2009-10413 GLine: 31 02 �163A
LA COSTA
ENGINEERING
1338 FARADAY AVFNUF
CARISRAD, CALIFORNIA 92008
111 760 -931 -0390 FAX 430-SZS1
maI1V monzgame,V*Vaheo com
CIVIL , STRUCTURAL
M F C N A N, AL• RI I RO I L UM
October 6, 2011
City of Encinitas
Engineering Services Permits
505 South Vulcan Avenue
Encinitas, CA 92024
0CT 1 1 2010
RE: Engineer's Final Grading Certification for Grading Permit No. 10413 -G.
The grading under permit no. 10413 -G has been performed in substantial conformance
with the approved grading plan or as shown on the attached `As Graded' plan.
Final grading inspection has demonstrated that lot drainage conforms with the approved
grading plan and that swales drain at a minimum of 1% to the street and/or an appropriate
drainage system.
All the Low Impact Development, Source Control and Treatment Control Best
Management Practices as shown on the drawing and required by the Best Management
Practice Manual Part II were constructed and are operational, together with thiLlualgrei
maintenance covenant(s).
Engineer of Record: Martell B. Montgomery
Dated:
October 6. 2011
a: ti No. 50344
\:&W ,am4v -4. S"
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Verification by the Engineering Inspector of this fact is done by the Inspector's signature
hereon and will take place only after the above is signed and stamped and will not relieve
the Engineer of Record of the ultimate responsibility.
Engineering Inspector:
Dated:
M
CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT
ACTIVITY REPORT
STREET LOCATION:
OQ
DATE:
PROJECT NUMBER:
PERMIT NUMBER:
fE PHONE:
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C I T Y OF E N C I N I T A S
ENGINEERING SERVICES DEPARTMENT
505 S. VULCAN AVE.
ENCINITAS, CA 92024
GRADING PERMIT PERMIT NO.: 10413GI
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
PARCEL NO.
JOB SITE ADDRESS:
APPLICANT NAME
MAILING ADDRESS:
CITY: ENCINITAS
259 -451 -0400
747 DORIS
ROTSHECK, RYAN
310 ARROYO
DRIVE
DRIVE
STATE: CA ZIP
CONTRACTOR : OWNER /BUILDER
LICENSE NO.:
ENGINEER : LA COSTA ENGINEERING
PERMIT ISSUE DATE: 3/10/10
PERMIT EXP. DATE: 3/10/11 PERMIT ISSUED BY
INSPECTOR: BEN OLIVER
------------------- - - - - -- PERMIT FEES & DEPOSITS
PLAN NO.: 10413G
CASE NO.:
PHONE NO.: 760- 753 -7750
92024-
PHONE NO.:
LICENSE TYPE:
PHONE '
1.
PERMIT FEE
.00
2.
GIS MAP FEE
.00
3.
INSPECTION FEE
1,708.00
4.
INSPECTION DEPOSIT:
.00
S.
NPDES INSPT FEE
341.00
6.
SECURITY DEPOSIT
34,168.00
7.
FLOOD CONTROL FE
.00
8.
TRAFFIC FEE
.00
9.
IN -LIEU UNDERGRN
.00
10.IN
-LIEU IMPROVMT
.00
ll.PLAN
CHECK FEE
.00
12.PLAN
CHECK DEPOSIT:
.00
-------------------
- - - - --
DESCRIPTION
OF
WORK ------ -- -----------------
- - - - --
PERMIT TO GUARANTEE BOTH PERFORMANCE AND LABOR /MATERIALS FOR EARTHWORK,
DRAINAGE, PRIVATE IMPROVEMENTS, AND EROSION CONTROL PER APPROVED
GRADING PLAN 10413 -G. CONTRACTOR MUST MAINTAIN TRAFFIC CONTROL AT ALL
TIMES PER APPROVED TRAFFIC CONTROL PLAN OR PER W.A.T.C.H. STANDARDS.
LETTER DATED FEBRUARY 25, 2010 APPLIES.
- - -- INSPECTION ---------- - - - - -- DATE -- - - - - -- INSPECTOR'S SIGNATURE - - --
INITIAL INSPECTION
COMPACTION REPORT RECEIVED
ENGINEER CERT. RECEIVED
ROUGH GRADING INSPECTION
FINAL INSPECTION
I HEREBY ACKNOWLEDGE THAT I HAVE READ THE APPLICATION AND STATE THAT THE
INFORMATION IS CORRECT AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE
LAWS REGULATING EXCAVATING AND GRADING, AND THE PROVISIONS AND CONDITIONS OF
ANY PERMIT ISSUED PURSUANT TO THIS APPLICATION.
SIGNATURE
A&.s &i
PRAT NAME
CIRCLE ONE: (DOWNER 2. AGENT 3. OTHER
3f/O� /C�
DATE SIGNED
7 c) - 7,xj-77,�-6
TELEPHONE NUMBER
February 25, 2010
Ryan Rotsheck
747 Doris Drive
Encinitas, CA 92024
Re: Permit issuance requirements for:
Application 10413 -G
CDP not applicable
747 Doris Drive
259- 451 -04
This letter summarizes the requirements for pulling your Engineering Permit for drawing 10413 -G. Your
approved plan will remain valid for one year. If the permit is not issued within six months from the date of
approval of the drawings, the plans will be subject to review by City staff for compliance with current codes
and regulations before a permit can be issued, and changes to the approved plans as well as additional
fees may be required.
Please read through this letter carefully and contact the City with any questions you may have. It
contains information about many requirements that may apply to your project and can make the
process clearer and easier for you.
In order to obtain the permits to construct the work shown on your approved plans, you will need to satisfy
the requirements below. All of the items listed.below must be submitted to the Engineering front counter
in one complete package at the time the applicant comes in to u I the_permit_Partial submittals of any
kind will not be accepted. Your project planchecker will not accept any of the documents listed on behalf
of the Engineering front counter staff; all items must be submitted to the front counter directly together and
at one time. The correct number of each of the requested documents must be provided; copies of
documents submitted to the City during plancheck do not reduce the necessary quantities listed below.
(1) Provide 4 print sets of the approved drawing 10413 -G.
Soils Report not applicable for this permit.
(2) Post Security Deposits to guarantee all of the work shown on your approved drawings. The
amounts of security deposits are determined directly from the Approved Engineer's Cost Estimate for
bonding purposes dated January 27, 2010 by your engineer according to a set of predetermined unit
prices for each kind of work shown on your plans. You will be required to post security deposit(s) as
follows:
(a) Security Deposit for Grading Permit 10413 -G: in the amount $34.168.00 to guarantee both
performance and labor/ materials for earthwork, drainage, private improvements, and erosion
control.
(b) Security Deposit for Improvement Permit : N/A
(c) Security Deposit for Undergrounding of Overhead Utilities: N /A.
(d) Security Deposit for Deferred Monumentation: N /A.
FiK'
A minimum of 20% and up to 100% of the amount listed in item(s) 2(a) must be in the form of
cash, certificate of deposit, letter of credit, or an assignment of account. Up to 80% of the amount
listed in item 2(a) may be in the form of auto - renewing Performance and Labor and Materials
Bonds issued by a State of California licensed surety company.
Up to 100% of the amount(s) listed in item(s) 2(b), 2(c), and /or 2(d) may be in the form of auto -
renewing Labor and Materials bonds issued by a State of California licensed surety company.
Cash, certificates of deposit, letters of credit, and assignments of account are also acceptable
financial instruments.
If a certificate of deposit (CD) will be obtained to secure the entire amount(s) listed in item(s) 2(a)
and /or 2(b), two separate CD's for 25% and 75% of the amount(s) listed in item(s) 2(a) and/or
2(b) should be obtained in order to facilitate any future partial release of those securities. CD's
posted may be of any term but must be auto - renewing and must specify the City of Encinitas as a
certificate holder and include a clause that until the City of Encinitas provides a written request for
release of the CD, the balance shall be available to the City upon its sole request.
