HomeMy WebLinkAboutX2019-3693 - MiscCity of Newport Beach Special Inspector Manual
�.R'1'pki
CITY OF NEWPOR T BEACH
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING DIVISION
100 Civic Center Drive I P.O. Box 1768 Newport Beach, CA 92658
www.newoortbeachca.00v (949) 644-3200
Project Address:
Permit Number:
Inspection Type
Inspection Date
SPECIAL INSPECTION REPORT
L.
( ) Periodic (Continuous
To the best of m knowledge, the work inspected was in accordance with the Building Division approved design drawings,
specifications anr�applicable workmanshio provisions of the U.B.C. excentns noted.
eciall or Signatur ' Date:
i
Print Full Name: Newport Beach Registration No.:
i
l 7
67
CITY OF NEWPORT BEACH
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING DIVISION
3300 Newport Boulevard I P.O. Box 1768 1 Newport Beach, CA 92658
www.newoortbeachca.gov 1 (949) 644-3275
SETBACKS AND TOP OF SLAWFLOOR
ELEVATION CERTIFICATE
The purpose of this certificate is to insure that the structure is located properly on site per the approved
drawings. This certificate also verifies the top of slab/floor elevation noted on the approved drawings.
After the top of slab/floor elevation is verified to match the elevation specified on the approved
drawings, the contractor and inspector can measure the height of the structure to the top of slab/floor to
verify that it is equal or less than the dimension shown on building sections and elevations.
This form must be filled out by a registered surveyor or civil engineer authorized to perform surveys.
The survey must be done after the concrete forms are in place or preferable after the concrete slab is
poured or raised floor is built, but prior to starting wall framing.
Engineer/Surveyor's Name Mike Fokert
Engineer/Surveyor's Address
License # LS 5662
22311 Brookhurst St, Ste 203, H.B. CA 92646
Job Address 369 Santa Isabel Ave.
Setbacks: Sketch a site plan and specify surveyed setbacks (use back page).
* Top of slab/floor elevation: " N/A
* If slab/floor elevation varies, sketch a plan or section through slab on the back page and specify the
elevations. Use same datum used in the survey of record.
I certify that the setbacks are ®, are not ❑, per City approved plans. Describe any deviations
from plans: Retaining wall forms are per plan.
I certify that top of slab/floor elevation(s) is ❑, is not ❑, per City approved drawings. Describe
any deviations from plans: N/A
3/16117
Date
Forms/SetbacksandTopofSlabElevationCert.
Project Name & Address
Permit Number A
Inspection Type(s)
Inspection Date(s)
Describe Inspectio,
List Tests Made:
DEPUTY 1 INSPECTION
1-800-DEPUTYI
Gen Contr.
Sub-Contr 'k",Ok) .{ a:1,,
Report of Special Inspection
Made, including Locations: t: de c
Total Inspection 'rime Each Day:
Periodic [
List Items Requiring Correction, include uncorrected items previously listed
] Continuous
To the best of my knowledge, the work inspected was in accordance with the Building Department
approved design drawings, specifications and applicable workmanship provisions of the U.B.C.
except as noted above. ,'-
Signed: ��` ��� 214 Date
Print Full Name: %i Registration No.
FORM S"L90
DEPUTY I INSPECTION
1-800-DEPUTYI
Gen Contrl L,
Sub-Contr.
Report of Special Inspection
6A -V
Project Nagle & Address
�77
iJ1
�H'3
Inspection Type(s)
Inspection Date(s) Continuous
Periodic
Describe Inspection Made, including Locations:
List Tests Made:
Total Inspection Time Each Day:
Hours
List Items Requiring Correction, include uncorrected items previously listed
To the best of my knowledge, the work inspected was in accordance with the Building Department
approved design drawings, specifications and applicable workmanship provisions of the U.B.C.
except as,noted above
Y i V
Signed; Y' Date
Print Full Name: eA� Registration No.
J FORM SIAL90
DEPUTY 1 INSPECTION
1-800-DEPUTYi„_(
Gen Contr '[ r'A -i „ c cq° '
Sub -Conn
Report of Special Inspection
Project Name &Address is f f,,f is 3 f..q (4s(•, _ h
Permit Number /, ';L O1 "I " 6 (� 7 ->
Inspection Type(s) 'Ste
Inspection Date(s) t t? ! ! _� [ ] Periodic [ ] Continuous
Describe Inspection Made, including Locations: (,;)M4ckul `f c d in v R T"LU FT-(
in R c ca-t- 'M
List Tests Made:
Total Inspection Time Each Day:
Date
Hours
List Items Requiring Correction, include uncorrected items previously listed
Comments:
To the best of my knowledge, the work inspected was in accordance with the Building Department
approved design drawings, specifications and applicable workmanship provisions of the U.B.C.
except as noted above
;r/� . rf
Signed: U /'/1I Date l U/ 1 �!
Print Full Name: ' fi? +�11 } �' �, t Registration No. IV
FORM SI-02;90
'VROIlECT NO.
CLIENT OR OWNER _ r
REPORT NO.
TR CYA.OT NO.
PROJECTNAME
ram'
DATE !
i'
DAY
/_j :6
JOB ADDRESS
EARTHWORKC�YNTRACTOR
ENGJGEO.
LOCATION
CLIENT REPRESENTATIVE
PERMIT Nd.
SUBJECT
COMMENTS
t
t'-! FJ.'i..A!
Y.
,
C 'wsr J� y „, �,.. �
J �.til i - o! C'
..
..m
-J'—�. �,>_( ,i
r
u .......
V`
��,
2
No.2253
v EKp.10-31- )
OF
GLOBAL GEO-ENGINEERING, INC.
3 Corporate Park, Suite 270
Irvine, CA 92606
Phone 949-221-0900
Fax 949-221-0091
Email: global@globalgeo.net
(Signalum) ,
(Pdni) /
TERMS AND CONDITIONS OF AUTHORIZATION
Consultant shall serve Client by providing professional counsel and technical advice regarding subsurface conditions consistent with the scope of services agreed -to between
the parties. Consultant will use his professional judgment and will perform his services using that degree of care and skill ordinarily exercised under similar circumstances, by
reputable foundation engineers and/or engineering geologists practicing in this or similar localities.
