi= 13.3
psi= 18.9
psi= 45.4
in2 = 91 .50
in = 5.25
psi= 1,500
psi= 32,000
= Yes
12.89
psf= 84.0
= 1.000
in = 7.60
= Normal Weight
ASD
psi =
psi =
ASD
139.50
0.0 lbs
0.00 ft
0.00 in
0.00 ft
Line Load
0.0 ft
0.300
675.000 lbs
472.500 lbs
•
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Project Name/Number :
Title Beacpn, Detail 5/ S30
Dsgnr: Touraj Eimani
Description ....
Beacon, 5ft, 5/S30
Page: 2
Date: 11 SEP 2018
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 Cantilevered Retaining Wall
License To : RetainPro Develo ment Center Code: IBC 2018,ACI 318-14,TMS 402-16
Footing Dimensions & Strengths I Footing Design Results
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth =
Key Distance from Toe
1.29 ft
1.96
~5
15.00 in
0.00 in
24.00 in
1.25 ft
fc = 3,000 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover@ Top 2.00 @ Btm.= 3.00 in
Toe Heel
Factored Pressure = O O psf
Mu' : Upward = O O ft-#
Mu' : Downward 237 1,524 ft-#
Mu: Design = -237 1,524 ft-#
Actual 1-Way Shear 1.87 10.51 psi
Allow 1-Way Shear = 43.82 43.82 psi
Toe Reinforcing = # 5@ 12.00 in
Heel Reinforcing = # 5@ 14.00 in
Key Reinforcing # 5 @ 8.00 in
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm
Heel: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm
Key: Slab Resists Sliding -No Force on Key
Min footing T&S reinf Area 1.05 in2
0.32 in2 1ft Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
If two layers of horizontal bars:
#4@ 14.81 in
#5@22.96 in
#6@ 32.59 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING ..... . .... RESISTING ..... Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure
Surcharge over Heel
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load
Load @ Stem Above Soil =
Seismic Earth Load =
Total
Resisting/Overturning Ratio
864.2
95.6
472.5
1,432.3
2.19
3.29
4.17
O.T.M.
1,893.5
314.2
1,968.8
4,176.5
Soil Over Heel =
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load =
Axial Dead Load on Stem=
• Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) =
Earth @ Stem Transitions=
71 1.3
23.0
51 .7
546.0
610.0
2.61
2.82
2.61
1.63
1.63 Footing Weight
Key Weight = 1.25
1,854.2
64.9
134.9
888.2
992.3
Vertical Loads used for Soil Pressure =
= 1.13
1,942.1 lbs Vert. Component = 240.6 3.25 782.6
Total = 2,182.6 lbs R.M.= 4,717.0
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
• Axial live load NOT included in total displayed! or used for overturning
resistance, but is included for soil pressure ca culation.
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Tilt -,
Notes: The ratio of overturning is below
1.5, but we add seismic load in our
design, so the ratio above 1.1 is ok.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
250.0 pci
0.103 in
The above calculation Is not valid 1f the heel s01I bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil
•
Project Name/Number :
NIC Consultants Title Beac~>n, Detail 5/ S30 Page : 3
Date: 11 SEP 2018 23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Dsgnr: Touraj Eimani
Description ....
Beacon, 5ft, 5/S30
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 License To : RetainPro Development Center
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Calculated Rebar Stress,fs = 11977.37
Lap Splice length for #6 bar specified in this stem design segment =
Development length for #6 bar specified in this stem design segment=
Hooked embedment length into footing for #6 bar specified in this stem design segment =
As Provided =
As Required =
Code: IBC 2018,ACI 318-14,TMS 402-16
30.00 in
17.97 in
6.00 in
0.6600 in2/ft
0.2449 in2/ft
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Project Name/Number :
Title Beac~>n, Detail 5/ S30
Dsgnr: Touraj Eimani
Description ....
Beacon, 5ft, 5/S30
Page : 4
Date: 11 SEP 2018
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 License To : RetainPro Development Center
Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
8" w/ #6@ 8"
Solid Grout
#5@12.in
@ T oe
#5@14"
@Heel
Restraint -----
1'-3" Z-0"
1'-4" Z-0"
3'-3"
4
,5'-4" :
i : ! ! :
Z-0"
6'-6"
5'-0"
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040
License To : RetainPro Development Center
Restraint
Project Name/Number :
Title Beac~n. Detail 5/ 530
Dsgnr: Touraj Eimani
Description ....
Beacon, 5ft, 5/530
Page : 5
Date: 11 SEP 2018
Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
40 00psf
ill 4
960# 473#
■ Seismic lat eral earth pressure
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 License To : RetainPro Development Center
Masonry
140.0 lbs
0.0 lbs 280.0 lbs
Project Name/Number :
Title Beacpn, Detail 5/ S30
Dsgnr: Touraj Eimani
Description ....
Beacon, 5ft, 5/S30
Page : 6
Date: 11 SEP 2018
Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
Designer to determine bar cutoff locations
420.0 lbs 700.0 lbs 980.0 lbs
560.0 lbs 840.0 lbs
1,2 0.0 lbs
1,120.0 lbs
NIC Consultants
23 Corporate Plaza Drive
Newport Beach, CA 92660
Beacon Site Package
This Wall in File:
Project Name/Number :
Title Beacpn, Detail 5/ S30
Dsgnr: Touraj Eimani
Description ....
Beacon, 5ft, 5/S30
Page : 7
Date: 11 SEP 2018
Enercalc EARTH (c) 1987-2018, Build 11.18.09.29
License : KW-06011040 License To : RetainPro Development Center
Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
Masonry Allowable Moment Line Masonry
Designer to determine bar cutoff locations
360.0 ft-# 1,0 0.0 ft-# 1,8 0.0 ft-# 2,5 0.0 ft-# 3,2 0.0 ft-# 720.0 ft-# 1,4 0.0 ft-# 2, 1 0.0 ft-# 2,8 0.0 ft-#