The format of any financial instrument is subject to City approval, may be in the owner's name
only, and must list the City of Encinitas as a Certificate Holder.
For any guestions regarding how to post securities bonding, or the required format of securities,
please-contact Debra Geishart at 760 =633 -2779.
(3) Pay non - refundable fees as listed below:
Fee Type
Amount
Grading Inspection _ _
Im rovement Inspection
1708.00
n/a
NPDES Inspection (Grading)
341.00
NPDES Inspection (Improvement)
n/a
Flood Control
nla
Additional Plancheck Fees Due
nla
NPDES Plancheck Fees Due
nia
GIS Mapping Fee (Maps/ PM's only)
n/a
The grading and improvement inspection fees are calculated based on 5% of first $100,000.00 of
the approved Engineer's cost estimate of $34,168.00 dated January, 27, 2010, and 3% of the cost
estimate over $100,000.00. The NPDES inspection fee is assessed as 1% of the first
$100,000.00 of the approved Engineer's cost estimate and 0.6% of the cost estimate over
$100,000.00. The flood control fee is assessed at a rate of $0.21 per square foot of net new
impervious surface area for driveway and parking areas as created per the approved plan.
(4) Provide the name, address, telephone number, state license number, and license type of the
construction contractor. The construction of any improvements within the public
right-of-way or public easements is restricted to qualified contractors possessing the
required state license as listed in the table below. The contractor must also have on file with
the City current evidence of one million dollar liability insurance listing the City of Encinitas as co-
insured. Additional requirements are described in the handout "Requirements for Proof of
Insurance" available at the Engineering front counter.
Type
Description
Work to be Done
A
General Engineering
any & all
C -8
Concrete
a ron /curb/ utter /ram /sidewalk
C -10
Electrical
lighting/signals
C -12
Grading 8 Paving
any surface, certain drain -
basins /channels
C -27
Landscaping
planting /irrigationMencing & other
amenities
C -29
Masonry
retaining walls
C -32
Parking &Highway
Improvement
signagelstripinglsafety
C -34
Pipeline
sanitary sewer /storm drain
(5) Permits are valid for no more than one year from the date of issuance and may expire earlier due
to expirations of letter of credit and/or insurance policies.
(6) This project proposes land disturbance in excess of one acre and requires from the Stale, a
Storm Water Pollution Prevention Plan (SWPPP). An erosion control plan shall be implemented
per the approved grading plan.
Preconstruction Meeting: A preconstruction meeting at the project site is mandatory for all projects.
The preconstruction meeting may not be scheduled until the Engineering permit(s) have been issued, and
the applicant/contractor must give the assigned Engineering inspector a minimum of 48 hours advance
notice prior to the scheduled meeting time.
Right -of -Way Construction Permit: A separate right -of -way construction permit will be required for any
work in the public right -of -way or public easements. Typically, this work may include construction or
reconstruction of a portion of the driveway within the public right -of -way, excavation, backfill, and
resurfacing to install electric, gas, telephone, and cable television lines, or water and sewer connections.
A permit fee of $300.00 per application and a site plan, preferably the work order issued by the public
utility, will be required. Contractor license and insurance requirements apply. Permits must be issued at
least 48 hours in advance of the start of work.
Haul Routes, Traffic Control Plans, and Transportation Permits: These separate permits may be
required for your project and are handled by the Traffic Engineering Division. A fee of $250.00 is required
for traffic control plans. For more details, contact Raymond Guarnes, Engineering Technician, at (760)
633 -2704.
Release of Project Securities: The _partial or complete release of project_ securities _is, initiated
automatically by the Qgy_after submission of satisfactory as -built drawings to the City and approval by the
project En c iineeri inspector_ Applicant requests cannot be addressed without release approval from the
project inspector. The processing and release of securities may take up to 4 weeks after the release
process is initiated by the project Engineering inspector. Any cash releases will be mailed to the address
on this letter unless the City is otherwise notified, and all letters mailed to a financial institution will be
copied to the owner listed hereon. Satisfactory completion of Final Inspection certified by the project
Engineering inspector is a prerequisite to full release of the Security Deposit assigned to any Grading
Permit. A sum in the amount of 25% of the securities posted for improvement permits will be held for a
one -year warranty period, and a release is automatically initialed at the end of that warranty period.
Construction Changes: Construction changes prepared by the Engineer of Work will be required for all
changes to the approved plans. Requests for construction change approval should be submitted to the
Engineering Services Department front counter as redlined mark -ups on 2 blueline prints of the approved
Drawing. Changes are subject to approval prior to field implementation. Substantial increases in valuation
due to the proposed changes may be cause for assessment and collection of additional inspection fees
and security deposits. Construction change fees of $200.00 and $350.00 will be assessed for minor and
major construction changes, respectively. Construction changes necessitating a new plan sheet will be
assessed the per -sheet plancheck and NPDES plancheck fees in lieu of the construction change fee.
Construction changes not previously approved and submitted as as -built drawings at the end of the
construction process will be rejected and the securities release will be delayed.
Change of Ownership: If a change of ownership occurs following approval of the drawing(s), the new
owner will be required to submit to the City a construction change revising the title sheet of the plan to
reflect the new ownership. The construction change shall be submitted to the Engineering front counter
as redline mark -ups on two blueline prints of the approved drawing together with two copies of the grant
deed or title report reflecting the new ownership. Construction change fees apply. The current owner will
be required to post new securities to replace those held by the City under the name of the former owner,
and the securities posted by the former owner will be released when the replacement securities have been
received and approved by the City.
Change of Engineer of Work: If a change in engineer of work occurs following the approval of the
drawing(s), a construction change shall be submitted for review and approval by the Engineering
Department. Two copies of the forms for the assumption of responsibility by the new engineer and the
release of responsibility by the former engineer shall be completed and submitted to the City.
Construction change fees apply.
As- builts: Project as -built drawings prepared by the Engineer of Work will be required prior to Final
Grading acceptance by Engineering Services. Changes_to the approved plans require a construction
change to be submitted to the City prior to field implementation. Construction changes may not be
submitted as as- builts at the end of the construction process.
This letter does not change owner or successor -in- interest obligations. If there should be a substantial
delay in the start of your project or a change of ownership, please contact the City to request an update.
Should you have questions regarding the posting of securities, please contact Debra Geishart, who
processes all Engineering securities, at (760) 633 -2779.
Should you have any other questions, please contact me at (760) 633 -2780 or visit the Engineering
Counter at the Civic Center to speak with an Engineering Technician.
Sincerely,
r�ca1e_ �
Ruben Macabitas
Assistant Civil Engineer
cc La Costa Engineering, Martell Montgomery
Debbie Geishart, Engineering Technician
Masih Maher, Senior Civil Engineer
permit /file
Enc Application
Requirements for Proof of Insurance
Security Obligation Agreements (various)
n�8 Associates
�.1�i� Plan Review Services, Inc.
APPROVAL LETTER
Feb 10, 2010
Ruben Macabitas
City of Encinitas
505 South Vulcan Avenue
Encinitas, CA 92024 -3633
RE: Project Name: ROTSCHECK 747 Doris Dr.
Project Number: 10413 -G
Dear Mr. Ruben
3569 Filth Ave Suite 100
ben Diego. CA 92103
Phone 619.294 6600
Fex 6 9.294.6600
w.vw emrconsulUngy'OUP corn
In response to your request, SMR & Associates Plan Review Services, Inc. has reviewed the
documents submitted for the above - referenced project and finds that the documents meet our
approval with the following exception: As marked in red on the drawings.