• In assisting Client, the Consultant may include or rely on information and drawings prepared by others for the purpose of clarification, reference or bidding;
however, by including the same, the Consultant assumes no responsibility for the information shown thereon and Client agrees that Consultant is nut responsible for
any defects in its services that result from reliance on the information and drawings prepared by others. Consultant shall not be Gable for any incorrect advice;
judgment or decision based on any inaccurate information furnished by the Client or any third party, and Client will indemnify Consultant against claims, demands,
or liability arising out of, or contribute to, by such information.
Unless otherwise negotiated in writing, Client agrees to limit any and all liability, claim for damages, cost of defense, or expenses to the levied against Consultant on
account of design defect, corm, omission, or professional negligence to a sum not to exceed ten thousand dollars or charged fees whichever is has. Further,
Client agrees to notify any construction contractor or subcontractor who may perform work to connection with any design, report, or study prepared by Consultant
of such limitation of Lability for design defects, errors, omissions, or professional negligence, and require as a condition precedent to their performing the work a
like limitation of liability on their part as against the Consultant lm the event the Client fails to obtain a like limitation of liability prevision as to design defects,
errors, omissions or professional negligence, any liability of the Client and Consultant to such contractor or subcontractor arising out of a negligence shall be
allocated between Client and Consultant in such a manner that the aggregate liability of Consultant far such design defects to all parties, including the Client shall
not exceed ten thousand dollars or charged fees whichever is less. No warranty, expressed or implied of merchantability or fitness, is made or intended in
connection with the work to be performed by Consultant or by the proposal for consulting or other services or by the furnishing of oral or written reports or funding,
made by Consultant.
The Client agrees, to die fullest extent permitted by law, to indemnify, defend and hold harmless the Consultant, its officers, directors, employees, agents and
subconsndlants from and against all claims, damages, liabilities or costs, including reasonable morney's fees and defense costs, of any nature whatsoever arising
beat or in connection with the Project to the extent that said claims, damages, liabilities or costs also out of the work, services, or conduct of Client or Client's
contractors, subconsulmnts, or other third party not under Consultant's control. Client further agrees that the duty to defend set forth herein arises immediately and
is not contingent on a finding of fault against Client or Client's contractors, subconsultants, or other third patties. Client shall not be obligated under this provision
—`Tom emniy anso fast or onsad fanT `xx ole—hegligeinde or Will lambs covducC�--
Client shall grant free access to the site for all necessary equipment and personnel and Client shall notify any mid all possessors of the project site that Client has
granted Consultant free access to the project site at no charge to Consultant unless expressly agreed to otherwise in writing
If Clame is not the property owner for the subject Project, Client agrees that it will notify the property owner of the terms of this agreement and obtain said property
owner's approval to the terms and conditions herein. Should Client fail to obtain the property owner's agreement as required herein, Client agrees to be solely
responsible to Consultant for all damages, liabilities, costs, including litigation fees and costs, arising from such failure that exceed that limitation of Consultant's
liability herein.
• Client shall locate for Consultant and shall assume responsibility for the accuracy of his representations as to the locations of all underground utilities and
installations. Consultant will not be responsible for damage to any such utilities or installation not so located.
• Client and Consultant agree to waive claims against each other for consequential damages arising out of or relating to this agreement Neither perry to this
agreement shall assign the contract without the express, written consent of the other party.
Consultant agrees to cover all open test holes and place a cover to carry a 200-pound load on each hole prior to leaving project site unattended. Consultant agrees
that all test holes will be bacldilled upon completion of the job. However, Client may request test holes to remain open after completion of Consultants work In
the event Client agrees to pay for all costs associated with covering and backbiting said lest holes at a later date, and Client shall indemnify, defend and hold
bmmless Consultant for all claims, demands and liabilities arising from his request, except for the sole negligence of the Consultant, to the extent permitted by law.
- Consultant shall not be responsible for the general safety on the job or for the wurk of Client, Odic, emantoere and third panic,
Consultant shah be excused for any delay in completion of the contract caused by acts of God, acts of the Client or Client's agent and/or contractors, inclement
weather, labor trouble, acts of public utilities, public bodies, or inspectors, extra work, failure of Client to make payments promptly, or other contingencies
unforeseen by Consultant and beyond reasonable control of the Consultant.
In the event that either party desires to terminate this contract prior to completion of the project, written motificaton of such intention to terminate must be tendered
to the other party. In the event Client notifies Consultant of such intention to terminate Consultant's services poor to completion of the contract, Consultant
reserves the right to complete such analysis and records as are necessary to place files in order, to dispose of samples, put equipment in order, and (where
considered necessary to protect his professional reputation) to complete a report on the work performed to date. In the event that Consultant incurs cost in Client's
termination of this Agreement, a termination charge to cover such cost shall be paid by Client.
If the Client is a corporation, the individual or individuals who sign or initial this Contract, on behalf of the Client, guarantee that Client will perform its duties under
this Contract. The individual or individuals so signing or initialing this Contract warrant that they are duly authorized agents of the Client.
Any notice required or permitted under this Contract may be given by Ordinary mail at the address contained in this Contract, but such address may be changed by
written notice given by one party to the other from time to time. Notice shall be deemed received in the ordinary course of the mail. This agreement such be
deemed to have been entered into the County of Orange, Stale of California.
LIMITATIONS
Our findings, interpretations, analyses, and recommendations are professional opinions, prepared and presented in accordance with generally accepted professional practices
and are based oa observation, laboratory dam and our professional experience. Consultant does not assume responsibility for the proper execution of the work by others by
undertaking the services being provided to Client under this agreement and shall in no way be responsible for the deficiencies or defects in the work performed by others not
under ConsulmnPs direct control. No other warranty herein is expressed or implied.
DEPUTY IINSPEM N
1-800-DEPUTYI
GenContr. fkz1i
Sub-Contr:
Report of Special Inspection
Project Name &Address u" ""t :it:1- � r ra -1-I . �;,A _
Permit Number Rkaw-1
Inspection Type(s)
Inspection Date(s)
Describe inspection Made, including Locations:
List Tests Made:
Total Inspection Time Each Day:
[ ] Periodic [ ,, ] Continuous
Date E f !-t 1( II 1 1 --4
Hours.,
List Items Requiring Correction, include uncorrected items previously listed
To the best of my knowledge, the work inspected was in accordance with the Building. Department
approved design drawings, specifications and applicable workmanship provisions of the U.B.C.
except as noted above
f
Signed �,t �':, f':��'1A,��' Data
Print Full Name: Registration No
FORM SI-02;90
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
Structural Observation Report
Project Address:
Report Date:
CNB Inspector Name:
CNB Permit#:
369 Santa Isabel Avenue
November 8, 2022
Chad Shelton
X-2019-3693
Building Owner Name:
Owner's Mailing Address (if different from site);
Owner's Telephone #:
CNB Plan Check #:
Adrienne Worley
369 Santa Isabel Avenue, NB 9266
949-302-2800
Full Name of Structural Observer (SO):
SO E-mail Address:
SO Telephone #:
SO License / Reg. #:
William Hobbs
wchobbs@wwdb.org
951-660-9800
RCE 42265
PLEASE INDICATE STRUCTURAL ELEMENTS AND CONNECTIONS OBSERVED check applicable boxes
FOUNDATIONS
SHEAR WALLS
FRAMES
DIAPHRAGMS
(Floor/Roof)
INDICATE LOCATION(S)
OBSERVED
DATE
OBSERVED
® Conventional
Footings a6wb
❑ Concrete
❑ Steel
❑ Concrete
Rear yard retaining wall
9-16-2022
❑ Mat Foundation,
Prestressed Concrete
❑ Masonry
❑ Concrete
❑ Steel Deck
❑ Caissons, Piles,
Grade Beams
❑ Wood or Manuf.
Shear Panels
❑ Masonry
❑ Wood
® Other: Ret. wall
❑ Other:
❑ Other:
❑ Other:
Rear yard retaining wall
9-16-2022
12 ITEMS CHECKED ABOVE ARE APPROVED AND WITHOUT DEFICIENCIES.
❑ OBSERVED DEFICIENCIES AND COMMENTS:
EXISTING WALL WAS MEASURED AND EVALUATED FOR GEOMETRY & LOCATION OF STRUCTURAL STEEL
CALCULATIONS INDICATE WALL IS ADEQUATE AS DESIGNED AND CONSTRUCTED.
❑ REPORT CONTINUED ON ATTACHED PAGES.
12 FINAL STRUCTURAL OBSERVATION REPORT:
The structure generally complies with the approved construction documents, and all observed deficiencies were corrected.
I declare that the following statements are true to the best of my knowledge:
1. I am the licensed design professional retained by the owner to be in responsible QIAPe"r
charge of the structural observation; Qg9 X
2. I, or another licensed design professional whom I have designated above and is under �v
my responsible charge, have performed the required site visits at each significant
construction stage to verify that the structure is in general conformance with th
approved construction documents; t NO. 42265
3. 1 understand that all deficiencies which I have documented must be corrected, prior t6
final acceptance of the structural systems by the City of Newport Beach, Building sr C
Division. +r
11-8-2022 STAMP OF STRUCTURAL OBSERVER
STRUCTURAL OBSERVATION DOES NOT WAIVE ANY REQUIREMENTS FOR BUILDING INSPECTION BYAUTHORIZED EMPLOYEES OF THE CITY OF NEWPORT BEACH.
Farms\Stm=rOObservatioo qon&lnstmctions
W. C. HOBBS, CONSULTING ENGINEER
28411 PACHECO
MISSION VIEJO, CALIFORNIA 92692
(951) 660-9800
Date: September 27, 2022
Project No: S2215
Adrienne Worley
369 Santa Isabel Avenue
Newport Beach, California 92660
Subject: Structural Evaluation of Existing Retaining Wall,
Residence at 369 Santa Isabel Avenue,
Newport Beach, California 92660
Dear Adrienne,
Pursuant to a requirement by the City of Newport Beach, this document has been
prepared to evaluate an existing retaining wall constructed as part of rear yard
improvements at the subject site.
Executive Summary
Based on information provided by the current contractor, the wall was constructed within
the past year or two by previous contractors employed on the project. Rear yard
improvements that have been made in addition to the subject retaining wall include a pool
and pool decks at two levels with associated appropriate drainage and drainage devices.
The subject retaining wall is located at the rear most part of the property, essentially along
the southwestern boundary line. The subject wall actually extends from the southeast
property corner approximately 20 feet to the northeast. From that same corner, it also
extends 33 feet northwest, where it angles away from the property line approximately 10
feet northeast, then continues to the northwest property boundary. A sketch plat is also
included herewith for clarification of subject wall location. The maximum height of
retained earth is measured to be 4.3 feet at the southeast property corner.
Site Description
` The site consists of a rectangular parcel located at 369 Santa Isabel Avenue in the City
of Newport Beach. It is currently occupied by a single family residence, which covers a
major central portion of the lot. The remainder of the improvements include the
aforementioned pool and decks, and landscapes and hardscapes with appropriate
existing drainage. It appears that the parcel is almost completely developed with the
l exception of a small low lying periodically wet area in the western most portion of the lot.
Adrienne Worely, As -Built Retaining Wall Evaluation
Project No: S2215
Field Work
Page: 2
Field work consisted of several excavations made by hand at the front of the wall footing
and in the backfill area to observe the geometry of the retaining wall elements, including
the foundation. Additionally, a metallic sensing device calibrated for ferrous metals was
used to determine location of reinforcing steel within the masonry units and concrete
footing. Subsequently, this information was used in the structural evaluation of the
existing retaining wall to determine if modifications were necessary.
Retaining Wall Geometry and Reinforcement
Measurements of the existing retaining wall have been made from the excavations and
exposed parts of the CMU and Foundations, both on the front of the wall and footing and
in the backfill areas. Measurements indicate that the stem of the wall is constructed of 3
courses of 12 inch wide masonry units and the remainder being 8 inch wide masonry
units. Excavations also revealed a footing that is roughly 14 inches thick, extending a
minimum of 4 inches forward of the face of the wall and 24 inches rearward of the back
of the lowest course of 12 inch CMU block (3'-4" total width).
Reinforcing steel depth and location was measured in the CMU units as well as a portion
of the exposed footing. Reinforcing steel in the CMU units was found at 16 inches on
centers vertical and was closer than 24 inches on center horizontal. Reinforcing steel in
the portion of the heel exposed was roughly 12 inches on centers and roughly 3" depth
below edge of concrete.
