HomeMy WebLinkAboutX2020-1612 - Calcsi
i
KNA ENGINEERING, INC.
!I I lranl r_c_)N"111 1 AN l `:,
-- -- -- - --..—..----- -- - --- -- ...- -- -- - -- -----
30923 C.-Inwood Strerrt • Suite 223 • Agoura Mills, CA 91 301 (818) 86
STRUCTURAL CALCULATIC
Bio Retention Vault
For
KNA 14-016A
3235 Ocean Boulevard
Corona Del Mar, CA
DATED 1 /27/2021
PAGES 1 to 17
ITEM PAGE
Wind Force 1
Bio-Retention with L-Footing 3
Bio-Retention with T-Footing 8
Bio-Retention with Slug Wall BUILDING DIVISION 13
CITY OF NEWPORT BEAGI { C-r''
'--V'ELOPi%P.EIll t:; °;' 4T
OF THESE PLAFIS CC.'
T; UTE
11
APPROVAL
AUTI ir—IZATION TO CO""1 U
I C L
II C Jr,S ;TE1JT WITH THE C l ll.::
LiEACH THIS APPRCV/-
CU j FF -
Li
p:-:
PLL F1- I LCTS, IN Cad:
C
IT OFF. I
0;-,, r,I ICL 5 PLAI ! , - I U _iCl
AHd , PERIVIi .
IE;E THE i;
'
U RFCIUIR'
ai I ED EY
S BF_FOI C. r
WITH THE ORCIi', '
IF
II'E';li`!�,FiaLWPGRIi�c- H
"k.-Ki.lovVl-LDGEIVIENT
- (SIGI'JATU=_ -
SIGNATURF
,"1�. ,, r• -- t1k�N
FD J UN 2 4 2021
BY: M.K
1/27/21
I
Mt
3235 OcOqh B
, 0 21
101, Cor on
17ON
a Ne'l
M
ra
(1)
0
r— 0
m
>
0
Lo
a
C/)
kD
ry
o
0
aro
(1)
Z'
w
uj
LW
(Y) C
r
0
x
o
C)
CL
-0 dw)
CL•
X-
C�
(3
-a
CL
E
>
_C:
a
E
>
0-
E
>
CL
E
>
0-
E
>
c )
a
o
o-
C)
o
-
0
r_
0
w
U-
U)
CA
ko
ko
N
r-
ko
r-
00
0) 0
"0
w
(U
A
2
CL
0 m
E
O
2
'E
VJ
0)
cl
m
0
m
M
o
(D
m
V—
uj
cu
(tj
(1)
N
w
0�
LO
C�'
0
CL
LIL
w
8
S
ej)
LO
C/)
C'4
fJ
z
co
5
0)
0.
00
00
ko
cUUJ
0
0
E
m
cp
Carl
cq
111
C/)
0
LLI
-1
'2
0
+1
0
CL
m LO
(d
•NL,
ix
I
tD
0:
v
41
A
C)
0
Q)
ca
>
0
:3
CL
LLJ
41
W
00
Ij-
M
ro
Cr :3
C)
04
IIti
0
0
tools Design Pressure results littp:Hcaddtools-coiii/CfealculiteI 6,php
ASCE 7-16 Wind load Program (30.3 Part i: Low -Rise Building Wall Components and Cladding)
Wall Components and Cladding (Mean Roof I-leight h <= 6oft)
Project: Enter Project Name
Prepared by: Enter User Name of Company Name
E-mail: Enter Email Address
3235 Ocean Blvd, Corona Del Mar
1/27/2021 2 of 17
Input:
ASCE 7-16 Strength Design Load & Allowable Stress Design
Wind Speed = 95 mph
Building Exposure = D (Flat Unobstructed areas)
Internal Pressure Coefficient GCpi = 0.18 Enclosed Building
Roof angle is less than or equal to io' or flat (External Pressure Coefficient is reduced io%)
Kzt i.00
Kd = 0.85
Ke i.00
Mean Roof Height = io ft
output:
Velocity Pressure Exposure Coefficient "I(z max." = 1.03
Per Table 20.10-1, page 268
LRFD uses wind speed Vult =. 95 mph
Velocity Pressure (qh LRFD) = 20-93 Psf = .00256*1(z",ICzt",I(d:"Kel-V2 lb/ft/12
Iler eq.30.3-1, page 335
ASD uses wind speed VasdI = 74 mph
Velocity Pressure (qh ASD) 12.14 Psf =.00256*Kz*"K/,t*IC(I",Ke*V"2'X*0.6 lb/ft'2
LRFD
(Load Resistance
D (Allowable
Stress .1
Per Figure 30.4-1, Page
Factorp�_
__
335)
Tributary
Positive
Negative
Negative
Positive
egative
NegativeF
E, xternal Pressure
Coefficients
Area
Sq Feet
Zone
4 & 5
Center
Zone 4
Corner
Zone 5
Zone
4 & 5
Center
10
Zone 4
Corner
Zone 5
Negative
Corner
psf
Psf
ps-f
IL---
Psf
Psf
Psf
2_1-_8
— I
1 :---29 - =1
E ---i 7 7
1-- —1fi J
—
F 10 &"7T
E - 7
5
20ft2
2o.9
E:-p-,7.
=-27.2
=i6
_][=-=:i6_
.3
E-�6=
=-0-94]
-:t.:t6
1 5oft27E:i:j.=6E2i]=-
24A]
-79
F _-o.8_8__1=-I,�=4
16
6
F —:i o o ft2'1=
j-8.6 IF
--2o-51
E�E:j�:]E,:
�6
=-:t6
-0-8-3
E i:o: �q - �A-!
[_17-7
2o.8
:t6
- =i6
=-:t6
[:0:
-0-78
-0-85
[:5 0 =0ft- 2
1 =�- 4
—19-1
F-718.2
-
-:to
=-0-72
-18.2
i6JE�ii:�]'
0 =-7 2
[=7q—ft'2�
- z --,.o- I
!�-7
3
=
=i6
- =i6
- =i6
=0.77
E-o.86 I=
__
o::.ggj
Least Width = 14 ft a = 3 ft (Zone 5)
lo% of least width or 0.4h, whichever is smaller but not less than 3ft.
Presented by CADDtools.com
(q) 0-
I of 2 1/27/2021, 10:43 AM
„ Project Name/Number : 14-016a reten
KNA ENGINEERING, INC. Title Bio-Retention H=4' L-Footing Page : 1
30423 Canwood Street, #223 Dsgnr: Date: 27 JAN 2021
Agoura Hills, CA 91301 Description....
ph: (818) 865-2026 3235 Ocean Blvd, Corona bel Mar
knaeng@pacbell.net 1/27/2021 3 of 17
This Wall in File: C:\KNA Calc\2014\14-016 Tannir\2020-11-30 Bio Retention Vault\14-016a retention v
RetainPro (c) 1987.2019, Build 11.20,03.31
License : KW-06068806 Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-16
License To: KNA ENGINEERING, INC.
Criteria i I Soil Data r-
Retained Height =
4.00 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
9.00 in
Water height over heel =
0.0 ft
Design Summary
Wall Stability Ratios
Overturning
= 1.75 OK
Sliding
= 1.86 OK
Total Bearing Load
= 1,039 Ibs
...resultant ecc.
= 6.22 in
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 35.0 psf/ft
Passive Pressure
= 400.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 110.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Service Level)
Soil Pressure @ Toe =
1,141 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,598 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
3.1 psi OK
Footing Shear @ Heel =
0.5 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
482.3 Ibs
less 67 % Passive Force = -
532.8 Ibs
less 100% Friction Force = -
363.6 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Stem Construction
Design Height Above Ftc
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
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-#=
Strength Level
ft-#=
Moment..... Allowable
=
shear ..... Actual
Service Level
psi =
Strength Level
psi=
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth V
in =
Masonry Data
fm
psi=
Fs
psi =
Solid Grouting
=
Modular Ratio'n'
_
Wall Weight
psf=
Bottom
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
Stem OK
0.00
Concrete
LRFD
10.00
# 5
16.00
Edge
0.071
448.0
597.3
8,327.0
4.6
82.2
8.19
125.0
Load Factors
Short Term Factor
=
Building Code
CBC 2019,AC1
Equiv. Solid Thick.
_
Dead Load
1.200
Masonry Block Type
= Medium Weight
Live Load
1.600
Masonry Design Method
= ASD
Earth, H
1.600
Concrete Data
Wind, W
1.000
fc
psi = 3,000.0
Seismic, E
1.000
Fy
psi= 60,000.0
Project Name/Number : 14-016a reten
KNA ENGINEERING, INC. Title Bio-Retention H=4' L-Footing Page : 2
30423 Canwood Street, #223 Dsgnr: Date: 27 JAN 2021
Agoura Hills, CA 91301 Description....
ph: (818) 865-2026 3235 Ocean Blvd, Corona Del Mar
knaeng@pacbell.net 1/27/2021 4 of 17
This Wall in File: C:\KNA Calc\2014\14-016 Tannir\2020-11-30 Bio Retention Vault\14-016a retention v
RetainPro (c) 1987.2019, Build 11.20.03.31
License: KW-06058806 Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-16
License To: KNA ENGINEERING, INC.
Concrete Stern Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.0169 in2/ft
(4/3) * As :
0.0225 in2/ft
Min Stem T&S Reinf Area 0.960 in2
200bd/fy : 200(12)(8.1875)/60000 :
0.3275 in2/ft
Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft
0.0018bh : 0.0018(12)(10) :
0.216 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of:
Required Area:
0.216 in2/ft
#4@ 10.00 in #4@ 20.00 in
Provided Area :
0.2325 in2/ft
#5@ 15.50 in #5@ 31.00 in
Maximum Area:
1.331 in2/ft
#6@ 22.00 in #6@ 44.00 in
Footing Data
Toe Width
= 1.42 ft
Heel Width
= 0.83
Total Footing Width
= 2.25
Footing Thickness
= 15.00 in
Key Width = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 0.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover @ Top 2.00 @ Btm = 3.00 in
Footing Design Results
T9g
Hui
Factored Pressure
= 1,598
0 psf
Mu': Upward
= 14,256
0 ft-#
Mu': Downward
= 3,903
0 ft-#
Mu: Design
= 863
0 ft-#
Actual 1-Way Shear
= 3.06
0.52 psi
Allow 1-Way Shear
= 40.00
40.00 psi
Toe Reinforcing
= None Spec'd
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Footing Torsion, Tu
=
0.00 ft-lbs
Footing Allow. Torsion,
phi Tu
0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm
Heel: phiMn = phi'5'lambda'sgrt(fc)'Sm
Key: No key defined
Min footing T&S reinf Area
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
0.73 in2
0.32 in2 ift
If two layers of horizontal bars:
#4@ 14.81 in
#5@ 22.96 in
#6@ 32.59 in
Project Name/Number : 14-016a reten
KNA ENGINEERING, INC. Title Bio-Retention H=4' L-Footing Page : 3
30423 Canwood Street, #223 Dsgnr: Date: 27 JAN 2021
Agoura Hills, CA 91301 Description....
ph:(818)865-2026
knaeng@pacbell.net
This Wall in File: C:\KNA Calc\2014\14-016 Tannir\2020-11-30 Bio Retention Vault\14-016a retention v
RetainPro (c) 1987.2019, Build 11.20.03.31
License: Kw-06058806 Cantilevered Retaining Wall
License To: KNA ENGINEERING, INC.
ummar of Overturnin Resistin Forces &Moments
.....OVERTURNING.....
Force Distance Moment
Item Ibs ft ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
482.3 1.75
Total = 482.3 O.T.M. =
Resisting/Overturning Ratio = 1.75
Vertical Loads used for Soil Pressure = 1,038.8 Ibs
844.1
3235 Ocean Blvd, Corona bel Mar
1/27/2021 5 of 17
Code: CBC 2019,AC1 318-14,TMS 402-16
.....RESISTING.....
Force Distance Moment
Ibs ft ft-#
Soil Over HL (ab. water tbl)
0.0
2.25
0.0
Soil Over HL (bel. water tbl)
2.25
0.0
Watre Table
Sloped Soil Over Hee =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem=
* Axial Live Load on Stem =
Soil Over Toe =
116.9
0.71
82.8
Surcharge Over Toe =
Stem Weight(s) =
500.0
1.83
916.8
Earth @ Stem Transitions=
Footing Weighs
421.9
1.13
474.8
Key Weight =
Vert. Component =
Total =
1,038.8 Ibs
R.M.=
1,474.4
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
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.
Tilt
Harizontal ®eflectian at To of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.056 in
The above calculption is not valid if the heel soil bearina pressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil.
Project Name/Number : 14-016a reten
KNA ENGINEERING, INC. Title Bio-Retention H=4' L-Footing Page: 4
30423 Canwood Street, #223 Dsgnr: Date: 27 JAN 2021
Agoura Hills, CA 91301 Description....
ph: (818) 866-2026 3235 Ocean Blvd, Corona bel Mar
knaeng@pacbell.net 1/27/2021 6 of 17
This Wall in File: C:\KNA Calc\2014\14-016 Tannir\2020-11-30 Bio Retention Vault\14-016a retention v
RetainPro (c) 1987-2019, Build 11.20.03.31
License: KW-06058806 Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-16
License To: KNA ENGINEERING, INC.
10,
IN
Project Name/Number : 14-016a reten
KNA ENGINEERING, INC. Title Bio-Retention H=4' L-Footing Page: 5
30423 Canwood Street, #223 Dsgnr: Date: 27 JAN 2021
Agoura Hills, CA 91301 Description....
ph: (818) 865-2026 3235 Ocean Blvd, Corona Del Mar
knaeng@pacbell.net 1/27/2021 7 of 17
This Wall in File: C:\KNA Calc\2014\14-016 Tannir\2020-11-30 Bio Retention Vault\14-016a retention v
RetainPro (c) 1987-2019, Build 11.20.03.31
License: KW-06058806 Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-16
License To: KNA ENGINEERING, INC.
Pip= 532.00i
Hydrostatic Force
Lateral earth fares re olLie to tl'l,@ soil BELOW wat rtablE
Project Name/Number : 14-016a reten
KNA ENGINEERING, INC. Title Bio-Retention H=4' T-Footing Page : 1
30423 Canwood Street, #223 Dsgnr: Date: 27 JAN 2021
Agoura Hills, CA 91301 Description....
ph: (818) 866-2026 3235 Ocean Blvd, Corona bel Mar
knaeng@pacbell.net 1/27/2021 8 of 17
This Wall in File: C:\KNA Calc\2014\14-016 Tannir\2020-11-30 Bio Retention Vault\14-016a retention v
License: KW-06058806
License To: KNA ENGINEERING INC.
Criteria
Retained Height =
4.00 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
9.00 in
Water height over heel =
0.0 ft
.Y:4: W
Wall Stability Ratios
Overturning = 1.95 OK
Sliding = 2.04 OK
Total Bearing Load = 1,292 Ibs
...resultant ecc. = 6.03 in
Cantilevered Retaining Wall
r.
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
= 400.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 110.00 pcf
FootingllSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
mom
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Service Level)
Soil Pressure @ Toe =
1,383 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,936 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
0.6 psi OK
Footing Shear @ Heel =
3.1 psi OK
Allowable =
76.0 psi
Sliding Calcs
Lateral Sliding Force
482.3 Ibs
less 67 % Passive Force = -
532.8 Ibs
less 100% Friction Force = -
452.2 Ibs
Added Force ll =
0.0 ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
CBC 2019,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Code: CBC 2019,AC1 318-14,TMS 402-16
L
Adjacent Footing Load
Adjacent Footing Load = 0.0 Ibs
Footing Width = 0.00 ft
Eccentricity = 0.00 in
Wall to Ftg CL Dist = 0.00 ft
Footing Type Line Load
Base Above/Below Soil
at Back of Wall = 0.0 ft
Poisson's Ratio = 0.300
Stem Construction
Bottom
Stem OK
Design Height Above FtE
ft=
0.00
Wall Material Above "Ht"
=
Concrete
Design Method
-
LRFD
Thickness
=
10.00
Rebar Size
=
# 5
Rebar Spacing
=
16.00
Rebar Placed at
=
Edge
Design Data
fb/FB + fa/Fa
=
0.071
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs=
448.0
Moment.... Actual
Service Level
ft-#=
Strength Level
ft-#=
597.3
Moment..... Allowable
=
8,327.0
Shear..... Actual
Service Level
psi =
Strength Level
psi=
4.6
Shear..... Allowable
psi=
82.2
Anet (Masonry)
in2=
Rebar Depth 'd'
in =
8.19
Masonry Data
fm
psi=
Fs
psi =
Solid Grouting
-
Modular Ratio'n'
_
Wall Weight
psf=
125.0
Short Term Factor
=
Equiv. Solid Thick.
_
Masonry Block Type
=
Medium
Masonry Design Method
=
ASD
Concrete Data
fc
psi=
3,000.0
Fy
psi=
60,000.0
Weight
Project Name/Number : 14-016a reten
KNA ENGINEERING, INC. Title Bio-Retention H=4' T-Footing Page : 2
30423 Canwood Street, #223 Dsgnr: Date: 27 JAN 2021
Agoura Hills, CA 91301 Description....
ph: (818) 865-2026 3235 Ocean Blvd, Corona Del Mar
knaeng@pacbell.net 1/27/2021 9 of 17
This Wall in File: C:\KNA Calc\2014\14-016 Tannir\2020-11-30 Bio Retention Vault\14-016a retention v
RetainPro (c) 1987-2019, Build 11.20.63.31
License; Kw-06068806 Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-1E
License To: KNA ENGINEERING, INC.
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.0169 in2/ft
(4/3) * As:
0.0225 in2/ft
Min Stem T&S Reinf Area 0.960 in2
200bd/fy : 200(12)(8.1875)/60000 :
0.3275 in2/ft
Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft
0.0018bh : 0.0018(12)(10) :
0.216 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of:
Required Area :
0.216 in2/ft
#4@ 10.00 in #4@ 20.00 in
Provided Area :
0.2325 in2/ft
#5@ 15.50 in #5@ 31.00 in
Maximum Area:
1.331 in2/ft
#6@ 22.00 in #6@ 44.00 in
Footing Data
Toe Width
= 0.71 ft
Heel Width
= 1.54
Total Footing Width
= 2.25
Footing Thickness
= 15.00 in
Key Width = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 0.83 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Design Results
Toe BP-91
Factored Pressure 1,936 0 psf
Mu': Upward = 5,092 6 ft-#
Mu': Downward = 975 189 ft-#
Mu: Design = 343 183 ft-#
Actual 1-Way Shear = 0.57 3.06 psi
Allow 1-Way Shear = 40.00 40.00 psi
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Footing Torsion, Tu = 0.00 ft-Ibs
Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm
Heel: phiMn = phi'5'lambda'sgrt(fc)'Sm
Key: No key defined
Min footing T&S reinf Area
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
0.73 in2
0.32 in2 eft
If two layers of horizontal bars:
#4@ 14.81 in
#5@ 22.96 in
#6@ 32.59 in
Project Name/Number : 14-016a reten
KNA ENGINEERING, INC. Title Bio-Retention H=4' T-Footing Page : 3
30423 Canwood Street, #223 Dsgnr: Date: 27 JAN 2021
Agoura Hills, CA 91301 Description....
ph: (818) 865-2026 3235 Ocean Blvd, Corona bel Mar
knaeng@pacbell.net 1/27/2021 10 of 17
This Wall in File: C:\KNA Calc\2014\14-016 Tannir\2020-11-30 Bio Retention Vault\14-016a retention v
RetainPro (c) 1987-2019, Build 11.20.03.31
License : KW-06058806 Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-16
License To: KNA ENGINEERING. INC.
Summary of Overturninq & Resistinq Forces & Moments
Item
Force Distance Moment
Ibs ft ft-#
.....RESISTING.....
Force Distance Moment
lbs. ft ft-#
HL Act Pres (ab water tbl) 482.3 1.75 844.1,
Soil Over HL (ab. water tbl)
311.7 1.90
590.9
HL Act Pres (be water tbl)
Soil Over HL (bel. water tbl)
1.90
590.9
Hydrostatic Force
Watre Table
Buoyant Force =
Sloped Soil Over Hee =
Surcharge over Heel.
Surcharge Over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Adjacent Footing Load =
Axial Dead Load on Stem=
Added Lateral Load =
Axial Live Load on Stem =
Load @ Stem Above Soil =
Soil Over Toe =
58.4 0.35
20.7
=
Surcharge Over Toe _
Stem Weight(s) =
500.0. 1.13
562.5
Earth @ Stem Transitions=
Total = 482.3 O.T.M. = 844.1
Footing Weighi -
421.9 1.13
474.6
Key Weight =
0.83
Resisting/Overturning Ratio = 1.95
Vert. Component =
Vertical Loads used for Soil Pressure = 1,292.0 Ibs
Total =
1,292.0 Ibs R.M.=
1,648.7
* Axial live load NOT included in
total displayed, or used for overturning
resistance, but is included for soil
pressure calculation.
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.
Tilt
Horizontal Deflection t ToD of Wall due to settlement of soil
(Deflection due to wall bending hot considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.068 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 : 14-016a reten
KNA ENGINEERING, INC. Title Bio-Retention H=4' T-Footing Page : 4
30423 Canwood Street, #223 Dsgnr: Date: 27 JAN 2021
Agoura Hills, CA 91301 Description....
ph: (818) 865-2026 3235 Ocean Blvd, Corona Del Mar
knaeng@pacbell.net 1/27/2021 11 of 17
This Wall in File: C:\KNA Calc\2014\14-016 Tannir\2020-11-30 Bio Retention Vault\14-016a retention v
rceiainrro (c) iaoi-zuia, esuua 'ri.14u.uss1
License: Kw-06068806 Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-16
License To: KNA ENGINEERING, INC.
10" wt #5 @ 1"
Project Name/Number : 14-016a reten
KNA ENGINEERING, INC. Title Bio-Retention H=4' T-Footing Page : 5
30423 Canwood Street, #223 Dsgnr: Date: 27 JAN 2021
Agoura Hills, CA 91301 Description....
ph: (818) 865-2026 3235 Ocean Blvd, Corona bel Mar
knaeng@pacbell.net 1/27/2021 12 of 17
This Wall in File: C:\KNA Calc\2014\14-016 Tannir\2020-11-30 Bio Retention Vault\14-016a retention v
RetainPro (c) 1987.2019, Build 11.20.03.31
License : Kw-06058806 Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-16
License To: KNA ENGINEERING, INC.
MM
Hydrostatic orc;e
L at rat earth pros SUre dLIo to the -oil BELOVY water tabk
Project Name/Number : 14-016a reten
KNA ENGINEERING, INC. Title Pool.Bath Slough Wall Page: 1
30423 Canwood Street, #223 Dsgnr: AY Date: 27 MAY 2020
Agoura Hills, CA 91301 Description....
ph: (818) 866-2026 3235 Ocean Blvd, Corona bel Mar
knaeng@pacbell.net 1/27/2021 13 of 17
This Wall in File: C:\KNA Calc\2014\14-016 Tannir\2020-11-30 Bio Retention Vault\14-016a retention v
KetainPro (c) 19S7.2019, BUlld 11.211.03.31
License: KW-06058806 Cantilevered Retaining Wall
License To: KNA ENGINEERING, INC.
Criteria 11111 1 Soil Data
Retained Height =
3.50 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
0.00 .
Height of Soil over Toe =
9.00 in
Water height over heel =
0,0 ft
Wall Stability Ratios
Overturning
= 1.63 OK
Sliding
= 1.65 OK
Total Bearing Load
= 1,689 Ibs
...resultant ecc.
= 8.58 in
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 90.0 psf/ft
Passive Pressure
= 400.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 110.00 pcf
FootingllSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Service Level)
Soil Pressure @ Toe =
1,550 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,171 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
1.0 psi OK
Footing Shear @ Heel =
6.1 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
1,015.3 Ibs
less 100% Passive Force = -
1,088.9 Ibs
less 100% Friction Force = -
591.1 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Stem Construction
Design Height Above Ftc
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
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Vertical component of active lateral soil pressure IS Solid Grouting =
considered in the calculation of soil bearing pressures. Modular Ratio'n' _
Bottom
Code: CBC 2016,AC1 318-14,AC1 530-13
Adjacent- Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil =
0.0 ft
at Back of Wall
Poisson's Ratio =
0.300
Stem OK
0.00
Concrete
LRFD
6.00
# 5
16.00
Edge
0.251
882.0
1,029.0
4,094.1
17.6
75.0
4.19
Wall Weight
psf = 75.0
Load Factors
Short Term Factor
=
Building Code
CBC 2016,ACI
Equiv. Solid Thick.
_
Dead Load
1.200
Masonry Block Type
= Medium Weight
Live Load
1.600
Masonry Design Method
= ASD
Earth, H
1.600
Concrete Data
Wind, W
1.000
fc
psi = 2,500.0
Seismic, E
1.000
Fy
psi = 60,000.0
Project Name/Number : 14-016a reten
KNA ENGINEERING, INC. Title Pool:Bath Slough Wall Page : 2
30423 Canwood Street, #223 Dsgnr: AY Date: 27 MAY 2020
Agoura Hills, CA 91301 Description....
ph: (818) 865-2026 3235 Ocean Blvd, Corona Del Mar
knaeng@pacbell.net 1/27/2021 14 of 17
This Wall in File: C:\KNA Calc\2014\14-016 Tannir\2020-11-30 Bio Retention Vauit\14-016a retention v
RetainPro (c) 1987.2019, Build 11.20.03.31
License: KW-06058806 Cantilevered Retaining Wall Code: CBC 2016,AC1 318-14,AC1 530-13
License To: KNA ENGINEERING, INC.
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.0591 in2/ft
(4/3) * As:
0.0788 in2/ft
Min Stem T&S Reinf Area 0.504 in2
200bd/fy : 200(12)(4.1875)/60000 :
0.1675 in2/ft
Min Stem T&S Reinf Area per ft of stem Height: 0.144 in2/ft
0.0018bh : 0.0018(12)(6) :
0.1296 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of:
Required Area :
0.1296 in2/ft
#4@ 16.67 in #4@ 33.33 in
Provided Area :
0.2325 in2/ft
#5@ 25.83 in #5@ 51.67 in
Maximum Area:
0.5673 in2/ft
#6@ 36.67 in #6@ 73.33 in
Footing Data
Toe Width
= 0.50 ft
Heel Width
= 2.25
Total Footing Width
= 2.75
Footing Thickness
= 15.00 in
Key Width = 10.00 in
Key Depth = 4.00 in
Key Distance from Toe = 0.00 ft
f'c = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover @ Top 2.00 @ Btm = 3.00 in
Footing Design Results
Ige
Bpe
Factored Pressure
= 2,171
0 psf
Mu': Upward
= 2,982
172 ft-#
Mu': Downward
= 486
1,483 ft-#
Mu: Design
= 208
1,311 ft-#
Actual 1-Way Shear
= 1.05
6.15 psi
Allow 1-Way Shear
= 40.00
75.00 psi
Toe Reinforcing
= None Spec'd
Heel Reinforcing
= # 6 @ 16.00 in
Key Reinforcing
= # 5 @ 16.00 in
Footing Torsion, Tu
=
0.00 ft-Ibs
Footing Allow. Torsion,
phi Tu =
0.00 ft-Ibs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm
Heel: #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37
Key: phiMn = phi'5'lambda'sgrt(fc)'Sm
Min footing T&S reinf Area
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
0.89 in2
0.32 in2ft
If two layers of horizontal bars:
#4@ 14.81 in
#5@ 22.96 in
#6@ 32.59 in
Project Name/Number : 14-016a reten
KNA ENGINEERING, INC. Title Pool Bath Slough Wall
30423 Canwood Street, #223 Dsgnr: AY
Agoura Hills, CA 91301 Description....
ph: (818) 865-2026
knaeng@pacbell.net
This Wall in File: C:\KNA Calc\2014\14-016 Tannir\2020-11-30 Bio Retention Vault\14-016a retention v
RetainPro (c) 1987-2019, Build 11.20.03.31
License: KW-06058806 Cantilevered Retaining Wail
License To: KNA ENGINEERING, INC.
�ummar of ®verturnin & R�sistin Fords &Moments
.....OVERTURNING.....
Force Distance Moment
Item Ibs ft ' ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
1,015.3 1.58
Total = 1,015.3 O.T.M. =
Page : 3
Date: 27 MAY 2020
3235 Ocean Blvd, Corona Del Mar
1/27/2021 15 of 17
Code: CBC 2016,AC1 318-14,AC1 530-13
1,607.6 Soil Over HL (ab. water tbl)
Soil Over HL (be]. water tbl)
Watre Table
Sloped Soil Over Hee =
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=
Resisting/Overturning Ratio = 1.63
Vertical Loads used for Soil Pressure = 1,688.9 Ibs
I,VVI.V
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.
dh-
11MUOTIV.11111 r# 11 :1; LII Z :: III
.....RESISTING.....
Force Distance
Moment
Ibs ft
ft-#
673.8 1.88
1,263.3
1.88
1,263.3
41.3 0.25 10.3
262.5 0.75 196.9
Footing Weighi = 515.6 1.38
709.0
Key Weight = 41.7 0.42
17.4
Vert. Component = 154.1 2.75
423.7
Total = 1,688.9 Ibs R.M.=
2,620.5
* Axial live load NOT included in total displayed or used for overturning
resistance, but is included for soil pressure calculation.
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.055 in
The above calculation is not valid if the heel soil bearing Dressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil
Project Name/Number : 14-016a reten
KNA ENGINEERING, INC. Title Pool Bath Slough Wall Page : 4
30423 Canwood Street, #223 Dsgnr: AY Date: 27 MAY 2020
Agoura Hills, CA 91301 Description....
ph: (818) 866-2026 3235 Ocean Blvd, Corona Del Mar
knaeng@pacbell.net 1/27/2021 16 of 17
This Wall in File: C:\KNA.Calc\2014\14-016 Tannir\2020-11-30 Bio Retention Vault\14-016a retention v
��a
°, w 05 @ _16-
1?i "I ►a. in
@ 'Center On Key
` '16-
I- ed
Cantilevered Retaining Wall Code: CBC 2016,AC1 318-14,AC1 530-13
Project Name/Number : 14-016a reten
KNA ENGINEERING, INC. Title Pool Bath Slough Wall Page : 5
30423 Canwood Street, #223 Dsgnr: AY Date: 27 MAY 2020
Agoura Hills, CA 91301 Description....
ph: (818) 866-2026 3235 Ocean Blvd, Corona Del Mar
knaeng@pacbell.net 1/27/2021 17 of 17
This Wall in File: C:\KNA Calc\2014\14-016 Tannir\2020-11-30 Bio Retention Vault\14-016a retention v
KetainPro (c) 1987-2019, Build 11.20.03.31
License: Kw-06058806 Cantilevered Retaining Wall Code: CBC 2016,AC1 318-14,AC1 530-13
License To: KNA ENGINEERING, INC.
Pp= 1108 .5
Hydrastatic Farce
Lateral earti-i pressur due to; the uil BELOW water table
KNA ENGINEERING, INC. I I R P -' A I I I .,,\N I S
........ ......