We appreciate the opportunity to work with you on this project. If you have any questions, or if
we can be of further assistance, please do not hesitate to contact us.
Sincerely,
SMR & Associates Plan Review Services, Inc
Mehdi Rashti, S.E.
Principal
MR:Vish
Enclosures:
(1) Revised Calculations dated January 27, 2010
(1) Response to comments
(1) Revised Drawings
LA COSTAL
ENGIINEENtNNG,
2226 FARADAY AVENUE
CARLS2AD, CALIFORNIA 92002
TEL 760-971 -0290 FAR /323251
saMma igameryillphoo.con
CIVIL • STRUCTURAL
M E C N AN ,CA L - PETROLEUM
COST ESTIMATE
PROJECT: ROTSHECK SITE RETAINING WALLS
747 DORIS DRIVE
ENCINITAS, CA 92024
GRADING
EXCAVATE AND EXPORT:
PRIVATE MISC.
RETAINING WALLS:
i -uv ��
QUANTITY UNIT PRICE
78 C.Y. $27.50/C.Y
AMOUNT
$ 2,145
980 S.F. $29.65/S.F. $29,057
SILT FENCE:
32 L.F.
$1.60 /L.F.
$ 51
GRAVEL BAGS:
100
$1.10 /EA.
$ 110
GRASS SWALE
110 L.F.
$5.50 /L.F.
$ 605
4" PVC DRAIN:
110 L.F.
$20.00 /L.F.
$ 2,200
TOTAL
$34,168
ENGINEER: MARTELL B. MONTGOMERY
R.C.E. 50344 EXP. 6-30-11
DATE: JANUARY 27, 2010
f `\
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LA COSTA
ENGINEERING
2226 FARADAY AVENUE
CARLSBAD, CALIFORNIA 92605
TEL750-911 4290 FAX4353251
nury_non tyanovRFaOOO.rnn
CIVIL - STRUCTURAL
M E CNANIC AL - FETRDLFUM
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STRUCTURAL CALCULATIONS
PROJECT: ROTSHECK SITE RETAINING WALLS
747 DORIS DRIVE
ENCINITAS, CA 92024
ENGINEER: MARTELL B. MONTGOMERY
R.C.E. 50344 EXP. 6-30-11
DATE: NOVEMBER 12, 2009
REV. DATE: JANUARY 27, 2010
DESIGN LOADS: 2006 IBC, 2007 CBC
t
i JL4�"vl
_
LA COSTA
ENGINEERING
_26 FARADA} AVIRNI!E
CARLSRAD, CAMFORAIIA 9300E
TEL 76x911 -0290 FA7.434.5751
muy_ mon[pamervOgh60.t6n
CI V11 • 519 U CT U RAL
MECHANICAL- PISROLEUM
MIN. SITE RETAINING WALL DESIGN CRITERIA:
CL ENT_RYAN ROTSHECK
,oe_747_DORlS DR1YF, ENCINIPAS, CA
CALc TEOav_MBM DATE 1/27/10_
SCALE SHEET N010F
PER MIN. GEOTECHNICAL STANDARDS OF CBC 2007 SECTIONS: 1610, 1804, 1805, 1806:
DRAINED CONDITIONS:
ACTIVE PRESSURE: Pa 45 psf
APPROX. SOIL UNIT WT.: y 120 pcf
PASSIVE PRESSURE: Pp 150 pcf
BEARING PRESSURE: Ps Use 1500 psf
COEFF. OF FRICTION: µ 0.25
CMU /CONCRETE SPECIFICATIONS:
fc = 2500 psi concrete, 28 days
fm = 1500 psi, medium weight block
fy = 60,000 psi reinforcing steel
DESIGN BACKFILL SLOPE CALCS:
SM -SC, TABLE 1610.1
SM -SC, TABLE 1804.2
(2000 psf) per SM -SC, TABLE 1804.2
SM -SC, TABLE 1804.2
'Where the surface -slope of the retained earth varies, the design backfill slope shall be obtained by
connecting a line from the top of the wall to the highest point on the slope whose limits are with the
horizontal distance from the stem equal to the stem height of the wall."
In both cases, an initial 2:1 slope at the back of the wall transitions to a level backfill. The "design" backfill
slope is thus represented as the line drawn from the wall /earth interface to an intersecting point within
the level backfill at a horizontal distance equal to the wall height.
6' -8" WALL: Differential Height from earth /wall interface to level backfill: 1.33'
Horiz. Distance equal to retained wall height: 6.33'
(6.33'/1.33) : 1 = 4.76: 1 — Use 4.5: 1 Design Backfll Slope
4' -8" WALL: Differential Height from earth /wall interface to level backfill: 1.75'
Horiz. Distance equal to retained wall height: 4.33'
(4.3371.78) : 1 = 2.47 : 1 — Use 2.5 : 1 Design Backfill Slope
iZt>TSf1EcL S \DE `fASZ\`�
26TW1N111Cr \NALL
M.T. S.
4.5
� j!jZN: 8.in Mas w/ #4 @ 16.in o/c
"oeiv 44 a W'c.c.
VERT: 12.in Mas w/ #4 @ 16.in o/c
8'
FOOT1T.iC�'
'fV."V6P,qr,l#4 @16.in
@Toe
bWR1z: (31 =4
ScE`f : (1 i ' "4
LA COSTA ENGINEERING Title 6' -8" Rothsheck Retaining Wall Page. _
Martell B. Montgomery, P.E. Job # 2010004 Dsgnr: MBM Date. JAN 27,2010
2226 Faraday Avenue Description....
Carlsbad, CA 92008 6' -8" Side Yard Retaining Wall
(760) 931 -0290 marty_montgomery@yahoo.com This Wall in File: C:IProgram FilesIRP6Vrotscheck grading i
Retain Pro 2007 .24-Jul-2008. (c) 1989 -2008
www.retainproxomisupport for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration #: RP -1111i RP2007R
Criteria
1,259 psf OK
Retained Height
6-33 ft
Wall height above soil =
0.33 ft
Slope Behind Wall =
4.50:1
Height of Soil over Toe =
8.00 in
Water height over heel =
0.0 it
Wind on Stem = 0.0 psf
Vertical component of active
lateral soil pressure options:
NOT USED for Soil Pressure.
NOT USED for Sliding Resistance.
NOT USED for Overturning Resistance
Surcharge Loads
1,259 psf OK
Surcharge Over Heel -
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
ACI Factored @ Toe =
Axial Load Applied to Stem
Axial Dead Load =
0.0 Iles
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
75.0 psi
Wall Stability Ratios
Lateral Sliding Force =
Overturning =
2.15 OK
Sliding =
1.50 OK
Total Bearing Load = 2.685 Ibs
...resultant ecc. = 8.45 in
Soil Pressure @ Toe =
1,259 psf OK
Soil Pressure @ Heel =
4 psf OK
Allowable =
1.500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,414 psf
ACI Factored @ Heel =
5 psf
Footing Shear @ Toe =
13.1 psi OK
Footing Shear @ Heel =
5.5 psi OK
Allowable =
75.0 psi
Sliding Cales (Vertical Component NOT Used)
Lateral Sliding Force =
1,245.7 lbs
less 100% Passive Force= "
1,200.0 Ibs
less 100% Friction Force = -
671.2 Ibs
Added Force Req'd
0.0 Ibs OK
....for 1.5 : 1 Stability =
0.0 Ibs OK
Load Factors
Edge
Building Code
CBC 207
Dead Load
1.20
Live Load
1.600
Earth, H
1.600
Wind, W
1.300
Seismic, E
1.00
Soil Data
Allow Soil Bearing = 1,500.0 psi
Equivalent Fluid Pressure Method
Heel Active Pressure = 45.0 psf /ft
Toe Active Pressure = 45.0 psf /ft
Passive Pressure = 150.0 psf /ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
120.00 pcf
FcotingllSoil Friction
= 0.250
Soil height to ignore
14.0 in
for passive pressure
= 0.0 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 It
...Height to Bottom = 0.00 ft
Footing Dimensions & Strengths
Toe Width =
2.50 It
Heel Width =
1.75
Total Footing Width =
4.25
Footing Thickness =
14.0 in
Key Width =
14.00 in
Key Depth =
26.0 in
Key Distance from Toe =
1.33 It
rc = 2,500 psi Fy =
60,00 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top = 2.00 in @ Btm.= 3.00 in
Adjacent Footing Load
Top
djacent Footing Load =
0.0 fbs
Footing Width =
0.00 It
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 h
Poisson's Ratio =
0.300
Stem Construction
Top
Stem
2nd
Stem.