CONCLUSIONS AND RECOMMENDATIONS
Conclusions
General
Based on the excavations, it appears that the same type (geometry) of retaining wall was
use over the entire length, regardless of backfill height. In general, the following
conclusions have been made.
• Based on observations and measurements, the maximum depth of backfill is in the
southeast corner of the wall at 4.3 feet.
From the southeast corner, the backfill depth decreases along the length of both
property boundaries to depths of 1 foot.
W. C. HOBBS, CONSULTING ENGINEER
Adrienne Worely, As -Built Retaining Wall Evaluation
Project No: S2215
Page: 3
Backfill surfaces have been sloped to drain into appropriate drainage devices, in
particular, a catch basin at the northwestern most extent of the wall. This catch
basin is connected to a drain pipe that goes through the wall.
A burrito type subdrain was observed at the back and base of the retaining walls,
consisting of gravel, pipe and geofabric wrap.
In the absence of a geotechnical report, pursuant to CBC chapter 18 requirements,
r Class 4 type earth materials characteristics were used for the retaining wall
structural design evaluation.
Structural evaluation of the existing retaining wall for the maximum of 4.3 feet of
( backfill based on the geometry and reinforcement measured indicates that the
retaining wall as constructed is adequate by current standards. Please refer to
Appendix A for structural calculations. These calculations also infer that walls
with less than 4.3 feet of retained earth are adequate.
Final Conclusion
Based on observations made, measurements made and calculations performed, it is
reasonable to expect that the existing retaining wall as constructed and backfilled will
perform as expected for its intended use.
Recommendations
The retaining wall as constructed should be monitored on a regular basis. Care should
be taken to make sure that surface waters in the backfill area are properly drained and
do not infiltrate into the retaining wall subdrain.
If for any reason, the wall does not appear to be performing or functioning as intended,
this office should be notified and observe any anomalies pertaining to the rear yard wall
so that additional recommendations can be made.
C
W. C. HOBBS, CONSULTING ENGINEER
( Adrienne Worely, As -Built Retaining Wall Evaluation Page: 4
( Project No: S2215
(' LIMITATIONS
r Our investigation was performed using the degree of care and skill ordinarily exercised,
under similar circumstances, by reputable Engineers practicing in this or similar localities.
No other warranty, expressed or implied, is made as to the conclusions and professional
r conclusions or advice included in this report.
The findings of this report are valid as of the present date. However, changes in the
conditions of a property can occur with the passage of time, whether due to natural
processes or the works of man on this or adjacent properties. In addition, changes in
applicable or appropriate standards may occur, whether they result from legislation or the
broadening of knowledge. Accordingly, the findings of this report may be invalidated
wholly or partially by changes outside our control. Therefore, this report is subject to
review and revision as changed conditions are identified.
The firm that performed this investigation for this project should be retained to provide
testing observation services during construction to maintain continuity of geotechnical
interpretation and to check that the recommendations presented herein are implemented
or if other improvements are planned. If another firm is selected to perform the testing
and observation services during construction operations, that firm should prepare a letter
indicating their intent to assume the responsibilities of project engineer of record.
Selection of another firm to perform any of the recommended activities or failure to retain
the undersigned to perform the recommended activities wholly absolves W. C. Hobbs,
Consulting Engineer, the undersigned professional(s), and its assigns from any and all
liability arising directly or indirectly from any aspects of this project.
W. C. HOBBS, CONSULTING ENGINEER
Adrienne Worely, As -Built Retaining Wall Evaluation Page: 5
Project No: S2215
CLOSURE
The opportunity to be of service is appreciated. Should questions or comments arise
pertaining to this document, or if we may be of further service, please do not hesitate to
call our office.
Respectfully Submitted,
W. C. HOBBS, CONSUL'
N0.42W
1
Bill Hobbs, RCE 42265
Civil Engineer
Distribution: Addressee (1) (electronic pdf)
Attachments: Plat, Wall Location Sketch Plat
Appendix A, Retaining Wall Structural Calculations
W. C. HOBBS, CONSULTING ENGINEER
APPENDIX A
W. C. HOBBS, CONSULTING ENGINEER
W. C. HOBBS, CONSULTING ENGINEER
28411 PACHECO
MISSION VIEJO, CALIFORNIA 92692
951.660.9800
wchobbs@wwdborg
Project Title:
WORLEY
Engineer:
WCH
Project ID:
S2215
Project Descr:
RETAINING WALL VERIFICATION
Cantilevered Retaltilrla Wall Project File: WORLEY.ec6
DESCRIPTION: REAR YARD WALL AS BUILT
Code Reference:
Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
Criteria
Retained Height =
4.50ft
Wall height above soil =
1.50 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 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 psf
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
Soil Data
Allow Soil Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure
= 35.0 psf/ft
Passive Pressure
= 150.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 110.00 pot
FootingllSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 6.00 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
(Strength Level)
Aatacent rooting I_oaa
Adjacent Footing Load
= 0.0 Ibs
Footing Width
= 0.00 ft
Eccentricity
= 0.00 in
Wall to Fig CL Dist
= 0.00 ft
Footing Type
Spread Footing
Base Above/Below Soil
= 0.0 ft
at Back of Wall
Poisson's Ratio
= 0.300
W. C. HOBBS, CONSULTING ENGINEER
28411 PACHECO
MISSION VIEJO, CALIFORNIA 92692
951.660.9800
wchobbs@wwdborg
Cantilevered Retaining Wall
DESCRIPTION: REAR YARD WALL AS BUILT
Design Summary
Wall Stability Ratios
Overturning = 4.15 OK
Sliding = 1.60 OK
Global Stability = 2.72
Total Bearing Load =
1,827 lbs
...resultant am. =
3.03 in
Eccentricity withinmiddle
third
Soil Pressure @ Toe =
261 psf OK
Soil Pressure @ Heel =
696 psf OK
Allowable =
1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
365 psi
ACI Factored @ Heel =
974 psf
Footing Shear @ Toe =
0.4 psi OK
Footing Shear @ Heel =
3.3 psi OK
Allowable =
82.2 psi
Ctnm rnnstructinn
Sliding Calcs
Lateral Sliding Force =
529.4 lbs
less 100% Passive Force -
114.6 lbs
less 100% Friction Force =_
730.8 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 Stability =
0.0 lbs OK
Vertical component of active lateral soil pressure IS
considered in the calculation of soil bearing pressures.
Load Factors
Building Code
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Project Title: WORLEY
Engineer: WCH
Project ID: S2215
Project Descr: RETAINING WALL VERIFICATION
Project File: WORLEY.ec6
VG ENGINEER (0) ENERCALC INC 1983-20;
2nd Bottom
Stem OK
Design Height Above Fti;
it =
2.00
Wall Material Above "Ht"
=
Masonry
Design Method
=
ASD
Thickness
=
8.00
Rebar Size
=
# 4
Rebar Spacing
=
32.00
Reber Placed at
=
Edge
Design Data
fb/FB+fa/Fa
=
0.124
Total Force @ Section
Service Level
lbs =
109.4
Strength Level
lbs =
Moment... Actual
Service Level
ft-#=
91.1
Strength Level
ft-#=
Moment..... Allowable
it-P=
734.5
Shear..... Actual
Service Level
psi=
1.2
Strength Level
psi=
Shear..... Allowable
psi=
43.6
Anet(Masonry)
in2=
91.50
Wall Weight
psf=
0.0
Reber Depth 'd'
in=
5.25
Masonry Data
fm
psi=
1,500
Fs
psi=
24,000
Solid Grouting
=
Yes
Modular Ratio'n'
=
21.48
Equiv. Solid Thick.
in =
7.63
Masonry Block Type
=
Masonry Design Method
=
ASD
Concrete Data
Fc
psi=
Fy
psi=
Stem OK
0.00
Masonry
ASD SD SD
12.00
# 5
16.00
Edge
0.166
354.4
531.6
3,183.7
2.5
43.7
139.50
0.0
9.00
1,500
20,000
Yes
21.48
11.63
W. C. HOBBS, CONSULTING ENGINEER
28411 PACHECO
MISSION VIEJO, CALIFORNIA 92692
961.660.9800
wchobbs@wwdborg
Project Title:
WORLEY
Engineer:
WCH
Project ID:
S2215
Project Descr:
RETAINING WALL VERIFICATION
Cantilevered Retaiftina Wall Project File: WORLEY.ec6
DESCRIPTION: REAR YARD WALL AS BUILT
Footing Data
Toe Width
= 0.33 ft
Heel Width
= 3.00
Total Footing Width
= 3.33
Footing Thickness
= 12.00 in
Key Width
= 0.00 m
Key Depth
= 0.00 in
Key Distance from Toe
= 0.00 ft
fc = 3,000 psi Fy = 40,000 psi
Footing Concrete Density
= 150.00 pcf
Min. As %
= 0.0018
Cover @ Top 3.00
@ Btm = 3.00 in
Footing Design Results
TOO H€-gt
Factored Pressure = 365 974 pat
Mu': Upward = 21 1,298 ft-#
Mu': Downward = 31 2,683 ft#
Mu: Design = -10 OK 1,385 ft# OK
phiMn = 2,739 7,702 ft#
Actual 1-Way Shear = 0.43 3.32 psi
Allow 1-Way Shear = 43.82 82.16 psi
Toe Reinforcing = None Spec'd
Heel Reinforcing = # 5 @ 12.30 in
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: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
Key: No key defined
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one laver of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
0.86 in2
0.26 in2 A
If two lavers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
W. C. HOBBS, CONSULTING ENGINEER
Project Title:
28411 PACHECO
Engineer:
MISSION VIEJO, CALIFORNIA 92692
Project ID:
951.660.9800
Project Descr:
wchobbs@wwdborg
WORLEY
WCH
S2215
RETAINING WALL VERIFICATION
Cantilevered Retaining Wall Project File: WORLEY.eo6
LIC# : KW-06017463, Build:20.22.a.17 W.C. HOBBS CONSULTING ENGINEER (c) ENERCALC INC 19a3-2022
DESCRIPTION: REAR YARD WALL AS BUILT
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)
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 =
529.4 1.83
Total = 529.4 O.T.M. _
Resisting/Overturning Ratio = 4.15
Vertical Loads used for Soil Pressure = 1,826.9 Ibs
970.5 Soil Over HL (ab. water tbl)
990.0
2.33
2,306.7
Soil Over HL (bet. water tbl)
2.33
2,306.7
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 =
12.1
0.17
2.0
Surcharge Over Toe =
Stem Weights) _
Earth @ Stem Transitions=
91.7
1.16
106.6
970.5 Footing Weight =
499.5
1.67
831.7
Key Weight =
Vert. Component -
233.7
3.33
778.1
Total =
1,826.9 Ibs
R.M.=
4,025.1
• 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 Too of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pot
Horizontal Defl @ Top of Wall (approximate only) 0.000 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.
W. C. HOBBS, CONSULTING ENGINEER
Project Title:
28411 PACHECO
Engineer:
MISSION VIEJO, CALIFORNIA 92692
Project ID:
951.660.9800
Project Descr:
wchobbs@mudborg
WORLEY
WCH
S2215
RETAINING WALL VERIFICATION
Cantilevered Retaining Wall Project File: WORLEY.ec6
DESCRIPTION: REAR YARD WALL AS BUILT
Rebar Lap & Embedment Lengths Information
Stem Design Seament: 2nd
Stem Design Height: 2.00 ft above top of footing
Calculated Reber Stress, fs = 2978.34 psi
Lap Splice length for #4 bar specified in this stem design segment =
Development length for #4 bar specified in this stem design segment =
Stem Design Segment: Bottom
Stem Design Height: 0.00 It above top of footing
Calculated Reber Stress, fs = 3339.32 psi
Lap Splice length for #5 bar specified in this stem design segment =
Development length for #5 bar specified in this stem design segment =
Hooked embedment length into footing for #5 bar specified in this stem design segment =
As Provided =
As Required =
20.00 in
12.00 in
25.00 in
12.00 in
6.00 in
0.2325 in2/ft
0.0394 in2/ft
W. C. HOBBS, CONSULTING ENGINEER
28411 PACHECO
MISSION VIEJO, CALIFORNIA 92692
951.660.9800
wchobbs@wwdborg
Project Title:
WORLEY
Engineer:
WCH
Project ID:
S2215
Project Descr:
RETAINING WALL VERIFICATION
Cantilevered Retaining Wail Project File: WORLEY.ec6
DESCRIPTION: REAR YARD WALL AS BUILT
4"
8" w/ #4@ 32"
Solid Grout
12" w/ #5@ 16"
Solid Grout
#5@12.3"
@ Heel
3"
fi1C:1t
4'_6"
m
W. C. HOBBS, CONSULTING ENGINEER
28411 PACHECO
MISSION VIEJO, CALIFORNIA 92692
951.660.9800
wchobbs@wwdborg
Project Title:
WORLEY
Engineer:
WCH
Project ID:
S2215
Project Descr:
RETAINING WALL VERIFICATION
Cantilevered Retalnlna Wall Project File: WORLEY.ec6
DESCRIPTION: REAR YARD WALL AS BUILT
Pp= 114.58#z
529#
N N
d d
W
O CO
N Lateral earth pressure due to the soil BELOW water table
CC1'-TY 0TV TUEM11-I)ORT BF.AC�I
(COI`VIMUN['I Y DEVELOPMENT DEPARTMENT
T
BUILDING DIVISION
�c«oKr� 100 Civic Center I P.O. Box 1768 1 Newport Beach, CA 92658
www.newportbeachca.gov 1 (949) 644-3275
PLAI H REM f CCo)RMW
Project
6 ft Retaining wall at rear yard property line with returns.
Description:
Project Address:
369 Santa Isabel
Plan Check No.: OTC
Permit App. Date:
OTC
Plan Check Expires:
CY Cut/Fill:
Permit Valuation:
Adjusted Valuation:
Architect/Engineer:
Phone:
Applicant/Contact:
Phone:
Plan Check
Samir Ghosn, P.E.
Phone: (949)644-3277
Engineer:
Engineer email:
sghosn a@newportbeachca.gov
n1st Review:
2"d Review:
3rd Review:
1-10-2017
Italic comments
F-1 By Appointment
The project plans were reviewed for compliance with the following codes and standards:
2016 CBC; 2016 CPC; 2016 CMC, 2016 CEC, 2016 California Green Building Standards Code
(CALGreen),2016 Energy(Title 24); & Chapter 15 of the Newport Beach Municipal Code (NBMC).
The code section references are from the 2016 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 Z' 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.neweortbeachca aov. Project status is also available
using the interactive voice response system at 949-644-3255, or by speaking with a permit technician
at 949-644-3288 during business hours.
S. Ghosn, P.E.
Obtain Approval from the following dept.
A) Planning
B) 13uildinq
C) Public World
PLAN REVIEW COMMENTS
Please provide copy of the soil report for the rear retaining wall design criteria.
`�' Please provide detail for the pipe drain behind the wall anti AhrnAi iQCati^n rf pol,nt cf diSchai y8.
` The drainage of the pipe drain is not allowed to discharge over adjoining property. Please show
an appropriate method of collection and pumping the discharge to the street.
Please provide special and periodic inspection as required in compliance with ACI 530-11 quality
assurance level B for design category I, II and Ill.
For foundation footing # 4 bar counter acting the design moment of the stem as shown in detail 6
n S-1, show development of bar by using a hook at end of bar to develop the bar for tension.
or stepped footing detail, show the horizontal lap to be 2 x the vertical step. See marked set S-1.
Please delete detail 1 on S-1 for property line condition. No allowance for footing projection
beyond the property line.
Please label appropriately the applicable details for the wall and the return segments including
the stepped footing detail.
Provide detail for swale location to collect the sheet flow drainage from the landscaped area.
Show method of tie for drain line to the discharge tank or sump pump.
Please show and correct graphically the distance from the face of wall to the location of tension
steel as 5.25 for 6 inch block and 9 inches for 12 inches block. See the marked set.
S. Ghosn, P.E.
PHASE II ENGINEERING, INC.
P p
141 1 N. BATAVIA 5T., SUITE 208
- 138
JOB NO. I G
ORANGE, CA 928G7
(714) 3G3-3585
STRUCTURAL CALCULATIONS
FOR
G'-O" Hlc3h Retainincg Wall
AT
Residence
3G9 Santa Isabel
Newport Beach, CA
FOR /
Bob Jones Custom PooI5 * Spas
2595 Gibson 5t.
Riverside, CA 92503
DE51GN PER CALIFORNIA BUILDING CODE, 2013 EDITION * GLOBAL GEO-
ENGINEERING 5O11-5 REPORT 1313-OG I - I
FOUNDATION PRE55URE = 1 500p5f
ACTIVE PRE55URE = 34pcf (Non -Expansive Imported Backfill)
SEISMIC EARTH PRE55URE = 20pcf
PA551VE PRESSURE = 250pcf
FRICTION = 0.30
CONCRETE fr' = 2500p5i (De5lcgn Strength)
MASONRY fm'= 1 500p5i
REINFORCING fy = 40,OOOP51 (Grade 40 or a5 noted)
Phase II Engineering, Inc. Title 369 Senta Isabel
1411 N. Batavia St. #208 Job #: Dsgnr: DP
Orange, CA 92867 Description....
(714) 363-3685 6' Retaining Wall per Soils Report
info@phase2eng.com
This Wall in File: c:\Users\Jason\Desktop\Dawn\16-138 ret wall. RPX
Page : 1
Date: 22 DEC 2016
RetatnPro (C) 1957-2015, Build 11.15.07.15
License: ►cW-oso618o3. - _ Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11
Criteria
Retained Height =
6.00 ft
Wall height above soil =
0.50 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
0.00 in
Water height over heel =
0.0 It
f Soil Data
Allow Soil Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure
= 34.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 0.00 pcf
FootingliSoii Friction
= 0.300
Soil height to ignore
for passive pressure
= 18.00 in
Surcharge Loads
Lateral, Load Applied to Stem
Surcharge Over Heel = 0.0 psf
Lateral Load =
0.0 #/ft
Used To Resist Sliding & Overturning
...Height to Top =
0.00 It
Surcharge Over Toe = 0.0 psf
...Height to Bottom =
0.00 ft
Used for Sliding & Overturning
Load Type =
Wind (W)
Axial Load Applied to Stem
(Service Level)
Axial Dead Load = 0.0 Ibs
Wind on Exposed Stem =
0.0 psf
Axial Live Load = 0.0 lbs
(Service Level)
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load I
Method : Inverted Triangular
Load at top of Inverted Triangular Distribution ......
(Strength)
ii�
�%
lotina Load
Haiaceni rooting Loaa -
u.0 ID
Footing Width -
0.00 ft
Eccentricity =
0.00 in
Wail to Ftg CL Dist -
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wail
0.0 ft
Poisson's Ratio =
0.300
Total Strength -Level Seismic Load.. , .. = 420.000 Ibs
120.000 psi Total Service -Level Seismic Load..... = 294.000 Ibs
Design Summary
Stem Construction
end
Bottom
Wall Stability Ratios
Design Height Above FtE ft=
Stem OK
2.00
Stem OK
0.00
Overturning =
1.79 OK Wall Material Above "Ht" =
Masonry
Masonry
Sliding =
1.65 OK Design Method -
ASD
ASD
Total Bearing Load - 2,363 Ibs
...resultant ecc. = 9.78 in
Soil Pressure @ Toe -
1,430 psf OK
Soil Pressure @ Heel -
0 psf OK
Allowable _
1,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
2,002 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
22.8 psi OK
Footing Shear @ Heel =
8.9 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
1,127.0lbs
less 100% Passive Force = -
1,039.1 ibs
less 100% Friction Force = -
708.9 Ibs
Added Force Req'd =
0.0 Ibs OK
...,for 1.5 Stability =
0.0 Ibs OK
Thickness
=
8.00
12.00
Rebar Size
=
# 4
# 4
Rebar Spacing
=
16.00
8.00
Rebar Placed at
=
Edge
Edge
Design Data
fb/FB + fa/Fa
=
0.855
0,661
Total Force @ Section
Service Level
Ibs =
614.9
1,023.4
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-#=
1,139.8
2,766.9
Strength Level
ft-# =
Moment..... Allowable
ft-# =
1,193.2
4,063.6
Vertical component of active lateral soil pressure IS
considered in the calculation of soil bearing pressures.
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Cnemir G
CBC 2013,AC1
1.200
1.600
1.600
1.000
1 nnn
Service Level
Strength Level
Shear..... Allowable
An-et_(Masonry)._
e'lRebar Depth 'd' F
t'm
Fs
Solid Grouting
Modular Ratio 'n'
Wall Weight
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
psi = 6.7 7.3
psi =
psi = 44.8 45.1
psi =
1,500
psi=
20,000
-
Yes
=
21.48
psf =
84.0
=
1.000
in =
7.60
=
Normal Weight
=
ASD
psi =
psi =
1,600
20,000
Yes
21.48
133.0
1.000
11.60
1va-CaI S. It C
1.
P Phase 11 Engineering, Inc. Title 369 Santa Isabel Page : 2
1411 N. Batavia St. #208 Job #: Dsgnr: DP Date: 22 DEC 2016
Orange, CA 92867 Description....
�- -� (714) 363-3585 6' Retaining Wall per Soils Report
Linfo@phase2eng.com
This Wall in File: c:\Users\Jason\Desktop\Dawn\l6-138 ret wall. RPX
RetalnPro (c)1987-2016, Build 11.16.07.16
License: KW-06061803_ Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11
Footing Dimensions & Strengths
Footing Design Results
Toe Width =
1.83 ft`
Toe Heel
Heel Width =
2.00
Factored Pressure = 2,002 0 psf
Total Footing Width =
3.83
Mu': Upward - 2,741 11 ft-#
Footing Thickness =
12.00 in
Mu': Downward = 385 729 ft-#
Mu: Design = 2,356 718 it-#
Key Width
.00 in
Actual 1-Way Shear = 22.76 8.87 psi
Key Depth -
27.00 in
Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe -
1.83 ft
Toe Reinforcing = # 4 @ 8.00 in
fc = 2,500 psi Fy =
40,000 psi
Heel Reinforcing = # 4 @ 8.00 in
Footing Concrete Density =
150.00 pcf
Key Reinforcing = # 4 @ 8.00 in
Min. As % =
0.0018
Other Acceptable Sizes & Spacings
Cover @ Top 3.00 @
Btm = 3.00 in
Toe: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 in, #8@ 18
Min footing T&S reinf Area 0.99 in2
Min footing T&S reinf Area per foot 0.26 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 in #5@ 28.70 in
#6@ 20.37 in #6@ 40.74 in
Surnrna ' of Overturnin &_Resisting
Forces & Moments
.....OVERTURNING........RESISTING.....
'Moment
Force Distance
Force Distance
Moment
Item
Ibs It
ft-# Ibs ft
it-#
Heel Active Pressure =
833.0 2.33
1,943.7 Soil Over Heel = 660.0 3.33
2,199.8
Surcharge over Heel =
Sloped Soil Over Heel -
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load -
Axial Dead Load on Stem=
Load @ Stem Above Soil =
* Axial Live Load on Stem =
Seismic Earth Load =
294.0 4.67
1,372.0 Soil Over Toe -
=
Surcharge Over Toe -
Total
1,127.0 A.T.M.
3,315.7 Stem Weights) = 644.0 2.24
1,439.5
Earth @ Stem Transitions= 146.7 2.67
391.1
_
- Footing Weighl - 575.0 1.92
1,101.9
Resisting/Overturning Ratio
-
1.79 Key Weight = 337.5 2.33
787.4
Vertical Loads used for Soil Pressure = 2,363.1
Ibs Vert. Component - 3.83
Total = 2,363.1 lbs R.M.= 5,919.6
If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 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 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 Dell @ Top of Wall (approximate only) 0.067 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.
P Phase II Engineering, Inc. Title 369 Spnta Isabel Page
1411 N. Batavia St. #208 Job # : Dsgnr: DP Date: 4 JAN 2017
Orange, CA 92867 Description....
(714) 363-3585 6' Retaining Wall with Inverted Footing per Soils Report
-- info@phase2eng.com
This Wail in File: c:\users\ anon\desktop\dawn\16-138 ret wall. rpx
RetainPro (c) 1987-2016, Build 11.16.07.16
License: KW-0061803. - . Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACi 530-11
Criteria
Retained Height =
6.00It
Wall height above soil =
0.50 ft
Slope Behind Wall -
0.00
Height of Soil over Toe =
0.00 in
Water height over heel =
0.0 ft
Soil Data
Allow Soil Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure
= 34.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Soil Density, Heel
= 110,00 pcf
Soil Density, Toe
= 0.00 pcf
FootingIlSoil Friction
- 0.300
Soil height to ignore
for passive pressure
= 18.00 in
Surcharge Loads
Lateral Load Applied to Stem
Surcharge Over Heel = 0.0 psf
Lateral Load =
0.0 #/ft
Used To Resist Sliding & Overturning
...Height to Top =
0.00 It
Surcharge Over Toe = 0.0 psf
...Height to Bottom
0.00 It
Used for Sliding & Overturning
Load Type =
Wind (W)
Axial Load Applied to Stem
(Service Level)
Axial Dead Load = 0.0 Ibs
Wind on Exposed Stem =
0.0 psf
Axial Live Load = 0.0 Ibs
(Service Level)
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load I
ENNIMMME
Method : Inverted Triangular
Load at top of Inverted Triangular Distribution ... , . .
(Strength)
t Footina Load
Naiacent rooting r.oaa =
u.0 io
Footing Width -
0.00 It
Eccentricity =
0.00 in
Wail 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
Total Strength -Level Seismic Load..... - 420.000 Ibs
120.000 psi Total Service -Level Seismic Load..... = 294.000 Ibs
Design Summary Stem Construction
Wall Stability Ratios Design Height Above Ftg ft =
Overturning = 4.07 OK Wail Material Above "Ht" _
Sliding = 1.51 OK Design Method =
Total Bearing Load = 4,815 Ibs
...resultant ecc. = 8.12 in
Soil Pressure @ Toe -
1,489 psf OK
Soil Pressure @ Heel =
236 psf OK
Allowable =
1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,085 psf
ACI Factored @ Heel -
330 psf
Footing Shear @ Toe =
0.0 psi OK
Footing Shear @ Heel =
3.5 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
1,127.0 Ibs
less 100% Passive Force = -
261.3 Ibs
less 100% Friction Force = -
1,444.6 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Thickness
=
Rebar Size
=
Rebar Spacing
=
Reber 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
ft-# =
Vertical component of active lateral soil pressure IS
considered in the calculation of soil bearing pressures.
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2013,ACI
1.200
1.600
1.600
1.000
1.000
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
psi =
psi =
psi =
in2 =
in =
2nd
Stem OK
2.00
Masonry
ASD
8.00
# 4
16.00
Edge
Bottom
Stem OK
0.00
Masonry
ASD
12.00
# 4
8.00
Edge
0.956 0.681
614.9 1,023.4
1,139.8 2,766.9
1,193.2 4,063.6
6.7 7.3
44.8 45.1
91.50 139.50
5.26 9.00
psi=
1,500
1,500
psi =
20,000
20,000
=
Yes
Yes
=
21,48
21.48
psf =
84.0
133.0
=
1.000
1.000
in =
7.60
11.60
=
Normal Weight
=
ASD
psi =
PSI =
P Phase II Engineering, Inc. Title 369 Spnta Isabel Page
1411 N. Batavia St. #208 Job #: Dsgnr: DP Date: 4 JAN 2017
Orange, CA 92867 Description....
(714) 363-3685 6' Retaining Wall with Inverted Footing per Soils Report
info@phase2eng.com
This Wall in File: c:\users\jason\desktop\dawM16-138 ret wail.rpx
RetainPro (c) 1987-2016, Build 11.16.07.16
License: KW-06061803_ _ _ Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,AC1 530-11
Footing Dimensions & Strengths
Footing Design Results
Toe Width =
0.00 ft,
Toe Heel
Heel Width =
5.58
Factored Pressure - 2,085 330 psf
Total Footing Width =
5.58
Mu': Upward = 0 8,508 ft-#
Footing Thickness =
12.00 in
Mu': Downward = 0 11,322 ft-#
Mu: Design = 0 2,813 ft-#
Key Width =
12.00 in
Actual 1-Way Shear = 0.00 3.52 psi
Key Depth =
13.00 in
Allow 1-Way Shear = 0.00 75.00 psi
Key Distance from Toe =
4.58 ft
Toe Reinforcing = # 4 @ 8.00 in
Pc = 2,500 psi Fy =
40,000 psi
Heel Reinforcing = # 4 @ 8.00 in
Footing Concrete Density =
150.00 pcf
Key Reinforcing = # 4 @ 8.00 in
Min. As % =
0.0018
Other Acceptable Sizes & Spacings
Cover @ Top 3.00 @ Btm.= 3.00 in
Toe: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Heel: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 in, #8@ 18
Min footing T&S reinf Area 1.45 in2
Min footing T&S reinf Area per foot 0.26 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 in #5@ 28.70 in
#6@ 20.37 in #6@ 40.74 in
Summaof of Overturning & Resisting
Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance
Moment Force
Distance
Moment
Item Ibs ft
ft-# Ibs
ft
ft-#
Heel Active Pressure = 833.0 2.33
1,943.7 Soil Over Heel = 3,024.8
3.29
9,956.1
Surcharge over Heel =
Sloped Soil Over Heel =
Surcharge Over Toe -
Surcharge Over Heel =
Adjacent Footing Load -
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
Load @ Stem Above Soil =
* Axial Live Load on Stem =
Seismic Earth Load = 294.0 4.67
1,372.0 Soil Over Toe =
=
Surcharge Over Toe =
Total 1,127.0 O.T.M.
3,315.7 Stem Weight(s) = 644.0
0.40
259.0
Earth @ Stem Transitions = 146.7
0.83
122.2
-
- Footing Weight = 837.5
2.79
2,337.7
Resisting/Overturning Ratio =
4.07 Key Weight - 162.5
5.08
826.0
Vertical Loads used for Soil Pressure = 4,815.4
Ibs Vert. Component =
5,58
Total = 4,815.4 Ibs R.M.= 13,501.0
If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 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 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 Dell @ Top of Wall (approximate only) 0.048 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.