A'() f.)', I [r(ct - S I j I te 2-2 /\"3ok If I I idl, )I FAX mim 8:")
STRUCTURAL CALCULATIONS
ITEM
Deck Joist
Retaining Wall
Partial Soil Report
Bio Retention Vault
For
KNA 14-016A
3235 Ocean Boulevard
Corona Del Mar, CA
DATED 11 /30/2020
PAGES I to 9
BUILDING DIvISI0t4
Dl,(-, '—, -
BY M.K
PAGE
1
3
8
11/30/20
KAN ENGINEERING, INC.
30423 Canwood Street
Agoura Hills, CA 91301
ph: (818) 865-2026
knaeng@pacbell,net
3235 Ocean Blvd, Corona Del Mar
KNA14-016A 11/30/2020 1 of 9
Wood Beam Software copyright ENERCALC, INC. 19834
DESCRIPTION: Deck Joist
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb +
1000 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
1000 psi
Ebend- xx 17OOksi
Fc - Prll
1500 psi
Eminbend - xx 620 ksi
Wood Species ; Douglas Fir - Larch
Wood Grade ; No.1
Beam Bracing : Beam is Fully Braced against lateral
- - -- -
Fc - Perp
Fv
Ft
-torsional buckling
625 psi
180 psi
675 psi
Density 31.21 pcf
Repetitive Member Stress Increase
D(0.0133) L(0.0532)---------
2x10
A
Span = 15.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load ; D = 0.010, L = 0.040 ksf, Tributary Width = 1.330 it
Maximum Bending Stress Ratio =
0.867: 1 Maximum Shear Stress Ratio =
0.281 : 1
Section used for this span
2x10
Section used for this span
2x10
fb: Actual =
1,096.68psi
fv: Actual =
50.60 psi
Fb: Allowable =
1,265.00psi
Fv: Allowable
180.00 psi
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span =
7.500ft
Location of maximum on span =
14.234ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.362 In Ratio =
496>=360
Max Upward Transient Deflection
0.000 In Ratio =
0 <360
Max Downward Total Deflection
0.474 In Ratio =
380>=180
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Overall Maximum Deflections
Load Combination
Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+L+H
1 0.4735
7.555 0,0000 0,000
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.521
0.521
Overall MINimum
0.399
0.399
+D+H
0.122
0.122
+D+L+H
0.521
0.521
+D+Lr+H
0.122
0.122
+D+S+H
0.122
0,122
+D+0.750Lr+0.750L+H
0.422
0,422
+D+0.750L+0.750S+H
0.422
0.422
+D+0.60W+H
0.122
0.122
+D+0.750Lr+0.750L+0.450W+H
0.422
0.422
KAN ENGINEERING, INC.
30423 Canwood Street
Agoura Hills, CA 91301
ph: (818) 865-2626
-" knaeng@pacbell.net 3235 Ocean Blvd, Corona Del Mar
KNA14-016A 11/30/2020 2 of 9
Wood Beam Fie: 4-016A.ec
Software copyright ENERCALC, I NC. 1983-2020, Build:12.20.8.1'
DESCRIPTION: Deck Joist
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
+D+0.750L+0.750S+0.450W+H
0,422
0.422
+0.60D+0,60W+0.60H
0.073
0,073
+D+0,70E+0,60H
0.122
0.122
+D+0.750L+0.750S+0.5250E+H
0,422
0.422
+0.60D+0.70E+H
0.073
0.073
D Only
0.122
0.122
L Only
0,399
0.399
H Only
Project Name/Number : 14-016a reten
KNA ENGINEERING, INC. Title Page: 1
30423 Canwood Street, #223 Dsgnr: Date: 30 NOV 2020
Agoura Hills, CA 91301 Description.... 3235 Ocean Blvd, Corona Del Mar
ph: ng pacbe 1. KNA14-016A 11/30/2020 3 of 9
knaeng@pacbell.net
This Wall in File: c:\kna calc\2014\14-016 tannir\2020-11-30 retention vault\14-016a retention vault
RetainPro (c) 1987-2019, Build 11.20.03.31
License: KW-06058806 Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-16
License To: KNA ENGINEERING, INC.
Criteria
Retained Height =
5.00 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
9.00 in
Water height over heel =
0.0 ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Design Summary
Wall Stability Ratios
Overturning
= 2.19 OK
Sliding
= 1.53 OK
Total Bearing Load
= 1,456 Ibs
...resultant ecc.
= 6.01 in
Soil Data
Allow Soil Bearing
= 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure
= 35.0 psf/ft
Passive Pressure
= 400.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 110.00 pcf
FootingllSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
Soil Pressure @ Toe =
830 psf OK
Soil Pressure @ Heel =
43 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,163 psf
ACI Factored @ Heel =
61 psf
Footing Shear @ Toe =
6.2 psi OK
Footing Shear @ Hee =
0.0 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
683.6 Ibs
less 67 % Passive Force = -
532.8 Ibs
less 100% Friction Force = -
509.7 Ibs
Added Force Req'd = 0.0 Ibs OK
....for 1.5 Stability = 0.0 Ibs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
CBC 2019,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
(Service Level)
Stem Construction
Design Height Above Ftc
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
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
Modular Ratio'n'
_
Wall Weight
psf=
Short Term Factor
=
Bottom
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.300
Stem OK
0.00
Concrete
LRFD
10.00
# 5
16.00
Edge
0.140
700.0
1,166.7
8,327.0
7.1
82.2
8.19
125.0
Equiv. Solid Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 3,000.0
Fy psi = 60,000.0
Project Name/Number : 14-016a reten
KNA ENGINEERING, INC. Title Page : 2
30423 Canwood Street, #223 Dsgnr: Date: 30 NOV 2020
Agoura Hills, CA 91301 Description.... 3235 Ocean Blvd, Corona Del Mar
ph: (818) 865-2026
knaeng@pacbell.net KNA14-016A 11/30/2020 4 of 9
This Wall in File: c:\kna calc\2014\14-016 tannir\2020-11-30 retention vault\14-016a retention vault
RetainPro (c) 1987-2019, Build 11.20.03.31
License : KW-06058806 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
License To: KNA ENGINEERING, INC.
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.0329 in2/ft
(4/3) " As:
0.0439 in2/ft
Min Stem T&S Reinf Area 1.200 in2
200bd/fy : 200(12)(8.1875)/60000 :
0.3275 in2/ft
Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft
0.0018bh : 0.0018(12)(10) :
0.216 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of:
Required Area :
0.216 in2/ft
#4@ 10.00 in #4@ 20.00 in
Provided Area :
0.2325 in2/ft
#5@ 15.50 in #5@ 31.00 in
Maximum Area:
1.331 in2/ft
#6@ 22.00 in #6@ 44.00 in
Footing Data
Footing Design Results
Toe Width
= 2.50 ft
Toe
Heel
Heel Width
= 0.83
Factored Pressure = 1,163
61 psf
Total Footing Width
3.33
Mu': Upward = 33,267
0 ft-#
Footing Thickness
= 15.00 in
Mu': Downward = 12,150
0 ft-#
Mu: Design = 1,760
0 ft-#
Key Width
= 0.00 in
Actual 1-Way Shear = 6.15
0.00 psi
Key Depth
= 0.00 in
Allow 1-Way Shear = 75.00
0.00 psi
Key Distance from Toe
= 0.00 ft
Toe Reinforcing = # 5 @ 16.00 in
fc = 2,500 psi Fy = 60,000 psi
Heel Reinforcing = # 5 @ 16.00 in
Footing Concrete Density
= 150.00 pcf
Key Reinforcing = None Spec'd
Min. As %
= 0.0018
Footing Torsion, Tu =
0.00 ft-Ibs
Cover @ Top 2.00
@ Btm= 3.00 in
Footing Allow. Torsion, phi Tu =
0.00 ft-Ibs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37
Heel: #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37
Key: No key defined
Min footing T&S reinf Area 1.08 in2
Min footing T&S reinf Area per foot 0.32 in2 A
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
Project Name/Number : 14-016a reten
KNA ENGINEERING, INC. Title Page : 3
30423 Canwood Street, #223 Dsgnr: Date: 30 NOV 2020
Agoura Hills, CA 91301 Description....
3235 Ocean Blvd, Corona t)el Mar
ph: (818) 865-2026
knaeng@pacbell.net KNA14-016A 11/30/2020 5 of 9
This Wall in File: c:\kna calc\2014\14-016 tannir\2020-11-30 retention vault\14-016a retention vault
RetainPro (c) 1987-2019, Build 11.20.03.31
License : KW-06058806 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
License To: KNA ENGINEERING. INC.
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force Distance Moment
Force Distance
Moment
Item Ibs ft ft-#
Ibs ft
ft-#
HL Act Pres (ab water tbl) 683.6 2.08 1,424.2
Soil Over HL (ab. water tbl)
0.0 3.33
0.0
HL Act Pres (be water tbl)
Soil Over HL (be]. water tbl)
3.33
0.0
Hydrostatic Force
Watre Table
Buoyant Force =
Sloped Soil Over Hee =
Surcharge over Heel =
Surcharge Over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Adjacent Footing Load =
Axial Dead Load on Stem=
Added Lateral Load =
*Axial Live Load on Stem =
Load @ Stem Above Soil =
Soil Over Toe =
206.3 1.25
257.8
=
Surcharge Over Toe =
Stem Weight(s) =
625.0 2.92
1,822.9
Earth @ Stem Transitions=
Total = 683.6 O.T.M. = 1,424.2
Footing Weight -
625.0 1.67
1,041.7
Key Weight =
Resisting/Overturning Ratio = 2.19
Vert. Component =
Vertical Loads used for Soil Pressure = 1,456.3 Ibs
Total =
1,456.3 Ibs R.M.=
3,122.4
Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
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.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.035 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 : 14-016a reten
KNA ENGINEERING, INC. Title Page : 4
30423 Canwood Street, #223 Dsgnr: Date: 30 NOV 2020
Agoura Hills, CA 91301 Description.... 3235 Ocean Blvd, Corona bel Mar
ph: (818) 865-2026
knaeng@pacbell.net KNA14-016A 11/30/2020 6 of 9
This Wall in File: c:\kna calc\2014\14-016 tannir\2020-11-30 retention vault\14-016a retention vault
Retain Pro (c) 1987-2019, Build 11.20.03.31
License : KW-06058806 Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-16
License To: KNA ENGINEERING, INC.
601
#5@ 1
Toe
#616°
Heel
Project Name/Number : 14-016a reten
KNA ENGINEERING, INC. Title Page : 5
30423 Canwood Street, #223 Dsgnr: Date: 30 NOV 2020
Agoura Hills, CA 91301 Description.... 3235 Ocean Blvd, Corona bel Mar
ph.- (818) 866-2026
knaeng@pacbell.net KNA14-016A 11/30/2020 7 of 9
This Wall in File: c:\kna calc\2014\14-016 tannir\2020-11-30 retention vault\14-016a retention vault
License: KW-06058806' emu'"' ' !'`V'U�'� 1 Cantilevered RetainingWall
License To : KNA ENGINEERING, INC. Code: CBC 2019,AC1 318-14,TMS 402-16
Pp= D3Z80#
M:
C-4
C,
c-a
cry
tt
LO
ME
Hyd tstio Faice
Lateral earth pressure date to the sail SELOW water table
September 12, 2013
3235 Ocean Blvd, Corona Del Mar
P mAl 1go6A ll fl /�7� 8 of 9
Report No: 13-7345r
Page No: 14
slabs be underlain by a 15-mil thick vapor retarder/barrier (Stego Wrap or equivalent)
placed over the gravel in accordance with the requirements of ASTM E:1745 and E:1643.
Conventional spread footings embedded into competent bedrock or terrace deposits may
be designed for an allowable bearing value of 4000 or 2500 pounds per square foot,
respectively. Footings should be designed with a minimum width of 18 inches and a
minimum embedment of 24 inches below the lowest adjacent grade. Actual footing
depth and width should be governed by CBC requirements and the structural engineering
design. The design value may be increased one-third for short duration wind or seismic
loading. Settlement due to footing loads is anticipated to be nil in bedrock and 3/4-inch
in terrace deposits.
Lateral loads may be resisted by passive pressure forces and by friction acting on the
bottom of footings. The allowable passive pressure forces may be computed using an
equivalent fluid density of 400 pounds per cubic foot for bedrock and terrace deposits. A
coefficient of friction of 0.35 may be used in computing the frictional resistance.
2. Moisture Content of Slab Subgrade Soils
Presoaking of slab subgrade soils is recommended prior to construction of slabs. We
recommend that subgrade soils be soaked to at least 140 percent of optimum moisture
content to a depth of 18-inches or more prior to placing gravel.
3. ' Caissons
Caissons utilized for foundation support and shoring/retaining walls should be a minimum
24-inch diameter and embedded into competent bedrock a minimum depth of 10 feet.
Caissons may be designed for a dead plus live load end bearing value of 10,000 pounds per
square foot for bedrock. These values may be increased by one-third for wind and seismic
forces. A skin friction value of 400 pounds per square foot may also be used for bedrock.
Settlement of caisson foundations in bedrock is anticipated to be less than 1/4-inch.
Lateral resistance may be computed utilizing 400 pounds per square foot per foot of depth
for competent bedrock or terrace deposits. The lateral resistance value provided above for
bedrock may act on a tributary area of twice the caisson diameter. No lateral resistance
may be taken in the beach deposits, slope wash or fill material. An allowable coefficient of
friction of 0.35 may be assumed for bedrock.
4. Slope Setback
The base of all footings and caissons should be deepened as necessary to establish a
horizontal distance of 15 feet as measured from the bottom edge of the foundation to the
slope face.
3235 Ocean Blvd, Corona Del Mar
September 12, 2013 Pf6 ect I�o6A 11� �G ?� 9 of 9
Report No: 13-7345r
Page No: 16
Structural Design of Shoring/Retaining Walls
Lateral pressure forces acting on cantilevered shoring/retaining walls retaining level granular soil,
terrace deposits or bedrock may be designed utilizing an equivalent fluid pressure of 35 pounds per
cubic foot. Wall rotation on the order of 0.1 percent of the wall height should be anticipated and
considered in the design for active earth pressure walls. Restrained walls should be designed
utilizing an equivalent fluid pressure of 60 pounds per cubic foot.
The garage/recreation room wall adjacent to the slope should be designed as a retaining wall/debris
wall. The retaining/debris wall for the garage/recreation room should be designed using an active
equivalent fluid pressure of 120 pounds per cubic foot with a design height of 3 feet. Retaining
wall and shoring design must consider topographic and structural surcharges from existing and
adjacent improvements.
Seismic design of retaining walls may be based on the Mononobe-Okabe method, as updated by
Atik and Sitar (2010), using an additional dynamic load of 15 pounds per cubic foot equivalent
fluid pressure acting at 1/3 H above the base of the wall. Final design requirements should be
determined by the structural engineer.
Retaining Wall Subdrains
The drainage schemes depicted on Figures 3 and 4, or geotechnically approved alternatives, should
be used to reduce the potential for seepage forces behind retaining walls. Waterproofing of
retaining walls is recommended and should be applied in accordance with the architect's
specifications or those of a waterproofing consultant.
Hardscaning
Hardscaping elements such as walls and patio slabs should be designed for an allowable bearing
value of 2500 pounds per square foot for terrace deposits or approved granular compacted fill.
Allowable passive pressure forces may be computed using an equivalent fluid density of 200
pounds per cubic foot and a coefficient of friction of 0.30. Planters in the vicinity of footings
should be sealed and drained.
Concrete
Laboratory test results indicate onsite derived soils have a negligible sulfate content. However, as
the concrete is in a marine environment, a moderate sulfate exposure should be used for design
purposes. The concrete mix should be designed by a concrete expert in consideration of structural
requirements and anticipated exposure. In lieu of a specific design, applicable recommendations as
presented in the 2010 CBC, Section 1904.3, may be utilized, which refers to ACI 318, Table 4.3,
which recommends Type II cement, a maximum water -cement ratio of 0.50, and a minimum
design unconfined compressive strength of 4,000 psi, if exposed to sea water.
KNA ENGINEERING, INC. 1-[)[',,Al (--ONIJI I AN I S
W
STRUCTURAL CALCULATIONS
Pool Both Debris Wal
For
KNA 14-016A
3235 Ocean Boulevard
Corona Del Mar, CA
DATED I'l /23/2020
PAGES I to 15
ITEM PAGE
Partial soil Report I
Debris Wall 4
Pile 9
DEC 1 4
I
114-K
CITY OF fIEWPORT 8FAGI I
I" ! i-L-V1011WF:;[ F)cPAP M;F!-1T
APPROVAL OF IIIEEL PIAIIS !-,i,
i t .;)S I [ i U T[-_ C>% -, - I M, - PLIED
A� T
-
; I
11— Le I .
i — )RF
—)
I H ill I )i-AA""'
THS APPROW[
UIJ,V <,,1 111 i I
is
CO,,1P
At L f ' 'I I'[ (,JS IN ,
tilll CITY
17
ti POLICIES
�!I D
OF
S
P
T PERMIT;:._
!.VISE 1, IF—
�)R
FD BY 1i
ANS BEF
C, TO
WITH THE ORIjINAI,J(,LS: PL—jzi
P( f.IF_VJPOR-r P "
PL 1 S ACKFJOVVLEDGEMENT:
(SIGNATURE)
Eil f -"I; hT SIGNATURE
G1 -L,'�VICES
Gf.
PL [:.ill
L/NuP
APPROVAL TO ISSUE
BUILDING:
DATE:_
11/23/20
Mar
Q
O
w
2 z
:i Fn
0
z
w 0
< U) 0
W LL 0O -
< 0 D -j
te 0 -1
2i z w <
z
T< a- <
OOE
U)
R W
OF:000
oe (If w
of < a- w Fie
a-
n_ CL :E
IL u 0 m
x
Uji
a_ LL W
< 0 01
a- 0 of w
< —i a- 0 0
1112V2020
I of 15
KNA
016A
z.
0 Lu
LU
ca
a. 0
w
w
z F-
IL
< w
LLI
LU 0
fL
U)
z
UJ
Z
Es
—
—
— — — — — — - - -
STOQA&!
a -ly
E, NG
SATY
EA
-6
Aall
OF NE:hPDe-
E5-(:,
DRAB
-A�
ROr:5 i,-A
A AR-
Az.
R M -L A
GOB N6
'
5""
WOOL
/ AZR EVE..
= 15 ;5'
o,LL AA- T. 0
LA55 555
'.H5 N&
4TG-I 5A5 I., T. 0
AAL- =.51,35:
5-0
rA
... .. ..........
. . . ........... . .
------------ ----
REEAR, 'rAR=) LANDSCAPE PLAN/SITE PLAN
3235 Ocean Blvd, Corona Del Mar
September 2, 2020
Project No: 72370-10
Red%rLt3PC&0 01§4
PagQ+4:016A 2
building, a 3-foot deep over -excavation and replacement with cement treated
compacted fill is recommended in order to provide uniform and adequate
foundation support for the structures. The over -excavation should extend 3 feet
beyond the footprint of the structures, where practical.
Soil cement compacted fill should consist of a mixture of the existing beach
deposits material with a minimum of 2 percent cement. The fill should be moisture
conditioned and compacted in accordance with the recommendations provided in
the referenced reports. The limits of remedial grading are indicated on Figure 1.
Item 16: Buildings below slopes shall be set a sufficient distance from the slope to provide
protection from slope drainage, erosion and shallow failures. Provide sufficient
clearance from toe of slope per CBC 1808.7.1 or provide specific recommendations
from geotechnical engineer for how to provide alternate setbacks and clearances in
accordance with CBC 1808.7.5. Incorporate email recommendations included in
calculations into a stamped and signed letter or addenda from the geotechnical
engineer.
Response:
A caisson -supported debris wall system is recommended behind the proposed pool
bath/storage building to provide a debris catchment area and adequate protection
from slope drainage, erosion and shallow failures impacting the proposed structure.
The debris wall design values were provided in Report 17-8034 dated June 27,
2017, Periodic maintenance behind the debris wall, i.e., cleaning, should be
anticipated by the homeowner.
As indicated in our updated slope stability analyses presented in Appendix C, the
buried pier/caisson system should be designed to resist 2.3 kips per linear foot
lateral loading. Caissons utilized for proposed debris wall should be embedded into
competent material a minimum depth of 5 feet. Caissons may be designed for a
dead plus live load end bearing value of 2,000 pounds per square foot for competent
beach deposits. Lateral resistance may be computed utilizing 150 pounds per
square foot per foot depth for beach deposits, acting on a tributary area of twice the
caisson diameter.
Grading/Drainage Plan Review Comments:
Item 8: For projects on a slope, adjacent to a slope, with a basement, or project sites which
require remedial grading, soils engineer to review and approve the grading plan,
foundation plan, and shoring plan (if applicable) to verify that the design is
consistent with the geotechnical report recommendations. Soils engineer to stamp .
these plans with a review stamp asserting compliance with geotechnical report
recommendations. This comment will remain up to and include at the time of
permit issuance.
Response: Acknowledged.
3235 Ocean Blvd, Corona Del Mar
June 27, 2017 Project No: 71879-05
Refi?Zt J&i o 1376fgg4
PagpAJ4=016A 2
Debris Wall must be approved by Coastal Commission Lead Agent. A letter from
this Agency must be provided to indicate they have reviewed the location of this
wall.
Response:
Item 3:
Based on a meeting at the City of Newport Beach with the reviewer and Mr. Russ
Lamb .from Geofirm, recommendations were provided for a debris wall to be
located at the garage wall that is parallel to the toe of the slope. Our
recommendations were based on an evaluation of the potential surficial instability,
thickness of potentially loose soil, setback distance from the toe of the slope,
anticipated soil conditions, and our experience on similar projects. Our
recommendations included designing a 4-foot high debris wall with a lateral load of
90 pounds per cubic foot equivalent fluid pressure. Coastal commission approval
or other approval letters, if required, should be provided by others.
Please review the Grading, Foundation and Landscape Plans for compliance with
geotechnical recommendations of this report.
Response: The plans were reviewed and found to be in general conformance with our
geotechnical recommendations.
This opportunity to be of service is appreciated. If you have any questions, please call
Respectfully submitted,
GEOFIRM o`` ERIK R. MILDE , � " �. At
No, 2303 '
CERTIFIED � Nc.2565 m
ENGINEERING Exp.6/30/18
(P GEOLOGIST
Erik R. Hilde, PG C
ye"Aldrich, RCE, GE
Associate Engineering Geologist, EG 2303 Associate Engineer, GE 2565
Registration Expires 10-31-17 Registration Expires 6-30-18
Date Signed:
ERH/EJA: fp
Attachments: Appendix A
Appendix B
Appendix C
Distribution: Addressee (5)
— References
— Geotechnical Report Review Checklist, dated February 16, 2017
— Earth Pressure Load Calculations
Project Name/Number: stairs wall3235 Ocean Blvd, Corona bel Mar
KNA ENGINEERING, INC. Title Debris Wall at Garage Page: 1
30423 Canwood Street, #223 Dsgnr: AY Date: 20 NOV 2020
..Agoura Hills, CA 91301 Description.... 11/23/2020 4 of 15
ph: (818) 865-2026
knaeng@pacbell.net KNA14-016A
This.Wall in File:. C:\KNA Calc\2014\14-016 Tannir\2020-11-20 Pool Bath Piles\stairs wall.RPX
Retainpro (c) 1987-2019, Build 11.20,03.31
License: Kw-06068806 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
License To: KNA ENGINEERING, INC.
Criteria 9 1 Soil Data
Retained Height =
5.00 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
9.00 in
Water height over heel =
0.0 ft
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 90.0 psf/ft
Passive Pressure
= 400.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 110.00 pcf
FootingIlSoil Friction
= 0.350
Soil heightto ignore
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Service Level)
Stem Construction
Design Height Above Ftc ft =
Wall Stability Ratios Wall Material Above "Ht" _
Overturning = 0.90 UNSTABLE! Design Method =
Slab Resists All Sliding ! Thickness =
Total Bearing Load = 2,400 Ibs
...resultant ecc. = 21.09 in
Soil Pressure @ Toe =
0 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
0 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
0.9 psi OK
Footing Shear @ Heel =
6.9 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
2,205.0 Ibs
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-#=
Strength Level
ft-# =
Moment..... Allowable
-
Shear ..... Actual
Service Level
,psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Vertical component of active lateral soil pressure IS Solid Grouting =
considered in the calculation of soil bearing pressures. Modular Ratio'n' _
Load Factors
Building Code
CBC 2019,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Bottom
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
Stem OK
0.00
Concrete
LRFD
6.00
# 5
16.00
Edge
0.724
1,800.0
3,000.0
4,142.0
35.8
82.2
4.19
Wall Weight psf = 75.0
Short Term Factor =
Equiv. Solid Thick. _
Masonry Block Type =. Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 3,000.0
Fy psi = 60,000.0
Project Name/Number : stairs wall3235 Ocean Blvd, Corona bel Mar
KNA ENGINEERING, INC. Title Debris Wall at Garage Page : 2
30423 Canwood Street, #223 Dsgnr: AY Date: 20 NOV 2020
Agoura Hills, CA 91301 Description.... 11/23/2020 5 of 15
ph: (818) 865-2026
knaeng@pacbell.net KNA14-016A
This Wall in File: C:\KNA Calc\2014\14-016 Tannir\2020-11-20 Pool Bath Piles\stairs wall.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31
License : KW-06058806 Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-16
License To: KNA ENGINEERING, INC.
Concrete Stem Rebar Area Details
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :
0.1723 in2/ft
(4/3) * As:
0.2298 in2/ft
Min Stem T&S Reinf
Area 0.720 in2
200bd/fy : 200(12)(4.1875)/60000 :
0.1675 in2/ft
Min Stem T&S Reinf
Area per ft of stem Height: 0.144 in2/ft
0.0018bh : 0.0018(12)(6) :
0.1296 in2/ft
Horizontal Reinforcing Options
One layer of :
Two layers of:
Required Area :
0.1723 in2/ft
#4@ 16.67 in
#4@ 33.33 in
Provided Area :
0.2325 in2/ft
#5@ 25.83 in
#5@ 51.67 in
Maximum Area:
0.6807 in2/ft
#6@ 36.67 in
#6@ 73.33 in
Footing Data
Footing Design Results
Toe Width =
1.25 ft
192
Heel Width =
1.75 Factored Pressure
= 0
0 psf
Total Footing Width =
3.00 Mu': Upward
= 0
0 ft-#
Footing Thickness =
24.00 in Mu': Downward
= 4,303
1,466 ft-#
Mu: Design
= -359
1,466 ft-#
Key Width =
0.00 in Actual 1-Way Shear
= 0.85
6.86 psi
Key Depth =
0.00 in Allow 1-Way Shear
= 40.00
40.00 psi
Key Distance from Toe =
0.00 ft Toe Reinforcing
= None Spec'd
f'c = 2,500 psi Fy =
60,000 psi Heel Reinforcing
= None Spec'd
Footing Concrete Density =
150.00 pcf Key Reinforcing
= # 5 @ 16.00
in
Min, As % =
0.0018 Footing Torsion, Tu
=
0.00 ft-Ibs
Cover @ Top 2.00 @ Btm = 3.00 in Footing Allow. Torsion,
phi Tu =
0.00 ft-Ibs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm
Heel: phiMn = phi'5'lambda'sgrt(fc)'Sm
Key: No key defined
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 4.63 in
#5@ 7.18 in
#6@ 10.19 in
1.56 in2
0.52 in2 fit
If two layers of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
Project Name/Number : stairs wall3235 Ocean Blvd, Corona bel Mar
KNA ENGINEERING, INC. Title Debris Wall at Garage Page : 3
30423 Canwood Street, #223 Dsgnr: AY Date: 20 NOV 2020
Agoura Hills, CA 91301 Description.... 11/23/2020 6 of 15
ph: (818) 865-2026
knaeng@pacbell.net KNA14-016A
This Wall in File: C:\KNA Calc\2014\14-016 Tannir\2020-11-20 Pool Bath Piles\stairs wall.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31
License: KW-06058806 Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-16
License To: KNA ENGINEERING, INC.
Summar of ®verurnin & Resistin Farces M®menu
.....OVERTURNING.....
.....RESISTING.....
Force Distance Moment
Force Distance
Moment
Item Ibs ft ft-#
Ibs ft
ft-#
HL Act Pres (ab water tbl) 2,205.0 2.33 5,145.0
Soil Over HL (ab. water tbl)
687.5 2.38
1,632.8
HL Act Pres (be water tbl)
Soil Over HL (bel. water tbl)
2.38
1,632.8
Hydrostatic Force
Watre Table
Buoyant Force =
Sloped Soil Over Hee =
Surcharge over Heel =
Surcharge Over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Adjacent Footing Load =
Axial Dead Load on Stem=
Added Lateral Load =
* Axial Live Load on Stem =
Load @ Stem Above Soil =
Soil Over Toe =
103.1 0.63
64.5
Surcharge Over Toe =
Stem Weight(s) =
375.0 1.50
562.5
Earth @ Stem Transitions=
Total = 2,205.0 O.T.M. = 5,145.0
Footing Weighl =
900.0 1.50
1,350.0
Key Weight =
Resisting/Overturning Ratio = 0.90
Vert. Component =
334.6 3.00
1,003.8
Vertical Loads used for Soil Pressure = 2,400.2 Ibs
Total =
2,400.2 Ibs R.M.=
4,613.5
* Axial live load NOT included in total displayed, or used for
overturning
resistance, but is included for soil pressure calculation.
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
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.000 in
The above calculation is not valid if the heel soil bearing pressure exgeeds that of the toe
because the wall would then tend to rotate into the retained soil
Project Name/Number : stairs wall3235 Ocean Blvd, Corona Del Mar
KNA ENGINEERING, INC. Title Debris Wall at Garage Page : 4
30423 Canwood Street, #223 Dsgnr: AY Date: 20 NOV 2020
,Agoura Hills, CA 91301 Description.... 11/23/2020 7 of 15
ph: (818) 865-2026
knaeng@pacbell.net KNA14-016A
This Wall in File: C:\KNA Calc\2014\14-016 Tannir\2020-11-20 Pool Bath Piles\stairs wall.RPX
Retainpro (c) 1987-2019, Build 11.20.03.31
License : KW-06058806 Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-16
License To: KNA ENGINEERING, INC.
1P
19-T` 1 11911
3
Project Name/Number: stairs waU 3235 Ocean Blvd, Corona bel Mar
KNA ENGINEERING, INC. Title Debris Wall at Garage Page : 5
30423 Canwood Street, #223 Dsgnr: AY Date: 20 NOV 2020
:Agoura Hills, CA 91301 Description.... 11/23/2020 8 of 15
ph: (818) 865-2026 KNA14-016A
knaeng@pacbell.net
This Wall in File: C:\KNA Calc\2014\14-016 Tannir\2020-11-20 Pool Bath Piles\stairs wall,RPX
RetainPro (c) 1987-2019, Build 11.20.03.31
License : KW-06058806 Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-16
License To: KNA ENGINEERING, INC.