S
Design Height Above Ftg
ft =
0
0.0
Wall Material Above "HC
=
Masonry
Masonry
Thickness
=
8.0
12.0
Rebar Size
=
# 4
# 4
Rebar Spacing
=
16.00
16.00
Rebar Placed at
=
Edge
Edge
Design Data
fb /FB +fa/Fa
=
0.510
0.910
Total Force @ Section
Ibis =
421.9
891.6
Moment ... .Actual
ft-#=
608.9
1,900.0
Moment..... Allowable
ft-#=
1,193.2
2,087.8
Shear..... Actual
psi =
7.3
8.9
Shear..... Allowable
psi =
38.7
38.7
Wall Weight
psf=
78.0
124.0
Reber Depth 'd'
in=
5.25
9.0
LAP SPLICE IF ABOVE
in=
24.00
36.0
LAP SPLICE IF BELOW
in =
24.00
HOOK EMBED INTO FTG in=
6.00
Masonry Data
Pm
psi =
1,500
1,50
Fs
psi=
20,000
20,000
Solid Grouting
=
Yes
Yes
Modular Ration'
Short Tenn Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
rc
Fy
= 21.48 21.48
1.000 1.000
in= 7.60 11.60
= Medium Weight
= ASD
PSI =
PSI =
LA COSTA ENGINEERING Title V -8' Rothsheck Retaining Wall Page:
Martell B. Montgomery, P.E. Job # 2010004 Dsgnr: MBM Date: JAN 27,2010
2226 Faraday Avenue Description....
Carlsbad, CA 92008 6'$' Side Yard Retaining Wall
(760) 931.0290 marty_montgomery@yahoo.com This Wall in File: C:lProgram Files\RP61rotscheck grading I
Retain Pro 2007.24 - Jul- 2008,(c)1989 -2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registratlon # : RP- 1162635 RP2007 -R
Footing Design Results
1.25
250.0
611.5
Tae
Heel
173.2
Factored Pressure
= 1,414
5 psi
2.13
Mu' : Upward
= 4,197
58 ft-#
725.5
Mu': Downward
= 1,157
565 ft-#
Mu: Design
= 3,039
508 ft-#
Actual 1 -Way Shear
= 13.12
5.46 psi
Allow 1 -Way Shear
= 75.00
75.00 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing
= # 4 @ 16.00 in
Toe: Not req'd, Mu < S' Fr
Heel Reinforcing
= None Spec'd
Heel: Not req'd, Mu < S' Fr
Key Reinforcing
= None Spec'd
Key: Not req'd, Mu < S ' Fr
Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force
Distance
Moment Force Distance Moment
Item
IDs
It
ft-# Ibs ft ft-#
Heel Active Pressure
Surcharge over Heel
Toe Active Pressure
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
= 1,321.4 2.55 3,375.3 Soil Over Heel = 569.7 3.88 2.207.6
Sloped Soil Over Heel = 7.5 4.00 30.0
_ -75.6 0.61 -46.2 Surcharge Over Heel =
= Adjacent Footing Load =
A>val Dead Load on Stem =
Load @ Stem Above Soil =
Total = 1,245.7 O.T.M. = 3,329.1
Resisting /Overtuming Ratio = 2.15
Vertical Loads used for Soil Pressure = 2,684.8 Ibs
Vertical component of active pressure NOT used for soil pressure
DESIGNER NOTES:
Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions =
Footing Weight =
Key Weight =
Vert. Component =
200.0
1.25
250.0
611.5
2.90
1,773.9
173.2
3.33
577.3
743.8
2.13
1,580.5
379.2
1.91
725.5
Total = 2.684.8 Ibs R.M = 7,144.7
Axial live load NOT Included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
STEM,
\JEIZ—N 1 8.in Mas w/ #4 @ 16.in o/c
Solid Grout
"v?)Z: 44 e Ifo"o.c
FoOT�t�G
r�
TRAgAyE2St! #4 @16.in
@Toe
"4W \-L (2'�-#4
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2�TSl1EGL REAR KA4eD
RE-TAitJ1t, G WALL
N.T.S.
2.5
4 "T
4'4" 4' -B"
1101
3"
1• -7
u
LA COSTA ENGINEERING
Martell B. Montgomery, P.E.
2226 Faraday Avenue
Carlsbad, CA 92008
(760) 931.0290 marty_montgomery@yahoo.com
Title 4'•8' Rotscheck Rear Retaining Wall Page.
Job # 2010004 Dsgnr MBM Date: JAN 27,2010
Description....
4'.8" Rear Retaining Wall
This Wall in File: C:1Program Files1RP61rotscheck
www.retslnpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Reglstrationi: RP•1182635 RP2007 -R
Criteria
1,342 psi OK
Retained Height
4.33 ft
Wall height above soil =
0.33 It
Slope Behind Wall =
2.50: 1
Height of Soil over Toe =
4.00 in
Water height over heel =
0.0 it
Wind on Stem = 0.0 psi
Vertical component of active
lateral soil pressure options:
NOT USED for Soil Pressure.
NOT USED for Sliding Resistance.
NOT USED for Overturning Resistance
Surcharge Loads
1,342 psi OK
Surcharge Over Heel -
0.0 psf
NOT Used To Resist Sliding 8
Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding 8 Overturning
1,610 psf
Axial Load Applied to Stem
Axial Dead Load =
0.01bs
Axial Live Load =
0.0 the
Axial Load Eccentricity =
0.0 in
Design Summary
Sliding Cal" (Vertical Component NOT Used)
Wall Stability Ratios
823.6 lbs
Overturning =
2.61 OK
Sliding =
1.50 OK
Total Bearing Load = 2,389 lbs
...resultant ecc. = 6.76 in
Soil Pressure @ Toe =
1,342 psi OK
Soil Pressure @ Heel =
23 psi OK
Allowable =
1.500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,610 psf
ACI Factored @ Heel =
28 psi
Footing Shear @ Toe =
8.0 psi OK
Footing Shear @ Heel =
6.6 psi OK
Allowable =
75.0 psi
Sliding Cal" (Vertical Component NOT Used)
Lateral Sliding Force =
823.6 lbs
less 100% Passive Force= -
638.2 lbs
less 100% Friction Force = -
597.3 the
Added Force Req'd =
0.0 Ibs OK
....for 1.5 : 1 Stability =
0.0 Ibs OK
Soil Data
Allow Soil Bearing = 1,500.0 psi
Equivalent Fluid Pressure Method
Heel Active Pressure = 45.0 psf /ft
Toe Active Pressure = 45.0 psf /ft
Passive Pressure = 150.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
120.00 pcf
FoofingiSoil Friction
= 0.250
Soil height to ignore
12.00 in
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 It
...Height to Bottom = 0.00 ft
Footing Dimensions & Strengths
Toe Width =
0.67 ft
Heel Width -
2.83
Total Footing Width =
3.50
Footing Thickness =
12.00 in
Key Width =
12.00 in
Key Depth =
19.00 in
Key Distance from Toe =
0.67 it
fc = 2.500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pof
Min. As % =
0.0018
Cover @ Top = 2.00 in @ Bbn.= 3.00 In
Adjacent Footing Load
Top stem
Adjacent Footing Load =
0.0 lbs
Footing Width =
0.00 It
Eccentricity =
0.00 in
Wall to Fig CL Dist =
0.00 It
Footing Type
Line Load
Base AboveBelow Soil
8.00
=
at Back of Wall
0.0 it
Poisson's Ratio =
0.300
Stem Construction
Top stem
Stem OK
Design Height Above Ftf
it =
0.00
Wall Material Above "Ht"
=
Masonry
Thickness
=
8.00
Reber Size
=
# 4
Reber Spacing
=
16.00
Reber Placed at
=
Edge
Design Data
Medium Weight
Wind, W
1.300
Masonry Design Method
Po /FB +fa/Fa
=
0.510
Total Force @ Section
lbs =
419.4
Moment.... Actual
it-#=
608.6
Moment..... Allowable
=
1,193.2
Shear..... Actual
psi=
7.3
Shear..... Allowable
psi =
38.7
Wall Weight
=
78.0
Reber Depth 'd'
in =
5.25
LAP SPLICE IF ABOVE
in =
24.00
LAP SPLICE IF BELOW
in =
HOOK EMBED INTO FTG in =
6.00
Masonry Data
fm
psi=
1,500
Fs
psi=
20,000
Solid Grouting
=
Yes
Lead Factors
Building Code
CSC 2007
Modular Ration'
=
21.48
Dead Load
1.200
Short Term Factor
=
1.000
Live Load
1.600
Equiv. Solid Thick.
