HomeMy WebLinkAbout577819 Seawall Design COAST GEOTECHNICAL INC.
1200 W.Connnonwealth Avenue,Fullerton,CA 92833-Ph:(714)870-1211-Fax:(714)870-1222-E-mail:coastgeotec(u,sbcalobal.net
August 27,2019 W.O. 577819
Mr. Jim Collins
JB Collins, Inc.
2025 West Balboa Blvd.
Newport Beach, CA 92663
Subject: Proposed Seawall at 1120 West Bay
Avenue,Newport Beach, California
Dear Mr. Collins:
At the request of PNIA Consulting, Inc, we provide the following recommendations for the
proposed seawall design. It is our understanding that the proposed Trueline Pile wall is planned to
provide erosion control of the building pad. A copy of the proposed wall plan is attached. Based on
our experience in the area the following design parameters are provided.
SEWALL DESIGN
The bulkhead may utilize the following design values with submerged conditions:
Bearing Value 1,500 psf(moist)
Passive Pressure 300 psf/ft(moist)
160 psf/ft(submerged)
Coefficient of Friction 0.35
SOIL PARAMETERS
Unit weight= 110 pcf(moist)
Unit-weight= 125 pcf(saturated)
Cohesion= 100 pcf
Angle of internal Friction= 32'
Groundwater Level= 8.5 feet (during field investigation)
Bulkhead retaining walls may be founded in native soils utilizing previously stated bearing values.
At a transition of dissimilar material a construction joint shall be placed. Walls under static loading
may be designed for the following:
ntP �d:Pressre: ound
face S10 e of letaned aatenal
E ulval e lu
z nta1.to: lertical ..
Hon o_
Level 30.2
COAST GEOTECHNICAL, INC.
Mr.Jim Collins 2 W.O.577819
Seawall Desim August 27 2019
Calculations for the stated equivalent fluid pressures are based on the Coulomb theory provided on
Plate I. The point of resultant force under static loading is at H/3 above the base of the retaining
wall.
All retaining structures should include appropriate allowances for anticipated surcharge loading,
where applicable.
Code requires that retaining walls with more than six feet of backfill be designed for seismic loads.
For a retaining wall under earthquake loading the designed equivalent fluid pressure is sensitive to
the ground motion value applied to analysis. Our understanding is that the current reviewer for the
City of Newport Beach utilizes SDS for the ground motion and allows the consulting engineer to
utilize his allowed reduction to determine the seismic coefficient Kh.
� ..........
�face Slops c��Re�a�neel l�a�e�a1 Equiv eat�J�zd Pressure Pau�.c�
,
Level 49.2
Calculations for determining Kn for an tulrestrained condition are appended on Plate K.
This report is subject to review by the controlling authorities for this project.
We appreciate this opportunity to be of service to you.
Respectfully submitted:
COAST GEOTECHNICAL, INC.
Ming-Tarng Chen QppFESSIpN aniel E. Here
RCE 54011 �k� -�P�NG ql�, Staff Geologist
co
No. 54011 � rn
� Exp. 12/31119 �
�TFDF CA�1F���
LATERAL EARTH PRESSURE CALCULATIONS
Retaining structures such as retaining walls, basement walls, and bulk-heads are commonly
used in foundation engineering, and they support almost vertical slopes of earth masses.
Proper design and construction of these structures require a through knowledge of the lateral
forces acting between the retaining structures and the soil masses being retained. These
lateral forces are due to lateral earth pressure.
Properties of earth material: Saturated Native Soils
Effective Density(y') = 62.6 p cf
Cohesion (C) = 100 psf
Angle of Friction (0) = 32 degrees
Coefficient of Friction =tan
Therefore,
Coefficient of Friction =tan
= tan 0 = 0.625 Use 0.35
Assumed H = 5 feet
Pp =0.5,yH2 tan2 (450 +0/2 ) +2CHtan ( 450+0/2 )
= 0.5*62.6 *25*3.254+ 2* 100* 5* 1.804
= 2546+ 1804 =4350 lbs/LF
1/2 EFP H 2 = 4350 EFP: passive pressure
EFP=348 psf/LF
Allowable Passive Pressure (submerged)= 160 psf/LF (with F.S. = 2.18
Geotechnical Engineering Investigation Work Order 577819
1120 West Bay Avenue
Newport Beach, California Plate H-1
COAST CE07"ECHIV1CAL, ll"UC.
I
ACTIVE EARTH PRESSURE Bl( COULOMB THEORY
The total active thrust can be expressed as
PA=0.5 KA y H'
where the active earth pressure coefficient, KA, is given by
K Cos, 0)
A
sin(6 +0)sin(o- 10.5 1 2
Where:
0 = slope of the back of the wall with respect to the vertical
= angle of friction between the wall and the soil
= slope of the backfill with respect to the horizontal
Properties of earth material:
Wet Density(y) = 110. pcf
Cohesion (C) = 100 psf
Angle of Friction 32 degrees
0 = 0
6 = 24
Caculate KA based on slope of the backfill
Surface Slope Slope Angle KA EFP y*KA], pcf
Level 0.0 0.275 30.2
5:1 (H:V) 11.3 0.319 35.0
4:1 (H:V) 14.0 0.333 36.6
3:1 (H:V) 18.4 0.363 39.9
2:1 (H:V) 26.6 0.459 50.5
1.5:1 (H:V) 33.7 0.787 86.6
Geotechnical Engineering Investigattion Work Order 577819
1120 West Bay Avenue
Newport Beach, California Plate
COAST GLOTECHtVICAL, INC.
CALCULATION OF APAE
SDS 1.152 g Moist Density (y) = 110 pcf
For restrained condition with level backfill
Kh = 0.4 * SDS * 0.85
0.392
APAE = 3/4 V Kh
32.3 pcf
For unrestrained condition with level backfill
Kh = 0.4 * SDS * 0.5
0.230
APAE = 3/4 V Kh
19 pcf
Geotechnical and Geologic Investigation Work Order 577819
1120 West Bay Avenue
Newport Beach, California Plate No. K
COAST' GEOl'ECHI!lICAL
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