22'05
f-Iorostatic Force
Lateral oartli pressure due to the soil BELIJIN water table
3235 Ocean Blvd, Corona Del Mar
K N A EGINEERING, INC. Project: job No:
q1lillillil'111 NSheet:--- of
11 STRUCTURAL CONSULTANTS 11/23'202n 9,0f_lFi
KNA14-4'016A
3 0423CanwoodStreet Sulte223 Agoura Hills, CA91301 • (818)865-2026
' A
-s
L
-7
4�
�el- -I"-! I;
KAN ENGINEERING, INC.
30423 Canwood Street
Agoura Hills, CA 91301
ph: (818) 865-2026
3235 Ocean Blvd, Corona Del Mar
knaeng@pacbell.net 11/23/2020 10 of 15
KNA14-016A
Concrete Beam File: 14-016A Pool
Software copyright ENERCALC, INC.1983-2020, Build
DESCRIPTION: Debris Wall Grade Beam
Elastic Modulus = 3,122.0 ksi Fy - Stirrups
40.0 ksi
fy - Main Rebar = 60.0 ksi E - Stirrups =
29,000.0 ksi
E - Main Rebar = 29,000.0 ksi Stirrup Bar Size #
4
Number of Resisting Legs Per Stirrur =
2
Crass Section & Reinforcing details
Rectangular Section, Width = 36.0 in, Height = 24.0 in
Span #1 Reinforcing....
446 at 3.0 in from Bottom, from 0.0 to 16.0 ft in this span 446 at 3.0 in from Top, from 0.0 to 16.0 ft in this span
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load : D = 0.60 k/ft, Tributary Width =1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.390 : 1
Maximum Deflection
Section used for this span
Typical Section
Max Downward Transient Deflection
0.000 In
Ratio =
0 <360.(
Mu : Applied
65.856 k-ft
Max Upward Transient Deflection
0.000 In
Ratio =
0 <360.(
Mn * Phi: Allowable
168.747 k-ft
Max Downward Total Deflection
0.017 in
Ratio =
11472>=180
Location of maximum on span
7.985 ft
Max Upward Total Deflection
0.000 in
Ratio =
0 <180.(
Span # where maximum occurs Span # 1
Vertical Reactions Support notation : Far left is #1
Load Combination
Support 1
Support 2
Overall MAXimum
11,760
11.760
Overall MINimum
7.056
7,056
+D+H
11.760
11.760
+D+L+H
11.760
11.760
+D+Lr+H
11.760
11.760
+D+S+H
11.760
11.760
+D+0.750Lr+0.750L+H
11.760
11.760
+D+0.750L+0.750S+H
11.760
11.760
+D+0.60W+H
11.760
11.760
+D+0.750Lr+0.750L+0.450W+H
11.760
11.760
+D+0.750L+0.750S+0.450W+H
11.760
11.760
+0.60D+0.60W+0.60H
7.056
7.056
+D+0.70E+0.60H
11.760
11.760
KAN ENGINEERING, INC.
30423 Canwood Street
Agoura Hills, CA 91301
ph: (818) 865-2026
knaeng@pacbell.net
3235 Ocean Blvd, Corona Del Mar
11/23/2020 11 of 15
KNA14-016A
Concrete BeamFile: 016A Pool Bath.ec6
Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.1'
KW-06003737 KNA ENGINEERING, INC
DESCRIPTION: Debris Wall Grade Beam
Vertical Reactions Support notation : Far left is #1
Load Combination Support 1 Support 2
+D+0.750L+0.750S+0.5250E+H 11.760 11.760
+0.60D+0.70E+H 7.056 7.056
D Only 11.760 11.760
H Only
Shear Stirrup Requirements
Entire Beam Span Length : Vu < PhiVcl2, Req'd Vs = Not Reqd 9.6.3.1, use #4 stirrups spaced at 0.000 in
Maximum Forces & Stresses for Load Combinations
Load Combination Location (ft) Bending Stress Results ( k-ft )
Segment Span # alono Beam Mu: Max Phi*Mnx Stress Ratio
MAXimum BENDING Envelope
Span # 1
+1.40D+1.60H
Span # 1
+1.20D+0.50Lr+1.60L+1.60H
Span # 1
+1.20D+1.60L+0.50S+1.60H
Span # 1
+1.20D+1.60Lr+L+1.60H
Span # 1
+1.20D+1.60Lr+0.50W+1.60H
Span # 1
+1.20 D+L+1.60 S+1.60 H
Span # 1
+1.20D+1.60S+0.50W+1.60H
Span # 1
+1.20D+0.50Lr+L+W+1.60H
Span # 1
+1.20 D+L+0.50S+W+1.60 H
Span # 1
+0.90D+W+1.60H
Span # 1
+1.20D+L+0.20S+E+1.60H
Span # 1
+0.90D+E+0.90H
Span # 1
Overall Maximum Deflections
1 16.000
65.86
168.75
0.39
1 16.000
65.86
168.75
0.39
1 16,000
56.45
168.75
0.33
1 16.000
56.45
168.75
0.33
1 16.000
56.45
168.75
0.33
1 16.000
56.45
168.75
0.33
1 16.000
56.45
168.75
0.33
1 16.000
56.45
168.75
0.33
1 16.000
56.45
168.75
0.33
1 16.000
56.45
168.75
0.33
1 16.000
42,34
168.75
0.25
1 16.000
56.45
168.75
0.33
1 16.000
42.34
168.75
0.25
Load Combination Span Max. "-" Defl (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft)
D Only 1 0.0167 8.000 0.0000 0.000
KAN ENGINEERING, INC.
30423 Canwood Street
Agoura Hills, CA 91301
Kph: (818) 865-2026
knaeng@pacbell.net
Pale Footing Embedded in Soil
DESCRIPTION: Caisson Embedment
Code References
Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Pole Footing Shape Circular
Pole Footing Diameter ........... 36.0 in Point Load
Calculate Min. Depth for Allowable Pressures
No Lateral Restraint at Ground Surface
Allow Passive .................. 300.0 pcf
Max Passive ................. . . 1,500.0 psf
Distributed LoadS
Controlling Values
Governing Load Combination : +D+H
Lateral Load 29.50 k
Moment 161.950 k-ft
NO Ground Surface Restraint
Pressures at 1/3 Depth
Actual 1,500.0 psf
Allowable 1,500.0 psf
Footing Base Area 7.069 ft^2
Maximum Soil Pressure 0.0 ksf
Anolied Loads
3235 Ocean Blvd, Corona Del Mar
11/23/2020
KNA14-016A
HE
12 of 15
), Build:12.20.8.1'
M
J
estrahq-
Lateral Concentrated Load (k)
Lateral Distributed Loads (klf)
Vertical Load (k)
D : Dead Load k
k/ft
k
Lr ; Roof Live k
k/ft
k
L ; Live k
k/ft
k
S : Snow k
k/ft
k
W : Wind k
k/ft
k
E ; Earthquake k
k/ft
k
H ; Lateral Earth 18.0 k
2.30
k/ft
k
Load distance above
TOP of Load above ground surface
ground surface 7.40 ft
5.0
ft
BOTTOM of Load above ground surface
ft
"
Load Combination Results
+D+H
29.500
161.950
20.00
1,500.0
1,500.0
1.000
+D+L+H
29.500
161.950
20.00
1,500.0
1,500.0
1.000
+D+Lr+H
29.500
161.950
20.00
1,500.0
1,500.0
1.000
+D+S+H
29.500
161.950
2.0.00
1,500.0
1,500.0
1.000
+D+0.750Lr+0.750L+H
29.500
161,950
20.00
1,500.0
1,600.0
1.000
+D+0.750L+0.750S+H
29.500
161.950
20.00
1,500.0
1,500.0
1.000
+D-+0.60W+H
29.500
161.950
20.00
1,500.0
1,500.0
1.000
+D+0.750Lr+0.750L+0.450W+H
29.500
161.950
20.00
1,500.0
1,500.0
1.000
+D+0.750L+0.750S+0.450W+H
29.500
161.950
20.00
1,500.0
1,500.0
1.000
KAN ENGINEERING, INC.
3235 Ocean Blvd Corona Del Mar
30423 Canwood Street
j Agoura Hills, CA 91301
j ph: (818) 865-2026
knaeng@pacbell,net
11/23/2020 13 of 15
KNA14-016A
��p� �{'Jta'��t"t EiY9��dd�' Itl ��1�
File: 14-0 6A Pool Bath:ec6
Software copyright ENERCALC, INC:1983-2020, BuiId:12.20,8.1
DESCRIPTION: Caisson Embedment
+0.60D+0.60W+0.60H
17.700
97.170
14.13
1,402.6 1,403.9 1,000
+D+0.70E+0,60H
17.700
97A70
14.13
1,402.6 1,403.9 1,000
+D+0.750L+0.750S+0.5250E+H
29.500
161.950
20.00
1,500.0 1,500.0 1.000
+0.60D+0.70E+H
29.500
161.950
20.00
1,500.0 1,500.0 1,000
KAN ENGINEERING, INC.
30423 Canwood Street
Agoura Hills, CA 91301
ph: (818) 865-2026
knaeng@pacbell.net
Concrete Column
DESCRIPTION: PILE REINFORCMENT
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
3235 Ocean Blvd, Corona Del Mar
11/23/2020 14 of 15
KNA14-016A
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.1'
fc : Concrete 28 day strength = 3 ksi
Overall Column Height = 12.0 ft
E _
= 3122 ksi
End Fixity Top Free, Bottom Fixed
Density
= 150 pcf
Brace condition for deflection (buckling) along columns
(3
= 0.0
X-X (width) axis:
fy - Main Rebar
= 60 ksi
Fully braced against buckling ABOUT Y-Y Axis
E - Main Rebar
= 29000 ksi
Y-Y (depth) axis :
Allow. Reinforcing Limits
ASTMA615 Bars Used
Fully braced against buckling ABOUT X-X Axis
Min. Reinf.
= 1 0/0
Max. Reinf.
= 8 %
Column Cross Section
Column Dimensions:
36.Oin Diameter, Column Edge to Rebar
Edge Cover = 3.50in
Column Reinforcing :
14 - #8 bars
I
Applied Loads
Entered loads are factored per load combinations specified by user.
Column self weight included : 12,723.5 Ibs * Dead Load
Factor
BENDING LOADS ...
Lat. Point Load at 7.40 ft creating Mx-x, H =18.0 k
Lat. Uniform Load from 0.0->5.0 ft creating Mx-x, H = 2.30 k/ft
DESIGN SUMMARY
Load Combination
0.0
Maximum SERVICE Load Reactions..
Location of max.above base
0.0 ft
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Maximum Stress Ratio
0.0 : 1
Top along X-X 0.0 k Bottom along X-X 0.0 k
Ratio = (Pu"2+Mu^2)".5 / (PhiPnA2+PhiMnA2)^.5
Pu= 0.0 k cp *Pn=
0.0k
Mu-x = 0.0 k-ft tp * Mn-x =
0.0 k-ft
Maximum SERVICE Load Deflections ...
Mu-y = 0.0 k ft * Mn y =
0.0 k ft
Along Y-Y 0.0 in at 0.0 ft above base
for load combination : 0.o
Mu Angle = 0.0 deg
Along X-X O.Oin at O.Oft above base
Mu at Angle = 259.120 k-ft qMn at Angle =
665.87 k-ft
for load combination . o.o
Pn & Mn values located at Pu-Mu vector intersection with capacity curve
Column Capacities ...
General Section Information . = 0.0 =0.0 0 = n n
Pnmax : Nominal Max. Compressive Axial Capacity
0.0 k
p %Reinforcing 0.0 % Rebar < Min of 1.0
Pnmin : Nominal Min. Tension Axial Capacity
k
Reinforcing Area 0.0 inA2
cp Pn, max: Usable Compressive Axial Capacity
0.0 k
Concrete Area 0.0 in12
tp Pn, min : Usable Tension Axial Capacity
k
Governina Load Combination Results
Governing Factored Moment Dist. from Axial Load Bending Analysis k-ft
Load Combination k * Utilization
X-X Y-Y base ft Pu rp Pn 5x gx* Mux gy 5y* Muy Alpha (deg) 8 Mu (p Mn Ratio
KAN ENGINEERING, INC,
3235 Ocean Blvd, Corona bel Mar
30423 Canwood Street
Agoura Hills, CA 91301
Ph: (818) 865-2026
knaeng@pacbell,net
11/23/2020 15 of 15
KNA14-016A
�CAil�l"��£ �®fUli1'd11
File: 4-0 6APoolBath:ec6
Sofiware copyrightfNERCALC, INC.1983-P020, BuiId:12,20:8.1'
r.rr
DESCRIPTION: PILE REINFORCMENT
Maximum Reactions
Note: Only non -zero reactions are listed.
X-X Axis Reaction k Y-Y Axis Reaction
Axial Reaction My - End Moments k-ft Mx - End Moments
Load Combination @ Base @ Top @ Base @ Top
@ Base @ Base @ Top @ Base @ Top
Maximum Moment Reactions
Note: Only non -zero reactions are listed.
Moment About X-X Axis Moment About Y-Y Axis
Load Combination @ Base @ Top @ Base @ Top
Sketches
�) KeA ENGINEERING, INC. S Tf 3 �_ J f�C C7 h� I. T
A h*1 h J
30423 Carrwc>cad �itrer. k Suite1.2 � • ��cxa, �z I hllti. CA91 301 (ts I f3) t��, i 2026 ff�X ((31 t� ) i3(i , 1889
STRUCTURAL CALCULATIONS
Pool Bath Plan Check
For
KNA 14-016A
3235 Ocean Boulevard
Corona Del Mar, CA
DATED 8/ 19/2020
PAGES 1 to 17
8/ 17/20
�,�meFgs
��ca.ironnm r
3235 Oc an n � � r
KNA 14-0 A 9/2 2 3 of 17
Ocean Blvd, Newport Beach, CA 92625, USA
Latitude, Longitude: 33.5942958,-117.8741916
F Vl _
Lookout Paint'
Fuse Bakery
C,af�
°la� e2'"� u�� UnitedStatesar Carona del M°���, �;��a y�
Postal Service
Municipal Lot
Corona del Mar
State (eaaia ���ar
Go. gle
Date 8/19/2020, 10:31:52 AM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Default (See Section 11.4.3)
Type Value Description
SS 1.359 MCER ground motion. (for 0.2 second period)
SI 0.482 MCER ground motion. (for 1.0s period)
SMS
1.63
SMi
null -See Section 11.4
SDS
1.087
j SDI
null -See Section 11.4
Type
Value
SDC
null -See Section 11.4.8
Fa
1.2
F
null -See Section 11.4.8
PGA
0.594
FPGA
1.2
PGAM
0.713
TL
8
SsRT
1.359
SsLJH
1.496
SsD
2.629
S 1 RT
0.482
S1L1H
0.523
S1D
0.82
PGAd
1.058
CRS
0.908
CR1
0.921
Site -modified spectral acceleration value
.8 Site -modified spectral acceleration value
Numeric seismic design value at 0.2 second SA
.8 Numeric seismic design value at 1.0 second SA
Description
Seismic design category
Site amplification factor at 0.2 second
Site amplification factor at 1.0 second
MCEG peak ground acceleration
Site amplification factor at PGA
Site modified peak ground acceleration
Long -period transition period in seconds
Probabilistic risk -targeted ground motion. (0.2 second)
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
Factored deterministic acceleration value. (0.2 second)
Probabilistic risk -targeted ground motion. (1.0 second)
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
Factored deterministic acceleration value. (1.0 second)
Factored deterministic acceleration value. (Peak Ground Acceleration)
Mapped value of the risk coefficient at short periods
Mapped value of the risk coefficient at a period of 1 s
3235 Ocean Blvd, Corona Del Mar
KNA 14-016A 8/19/2020 2 of 17
ROOF DIAPHRAGM
3235 Ocean Blvd, Corona bel Mar
KNA 14-016A 8/19/2020 3 of 17
Seismic Analysis Based on IBC 12 / CBC 13 (Equivalent lateral -Force Procedure, ASCE 7-10 12.8)
CS max.= SDI
Ta=Ct(hn)075 1= 1.0
T(R/1)
= 0.02x 11 0.75 R= 6.5
= 0.614
= 0.121 < 0.5 Z= 0.4
> k = 1 hn= 11
Occupancy Category: I[
Ss= 1.359
Site class: D
SI= 0.482
Seismic design category: D
Fa= 1.20
Latitude: -
Fv= 1.50
Longitude: -
SMs= (Fa)(Ss)= 1.631
Redundancy Factor p : 1.3
SDS= 2/3(SMs)= 1.087
SM1= (Fv)(SI)= 0.723
SDI= 2/3(SM1)= 0,482
CS = SDS
(R/1)
= 0.167
0.167 use
CS MIN.= 0.01 WHEN SI< 0.6
CS MIN.= 0.5S1 WHEN S1> 0,6
(R/1)
0.0371
Seismic Factor= 0.167 /1.4 = 0.119
Total Base Shear
V = 8,988 X 0.119 = 1074 lb = 1 kips (ASD) x 1.3 = 1 kips
3235 Ocean Blvd, Corona bel Mar
KNA 14-016A 8/19/2020 4 of 17
0
ROOF DIAPHRAGM
Area sq.ft
1 14.0 x 11.0 = 154
E 154 SQ.FT
Trellis
F = 10'x16'/2x5psfx0.119 = 48 lb
Unit load psf lb
x 6.97 = 1,074
3235 Ocean Blvd, Corona Del Mar
KNA 14-016A 8/19/2020 5 of 17
SEISMIC LOAD
ROOF DL: 154 Sq.Ft x 22 psf = 3,388
EXT. WALL: 50'x 5.0'x 18 psf= 4,500
I NT. WALL: 20 'x 5.0 'x 11 psf = 1,100
E 8,988 x 0.119 = 1,074 ROOF DL
LEVEL
H
DL
DLxH
DLxH
F
Dist. Load
Area
Unit Load
ROOF
11.0
1,074
11,812
1.000 '
1,074
154
6.97
E 1,074 E 11,812
3235 Ocean Blvd, Corona bel Mar
KNA 14-016A 8/19/2020 6 of 17
SHEAR WALLS FROM ROOF TO 2ND FLOOR
LINE 1
AREA
F = 0.50 x 1
F = 0.50 x 1074
F =
537 lb
x 1.3 =
698
lb
P
L =
13.5
L =
13.5 ft
V =
698 / 13.5__..._.___._._____._._____.._._._.._�
V =
52 plf
+ (0.6-0.14SoS)
WALL HT
WALL WT
WALL HT
ROOF WT ROOF SPAN �/ WALL LENGTH
HD =
52 x 10
-( 18 x
10 +
22 x 1 )x 0.45 x 14 / 2
HD =
-116 lb
TYPE 2A
NO HD Req'd
LINE 2
AREA
TRELLIS
F =
0.50 x 1
+ 1.00 x
48
F =
0.50 x 1074 +
1.00 x
48
F =
585 lb x
1.3 =
760 lb
P
L=
7
L =
7 ft
V =
760 / 7
V =
109 plf
WALL HT
WALL WT
WALL HT ROOF WT ROOF SPAN WALL LENGTH
HD =
109 x 10 -(
18 x
10 + 22 x 1 )x 0.45 x 7 / 2
HD =
770 lb
TYPE 2A
HDU2
3235 Ocean Blvd, Corona bel Mar
KNA 14-016A 8/19/2020 7 of 17
SHEAR WALLS FROM ROOF TO 2ND FLOOR
LINE A
AREA TRELLIS
F = 0.50 x 1 + 1.00 x 48
F = 0.50 x 1074 + 1.00 x 48
F =
585 lb
x 1:69 =
988
lb
1.3px1.3 Orthognal Effect
L=
5
L =
5 ft
V =
988 / 5
V =
198 plf
° (0.6-0.14Sos)
WALL HT
WALL WT
WALL HT
ROOF WT ROOF SPAN �/ WALL LENGTH
HD =
198 x - 10
-( 18 x
10 +
22. x 5 )x 0.45 x. 5 / 2
HD =
1,652 lb
TYPE 2A
HDU2
LINE B
AREA
TRELLIS
F =
0.51 x 1
+ 1.00 x
48
F = 0.51 x 1074 + 1.00 x 48
F = 596 lb x 1.3 = 774 lb
P
L= 4
L= 4ft H/W=10/4=2.5<3.45OK
V= 774 /4 2W / H = 2x4 / 10 = 0.80
1A Capacity = 280xO.80 = 224 PLF
V = 194 plf
WALL HT WALL WT WALL HT ROOF WT ROOF SPAN WALL LENGTH
HD = 194 x 10 -( 18 x 10 + 22 x 5 )x 0.45 x 4 / 2
HD = 1,676 lb
TYPE 2A
HDU2
1
i
II II 3235 Ocean Blvd, Corona Del Mar
II I< N A ENGINEERING, INC. Project:
Sheet:._
STRUCTURAL CONSULTANTS Client: _ By:
Date:
30423 Canwood Street Suite 223 • Agoura Hills, CA 91301 • (818) 865-2026
KAN ENGINEERING, INC.
3235 Ocean Blvd, Corona Del Mar
30423 Canwood Street
KNA 14-016A 8/19/2020 9 of 17
Agoura Hills, CA 91301
ph; (818) 865-2026
knaeng@pacbell.net
t��, ColumnFile:
14-016APoo Bath.ec6
Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.1
DESCRIPTION: TRELLIS COLUMN
Code References
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-16
General Information
Steel Section Name : Pipe3STD Overall Column Height 10.0 ft
Analysis Method ; Load Resistance Factor Top & Bottom Fixity Top Free, Bottom Fixed
Steel Stress Grade Brace condition for deflection (buckling) along columns
Fy : Steel Yield 35.0 ksi X-X (width) axis
E : Elastic Bending Modulus 2.9,000.0 ksi Fully braced against buckling ABOUT Y-Y Axis
Y-Y (depth) axis
Filly braced against buckling ABOUT X-X Axis
DDlied Loads
Column self weight included : 75.80 Ibs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 10.0 ft, D = 0.10 k
BENDING LOADS , . .
Lat. Point Load at 10.0 ft creating Mx-x, E = 0.2870 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max, Axial+Bending Stress Ratio =
Load Combination
Location of max.above base
At maximum location values are ...
Pu
0.9 * Pn
Mu-x
0.9*Mn-x:
Mu-y
0.9*Mn-y:
PASS Maximum Shear Stress Ratio =
Load Combination
Location of max.above base
At maximum location values are ...
Vu : Applied
Vn * Phi : Allowable
Load Combination Results
Load Combination
+1.40D+1.60H
+1.20 D+0.50 Lr+1.60 L+1.60 H
+1.20 D+1.60 L+0.50S+1.60 H
+1.20 D+1.60 Lr+L+1.60 H
+1.20 D+1.60 Lr+0.50 W+1.60 H
+1.20 D+L+1.60 S+1.6 0 H
+1.20 D+1.60 S+0.50 W+1.60 H
+1.20 D+0.5 O L r+L-t-W+1.6 0 H
+1. 20 D+L+0 , 50 S+W+1. 6 0 H
+0.90D+W+1.60H
+1.20D+L+0.20S+E+1.60H
+0.90D+E+0.90H
Maximum Reactions
Load Combination
0.5009
+1.20 D+L+0.20 S+E+ 1.60H
0.0 ft
0.2110 k
65.205 k
-2.870 k-ft
5.749 k-ft
0.0 k-ft
5.749 k-ft
0.01761 : 1
+1.20D+L+0.20S+E+ 1.60 H
0.0 ft
0.2870 k
16,301 k
Service loads entered. Load Factors will be applied for calculations.
Maximum Load Reactions, .
Top along X-X
Bottom along X-X
Top along Y-Y
Bottom along Y-Y
Maximum Load Deflections ...
Along Y-Y 1.990 in at
for load combination :E Only
Along X-X 0.0 in at
for load combination :
0.0 k
0.0 k
0.0 k
0.2870 k
10.0ft above base
O.Oft above base
Maximum Axial + Bending
Stress Ratio Status
Stress Ratios
Location
Cbx
Cby
KxLx/Rx
KyLy/Ry
Maximum Shear Ratios
Stress Ratio Status Location
0.004
PASS
0.00 ft
1.00
1.00
0.00
0.00
0.000
PASS
0.00 ft
0.003
PASS
0.00 ft
1.00
1.00
0.00
0.00
0.000
PASS
0.00 ft
0.003
PASS
0.00 ft
1.00
1.00
- 0.00
0.00
0.000
PASS
0.00 ft
0.003
PASS
0.00 ft
1.00
1.00
0.00
0.00
0.000
PASS
0.00 ft
0.003
PASS
0.00 ft
1.00
1.00
0.00
0.00
0.000
PASS
0.00 ft
0.003
PASS
0.00 ft
1.00
1.00
0.00
0.00
0.000
PASS
0.00 ft
0.003
PASS
0.00 ft
1.00
1.00
0.00
0.00
0.000
PASS
0.00 ft
0.003
PASS
0.00 ft
1.00
1.00
0.00
0.00
0.000
PASS
0.00 ft
0.003
PASS
0.00 ft
1.00
1.00
0.00
0.00
0,000
PASS
0.00 ft
0,002
PASS
0.00 ft
1.00
1.00
0.00
0.00
0.000
PASS
0.00 ft
0.501
PASS
0.00 ft
1.00
1.00
0.00
0.00
0.018
PASS
0.00 ft
0.500
PASS
0.00 ft
1.00
1.00
0.00
0.00
0,018
PASS
0.00 ft
Note:
Only non -zero
reactions are
listed.
Axial Reaction
X-X Axis Reaction
k
Y-Y Axis
Reaction
Mx - End
Moments k-ft My - End
Moments
@
Base
@ Base @ Top
@ Base
@ Top
@ Base
@ Top
@ Base
@ Top
+D+H 0.176
KEN ENGINEERING, INC.
3235 Ocean Blvd, Corona Del Mar
30423 Canwood Street
KNA 14-016A 8/19/2020 10 of 17
Agoura Hills, CA 91301
ph: (818) 865-2026
knaeng@pacbell,net
File: -016A Pool Bath.ec6
Software copyright ENERGALC, INC.1983-2020, BuiId:12,20.8;1
DESCRIPTION; TRELLIS COLUMN
Maximum Reactions
Note: Only non -zero reactions are listed.