in=
7.60
Earth, H
1.600
Masonry Block Type
=
Medium Weight
Wind, W
1.300
Masonry Design Method
=
ASO
Seismic, E
1.000
Concrete Data
fc
psl=
Fy
psl =
LA CCSTA ENGINEERING Title 4' -8" Rotscheck Rear Retaining Wall Page -. __ _
Martell B. Montgomery, P.E. Job # : 2010004 Dsgnr MBM Date: JAN 27,2010
2226 Faraday Avenue Description_..
Carlsbad, CA 92008 4' -0" Rear Retaining Wall
(760) 931 -0290 marty_montgomery@yahoo.com This Wall in File: C:1Program FileslRP6lroischeck grading
tetain Pro 2007 , 24-Jul -2008, (c) 1989 -2008
r . retalnpro .comlwpponforlatestrelease Cantilevered Retaining Wall Design Code: CBC 2007
Footing Design Results
Toe
Heel
Factored Pressure = 1,610
28 psf
Mu': Upward = 519
0 ft-#
Mu': Downward = 80
0 ft-#
Mu: Design = 440
974 ft-#
Actual 1 -Way Shear = 7.98
6.62 psi
Allow 1 -Way Shear = 75.00
75.00 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing = # 4 @ 16.00 in
Toe: Not req'd, Mu < S' Fr
Heel Reinforcing = None Spec'd
Heel: Not req'd. Mu < S' Fr
Key Reinforcing = # 4 @ 12.00 in
Key: Not req d, Mu < S " Fr
Summary of Overturning & Resisting
Forces & Moments
..... OVERTURNING .....
.....RESISTING.....
Force
Distance
Moment
Force Distance
Moment
Rem Ibs
R
ft-#
Ibs ft
ft-#
Heel Active Pressure = 863.6
2.07
1,783.4 Soil Over Heel =
1,124.1 2.42
2,718.4
Surcharge over Heel =
Sloped Soil Over Hee! =
112.3 2.78
312.1
Toe Active Pressure = -40.0
0.44
-17.8 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 =
26.8 0.34
9.0
Surcharge Over Toe =
Stem Weight(s) =
363.5 1.00
364.7
Earth @ Stem Transitions=
Total = 823.6
O.T.M.
= 1.765.6 Footing Weighl =
525.0 1.75
918.8
Resisting /Overturning Ratio
=
2.61 Key Weight =
237.6 1.17
277.9
Vertical Loads used for Soil Pressure = 2,389.2 Ibs Vert. Component =
Vertical component of active pressure NOT used for
soil pressure Total =
2,3891 Ibs R.M.=
4,600.8
Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calrulation.
DESIGNER NOTES:
P_s•rA \ WA. WAN),
\\ N.N.s .
:s 2�
2.
SZt1�
y�c 8.in Mas w/ #4 @ 16.in o/c
Solid Grout
2 3,4
CAD"
I
SRC'- 12.in Mas w/ #4 @ 16.in o/c
Solid Grout i
- ,. /
8 „- -
ielvJ�iJS2_%; #4 @16.in
@Toe
N�Z' �3i-MR
KE`t
Aa Ke
i
4'-6' ,'
2'.a•
,•-a•
C-C I 944
v __t
6• '-o• 2 -3' VES�lpNq
MON l Fy
4
m
3._Ir �' N0. 50344
LA COSTA ENGINEERING Title : 6'-8" Rothsheck Retaining Wall Page:
Martell B. Montgomery, P.E. Job # ...New... Dsgnr: Date: OCT 22,2009
2226 Faraday Avenue Description....
Carlsbad, CA 92008 6' -8" Side Yard Retaining Wall
(760) 931 -0290 marty_monlgomery@yahoo.com This Wall in File: C:1Program Files1RPMrotscheck grading 1
Retain Pro 2007 24 -Jul -2008, (c) 1989 -2008
w . retalnpro .comfsupport for latestrelease Cantilevered Retaining Wall Design Code: CBC 2007
Registration 1i RP- 1182635 RP2007 -R
Criteria
1,483 psf OK
Retained Height =
6.33 ft
Wall height above soil =
0.33 ft
Slope Behind Wall =
2.00: 1
Height of Soil over Toe =
8.00 in
Water height over heel =
0.0 R
Wind on Stem = 0.0 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure,
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel - 0.0 Psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overtuming
Axial Load Applied to Stem
Axial Dead Load
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Design Summary
Wall Stability Ratios
Overturning = 2.33 OK
Sliding = 1.51 OK
Total Bearing Load = 3,375 Ibs
...resultant ecc. = 4.86 in
Soil Pressure @ Toe =
1,483 psf OK
Soil Pressure @ Heel =
317 psf OK
Allowable =
1.500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,313 psf
ACI Factored @ Heel =
281 psf
Footing Shear @ Toe =
11.7 psi OK
Footing Shear @ Heel =
17.5 psi OK
Allowable =
67.1 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
1.361.3 lbs
less 100% Passive Force = -
1,125.0 lb s
less 100% Friction Force = -
932.2 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5: 1 Stability =
0.0 Ibs OK
Load Factors -
Building Code
Dead Load
Live Load
Earth. H
Wind, W
Seismic, E
CBC 2007
1.200
1.600
1.600
1.300
1.000
Soil Data
Allow Soil Bearing = 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure = 45.0 psf1ft
Toe Active Pressure = 45.0 psf /ft
Passive Pressure = 250.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
120.00 pcf
FootingliSoll Friction
= 0.350
Soil height to ignore
Allowable
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to ToP = 0.00 It
...Height to Bottom = 0.00 ft
Stem Construction
Design Height Above Ftt It =
Wall Material Above "Ht" _
Thickness =
Rebar Size =
Reber Spacing =
Reber Placed at =
Design Data
fb /FB r fa/Fa =
Total Force @ Section Ibs =
Moment.... Actual ft-#=
Moment.....
Allowable
ft-#=
Shear.....
Actual
psi =
Shear.....
Allowable
psi =
Wall Weight
psf=
Rebar Depth 'd' in =
LAP SPLICE IF ABOVE in=
LAP SPLICE IF BELOW in=
HOOK EMBED INTO FTG in =
Masonry Data
fm psi=
Fs psi =
Solid Grouting =
Modular Ration'
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
ip Stem
Footing Dimensions & Strengths
Toe Width =
1.50 It
Heel Width -
2.25
Total Footing Width =
175
Footing Thickness =
12.00 in
Key Width =
12.00 in
Key Depth =
16.00 in
Key Distance from Toe =
0.50 ft
fc = 2,000 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top = 2.00 in @ Btm.= 3.00 in
'Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 It
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 It
Poisson's Ratio =
0.300
Stem OK
2.00
Masonry
8.00
# 4
16.00
Edge
2nd
Stem OK
0.00
Masonry
12.00
# 4
16.00
Edge
0.510 0.910
421.9 891.6
608.9 1,900.0
1,193.2 2,087.8
7.3 8.9
38.7 38.7
78.0 124.0
5.25 9.00
24.00 36.00
24.00
6.26
1,500 1,500
20,000 20,000
Yes Yes
= 21.48 21.48
1.000 1.000
in = 7.60 11.60
= Medium Weight
= ASO
PSI =
psi =
LA COSTA ENGINEERING Title : 6' -8" Rothsheck Retaining Wall Page:
Martell B. Montgomery, P.E. Job # ....New... Dsgnr Date: OCT 22,2009
2226 Faraday Avenue Description....
Carlsbad, CA 92008 6' -8" Side Yard Retaining Wall
(760) 931.0290 marty_montgomery@yahoo.com Thi. w =u i.. Fire r4D,nn nie.tDDat...."..r . ew ...�.r....
www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code: Csc 2007
Registration # : RP- 1182635 RP2007 -R
Footing Design Results
2.65 3,775.6
Soil Over Heel =
949.5
Toe
Heel
Surcharge over Heel =
Factored Pressure
= 1,313
281 psi
3.33
Mu' : Upward
= 1,765
471 it-#
Surcharge Over Heel =
Mu': Downward
= 423
2.698 ft-#
Surcharge Over Toe =
Mu: Design
= 1,342
2,227 ft-#
Actual 1 -Way Shear
= 11.74
17.48 psi
Axial Dead Load on Stem =
Allow 1 -Way Shear
= 67.08
67.08 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing
= # 4 @ 16.00 in
Toe: Not req'd, Mu < S • Fr
Heel Reinforcing
= None Spec'd
Heel: Not req'd, Mu < S' Fr
Key Reinforcing
= None Spec'd
90.0
Key: Not req'd. Mu < S' Fr
Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force
Distance
Moment Force Distance Moment
Item
Ibs
it
ft-# Ibs ft ftal
Heel Active Pressure = 1,423.8
2.65 3,775.6
Soil Over Heel =
949.5
3.13
2,967.2
Surcharge over Heel =
Sloped Soil Over Heel =
46.9
3.33
156.3
Toe Active Pressure = -62.5
0.56 -34.7
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 =
120.0
0.75
90.0
Surcharge Over Toe =
Stem Weight(s) =
611.5
1.90
1,162.4
Earth @ Stem Transitions=
173.2
2.33
404.1
Total = 1,361.3
O.T.M. = 3,740.8
Footing Weight =
562.5
1.88
1,054.7
Resisting /Overturning Ratio
= 2.33
Key Weight =
200.0
1.00
200.0
Vertical Loads used for Soil Pressure =
3,375.1 Ibs
Vert. Component =
711.6
3.75
2,668.3
Vertical component of active pressure used for soil pressure
Totals
3,375.1 Ibs
R.M. =
8.703.0
• Axial live load NOT included in
total displayed,
or used for overturning
resistance, but is included for soil pressure calculation.
DESIGNER NOTES
r
#4@16.ir
@Toe
,?t`�A,N1tJ4 wr'hL
CAa - srt-tA LOCANIOO9
8.in Mas w /#4 @16.in o/c 1'
-]Solid Grout
1 23.4
12.in Mas w/ #4 @ 16.in o/c
Solid Grout
-.0 3"
9
a No. 50344
. LA COSTA ENGINEERING Title Rotsheck Alt. Side Retaining Wall Page:
Martell B. Montgomery, P.E. Jab # : 2009046 Dsgnr: MBM Date: NOV 12,2009
2226 Faraday Avenue Description....
Carlsbad, CA 92008 6'$' Side Yard Retaining Wall
(760) 931.0290 marty_montgomery@yahoo.com This Wall in File: C:1Program Files%RP6lrotscheck grading
Retain Pro 2007 ,24- Jul- 2008,(c)1989 -2008
w .retalnpro.coMSUppon for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registratftat •: RP•11e2WS RP2007•R
Criteria
1,057 psf OK
Retained Height =
6.33 ft
Wall height above soil =
0.33 ft
Slope Behind Wall =
2.00: 1
Height of Soil over Toe =
8.00 in
Water height over heel =
0.0 ft
Wind on Stem = 0.0 psf
Vertical component of active
lateral soll pressure options:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
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 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Design Summary
Wall Stability Ratios
Overturning = 2.18 OK
Sliding = 1.52 OK
Total Bearing Load = 2,371 lbs
...resultant ecc. = 5.04 in
Soil Pressure @ Toe =
1,057 psf OK
Soil Pressure @ Heel =
208 psf OK
Allowable =
1,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
853 psf
ACI Factored @ Heel =
168 psf
Footing Shear @ Toe =
7.9 psi OK
Footing Shear @ Heel =
0.0 psi OK
Allowable =
67.1 psi
Sliding Cellos (Vertical Component NOT Used)
Lateral Sliding Force =
1,146.4 lbs
less 100% Passive Force = -
1.125.0 lbs
less 100% Friction Force = -
618.5 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors
= 120.00 pcf
Building Code
CBC 2007
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.300
Seismic, E
1.000
Soil Data
Allow Soil Bearing = 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure = 45.0 psf /ft
Toe Active Pressure = 45.0 psf/ft
Passive Pressure = 250.0 psf /ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
120.00 pcf
FoobngIlSoil Friction
= 0.350
Soil height to ignore
=
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #rft
...Height to Top = 0.00 It
...Height to Bottom = 0.00 it
Stem Construction
2.75 If
Design Height Above Ftg
ft=
Wall Material Above "Ht"
_
Thickness
=
Reber Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
60,000 psi
fb /FB + fa/Fa
=
Total Force @ Section
lbs =
Moment.... Actual
ft-#=
Moment..... Allowable
ft-#=
Shear..... Actual
psi=
Shear..... Allowable
psi=
Wall Weight
psf=
Reber Depth 'd'
in =
LAP SPLICE IF ABOVE
in=
LAP SPLICE IF BELOW
in =
HOOK EMBED INTO FTG in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
Modular Ratio 'n'
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
Footing Dimensions & Strengths
Toe Width =
2.75 If
Heel Width =
1.00
Total Footing Width =
3.75
Footing Thickness =
12.00 in
Key Width =
12.00 in
Key Depth =
16.00 in
Key Distance from Toe =
0.50 it
fc = 2,000 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top = 2.00 in @ Btm.= 3.00 in
Adjacent Footing Load
Adjacent Footing Load =
0.0 lbs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Fig CL Dist =
0.00 It
Footing Type
Line Load
Base Above/Below Soil
=
at Back of wan
0.0 ft
Poisson's Ratio =
0.300
Sp tem
Stem OK
2.00
Masonry
6.00
# 4
16.00
Edge
2nd
Stem OK
0.00
Masonry
12.00
# 4
16.00
Edge
0.510 0.810
421.9 891.6
608.9 1,900.0
1,193.2 2,087.8
7.3 8.9
38.7 38.7
78.0 124.0
5.25 9.00
24.00 36.00
24.00
6.26
1,500 1,500
20,000 20,000
Yes Yes
2148 21.48
= 1.000 1.000
in= 7.60 11.60
• Medium Weight
• ASO
Psi =
psi =
. LA COSTA ENGINEERING Title Rotsheck Alt. Side Retaining Wall Page:
Martell B. Montgomery, P.E. Job # 2009046 Dsgnc MBM Date NOV 12,2009
2226 Faraday Avenue Description....
Carlsbad, CA 92008 8'-8' Side Yard Retaining Wall
(760) 931 -0290 marty_montgomery@yahoo.com This Wall In File: C:113rogram Files1RPMrotscheck grading
Retain Pro 2007 , 24 -Jul -2008, (c) 1989 -2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP- 1182635 RP2007 -R
Footing Design Results
1.38
302.5
Toe Heel
3.15
Factored Pressure
= 853 168 psf
3.58
Mu': Upward
= 3,015 0 ft-#
1.88
Mu': Downward
= 1,242 0 ft-#
1.00
Mu: Design
= 1,773 0 ft-#
3.75
Actual 1 -Way Shear
= 7.91 0.00 psi
Allow 1 -Way Shear
= 67.08 0.00 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing
= # 4 @ 16.00 in
Toe: Not req'd, Mu < S ' Fr
Heel Reinforcing
= None Specd
Heel: Not req'd, Mu < S ' Fr
Key Reinforcing
= None Spec'd
Key: Not req'd, Mu < S ' Fr
FS—Ummary of Overturning & Resisting
Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance
Moment Force Distance Moment
Item
Ibs ft
ft-# Ibs it ft-#
Heel Active Pressure
Surcharge over Heel
Toe Active Pressure
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
1,208.9 2.44 2,953.7 Soil Over Heel =
Sloped Soil Over Heel =
-62.5 0.56 -34.7 Surcharge Over Heel =
= Adjacent Footing Load =
Axial Dead Load on Stem =
Load @ Stem Above Soil =
Total = 1,146.4 O.T.M. = 2,919.0
Resisting /Overturning Ratio = 2.18
Vertical Loads used for Soil Pressure = 2,371.3 Ibs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions=
Footing Weight =
Key Weight =
Vert. Component =
3.75
3.75
220.0
1.38
302.5
611.5
3.15
1,926.7
173.2
3.58
620.6
562.5
1.88
1,054.7
200.0
1.00
200.0
604.1
3.75
2,265.5
Total a 2,371.3 Ibs R.M 2 6,370.1
Axial live load NOT included in total displayed or used for overtumirg
resistance, but is included for soil pressure calculation.
SAM
8.in Mas w/ #4 @ 16.in o/
Solid Grout
F'�Q�2'• �C�b "o•c
Fes` If�C
#4@16.in
@Toe
W�Q.�z' CZ•�-'►'i
?—MSA C Wc6k YARD
MN.S.
Ya
LA COSTA ENGINEERING Title : Rotscheck Rear Retaining Wall Page:
Martell B. Montgomery, P.E. Job # : 2009039 Dsgnr MBM Dale: OCT 15,2009
2226 Faraday Avenue Description....
Carlsbad, CA 92008 V -8" Rear Retaining Wall
(760) 931 -0290 marty_montgomery@yahoo.com nod. W =u in pu. eno......�..,
www.retainpro.cum/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Reglsfrallonif: RP- 1181635 RP2007 -R
Criteria
1,469 psf OK
Retained Heigh =
4.33 ft
Wall height above soil =
0.33 ft
Slope Behind Wall =
2.00: 1
Height of Soil over Toe =
4.00 in
Water height over heel =
0.0 ft
Wind on Stem = 0.0 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel - 0.0 psf
Used To Resist Sliding 8 Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding 8 Overturning
Axial Load Applied to Stem
A>oal Dead Load = 0.0 Ibs
Abal Live Load = 0.0 lbs
A>aal Load Eccentricity = 0.0 in
Design Summary
Wall Stability Ratios
Overturning = 2.28 OK
Sliding = 1.51 OK
Total Bearing Load = 2,199 Ibs
...resultant eoc. = 4.61 in
Soil Pressure @ Toe =
1,469 psf OK
Soil Pressure @ Heel =
130 psf OK
Allowable =
1,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,425 psf
ACI Factored @ Heel =
126 psf
Footing Shear @ Toe =
52 psi OK
Footing Shear @ Heel =
10.9 psi OK
Allowable =
67.1 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
803.2 Ibs
less 100% Passive Force = -
586.8 Ibs
less 100% Friction Force = -
622.0 Ibs
Added Force Req d =
0.0 Ibs OK
....for 1.5: 1 Stability =
0.0 Ibs OK
Load Factors
=
Building Code
CBC 2007
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.300
Seismic, E
1.000
Soil Data
Allow Soil Bearing = 1.500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure = 45.0 psf/ft
Toe Active Pressure = 45.0 psf/ft
Passive Pressure = 250.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
120.00 pd
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
Stem Construction
0.50ft
Design Height Above Fit
ft =
Wall Material Above "Ht"
_
Thickness
=
Rebar Size
=
Reber Spacing
=
Rebar Placed at
=
Design Data
60,000 psi
Footing Concrete Density =
fb /FB + fa/Fa
=
Total Force @ Section
Ibs =
Moment.... Actual
ft-#=
Moment ..... Allowable
=
Shear..... Actual
psi=
Shear..... Allowable
psi =
Wall Weight
=
Reber Depth 'd'
in =
LAP SPLICE IF ABOVE
in =
LAP SPLICE IF BELOW
In =
HOOK EMBED INTO FTG In =
Masonry Data
I'm
psi =
Fs
psi =
Solid Grouting
=
Modular Ration' _
Short Term Factor =
Equiv. Solid Thick. in =
Masonry Block Type =
Masonry Design Method = ASD
Concrete Data
f c psi =
Fy psi=
Footing Dimensions &Strengths
Toe Width =
0.50ft
Heel Width
2.25
Total Footing Width =
2.75
Footing Thickness =
12.00 in
Key Width =
8.00 in
Key Depth =
10.00 in
Key Distance from Toe =
0.50 ft
fc = 2,000 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pd
Min. As % =
0.0018
Cover @ Top = 2.00 in @ Bbn.= 3.00 in
Adjacent Footing Load
A
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Fig CL Dist =
0.00 it
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
Stem OK
0.00
Masonry
8.00
# 4
16.00
Edge
0.510
419.4
608.6
1,193.2
7.3
38.7
78.0
5.25
24.00
X4111 _
1,500
20,000
Yes
21.48
1.000
7.60
Medium Weight
LA COSTA ENGINEERING Title Rotscheck Rear Retaining Wall Page:
Martell B. Montgomery, P.E. Job IF 2009039 Dsgnr MBM Date: OCT 15,2009
2228 Faraday Avenue Description....
Carlsbad, CA 92008 4' -8" Rear Retaining Wall
(760) 931 -0290 ma tv montgomery @yahoo com
This Wall in File: C:1Program FilesIRP6 \rotscheck grading 1
Retain Pro 2007 . 24Jul -2008, (c) 1989 -2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: cec 2007
Registration #: 1182635 RP2007 -R
Footing Design Results I
567.2
Key Weight = 83.3 0.83
Toe Heel
Vert. Component = 421.4 2.75
Factored Pressure
= 1,425 126 psf
3,881.6
Mu' : Upward
= 293 0 ft-#
Mu' : Downward
= 51 0 fl
Mu: Design
= 243 974 ft-#
Actual 1 -Way Shear
= 5.21 10.92 psi
Allow 1 -Way Shear
= 67.08 67.08 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing
= # 4 @ 16.00 in
Toe: Not read, Mu < S' Fr
Heel Reinforcing
= None Spec'd
Heel: Not reg'd, Mu < S' Fr
Key Reinforcing
= # 4 @ 12.00 in
Key: Not rei Mu < S' Fr
Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance
Moment Force Distance Moment
Hem
Ibs It
ft-# flits R ft-#
Heel Active Pressure
Surcharge over Heel
Toe Active Pressure
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
= 843.2 2.04 1,720.6 Soil Over Heel
Sloped Soil Over Heel
FDA =rx_7
Load @ Stem Above Soil =
-17.8
Total = 803.2 O.T.M. = 1,702.8
ReslstinglOvertuming Ratio = 2.28
Vertical Loads used for Soil Pressure = 2,198.6 Ibs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Welght(s) _
Earth @ Stem Transitions=
822.7 1.96 1,611.1
75.2 2.22 167.1
20.0 0.25 5.0
363.5 0.83 302.9
Footing Weight = 412.5 1.38
567.2
Key Weight = 83.3 0.83
69.4
Vert. Component = 421.4 2.75
1,158.8
Total. 2,198.6 be R.M.-
3,881.6
' Axial live load NOT included In total displayed or used for overturning
resistance, but is included for soil pressure calculation.