Axial Reaction
X-X Axis Reaction
k Y-Y Axis Reaction
Mx - End Moments k-ft My - End Moments
Load Combination
@ Base
@ Base @ Top
@ Base
@ Top
@ Base @ Top @ Base @ Top
+D+L+H
0.176
+D+Lr+H
0,176
+D+S+H
0.176
+D+0.750Lr+0,750L+H
0.176
+D+0,750L+0.750S+H
0.176
+D+0,60W+H
0.176
+D+0.750Lr+0.750L+0.450W+H
0,176
+D+0.750L+0.750S+0.450W+H
0.176
+0.60D+0.60W+0.60H
0.105
+D+0.70E+0.60H
0.176
0.201
-2.009
+D+0.750L+0.750S+0.5250E+H
0.176
0.151
-1.507
+0.60D+0,70E+H
0.105
0.201
-2.009
D Only
0.176
Lr Only
L Only
S Only
W Only
E Only
0,287
-2.870
H Only
Extreme Reactions
Axial Reaction
X-X Axis Reaction
k Y-Y Axis Reaction
Mx - End Moments k-ft My - End Moments
Item Extreme Value
@ Base
@ Base @ Top
@ Base
@ Top
@ Base @ Top @ Base @ Top
Axial @ Base Maximum
0.176
" Minimum
Reaction, X-X Axis Base Maximum
0,176
" Minimum
0.176
Reaction, Y-Y Axis Base Maximum
0,287
-2.870
" Minimum
0.176
Reaction, X-X Axis Top Maximum
0.176
" Minimum
0.176
Reaction, Y-Y Axis Top Maximum
0.176
" Minimum
0,176
Moment, X-X Axis Base Maximum
0.176
" Minimum
-2.870
0.287
-2.870
Moment, Y-Y Axis Base Maximum
0.176
" Minimum
0.176
Moment, X-X Axis Top Maximum
0.176
" Minimum
0.176
Moment, Y-Y Axis Top Maximum
0.176
" Minimum
0.176
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
+D+H
0.0000
in
0.000 ft
0.000
in
0.000 ft
+D+L+H
0.0000
in
0.000 ft
0.000
in
0.000 ft
+D+Lr+H
0.0000
in
0.000 ft
0.000
in
0.000 ft
+D+S+H
0.0000
in
O.00Q ft
0.000
in
0,000 ft
+D+0.750Lr+0.750L+H
0.0000
in
0.000 ft
0.000
in
0.000 ft
+D+0,750L+0.750S+H
0.0000
in
0,000 ft
0.000
in
0.000 ft
+D+0,60W+H
0.0000
in
0.000 ft
0.000
in
0.000 ft
+D+0.750Lr.+0.750L+0.450W+H
0.0000
in
0.000 ft
0.000
in
0.000 ft
+D+0.750L+0,750S+0.450W+H
0.0000
in
0.000 ft
0,000
in
0.000 ft
+0,60D+0.6OW+0.60H
0.0000
in
0.000 ft
0,000
in
0,000 ft
+D+0.70E+0.60H
0.0000
in
0.000 ft
1.393
in
10.000 ft
+D+0,750L+0.750S+0.5250E+H
0.0000
in
0.000 ft
1.045
in
10.000 ft
+0.60D+0.70E+H
0.0000
in
0.000 ft
1.393
in
10.000 ft
D Only
0.0000
in
0.000 ft
0.000
in
0.000 ft
Lr Only
0.0000
in
0.000 ft
0.000
in
0.000 ft
KAN ENGINEERING, INC. 3235 Ocean Blvd, Corona Del Mar
30423 Canwood Street KNA 14-016A 8/19/2020 11 of 17
Agoura Hills, CA 91301
Rh: (818) 865-2026
knaeng@pacbell.net
Steel Column File: - A Pool Bath.ec6
Software copyright ENERCALC, INC.1983-2020, Build: 12.20.8,1
DESCRIPTION: TRELLIS COLUMN
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
L Only
0.0000
in
0.000 ft
0,000
in
0.000 ft
S Only
0.0000
in
0,000 ft
0.000
In
0,000 ft
W Only
0.0000
in
0.000 ft
0.000
in
0,000 ft
E Only
0.0000
in
0.000 ft
1.990
in
10.000 ft
H Only
0,0000
in
0.000 ft
0,000
in
0,000 ft
Steel Section Properties :
Pipe3STD
Depth =
3.500 in
I xx
=
2.85 in14
J = 5.690 in14
S xx
=
1.63 inA3
Diameter =
3.500 in
Rxx
=
1,170 in
Wall Thick =
0.216 in
Zx
=
2.190 inA3
Area =
2.070 inA2
lyy
=
2.850 inA4
Weight =
7,580 plf
S yy
=
1.630 inA3
R yy
=
1.170 in
Ycg = 0.000 in
3235 Ocean Blvd, Corona bel Mar
KNA 14-016A 8/19/2020 12 of 17
�+71►'�I:i+'i•JC■ Anchor Designer TM
Software
Version 2.8.7094.1
1.Proiect information
Customer company:
Customer contact name:
Customer e-mail:
Comment:
2. Input Data & Anchor Parameters
General
Design method:ACI 318-14
.Units: Imperial units
Anchor Information:
Anchor type: Cast -in -place
Material: AB
Diameter (inch): 0.500
Effective Embedment depth, hef (inch): 12.000
Anchor category: -
Anchor ductility: Yes
hmin (Inch): 13.88
Cmin (Inch): 3.00
Smin (Inch): 3.00
Company:
Date:
8/19/2020
Engineer:
Page:
1/6
Project:
Address:
Phone:
E-mail:
Recommended Anchor
Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB4 (1/2" 0)
Project description:
Location:
Fastening description:
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 48.00
State: Cracked
Compressive strength, f'. (psi): 3000
4J",v: 1.2
Reinforcement condition: A tension, A shear
Supplemental reinforcement: Not applicable
Reinforcement provided at corners: Yes
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Ignore 6do requirement: No
Build-up grout pad: Yes
Base Plate
Length x Width x Thickness (inch)
Yield stress: 36000 psi
Profile type/size: Pipe3STD
4.00 x 15.00 x 0.75
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
3235 Ocean Blvd, Corona bel Mar
KNA 14-016A 8/19/2020 13 of 17
E-71►�n�--�•J►■ Anchor DesignerTM
. , Software
Version 2.8.7094.1
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: U = 0.9D + 1.0E
Seismic design: Yes
Anchors subjected to sustained tension: Not applicable
Ductility section for tension: not satisfied
Ductility section for shear: not satisfied
Do factor: 2.5
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: Yes
Company:
I Date:
8/19/2020
Engineer:
I Page:
2/6
Project:
Address:
Phone:
E-mail:
Service level loads:
D
E
Strength level loads
Na [lb]: 330
0
297
Vax [lb]: 0
0
0
Vay [lb]: 287
0
258
Mx [ft-lb]: 2870
0
2583
My [ft-lb]: 0
0
0
Mz [ft-lb]: 0
0
0
<Figure 1>
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Po' itas Boulevard Pleasanton, CA 94688 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
3235Ocean Blvd, Corona Da|Mar
Anchor Designer nw
' Software
Version 2.8.7094.1
^Figure 2> '
Company:
I Date:
8/19/2020
Engineer:
I Page:
13/6
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. sosavuLas pvommBoulevard Pleasanton, o^n*noo pvvne:oos.ono.00uo mm:o25.o*r.om1 www.stnnnoo.nnm
3235 Ocean Blvd, Corona bel Mar
KNA 14-016A 8/19/2020 15 of 17
imrwnAnchor Designer
�{Software
�kVersion 2.8.7094.1
0
Company:
I Date:
8/19/2020
Engineer:
I Page:
4/6
Project:
Address:
Phone:
E-mail:
3. Resulting
Anchor Forces
Anchor
Tension load,
Shear load x,
Shear load y,
Shear load combined,
% (lb)
Vuax (lb)
Way (lb)
q(Vuax)z+(Vuay)Z (lb)
1
0.0
0.0
64.5
64.5
2
195.9
0.0
64.5
64.5
3
1194.9
0.0
64.5
64.5
4
1694.4
0.0
64.5
64.5
Sum
3085.3
M
Maximum concrete compression strain (%o): 0.10
Maximum concrete compression stress (psi): 419
Resultant tension force (lb):3085
Resultant compression force (lb): 2788
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 2.27
Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00
Eccentricity of resultant shear farces in y-axis, e'vy (inch): 0.00
4. Steel Strength of Anchor in Tension (Sec. 17.4.1�
Ns,, (Ib) 0 &sa (lb)
8235 0.75 6176
5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2)
Nb = 16Aa4fch.i 13 (Eq. 17.4.2.2b)
Aa fo (psi) her (In) Nb (lb)
1.00 3000 12.000 55121
258.0 258.0
<Figure 3>
Y
0.750Ncbg =0.750 (ANc/ANco) Iec,NY%d,NYJc,NV'cp,NNb (Sec. 17.3.1 &. Eq. 17.4.2.1b)
ANc (Inz) ANco (Inz) Ca,mfn (In) Y'ec,N P'ed,N y'c,N :'cp,N Nb (lb) 0 0.75ON09 (Ib)
279.00 1296.00 3.00 0.888 0.750 1.00 1.000 55121 0.75 4446
6. Pullout Strength of Anchor in Tension (Sec. 17.4.3)
0.750Npn = 0.750'I1c,PNp = 0.750VfcP8AbrgFc (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4)
V'o,P Abrg (Inz) fc (psi) 0 0.750Np,, (lb)
1.0 1.57 3000 0.70 19795
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
3235 Ocean Blvd, Corona bel Mar
KNA 14-016A 8/19/2020 16 of 17
l+'71►41s+7•J►■ Anchor DesignerTM
Software
Version 2.8.7094.1
Company:
Date:
8/19/2020
Engineer:
Page:
5/6
Project:
Address. -
Phone:
E-mail:
7. Side -Face Blowout Strength of Anchor in Tension (Sec. 17.4.4)
0.750Nsbg = 0.75¢{(1+Ca2/Ca1)/4}(1+s/6Ca1)Nsb = 0.750((1+Ca2/Cai)/4)(1+s/6ca1)(160Ca14Abrg)A4f'c (Sec. 17.3.1, Eq. 17.4.4.1 & 17.4.4.2)
s (in) Cal (in) cat (in) Abrg (in2) Aa f'o (psi) 0 0.750Nsb (lb)
9.00 3.00 99999.00 1.57 1.00 3000 0.75 27804
8. Steel Strength of Anchor in Shear (Sec. 17.5.1)
Vsa (Ib) 09rout 0 091outroVsa (lb)
4940 0.8 0.65 2569
9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2)
Shear parallel to edge in y-direction:
Vbx = min17(/e/da)0"4daria4fXa1"-'; 9%a4fcca11'11 (Eq. 17.5.2.2a & Eq. 17.5.2.2b)
k (in) da (In) Aa fo (psi) cal (in)
Vbx (Ib)
4.00 0.500 1.00 3000 3.00
2135
OVcbgy = 0(2)(Avc/Avco)Yeo,vVedvVcvy1B,vVbx (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b)
Avc (in2) Avco (in2) Wea,V Ved,V tl'e,V
V',,,v Vbx (Ib) 0 oVcbgy (lb)
94.50 40.50 1.000 1.000 1.200
1.000 2135 0.75 8968
10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3)
OVcpg = OkcpNcbg = okcp(ANc7ANco)T'ec,NY'ed,NT'cNT'cp,NNb(Sec. 17.3.1 & Eq. 17.5.3.1b)
kcp ANc (In2) ANco (In2) Tec,N Ved,N 1'qN Top,N Nb (lb) 0 OVcpg (lb)
2.0 297.00 1296.00 1,000 0.750 1.000 1.000 55121 0.70 13263
11. Results
Interaction of Tensile and Shear Forces (Sec. 17.6.
Tension
Factored Load, Nua (lb)
Steel
1694
Concrete breakout
3085
Pullout
1694
Side -face blowout
3085
Design Strength, M (lb) Ratio
6176
0.27
4446
0.69
19795
0.09
27804
0.11
Status
Pass
Pass (Governs)
Pass
Pass
Shear Factored Load, Vua (lb)
Design Strength, oVn (lb)
Ratio
Status
Steel 65
2569
0.03
Pass
11 Concrete breakout x- 258
8968
0.03
Pass (Governs)
Pryout 258
13263
0.02
Pass
Interaction check Nua/ONn VualoVn
Combined Ratio
Permissible
Status
Sec. 17.6..1 0.69 0.00
69.4%
1.0
Pass
PA134 (1/2" 0) with hef = 12.000 inch meets the selected design criteria.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
3235 Ocean.Blvd, Corona bel Mar
KNA 14-016A 8/19/2020 17 of 17
E-�1►�n:.��•�►■ Anchor Designerr""
e , Software
Version 2.8.7094.1
Base Plate Thickness
Required base plate thickness: 0.741 inch
Company:
Date:
8/19/2020
Engineer:
Page:
6/6
Project:
Address:
Phone:
E-mail:
12. Warnings
- Designer must exercise own judgement to determine if this design is suitable.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
I Z eM - -2 C) -ZC)
is
KNA ENGINEERING, INC. I WJ(- I (JKAL (--(-)N:)tJl- I AN 1'-)
11019
STRUCTURAL CALCULATIONS
ITEM
Loading
Roof Framing
Lateral Analysis
Foundation
Trellis Beams
Trellis La--�---ral
BUILDING DIVISION
OCT 6 2020
W. M-K
Pool Bath
For
KNA 14-016A
3235 Ocean Boulevard
Corona Del Mar, CA
DATED 5/27/2020
PAGES I to 37
TOM.
2
wu0moomw" 7
16
25
4 2020 32
W. MA
5/27/20
3235 Ocean View Blvd
Corona Del Mar, CA
5/27/2020 1 of 37
KNA ENGINEERING, INC. A STRUCTURAL CONSULTING FIRM
30423 CANWOOD STREET -SUITE #223 o AGOURA HILLS, CA 91301 (818) 865-2026
LOAD CRITERIA
FLAT ROOF DL CEILING DL
ROOFING
3.0 PSF
REROOFING
3.0
C.J.
3.0 PSF
5/8" PLYWOOD
1.8
INSULATION
2.0
RIPPING
1.7
CEILING
3.0
5/8" PLYWOOD
1.8
SPRINKLER
1.0
ROOF RAFTER
3.0
MISC.
1.0
INSULATION
2.0
CEILING
3.0
DL =
10.0
SPRINKLER
1.0
LL =
10.0
MISC.
1.7
DL = 22.0 PSF
LL = 20.0 PSF
EXTERIOR WALL DL
2x6 @ 16" O.C.STUCCO & 5/8" D.W
2x6@16"O.C. 1.7 PSF
7/8" STUCCO 10.0
5/8" D.W. 2.8
5 1/2" INSULATION 1.7
PL 1.0
MISC. 0.8
DL =
18.0 PSF
INTERIOR WALL DL
2x6 @ 16" O.C. BOTH SIDES 5/8" D.W.
2x6 @ 16" O.C. 1.7 PSF
2-5/8" D.W. 5.6
5 1/2" INSULATION 1.7
PL 1.0
MISC. 1.0
DL = 11.0 PSF
3235 Ocean View Blvd
�I �I Project: Job No: Corona Del Mar,CA
KNA ENGINEERING, INC. — —
_ Sheet:_ 5/27/2020 2 0f{37
STRUCTURAL CONSULTANTS
Date:
30423 Canwood Street Suite 223 Agoura Mills, CA 91301 (818) 865-2026
dd��
KAN ENGINEERING, INC.
Project Title:
3235 Ocean View Blvd
30423 Canwood Street
Engineer:
Corona Del Mar, CA
Agoura Hills, CA 91301
Project ID:
5/27/2020 3 of 37
ph: (818) 865-2026
Project Descr:
knaeng@pacbell.net
Printed: 27 MAY.2020, 8:41AM
�O®d Beim
File: 14-016A Poo Bath :ec6
MM
Software copyright ENERCALC, INC.1983-2020, Build:12.20.2.2I
DESCRIPTION: TYP. R.R.
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb +
900.0 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
900.0 psi
Ebend- xx 1,600.0 ksi
Fc - Prll
1,350.0 psi
Eminbend - xx 580.0 ksi
Wood Species : Douglas Fir - Larch
Fc - Perp
625.0 psi
Wood Grade Nc.2
Fv
180.0 psi
Ft
575.0psi
Density 31.210pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Repetitive Member Stress Increase
D(0.02926) Lr(0.0266)
2x10
Span = 12.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary
Width = 1.330 ft
DESIGN SUMMARY
B
;Maximum Bending Stress Ratio =
0.41a 1 Maximum Shear Stress Ratio =
0.149 : 1
Section used for this span
2x10
Section used for this span
2x10
=
594.43psi
=
33.45 psi
=
1,423.13psi
=
225.00 psi
Load Combination
+D+Lr+H
Load Combination
+D+Lr+H
Location of maximum on span =
6.000ft
Location of maximum on span =
0,000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.079 in Ratio =
1826>=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.175 in Ratio =
825>=180
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Overall Maximum Deflections
Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+Lr+H 1 0.1745 6,044 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.353
0.353
Overall MINimum
0.160
0.160
+D+H
0.194
0.194
+D+L+H
0,194
0.194
+D+Lr+H
0.353
0.353
+D+S+H
0.194
0.194
+D+0,750Lr+0.750L+H
0.313
0.313
+D+0.750L+0.750S+H
0.194
0.194
+D+0.60W+H
0.194
0.194
+D+0.750Lr+0.750L+0.450W+H
0.313
0.313
KAN ENGINEERING, INC. Project Title: 3235 Ocean View Blvd
30423 Canwood Street Engineer: Corona bel Mar, CA
Agoura Hills, CA 91301 Project ID: 5/27/2020 4 of 37
ph: (818) 865-2026 Project Descr:
knaeng@pacbell.net
Printed: 27 MAY 2020, 8:41AM
Wood Beam
Software cocvright ENERi
DESCRIPTION: TYP. R.R.
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
+D+0.750L+0.750S+0.450W+H
0.194
0.194
+0.60D+0,60W+0.60H
0.116
0.116
+D+0.70E+0.60H
0.194
0.194
+D+0.750L+0.750S+0.5250E+H
0.194
0.194
+0.60D+0.70E+H
0.116
0.116
D Only
0.194
0.194
Lr Only
0.160
0.160
L Only
S Only
W Only
E Only
H Only
KAN ENGINEERING, INC.
Project Title:
3235 Ocean View Blvd
30423 Canwood Street
Engineer:
Corona Del Mar, CA
Agoura Hills, CA 91301
Project ID:
5/27/2020 5 of 37
ph: (818) 865-2026
Project Descr:
knaeng@pacbell.net
Printed: 27 MAY 2020, 8:42AM
Wood Beam)
File: -016A Pool Bat .ec
Software copyright ENERCALC, INC.1983-2020, Build:12.20.221
DESCRIPTION: HD-1
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Load Combination ASCE 7-16
Wood Species : Douglas Fir - Larch
Wood Grade : No.2
Beam Bracing Completely Unbraced
Fb +
900.0 psi
Flo -
900.0 psi
Fc - Prll
1,350.0 psi
Fc - Perp
625.0 psi
Fv
180.0 psi
Ft
575.0 psi
4x6
Span = 6.0 ft
E .' Modulus of Elasticity
Ebend- xx 1,600.0 ksi
Eminbend - xx 580.0 ksi
Density 31.210pcf
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary
Width = 5.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.451: 1
Maximum Shear Stress Ratio =
0.190 : 1
Section used for this span
4x6
Section used for this span
4x6
=
655.41 psi
=
42.76 psi
=
1,452.09psi
=
225.00 psi
Load Combination
+D+Lr+H
Load Combination
+D+Lr+H
Location of maximum on span =
3.000ft
Location of maximum on span =
0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection 0.038 in Ratio = 1905>=360
Max Upward Transient Deflection 0.000. in Ratio = 0 <360
Max Downward Total Deflection 0.081 in Ratio = 889>=180
Max Upward Total Deflection 0.000 in Ratio = 0 <180
Overall Maximum Deflections
Load Combination
Span Max. "-': Defl Location in Span Load Combination Max. "+" Dell Location in Span
+D+Lr+H
1 0.0809
3.022 0.0000 0.000
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.643
0.643
Overall MINimum
0.300
0.300
+D+H
0.343
0.343
+D+L+H
0.343
0.343
+D+Lr+H
0.643
0.643
+D+S+H
0.343
0.343
+D+0.750Lr+0.750L+H
0.568
0.568
+D+0.750L+0.750S+H
0.343
0.343
+D+0.60W+H
0.343
0.343
+D+0.750Lr+0.750L+0.450W+H
0.568
0.568
KAN ENGINEERING, INC.
Project Title:
3235 Ocean View Blvd
30423 Canwood Street
Engineer:
Corona bel Mar, CA
H Agoura Hills, CA 91301
Project ID:
5/27/2020 6 of 37
ph: (818) 865-2026
Project Descr:
knaeng@pacbell.net
Printed: 27 MAY 2020, 8:42AM
UQt�@��1
File: _ - 1 A Pool Bath.ec6
Software copyright ENERCALC, INC.1983-2020, Bulld:12.20.2.2!
DESCRIPTION: HD-1
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
+D+0.750L+0.750S+0.450W+H
0.343
0.343
+0.60D+0.60W+0.60H
0.206
0.206
+D+0.70E+0.60H
0.343
0.343
+D+0.750L+0.750S+0.5250E+H
0.343
0.343
+0.60D+0.70E+H
0.206
0.206
D Only
0.343
0.343
Lr Only
0.300
0.300
L Only
S Only,
W Only
E Only
H Only
3235 Ocean View Blvd
GeoFirm Corona Del Mar, CA
5/27/2020 7 of 37
May 21, 2014 Project No: 71879-03
Report No: 14-7479
Page No: 4
elevation of 57 feet. The caisson row along the shoring wall is recommended to be
embedded at least 35 feet below the proposed design lower floor elevation of 57 feet.
In order to provide adequate slope stability factors of safety for the lower detached
garage, and to provide adequate foundation support, an overexcavation and replacement
with cement treated compacted fill soil is recommended for the lower garage building
pad.
2013 CBC UPDATED RECOMMENDATIONS
Recommendations presented in the referenced reports remain applicable to the current
design, unless specifically superseded by the following.
Seismic Structural Design
Based oIN,
�echnical_d�ta and site paramete—rs,�he f641Q ing is provided by the USGS
(ASC `j D "'satisfy the 2013 CBC design criteria:
Table 1, Site and Seismic Design Criteria
Per ASCE 7-10 for 2013 CBC
JQ Q Design Recommended
`C/ Parameters Values
Site Class B
VV Site Longitude (degrees)-117.9273
i Site Latitude (degrees) 33.6227
U Ss (g) B 1.698
`J S 1 (g) B 0.627
SMs (g) D 1.698
V SM1 (g) D 0.627
SDs (g) D 1.132
SDI (g) D 0.418
�J Fa 1.0
Fv 1.0
Seismic Design Category D
Slope Stability Caissons ------
Based on the current proposed construction, slope stability caissons are required to increase the
static and pseudo -static factors of safety to current building code requirements. The locations of
the stability caissons are shown on the attached Geotechnical Plot Plan, Figure 2. The top -of -
slope row is recommended to consist of caissons that are embedded at least 40 feet below the
U
a
o
0
0
0
0
4
0
0
4
0
0
0
0
4
0
0
4
0
0
q
0
W
0
W
0
n
0
10
0
In
d
n
0
0
t
0
W
0
N
ui
t0
n
0
n
`-'
N
to
4
m
o
n
3
In
O
5
n
m
N
N
W
m
m
co
co
co
co
m
0
co
co
co
<0
co
t0
W O
to
N
N
LO
LO
LO
N
Ld
Ld
N
Lo
N
to
Lo
(n Z
II
*
it
NCi
U
Q
C)
U
C)
CJ
U
U
()
U
d
(3
U
RO)
n
n
t0
p)
in
I,
I,
m
in
co
to
t0
f0
N a
®
®
0
®
®
®
J_
U
U
U
U
U
U
C)
U
U
NI-
O
0
0
0
0
0
0
00
Q�.V
U
d
U
U\U\\
\
U
\
\
-U\
m
d'
In
M
d'
N
n
n
n
An
N.-
QQN�
@1
®
®
®
®
®
CU
U
FUQ
O
O
N
U
0
U
U
U
U
U
U
N
U
U
U
N
U
U
U
U
0
0
0
0
0
0\
�
O
O
C5
O
0*
01
0
R
o
�--
A
)n
R
W
R
-
R
t0
R
n
E
0
N
A
m
L
d�
L
I,
n
E
U
A
n
E
•t'
A
N
®
®
®
®
®
®
®
®
3®
3®
U
N
U
N
N
fn
U
N
U
N
U
U
N
U
N
U
N
U
U
U
U
U
U
Q
n
N
N
N
n
N
N
N
J I-
U
U
C7
C7
C7
U
U
C.9
U
U
U
U
C9
C7
C9
U
II
II
II
R-
II
R
w
R
ao
ao
ro
ro
L
o0
R
00
0o
ao
R
ao
R
ao
L
ao
R
ao
L
ao
L
ro
R
ro
M
M
M
M
M
M
M
M
M
H
M
M
M
M
M
M
U
C0U
Uf
U
U
d
U
U
00
O
O
O
O
O
C3
O
0
0
0
C
VOCU
Um
RO
AO
0
p
Nd
'
Rp
O
N
oo
N
N
o0
Z®
®
®
®
@
®
w
w..w..w
w..w..w..w
W
p
W
p
W
p
W
p
W
0
W
O
W
O
W
0
O
N
m
9
0
N
N
0
0�
W
W
I=-
W
I=-
W
I=-
W
h
W
I=-
W
i=-
W
Z
p
O
m
Z
O
O
m
Z
O
O
ro
Z
v O
O
mu
Z
p
O
m
Z
O
�...i
O
m
Z
O
O
ro
Z
0
O
m
yv
Yv
y
yv
y�
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
ci
ci
ci
ci
ci
ci
ci
ci
ci
ci
ci
ci
c;
ti
ci
ci
0
0
0
d
0
o
ci
0
d
A
o
C
0
A
d
L
O
E
o
E-
0
E
d
E
t0
f0
t
d'
M
n
N
N
0
c0
-0
t
n
n
N
N
®
@
®
@J
®
®
®
®
®
®
®
®
0
0
0
0
0
0
0
0
v
v
v
v
v
v
m
v
o
N
W
o
J
a
J
a
J
a
J
o_
J
o_
J
a
J
o_
J
o_
J
a
J
o_
J
a
J
a
J
a
J
a
J
o_
J
o_
FU
U
U
U
U
U
U
U
U
U
U
U
U
U
U
U
E
N
L
N
A
N
L
N
E
N
C
N
E
N
E
N
F
N
F
N
L
N
E
N
C
N
L
N
L
N
E
N
\
\
\
\
\
\
\
\
\
\
\
\
) j Y.
Q'
Q
m
U
o
W
U-
U
S
Q
m
U
a
W
1.-
U
2
-
N
3235 Ocean View Blvd
Corona Del Mar, CA
5/27/2020 8 of 37
J
Z
W
Y
Z LIJ
0 LL-
N
m LLI o
W Z)
N Q 0 J ~ Z
cv J o
Z W �
WC W
z IL U)\ 3 d
O -1
W U O Z W
li V O LLJ
0 (zn0 W
J N Uz a))
?� Z N
(n 0 N J > LLI J m H Z=
C� j Q (ri O F- fn
0 Wj U W I- O (j
W 0 Z YW l' J
o a vi Q LLgz °¢ om CD o
W Z 0L'Z O
J W—< J y 00
W N W > O w W O O W W
O
Qp �� a- 3�W W< UNW
Z 0O W ¢'> W ~ O N J
~ o zo m, a 0
O "Co
(,jL` JOQ a_ Z(n a_ zQ
O MHO OZ =WSW OO 0 007
iz LJ U Q NFL H -0 (~n LOL
\ U �W ZCn NQ\Op �7 Om
C� Z J W z
¢J X F WO 0W
O a_ M-0<3:U)
OB (J N F 0W a_
O
Z J Z-
=�m
Q O \a: W>O W paw Z_ W
LLJO-J Ld LL �O LL JUNUO -Z��O
¢NIL000=nZ 00WrF- W
mZQ
oxQ �ZWI-
QO Z\ WZ JLLI C)2
U O Z ,- N > J I-
N > a- LLJ ¢ 2 M J� p W SLU > _ J
® -j ��oOJ zzJl-V)=jIL
�oZF- Lj aoLm
�w� �ooZ�� LLJ
?�o
0 o' OELUW0nm0 MF-0 XMmwM00 Nm ¢ LLI in U o
LLJ
N 1-N�J Z¢N mOJm�ZF-a_ZN(~n0 O 0-
LL-
0 Zm = Q-J �(Zn W J WW Z d�¢ W W U\off ¢ om J
O UQ mJ(n W to mW�j0 mQ
LLJ H Q N O a ZUW J N m 0 U a 0= J Z U O W �' 0
¢ W¢o=oJ�¢ ml-=O�zLLOo af
?cngJ aL`'cnOOOo>WomwOooZ�
�- o(n(LEL 0JN000zoom(na: m:<L)
04 ZJ S W Wa_UJJ~J��JofJ
3 \F- =MONO ¢¢ J U (n ty a_ z J �- -j 04 J O J
00 W Z fn (n L� .- Z a_ Z a_ (n O ¢ Q Q Q Z 0 < 1n; ¢ L� Q
8 —.�— 2 2��
Z .- N n 'Lt' � O r �� 00 rn � O '7N Pr) d' to co I-
iF
ESR-2330 1 Most Widely Accepted and Trusted 323Pa9"r6Yjgw Blvd
orona IYE-ar, CA
TABLE 1B—ALLOWABLE TENSION LOADS AND DISPLACEMENTS FOR 5/27/2020 9 of 37
HDU SERIES HOLD-DOWN ASSEMBLIES''2,3.4
HOLD-
MODEtL NO.
SDS
SIZE (iin
ALLOWABLE TENSION LOADS', Pau(lbs)
Co = 1.33 or Co = 1.6
AT
DISPLACEMEN as (in.)
MAXIMUM LOAD"'
Wood Member Thickness' (in.)
3
3.5
4.5
5.5
7.25
5.5(7)
Da,,
As
HDU2
'/4x1.5
1,810
1,810
1,810
1,810
1,810
1,810
0.069
0.090
'/gx2.5
3,075
3,075
3,075
3,075
3,075
3,075
0.088
0.118
HDU4
'/4xl.5
3,105
3,105
3,105
3,105
3,105
3,105
0.083
0,108
'/4x2.5
4,565
4,565
4,565
4,565
4,565
4,565
0.114
0.154
HDU5
'/4x1,5
3,960
3,960
3,960
3,960
3,960
3,960
0.109
0.142
'/4x2.5
5,645
5,670
5,670
5,670
5,670
5,670
0.115
0.158
HDU8
1/4x1.5
5,980
5,980
5,980
5,980
5,980
5,980
0.087
0.115
'/4x2.5
5,980
6,970
7,870
7,870
7,870
7,870
0.113
0.161
HDU11
1/4x2.5
—
—
—
9,535
11,175(" )
11,175
0.137
0.182
HDU14
1/4x2.5
—
—
—
—
14,390"0'
14,445
0.172
0.239
For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N.
'Tabulated allowable loads are for a hold-down assembly consisting of the hold-down device attached to a wood structural member with the
size of SIDS wood screws noted in the table. The quantity of SIDS wood screws must comply with Table 1A.
2The allowable loads for the hold-down assemblies are based on allowable stress design (ASD) and include the load duration factor,
Co, corresponding with wind/earthquake loading in accordance with the NDS. No further increase is allowed.
'When using the basic load combinations in accordance with IBC Section 1605.31, the tabulated allowable loads for the hold-down assembly
must not be increased for wind of earthquake loading. When using the alternative basic load combinations in IBC Section 1605.3.2 that
include wind or earthquake loads that tabulated allowable loads for the hold-down assembly must not be increased by 331/3 percent, nor can
the alternative basic load combinations be reduced by a factor of 0.75.
4Anchorage to concrete or masonry must be determined in accordance with Section 4.1.3 of this report.
'The tabulated allowable (ASD) tension loads must be multiplied by 1.4 to obtain the strength -level resistance loads associated with the
tabulated Da deformations.
'The minimum thickness of the wood members (i.e., the dimension parallel to the long axis of the SIDS wood screws) must be as indicated in
the table above. The minimum width of the wood members must be 31/2 inches, except as noted,
'The minimum width of the wood members must be 51/2 inches (6x6 nominal).
'Tabulated displacement values, Aau and As, for hold-down assemblies include all sources of hold-down assembly elongation, such as fastener
slip, hold-down device extension and rotation, and anchor rod elongation, at ASD-level and strength -level forces, respectively.
9Elongation of the hold-down anchor rod must be calculated when the ASTM steel specification of the anchor rod differs from that described in
the Section 3.2.4 of this report, or the actual unbraced length is greater than 6 inches. In lieu of calculating the elongation of the hold-down
anchor rod for hold-downs raised 6 inches to 18 inches above the concrete, an additional 0.010 inch may be added to the tabulated hold-down
displacement at allowable load, Dail, and an additional 0.014 inch may be.added to the tabulated hold-down displacement at strength -level
load, As, to account for anchor rod elongation.
"Requires a heavy hex anchor nut to achieve tabulated tension loads.
TABLE 1C—ALLOWABLE TENSION LOADS AND DISPLACEMENTS OF HDU SERIES HOLD-DOWN CONNECTORS'2,3
x 0.75
2,300
3,400
4,200
5,200
7,100
10,800
HOLD-DOWN MODEL NO.
ALLOWABLE TENSION LOAD, Pau (Ibs)
DISPLACEMENT A AT MAX LOAD (in)
oa11
As
HDU2
3,505
0.081
0.110
HDU4
4,990
0.089
0.117
HDU5
5,670
0.078
0.107
HDU8
9,950
0.131
0.164
HDU11
11,905
0.121
0.157
HDU14
15,905"'
0.124
0.172
For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N.
'This table lists the allowable tensile strength of the steel hold-down connectors exclusive of fasteners and anchor rods when tested on a steel
119.
Allowable tension loads are applicable for designs complying with Section 12.11.2.2.2 of ASCE 7.
'When using the basic load combinations in accordance with IBC Section 1605.3.1, the tabulated allowable loads for the hold-down must not
be Increased for wind of earthquake loading. When using the alternative basic load combinations in IBC Section 1605.3.2 that include wind or
earthquake loads that tabulated allowable loads for the hold-down must not be increased by 331/3 percent, nor can the alternative basic load
combinations be reduced by a factor of 0.75.
4Aa11 is the displacement at the tabulated ASD load and As is displacement at the strength -level load. Tabulated displacement values in Table
.1 C consist only of deformation of the hold-down (tie -down) device when tested on a steel jig. Other variables contributing to total
displacement, da, such as fastener slip, wood shrinkage, and anchor bolt/rod elongation, must be checked by the registered design
professional. The tabulated allowable (ASD) tension loads must be multiplied by 1.4 to obtain the strength -level loads associated with the
tabulated strength -level deformations, As.
'Requires a heavy hex anchor nut to achieve tabulated tension loads.
3235 Ocean View Blvd
Corona Del Mar, CA
5/27/2020 10 of 37
ROOF DIAPHRAGM
3235 Ocean View Blvd
Corona bel Mar, CA
5/27/2020 11 of 37
Seismic Analysis Based on IBC 12 / CBC 13 (Equivalent lateral -Force Procedure, ASCE 7-10 12.8)
CS max.= SDI
Ta=Ct(hn)075 1= 1.0
T(R/1)
= 0.02x 11 0.75 R= 6.5
= 0.799
= 0.121 < 0.5 Z= 0.4
—> k = 1 hn= 11
Occupancy Category: 11
Ss= 1.698
Site class: D
S1= 0.627
Seismic design category: D
Fa= 1.00
Latitude: -
Fv= 1.50
Longitude: -
SMs= (Fa)(Ss)= 1.698
Redundancy Factor p : 1.3
SDs= 2/3(SMs)= 1.132
SM1= (Fv)(S1)= 0.941
SDI= 2/3(SM1)= 0.627
CS = SDs
(R/1)
= 0.174
CS MIN.= 0.01
CS MIN.= 0.5S1
(R/1)
0.0482
0.174 use
Seismic Factor= 0.174 /1.4 = 0.124
WHEN S1< 0.6
WHEN S1> 0.6
Total Base Shear
V = 8,988 X 0.124 = 1118 lb = 1 kips (ASD) x 1.3 = 1 kips
ROOF DIAPHRAGM
Area sq.ft
1 14.0 x 11.0 = 154
E 154 SQ.FT
Trellis
F = 10'x16'/2x5psfx0.124 = 50 lb
Unit load psf lb
x 7.26 = 1,118
3235 Ocean View Blvd
Corona bel Mar, CA
5/27/2020 12 of 37
SEISMIC LOAD
3235 Ocean View Blvd
Corona Del Mar, CA
5/27/2020 13 of 37
ROOF DL: 154 Sq,Ft x 22 psf = 3,388
EXT. WALL: 50 'x 5.0 'x 18 psf = 4,500
INT. WALL: 20'x 5.0'x 11 psf= 1,100
E 8,988 x 0.124 = 1,118 ROOF DL
LEVEL
H
DL
DLxH
DLxH
F
Dist. Load
Area
Unit Load
ROOF
11.0
1,118
12,299
1.000
1,118
154
7.26
E 1,118 E 12,299
3235 Ocean View Blvd
Corona bel Mar, CA
5/27/2020 14 of 37
SHEAR WALLS FROM ROOF TO 2ND FLOOR
LINE 1
AREA
F = 0.50 x 1
F = 0.50 x 1118
F =
559 lb
x 1.3 =
727
lb
P
L =
13.5
L =
13.5 ft
V =
727 / 13.5
V =
54 If
p
(0.6-0.14SIDS)
WALL HT
WALL WT
WALL HT
ROOF WT ROOF SPAN �/ WALL LENGTH
HD =
54 x 10
-( 18 x
10 +
22 x 1 )x 0.44 x 14 / 2
HD =
-86 lb
TYPE 1A
NO HD Req'd
LINE 2
AREA
TRELLIS
F =
0.50 x 1
+ 1.00 x
50
F = 0.50 x 1118 + 1.00 x 50
F = 609 lb x 1.3 = 792 lb
P
L= 7
L = 7 ft
V = 792 / 7
V = 113 plf
WALL HT WALL WT WALL HT ROOF WT ROOF SPAN WALL LENGTH
HD = 113 x 10 -( 18 x 10 + 22 x 1 )x 0.44 x 7 / 2
HD = 819 lb
TYPE 1A
HDU2
3235 Ocean View Blvd
Corona bel Mar, CA
5/27/2020 15 of 37
SHEAR WALLS FROM ROOF TO 2ND FLOOR
LINE A
AREA TRELLIS
F = 0.50 x 1 + 1.00 x 50
F = 0.50 x 1118 + 1.00 x 50
F =
609 lb
x 1.69 =
1,029
lb
1.3pxl.3 Odhognal Effect
L=
5
L=
5 ft
V =
1029 / 5
V =
206 plf
I (0.6-0.14Sos)
WALL HT
WALL WT
WALL HT
ROOF WT ROOF SPAN WALL LENGTH
HD =
206 x 10
-( 18 x
10 +
22 x 5 )x 0.44 x 5 / 2
HD =
1,738 lb
TYPE 1A
HDU2
LINE B
AREA
TRELLIS
F =
0.51 x 1
+ 1.00 x
50
F = 0,51 x 1118 + 1.00 x 50
F = 620 lb x 1.3 = 806 lb
P
L= 4
L= 4ft H/W=10/4=2.5<3.450K
V= 806 /4 2W/H = 2x4/ 10 = 0.80
1A Capacity = 280xO.80 = 224 PLF
V = 202 plf
WALL HT WALL WT WALL HT ROOF WT ROOF SPAN WALL LENGTH
HD = 202 x 10 -( 18 x 10 + 22 x 5 )x 0.44 x 4 / 2
HD = 1,760 lb
TYPE 1A
HDU2
Rc: Tannir
3235 Ocean View ,Blvd
Corona Del Mar, CA
5/27/2020 16 of 37
Subject: Re: Tannir
From: Russ Lamb <rlamb@stoneymiller.com>
Date: 6/19/2017 10:46 AM
To: Armond Yeghiayan <armond@knaengineering.com>
CC: Kamran Naraghi <kamran@knaengineering.com>, Martin Bard <MartinB@bja-inc.com>
Use 90 pcf load at 4 foot high. This is temporary load so no seismic needed. 90 pcf
accounts for impact load.
Sent from my Wad
�On Jun 19, 2017, at 10:05 AM, Armond Yeghiayan <armond_@knaengineeringcom> wrote:
Q I
�Vj vj Hi Russ,
I
j Please provide equivalent fluid pressure for debris wall at garage. Do I have to add se' is load or
impact load to the wall?
�l
J�
Regards,
Armond Yeghiayan,P.E.
Project Engineer
armond@knaengLneeriog-.com
KNA ENGINEERING, INC.
30423 Canwood Street, Suite 223
Agoura Hills, CA 91301
TEL: (818) 865-2026
FAX: (818) 865-1889
EMAIL: knaenp,@Pacbett.net
KNA Engineering, Inc. is sending electronic files per your request. In accepting and utilizing any drawings, reports and data on_*Zray_�
electronic media generated and furnished by Consultant (KNA ENGINEERING, INC), the Client or recipient on behalf of Client agrees that all
such electronic files are instruments of service of the Consultant (KNA ENGINEERING, INC.), who shall be deemed the author and shall retain all
common law, statutory law, and other rights including copyrights. The Client or recipient on the behalf of the Client agrees not to reuse these
electronic files in whole or in part for any purpose other than for the Project. The Client or recipient agrees not to transfer these files to others
without the consent of the Consultant (KNA ENGINEERING, INC.) If you have received this e-mail in error, please immediately notify the sender
1 of 2 6/19/2017 11:23 AM
IA -�� \ (,0
ct an iev� A
lvd
�rlo�
�9 Mar,
, a
5727/2020 17 of 37
September 12, 2013 Project No: 71879-01
Report No: 13-7345r
Page No: 14
slabs be underlain by a 15-mil thick vapor retarder/barrier (Stego Wrap or equivalent)
placed over the gravel in accordance with the requirements of ASTM E: 1745 and E: 1643.
Conventional spread footings embedded into competent bedrock or terrace deposits may
be designed for an allowable bearing value of 4000 or 2500 pounds per square foot,
respectively. Footings should be designed with a ' minimum width of 1.8 inches and a
minimum embedment of 24 inches below the, lowest adjacent grade. Actual footing.
depth and width should be governed by CBC requirements and the structural engineering
design. The design value may be increased one-third for short duration wind or seismic
loading. Settlement due to footing loads is anticipated to be nil in bedrock and 3/4-inch
in terrace deposits.
Lateral loads may be resisted by passive pressureforces and by.ffiction acting on the
bottom of footings. The allowable passive pressure forces may be computed, using an
equivalent -fluid density of 400 pounds per cubic -foot for bedrock and terrace deposits. A,
coefficient of friction of 0.35 may be used in computing the frictional resistance.
2. Moisture Content of Slab Sub ado Soils
Presoaking of slab subgrade soils is recommended prior to construction of slabs. We
recommend that subgrade soils be soaked to at least 140 percent of optimum moisture
content to a depth of 18-inches or more prior to placing gravel.
3. Caissons
Caissons utilized for foundation support and shoring/retaining walls should be a minimum
24-inch diameter and embedded into competent bedrock a minimum depth of 10 feet.
Caissons may be designed J.'or a dead plus live load end bearing value of 10,000 pounds per
square foot for bedrock. These values may be increased by one-third for wind and seismic
forces. A skin friction value of 400 pounds per square foot may also be used for bedrock.
Settlement of caisson foundations in bedrock is anticipated to be less than 1/4-inch.
Lateral resistance may be computed utilizing 400 pounds per square foot per foot of depth
for competent bedrock or terrace deposits. The lateral resistance value provided above for
bedrock may act on a tributary area of twice the caisson diameter. No lateral resistance
may be taken in the beach deposits, slope wash or fill material. An allowable coefficient of
-friction of 0.35 may be assumed for bedrock.
4. Slope Setback
The base of all footings and caissons should be deepened as necessary to establish a
horizontal distance of 15 feet as measured froze the bottom edge of the foundation to the
slope face.
3235 Ocean View Blvd
Corona Del Mar, CA
GioFirm 5/27/2020 18 of 37
May 21, 2014 Project No: 71879-03
Report No: 14-7479
Page No: 5
proposed design lower floor elevation of 57 feet. The caisson row along the shoring wall is
recommended to be embedded at least 35 feet below the proposed design lower floor elevation of
57 feet.
The lateral resistance required for the top -of -slope row of caissons and shoring row of caissons is
25 and 8 kips per lineal foot, respectively, which should be applied uniformly over the upper 1.5
feet of the caisson. Caissons should be a minimum 24-inch diameter. Lateral resistance, bearing
capacity and other design values were previously presented in the referenced reports. Actual
caisson depth, size and spacing should be designed by the structural engineer.
The caissons may also be used for structural support of the residence or other improvements.
Overexcavation and Cement Treated Compacted Fill
Based on the current proposed location of the lower detached garage, a 5-foot deep
overexcavation and replacement with cement treated compacted fill is recommended in order to
achieve adequate slope stability factors of safety, and to provide adequate foundation support for
the structure. The overexcavation should extend 5 feet beyond the footprint of the structure,
where practical.
Soil cement compacted fill should consist of a mixture of the existing beach deposits soil
material with a minimum of 2 percent cement. The fill should be moisture conditioned and
compacted in accordance with the recommendations provided in the referenced reports.
LIMITATIONS
This investigation has been conducted in accordance with generally accepted practice in the
engineering geologic and soils engineering field. No further warranty is offered or implied.
Conclusions and recommendations presented are based on subsurface conditions encountered
and are not meant to imply a control of nature. As site geotechnical conditions may alter with
time, the recommendations presented herein are considered valid for a time period of one year
from the report date. The recommendations are also specific to the current proposed
development. Changes in proposed land use or development may require supplemental
investigation or recommendations. Also, independent use of this report in any form cannot be
approved unless specific written verification of the applicability of the recommendations is
obtained from this firm.
3235 Ocean View Blvd
Project Name/Number
: stairs wall Corona 4I Mar CA
KNA ENGINEERING, INC.
Title Pool:Bath Slough Wall -age : T
�t 37
30423 Canwood Street, #223
Dsgnr: AY7J2Ib1AYY2�f
Agoura Hills, CA 91301
Description....
ph: (818) 865-2026
knaeng@pacbell.net
This Wall in File: C:\KNA Calc\2014\14-016 Tannir\2020-05-26
Pool Bath\stairs wall.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31
License: KW-06058806
Cantilevered Retaining Wall
Code: CBC 2016,ACI 318-14,AC1 530-13
License To: KNA ENGINEERING INC.
Criteria
I
I Soil Data
Retained Height =
3.50 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
9.00 in
Water height over heel =
0.0 ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
-11111
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Design Summary
Wall Stability Ratios
Overturning = 1.70 OK
Sliding = 1.57 OK
Total Bearing Load = 1,454 Ibs
...resultant ecc. = 7.61 in
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 90.0 psf/ft
Soil Pressure @ Toe =
1,001 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,402 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
4.8 psi OK
Footing Shear @ Heel =
4.7 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
1,015.3lbs
less 100% Passive Force = -
1,088.9 Ibs
less 100% Friction Force = -
508.8 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingllSoil Friction
Soil height to ignore
for passive pressure
Lateral Load A
Lateral Load
...Height to Top
...Height to Bottom
Load Type
Wind on Exposed
(Service Level)
= 400.0 psf/ft
= 110.00 pcf
= 110.00 pcf
•t . -�
= 0.350
= in
ed o Stem Adjacent
Footing Load
0.0 #/ft Adjacent Footing Load =
0.0 Ibs
0.00 ft Footing Width =
0.00 ft
= 0.00 ft Eccentricity =
0.00 in
= Wind (W) Wall to Ftg CL Dist =
0.00 ft
(Service Level) Footing Type
Line Load
Base Above/Below Soil _
0.0 ft
= 0.0 psf
at Back of Wall
\ Poisson's Ratio =
0.300
Stem Construction
Vertical component of active lateral soil pressure IS
considered in the calculation of soil bearing pressures.
Load Factors
Building Code
CBC 2016,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic. E
1.000
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
fm
Fs
Solid Grouting
Modular Ratio 'n'
Wall Weight
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
Bottom
Stem OK
ft = 0.00
= Concrete
LRFD
6.00
# 5
= 16.00
= Edge
0.251
Ibs =
Ibs = 882.0
ft-# _
ft-#= 1,029.0
= 4,094.1
psi =
psi = 17.6
psi = 75.0
in2 =
in = 4.19
psi =
psi =
psf = 75.0
= Medium Weight
= ASD
psi = 2,500.0
psi = 60,000.0
3235 Ocean View Blvd
Project Name/Number : stairs wall Corona D I Mar CA
KNA ENGINEERING, INC. Title Pool Bath Slough Wall 5 2 &p9g f 37
30423 Canwood Street, #223 Dsgnr: AY f52ai MAY
Agoura Hills, CA 91301 Description....
ph: (818) 866-2026
knaeng@pacbell.net
This Wall in File: C:\KNA Calc\2014\14-016 Tannir\2020-05-26 Pool Bath\stairs wall.RPX
RetainPro (c) 1987.2019, Build 11.20.03.31
License: KW-06068806 Cantilevered Retaining Wall Code: CBC 2016,AC1 318-14,AC1 530-13
License To: KNA ENGINEERING, INC.
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.0591 in2/ft
(4/3) " As :
0,0788 in2/ft
Min Stem T&S Reinf Area 0.504 in2
200bd/fy : 200(12)(4.1875)/60000
: 0.1675 in2/ft
Min Stem T&S Reinf Area per ft of stem Height: 0.144 in2/ft
0.0018bh : 0.0018(12)(6) :
0.1296 in2/ft
Horizontal Reinforcing Options :
One layer of : Two layers of:
Required Area :
0.1296 in2/ft
#4@ 16.67 in #4@ 33.33 in
Provided Area :
0.2325 in2/ft
#5@ 25.83 in #5@ 51.67 in
Maximum Area:
0.5673 in2/ft
#6@ 36.67 in #6@ 73.33 in
Footing Data
Footing Design Results
Toe Width =
1.75 ft
Toe Heel
Heel Width =
1.25 Factored Pressure
= 1,402 0 psf
Total Footing Width =
3.00 Mu': Upward
= 19,969 4 ft-#
Footing Thickness =
15.00 in Mu': Downward
= 5,954 378 ft-#
Mu: Design
= . 1,168 374 ft-#
Key Width =
10.00 in Actual 1-Way Shear
= 4.77 4.68 psi
Key Depth =
4.00 in Allow 1-Way Shear
= 75.00 40.00 psi
Key Distance from Toe =
0.00 ft Toe Reinforcing
= # 6 @ 16.00 in
fc = 2,500 psi Fy
60,000 psi Heel Reinforcing
= None Spec'd
Footing Concrete Density =
150.00 pcf Key Reinforcing
= # 5 @ 16.00 in
Min. As % =
0.0018 Footing Torsion, Tu
= 0.00 ft-Ibs
Cover @ Top 2.00 @ Btm: 3.00 in Footing Allow. Torsion,
phi Tu = 0.00 ft-Ibs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37
Heel: phiMn = phi'5'lambda'sgrt(fe)'Sm
Key: phiMn = phi'5'lambda'sgrt(fc)'Sm
Min footing T&S reinf Area 0.97 in2
Min footing T&S reinf Area per foot 0.32 in2 A
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
Project Name/Number : stairs wall
KNA ENGINEERING, INC. Title Pool:Bath Slough Wall
- 30423 Canwood Street, #223 Dsgnr: AY
Agoura Hills, CA 91301 Description....
ph: (818) 865-2026
knaeng@pacbell.net
This Wall in File: C:\KNA Calc\2014\14-016 Tannir\2020-05-26 Pool Bath\stairs waII.RPX
License: KW-06068806
License To : KNA ENGINE
Summary of Overt
Item
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Cantilevered Retaining Wall
n- & Resisting Forces & Moments
.....OVERTURNING.....
Force Distance Moment
Ibs ft ft-#
1,015.3 1.58
Total = 1,016.3 O.T.M. =
1,607.6 Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
Watre Table
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=
Resisting/Overturning Ratio = 1.70
Vertical Loads used for Soil Pressure = 1,453.9 Ibs
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.
3235 Ocean View Blvd
Corona WAY
ar CA
P(t2®f 37
Code: CBC 2016,ACI 318-14,AC1 530-13
...RESISTING.....
Force Distance Moment
Ibs ft ft-#
288.8 2.63 758.0
2.63 758.0
144.4 0.88 126.3
262.5 2.00 525.0
Footing Weighi = 562.5 1.50
843.8
Key Weight = 41.7 0.42
17.4
Vert. Component = 154.1 3.00
462.2
Total = 1,453.9 Ibs R.M.=
2,732.6
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.032 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 : stairs wall
KNA ENGINEERING, INC. Title Pool Bath Slough Wall
30423 Canwood Street, #223 Dsgnr: AY
Agoura Hills, CA 91301 Description....
ph: (818) 865-2026
knaeng@pacbell.net
This Wail in File: C:\KNA Calc\2014\14-016 Tannir\2020-05-26 Pool Bath\stairs wall.RPX
3235 Ocean View Blvd
Corona D&�1 gMar CA
56it;!24�fdIAY??Af 37
Llcensef !SW-06068806. ...- Y_1.`.- .-_I_ Cantilevered Retaining Wall Code: CBC 2016,AC1 318-14,AC1 530-13
91
.6
Ti
5:I
3235 Ocean View Blvd
Project Name/Number : stairs wall Corona D 1 Mar CA
KNA ENGINEERING, INC. Title Pool:Bath Slough Wall p�g9e :
30423 Canwood Street, #223 Dsgnr: AY 5152at 2 MAY e6f 37
Agoura Hills, CA 91301 Description....
ph: (818) 865-2026
knaeng@pacbell.net
This Wall in File: C:\KNA Calc\2014\14-016 Tannir\2020-05-26 Pool Bath\stairs Wall.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31
License: KW-06058806 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,AC1 530-13
License To: KNA ENGINEERING, INC.
.I,U a ,io
Hydrostatic F'Dr e
Lateral eaAl1 preature title to t:he oil BELOW water table
3235 Ocean View Blvd
K N A ENGINEERING, INC. Project: _ _ job No:Corona Del Mar, CA
—ml — —_ Sheet:_ 5/27/2020� 24 o ff37 _
STRUCTURAL CQNSUI..TANTS Client: ay:_.�
Date:
30423 Canwood Street Suite 223 • Agoura Hills, CA 91301 (818) 865-2026
X //U Pl9/-''t d j (.« �1.,{r,"'s. t"a
2.
3235 Ocean View Blvd
KNA ENGINEERING, INC.roject: _ __ job No: Corona bel Mar, CA
�I1 Sheet: 572MC2 25 of 37
STRUCTURAL. CONSULTANTS Clier7t By: -- —
Date:
30423 Canwood Street • Suite 223 Agoura Hills, CA 91301 • (818) 865-2026
✓ - )) , t
1� L
3
4fv ..g a x,
KAN ENGINEERING, INC.
Project Title:
3235 Ocean View Blvd
30423 Canwood Street
Engineer:
Corona Del Mar, CA
Agoura Hills, CA91301
Project ID:
5/27/2020 26 of 37
ph: (818) 865-2026
Project Descr:
knaeng@pacbell.net
Printed: 27 MAY 2020, 2:47PM
I-WOOd Beam
File: -0 6A Pool Bath.ec
Software copyright ENERCALC, INC.1983-2020, 3u1Id.12.20.2.2t
DESCRIPTION: T-1
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb +
900 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
900 psi
Ebend- xx 1600ksi
Fc - Prll
1350 psi
Eminbend - xx 580 ksi
Wood Species : Douglas Fir - Larch
Fc - Perp
625 psi
Wood Grade : No.2
Fv
180 psi
Ft
575 psi
Density 31.21 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
D(0.045) Lr(0.045)
410 `
i
Span =8.0ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0050, Lr = 0.0050 ksf, Tributary Width = 9.0 ft
DESIGN SUMMARY 0
;Maximum Bending Stress Ratio = 0.138.1 Maximum Shear Stress Ratio = 0.066 : 1
Section used for this span 4x10 Section used for this span 4x10
186.60psi = 14.57 psi
1,350.00psi = 225.00 psi
Load Combination +D+Lr+H Load Combination +D+Lr+H
Location of maximum on span = 4.000ft Location of maximum on span = 7.241 ft
Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1
Maximum Deflection
Max Downward Transient Deflection 0.011 in Ratio = 8499>=360
Max Upward Transient Deflection 0.000 in Ratio = 0 <360
Max Downward Total Deflection 0.024 in Ratio = 3942>=180
Max Upward Total Deflection 0.000 in Ratio = 0 <180
Overall Maximum Deflections
Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Dell Location in Span
+D+Lr+H 1 0.0243 4.029 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.388 0.388
Overall MINimum 0.180 0.180
+D+H 0.208 0.208
+D+L+H 0.208 0.208
+D+Lr+H 0.388 0.388
+D+S+H 0.208 0.208
+D+0.750Lr+0.750L+H 0.343 0.343
+D+0.750L+0.750S+H 0.208 0.208
+D+0.60W+H 0.208 0.208
+D+0.750Lr+0.750L+0.450W+H 0.343 0.343
KAN ENGINEERING, INC.
Project Title:
3235 Ocean View Blvd
30423 Canwood Street
Engineer:
Corona bel Mar, CA
Agoura Hills, CA 91301
Project ID:
5/27/2020 27 of 37
ph: (818) 865-2026
Project Descr:
knaeng@pacbell,net
Printed: 27 MAY 2020, 2:47PM
VdI00d C3e�CT1
File:. -0 6A Pool Bath:ec
Software copyright ENERCALC, INC.1983-2020; 3u?, 12.20.2.2i
DESCRIPTION: T-1
Vertical Reactions
Support notation : Far left is #1
Values in KIPS .
Load Combination
Support 1
Support 2
+D+0.750L+0.750S+0.450W+H
0.208
0.208
+0,60D+0.60W+0.60H
0.125
0.125
+D+0.70E+0.60H
0.208
0.208
+D+0.750L+0750S+0.5250E+H
0.208
0.208
+0.60D+0.70E+H
0.125
0.125
D Only
0.208
0.208
Lr Only
0.180
0.180
L Only
S Only
W Only
E Only
H Only
KAN ENGINEERING, INC.
Project Title:
3235 Ocean View Blvd
30423 Canwood Street
Engineer:
Corona bel Mar, CA
Agoura Hills, CA 91301
Project ID:
5/27/2020 28 of 37
ph: (818) 865-2026
Project Descr:
knaeng@pacbell.net
Printed: 27 MAY 2020, 2:49PM
C10C� Beam.File:`14-
Poo Bath:ec6
Software copyright ENERCALC, INC 1983-2020, Build:1220.2.2;
DESCRIPTION: T-2
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016,
ASCE 7-10
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Flo +
1350 psi E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
1350 psi Ebend- xx 1600 ksi
Fc - Prll
925 psi
Eminbend - xx 580 ksi
Wood Species : Douglas Fir - Larch
Fc - Perp
625 psi
Wood Grade : No.1
Fv
170 psi
Ft
675 psi
Density 31.21 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
D(0.21)
r(0.18)
L;
D(0.01) Lr(0.01)
'
II
6x10
�.
Span = 20.0 ft
— ---------
--------
Beam self weight calculated and added to loads
Uniform Load : D = 0.0050, Lr = 0.0050 ksf, Tributary
Width = 2.0 ft
Point Load : D = 0.210, Lr = 0.180 k @ 14.0 ft
DESIGN SUMMARY..._.
,Maximum Bending Stress Ratio =
0.2641
Section used for this span
6x10
=
428.59psi
=
1,687.50psi
Service loads entered. Load Factors will be applied for calculations.
Maximum Shear Stress Ratio
Section used for this span
614 ' ,F
= 0.076 : 1
6x10
= 16.17 psi
212.50 psi
Load Combination
+D+Lr+H
Load Combination
+D+Lr+H
Location of maximum on span =
13.723ft
Location of maximum on span
= 19.270ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
= Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.124 in Ratio =
1940>=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.323 in Ratio =
742>=180
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Overall Maximum deflections
Load Combination Span
Max. "-" Defl Location in Span
Load Combination
Max. "+" Defl Location in Span
+D+Lr+H 1
0.3234 10.511
0.0000 0.000
Vertical Reactions
Support
notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum
0.430 0.586
Overall MINimum
0.154 0.226
+D+H
0.276 0.360
+D+L+H
0.276 0.360
+D+Lr+H
0.430 0.586
+D+S+H
0.276 0.360
+D+0.750Lr+0.750L+H
0.392 0.530
+D+0.750L+0.750S+H
0.276 0.360
+D+0.60W+H
0.276 0.360
KAN ENGINEERING, INC.
Project Title:
3235 Ocean View Blvd
30423 Canwood Street
Engineer:
Corona bel Mar, CA
Agoura Hills, CA 91301
Project ID:
5/27/2020 29 of 37
ph: (818) 865-2026
Project Descr:
knaeng@pacbell.net
Printed: 27 MAY 2020, 2:49PM
Wood���
Fie: -016A Pool Bath.ec
Software copyright ENERCALC, INC.1983-2020, Build:1220.22i
DESCRIPTION: T-2
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
+D+0,750Lr+0.750L+0.450W+H
0.392
0,530
+D+0.750L+0.750S+0.450W+H
0.276
0.360
+0.60D+0.60W+0.60H
0.166
0.216
+D+0.70E+0.60H
0.276
0,360
+D+0.750L+0.750S+0.5250E+H
0.276
0.360
+0.60D+0.70E+H
0.166
0.216
D Only
0.276
0.360
Lr Only
0.154
0.226
L Only
S Only
W Only
E Only
H Only
KAN ENGINEERING, INC.
Project Title:
3235 Ocean View Blvd
30423 Canwood Street
Engineer:
Corona Del Mar, CA
Agoura Hills, CA 91301
Project ID:
5/27/2020 30 of 37
ph: (818) 865-2026
Project Descr:
knaeng@pacbell,net
Printed: 27 MAY 2020, 2:51 PM
I-WdOii beam
Fie: 14-016A Pool Bath.ec6
software copyright ENERCALC, INC.1983-2020, BuiId:12., 2t
DESCRIPTION: T-3
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC
2016, ASCE 7-10
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb + 1,350.0 psi E
: Modulus of Elasticity
Load Combination ASCE 7-16
Fb - 1,350.0 psi
Ebend- xx 1,600.Oksi
Fc - Prll 925.0 psi
Eminbend - xx 580.0 ksi
Wood Species : Douglas Fir - Larch
Fc - Perp 625.0 psi
Wood Grade : No.1
Fv 170.0 psi
Ft 675.0 psi
Density 31.210 pcf
Beam Bracing : Beam is Fully Braced against
lateral -torsional buckling
D(0�r(0.025)
D(0.025) Lr(0.025)
V z
V
a
6x10
} 6x10
Span = 6.0 ft
Span = 8.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load : D = 0.0050, Lr = 0.0050 ksf, Tributary Width = 5.0 ft
Load for Span Number 2
Uniform Load : D = 0.0050, Lr = 0.0050 ksf, Tributary Width = 5.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.096 1 Maximum Shear Stress Ratio
= 0.046 :1
Section used for this span
6x10 Section used for this span
6x10
=
160.11 psi
= 9.67 psi
=
1,687.50psi
= 212.50 psi
Load Combination
+D+Lr+H Load Combination
+D+Lr+H
Location of maximum on span =
6.000ft Location of maximum on span
= 6.000ft
Span # where maximum occurs =
Span # 1 Span # where maximum occurs
= Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.022 in Ratio = 6496>=360
Max Upward Transient Deflection
-0.002 in Ratio = 54083>=360
Max Downward Total Deflection
0.054 in Ratio = 2648>=180
Max Upward Total Deflection
-0.004 in Ratio = 22048>=180
Overall Maximum Deflections
Load Combination Span Max.
'2 Dell Location in Span Load Combination
Max. "+" Dell Location in Span
+D+Lr+H 1
0.0544 0.000
0.0000 0.000
2
0.0000 0.000 +D+Lr+H
-0.0044 2.279
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2 Support 3
Overall MAXimum
0.751 0.107
Overall MINimum
0.306 0.044
+D+H
0.445 0.064
+D+L+H
0.445 0.064
+D+Lr+H
0.751 0.107
+D+S+H
0.445 0.064
KAN ENGINEERING, INC.
Project Title:
3235 Ocean View Blvd
30423 Canwood Street
Engineer:
Corona Del Mar, CA
Agoura Hills, CA 91301
Project ID:
5/27/2020 31 of 37
ph: (818) 865-2026
Project Descr:
knaeng@pacbell.net
Printed: 27 MAY 2020, 2:51 PM
aOa beam
File: 1 -016A Pool Bath.ec6
Soilware copyright ENERCALC, INC:1983.2020, BuiI'd 2.20.2.21
DESCRIPTION: T-3
Vertical Reactions
Support notation: Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Support 3
+D+0.750Lr+0.750L+H
0.675
0.096
+D+0.750L+0.750S+H
0.445
0.064
+D+0.60W+H
0.445
0.064
+D+0.750Lr+0.750L+0.450W+H
0.675
0,096
+D+0.750L+0.750S+0.450W+H
0.445
0.064
+0.60D+0,60W+0.60H
0.267
0.038
+D+0.70E+0.60H
0,445
0.064
+D+0.750L+0.750S+0.5250E+H
0.445
0.064
+0.60D+0.70E+H
0.267
0.038
D Only
0.445
0.064
Lr Only
0,306
0.044
L Only
S Only
W Only
E Only
H Only
111111�!11
K N A ENGINEERING, INC. Project:
N STRUCTURAL CONSULTANTS Client:
30423 Canwood Street - Suite223 - Agoura Hills, CA 91301 - (818)865-2026
I'li 0 5 j- I— J\' j -F L - A -� I—, Cc, � \K t— k,a ;
6
9 PW-7--
3235 Ocean View Blvd
Job No: Corona Del Mar, CA
Sheet: 5/27/2020 32 # 37
By:
Date:
T
,
KAN ENGINEERING, INC. Project Title: 3235 Ocean View Blvd
30423 Canwood Street Engineer: Corona bel Mar, CA
Agoura Hills, CA 91301 Project ID: 5/27/2020 33 of 37
ph: (818) 865-2026 Project Descr:
knaeng@pacbell.net
Printed: 27 MAY 2020, 2:18PM
Steel Column
.Software copyright ENERCP
DESCRIPTION: TRELLIS COLUMN
Code References
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-16
General Information
Steel Section Name : Pipe3STD Overall Column Height 10.0 ft
Analysis Method : Load Resistance Factor Top & Bottom Fixity Top Free, Bottom Fixed
Steel Stress Grade Brace condition for deflection (buckling) along columns
Fy : Steel Yield 35.0 ksi X-X (width) axis:
E: Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling ABOUT Y-Y Axis
Y-Y Sdepth) axis :
Ful y braced against buckling ABOUT X-X Axis
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 75.80 Ibs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 10.0 fit, D = 0.10 k
BENDING LOADS ...
Lat. Point Load at 10.0 ft creating Mx-x, E = 0.1060 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
Load Combination
Location of max.above base
At maximum location values are ...
Pu
0.9 * Pn
Mu-x
0.9 * Mn-x :
Mu-y
0.9*Mn-y:
PASS Maximum Shear Stress Ratio =
Load Combination
Location of max.above base
At maximum location values are ...
Vu : Applied
Vn * Ph!: Allowable
Load Combination Results
Load Combination
+1.40D+1.60H
+1. 20 D+0. 50 L r+1. 6 0 L+1. 60 H
+1.20 D+1.60 L+0.50S+1.60 H
+1.20 D+1.6 0 L r+L+1.60 H
+1.2 0 D+1.6 0 L r+0.5 0 W +1.6 0 H
+1.20D+L+1.60S+1.60H
+1.20 D+1. 60 S+0. 50 W +1. 60 H
+1.20 D+0.50 L r+L+W+1.6 0 H
+1.20 D+L+0. 50 S+W+1.60 H
+0.90D+W+1.60H
+1.20D+L+0.20S+E+1.60H
+0.90D+E+0.90H
Maximum Reactions
Load Combination
+D+H
0.1860
+1.20D+L+0.20S+E+1.60 H
0.0 ft
0.2110 k
65.205 k
-1.060 k-ft
5.749 k-ft
0.0 k-ft
5.749 k-ft
0.006503 : 1
+1.20D+L+0.20S+E+1.60H
0.0 ft
0.1060 k
16.301 k
Maximum Load Reactions . .
Top along X-X
Bottom along X-X
Top along Y-Y
Bottom along Y-Y
Maximum Load Deflections .. .
Along Y-Y 0.7350 in at
for load combination :E Only
Along X-X 0.0 in at
for load combination :
0.0 k
0.0 k
0.0 k
0.1060 k
10.0ft above base
0.0ft above base
Maximum Axial + Bending
Stress Ratios
Maximum Shear Ratios
Stress Ratio
Status
Location
Cbx
Cby
KxLx/Rx
KyLy/Ry
Stress Ratio
Status Location
0.004
PASS
0.00 it
1.00
1.00
0.00
0.00
0.000
PASS
0.06ft
0.003
PASS
0.00 ft
1,00
1.00
0.00
0.00
0.000
PASS
0.00 ft
0.003
PASS
0.00 ft
1.00
1.00
0.00
0.00
0.000
PASS
0.00 ft
0.003
PASS
0.00 ft
1.00
1.00
0.00
0.00
0.000
PASS
0.00 ft
0.003
PASS
0.00 ft
1.00
1.00
0.00
0.00
0.000
PASS
0.00 ft
0.003
PASS
0.00 ft
1.00
1.00
0.00
0.00
0.000
PASS
0.00 ft
0.003
PASS
0.00 ft
1.00
1.00
0.00
0.00
0.000
PASS
0.00 ft
0.003
PASS
0.00 ft
1.00
1.00
0.00
0.00
0.000
PASS
0.00 ft
0.003
PASS
0.00 ft
1.00
1.00
0.00
0.00
0.000
PASS
0.00 ft
0.002
PASS
0.00 ft
1.00
1.00
0.00
0.00
0.000
PASS
0.00 ft
0.186
PASS
0.00 ft
1.00
1.00
0.00
0.00
0.007
PASS
0.00 ft
0,186
PASS
0.00 ft
1.00
1.00
0.00
0.00
0.007
PASS
0.00 ft
Note:
Only non -zero
reactions are listed.
Axial Reaction
X-X Axis Reaction
k
Y-Y Axis
Reaction
Mx - End
Moments k-ft My - End
Moments
@ Base
@ Base @ Top
@ Base
@ Top
@ Base
@ Top
@ Base
@ Top
0.176
KAN ENGINEERING, INC.
Project Title:
3235 Ocean View Blvd
30423 Canwood Street
Engineer:
Corona bel Mar, CA
Agoura Hills, CA 91301
Project ID:
5/27/2020 34 of 37
ph: (818) 865-2026
Project Descr:
knaeng@pacbell.net
Printed: 27 MAY 2020, 2:18PM
t�@I Column
14-01 A Pool Bat .ec
Software copyright ENERCALC, INC.1983-2020, BuiId:12.20.221
Software
DESCRIPTION: TRELLIS COLUMN
Maximum Reactions
Note: Only non -zero reactions are listed.
Axial Reaction
X-X Axis Reaction
k Y-Y Axis Reaction
Mx - End Moments k-ft My - End Moments
Load Combination
@ Base
@ Base @ Top
@ Base @ Top
@ Base @ Top @ Base @ Top
+D+L+H
0.176
+D+Lr+H
0.176
+D+S+H
0.176
+D+0.750Lr+0.750L+H
0.176
+D+0.750L+0.750S+H
0.176
+D+0.60W+H
0.176
+D+0.750Lr+0.750L+0.450W+H
0.176
+D+0.750L+0.750S+0.450W+H
0.176
+0.60D+0.60W+0.60H
0.105
+D+0.70E+0.60H
0.176
0.074
-0.742
+D+0.750L+0.750S+0.5250E+H
0.176
0.056
-0.557
+0.60D+0.70E+H
0.105
0.074
-0.742
D Only
0.176
Lr Only
L Only
S Only
W Only
E Only
0.106
-1.060
H Only
Extreme Reactions
Axial Reaction
X-X Axis Reaction
k Y-Y Axis Reaction
Mx - End Moments k-ft My - End Moments .
Item Extreme Value
@ Base
@ Base @ Top
@ Base @ Top
@ Base @ Top @ Base @ Top
Axial @ Base
Maximum
0.176
"
Minimum
Reaction, X-XAxis Base
Maximum
0.176
"
Minimum
0.176
Reaction, Y-Y Axis Base
Maximum
0.106
-1.060
1.
Minimum
0.176
Reaction, X-XAxis Top
Maximum
0,176
"
Minimum
0.176
Reaction, Y-Y Axis Top
Maximum
0.176
"
Minimum
0.176
Moment, X-X Axis Base
Maximum
0.176
"
Minimum
-1.060
0.106
-1.060
Moment, Y-Y Axis Base
Maximum
0.176
"
Minimum
0.176
Moment, X-X Axis Top
Maximum
0.176
"
Minimum
0.176
Moment, Y-Y Axis Top
Maximum
0.176
"
Minimum
0.176
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
+D+H
0.0000
in
0.000
ft
0.000
in
0.000
ft
+D+L+H
0.0000
in
0.000
ft
0.000
in
0.000
ft
+D+Lr+H
0.0000
in
0.000
ft
0.000
in
0.000
ft
+D+S+H
0.0000
in
0.000
ft
0.000
in
0.000
ft
+D+0.750Lr+0.750L+H
0.0000
in
0,000
ft
0.000
in
0.000
ft
+D+0.750L+0.750S+H
0.0000
in
0.000
ft
0.000
in
0.000
ft
+D+0.60W+H
0.0000
in
0.000
ft
0.000
in
0.000
ft
+D+0.750Lr+0.750L+0.450W+H
0.0000
in
0.000
ft
0.000
in
0.000
ft
+D+0.750L+0.750S+0.450W+H
0.0000
in
0.000
ft
0.000
in
0.000
ft
+0.60D+0.60W+0.60H
0.0000
in
0.000
ft
0.000
in
0.000
ft
+D+0.70E+0.60H
0.0000
in
0.000
ft
0.515
in
10.000
ft
+D+0.750L+0.750S+0.5250E+H
0.0000
in
0.000
ft
0.386
in
10.000
ft
+0.60D+0.70E+H
0.0000
in
0.000
ft
0.515
in
10.000
ft
D Only
0.0000
in
0.000
ft
0.000
in
0.000
ft
Lr Only
0.0000
in
0.000
ft
0.000
in
0.000
ft
KAN ENGINEERING, INC.
Project Title:
3235 Ocean View Blvd
30423 Canwood Street
Engineer:
Corona bel Mar, CA
Agoura Hills, CA 91301
Project ID:
5/27/2020 35 of 37
ph: (818) 865-2026
Protect Descr:
knaeng@pacbell.net
Printed: 27 MAY 2020, 2:18PM
Steel Column
Filer14-016APoo Bath.ec6
Software copyright ENERCALC, INC.1983-2020, Build:12.20.2.2!
DESCRIPTION: TRELLIS COLUMN
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
L Only
0,0000 in
0.000
ft 0.000 in
0.000
ft
S Only
0,0000 in
0,000
ft 0.000 in
0.000
ft
W Only
0.0000 in
0,000
ft 0.000 in
0,000
ft
E Only
0.0000 in
0.000
ft 0.735 in
10.000
ft
H Only
0.0000 in
0.000.
ft 0.000 in
0.000
ft
Steel Section Properties :
Pipe3STD
Depth =
3.500 in I xx
=
2.85 inA4
J
= 5.690 1nA4
S xx =
1.63 inA3
Diameter
= 3.500 in
R xx =
1.170 in
Wall Thick
= 0.216 in
Zx =
2.190 inA3
Area
= 2.070 inA2
I yy =
2,850 inA4
Weight
= 7.580 plf
S yy =
1.630 inA3
R yy =
1.170 in
Ycg
= 0.000 in
KAN ENGINEERING, INC. Project Title: 3235 Ocean View Blvd
30423 Canwood Street Engineer: Corona Del Mar, CA
Agoura Hills, CA91301 Project ID: 5/27/2020 36 of 37
ph: (818) 865-2026 Project Descr:
knaeng@pacbell.net
Printed 27 MAY 2020. 2.3IPM
General Footing oe a .e
Software copyright ENERCALC, INC.19n2020, Buiid:12.20.2.21
DESCRIPTION: TRELLIS FOOTING
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-16
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
2.50 ksi
Allowable Soil Bearing =
2.50 ksf
fy: Rebar Yield =
60.0 ksi
Increase Bearing By Footing Weight =
No
Ec : Concrete Elastic Modulus =
2,850.0 ksi
Soil Passive Resistance (for Sliding) =
400.0 pcf
Concrete Density =
145.0 pcf
Soil/Concrete Friction Coeff. _
cp Values Flexure =
0.90
Shear =
Analysis Settings
0.750
Increases based on footing Depth
Min Steel % Bending Reinf.
=
Footing base depth below soil surface =
Allow press. increase per foot of depth =
2.0 ft
ksf
Min Allow /o Temp Reinf.
= 0.00180
when footing base is below =
ft
Min. Overturning Safety Factor
= 1.0 : 1
Min. Sliding Safety Factor
= 1.0 : 1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
No
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
ksf
Add Pedestal Wt for Soil Pressure
No
when max. length or width is greater than
Use Pedestal wt for stability, mom & shear
No
ft
Dimensions
Width parallel to X-X Axis = 3.250 ft
Length parallel to Z-Z Axis = 3.250 ft Z
Footing Thickness = 16.0 in
Pedestal dimensions... X = x
px :parallel to X-X Axis = in
pz : parallel to Z-Z Axis = in
Height - in — --
Rebar Centerline to Edge of Concrete... i
at Bottom of footing = 3.0 in
Reinforcing Z
3'-3"
Bars parallel to X-X Axis
Number of Bars = 5.0
Reinforcing Bar Size = # 5
Bars parallel to Z-Z Axis
Number of Bars = 4.0
Reinforcing Bar Size = # 5
Bandwidth Distribution Check (ACI 15.4.4.2) r
Direction Requiring Closer Separation
n/a a. + a.,.Al, cdda •.r.y R Fi ,r �7F 1 i r3 .,;+1_evS;e Y,7
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads
D Lr L S W E H
P : Column Load = 0.30 k
OB : Overburden = ksf
M-xx =
k-ft
M-u = 1.10 k-ft
V-x = 0.110 k
V-z = k
KAN ENGINEERING, INC.
Project Title:
3235 Ocean View Blvd
30423 Canwood Street
Engineer:
Corona bel Mar, CA
Agoura Hills, CA 91301
Project ID:
5/27/2020 37 of 37
ph: (818) 865-2026
Project Descr:
knaeng@pacbell.net
Printed: 27 MAY 2020, 2:31PM
i1L'Pa' F00111
Gog
Fi er -016A Pool Bath.ec6
software copyright
ERCALC,
ENINC.1983-2020, BuiId:1220.2,2i
DESCRIPTION: TRELLIS FOOTING
DESIGN SUMMARY
®
Min. Ratio
Item
Applied
Capacity
_
Governing Load Combination
PASS 0.1910
Soil Bearing
0.4774 ksf
2.50 ksf
+0.60D+0.70E+H about Z-Z axis
PASS n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS 4.643
Overturning - Z-Z
0.6545 k-ft
3.039 k-ft
+0.60D+0.70E+H
PASS 30.014
Sliding - X-X
0.0770 k
2.311 k
+D+0.70E+0.60H
PASS n/a
Sliding - Z-Z
0,0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS 0.01110
Z Flexure (+X)
0.2964 k-ft/ft
26.696 k-ft/ft
+0.90D+E+0.90H
PASS 0.004298
Z Flexure (-X)
0,1147 k-ft/ft
26.696 k-ft/ft
+1.20D+L+0.20S+E+1.60H
PASS 0.002436
X Flexure (+Z)
0.05250 k-ft/ft
21.549 k-ft/ft
+1.40D+1.60H
PASS 0.002436
X Flexure (-Z)
0.05250 k-ft/ft
21.549 k-ft/ft
+1.40D+1.60H
PASS 0.01713
1-way Shear(+X)
1,284 psi
75.0 psi
+0.90D+E+0.90H
PASS 0,004156
1-way Shear (-X)
0.3117 psi
75.0 psi.
+1.20D+L+0.20S+E+1.60H
PASS 0.001878
1-way Shear (+Z)
0.1408 psi
75.0 psi
+1.40D+1.60H
PASS 0.001878
1-way Shear (Z)
0.1408 psi
75.0 psi
+1.40D+1.60H
PASS 0,003707
2-way Punching
0.5561 psi
150.0 psi
+1.20D+L+0.20S+E+1.60H
Detailed Results
Soil Bearing
Rotation Axis &
Load Combination... Gross Allowable
Xecc
Zecc
(in)
Actual Soil Bearing Stress @ Location
Bottom, -Z Top, +Z Left, -X Right, +X
Actual / Allow
Ratio
X-X, +D+H
2.60
n/a
0.0
0.1017
0.1017
n/a
n/a
0.041
X-X, +D+L+H
2.50
n/a
0.0
0.1017
0.1017
n/a
n/a
0.041
X-X, +D+Lr+H
2.50
n/a
0.0
0.1017
0,1017
n/a
n/a
0.041
X-X, +D+S+H
2.50
n/a
0.0
0,1017
0.1017
n/a
n/a
0.041
X-X, +D+0.750Lr+0.750L+H
2.50
n/a
0.0
0,1017
0,1017
n/a
n/a
0.041
X-X, +D+0.750L+0.750S+H
2.50
n/a
0.0
0.1017
0.1017
n/a
n/a
0.041
X-X, +D+0.60W+H
2.50
n/a
0.0
0.1017
0.1017
n/a
n/a
0.041
X-X, +D+0.750Lr+0.750L+0.450W+H
2.50
n/a
0.0
0.1017
0,1017
n/a
n/a
0.041
X-X, +D+0.750L+0.750S+0.450W+H
2.50
nla
0.0
0.1017
0,1017
n/a
n/a
0.041
X-X, +0.60D+0.60W+0.60H
2.50
n/a
0.0
0.06104
0.06104
n/a
n/a
0.024
X-X, +D+0.70E+0.60H
2.50
n/a
0.0
0.1017
0.1017
n/a
n/a
0.041
X-X, +D+0.750L+0.750S+0.5250E+H
2.50
n/a
0.0
0.1017
0.1017
n/a
n/a
0.041
X-X, +0.60D+0.70E+H
2.50
n/a
0.0
0.06104
0.06104
n/a
n/a
0.024
Z-Z, +D+H
2.50
0.0
n/a
n/a
n/a
0.1017
0.1017
0.041
Z-Z, +D+L+H
2.50
0.0
n/a
n/a
n/a
0.1017
0.1017
0.041
Z-Z, +D+Lr+H
2.50
0.0
n/a
n/a
n/a
0,1017
0.1017
0.041
Z-Z, +D+S+H
2.50
0.0
n/a
n/a
n/a
0.1017
0,1017
0.041
Z-Z, +D+0.750Lr+0.750L+H
2.50
0.0
n/a
n/a
n/a
0.1017
0,1017
0.041
Z-Z, +D+0.750L+0.750S+H
2.50
0.0
n/a
n/a
n/a
0,1017
0.1017
0.041
Z-Z, +D+0.60W+H
2.50
0.0
n/a
n/a
n/a
0,1017
0.1017
0.041
Z-Z, +D+0,750Lr+0.750L+0.450W+H
2.50
0.0
n/a
n/a
n/a
0.1017
0.1017
0.041
Z-Z, +D+0.750L+0.750S+0.450W+H
2.50
0.0
n/a
n/a
n/a
0.1017
0,1017
0.041
Z-Z, +0.60D+0.60W+0.60H
2.50
0.0
n/a
n/a
n/a
0,06104
0,06104
0.024
Z-Z, +D+0.70E+0.60H
2.50
9.745
n/a
nla
n/a
0.0
0.2694
0.108
Z-Z, +D+0.750L+0.750S+0.5250E+H
2.50
7.309
n/a
n/a
n/a
0.0
0,2158
0.086
Z-Z, +0.60D+0.70E+H
2.50
16.242
n/a
n/a
n/a
0.0
0.4774
0.191
801 Glenneyre St. • Suite F • Laguna Beach • CA 92651
CITY OF NEWPORT BEACH CC!'`1LI-VTR E:EVELOPN,ENT DEPARTMU
A iS TOTE v r
APPROVAL OF THOSE PL J I
TC CC rF'
jT
fr:1 H Trl
ACH
F L F�.
(949) 494-2122 • FAX (949) 497-0270 GI ?-' E > AI LI'Ol �I, T THL_ t
January 28, 2021
KAZ Investment Management
c/o Brion Jeannette Architecture
470 Old Newport Boulevard
Newport Beach, California 92663
Attention: Mr. Martin Bard
-
;,. u T I\�q y�j ydiTH THE G
� ulydAr: c5, +'
aul--
oiv+itlj I -- J t\1El'-IT'_ (SIGNATVRE)
SIGNATI r ..
ProJect Nu:—�2334Il
Repor-t No. - 2 _-8-9
�APPRO'JALTOIt
DATE:_
Subject: Supplemental Geotechnical Recommendations for Slope Setback Behind the
Proposed Pool Bath/Storage Building
Residential Rear Yard Improvement
3235 Ocean Boulevard
Corona Del Mar, California
References: 1. Geofirm, 2013, "Update Preliminary Geotechnical Investigation, Proposed
New Single -Family Residence, 3235 Ocean Boulevard, Corona del Mar,
California", Project No. 71879-01, Report No. 13-7345r, dated September 12.
2. Geofirm, 2020, "Response to City of Newport Beach Grading/Drainage Plan
Review Comments, 1 St Review and Building Plan Review Comments, dated July
20, 2020, Residential Rear Yard Improvement, 3235 Ocean Boulevard, Corona
del Mar, California", Project No. 72370-10, Report No. 20-8764, dated September
2.
Dear Mr. Bard:
In accordance with the request of the City reviewer, this presents supplemental geotechnical
recommendations for the design of the proposed rear yard improvements at the subject site. As
indicated in our Report 20-8764, a caisson -supported debris wall system is recommended behind
the proposed pool bath/storage building to provide adequate stability, a debris catchment area
and adequate protection from slope drainage, erosion and shallow failures impacting the
proposed structure.
With regard to CBC slope setback requirements, Section 1808.7.5 allows the Building Official to
approve "Alternative Setbacks and Clearances" provided such are based on a geotechnical
investigation performed in accordance with Section 1803.5.10. The referenced report (Reference
1) has been performed in accordance with said Section. Potential debris volume was calculated,
and debris catchment of 50 percent is achieved in our calculations provided in Figure 1, which is
considered geotechnically acceptable and suitable for the intended use. Therefore, we
recommend a 6-foot-hiah debris wall at the toe of the slope with a lateral impact loading of 125
pounds per cubic foot equivalent fluid pressure. On -going maintenance (i.e., periodic removal of
debris from behind the wall, if any) should be anticipated.
January 28, 2021
Project No: 72370-01
Report No: 21-8831
Page No: 2
Please note, the recommended debris wall system only applies to the proposed pool bath/storage
building, and is not considered necessary for the proposed hardscape/landscape improvements.
Thank you for this opportunity to be of service. If you have any questions, please contact this
office.
Respectfully submitted,
Zi Wang, R.C.E
Senior Engineer, R
Date Signed: 1 / 28 /
KAT/ZW:lt
Attachments: Figure 1 — Pool Bath Debris Wall Calculation
Distribution: Addressee Via Email
No. iiCE 8099 M
� 99
0 _o
- 0
0
o
U)
E
0
0
o
v
-
(D
¢
u
Ln
)
c
�
_
�
m
O
-r
�'
c
c
O
L
C
u
N
-
N
o
o
u
_
o
M
-C
c
�
N
N
i
U
O
c
C�
Q)2
m
7
U)
N
IN
U
m O
U
o
a
N
=
u z
_o
O
in
u
m
O
0
Ln
O
a-
m
-
N
C)
(Y 1
_
O
-
N
O
-
N
_
co
v
p
r%j
00
-
N
-o
-
C
O
NN
-
_
4
v
4
O
¢
m
3
O
O
O
=
L
d
-
in
a
��— C 1m O T f— r—i-1
80 1 Glenneyre St. • Suite F • Laguna Beach • CA 92651
(949) 494-2122 • FAX (949) 497-0270
November 17, 2020 6t1 1NQ OMSION
KAZ Investment Management DEC, 7)0
c/o Brion Jeannette Architecture
470 Old Newport Boulevard W M-K
Newport Beach, California 92663
Attention: Mr. Martin Bard
Project No: 72370-10
Report No: 20-8813
Subject: Response to City of Newport Beach Grading/Drainage Plan Review
Comments and Geotechnical Report Review Checklist, 2"d Review,
dated October 13, 2020 and Building Plan Review Comments, dated
October 7, 2020
Residential Rear Yard Improvement
3235 Ocean Boulevard
Corona Del Mar, California
Plan Check No. 1249-2020
This letter is in response to the City of Newport Beach, Planning Department, Grading/Drainage
Plan Check Corrections and geotechnical report review checklist, dated October 7, 2020 and
October 13, 2020. This review requested additional information on eight comments. A copy of
the review sheets is provided in Appendix B. Our response is presented following each
comment.
Building Department Plan Review Comments:
Item 10: Soil engineer to review and approve final foundation plan, foundation details,
shoring plan, pool plan, precise grading and drainage plan and erosion plan. This
correction will remain until the permit is issued.
Response: Acknowledged.
Item 19: Seismic parameters include in the Geofirm Response to City Comments, dated
912120 are not consistent with the requirements ofASCE 7-16 or the structural
calculations. Site Class F requires site specific response analysis. Values provided
are consistent with Site Class D (default) however values for SMr and SDI should
be null per ASCE 7, section 11.4.8. Note that seismic design is required of all
structures in Seismic Design Category D regardless of Rick Category.
Response: Although the soils underlying the site are liquefiable and defined as site class F per
the 2019 CBC, requiring a site -response analysis, proposed new structures are
November 17, 2020
Project No: 72370-10
Report No: 20-8813
Page No: 2
anticipated to have fundamental periods of vibration less than 0.5 seconds (to be
verified by the structural engineer). As such, Section 20.3.1 in ASCE 7-16 provides
an exception that indicates such liquefiable sites may be classified in accordance
with Tables 11.44-1 and 11.4-2 without performing a site -specific evaluation.
Given the exception and the results of our onsite and nearby field investigations,
which indicate the site is predominantly underlain by beach deposits and Monterey
Formation bedrock with average N-values between 15 and 50, seismic design
criteria may be calculated using a site classification of D. However, the Site Class
remains F.
As indicated in Section 21.3 of ASCE 7-16, for Site Class D: F is determined using
Table 11.4-1, and F, is taken as 2.4 for Si < 0.2 or 2.5 for S1 > 0.2. Therefore, Fv as
2.5 was utilized to calculate seismic design criteria (SMi and SDi) provided in our
referenced report.
Grading/Drainage Plan Review Comments:
Item 8: For projects on a slope, adjacent to a slope, with a basement, or project sites which
require remedial grading, soils engineer to review and approve the grading plan,
foundation plan, and shoring plan (if applicable) to verify that the design is
consistent with the geotechnical report recommendations. Soils engineer to stamp
these plans with a review stamp asserting compliance with geotechnical report
recommendations. This comment will remain up to and include at the time of
permit issuance.
Response: Acknowledged.
Item 20: Soil report shall address the potential of soft or compressible or collapsible or
liquefiable soils (Site Classes E and F), and recommend mitigation method if they
exist.
Response: The site is underlain at depth by bedrock strata of the Monterey Formation, which
are overlain by 10± feet of beach deposits. The beach deposits underlying the site
are considered liquefiable, and therefore our office has performed an analysis for
liquefaction potential based on the estimated standard penetration value N = 8
blows per foot (NAVFAC 7.1-14, Figure 1). Our analysis presented in Appendix D
indicates liquefaction settlement within the Lipper 10 feet is estimated to be 2.5
inches approximately. A stiffened foundation or mat slab designed in accordance
with the City's "Shallow Mitigation Methods" is recommended as below.
The allowable bearing capacity for a mat slab placed on cement -treated fill with a
thickness of 12 inches or more is 3,000 pounds per square foot. Foundation
settlement from structural loading is estimated to be 3/a inch total and 1/2 inch
differential over a distance of 20 feet. Foundation settlement should occur mostly
during construction.
November 17, 2020
Project No: 72370-10
Report No: 20-8813
Page No: 3
Lateral loads may be resisted by passive pressure forces and friction acting on the
bottom of foundations. Passive pressure may be computed from an equivalent fluid
density of 200 pounds per cubic foot, not to exceed 2,000 pounds per square foot.
A coefficient of friction of 0.35 may be used in computing the frictional resistance.
These values may be combined without reduction.
Item 21: Soil report shall present seismic site coefficients with supporting documentation.
Response: Seismic site coefficients were provided in the previous response report dated
September 2, 2020. Please also refer to the response to Item 19 above.
Geotechnical Report Review Checklist:
Item 1: Please respond to Plan Check review AREV20-1088 and building review checklist.
Response: Acknowledged.
Item 2: Please provide caisson pool foundation parameters for structural engineering
foundation design.
Response: Caisson foundation recommendations for the proposed pool were provided in our
supplemental letter dated June 19, 2020, as attached in Appendix C.
Item 3: Please review the Grading, Foundation and Landscape Plans for compliance with
Geotechnical recommendations of this report.
Response: Acknowledged.
November 17, 2020
Project No: 72370-10
Report No: 20-8813
Page No: 4
This opportunity to be of service is appreciated. If you have any questions, please call.
Respectfully submitted,
GEOFIRM
___C�91
10
KEVIN A, TRIGG
Q NO. R00 0199
NO.1619 ff u�
!, r T CERTIFIED I* C P.O�l 0l fl
Kevin A. Trig�P_�G. ' ENGINEERING Zl Warig, R.C.E. 8019`
i "`col ist �' �gq(}-OGIST /�� Senior Engineer Chief Enginecii Zg U g / g �, Iv►t,
TFor
cpo� oQ- Date Signed: 11/17/2020 CAS
KAT/ZW:hsm
Distribution: Email
Attachments Appendix A - References
Appendix B - City of Newport Beach Plan Review Comments, dated October 7,
2020 and October 13, 2020
Appendix C - Geofirm, 2020, "Supplemental Geotechnical Recommendations for
Proposed Pool, 3235 Ocean Boulevard, Corona Del Mar,
California", Project No. 72370-01, Report No. 20-8705R, revised
June 19.
Appendix D - Liquefaction Analysis
El
APPENDIX A
REFERENCES
APPENDIX A
REFERENCES
1. Geofirm, 2014, "Update Geotechnical Recommendations for Project Design Revisions,
Proposed New Single -Family Residence, 3235 Ocean Boulevard, Corona del Mar,
California", Project No. 71879-03, Report No. 14-7479, dated May 21.
2. Geofirm, 2017, "Response to City of Newport Beach Geotechnical Report Review
Checklist dated December 28, 2016, New Single -Family Residence, 3235 Ocean
Boulevard, Corona Del Mar, California", Project No. 71879-05, Report No. 17-8002,
dated January 18.
3. Geofirm, 2017, "Response to City of Newport Beach Geotechnical Report Review
Checklist, Second Review dated February 16, 2017, New Single -Family Residence, 3235
Ocean Boulevard, Corona Del Mar, California", Project No. 71879-05, Report No. 17-
8034, dated June 27.
4. Geofirm, 2020, "Supplemental Geotechnical Recommendations for Proposed Pool, 3235
Ocean Boulevard, Corona Del' Mar, California", Project No. 72370-01, Report No. 20-
8705R, dated June 19.
5. Geofirm, 2020, "Response to City of Newport Beach Grading/Drainage Plan Review
Comments, 1 St Review and Building Plan Review Comments, dated July 20, 2020,
Residential Rear Yard Improvement, 3235 Ocean Boulevard, Corona Del Mar,
California", Project No. 72370-10, Report No. 20-8764, dated September 2.
APPENDIX B
CITY OF NEWPORT BEACH PLAN REVIEW COMMENTS, DATED OCTOBER 7,
2020 AND OCTOBER 13, 2020
CITY OF NEWPORT BEACH
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING DIVISION
100 Civic Center Drive I P.O. Box 1768 1 Newport Beach, CA 92658-8915
www.newportbeachca.gov 1 (949) 644-3200
GRADING/DRAINAGE
PLAN REVIEW COMMENTS
Project Description: SFR REAR YARD SPA 46 SF, TRELLIS 347 SF, PATIO 996 SF AND ADDITION
OF POOL BATH/STORAGE ROOM 154 SF
Project Address: 3235 OCEAN BLVD NB
Permit App. Date: 7/13/2020
CY Cut/Fill: 2050/308 Permit Valuation: $61,119
Architect/Engineer: DZNE,INC..
Applicant/Contact: JEANNETTE BRION S
Plan Check Engineer: Sergio Gutierrez
Plan Check No.: 1249-2020
Permit App. Expires: 1/9/2021
Adjusted Valuation: $
Phone: 949-3058920
Phone: 949-645-5854
Phone: 949-644-3213
Engineer email: sgutierrez newportbeachca.gov
X 1 st Review: 7/2.0/2020 x 2nd Review: 1011312020 310 Review:
Italic comments By Appointment
The project plans were reviewed for compliance with the following codes and standards:
2019 CRC; 2019 CBC; 2019 CPC; 2019 CEC; 2019 CMC; 2019 California Energy Code; 2019 California
Green Building Standards Code (CG); & Chapter 15 of the Newport Beach Municipal Code (NBMC)
The code section references are from the 2019 CBC, unless otherwise stated.
• TO EXPEDITE PROJECT APPROVAL: Please provide a written response indicating how and where
each comment was resolved on the plans.
• Resubmit all previously reviewed plans, updated plans and supporting documents with each
subsequent review.
• AFTER 2nd PLAN REVIEW. Please call the plan check engineer listed above to schedule a plan
review appointment, to expedite project approval.
• For clarification of any plan review comment, please call the plan check engineer listed above.
• Plan review status is available online at www.newDortbeachcd.gov. Project status is also available
using the interactive voice response system at 949-644-3266, or by speaking with a permit technician
at 949-718-1888 during business hours.
Correction Llsts\Grading/Drain agePlanRevComment 10/13/20 1
GENERAL
1. All permits related to the proposed project shall be issued at the same time, or separate plans and
plan review will be required for items not issued with this review. Provide additional permit
worksheets for the following:
a. Accessory structures, detached patio covers and trellises,
b. Detached or free-standing trash enclosures,
C. Masonry or concrete fences over 3.5 ft high,
d. Retaining walls over 4 ft high from the bottom of the foundation to the top of the wall.
Obtain plan review approval from the following:
a. Planning Department,
b. Public Works Department,
3. Final drawings which will be approved for permit issuance shall be signed by the respective design
professionals (electronic signature is acceptable). This comment will remain up to and include at
the time of permit issuance.
SURVEY CORRECTIONS:
rRMENUM.-
GRADING CORRECTIONS: Please Refer to PC # REV20-1088 for Grading/Drainage
redlines prior to approval of this PC# 1249-2020
7. Two stamped and signed sets of plans are required for permit issuance (electronic signature is
acceptable). This comment will remain up to and include at the time of permit issuance.
8. For projects on a slope, adjacent to a slope, with a basement, or project sites which require remedial
grading, soils engineer to review and approve the grading plan, foundation plan, and shoring plan
(if applicable) to verify that the design is consistent with the geotechnical report recommendations.
Soils engineer to stamp these plans with a review stamp asserting compliance with geotechnical
report recommendations. This comment will remain up to and include at the time of permit
issuance.
- -NOW- -
-
Correction Lists\Grading/Drain age Plan RevComment 10/13/20
fli. Provide a drainage design that prevents entFaRGe of drainage water frem the street/alley Onte
12 is And the di6taRG8 #GM property lines to adjaGeRt
cfn Usti free
v'cravaur�.r.
drainage to ensure water d-A-es nAt drA*n Avpr thi- t p edge 9f aRy 619peS.
14. Show locations and details of subdrain system(s) and outlet for retaining walls on grading plan
when subdrain is required by soils report. Subdrain to be piped separately from site drainage or
invert in French drain to be higher than the invert elevation of the nearest drain.
15. Provide erosion and siltation control plans.
16. Provide a section showing required grading cut and proximity to property line.
17. Provide building or structure setbacks from top and bottom of slope as shown in CBC, Fig. 1808.7.1.
For descending slopes less than 12 feet in height, minimum setback from competent slope face
material shall be 4 feet.
1$ Top nnrl fee of clone to be sett@sly from the property lire per NBMS 15.19.1 Fog. 1- Y 1raa eve yr slope cv be aecvao�c ��v --P property -P ,
i9. Provide nin GGPIGS ef soils and fGundatie investigation rrepnrf by a reni64ered niVil engineer.
20. Soils report shall address the potential of soft or compressible or collapsible or liquefiable soils (Site
Classes E and F), and recommend mitigation method if they exist.
21. Soils report shall present seismic site coefficients with supporting documentation.
22. List soils report recommendations on grading plan.
WATER QUALITY CORRECTIONS:
■
ADDITIONAL CORRECTIONS:
24. See drawings for additional corrections. Please see PCREV20-1088 Grading sheet redlines
to be revised.
Correction Lists\Grading/Drain agePlanRevComment 10/13/20
Wn®� CITY OF NEWPORT BEACH
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING DIVISION
< 100 Civic Center Drive I P.O. Box 1768 1 Newport Beach, CA 92658-8915
rrrai��'` www.newportbeachca.gov 1 (949) 644-3200
PLAN REVIEW COMMENTS
Project Description: SFR — New pool house and retaining wall
Project Address:
Permit App. Date
Plan Reviewer:
3235 Ocean Blvd
Plan Check No.: 1249-2020
7113/20 / 10/7/20 Valuation: $61,119
Melissa Kubischta, SE
Phone: 949-644-3278
The project plans were reviewed for compliance with the following codes and standards:
2019 CRC; 2019 CBC; 2019 CPC; 2019 CEC; 2019 CMC; 2019 California Energy Code; 2019 California
Green Building Standards Code (CG); & Chapter 15 of the Newport Beach Municipal Code (NBMC).
Obtain plan review approval from the following:
a. Building Division
b. Grading
C. Planning Division
d. Public Works
1017120: Reminder,;
2. Final drawings which will be approved for permit issuance, shall be signed by the respective design
professional (electronic signature is acceptable). This correction will remain until the permit is
issued.
1017/20: Reminder.
3. Projects located within a "High Density Area" require the following form,
htt s://www.newoortbeachca.aov/Home/ShowDocument?id=64600 reproduced on the title page
of the plans with the owner's and contractor's signatures.
1017,120: Form not found on A-1 as indicated in response letter.
4. Update project scope of work to reflect new work not previously permitted that is shown on the
plans. Provide complete construction information for spa or remove from scope of work. Include
unconditioned pool bath/storage building. and trellis in the scope of work. All other grading and
drainage must be shown on the drawings for the. open permit for the house and grading (plan check
2358-2014).
1017120: Provide note on the plan that the spa is under separate plan review and permit. Note that
a portion of the sloughwall design is shown on the structural drawings on this set and must be
included in the scope of work. Additionally, grading and erosion control for the pool bath and storage
building is not shown on plan check 2358-2014 as indicated in the Scope of Work note on sheet A-
l. Coordinate ;between this; plan and REV20-1088 so that all work including grading; "soil
improvement, retaining/slough wall construction, drainage, bio-retention planter walls and raised
wood deck at upper platform, and new building/trellis construction is shown somewhere and cross
referenced between the drawings..
:r_*s��:�:r_tnr���:tisr:resr��:r_�:�n:a:r.�
Floor plan for the new building should show electrical/mechanical components including required
receptacles and exhaust fan for bath.
1017120: See red marked plan sheetA-1, provide legend for all electrical/mechanical symbols used
on the plan.
7. Add note to plans to indicate all grading and drainage per plan check 2358-2014.
1017120: See correction item 4 for additional clarification. Grading information including updated
Geotechnical recommendations for the new construction in the rear yard along Breakers Drive is
not shown on plan check 2358-2014 or REV20-1088.
8. Note that this plan check will not be approved until REV20-1088 to plan check 2358-2014 is
approved.
1017120: Reminder,.
Note that Sheets G-1, G-2.1 and L-1 have been removed from this set and incorporated into
REV20-1088 for plan check 2358-2014. Note that this permit will not be approved until the approved
drawings for the open permit under plan check 2358-2014 are revised to reflect the updated site
plan, landscape plan, and grading/drainage requirements including the new pool bath/storage
building and trellis.
1017120: See correction items 4 and 7`for additional clarification.
10. Soils engineer to review and approve final foundation plan, foundation details, shoring plan, pool
plan, precise grading and drainage plan and erosion plan. This correction will'remain until the
permit is issued.
1017120: Reminder,
a Sprinklers shall be installed to preteGt all areas ef a dwel!'Rg unit inGlud'Rg bathFGE)Fns
mere than 56 square foot inarea. (R313.3.1.2)
Submittals"prieF te issuing a buffildiRg permit, er, list URdeF 'Deferred
en Gover sheet.
PFevode a nete Gn the drawing stating� "ObtaiR fire sprinkler permit PFiGF te Galling for Fee
sheathing incnontinn
G Revise building data OR GGVeF sheet te ideRtify that building is equipped with a fiFe GpFinkleF
12. Handrails shall satisfy the following:
a. Provide a minimum of one continuous handrail on stairways with 4 or more risers and at
all open sides. R3117.8
b. Handrail height shall be 34" to 38" above the nosing of treads. R311.7.8.1
C. Handrail with circular cross -sections shall have a diameter of 1 W to 2". R311.7.8.5 item
1.
d. Handrails with other than circular cross -sections shall have a perimeter of 4" to 6%" with a
maximum cross=section dimension of 2%", R311.7.8.5 item 1
e, Handrails with a perimeter greater than 6%" shall comply with R311.7.8.5 item 2.
f. Handrail shall be continuous without interruption by newel post or other obstruction, except
at the landing, volute, or turnout on lowest tread. R311.7.8.4, Exception 1 & 2.
g. Clear space between handrail and wall shall be 1W minimum. R311.7.8.3
1017,120: Detail handrail configuration and anchorage on plan.
i 3. Previde reefing SP8GifiGatiens (ESR Report E)F Gther apprGved listing), inGluding rGef assembly fire
etassifTsati9R, en the piers. ReeTeo`oeraR
14. Where drains and overflow are required, provide detail showing overflow piped separately and 2"
higher than roof drain. R903.4.1
1017120: Show how roof drain down spout ties into the site stormwater drainage plan.
15. Geotechnical report does not provide any recommendations for construction of habitable buildings
in the beach deposits and slopewash at the toe of the slope. Additionally, recommendations for the
garage building slab included 5-feet of overexcavation with soil -cement treated fill. Provide updated
geotechnical recommendations for pool bath/storage building at toe of slope and specify all
required overexcavation and soil strengthening requirements per the geotechnical report on the
plans. Provide grading cut showing overexcavation for the new building with respect to the existing
slope.
1017120 Coordinate between the structural design, plans, and Geofirm Response to City
Comments, dated 912120.,
2
16. Buildings below slopes shall be set a sufficient distance from the slope to provide protection from
slope drainage, erosion and shallow failures. Provide sufficient clearance from toe of slope per
CBC 1808.7.1 or provide specific recommendations from geotechnical engineer for how to provide
alternate setbacks and clearances in accordance with CBC 1808.7.5, Incorporate email
recommendations included in calculations into a stamped and signed letter or addenda from the
geotechnical engineer.
1017120: Erosion control plan on PC 2358-2014 sheet G-04 does not show any provisions for work
at the toe of the slope. Provide erosion control drawings for the improvements at the toe of the
slope on either this plan or REV20-1088 and cross reference for clarity:
17. Provide material specifications for geotechnical requirements on the plans.
1017120: Not addressed'.
i 8. PrGvide design Grit8ria eR the plaRS tG speGify the Fisk GategGFy, the wind lead based on 96 ,
Se;emle DesigR Category. ASGE 7, table d.5-1 and Table-1-
19. Submit mapped accelerations parameters Ss and S1 and other seismic design parameters using
a website interface tool that queries the U.S. Geological Survey (USGS) Seismic Design Web
Services and retrieves the seismic design variables in a report format (i.e, ATC Hazards by
Location, OSHPD Seismic Design Maps, ASCE 7 Hazard Tool, etc.) compliant with the current
Building Code.
1017120: Seismic parameters include in the Geofirm Response to City Comments, dated 912120
are not consistent with the requirements of ASCE 7-16 or the structural calculations. Site Class F
requires site specific response analysis. Values provided are consistent with Site Class D
(default) however values for SM1 and SDI should be null perASCE 7, section 11.4.8. Note that
seismic design is required of all structures in Seismic Design Category D regardless of Risk
Category.
20. Note that the building is Wind Exposure D per ASCE 7, Section 26.7. Surface Roughness D
prevails in the upwind direction within a distance of 600 ft for a distance greater than 5,000 ft.
1017120: Provide verification calculations to show that seismic controls the lateral design.
21. justify use Gf R-3.5 fer design ef erdinaFy GaRtileveF GelUPAR lateral fGFGe resisting systern for trellis.
22. Provide ACI 318, chapter 17 compatible anchorage calculations for cantilever column base plates
to justify the assumption of fixity for the columns.
1017120: Verify anchorage for loading in the orthogonal direction, perpendicular to the top of the
wall:
23. See red marked plans for additional corrections/clarification.
1017120: Reminder,
24. See red marked calculations for additional corrections/clarification.
1017120: Reminder. Note that the geotechnical recommendations for the slough wall have changed
between the email included in the original calculation submittal and the Geofirm Response to City
Comments, dated 912120. Update the wall design to reflect the updated recommendations.
25. Return all red marked plans and calculations with recheck.
1017120: Reminder.
CITY OF NEWPORT BEACH
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING DIVISION
100 Civic Center Drive ( P.O. Box 1768 1 Newport Beach, CA 92658-8915
www.newportbeachca.gov 1 (949) 644-3200
GEOTECHNICAL REPORT
REVIEW CHECKLIST
Project Description: SFR REAR YARD SPA 46 SF, TRELLIS 347 SF, PATIO 996 SF AND
ADDITION OF POOL BATH/STORAGE ROOM 154 SF
Title & Date of Report SUPPLEMENTAL GEOTECHNICAL RECOMMENDATIONS FOR
PROPOSED POOL BY GEOFIRM DATED APRIL 29, 2020
Project Address: 3235 OCEAN BLVD NB Plan Check No.: 1249-2020
Permit App. Date: 7/13/2020 Permit App. Expires: 1/9/2021
CY Cut/Fill: 2015/204 Permit Valuation: $61,119 Adjusted Valuation: $62,000
Consultant: GEOFIRM, INC. Phone:_ 949-494-2112
Applicant/Contact: BRION JEANNETTE ARCHITECT. Phone: 949-645-5854
Plan Check Engineer: Sergio Gutierrez Phone: 949-644-3213
Engineer email: sgutierrez@newportbeachca.gov
X 1 st Review: 7/20/2020 X 2nd Review: 1011311010 31d Review:
Italic comments F� By Appointment
The project plans were reviewed for compliance with the following codes and standards:
2019 CRC; 2019 CBC; 2019 CPC; 2019 CEC; 2019 CMC; 2019 California Energy Code; 2019 California
Green Building Standards Code (CG); & Chapter 15 of the Newport Beach Municipal Code (NBMC).
The code section references are from the 2019 CBC, unless otherwise stated.
• TO EXPEDITE PROJECT APPROVAL: Please provide a written response indicating how and where
each comment was resolved on the plans.
• Resubmit all previously reviewed plans, updated plans and supporting documents with each
subsequent review.
• AFTER 2°d PLAN REVIEW: Please call the geologist listed above to schedule a plan review
appointment, to expedite project approval.
• For clarification of any plan review comment, please call the plan check engineer listed above.
• Plan review status is available online at www.new ortbeach, ov. Project status is also available
using the interactive voice response system at 949-644-3255, or by speaking with a permit technician
at 949-718-1888 during business hours.
CorrLists\GeotechnicalReportReviewChecklist 10/13/2020 1
PRIOR TO APPROVAL OF THE REPORT, ATTEND TO THE ITEMS BELOW:
1. Please respond to Plan Check review #REV20-1088 and Building review checklist.
2. Please provide caisson pool foundation parameters for structural engineering foundation design.
3. Please review the Grading, Foundation and Landscape Plans for compliance with geotechnical
recommendations of this report.
Limitations of Review:
Our review is intended to determine if the submitted report(s) comply with City Codes and generally
accepted geotechnical practices within the local area. The scope of our services for this third party review
has been limited to a brief site visit and a review of the above -referenced report and associated documents,
as supplied by this City of Newport Beach. Re -analysis of reported data and/or calculations and preparation
of amended construction or design recommendations are specifically not included within our scope of
services. Our review should not be considered as a certification, approval or acceptance previous
consultant's work, or is meant ad an acceptance of liability for final design or construction.
CorrLists\GeotechnicalReportReviewChecklist 10/13/2020 2
APPENDIX C
SUPPLEMENTAL GEOTECHNICAL RECOMMENDATIONS FOR PROPOSED POOL
�011111= = M C=31rmmlmn
801 Glenneyre St. s Suite F ® Laguna Beach ® GA 92651
(949) 494-2122 ® FAX (949) 497-0270
April 29, 2020
Revised June 19, 2020
KAZ Investment Management
c/o Brion Jeannette Architecture
470 Old Newport Boulevard
Newport Beach, California 92663
Project No: 72370-01
Report No: 20-8705R
Attention: Mr. Martin Bard
Subject: Supplemental Geotechnical Recommendations for Proposed Pool
New Single -Family Residence
3235 Ocean Boulevard
Corona Del Mar, California
References: 1. Geofirm, 2013, "Update Preliminary Geotechnical Investigation, Proposed
New Single -Family Residence, 3235 Ocean Boulevard, Corona del Mar,
California", Project No. 71879-01, Report No. 13-7345r, dated September 12.
2. Geofirm, 2014, "Update Preliminary Geotechnical Recommendations for
Project Design Revisions, Proposed New Single -Family Residence, 3235 Ocean
Boulevard, Corona del Mar, California", Project No. 71879-01, Report No. t4-
7479, dated May 21.
Dear Mr. Bard,
In accordance with the request of your pool engineer, this letter presents supplemental
geotechnical recommendations the design and construction of the proposed pool at the subject
property. The recommendations presented herein are based on our referenced reports and our
review of the architectural design plans prepared by Brion Jeannette Architecture. This letter
presumes the areas around the pool will be remedial graded with a 3 feet thick layer of soil
cement.
Earth pressure forces acting on the pool walls should be designed using an equivalent fluid
density of 35 pounds per cubic foot for onsite beach deposits. These recommendations may be
modified pending verification of soil conditions during construction. Surcharge loads, both
topographic and structural, should be considered by the pool engineer.
Exploratory drilling on nearby property encountered groundwater at depth of approximately 5
feet below ground surface. This groundwater level is anticipated to experience some fluctuation
in response to the tidal cycle and/or during periods of heavy rain. The design groundwater level
is recommended to be equal to the maximum predicted tide elevation during heavy rainfall, or an
elevation of 7 feet (NAVD 88). Given the bottom of the pool is anticipated at elevation 10.35
feet, with a 12-inch thick shell, the base of the pool shell is approximately 21 feet above the
April 29, 2020
Revised June 19, 2020
Project No: 72370-01
Report No: 20-8705R
Page No: 2
anticipated high groundwater. Given the close proximity to a possible high groundwater
condition, a hydrostatic relief valve may be recommended. If utilized, a gravel filled trench
which extends parallel to the long dimension of the pool and connects to the hydrostatic relief
valves should be provided. The gravel should be wrapped in filter fabric.
Caisson foundations are being considered to support the proposed vanishing -edge pool to
mitigate differential settlement. Caisson utilized for proposed pool support should be a
minimum 24-inch diameter and embedded into competent bedrock a minimum depth of 5 feet.
Caissons may be designed for a dead plus live load end bearing value of 8,000 pounds per square
foot for bedrock. The values may be increased by one-third for wind and seismic forces. A skin
friction of 300 pounds per square foot may also be utilized for bedrock. Lateral resistance may
be computed utilizing 150 or 400 pounds per square foot per foot of depth for beach deposits or
bedrock. Settlement of caisson foundations in bedrock is anticipated to be less than 1/4 inch.
Thank you for this opportunity to be of service. If you have any questions, please contact this
office.
Respectfully submitted,
r"! 'WAftpj�
No. ROE 80190
Zi Wang, R.C.E .09l3tQ
Senior Engineer, R.C.E. 8 Cav►
Date Signed: 6 / 19 / 2020 't CA&W
KAT/ZW:np
Distribution: Addressee Via Email
APPENDIX D
LIQUEFACTION ANALYSIS
LIQUEFACTION ANALYSIS
72370-1.0
Hole No.= Water Depth=5 ft Magnitude=7
Acceleration=0.712g
Shear Stress Ratio Factor of Safely Settlement Soil Description Raw Unit Fines
(ft) 0 1 0 1 5 0 (in.) 10 SPT Weight %
0 Cement -Treated 8 115 NoLq
i
2
i
Beach Deposits
i
4
8 115 0
s
i
i
8 j
i
i
fs1- ,
i S = 2.51 in.
10 8 115 0
CRR -- CSR fs1---- Saturated ---
E
Shaded Zone has Liquefaction Potential Unsaturat. —
12
F
U
a
14
Stonev-Miller Consultants, Inc. 3235 Ocean Blvd, CDM Plate D-1
Date(s) Logged: 3/1/2010 Method of Drilling: 8 inch Hollow stem auger
Logged By: JLH Ground Elev.: 89 Drilling Company: Scott's Drilling
LOCATION: 3235 Ocean Blvd Drop: 30-inches
Newport Beach CA (Corona Del Weight(s): 140 - Pounds
Mar)
❑
-
o
m
a)
a
5 @
Z)c4
Q
�n
�
in
o
�
.o o
20
oQ
a �
-❑
r
BORING NO.: HSA-1
Description
Attitude
L
❑
0
---
2.5
6.1
4.2
3.4
—
99.8
103.2
101.8
98.1
—
ARTIFICIAL FILL (0-1.5'):
@0-1.5': SAND; dark brown, medium grained
MARINE TERRACE DEPOSITS (1.5-3h
@1.5': SAND; loose to medium dense, slightly moist, medium
reddish brown, well sorted, well rounded grains
@10.5': SAND; very dense, slightly moist, dark reddish brown,
minor discontinuous clay laminae (tiger stripping), well sorted
@15': SAND; same lithology as above, increasingly moist
@20': SAND; same lithology as above
@30': SAND; light golden tan, decreasing d discontinuous clay
laminations with depth toward parent material
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
MONTEREY FORMATION (33-33.1)
@33': SANDSTONE; very hard to cemented, refusal
-------
0
5
5
10
10
--
15
15
20
20
—
25
25
30
30
35
35
TOTAL DEPTH 33 FEET
NO GROUNDWATER
HOLE BACKFILLED WITH DRILL TAILINGS
- 0
^0
Project No.: 71879-00 LOG OF BORING Figure No=B-i
r
Geofirm
Date(s) Logged: 5/9/2018 Method of Drilling: 6" Solid Stem Auger
Logged By: JPH Drilling Company: Native
Drop: 30"LOCATION:
DVeight(s):
3309 Ocean Blvd., Corona del Mar
140 pounds
Ground Elevation: ± 89'
c
W
-0
°
o v-
BORING NO.: B-1
LP
�
N
(0
c:
U
CL
— N
o
o
E�
L c
o
o_
Description
Laboratory
Y
a
a)
❑
W v
m
=
❑ cn
5
m
o
2 0
�,
❑
Tests
❑
Undocumented Fill -
"" 0
ML/SM
Fine SAND; loose; dry, light brown, very fine- to fine-grained, some
scattered angular bedrock fragments to ± 1/2", some roots, minor
1
4.1
visible pinhole porosity,
2
2
..3.....
ML/SM
9
— — —
1.4
--
104.5
--------------------------------
Terrace Deposits -
„3,„
12
@ T: Fine micaceous SAND; loose, friable, damp, orange -brown,
4
18
very fine- to fine-grained, clean, trace to some roots,
"" 4
5
5
B
3
1.8
100.7
@ 6': Fine SAND; loose, dry, light orange -brown, very fine to fine-
B
7
grained, clean, slightly micaceous, some poorly indurated zones,
7
9
7
8
8
8
4.1
110.2
@ 9': Fine SAND/silty fine SAND; dense, poorly indurated and very
10 ""
14
x
friable, damp, orange -brown to brown, very fine to fine-grained,
30
crude layering apparent.
10..
12„
12'
,13,,,,
"13"
15
6.4
106.7
@13': Fine SAND/silty fine SAND; dense, slightly indurated and
23
very friable, slightly moist, orange -brown, very fine- to fine-
4 "'
30
30
grained, slightly micaceous,
14 '
15
15
16 ,,,,
10
3.8
103.2
@16': Fine SAND/silty fine SAND; dense, slightly moist, orange-
' 16 „
16
brown, very fine- to fine-grained, slightly micaceous.
17
30
17"
18
19
5
@ 19': Fine SAND; dense, slightly moist, orange -brown.
19,
17
3.0
101,6
20 ,,,,
30
20 „
Project No.: 72341-01 LOG OF BORING
Figure No.:
B-1
Boring Logs.xlsx 6/1/2018 G@ofirm
Date(s) Logged: 5/9/2018 Method of Drilling: 6" Solid Stem Auger
Logged By: JPH Drilling Company: Native
30"
Drop: rop:ht(s):
LOCATION: 3309 Ocean Blvd., Corona del Mar
� 140 pounds
Ground Elevation: ± 89'
c
ro
.0
E
o
BORING NO.: B-1
a)
L
°'
`°
�
F
�
°i
Continued
2)
a
n
o m
o�
u, a
M
:
a)
o o
Description
Laboratory
Q
o
C/5
m�
cn
m
2 U
c 0
Tests
o
.20,,,
„20,
-21„
.21.
,22,,,.
9
.,22.
4.3
98.3
@ 22': Micaceous fine SAND; dense, slightly indurated and very
50
friable, slightly moist, light yellow to orange -brown, very fine-
grained..
" 23 -
24 ,-,
„ 24 ,
25
5
@ 25': SAND; dense, very friable, slightly moist, yellow to orange-
25
16
3.2
101.0
brown, fine-grained, clean, slightly micaceous.
26,,,
32
26,
' 27 ".
Total Depth - 26.5'
27
No Groundwater
Caving - 20-22'
28 ""
Boring Backfilled with Cuttings
" 28'
.29„
„29'
.30,..
30.
31.
„31'
32„
„32
33,.,
'33"
34 „
34
35 ,,
„ 35
' 36 ,..,
„ 36 .
'37,,,
'37,
38
. 38 ..
']9"
39.
„ 4011 .,
Project No.: 72341-01 LOG OF BORING
Figure No.:
B-2
Boring Logs.xlsx 6/1/2018 Geofirm
Date(s) Logged: 5/9/2018 Method of Drilling: 6" Hollow Stem Auger
Logged By: JPH Drilling Company: Native
Drop: : 30"
LOCATION: 3309 Ocean Blvd., Corona del Mar
t(s): 140 pounds
Ground Elevation: ± 13'
c
Q
CL
o
BORING NO.: B-2
o C
o�
+
E
o o
U
Q
Description
Laboratory
a
❑ 1
U)0
m
❑cn
m
:Ev
5❑
Tests
❑
01,111,
Undocumented Fill Soils -
0
@ 2.5': Fine SAND; loose, slightly moist, brown, fine-grained,
1'
slightly micaceous, scattered cobble size rock/concrete fragments.
1
2
2
3 ,,,,,,
-------
--
--
------
-------------------------------
Beach SAND Deposit -
3
4
4
5
@ 5': Clean SAND; loose, slightly moist, light brown, fine- to
5
medium -grained.
6
6
Lagg deposit; refusal on cobbles,
Total Depth 55
8
8
9
9
10
10
11,
11'
'12,,,
12,
13,„
13„
'14„
14,
15
15-
16'
16'
18
'19„
19
'20,,,,
20„
Project
No.: 72341-01 LOG OF BORING
Figure No.:
B-3
Boring Logs.xlsx 6i1/2018 Geofirm
Date(s) Logged: 10/15/2009 Method of Drilling: 8 - inch Hollow Stem Auger
Logged By: JLH Drilling Company: Scott's Drilling
Address: 3225 Ocean Blvd. Corona Del Mar Drop: 30-inch
Location: Lower Driveway Weight(s): 140# Standard
;Z
N
3
0
�,
; a
� E
E
0)
a
=
ov
.N
a =
_
BORING NO.: HSA-1
Description
Attitude
5
5
---
15
21
16
26
50/5"
3.7
4.3
—
4.8
4.4
4.1
5.2
12.2
98.4
—
102.4
103.2
99.6
101.5
91.2
FILL (0471:
@ 0-7': Very fine-grained SAND; loose, slightly moist/dry, medium dark
brown, scattered roots, well -sorted, well-rounded,
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
MARINE TERRACE DEPOSITS:
@ 7': Coarse SAND; slightly moist, medium dense, medium
reddish -brown, well -sorted, well-rounded grains, minor roots.
@ 23-24': Mafic-rich, coarse -grained, pebbly SAND; dark gray,
scattered well-rounded gravel clasts.
@ 25.5': Coarse SAND with gravel; dense, slightly clayey, mafic-rich,
scattered, well-rounded silicious sandstone pebbles/cobbles, refusal on
cobble. Inferred bedrock contact below.
-------
o
5
5
—
10
10
15
15
i
i
i
i
20
20
I
t
i
' 25
s
25
>'
TOTAL DEPTH 26'
NO GROUNDWATER
BACKFILLED WITH TAILINGS
?
� 30
30
Project No.: 71862-00 LOG OF BORING Figure No.: B-11
Geofirm
Date(s) Logged: 10/15/2009 Method of Drilling: 6 - inch Solid stem auger
Logged By: JLH Drilling Company: DPR Corp. INC.
Address: 3225 Ocean Blvd. Corona Del Mar Drop: 30-inch
Location: Planter Weight(s): 140# Standard
0
o
3
in
v
Z)(n
ro v
Y c
m 2U
•N
a =
c0
BORING NO.: SS-1
Description
Attitude
L
°
0
---
—
—
—
BEACH DEPOSITS (0-10.5'):
@ 0-10': Medium SAND; well-rounded, well -sorted, light to medium
brown, quartzo-feldspathic, slightly moist, medium loose to dense,
cohesionless.
@ 10-10.5': Scattered well-rounded cobbles.
BEDROCK: MONTEREY FORMATION
@ 10.5-1 T: Thinly bedded shale, locally siliceous. Very hard (refusal).
-------
0
5
5
10
10
--
TOTAL DEPTH 11'
GROUNDWATER @ 5'
BACKFILLED
15
15
Project No.: 71862-00 LOG OF BORING Figure No.: B-11
Geofirm
--�`' m O
801 Glenneyre St. • Suite F • Laguna Beach • CA 92651
(949) 494-2122 • FAX (949) 497-0270
September 2, 2020
KAZ Investment Management Project No:
c/o Brion Jeannette Architecture Report No:
470 Old Newport Boulevard
Newport Beach, California 92663
Attention: Mr. Martin Bard
Subject: Response to City of Newport Beach Grad%Wffi)pjQip S4an Review
Comments, 1s' Review and Building Plan Review Comments, dated
July 20, 2020
Residential Rear Yard Improvement OCT 6 2020
3235 Ocean Boulevard
Corona Del Mar, California
By' M,K
Plan Check No. 1249-2020
72370-10
20-8764
This letter is in response to the City of Newport Beach, Planning Department and
Grading/Drainage Plan Check Corrections, dated July 20, 2020. This review requested
additional information on six comments. A copy of the review sheets is provided in Appendix
A. Our response is presented following each comment.
Building Department Plan Review Comments:
Item 10: Soil engineer to review and approve final foundation plan, foundation details,
shoring plan, pool plan, precise grading and drainage plan and erosion plan. This
correction will remain until the permit is issued.
Response: Acknowledged.
Item 15: Geotechnical report does not provide any recommendations for construction of
habitable buildings in the beach deposits and slopewash at the toe of the slope.
Additionally, recommendations for the garage building slab included feet of over -
excavation with soil -cement treated fill. Provide updated geotechnical
recommendations for pool bath/storage building at toe of slope and speck all
required over -excavation and soil strengthening requirements per the geotechnical
report on the plans. Provide grading cut showing over -excavation for the new
building with respect to the existing slope.
Response: No habitable buildings at the toe of the slope is proposed at this point. Based on the
current proposed locations of the lower detached garage and pool bath/storage
September 2, 2020
Project No: 72370-10
Report No: 20-8764
Page No: 2
building, a 3-foot deep over -excavation and replacement with cement treated
compacted fill is recommended in order to provide uniform and
tun ation support for the structures. The over -excavation should extend 3 feet
)rint of the structures, where practical
Soil cement compacted fill should consist of a mixture of the existing beach
deposits material with a minimum of 2 percent cement. The fill should be moisture
conditioned and compacted in accordance with the recommendations provided in
the referenced reports. The limits of remedial grading are indicated on Figure 1.
Item 16: Buildings below slopes shall be set a sufficient distance from the slope to provide
protection from slope drainage, erosion and shallow failures. Provide sufficient
clearance from toe of slope per CBC 1808.7.1 or provide specific recommendations
from geotechnical engineer for how to provide alternate setbacks and clearances in
accordance with CBC 1808.7.5. Incorporate email recommendations included in
calculations into a stamped and signed letter or addenda from the geotechnical
engineer.
Response: A caisson -supported debris wall system is recommended behind the prolos
at storage building to provide a debris catchment area and adequate protection
from slope* drainage,' erosion and shallow failures impacting the proposed structure.
The debris wall design values were provided in Report 17-8034 dated June 27,
2017. Periodic maintenance behind the debris wall, i.e., cleaning, should be
anticipated by the homeowner.
As indicated in our updated slope stability analyses presented in Appendix C, the
buried pier/caisson system should be designed to resist 2.3 kips per linear foot
lateral loading. Caissons uxilized for proposed debris wall should be embedded into
rr-
competent material a minimum depth of 5 feet. Caissons may be designed for a
dead pus live load end bearing value of 2,000 pounds per square foot for competent
beach deposits. Lateral resistance may be computed utilizing 150 pounds per
square foot per fc
caisson dEmeter.
Grading/Drainage Plan Review Comments:
Item 8: For projects on a slope, adjacent to a slope, with a basement, or project sites which
require remedial grading, soils engineer to review and approve the grading plan,
foundation plan, and shoring plan (if applicable) to verify that the design is
consistent with the geotechnical report recommendations. Soils engineer to stamp
these plans with a review stamp asserting compliance with geotechnical report
recommendations. This comment will remain lip to and include at the time of
permit issuance.
Response: Acknowledged.
September 2, 2020 Project No: 72370-10
Report No: 20-8764
Page No: 3
Item 20: Soil report shall address the potential of soft or compressible or collapsible or
liquefiable soils (Site Classes E and F), and recommend mitigation method if they
exist.
Response: Remedial grading and cement treated compacted fill recommendations are provided
in the response to Item 15. Caisson foundations are being considered to support the
proposed vanishing -edge pool to mitigate differential settlement. Caisson design
recommendations were provided in Report 20-8705r dated June 19, 2020.
Item 21: Soil report shall present seismic site coefficients with supporting documentation.
�O•
Response: It is our understanding that seismic design is not required for non -habitable
structures. Nevertheless, based on the geotechnical data and site parameters, the
following is provided by the USGS (ASCE 7-16) to satisfy the 2019 CBC design
rritPrin
Table 2, Site and Seismic Design Criteria
for 2019 CBC
Design Recomme 6d
Parameters Values
Site Class
Site Longitude (degrees)
Site Latitude (degrees)
Ss (g) B
S 1 (g) B
SMs (g) D
SM 1 (g) D
SDs (g) D
SDI (g) D
Fa
Fv
Seismic Design Category
!1
-117 8735
33.5936
1.358
0.481
1.630
--
1.086
-0.862
1.2
2.5
D
This evaluation assumes the fundamental period of vibration of
proposed structures does not exceed 0. 5 second The structural
consultant should review the above parameters and the California
Building code to evaluate the seismic design.
;06"
YIA-$
tt•A•`b
7
September 2, 2020
Project No: 72370-10
Report No: 20-8764
Page No: 4
This opportunity to be of service is appreciated. If you have any questions, please call.
Respectfully submitted,
GEOFIRM _
C��'�
KEVIN A. TRIGG
y I No.1619 1 4 .d No. ROE 80199
CERTIFIED + * Exp, 09/30/20
Kevin Trigg `P G. l ENGINEERING Zi Wang, R.C.E. 8019
Chief E gineering -eologist, _' OGIST a.�r Senior Engineer �°j, C1V��
o� rrr p fi cA�.�F Date Signed: 9/2/2020 (%' Cpi.�
KAT/RCL:hsm
Distribution: Email
Attachments Figure 1 - Grading Limit Plot Plan
Appendix A - References
Appendix B - City of Newport Beach Plan Review Comments, dated July 20,
2020
Appendix C - Slope Stability Analyses
APPENDIX A
REFERENCES
APPENDIX A
REFERENCES
1. Geofirm, 2014, "Update Geotechnical Recommendations for Project Design Revisions,
Proposed New Single -Family Residence, 3235 Ocean Boulevard, Corona del Mar,
California", Project No. 71879-03, Report No. 14-7479, dated May 21.
2. Geofirm, 2017, "Response to City of Newport Beach Geotechnical Report Review
Checklist dated December 28, 2016, New Single -Family Residence, 3235 Ocean
Boulevard, Corona Del Mar, California", Project No. 71879-05, Report No. 17-8002,
dated January 18.
3. Geofirm, 2017, "Response to City of Newport Beach Geotechnical Report Review
Checklist, Second Review dated February 16, 2017, New Single -Family Residence, 3235
Ocean Boulevard, Corona Del Mar, California", Project No. 71879-05, Report No. 17-
8034, dated June 27,
4. Geofirm, 2020, "Supplemental Geotechnical Recommendations for Proposed Pool, 3235
Ocean Boulevard, Corona Del Mar, California", Project No. 72370-01, Report No. 20-
8705R, dated June 19.
APPENDIX B
CITY OF NEWPORT BEACH PLAN REVIEW COMMENTS, DATED JULY 202 2020
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING DIVISION
100 Civic Center Drive i P.O. Box 1768 i Newport Beach, CA 92658-8915
www.newportbeachca.gov i (949) 644-3200
PLAN REVIEW COMMENTS
Project Description: SFR — New pool house and retaining wall
Project Address: 3235 Ocean Blvd Plan Check No.: 1249-2020
Permit App. Date
Plan Reviewer:
7/13/20
Valuation: $61,119
Melissa Kubischta, SE Phone: 949-644-3278
The project plans were reviewed for compliance with the following codes and standards:
2019 CRC; 2019 CBC; 2019 CPC; 2019 CEC; 2019.CMC; 2019 California Energy Code; 2019 California
Green Building Standards Code (CG); & Chapter 15 of the Newport Beach Municipal Code (NBMC).
1. Obtain plan review approval from the following:
a. Building Division
b. Grading
C. Planning Division
d. Public Works
2. Final drawings which will be approved for permit issuance, shall be signed by the respective design
professional (electronic signature is acceptable). This correction will remain until the permit is
issued.
3. Projects located within a "High Density Area" require the following form,
https:/1www.newportbeachca.gov/Home/ShowDocun)ent?id=64600 reproduced on the title page
of the plans with the owner's and contractor's signatures.
4. Update project scope of work to reflect new work not previously permitted that is shown on the
plans. Provide complete construction information for spa or remove from scope of work. Include
unconditioned pool bath/storage building and trellis in the scope of work. All other grading and
drainage must be shown on the drawings for the open permit for the house and grading (plan check
2358-2014).
5. Include basic project information on the cover sheet for the new pool bath/storage building
including: Use, Occupancy Category, Number of Stories, Type of Construction, and if the building
is Sprinklered or Not Sprinklered.
6. Floor plan for the new building should show electrical/mechanical components including required
receptacles and exhaust fan for bath.
7. Add note to plans to indicate all grading and drainage per plan check 2358-2014
8. Note that this plan check will not be approved until REV20-1088 to plan check 2358-2014 is
approved.
9. Note that Sheets G-1, G-2.1 and L-1 have been removed from this set and incorporated into
REV20-1088 for plan check 2358-2014. Note that this permit will not be approved until the approved
drawings for the open permit under plan check 2358-2014 are revised to reflect the updated site
plan, landscape plan, and grading/drainage requirements including the new pool bath/storage
building and trellis.
10. Soils engineer to review and approve final foundation plan, foundation details, shoring plan, pool
plan, precise grading and drainage plan and erosion plan. This correction will remain until the
permit is issued.
11. Sprinklers:
a Sprinklers shall be installed to protect all areas of a dwelling unit including bathrooms
more than 55 square feet in area. (R313.3.1.2)
b Sprinkler drawings and hydraulic calculations to be submitted to plan check and approved
prior to issuing a building permit, or, list under `Deferred Submittals" on cover sheet.
Provide a note on the drawing stating: "Obtain fire sprinkler permit prior to calling for roof
sheathing inspection."
c Revise building data on cover sheet to identify that building is equipped with a fire sprinkler
system in accordance with NFPA 13D.
12. Handrails shall satisfy the following:
a. Provide a minimum of one continuous handrail on stairways with 4 or more risers and at
all open sides. R311.7.8
b. Handrail height shall be 34" to 38" above the nosing of treads. R311.7.8.1
C. Handrail with circular cross -sections shall have a diameter of I %" to 2". R311.7.8.5 item
1.
d. Handrails with other than circular cross -sections shall have a perimeter of 4" to 6%4" with a
maximum cross-section dimension of 2'/4'. R311.7.8.5 item 1
e. Handrails with a perimeter greater than 6%4' shall comply with R311.7.8.5 item 2.
f. Handrail shall be continuous without interruption by newel post or other obstruction, except
at the landing, volute, or turnout on lowest tread. R311.7.8.4, Exception 1 & 2.
g. Clear space between handrail and wall shall be 11/" minimum. R311.7.8.3
13. Provide roofing specifications (ESR Report or other approved listing), including roof assembly fire
classification, on the plans. Roof covering:
a. Provide Class B fire classification for new and reconstructed structures. NBMC 15.06.210
14. Where drains and overflow are required, provide detail showing overflow piped separately and 2"
higher than roof drain. R903.4.1
15. Geotechnical report does not provide any recommendations for construction of habitable buildings
in the beach deposits and slopewash at the toe of the slope. Additionally, recommendations for the
garage building slab included 5-feet of overexcavation with soil -cement treated fill. Provide updated
geotechnical recommendations for pool bath/storage building at toe of slope and specify all
required overexcavation and soil strengthening requirements per the geotechnical report on the
plans. Provide grading cut showing overexcavation for the new building with respect to the existing
slope.
16. Buildings below slopes shall be set a sufficient distance from the slope to provide protection from
slope drainage, erosion and shallow failures. Provide sufficient clearance from toe of slope per
CBC 1808.7.1 or provide specific recommendations from geotechnical engineer for how to provide
alternate setbacks and clearances in accordance with CBC 1808.7.5. Incorporate email
recommendations included in calculations into a stamped and signed letter or addenda from the
geotechnical engineer.
17. Provide material specifications for geotechnical requirements on the plans.
18. Provide design criteria on the plans to specify the risk category, the wind load based on 96 mph,
all seismic force resisting systems and associated R and Q values, and identify the
Seismic Design Category. ASCE 7, table 1.5-1 and Table 12.2-1.
19. Submit mapped accelerations parameters Ss and S1 and other seismic design parameters using
a website interface tool that queries the U.S. Geological Survey (USGS) Seismic. Design Web
Services and retrieves the seismic design variables in a report format (i.e. ATC Hazards by
Location, OSHPD Seismic Design Maps, ASCE 7 Hazard Tool, etc.) compliant with the current
Building Code.
20. Note that the building is Wind Exposure D per ASCE 7, Section 26.7. Surface Roughness D
prevails in the upwind direction within a distance of 600 ft for a distance greater than 5,000 ft.
21. Justify use of R=3.5 for design of ordinary cantilever column lateral force resisting system for trellis.
22. Provide ACI 318, chapter 17 compatible anchorage calculations for cantilever column base plates
to justify the assumption of fixity for the columns.
23. See red marked plans for additional corrections/clarification.
24. See red marked calculations for additional corrections/clarification.
25. Return all red marked plans and calculations with recheck.
2
MI C
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING DIVISION
100 Civic Center Drive I P.O. Box 17681 Newport Beach, CA 92658-8915
www.newportbeachca.gov 1 (949) 644-3200
GRADING/DRAINAGE
PLAN REVIEW COMMENTS
Project Description: SFR REAR YARD SPA 46 SF, TRELLIS 347 SF, PATIO 996 SF AND ADDITION
OF POOL BATH/STORAGE ROOM 154 SF
Project Address: 3235 OCEAN BLVD NB
Permit App. Date: 7/13/2020
CY Cut/Fill: 2050/308 Permit Valuation: $61,119
Architect/Engineer: DZNE,INC.
Applicant/Contact: JEANNETTE BRION S
Plan Check Engineer: Sergio Gutierrez
Engineer email: sgutierrez newportbeachca.gov
)( 1 st Review: 7/20/2020 2nd Review:
Italic comments
Plan Check No.: 1249-2020
Permit App. Expires: 1/9/2021
Adjusted Valuation: $
Phone: 949-3058920
Phone: 949-645-5854
Phone: 949-644-3213
31d Review:
[—� By Appointment
The project plans were reviewed for compliance with the following codes and standards:
2019 CRC; 2019 CBC; 2019 CPC; 2019 CEC; 2019 CMC; 2019 California Energy Code; 2019 California
Green Building Standards Code (CG); & Chapter 15 of the Newport Beach Municipal Code (NBMC)
The code section references are from the 2019 CBC, unless otherwise stated.
• TO EXPEDITE PROJECT APPROVAL: 'Please provide a written response indicating how and where
each comment was resolved on the plans.
• Resubmit all previously reviewed plans, updated plans and supporting documents with each
subsequent review.
• AFTER 2nd PLAN REVIEW. Please call the plan check engineer listed above to schedule a plan
review appointment, to expedite project approval.
• For clarification of any plan review comment, please call the plan check engineer listed above.
• Plan review status is available online at www.newoortbeachca.gov. Project status is also available
using the interactive voice response system at 949-644-3255, or by speaking with a permit technician
at 949-718-1888 during business hours.
Correction Lists\Grading/DrainagePlanRevComment 07/20/20 1
GENERAL
All permits related to the proposed project shall be issued at the same time, or separate plans and
plan review will be required for items not issued with this review. Provide additional permit
worksheets for the following:
a. Accessory structures, detached patio covers and trellises,
b. Detached or free-standing trash enclosures,
C. Masonry or concrete fences over 3.5 ft high,
d. Retaining walls over 4 ft high from the bottom of the foundation to the top of the wall.
2. Obtain plan review approval from the following:
a. Planning Department,
b. Public Works Department,
Final drawings which will be approved for permit issuance shall be signed by the respective design
professionals (electronic signature is acceptable). This comment will remain up to and include at
the time of permit issuance.
SURVEY CORRECTIONS:
4. Provide a site survey, stamped and signed by a State Licensed Land Surveyor or authorized Civil
Engineer (License Number below 33,966). Provide note on plan, "Surveyor or engineer shall
permanently monument property corners or offsets before starting grading."
Specify benchmark used for survey.
Provide elevations at the following locations:
a. All property corners.
b. Around existing structure(s) at corners, including corners at jogs of exterior walls.
C. At interior finish floor elevations.
d. At bottom of all site walls. Indicate wall height.
e. At bottom of elevated planters. Indicate planter height.
f. At maximum spacing of 25' along the length and width of the property on all sides of an
existing structure.
g. Elevation contours for sloping sites every one foot elevation change.
h. Three elevations (min.) equally spaced in the side yard of adjacent properties.
i. Three elevations along the flow line in gutter and alley adjacent to site.
GRADING CORRECTIONS: Please Refer to PC # REV20-1088 for Grading/Drainage
redlines prior to approval of this PC# 1249-2020
7. Two stamped and signed sets of plans are required for permit issuance (electronic signature is
acceptable). This comment will remain up to and include at the time of permit issuance.
8. For projects on a slope, adjacent to a slope, with a basement, or project sites which require remedial
grading, soils engineer to review and approve the grading plan, foundation plan, and shoring plan
(if applicable) to verify that the design is consistent with the geotechnical report recommendations.
Soils engineer to stamp these plans with a review stamp asserting compliance with geotechnical
report recommendations. This comment will remain up to and include at the time of permit
issuance,
9. Pursuant to Section 1808.7.4 of the 2019 CBC "the top of any exterior foundation shall extend
above the elevation of the street gutter at point of discharge or the inlet of an approved drainage
devise a minimum of 12 inches plus 2 percent." Drainage shall conform to Section 15.10.120 (f) of
the NBMC.
10. All drainage water from a newly graded or a regraded site shall be directed from a privately owned
property directly to the public drainage system to meet 2019 CBC Section1805.4.3 and conform to
Section 15.10.120 (E) of the NBMC.
CorrectionLists\Grading/DrainagePlanRevComment 07/20/20 2
11. Provide a drainage design that prevents entrance of drainage water from the street/alley onto
property.
12. Clearly show elevation of adjacent properties and the distance from property lines to adjacent
structures.
13. Design drainage to ensure water does not drain over the top edge of any slopes.
14. Show locations and details of subdrain system(s) and outlet for retaining walls on grading plan
when subdrain is required by soils report. Subdrain to be piped separately from site drainage or
invert in French drain to be higher than the invert elevation of the nearest drain.
15. Provide erosion and siltation control plans.
16. Provide a section showing required grading cut and proximity to property line.
17. Provide building or structure setbacks from top and bottom of slope as shown in CBC, Fig. 1808.7.1.
For descending slopes less than 12 feet in height, minimum setback from competent slope face
material shall be 4 feet.
18. Top and toe of slope to be setback from the property line per NBMC 15.10.110B, Fig. 1.,
19. Provide two copies of soils and foundation investigation report by a registered civil engineer.
20. Soils report shall address the potential of soft or compressible or collapsible or liquefiable soils (Site
Classes E and F), and recommend mitigation method if they exist.
21. Soils report shall present seismic site coefficients with supporting documentation.
22. List soils report recommendations on grading plan.
WATER QUALITY CORRECTIONS:
23. This project falls into category circled below. Prepare a Water Quality Management Plan (WQMP)
consistent with the model WQMP, Exhibit 7.11
(http://media.ocqov.com/gov/pw/watersheds/documents/wqmp/).
A. PRIORITY PROJECTS (Model WQMP Table 7.11-21
i. Impervious surface of 2,500 square feet or more located within or directly adjacent to
(within 200 ft,) or discharging directly to receiving water. within environmentally
sensitive areas (San Diego Creek, upper and lower Newport Bay, Buck Gully, Los
Trancos, Little Corona del Mar Beach, Crystal Cove State Beach).
ADDITIONAL CORRECTIONS:
24. See drawings for additional corrections. Please see PC# REV20y1088 Grading sheet redlines
to be Irevised:
Correction Usts\G radi ng/D rain age Plan RevComment 07/20/20 3
APPENDIX C
ENGINEERING. STABILITY ANALYSES
APPENDIX C
ENGINEERING STABILITY ANALYSES
GENERAL
Engineering stability analyses were performed to assess the minimum Factors of Safety (FS)
against future movement of the slope located within the subject property. The analyses were
performed with the actual geologic conditions. The "Slide 7.0", 2D slope stability program
utilized the stability analyses. The computer program utilizes the limit equilibrium theory for the
calculation of the minimum Factory of Safety (FS).
SHEAR STRENGTH PARAMETERS
The shear strength parameters utilized in our stability analyses are presented in Table C-1 below.
These values were based on site -specific laboratory test results, test results from adjacent sites,
local experience in similar soils, and engineering judgment, and are considered reasonable and
representative of the on -site materials.
TABLE C-1
SUMMARY OF STRENGTH PARAMETERS
Material Type
Bulk
Density
Y. (peg
Bulk
Density
7s (pef)
Cohesion
C (psi
Friction
Angle
(deg)
Beach Deposit — Qb
120
120
0
32
Cement Treated Compacted
120
120
406
32
Fill at Lower Garage
Slopewash Deposit — Qsw
120
120
100
28
Monterey Bedrock — Tmsit-sh
125
125
400
28
Monterey Bedrock — Tmss
125
125
600
38
Marine Deposit — Qtm
120
120
100
32 .
ANALYSES
Slope stability analyses were performed for the slope as presented in Cross Section A -A'. Based
on the results of our analyses, we recommend that a caisson -supported debris wall system may
be utilized to address global and suriicial instability.
The Factor of Safety (FS) criteria adopted for verifying the adequacy of the stability of the slope
for the final design are as follows:
Static Conditions — FS>1.5
Pseudostatic Conditions — FS>l.l
Assumed Lateral Force (Seismic) — 0.15g
The results of the analyses are presented in Table C-2 and Figures C-1 through C-2. Any
revisions to the grading plans may require additional analyses and revisions to the
recommendations presented herein.
TABLE C-2
SUMMARY OF STABILITY ANALYSES
Section
Static
Seismic
Figure
Comments
FOS
FOS
No.
1.53
C-1
proposed Condition, caisson -supported
A -A'
debris wall
1.19
C-2
I
v
v
v
v
v
v
v
^m.
0.
m
N
N
m
m
C
O
V
_O.
S O
O
O
Q..
m
L O
.O
L O
O-
O-
O-
O-
O-
O-
H
v
u
U
V
U
U
u
Z
O
O
N
•
_
'a
E
N
O
- e0
O
LO
E
41
O
-
p
Q -
-
-
-
N
i
g -
C)
U
C
�
p
1
-
H
i
m
C
�
-
C
f0
'N
U
O
r-
...
O
•L
O
-
o
c
rn
-
? p
W
-
N
O
>
Q
O
O
N
-_
m
(0
0
m $
C
U
n
O' C
m
N
-
Q)
U
0
U
VI
aj
IIl
>
(7�
Oh
00
O
O
'
L
CL
CpN
Ln
V
l�
a v
.
oLn
-0
m
ate+
CD
�i to
�i
to in
_
V)
a v
q
m
m coN N m
O
v
O
N
0O
C
0
0. v 0 O r�
V
o
o. `c o `c a `c o
�v
Gl T
~
O
t 7 O 3 O 7 O 7
V1
U
V U U U
u. 40 v�i
O
vl v) O O sa-j
f
IO
`o�Cl.;
-N
Q
m
m z
U
cl cf
`f
O
N
o^
0
4)
O N O tf) (DLf) O Ln CD LC) O Lo O !n O to O t.f) O uO O L O L O
'
W
O N uO I- O N LO t- O N Ln r- O N N l- O N LO l- O N N l- O
O O O O r-I r-I �-1 N N N N M M 1M CM Lr L� L) L. l0
_
-
>rLH
N
s
0
09b
9Zb 0 L 5L
09
4Z
r= o -F-1 r-r rY-n
801 Glenneyre St. • Suite F • Laguna Beach • CA 92651
(949) 494-2122 • FAX (949) 497-0270
April 29, 2020
Revised June 19, 2020
KAZ Investment Management
c/o Brion Jeannette Architecture
470 Old Newport Boulevard
Newport Beach, California 92663
Project No: 72370-01
Report No: 20-8705R
Attention: Mr. Martin Bard
Subject: Supplemental Geotechnical Recommendations for Proposed Pool
New Single -Family Residence
3235 Ocean Boulevard
Corona Del Mar, California
References: 1. Geofirm, 2013, "Update Preliminary Geotechnical Investigation, Proposed
New Single -Family Residence, 3235 Ocean Boulevard, Corona del Mar,
California", Project No. 71879-01, Report No. 13-7345r, dated September 12.
2. Geofirm, 2014, "Update Preliminary Geoty,�m oli*endations for
Project Design Revisions, Proposed New Single -Family Residence, 3235 Ocean
Boulevard, Corona del Mar, California", Project No. 71879-01, Report No. 14-
7479, dated May 21. J U L 1 4 2020
Dear Mr. Bard,
BY: M.K.
In accordance with the request of your pool engineer, this letter presents supplemental
geotechnical recommendations the design and construction of the proposed pool at the subject
property. The recommendations presented herein are based on our referenced reports and our
review of the architectural design plans prepared by Brion Jeannette Architecture. This letter
presumes the areas around the pool will be remedial graded with a 3 feet thick layer of soil
cement.
Earth pressure forces acting on the pool walls should be designed using an equivalent fluid
density of 35 pounds per cubic foot for onsite beach deposits. These recommendations may be
modified pending verification of soil conditions during construction. Surcharge loads, both
topographic and structural, should be considered by the pool engineer.
Exploratory drilling on nearby property encountered groundwater at depth of approximately 5
feet below ground surface. This groundwater level is anticipated to experience some fluctuation
in response to the tidal cycle and/or during periods of heavy rain. The design groundwater level
is recommended to be equal to the maximum predicted tide elevation during heavy rainfall, or an
elevation of 7 feet (NAVD 88). Given the bottom of the pool is anticipated at elevation 10.35
feet, with a 12-inch thick shell, the base of the pool shell is approximately 2f feet above the
April 29, 2020
Revised June 19, 2020
Project No: 72370-01
Report No: 20-8705R
Page No: 2
anticipated high groundwater. Given the close proximity to a possible high groundwater
condition, a hydrostatic relief valve may be recommended. If utilized, a gravel filled trench
which extends parallel to the long dimension of the pool and connects to the hydrostatic relief
valves should be provided. The gravel should be wrapped in filter fabric.
Caisson foundations are being considered to support the proposed vanishing -edge pool to
mitigate differential settlement. Caisson utilized for proposed pool support should be a
minimum 24-inch diameter and embedded into competent bedrock a minimum depth of 5 feet.
Caissons may be designed for a dead plus live load end bearing value of 8,000 pounds per square
foot for bedrock. The values may be increased by one-third for wind and seismic forces. A skin
friction of 300 pounds per square foot may also be utilized for bedrock. Lateral resistance may
be computed utilizing 150 or 400 pounds per square foot per foot of depth for beach deposits or
bedrock. Settlement of caisson foundations in bedrock is anticipated to be less than '/a inch.
Thank you for this opportunity to be of service. If you have any questions, please contact this
office.
Respectfully submitted,
GEOFIRM
r� t
Kevin E. Trigg, 1':G.
Chief Engineering Geolo
KAT/ZW:np
��cE� °ova\
4(KEVIN A. TRIGG
O. 1619RTIFIEDINEERING
�OLOGIST �.T
t' QA �Fo
Distribution: Addressee Via Email
Zi Wang, R.C.E`
Senior Engineer, R.C.E. 8
Date Signed: 6 / 19 / 2020
-'--o
L=— C= ' r'-'• f'T1
801 Glenneyre St. • Suite F • Laguna Beach • CA 92651
(949) 494-2122 • FAX (949) 497-0270
December 23, 2019
KAZ Investment Management Project No: 72370-11
c/o Brion Jeannette Architecture Report No: 19-8660
470 Old Newport Boulevard
Newport Beach, California 92663 BUILDING DIVISION
Attention: Mr. Martin Bard
Subject: Geotechnical Design Plan Review
Lower Patio Improvements
3235 Ocean Boulevard By NIX
Newport Beach, California
CDP Application No. 5-13-0678-A1
References: 1. Geofirm, 2019, "Response to California Coastal Commission, Notice of
Incomplete Application dated June 18, 2019, New Single -Family Residence,
3235 Ocean Boulevard, Newport Beach, California"
2. Brion Jeannette Architecture, 2018, "Oceanview, 3235 Ocean Blvd. Corona
Del Mar, CA", Sheets A-1 and A-3, Job No. 18-026, undated.
Dear Mr. Bard,
It is our understanding the California Coastal Commission is requesting a geotechnical review
of the City establishing the 15 foot contour as the toe of slope landward of Breakers Drive,
below the subject site. I've tried to find a definition or determine a criteria that is used by the
Commission to establish a "toe" of bluff, but cannot find one. The toe of bluff seems like an
obvious geologic feature. Geologically it would be the landward contact of the holocene beach
sand deposits with the ascending bluff slopewash or the bedrock.
Our office mapped this line on many Ocean Blvd projects, including in our Update report for
the Tannir project, as just seaward of the 15 foot contour (refer to Plate 1). It appears the City
may have used that contact to define it, and that seems appropriate and reasonable. Regarding
potential hazards, it is outside the tsunami zone, and with 150'+ of protective beach it is
unlikely to be impacted by erosion from sea -level rise.
Our office has geotechnically approved the improvements as proposed. Let me know if there is
anything else that is needed.
This opportunity to be of continued service is appreciated. If you have any questions, please
contact this office.
GEOFIRM
Kevin' Tti
4l,g;
Chief Lgineering Geologist,
Date Signed: 12/23/2019
KAT/ZW:np
RE
G. ' 610 o�o��N
KEVIN A. TRIGG `h
* NO. 1619
CERTIFIED
ENGINEERING
GEOLOGIST
F QF OA1-�FQ
Distribution: (5) Addressee
Attachments: Appendix A - References
Zi Wang, R.C.E, 801
Senior Engineer
Date Signed: 12/23/2019
11%
No. ROE 80199
Exp, 09/30/20
APPENDIX A
REFERENCES
APPENDIX A
REFERENCES
REPORTS
Geofirm, 2013, "Update Preliminary Geotechnical Investigation, Proposed New Single -
Family Residence, 3235 Ocean Boulevard, Corona del Mar, California", Project No.
11
71879-01, Report No. 13-7345r, dated September 12.
2. Geofirm, 2017, "Response to City of Newport Beach Verbal Geotechnical Review Dated
July 13, 2017, New Single -Family Residence, 3235 Ocean Boulevard, Corona Del Mar,
California", Project No. 71879-05, Report No. 17-8116, dated July 13.
3. Geofirm, 2018, "Rough Grade Earthwork Observation Report, New Single -Family
Residence, 3235 Ocean Boulevard, Corona Del Mar, California", Project No. 72370-10,
Report No. 18-8421, dated October 24.
PLANS
A. Brion Jeannette Architecture, "Driveway Site Walls Plans, Oceanwiew, 3235 Ocean
Boulevard, Corona del Mar, California", Sheets A-1 to A-5 of 6, Project No. 18-026,
Undated.