8.in Mas
#4 @16.in
@Toe
�ZE7CSt4�c.Y� R��1D. `iRa -D
CAL,. STetA wc/tT1��
,LA COSTA ENGINEERING
Martell B. Montgomery, P.E.
2226 Faraday Avenue
Carlsbad, CA 92008
(760) 931 -0290 marty_montgomery@yahoo.com
Title . Rotsheck Alt. Rear Retaining Wall Page:
Job # 2009046 Dsgnr: MSM Date: NOV 12,2009
Description....
4' -8" Rear Yard Retaining Wall
This Wall in File: C:1Program FileslRP6 \rotscheck
www.retampro.comrsupport for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration lit : RP- 1182635 RP2007 -R
Criteria
767 psf OK
Retained Height
4.33 It
Wall height above soil =
0.33 It
Slope Behind Wall =
2.00: 1
Height of Soil over Toe =
4.00 in
Water height over heel =
0.0 ft
Wind on Stem = 0.0 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure,
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel - 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psi
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
[Desililn Summary
Wail Stability Ratios
Overturning = 2.25 OK
Sliding = 1.53 OK
Total Bearing Load = 1,307 Ibs
...resultant am. = 3.37 In
Soil Pressure @ Toe =
767 psf OK
Soil Pressure @ Heel =
184 psf OK
Allowable =
1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
692 psi
ACI Factored @ Heel =
166 psi
Footing Shear @ Toe =
5.0 psi OK
Footing Shear @ Heel =
5.0 psi OK
Allowable =
67.1 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
609.2 Ibs
less 100% Passive Force= -
586.8 lb
less 100% Friction Force = -
344.0 IN
Added Force Req'd =
0.0 Ibs OK
....for 1.5 : 1 Stability =
0.0 Ibs OK
Load Factors
608.6
Building Code
CBC 2007
Dead Load
1.200
Live Load
1.600
Earth. H
1.600
Wind, W
1.300
Seismic, E
1.000
Soil Data
Allow Soil Bearing = 1.500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure = 45.0 psf/ft
Toe Active Pressure = 45.0 psf/ft
Passive Pressure = 250.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
120.00 pcf
FootingljSoil Friction
= 0.350
Soil height to ignore
Footing Thickness =
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Tor = 0.00 ft
...Height to Bottom = 0.00 ft
$telil Construction Top Stem
Stem OK
Footing Dimensions & Strengths
Toe Width =
2.00 It
Heel Width -
0.75
Total Footing Width =
2.75
Footing Thickness =
12.00 in
Key Width =
8.00 in
Key Depth =
10.00 In
Key Distance from Toe =
0.50 ft
fc = 2,000 psi Fy =
60.000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top = 2.00 in @ Btm.= 3.00 in
Adjacent Footing Load
ft=
Adjacent Footing Load
0.0 IbS
Footing Width =
0.00 It
Eccentricity =
0.00 in
Wall to Fig CL Dist =
0.00 It
Footing Type
Line Load
Base Above/Below Soil
=
=
at Back of Wall
0.0 it
Poisson's Ratio =
0.300
Design Height Above Fit
ft=
0.00
Wall Material Above "Ht"
=
Masonry
Thickness
=
8.00
Reber Size
=
# 4
Rebar Spacing
=
16.00
Reber Placed at
=
Edge
Design Data
ib/FB i fa/Fa
=
0.510
Total Force @ Section
Ibs =
419.4
Moment.... Actual
ft-#=
608.6
Moment..... Allowable
=
1,193.2
Shear..... Actual
psi =
7.3
Shear ..... Allowable
psi =
38.7
Wall Weight
=
78.0
Reber Depth 'd'
in =
5.25
LAP SPLICE IF ABOVE
in =
24.00
LAP SPLICE IF BELOW
in =
HOOK EMBED INTO FTG in =
6.00
Masonry Data
I'm
psi =
1,500
Fs
psi =
20,000
Solid Grouting
=
Yes
Modular Ration'
=
21.48
Short Term Factor
=
1.000
Equiv. Solid Thick.
in=
7.60
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
ASD
Concrete Data
fc
psi =
Fy
psi =
-A COSTA ENGINEERING Title Rotsheck AIL Rear Retaining Wall Page:
Martell B. Montgomery, P.E. Job # : 2009046 Dsgnr. MBM Date: NOV 12,2009
2226 Faraday Avenue Description....
Carlsbad, CA 92008 4' -8' Rear Yard Retaining Wall
(760) 931 -0290 marty_montgomery@yahoo.com This Wall in File: C:1Program Files1RP61rotscheck grading I
Retaln Pro 2007, 24-Jul -2008, (c) 1989 -2008
www.retalnpro.comisupport for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Reglstration # : RP- 1182635 RP2007 -R
Footina Desian Results
Summary of Overturnina & Reslatina Forces & Moments
Toe
Heel
Factored Pressure
= 692
166 psf
Mu' : Upward
= 1,300
6 it-#
Distance
Mu': Downward
= 535
68 ft-#
Ills
Mu: Design
= 765
63 ft-#
Soil Over Heel =
Actual t -Way Shear
= 5.03
5.02 psi
Surcharge over Heel =
Allow 1 -way Shear
= 67.08
67.08 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing
= # 4 @ 16.00 in
Toe: Not req'd, Mu < S' Fr
Heel Reinforcing
= None Spec'd
Adjacent Footing Load =
Heel: Not req'd, Mu < S' Fr
Key Reinforcing
= # 4 @ 12.00 in
Adjacent Footing Load =
Key: Not req'd, Mu < S' Fr
Summary of Overturnina & Reslatina Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force Distance Moment
Force
Distance
Moment
Rem Ibs ft ft-#
Ills
It
ft-#
Heel Active Pressure = 649.2 1.79 1,162.5
Soil Over Heel =
43.3
2.71
117.3
Surcharge over Heel =
Sloped Soil Over Heel =
0.2
2.72
0.6
Toe Active Pressure = -40.0 0.44 -17.8
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 =
80.0
1.00
80.0
Surcharge Over Toe =
Stem Weight(s) =
363.5
2.33
848.1
Earth @ Stem Transitions =
Total = 609.2 O.T.M. = 1,144.7
Footing Weighl =
412.5
1.38
567.2
Resisting /Overturning Ratio = 2.25
Key Weight =
83.3
0.83
69.4
Vertical Loads used for Soil Pressure = 1,307.3 Ibs
Vert. Component =
324.4
2.75
892.2
Vertical component of active pressure used for soil pressure
Total =
1,307.3
Ibs R.M.=
2,574.8
' Axial live load NOT included in total displayed, or used for
overWmirg
resistance, but Is Included for soil pressure calculation.
DESIGNER NOTES: