HomeMy WebLinkAboutCT 16-02; OCEAN CONDOMINIUMS; SHORING DESIGN REPORT; 2020-12-07SHORING DESIGN REPORT
Ocean Condominiums, Carlsbad, CA
CT 16-02 / GR19-0028
PREPARED BY:
MMM (ffKwp OR
Geoscience & Lngioeenng Consultants
RECEIVED
TGI Project No. 19.00911-210
December 7, 2020
DEC 112020
LAND DEVELOPMENT
ENGINEERING
LarrR. Taylor, RCE, GE
RCE 58274, Expires 06/30/2022
GE 2602, Expires 06/30/2022
4W
On No. 2602 rn
cc xp.i0i:' 1:
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Copyright@2009 - 2019 Deep Excavation LLC: www.deepexcavation.com A program for the evaluation of deep
excavations Deep Excavation LLC, New York, New York, www.deepexcavation.com
THIS PROGRAM IS PROTECTED BY U.S. COPYRIGHT LAWS AS DESCRIBED IN THE EULA. UNAUTHORIZED
COPYING IS PROHIBITED. LICENSED TO: Deep Excavation LLC BY DEEP EXCAVATION LLC UNDER SPECIFIC
LICENCE. This report has printed because the user has accepted responsibility as described in the disclaimer and EULA
File: \\TAYLORGROUPNAS\TGI Projects\0091 I Ocean Condominiums\Shoring Design\
GENERAL CALCULATION ASSUMPTIONS
DEEPxcav is a program that simulates the behavior of flexible vertical retaining walls. With DeepXcav it is possible to
simulate all the different stages of an excavation.
The program is able to perform both classical limit-equilbrium as well non linear analysis solutions.
For the ion linear analysis a FEM model is used. The FEM model follow the well known beam on elasto plastic foundation
approach. The wall is modeled using BEAM elements, the soil is simulate using a double system (for each part of the wall)
of elasto plastic springs with
an spring connected on each node of the beam elements.
The excavation analysis can be performed performed through the following analysis methods:
Classic analysis with limit-equilbrium.
Non linear analysis : every stage represents an excavation phase with a defined configurations of excavations, loads,
etc.
Bracing supports in the non-linear analysis have to be activated in a separate stage.
The non linear analysis has been performed using a full Newthon Raphson approach.
-.---.
CONVENTIONS AND REFERENCE COORDINATE SYSTEMS
Loads, inelastic displacements, support reactions and displacements, are all referred to a rigth positive coordinate system
with Z axis upward and positive x axis towards the right. The axis refers to the out-of-plane coordinate.
Removed soil prior to Beam elements modeling
anchor installation th flexible wall
pvw *
Iv—.. Spring element
VYW
-------------------------------
-----------------------
Removed soil after — w anchor installation iw, -ø -------------------
Initial Free Field
Intermediate
excavation level
Final. Excavation Level
modeling the
ground anchor
I
Downhill wedge —
TRUSSEWNT
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FORCE O.EMENTORtE PER UNIT OUT-01.PI.AM DEPTH (4VE TtNS'fDt1
M0MENT CWYV4T MOMENT PER UNIT WT'Oc-PANE DEPTH
) SLAB OWALtS
VAICARATFOSFETIGE
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4.. MB :MOMENTATLAST EDGE
S. AXIAL :AXL4L FORCE
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V XItOT:ROTATIDC'I
3 YRE.ACT: HORIZONTAL REACTION .
4 XMOMRLAE. MOMENT 2EACION
Checking of cross sections is performed according to the coordinate systems showed in the next figure
- X axis follow the 2 nodes direction of the beam elements, positive going from the first to the secondo node
- Considering for example the rectangular section V axis is parallel to the base and Z axis is parallel to the height
Conventions used for actions are:
)' Tom thur
L FOC! flEMENT FORCE PER IJNr1 01ff or PLANE DEPTh (WE TENSION)
I STRESS ELEMENT STRESS
> REAM Figure T Ma L VA:SHEARATc4RsTEDGE
2. V SHEAR &T LAST EDGE
I
4. M: MOMENT A1 LAST EDGE
MA MOTA1TllR5T EDGE
zL1
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PLASTIC. PtASRCSTRAIN W We
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FORM tEMtNffORC1 PER uPTEJT-c PtANEDEPThH'VETENSDAJ Rgure. Beam Eemem Results
> cLArEtAsTlcwpc1)
FORCE ELEMENTO10E PER JNrr0UT-O-P1ANt DEPTh (4VE TENSION)
2.• MOMENT:,EII14T MOMENT PER UP4T at TGcPtANE DEPTh
> S rIASLAB TV.PTWOWALES
L. VA SHEAR AT FIRST EDGE
VV SHEAR ATLA&TEDGt
9. MA MOMENTATFIRSTEDGE
4 MS :MOISIENTAI LAST EDGE
S AXIAL : AXIAL FORCE,
1611-Of ih6m.,
) N0E1VARAPU3
1. YDISPI. : LATERAL DISPLACEMENT
L. XROTRTAtOe
YRCT:tIOIUZOHTAI. REACTION
4 Xt MOMtNflWAC11ON
DESIGN CODES
Available structural codes (for determining the structural capacity of walls and supports) are:
- AISC ASD 9th Edition, 1989
- AISC LRD 2nd Edition, 2003
- AISC LRFD 3rd Edition, 2008
- ACl 318-2008
- CSLP, Istruzioni per lapplicazione delle Notme tecniche per le costruzioni di cui al DM 14/1/2008"
- DM 2008 - Norme tecniche per le costruzioni
- EC2 1-1 :2004, Eurocode 2 - Design of concrete structures
- Ec3 1-1:2005, Eurocodice 3 - Design of steel structures
- Ec3 5:2002, Eurocodice 3 - Design of steel sheet piles walls
- Ec8:2004 - Seismic design of structures
In some cases, overall safety factors may have to be applied when using codes that produce ultimate capacities.
These safety factors can be changed in the design tab.
STRUCTURAL MATERIALS DATA
Steel
Name Strength Fy Fu Elastic E Density
(ksi) (ksi) (ksi) (kcf)
A-36 36 68 29000 0.49
A-SO 50 64 29000 0.49
Concrete
Name Strength Fc Elastic E Density g Tension strength Ft
(ksi) (ksi) (kcf) (% of Fc')
3 ksi Concrete 3 3122.02 0.15 10
4 ksi Con rete 4 3605 0.15 10
5 ksi Conrete 5 4030.51 0.15 10
Steel rebar
Name Strength Fy Elastic E
(ksi) (ksi)
Grade 60 60 29000
Grade 75 75 29000
Grade 80 80 29000
Grade 150 150 29000
Strands 270 ksi 270 29000
Wood
Name Ultimate Bending Srtength Fbu Ultimate Tensile Strength Ftu Ultimate Shear Strength Fvu Density g Elastic E
(ksi) (ksi) (ksi) (kcf) (ksi)
Construction limb 4.7 4.12 2.66 0.05 1000
Regular grade 2.94 2.94 2 0.05 800
Pacific Coast Dougl 7.2 5.88 0.38 0.05 1250
Red Pine 7.2 5.88 0.28 0.05 1280
Southern Pine 7.06 5.88 0.37 0.05 1500
STEEL
Name=material name
fy=fyk= characteristC resistance for steel (for all the codes)
Fu=fuk= ultimate resistenCe for steel (for all the Codes)
Elastic E= Elastic modulus
Density g= specific weight
CONCRETE
Name=material name
fc=fck= cylindrical resistance for Concrete (for all the codes)
Elastic E= Elastic modulus
Density g= specific weight
Tension strength=ft=fctk= characteristic tension resistance for concrete
STEEL REBARS
Name=material name
fy=fyk= characteristic resistance for steel (for all the codes)
Fu=fuk= ultimate resistence for steel (for all the codes)
Elastic E= Elastic modulus
Density g= specific weight
WOOD
Name=material name
Fb=fbk= Ultimate bending strength
Ftu=ftuk= Ultimate tensile strength
Fvu=fvuk= Ultimate shear strength
Density g= specific weight
Elastic E= Elastic modulus
DESIGN APPROACHES AND COMBINATION FACTORS
The Design Approaches (from Codes or Customized by the user) and related safety factors are the following:
Ftan fr=mult factor for friction angle
F C= safety factor on effective cohesion (Eurocode 7 methods)
F Su= safety factof for undrained shear strength (Eurocode 7 methods)
F EQ= Load factor for seismic loads
F perm load= Load factor for permanent loads (dead load, etc)
F temp load= Load factor on live loads and other temporary loads
F perm supp= Reduction factor for resistance for pull out checking of permanent tiebacks
F temp supp= Reduction factor for resistance for pull out checking of temporary tiebacks
F earth Dstab= Load factor for driving earth pressures, unfavorable (on retained side)
F earth stab= Safety factor for passive pressures, favorable (on excavation side)
F GWT Dstab (ground water)= Load factor for driving water pressures, unfavorable
F GWT stab (ground water)= Load factor for resisting water pressure, favorable
F HYD Dstab= Load factor for hydraulic heave, unfavorable (hydraulic checking)
F HYD stab= Resistance factor fo hydraulic heave, favorable (hydraulic checking)
F UPL Dstab= Load factor for upl ft check, unfavorable
F UPL stab= Resistance factor for uplift check, favorable
Stage Design Code Design Case F(tan F F F F)perm F)temp F(perm F)temp F Earth F Earth F GWT F GWT F HYD F HYD F IJPL F UFL
Name fr) (c) (Su) (EQ) load) load) sup) sup) )Dstab) I (stab) (Dstub) (stub) (Dutab) (stab) (Ostab) (stab)
g CALTRANS LRF Eatreme I 1 1
1
1 1 1.35 0.5 1.11 1
1 CALTRANS LRFI Extreme I 1 1 1 1 1.35 0.5 1.11 1 1.35 1 1 1 1 1 1 1
SOIL DATA
Name g tot g dry Frct C Su FRp FRcv I Eload rEur kAp kPp kAcv kPcv Vary Spring Co(or
(pci) (pci) (deg) (psf) (psf) (deg) (deg) (kst) (-) NL NL NL NL Mode)
Qafu 124 105 27 1000 N/A N/A N/A 300 3 038 2.66 N/A N/A True Linear
Qopw 120 107 38 35 N/A N/A N/A 400 3 o: 4 N/A N/A True Linear
Qop 130 115 37 100 N/A N/A N/A 300 3 0.25 4.02 N/A N/A True Linear
Qafe 124 113 33 1 50 1 N/A N/A N/A 10000 1 3 0.3 3.39 N/A I N/A I True I Linear
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkmn qNails kS.nails PL
V (clays) (clays) - - (0 to 1) (0 to 1) (psi) (psi) (k/ft3) (ksi)
Qafu 0.35 - - 0.546 0.5 - - 20 13.3 20 -
Qopw 0.32 - - 0.384 0.5 - - 30 20 30 -
Qop 0.3 - - 0.398 0.5 - - 40 26.7 70 -
Qafe 0.33 - - 0.455 0.5 - - 100 56.7 200 -
gtot = total soil specific weight
gdry = dry weigth of the soil
Frict = friction angle
C = effective cohesion
Su = Undrained shear strength (only for CLAY soils in undrained conditions, used as a cutoff strength in NL analysis)
Evc = Virgin compression elastic modulus
Eur = unloading/reloading elastic modulus
Kap = Peak active thrust coefficient (initial value, may be modified on each stage according to analysis settings).
Kpp =Peak passive thrust coefficient (initial value, maybe modified on each stage according to analysis settings).
Kacv = Constant volume active thrust coeff (only for clays, initial value)
Kpcv = Constant volume passive thrust coeff (only for clays, initial value).
Spring models= spring model (LIN= constant E over the soil layer height, EXP=exponential, SIMC=sirnplified winkler)
LIN= Linear-Elastic-Perfectly Plastic,
EXP: Exponential, SUB: Modulus of Subgrade Reaction
SlMC= Simplified Clay mode
[THIS PAGE IS INTENTIONALLY BLANK]
GEOTECHNICAL DESIGN REPORT
PROPOSED OCEAN CONDOMINIUM PROJECT
2501 STATE STREET
CARLSBAD, CALIFORNIA
CT 16-02 / GR2019-0028 I DWG 519-5A
Prepared for:
Ocean 17 GP, LLC
234 Venture Street, Suite 100
San Marcos, CA 92078
TGI Project No. 19.00911
Updated April 24, 2020
o 7EI EJULI UE11 O
Geotechnical Engineering
Civil Engineering
Environmental Site Assessment
TGI Project No. 19.00911
2501 State Street, Carlsbad, California
Revised April 24, 2020 1
6.5.9 Sump Pumps
The recommended back drainage systems are intended to prevent building up of hydrostatic
pressure behind retaining walls. The subdrains shall discharge to suitable locations. In the partial
basement of the proposed structure, it is anticipated that a sump pump may be necessary to
discharge any collected water.
Groundwater was not encountered during exploration on the Site to a maximum depth of 20 feet
below the ground surface. Based on information in TGl's files for other projects in the immediate
vicinity of the project site, groundwater is estimated to be at a depth of 25 to 30 feet below the
ground surface. Therefore, a groundwater table is not expected to interact with the subdrain
systems. However, water entering the subgrade from irrigation, precipitation, and other sources
could potentially affect the retaining walls.
Based on these considerations, the sump pumps would not be expected to pump groundwater, but
it may be required to pump nuisance water from sources such as irrigation and/or precipitation. For
design purposes, a minimum flow of 5 gallons per minute may be utilized in the design of sump
systems.
6.6 TEMPORARY EXCAVATIONS
Excavations on the order of 10 to 13 feet below the existing ground surface are anticipated for remedial
grading operations and construction of the proposed project. Excavations on the site are expected to
expose existing fill soils, weathered native soils, and terrace deposits. The clayey fill soils and terrace
deposits are suitable for vertical excavations up to a maximum height of 5 feet, where not surcharged by
adjacent traffic or existing structures. The cohesionless (sandy) weathered native soils are not suitable for
vertical excavations. Surcharged excavations should be shored. Excavations greater than 5 feet in vertical
height should be sloped or shored in accordance with the recommendations below.
Adequate support for property lines, existing structures, and existing improvements shall be maintained at
all times. In general, excavations exposing the clayey fill soils should be performed in accordance with Cal-
OSHA requirements for Type B soils. Excavations exposing cohesionless (sandy) soils may be performed
in accordance with Type C soils. Site safety and the stability of temporary excavations will be the
contractor's responsibility.
Excavations for remedial grading operations will be in close proximity to the property lines and existing
offsite structures around the perimeter of the Site. Due to the anticipated heights of the excavations, and
the presence of offsite structures and improvements, it is recommended excavations around the perimeter
of the Site be shored. Soldier piles and timber lagging are recommended for shoring. Shoring parameters
are provided in the following section.
Depending on the sequence of building construction and replacement of underground utilities along the
northern portion of the Site, there may be sufficient space to utilize sloped excavations during grading and
utility installation. Where sufficient space is available, temporary un-surcharged sloped excavations may
be sloped in accordance with Cal-OSHA guidelines. The maximum vertical height of sloped excavations
should not exceed 13 feet in height. Uniform sloped excavations do not have any vertical component.
Sloped excavations with vertical cuts at the toe are not recommended.
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TGI Project No. 19.00911
2501 State Street, Carlsbad, California
Revised April 24, 2020
It is recommended all excavations shall be observed by a representative of the geotechnical engineer so
that modifications of the excavations can be made if variations in the earth material conditions occur.
6.6.1 Temporary Shoring
Based on the above, it is recommended excavations around the perimeter of the Site should be
supported using a temporary shoring system. There may be sufficient space on the northern
perimeter of the Site for sloped excavations. We recommend soldier beam and lagging type
shoring. Due to the relatively shallow depth of the shoring system, it is recommended the soldier
piles be designed as cantilevers.
Parameters for design of temporary shoring are provide in the following table. Additional active
pressure should be added to the design where the shoring would be surcharged by adjacent traffic
or structures. Traffic surcharge (including construction traffic) is provided in Table 6.2 below.
Buildings and other structures (including the retaining wall and slope on the south side of the site)
shall be considered surcharging where a 1:1 plane projected down and away from the bottom of
the structure intersects the shoring bulkhead. Where surcharge conditions are present, the shoring
engineer shall incorporate an appropriate surcharge pressure into the shoring design. The
surcharge pressure shall be based on suitable load estimates of the existing structure as
determined by a qualified engineer. TGI can provide surcharge pressures if provided with suitable
building loads.
Design of temporary shoring shall be based on the following parameters:
Table 6.2.
Parameter Value
Active EFP (shoring up to 15 feet high) 45 lb/ft3
Allowable Passive EFP 390 lb/ft3 up to 3,900 psf maximum
Traffic Surcharge 100 lb/ft2
Hydrostatic Pressure None
If desired, the soil properties provided in the following Table 6.3 may also be utilized for shoring
design.
Table 6.3. Soil Properties for Temporary Shoring Design
. Formational . . In-Situ Unit . I Dry Unit . I Phi Angle . Cohesion
Material Weight Weight (Degrees) (lbs/ft2)
(lbs/ft3) (lbs/ft3)
Existing Fill 124 105 27 1,075
Weathered 120 107 38 35 Terrace Deposits
Terrace Deposits 130 115 37 105
Compacted Fill 124 113 33 50
We recommend that soldier piles be wide-flanged beams ("W" sections) complying with the
requirements of ASTM A 992 with a minimum yield strength of 36 ksi. Soldier beams for temporary
shoring shall be set in drilled holes with a minimum diameter of 18 inches and shall be grouted to
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TGI Project No. 19.00911
2501 State Street, Carlsbad, California
Revised April 24, 2020
the cut depth using concrete with a compressive strength of at least 2,500 psi. The portion of the
soldier pile above the cut depth may be backfilled with lean concrete. Piles should be spaced at
least 2% diameters on center.
Timber lagging shall consist of pressure treated Douglas Fir or Hem-Fir grade marked #2 or better.
Excavation and lagging shall be performed in lifts not to exceed 5 feet or as approved in the field
by the Geotechnical Engineer. Lagging boards should not be buried during the removal and
recompaction operation, and compacted fill should not be placed against the lagging. Lagging
boards in the lower zone of excavation that will receive compacted fill should be completely
removed prior to placement of loose lifts of fill and compaction.
6.6. la Installation of Soldier Piles
Where piles are closely spaced, it is recommended every other pile be drilled and filled with
concrete. The concrete should be allowed to set at least 8 hours prior to drilling an adjacent
pile shaft. This is intended to minimize the potential for caving (or blowout) between closely
spaced piles. Placement of concrete should be performed with suitable equipment so that
the concrete is not allowed to fall freely for a height of more than 5 feet. This is intended to
prevent the falling concrete from hitting the sides of the drilled shaft and cause caving.
Sandy (cohesionless) soils were encountered in the exploratory borings at depths between
approximately 8 and 10 feet. Caving should be expected to occur in the sandy soils during
drilling of soldier piles. Where caving occurs, it will be necessary to utilize casing or
polymer drilling fluid to maintain open shafts during construction of soldier piles. If casing
is used, the casing shall be carefully withdrawn so that the pile is not pulled apart as the
casing is removed. The surface of the wet concrete should be kept at least 3 feet above
the bottom of the casing as it is withdrawn.
Groundwater was not encountered during exploration on the site to a maximum depth of
20 feet below the ground surface (or elevation 14.5 feet relative to MSL). In this area of
Carlsbad, it is TGl's opinion that groundwater likely occurs at an elevation of approximately
5 to 10 feet relative to MSL, or approximately 25 to 30 feet below the ground surface.
Depending on the length of the soldier piles, groundwater may or may not be encountered
in the drilled shafts. Should groundwater be encountered during drilling, caving should be
expected to occur, and the measures indicated above should be implemented to mitigate
the potential for caving. In addition, concrete for caissons placed below the groundwater
level will require the use of a tremie and concrete shall be placed from the bottom up.
A special concrete mix should be used for concrete to be placed below water. The design
shall provide for concrete with a strength of 1,000 psi over the initial job specification. An
admixture that reduces the problem of segregation of paste/aggregates and dilution of
paste shall be included. The slump shall be commensurate to any research report for the
admixture, provided that it shall also be the minimum for a reasonable consistency for
placing when water is present.
6.6. lb Pre-Construction Survey
It is recommended a survey of the existing adjacent structures and site conditions be
performed prior to installation of shoring and excavation. The survey would serve as a
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IGI Project No. 19.00911
2501 State Street, Carlsbad, California
Revised April 24, 2020
record of the existing conditions prior to excavation and could be relied upon in the event
of any future disputes that may arise concerning the excavation.
6.6. ic Shoring Observations
The installation of soldier piles and lagging shall be observed by a representative of the
geotechnical engineer. The observations are made to ensure that geotechnical
recommendations provided herein are implemented into the shoring system. In addition,
the observations allow for modifications to be made should variations occur in the
subsurface conditions.
6.7 CONCRETE MIX CONSIDERATIONS
TGI recommends that concrete to be used for footings, permanent soldier piles, slabs, stem walls and other
concrete on or below grade should meet the following minimum specifications:
Avg. 28-day Compressive Strength: 4,500 psi
Cement Type: Type V alkali-resistant cement
Water-cementitious material ratio: 0.45 or less
The site soils should be expected to be severely corrosive to metals. Care should be taken to ensure
adequa:e concrete placement (using vibratory methods, where approved) and embedment of all reinforcing
steel to reduce the potential for corrosion.
6.8 SEISMIC DESIGN PARAMETERS
The proposed structure should be designed to resist earthquake loads in accordance with the minimum
standards of the 2016 California Building Code (CBC). Seismic design parameters for the Site were
evaluated using the USGS U.S. Seismic Design Maps Tool. Seismic design parameters were calculated
based cn the following input parameters:
Site Location: Latitude = 33.164816 °N Longitude = 117.353682 ow
Site Class: D (Stiff Soil)
Seismic Risk Category: I/Il/Ill
Table 6.4 lists mapped, site modified and design spectral response accelerations for 0.2 second and 1
second periods. Program output including MCE, Site Modified and Design Response Spectrum data are
included in Appendix C.
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ANALYSIS AND CHECKING SUMMARY
The following tables summarize critical resuls for all design sections. These results may include wall moments,
shears, displacements, stress checks, wall embedment safety factors, basal & slope stability safety factors, etc.
Summary vs Design Section
Wi Wall Moment Wall Shear Wall Displace Max Support critical Support Embedment comments
W2 (k-ft/ft) (k/ft) (in) Reaction (k/ft) check Wall FS
Wi 5.58 5.16 0 No supports No supports 1.316 Calculation successful
W2 4.56 4.29 0 No supports No supports 1.522 Calculation successful
Si through SS 7.56 5.93 0 No supports No supports 1.453 Calculation successful
S6 through SS Temp 9.72 6.89 0 No supports No supports 1.602 Calculation successful
S9 through 513 10.19 6.95 0 No supports No supports 1.602 Calculation successful
S14 through S20 Tern 9.65 6.55 0 No supports No supports 1.552 Calculation successful
S21 through S26 Tern 13.05 8.37 0 No supports No supports 1.584 Calculation successful
El 7.96 608 0 No supports No supports 1.852 Calculation successful
E2 through E3 8.38 6.29 0 No supports No supports 1.852 Calculation successful
E4 through E6 6.22 5.11 0 No supports No supports 2.059 Calculation successful
E7 through E9 5.3 4.49 0 No supports No supports 1.971 Calculation successful
Ei0 through Eli 3.3 3.16 0 No supports No supports 1.923 Calculation successful
Ni through N4 3.29 3.24 0 No supports No supports 1.923 Calculation successful
S6 S8 Perm 4.36 3.33 0 No supports No supports 2.619 Calculation successful
514_520 Perm 6.06 4.64 0 No supports No supports 2.538 Calculation successful
521_S26 Perm 1 10.76 7.59 0 No supports No supports 2.174 Calculation successful
Extended Summary
Table: Extended summary for all desi&n sections.
Design Section Calculation Result Wall Displacement Settlement
Name (in) (in)
Wi Calculation successful 0.11 0.02
W2 Calculation successful 0.1 N/A
Si through 55 Calculation successful 0.32 NaN
S6 through 58 Temp Calculation successful 0.52 N/A
S9 through S13 Calculation successful 0.52 N/A
S14 through 520 Temp Calculation successful 0.46 NaN
S21 through 526 Temp Calculation successful 0.47 N/A
El Calculation successful 0.43 N/A
E2 through E3 Calculation successful 0.38 N/A
E4 through E6 Calculation successful 0.26 N/A
E7 through E9 Calculation successful 0.19 N/A
E1O through Eli Calculation successful 0.09 N/A
Ni through N4 Calculation successful 0.06 N/A
S6 S8 Perm Calculation successful 0.05 N/A
514_S20 Perm Calculation successful 0.07 NaN
521_526 Perm Calculation successful 0.1 N/A
Table: Extended summary for wall moments and shears for all design sections.
Design Section Wall Moment Wall Moment Wall Shear Wall Shear
Name (k-ft/ft) (k-ft) (k/ft) (k)
WI 5.58 42.62 5.16 39.41
W2 4.56 34.83 4.29 32.76
Si through S5 7.56 54.44 5.93 42.72
S6 through S8 Temp 9.72 77.8 6.89 55.14
59 through S13 10.19 80 6.95 54.54
S14 through 520 Temp 9.65 77.19 6.55 52.4
S21 through S26 Temp 13.05 104.41 8.37 66.98
El 7.96 66.49 6.08 50.75
E2 through E3 8.38 67.04 6.29 50.35
E4 through E6 6.22 50.78 5.11 41.73
E7 through E9 5.3 43.34 4.49 36.65
E10 through Eli 3.3 26.96 3.16 25.78
Ni through N4 3.29 26.34 3.24 25.9
56_S8 Perm 4.36 34.9 3.33 26.63
S14_520 Perm 1 6.06 48.46 4.64 1 37.16
S21_526 Perm 10.76 86.09 7.59 60.75
Table: Extended summary for wall stress checks for all design sections.
Design Section SIR Combined SIR Moment STR Shear Wall Concrete Service
Name Wall Ratio Wall Ratio Wall Ratio Stress Ratio FlC
Wi 0.628 0.628 0.877 N/A
W2 0.297 0.297 0.63 N/A
Si through S5 0.463 0.463 0.821 N/A
S6 through S8 Temp 0.588 0.588 0.953 N/A
S9 through S13 0.605 0.605 0.942 N/A
S14 through S20 Temp 0.583 0.583 0.905 N/A
S21 through S26 Temp 0.538 0.538 0.952 N/A
El 0.566 0.566 0.975 N/A
E2 through E3 0.507 0.507 0.87 N/A
E4 through E6 0.432 0.432 0.802 N/A
E7 through E9 0.369 0.369 0.704 N/A
E10 through Eli 0.23 0.23 0.495 N/A
Ni through N4 0.153 0.153 0.406 N/A
S6_S8 Perm 0.264 0.264 0.46 N/A
S14_520 Perm 0.366 0.366 0.642 N/A
521526 Perm 0.444 0.444 0.863 N/A
Table notes:
STR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity).
STR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity).
SIR Shear :Shear stress check (shear force demand/wall shear capacity).
Table: Extended summary for support results for all design sections
Design Section Max Support Max Support Critical STR Support Support Geotech
Name Reaction (k/ft) Reaction (k) Support Check Ratio Capacity Ratio (pull
Wi No supports No supports No supports No supports No supports
W2 No supports No supports No supports No supports No supports
Si through 55 No supports No supports No supports No supports No supports
S6 through SS Temp No supports No supports No supports No supports No supports
S9 through S13 No supports No supports No supports No supports No supports
S14 through S20 Temp No supports No supports No supports No supports No supports
S21 through S26 Temp No supports No supports No supports No supports No supports
El No supports No supports No supports No supports No supports
E2 through E3 No supports No supports No supports No supports No supports
E4 through E6 No supports No supports No supports No supports No supports
E7 through E9 No supports No supports No supports No supports No supports
E10 through Eli No supports No supports No supports No supports No supports
Ni through N4 No supports No supports No supports No supports No supports
56_58 Perm No supports No supports No supports No supports No supports
514_520 Perm No supports No supports No supports No supports No supports
521_S26 Perm No supports No supports No supports No supports No supports
Table notes:
STR Support ratio: Critical structural stress check for support (force demand/structural capacity).
Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity).
Critical support check: Critical demand/design capacity ratio (structural or geotechnical).
Table: Summary for basal stability and wall embedment safety factors from conventional analyses.
Design Section FS Toe FS Toe FS Toe FS
Name Basal Passive Rotation Length
Wi N/A 4.741 1.706 1.316
W2 N/A 7.192 2.324 1.522
Si through 55 N/A 7.787 2.25 1.453
S6 through S8 Temp N/A 9.049 2.793 1.602
S9 through 513 N/A 8.725 2.707 1.602
S14 through S20 Temp N/A 8.841 2.525 1.552
521 through S26 Temp N/A 8.713 2.709 1.584
El N/A 11.194 3.726 1.852
E2 through E3 N/A 10.937 3.657 1.852
E4 through E6 N/A 12.681 4.451 2.059
E7 through E9 N/A 12.094 4.078 1.971
E10 through Eli N/A 11.41 3.686 1.923
Ni through N4 N/A 11.542 3.752 1.923
56_58 Perm N/A 15.261 6.639 2.619
S14_520 Perm N/A 14.019 1 6.211 2.538
521_S26 Perm N/A 9.903 14.565 2.174
Table notes:
FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation).
TOE FS Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust.
TOE FS Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment.
TOE FS Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0
Table: Summary for wall embedment safety factors from elastoplastic analyses.
Design Section FS Mobilized FS
Name Passive True/Active
Wi N/A N/A
W2 N/A N/A
Si through SS N/A N/A
S6 through S8 Temp N/A N/A
59 through S13 N/A N/A
S14 through S2OTemp N/A N/A
S2l through S26Temp N/A N/A
El N/A N/A
E2 through E3 N/A N/A
E4 through E6 N/A N/A
E7 through E9 N/A N/A
E10 through Eli N/A N/A
Ni through N4 N/A N/A
S6_58 Perm N/A N/A
S14_S20Perm N/A N/A
S21_S26Perm N/A N/A
Table notes:
FS Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust.
FS True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust.
Table: Summary for hydraulic safety factors, water flow, and slope stability
Design Section Hydraulic Oflow FSslope
Name Heave FS (ft3/hr)
Wi N/A N/A N/A
W2 N/A N/A 19.955
Si through S5 N/A N/A N/A
S6 through S8 Temp N/A N/A N/A
S9 through Sl3 N/A N/A N/A
514 through 520 Temp N/A N/A N/A
S21 through S26 Temp N/A N/A N/A
El N/A N/A N/A
E2 through E3 N/A N/A N/A
E4 through E6 N/A N/A 1.81
E7 through E9 N/A N/A N/A
E10 through Eli N/A N/A 1.782
Ni through N4 N/A N/A 2.193
56_S8Perm N/A N/A N/A
Si4_S20Perm N/A N/A N/A
S2i_S26Perm N/A N/A N/A
Critical Items
Critical Value Critical Design Sectio Critical Stage Critical Wall Critical Item Index
Wall Moment Check 0.628 0: Wi 2: Stage 2 1: W14x26@7.64 64
Wall Moment (k-ft/ft) 13.051 6:S21 through S26 T 1: Stage 1 1: W1461 @8.00 Te 0
Wall Moment (k-ft) 104.408 6: S21 through S26 T Stage 1 1: W14x61 @8.00 Te 0
Wall Moment Capacity (k-ft/ft) 8.879 0: Wi Stage 2 1: W14x26@7.64 64
Wall Shear (k/ft) 8.373 6: S21 through S26 T 1: Stage 1 1: W14x61 @8.00' Te 82
Wall Shear (k) 66.983 6: S21 through S261 1: Stage i i: W1461 @8.00' Te 82
Wall Shear Check 0.975 7: El Stage 2 1: W14x43 @8.35 77
Wall Shear Capacity (k/ft) 5.885 0: Wi Stage 2 i: W14x26@7.64 86
Wall Displacements (in) 0.525 4:S9 through S13 1: Stage 1 1: W1448-7.85 N/A
Surface Settlements (in) 0.053 5: S14 through S20 T Stage 1 1: W14x48@8.00 Te 0
Toe FS Passive (Classic) 4.741 0: Wi Stage 2 1: W14x26@7.64 2
Toe FS Rotation (Classic) 1.706 0: Wi 2: Stage 2 1: W14x26@7.64 2
Toe FS Length (Classic) 1.316 0: Wi 2: Stage 2 1: W14x26@7.64 2
Support Results
Critical Value Icritical Design Sectiol Critical Stage I Critical Wall I Critical Item Index
Results not available I Results not availablel Results not available Results not available Results not available Results not available
Wall Results
Critical Value Critical Design Sectio Critical Stage Critical Wall Critical Item Index
Wall Moment ABS (k-ft) 104.408 6: S21 through 526 Te 1: Stage 1 1: W14x61 @8.00' Te 0
Wall Moment +M (k-ft) 0 15: S21_S26 Perm 0: Stage 0 1: W14x61 @8.00' Te 0
Wall Moment -M (k-ft) -104.408 6:S21 through 526 Te Stage 1 1: W1461 @8.00' Te 0
Wall Moment Check 0.628 0: Wi Stage 2 1: W14x26@7.64 64
Wall Moment Capacity (k-ft/ft) 8.879 0: Wi 2: Stage 2 1: W14x26@7.64 64
Wall Shear (k) 66.983 6:521 through S26 Te 1: Stage 1 1: W1461 @8.00 Te 82
Wall Shear Check 0.975 7: El Stage 2 1: W1443 @8.35 77
Wall Shear Capacity (k/ft) 5.885 0: Wi Stage 2 1: W14x26@7.64 86
Max. Moment vs Sta2e
Base DS:i DS:2 DS:3 DS:4 OS:5 DS:6 IDS: 7 DS:8 OS.9 DS: 10 DS: 11 DS: 12 05:13 DS: 14 DS: 15
Mstgo(k-ft/ft DS:0 DS:1 IDS: 2 DS:3 DS:4 05:5 DS:6 DS:7 DS:8 OS:9 DS: 10 DS: 11 DS: 12 DS: 13 DS: 14 DS: 15
M stgi (k-ft/ft 0 0 -7.56 -9.72 -10.19 -9.65 -13.05 -7.96 -8.38 -6.22 -5.3 -3.3 -3.29 N/A -6.06 -10.76
Mstg2 (k-ft/ft -5.58 -4.56 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Max. Shear vs Stage
Base DS:i DS:2 DS:3 OS:4 DS:5 DS:6 DS:7 DS:8 DS:9 DS: 10 DS: 11 DS: 12 DS: 131 DS: 14 DS: 15
'stgo(k/ft) DS:0 DS:i DS:2 DS:3 DS:4 DS:5 DS:6 OS:7 DS:8 DS:9 DS: 10 05:11 DS: 12 DS: 13 05:14 DS: 15'
stgl (k/ft) 0 0 -5.93 -6.89 -6.95 -6.55 -8.37 -6.08 -6.29 -5.11 -4.49 -3.16 -3.24 N/A -4.64 -7.59
(5tg2(k/ft) -5.16 -4.29 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Max. Sunnort F vs Sta wp
Base DS:i DS:2 DS:3 DS:4 DS:5 DS:6 DS:7 DS:8 DS:9 DS: 10 IDS: 11 DS: 12 IDS: 13 DS: 14 IDS: 15
Rmax Stage 0(k/ DS: 0 DS: 1 OS: 2 OS: 3 DS:4 OS: 5 OS: 6 OS: 7 DS: 8 OS: 9 DS: 10 OS: ii DS: 12 OS: 13 OS: 14 DS: 15
Rmax Stage 1 (k/ E N/A
Rmax Stage 2 (k/ N/Is N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
[THIS PAGE IS INTENTIONALLY BLANK]
------.
--------;j FM—
'LJSTRCCTDALE
GRADE AND
D1
f
2020
2333 STATE STREET 't \
FORCE MAIN APN 155-200-04 t:
FM FM Fl.' FM FI F -. EXISTING UTILITY P0CC OVERHEAD FM— FT
UTILITIES AND ONFITE UNDERGROUND
F/FOLD/C AN/I TELEPHONY TO RE I
REMOVED OR RELOCATED PER
--.../------- -._ SEPARATE UNDERGCLJND UTILITY PLAN
NJ
,I0T .-7TO0
\ NCTD PROPERTY - 1p APN155-200-12
N
PERMISSION FOR OFFSITE GRADING AND
CONSTRUCTION PER LEASE AGREEMENT -
WIDI NCTD DATED -
-
:o
SCALE (FEET)
FIST. CMU WALLA TO BE REMOVkD
EXISI1 CONC WA& TO BE REMOVED
I r'
- SrA-TE-STREET TOWNHOMES IL APN 203-0547,34
CONSTRUCTION WASTE MANAGEMENT PLAN
CONSTRUCTION WASTE MANAGEMENT PLAN: A CONSTRUCTION WASTE
MANAGEMENT PLAN SHALL BE PREPARED AND AVAILABLE ON SITE DURING
CONSTRUCTION. DOCUMENTATION DEMONSTRATING COMPLIANCE MDI THE PLAN
SHALL BE ACCESSIBLE DURING CONSTRUCTION FOR THE ENFORCING AGENCY
(CALOREEN 4.4002).
THE PLAN SHALL,
IDENTIFY THE CONSTRUCTION AND DEMOLITION WASTE MATERIALS TO BE
DIVERTED FROM DISPOSAL BY RECYCLING, REUSE ON DIE PROJECT OR
SALVAGE FOR FUTURE USE OR SALE.
SPECIFY IF CONSTRUCTION AND DEMOLITION WASTE MATERIALS WILL BE
SORTED OR-SITE (SOURCE-SEPARATED) OR BULK MIXED (SINGLE STREAM)
IDENTIFY DIVERSION FACTURES WERE THE CONSTRUCTION AND DEMOLITION
WASTE MATERIALS WILL RE TAKEN.
d. IDENTIFY CONSTRUCTION METHODS EMPLOYED TO REDUCE THE AMOUNT OF
CONSTRUCTION AND DEMOliTION WASTE GENERATED.
SPECIFY THAT THE AMOUNT OF CONSTRUCTION AND DEMOLITION WASTE
MATERIALS DIVERTED SHALL BE CALCULATED BY B/ITAlY OR VOLUMG, BUT
NOT BY BOTH.
EASEMENT NOTES
Li] INDICATES A 8' WIDE EASEMENT FOR CONSTRUCTION OF SEWER5
MANHOLES AND APPURTENANCES IN FAVOR OF THE CARLSBAD
SANITARY DISTRICT RECORDED AlLY 78 1952 AS BOOK 4531, PACES
216 AND 220 OF OFFICIAL RECORDS
[] INDICATES A 12' WIDE EASEMENT FOR POLE LIVES UNDERGROUND
CONDUITS AND INCIDENTAL PURPOSES IN FAVOR OF SAN DIEGO GAS
AND ELECTRIC COMPANY RECORDED NOVEMBER 13 1975 AS
DOCUMENT Na 7975-378450 OF OFFICIAL RECORDS
INDICATES A 10' WIDE EASEMENT AND RIGHT-OF-WAY FOR
INSTALLATION AND MAINTENANCE OF WATER PIPELINES IN FAVOR OF
CARLSBAD MUTUAL WATER CCWPANI[ RECORDED APRIL 72, 1954 AS
BOOK 5282 PAGE 544 OF OFFICIAL RECORDS
[] INDICATES A A' WIDE EASEMENT FOR WY POLES AND/OR ANCHORS
AND INCIDENTAL PURPOSES IN FAVOR OF SAN 0/EGO GAS AND
ELECTRIC COMPANY RECORDED JANUARY 23, 1958 AS BOOK 6919,
PAGE 304 OF OFFICIAL RECORDS THE EOCA lION AND EXTENT OF SAID
EASEMENT CANNOT BE DETERMINED OF RECORD AND IS NOT PLOTTED
HEREON.
ENGINEERS EARTHWORK NOTES
I. REMOVAL OF UNACCEPTABLE SOILS AND LIMITS OF REMEDIAL EARTHWORK' / \ , JoIrsilo TI/'ASH ENCLOSURE TO BE
,HALL OIL (,VNIINMW LIT lilY I,LUILIMNILAL EryGWE&R BASED ON pin o3 A RENTING) 4011 REPLCW PER (11411 579.5
OBSERVATIONS DURING GRADING.
2. EARTHWORK SHALL BE PERFORMED IN ACCORDANCE V77H THE
RECOMMENDATIONS OF THE (KOIECHNICAL ENGINEER. DIE EARDIV3RK
CONSTRUCTION SEQUENCE SHALL BE AS FOLLOWS
2.7. INSTALL SOLDIER PILES FOR TEMPORARY AND PERMANENT SHORING
SYSTEMS 2 0 '-
2.2. EXCAVATE UNACCEPTABLE CIA YET SOILS AND DISPOSE OFFBLIE AS / IX I -- - — — —
DIRECTED BY THE GEOIECHNICAL ENGINEER. MAXIMUM CL/IS AT -
SHORING SHALL NOT EXCEED 3 FEET BEFORE LAGGING IS INSTALLED.
2.1 EXCAVATE AND STOCKPILE ACCEPTABLE GRANULAR SITE SOILS TO THE DEPTHS RECOMMENDED AND APPROVED BY THE CEOTEC/INICAL ENGINEER
2.4. SCARIFY MOISTURE CC.VDIIION AND COMPACT THE SIJBGRADE AS
DIRECTED BY THE OFOTECHNICAL ENGINEER. ui,
2.0 PLACE STOCKPILED SITE SOILS AS COMPACTED STRUCTURAL FILL EXTSI7NG SRW TO BE REMO FED STRUCTURAL FILL SHALL BE COMPACTED TO A RELATIVE COMPACTION
OF 90 PERCENT OR MORE AS DETERMINED BY AS/IA 0 1557. PRIOR
TO COMPACTION, FILL SOILS SHOULD BE THOROUGHLY MIXED AND
MOISTURE CONDITIONED TO BRING THE MOISTURE CONTENT TO WITHIN \ S
ABOUT 2 PERCENT OF THE OPTIMUM MOISTURE CONTENT AND SPREAD S \
IN UNIFORM LIFTS OF LESS THAN 8 INCHES (UNCOMPACTED :
THICKNESS).
lp
- 5
I THE FINISHED PAD ELEVATION LIIDIIN THE SHORED EXCAVATION SHALL BE —
CONTOURED TIT MATCH OAF FINIITHFfl 1111(19 FIFVA 71(1/Ac AT 0J4fl VITA (114 DIF
APPROVED RU/WINO PLANS MINUS THE FLOOR SLAB THICKNESS AS SHOWN . - "s' I
ON THE APPROVED BUILDING PLANS SEE SHEET B.
\S \
nfl flttfl I nnaTm..rrrnn flflflE rlrrnnrn 4 '4 .4 \"t. \ I LJ.rrdNI) ,UO1N111NUrd) riwivi znjrrl j,
DESCRIPTION DWG.NO. SYMBOL QUANTITY
TRACT BOUNDARY/ROW - —
EXISTING CONTOUR — -36 — —
EXISTING WATER LINE
EXISTING SERfR fiNE
EXISTING STORM DRAIN SD
EXISTING FIRE HYDRANT
EXISTING WATER VALVE RI
EXISTING WATER METER [950
EXISTING RP BACKFLOW ASSEMBLY RI]
EXISTING SEVER FORCE MAIN
EXISTING GAS LINE
EXISTING MANHOLE 0 MU
EXISTING RETAINING WAIL
EXISTING FENCE --- 1< --->0
EXISTING TREE 0 EXISTING SPOT ELEVATION x3I.00
TEMPORARY CUT SLOPE I I I
TEMPORARY SHORING PER SHEETS 2-4 1T 2,215 SE
PERMANENT 011GB/NO WALL PER SHEETS 2-4 7,725 SF
APPROX. ELEV. OF OVERCUT J -
PROP. SPOT ELEVATION - PG 32.50
INTERMIM TOPOGRAPHIC CONTOUR - —36— -
(AFTER FILLING TO PROPOSED SUBCRADE)
/
-'--
/
FENCE TO BE REMOVED /
/
\
'
EXIST TREE TBE REMOVED (fl)__-"
_
A/
\ \\
'I /H
-EXISTING ONE-STORY STRUCWRE
TO BE DEMOLISHED 32-
I /
A 36
EXIST CMU COMBO WALL
,--1-117lorECT
IN PLACE
I I1I\ \\ViII\\
I I hw,",t_- EXIST. CURB AND LANoSqAP"7a.oE REMOVED
3T.5----
- .
ASH ENCLOSURE TO BE REMOVE
____ SI.N1I
% \ "\>\
______
' \ ,,-"E)X,IINI, V.1KM WIlT) 0L1,MLNIAL 1(0 IA/RIM,
WALL TO BE REMOVED
- -
STATEMENT OF SPECIAL INSPECTIONS
COVO1TW000 PERIODIC CRC I
RIFERTINcE
VERIFICATION AND INSPECTION
I VERLFVOSEOFREQUIREDOESGVMIX X 910412
,ENECTTON OF CONCRETE PEA CEMENT FOR PROPER 2 APPLICATION TECHMQUES.
3 MATERIEL VERIFOCATIONOPSTRUCTURALSTESE
A ORSTRUCIIJRALSTNG, IDENTIFICATION UAP.IANGS TO
CONFORM TO PJSC 360 x
B MANUFACTIJRERTIREPORT K
4 INSPECTION OF ROWING
A MULTIPASSFILLETMEWS X 2355 lEO
5 MATERL4LIOENTIPICOF TRIBER
A IDENTIFICATION OPPRED
ATION
ERVATIOE X
VERIFICATION AND INSPECTION ITEMS THEO
OROERVE DpiWNG OPRIRAIIO/B/ AND M.IJNTAIN COMPLETE
AIRVACC ORATE RECORDS FOR EACH TEBJENT.
- LENIPYPLACTIJENTLOCATIOPOIANDPI.UMB'IERO
CONFIRM&EMGIJTOEA4SETERS LE.PJIME. EMBEDMENT
INTO BEDROCK (IF APPliCABLE). RECORD CONCRETE AND
CSIOUTVALLIES
I VENFYEXCAVATIONSAREBXYEIELW TO THE PROPER x D6°IL{
GENERAL DEMOLITION NOTES
A. SEE EROSION CONTROL PLAN SHEETS 9 AND 70 FOR EROSION CONTROL MEASURES
TO BE IMPLEMENTED WITH DEMOLITION
a SEllER LATERAL TO BE CAPPED AT PROPERTY LINE IN ACCORDANCE WITH CITY OF
CARLSBAD REQUIREMENTS
C PROTECT EXISTING WATER SERVICE LATERAL AND METER FOR CONSTRUCTION WATER
0. PROVIDE DISCONNECT NOTICE FROM SDG&( FOR ELECTRICAL AND GAS SERVICES
E. DEMOLITION SHALL INCLUDE:
E.A. COMPLETE DEMOLITION AND REMOVAL OF EXISTING STRUCTURE INCLUDING
FOUNDATIONS AND UNDER-SLAB UTIU TIES
E.B. COMPLETE DEMOLITION AND REMOVAL OF ALL ONSITE PAVEMENTS
INCLUDING AG, PCC, PAVERS, QTASSCRETE AND OTHER PAVING
MATERIALS ASSOCIATED WITH WALKWAVS PATIOS AND PARKING LOT
PAIAB4ENIS NOTE THAT PCC SLABS ARE KNOWN TO EXIST BENEATH
PORTIONS OF THE PARKING LOT.
E.C. COMPLETE DEMOLITION AND REMOVAL OF ALL WALLS INCLUDING C/AU
WALLS CAST CONCRETE WALLS AND SEGMENTAL RETAINING WALLS
(SRIOV) ASSOCIATED WITH THE SOUND BERM ON THE WESTERLY AND
SOUTHWESTERLY BOUNDARIES OF THE SITE.
ED. COMPLETE DEMOLITION AND REMOVAL OF LIGHT POLES IN THE PARKING
LOT AND ALL UNDERGROUND ELECTRICAL SERVICES TO THE POLES
EE. COMPLETE DEMOUTION AND REMOVAL OF THE TRASH ENCLOSURE AND
SRWs OFFSITE ON THE ADJACENT PROPERTY AT 2333 STATE STREET AS
SHOW HEREON
SHEET CITY OF CARLSBAD SHEETS
2 ENGINEERING DEPARTMENT 12
QRI.DING PLANS FOR.-
OCEAN CONDOMINIUMS
DEMOLITION, SHORING & INTERIM GRADING PLAN
GR2019-0028 RP16-08
I APPROVED: JASON S. GELDERT
ICITY ENGINEER RCE 63912 EXPIRES 9/30/20 DATE
OWN BY: _SKL._ [ PROJECT NO. 11ORAWNG NO. CHID 11 — I CT 16-02 11 519-5A ::
SOUTHERLY SHORING WALL PROFILE WESTERLY SHORING WALL PROFILE
SCALE.! INCH = 15 FEET SCALE: 1 INCH = 15 FEET
99 99 99 99 99 H H H H b 9,
:
I : :
I I ETT 10 ES E) E6 El 62 (E) S26
i in LI1J! LIII
TO 0 8.77'
40
35
30
25
20
75
ID
NORTHERLY SHORING WALL PROFILE EASTERLY SHORING WALL PROFILE
SCALE: I INCH = 15 FEET SCALE: 1 INCH = iS FEET
TEMPORARY SHORING NOTES PLAN COORDINATION NOTES
I. EXCEPT FOR THE PORTION OF SNORING IDENTIFIED AS PERMANENT THE SNORING
AND SUPPORT SYSTEMS ON THESE PLANS ARE TEMPORARY SYSTEMS MOTH LIMITED
STRUCTURAL LIFE. THE TEMPORARY SYSTEMS ARE TO BE CONSTRUCTED TO BE
PART OF THE MEANS AND METHODS OF CONSTRUCTION FOR THE PROPOSED
BUILDING AND ARE NOT INTENDED TO ACT AS A PERMANENT STRUCTURAL
ELEMENT OF THE BUILDING THE BUILD/NC FOUNDA DON AND STRUCTURAL
SYSTEM, IRlIEN IN PLACE- SNAIL BE DESIGNED TO SUPPORT RETAINED EARTH AND
SURCHARGE LOANS IN ADDITION TO ALL OTHER APPLICABLE BUILDING LOADS
PRESCRIBED BY THE BUILDING CODE.
I. STRUCTURAL STEEL SNAIL COMPLY MOTH ASTM A992 (FY=36 KS!) ON BETTER
2 MATERIALS AND WORKMANSHIP SNAIL COMPLY NITH AISC S°EDRCA lION FOR THE
DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS
TEAR/B LAISTEAB3
I. ALL LUMBER SHALL BE DIDJOLAS FIR/LARCH (NORTH) OR HEM-PIR /50 SNAIL BE (BADE
MARRED 0 OR BETTER
ROOOM PRE)TECTTEW
STEEL SOLDIER PILES THAT ARE NOT ENCASED IN CONCRETE AND ANY OTHER
FERROUS ELEMENTS OF THE PORDON OF THE SNORING THAT ARE PERMANENT
SNAIL BE PROTECTION FROM CONROS'ON AS SPECIFIED ON THESE PLANS
CORROSION PROTECTION SNAIL CONSIST OF A 61/N. 75 MIL THICKNESS OF
POLYAMIDE CURED COAL TAN EPDXY THE COATING MAY BE APPLIED EITHER
OFFSITE OR IN THE FILES IF THE COADNG IS APPLIED OFFSITE, ANY AREAS OF
THE COATING THAT ARE DAMAGED DURING ERANSPORTAION OR BY HANDLING;
CUTTING, MELDING OR IN ANY OTHER WAY OUR/ND CONSTRUCTION SNAIL BE
RECOA ITO IN THE FIELD.
SIRVJCTIRAL SITE)..
1. STRUCTURAL STEEL SNAIL COMPLY MOTH 151111 A992 (FY=38 KID) OR BETTER.
2 MATERIALS AND WORKMANSHIP SNAIL COMPLY NITH AISC SPECIFICATION FOR THE
DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS
CAST l7E (102815
I. PRECAST CONCRETE LAGGING SHALL BE CONSTRUCTED IN ACCORDANCE 111TH THE
SPECIFICATIONS PROVIDED ON DETAIL F ON SHEET 4.
THE GENERAL CONTRACTOR SHALL COORDINATE SHORING AND DRARONGS OF
RECORD TO ENSURE PROVISIONS FOR POCKETS BLaCKOUTS, OFFSETS AND OTHER
ITEMS THAT MIGHT BE N CONFLICT MOTH OR AFFECTED BY THE TEMPORARY
SHORING SYSTEM.
SHORING AND EXCAVATION NOTES
I. A PRE-CONSTRUCTION SURVEY SNAIL BE PERFORMED PRIOR 10 SOLDIER BEAM
INSTALLATION AND EXCAVATION, THE SURVEY SNAIL INCLUDE SUE VEIING OF THE
LOCATION AND ELEVATION OF POINTS ON THE SIRUCTURC RETAINING WALLS AND
SITE WALLS OF THE ADJACENT PROPERTY TO THE HONOR AND THE EXISTING
RETAIMNG WAIL TO THE BEST OF THE AREA TO BE SNORED.
SOLDIER BEAM INSTALLATION SNAIL BE SUBJECT 10 FIJIL-flME OBSERVATION BY
THE GEOTELSINICAL ENGINEER
.1 GRADING TO THE ROUGH GRADE ELAVATIONS OUTSIDE THE STRUCTURAL EXCAVATION
SNAIL BE PERFORMED PRIOR TO INSTALLATION OF SOLDIER BEAMS
4. ALL SOLDIER BEAMS SNAIL BE INSTALLED PRIOR TO ANY STRUCTURAL EXCAVATION.
TEMPORARY SHORING
TOTALS 1 43 1 1 21!5J
FEPBNIENTSHOIRNG
56 08 2 24 WI4p48 YES 30.0 36.0 325 3ED 3.5 1E50 27.00 36.0 15.5 34.8)
S14 S20 24 WI4a4R YES 30.5 30.0 325 3E0 3.5 10.50 20.00 30.0 16.0 48.48
027 S26 B 24 WI4a68 YES 36.5 3.0.0 325 366 3.5 1600 21.50 36.0 04.0 86.08
SHEET CITY OF CARLSBAD SHEETS
ENGINEERING DEPARTMENT 12
GRADING
OCEAN CONDOMIN11JMS
GN2019-0028
SHORING NOTES & PROFILES
RPTN-08
BU I I
RCE _______ EXP _________ DATE
PREPARED UNDER GIVE DIRECT SUPERVISION OF: aTESSi _______________________________________
L
J7ftj3f31jj1T flhlIP
• I,,,) LJU IT ULT,JLJK S -
GeoteChT/CalETIglneenng Clvii ETIQITeerTTI9 S EIVOIS
IS. 7ER.fll.9990 • lap. 160.721.9991 • ,a8tTGI.a, Tq,ClVItp'
LARRY TA/SON RCE 50274, EXPIRES 06/30/2022 DATE
PLAXESFOR
"A S
r i
APPROVED JASON S GEL.DERT ____
- - - ______________________________________________________ CITY ENGINEER REX 63912 EXPIRES 9/30/20 DATE
REVIEWED BY:
INSPECTOR DATE
~.A~~I.ITIAI 1 OWN BY:.._LRL_.
RVWD BYI..__.
PROJECT NO.
CT 16-02
DRAWING NO.
519'5A DIONEEN OF VIORIA REViSION DESCRIPTION
6111181.
OTHER APPROVAl. OTYAPPROVAI.
99 99 99 99 51
:O :I
1/
355
Ii
;E1
Li- 17- Il 17-
d d d g d
81 81 81
() ()
08.00
f EXIST. GROUND SURFACE
---------------
[TE PORARY CUT SLOPE -RM SR ED GRADE LDSKS
/BASE OF EXCAVATION
GENERAL SHORING NOTES
I. IB1FRF NO (SINSIRUCTION DETAILS ME 5110191 ON NOTED FOR ANY PART OF THE WORK.
THE DETAILS USED SPILL BE THE SAME 477 FOR OIlIER SIMILAR KIRK PRQ LIOFTI THAT
PRIOR APPROVAL IS OBTAINED FROM THE ENGINEER.
ORE DESIGN IS BASED LW THE 2019 CALIFORNIA 8111W/ND CODE AND THE STATE OF
CALIFORNIA TRUNDlING & SHORING MANUAL, JANUARY 7990 PAGES 70-7 To 70-42
CAL TRANS SNORING DESIGN GUIDE IS USED AS A RESOURCE REFERENCE.
DRILL EQUIPMENT, CRANES STOCKPILINGI ETC SNALL BE SET BACK A MINIMUM OF TEN
FEET FROM THE BACK OF LAGGING
THE GENERAL CONTRACTOR SNALL VERIFY ALL DIMEIRIDONS AND CONDITIONS AT THE SITE
AND REPORT ANY VARIA lIONS TO ORE SNORING ENGINEER.
S SITE EXCAVATION SNAIL BE COORDINATED WIN ORE INSTALLA DON OF THE TEMPORARY
SNORING SYSTEM TO ENSURE SAFE MORNING CONDITIONS AND 70 PREVENT LOSS OF
01011110 AND CASING OF CUT FACES/BANKS
9377S OMIERTA
SEE CEO TECHNICAL REPORT BE
TAYLOR GROUP, INC.
307 MISSION AVENUE SUITE 201
OCEANSIDE, CA 92054
(760) 721-9990
PROJECT NUMBEJE 78.00891
DATED APRIL 24, 2020
STRUCTURAL 51681
7. STRUCTURAL STEEL SNAIL COMPLY 11TH ASTM 1992 (FY=36 KS) ON BETTER.
MATERIALS AND WORKMANSHIP SHALL COMPLY 111171 AISC 'SPECIFICATION FOR THE
DESIGN, FABRIC.A 77011 AND ERECTION OF SIRUCITJRAL STEEL FOR BUILDINGS'
7. CONCRETE MONK SHALL CONFORM TO THE LATEST APPROVED EDITIONS OF
REQUIREMENTS FOR REINFORCED CONCRETE' (AD 378) AND `SPECIFICATIONS FOR
STRUCIIJRAL CONCRETE FOR BUILDINGS' (AD 307) MOTH ANY MODIFICA lIONS AS NOTED
IN THESE DRA RINGS AND SPECIFICA lIONS
2. CONTINUOUS INSPECITON BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR ALL
CONCRETE BLINK OF f'c 3000 PSI ON OREA ICR (NOT REQUIRED FOR LEAN CONCRETE).
2 CONCRETE STRENGTHS THE CONCRETE STRENGTHS SNOBIV IN THE FC(LOMONG TABLE ARE
MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS THE AI'ASREGA ITS SNOW ARE THE MAXIMUM SIZE
(INDIES) AND THE ZEUMP SNO VAR IS TIlE MAXIMUM (INDIES).
OEM OF CL9115171UC77OR STRENGTH AGGREGATE ITLIMP
A CAISSON 5500PS! 7' 4'
8. CONCRETE L400NS .11250 PSI il 4'
CGBFEIEETO liLLY F!WIXRES FOR CANIEET8.R SEEDER BEAMS AND LAYSPAD
7. SOLDIER BEAM CONS TRUCIIGFL
p DRILLED SHAFTS FOR SOLDIER BEAMS SNAIL BE ACCURATELY LOCATED AND DRILLED AS
SNOMIR ON THE PLANS ER AS OTHERMOSE APPROVED BY THE SNORING ENGINEER OR
RECOMMENDED BY THE EEDIEDINICAL ENONEER.
b. DRILLED 51W73 SHALL PROVIDE FOR CALLISONS CONSTRUCTED TO THE DIAMETER AND
DEPTH AS INDICATED IN THESE ERA RINGS DRILLING SNAIL BE OBSERVED BY THE
EEOTECHFITCAL ENGINEER TO VERIFY SOIL CONDITIONS
p DRILLED SHAFT STABILITY SNAIL BE MAINTAINED BY THE USE OF DRILLING FLUID OR
CASING AS RECOMMENDED BY THE GEOTEQIFITCAL ENGINEER.
1. MINIMUM SPACING BEIIAEEN ADJACENT DRILLED SHAFTS FR/OR TO SOLDIER BEAM
PLACEMENT AND BADIFIWNG SNAIL BE FIVE (5) SHAFT DIAMETERS (TO FEET FOR 24-
,WAFTS AND 725 FEET FOR 30' SNAFFS)
p. SOWER BEARS SNAIL RE PLACED IN THE DRILLED SHAFTS AS SHORN ON THE DETAILS
HEREIN AND AS NEEDED IT) ACHIEVE A TOLERANCE OF 7/2 INCH OF THE INSIDE FACE OF
THE 50615CR BEAM FLINTS LOCATION . VERTICAL TOLERANCE SNAIL BE I/S INCH PER TO
FEET.
6 PLACE STRUCTURAL CONCRETE PER NOTES FROM THE BOTTOM OF THE HOLE 70 THE
BOTTOM OF THE EMBEDMENT LEEVA DON.
g PLACE LEAN CONCRETE (7 SOCK MIX) FROM THE EMBEDMENT ELEVATION ID THE EXISTING
GRADE
2 LAGGING PLACEMENT
p EXCAVATION AND 1105510 SNAIL BE PERFORMED IN LIFTS OF NOT MORE THAN THREE (4)
FEET DR AS OTHER RISE DIRECTED BY THE SNORING (MONGER OR EEOTECNNICAL ENLDNDO8.
b. PRIOR TO EXCAVATING THE NEXT INCREMENT OF WT THE TIMBER AND CONCRETE LALS'JNG
MUST BE COMPLETELY INSTALLED INSURING BEARING BETTAEER THE LifT SOS AND LAGGING
RODS SNAIL BE FILLED BY COMPACTING SAND OR PLACING LEAN CEXICRETE SLINRY
BEHIND THE LAGGING
p GAPS BETIAELR ROOD LAGGING SNAIL NOT OSGOOD 1171101 PACK GAPS MOTH HAIL
STRAW ON OTHER MATERIAL ACCEPTABLE TO THE ENGINEER.
,TI EXCAVATION MGPOTCAJNCI
p. THE TOPS OF THE SOLDIER BEAMS SHOULD BE ShRIVElED PRIOR TO THE START OF
EXCAVATION AND AT LEAST REGRET UNIX THE FOUNDATION IS COMPLETED AND
BASEMENT WALLS ARE IN PLACE AND CORED. THE SOLDIER BEAM SURVEY PORTS SHOULD
BE LOCATED AT APPROXIMATELY 16 FEET ON-CENTER (EVERY OTHER BEAM).
b. THE ENGINEER SNAIL BE NOTIFIED IMMEDIATELY GE THE SURVEY DATA SHOW ANY TOP DY
BEAM DLFLEC 77011 EXCEEDS 11 INC/I.
STATEMENT OF SPECIAL INSPECTIONS
I CONTINUOUS I PERIODIC I CBCREFBMCE I
VERIFICATION AND INSPECTION
I VERIFY USE OP REQUIRED DESIGN MIX X 180422
INSPECTION OF CONCRETE PLACEMENT 2 FOR PROPER APPLICATION TECHNIQUES. x
- MATERIAL VERIPPLATTONOF STRUCTURAL
STEEL
A FOR STRUCTURAL STEEL, IDERTIFPIA ThOM
MARKINGS ToCONFORMTO/ISO 300. x
-
B M.RNOPRCTT.IRERS REPORT S
4 INSPECTION OF WELDING
A MULTTPASS FILLET WELDS X 2)011 8.1
3 MATERIAL IDENTIFICATION OF TIMBER
A IDENTIFICATION OF PRESERVATIVE X
- VERIFICATION AND INSPECTION ITEMS (OTHER)
- OBSERVE DRILLING OPERATIONS AND
0 MAR/TAIl COMPLETE AND ACCURATE X
RECORDS FOR EACH ELEUENT.
- VERIFY PLACEWENT LOCATIONS AND
PLUEBONESS. CONFIRM ELEMENT
1 DIAMETERS LENDERS ENDEDUENTINTO S
BEDROCK (IF APPCICABEE/ RECORD
CONCRETE AND GROUT VALUES
- VERIFY EXCAVATIONS ARE EXTENDED TO
THE PROPER DEPTH. X
-1 -24 CAISSON DIAMETER PER SCHEDULE
o CANTILEVER SOLDIER BEAM BACKLAGGING SECTION
N. T.S.
SURFACE OLE VA 770N/TSISIINC GRADE
PER SCHEDULE
S/TEL SOLDIER BEAM
PER SCHEDULE
ONJaEAD0DL J
3o12 44000 LAGGING
EMBEDMENT EL
PER SCHEDULE
(E) SIDEWALK
(TO BE REPLACED)
7.75, I I LEAN CONCRETE GROUT ----- WHERE REQUIRED I 72' 3/4045ac.
7.5' MIN - -7.5' MIN
4
CONCRETE LAGGING DETAIL N.T.S.
NO
A CONCRETE SHALL HAVE MIN. Fc=.7/250 PSI
B. RERAN SHALL BE GRADE 60
C CONCRETE COLOR AND FINISH PER WENT SPECIFICA lIONS
1URL9 L..!L.J L.!±f.J
PEMNIENT 61404/I NB
SO I 35 1 3 1 24 1 W14648 I YES 1 31.0 36.0 1 32.5 1 20.0 1 2.5 77.50 21.00 36.0 /5.0 34.90
014 025 7 24 W14,4 YES 36.5 30.0 32.5 35.0 3.5 46.50 25,50 36.0 16.0 4646
051 826 -6 24 W14265 YES 31.5 260 32.5 36.0 3.5 7600 1 25.50 1 36.0 1 74.5 1 009
-I I--CAISSON DIAMETER PER SCHEDULE
a TEMPORARY SHORING SOLDIER BEAM SECTION
AT STATE STREET ROW
N. 7S.
T - FINI$IED GRADE
FOOTING, SLAB & SIEM WALL PL TO BE CONS7RUC7ED AF/ER \ I PL GRADING IS COIPLE7ED 10-
SURFACE GRADE MIN. - -
7CIAPLRIARYL5I LIlT
SLOPE PER PLAN SLOPE 02
DCWS ----- STEEL SOLDIER BEAM PER SCHEDULE- -
H- -c STEEL SOLIIER SURFACE EIEVAI7ON/IEMPORARY GRADE PER
SCHEDULE:I I SCHEDULE
FOOTING, SLAB & STEM WALL
TO BE CONSTRUCTED AFIER
GRADING IS COMPLETED
-
35 7) 140110 LAGGING
IX
3x72 WOOD LAGSNG- 70 BE REMOVED DURING FILL PLACE)4ENT
I I
FINISHED PAD GRACE LEAN! CONCRETE GROUT
WHERE REQUIRED
-
-
--
--
------------I
EMBEDMENT ELEVA 7/ON PER
SCHEDULE
EMBEDMENT ELF VA 7/ON ER
SCHEDULE I I
LEAN CONCRE717 GROUT
WHERE REQUIRED
__________
-SEE PLAN AND ELEVA lIONS FOR SPACING
20' PLAN AND U ul, RETAINED SOIL FILLED WIVI COVCRETE AND
foI2 7,000 LAGGING1
FILL ANY I/DOS BEHIND
EXCA VA lION LAGGING WITH COMPACTED
SAND ON LEAN CONCRETE
20/ NAIL TO SECURE LAGGING (TNT)
C) N.T.S.
OL SDIER BEAM & LAGGING PLAN SECTION
I
-I I-]-CAISSON DIAMETER PER SCHEDULE
TEMPORARY SHORING SOLDIER BEAM SECTION
N. T.S.
SURFACE ELEVA 1/ON/TEMPORARY GRADE PER
SCHEDULE PL
2.0'
6 060'
COAL TAR EPDXY COAlED STEEL
BEAM PER SCHEDULE
LANDCAPE SOIL BACXF1U IN
4r
UPPER lB MIN
FREE-DRAINING ERA/EL BALL 3n72 WOOD LAGGING
4'xI2 REINFORCED CONCH
CONSTRUCTED
LAGGING PER DETAIL F
E
-LAGGED)
FOOlING AND SLAB TO BE
(BACK
r040:nr In ri/Up, non
imc
JIM 112' 7,1/200 LAGGING
TO BE REMOVED DURING FILL PLACEMENT LEAN CONCRETE GROUT
WHERE REQUIRED
EMBEDMENT ELE VA lION PER-
SCHEDULE
-1 I-CAJSSON DIAMETER PER SCHEDULE
c PERMANENT SHORING SOLDIER BEAM SECTION
N. T. S.
NO
SOLDIER BEAM SHALL BE COATED WITH POLYAMIDE COAL TAR EPDXY ABOVE EMBEDMENT f/EVA 7/ON
(WHERE NOT ENCASED IN CONCREIE)
REINFORCED CONCISE/I LAGGING SHALL BE INSTALLED AFTER FIRST INSTALLING TIMBER LAGGING 44/IN
BACK LAGGING IN UPPER 4 FEET SPACE BETWEEN UMBER LAGGING AND CC.VGREIE LAGGING SHALL
BE BACRFILLJJ) Ill/IA I-SACK GIACAJT WITH LANDSCAPE SOIL IN UPPER 18' TO 24
RI 36 RETAINED SOIL
3I2 Il/TIll? I TONG
3x72 44000 LAGGING %44 ANGLE (FULL HE/GILT)
3 LAG SCREWS PER LAGGING MEMBER
EXCAVATION
,p OUTSIDE CORNER LAGGING DETAIL N.
SHEET CITY OF CARLSBAD ii ENGINEERING DEPARTMENT 12
GRADING PLANS FOR
OCEAN CONDOI\'IINTUMS
SHORING DETAILS
GR2019-0020
"S BUILT"
____ _____ RCE_ EXP. __________ DATE
PREPARED UNDER THE DIRECT SUPERVISION OF.,
95 -- 1OIIUR0 Ell t( No. 5U74 Geotechnical Engineering • Civil Engineering n0o.osisn
3OlMIsA9SA,,,,s .SuIt020l.oceanslde.C*.92054 0.760.721.9990 5 0. 760.72l.9991 • ,,s.,I,ItrGI.co,
IVIRENEWED
LARRY R. TAYLOR RCE 58274, EXPIRES 06/30/2022 DATE
APPROVED: JASON S. GELDERT
11
-.----
CITY ENGINEER RCE 639/2 EXPIRES 9/30/20 DATE BY: __.
1DWN BY: .J.BL_.. 1CUKD BY:
RWID BY:
PROJECT NO.
I CT 16-02
DRAINING NOj
5195A DATE
EN0N
NI AL
TEWORK REViSION DESCRIP11ON DATE INITIAL INI
INSPECTOR DATE 0/MEN APPROVAL aTyAppeovAl.
Project: Ocean Condominiums
Results for Design Section 0: Wi
[THIS PAGE IS INTENTIONALLY BLANK]
- - - - - - - - - - - - - - - - - - - Wi
X (ft) Concrete Coder ACI 310-15/1.6
Steel Cede: ANSI/AISC 360-15/1.6 -25 -20 -15 -10 -S 0 5 10 15 20 25 45 lit Wall Limit Squllibrium California Snoring Manual-Si
Drain State Clays Default Water p= 0 pct Hydrostatic
Drive-Wedge Ka, v 6-Coul Resist-Wedge Eps- 0-Caquot
_____ Deflection
Shear .10 5 10 17 -
- tl-ft'ftl 0 A
- Pressures (hat) 3 4 5 5 7
Oiler
[:7
tftl
z )ft) E t
RIN 0.104kof 0321t5f W14.n267 04
4 3:rtiircur Frsvno"(tul TOfl°ia7h-
13
0 Effective t- soil press siren - Wall 2Sin3 5525 - Wall Disprner.t Th1u1 h:r. soil prns:ures
Cod. CALTRANS LRFD (2032)
Case Service I
Parameter Safety Factor
Seismic multiplier 1
Variable loads 1
Permanent loads 1
Temporary anchors
Permanent anchors
tan)friction_angle)
0ff. cohesion a
Shur itrungrh hi 1
Earth urrf.vuralcle 1
Earth favorable
Water unfavorable
Water favorable
HilOraulit unfavorable -
HYDraulic favorable 1
UPLift unfavorable 1
UPLift favorable 1
Used PS well SIR Srvic.
65301=4
.= 7,
532 h5
P30 1174036544=35 3153. 5.64 10.1.
C.307.of.-40..OII3CMTRI=fl=2f154 W0116= 503373
L•
C1133k63300W6663, -Uo*p.,. W.trm-Opd D,loe 5. 5Co Mode: I3y*cO61t1c
32636.52
zDot.11r6on1,F3sI.E=l
00 0
NJ
9/127
Concrete Code: ACI 318-19/1.6
Steel Code: ANSI/AISC 360-16/1.6
1st Wall Limit Equilibrium California Shoring Manual-11
Drain State Clays Default
Water y= 0 pcf Hydrostatic
Drive-Wedge Ka, + 6-Coul
Resist-wedge Kp,+ 5-Caquot
10/127
Envelope of results
A sequence of result diagrams for each excavation stage is reported
Envelope of wall bending moments (all stage)
I— Menv
32
C
0
22 Li
30
28
26
24
20
18
16
14
1...........................................................................................................
........................... ........................... .......
................................. ....... ............... ........... ............ ............
-5.58;2l32
I I II II i ,I II
J. -6 -5 -4 -3
Wall moment (k$tft
DS: O(ieftwall)
Envelope of results
Venv
32
30
28
26
24
ul
MI
In
11/127
Envelope of wail shear (alt stage)
14 I ii I I I I I I I I I I I I 11.1 I I I. I I, ii I I 1.11 III
-6 -5 -4 -3 -2 -i
Wall shear (kfft)
DS: 0 (left wi1)
Envelope of results
1 2 3 4
12/127
Displacement: Horizontal
DXenv f 04
30
28
26
24
0
2
20
18
16
.141 Iii iIi ii. I'' I I'
-0M2•' 000 0:02 0.04 0.06 0.08 0.10 012 0.14
Displacement (in)
DS 0(left wall)
Envelope of resi.iits
Extended vs Stage
13/127
Calculation Result Wall Displaceme Settlement Wall Moment Wall Moment
(in) (in) (k-ft/ft) (k-ft)
Stage Calculated N/A N/A N/A N/A
Stage 1 Calculated 0 N/A 0 0
Stage 2 Calculated 0.11 0.02 5.58 42.62
Wall Shear Wall Shear STR Combined STR Moment SIR Shear
(k/ft) (k) Wall Ratio Wall Ratio Wall Ratio
Stage 0 N/A N/A N/A N/A N/A
Stage 0 0 0 0 0
Stage 2 5.16 39.41 0.628 0.628 0.877
Table notes:
SIR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity).
SIR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity).
SIR Shear :Shear stress check (shear force demand/wall shear capacity).
Max Support Max Support Critical SIR Support Support Geotech
Reaction (k/ft) Reaction (k) Support Check Ratio Capacity Ratio (pull out
Stage 0 N/A N/A N/A N/A N/A
Stage 1 0 0 N/A No supports No supports
Stage 2 0 0 N/A No supports No supports
Table notes:
SIR Support ratio: Critical structural stress check for support (force demand/structural capacity).
Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity).
Critical support check: Critical demand/design capacity ratio (structural or geotechnical).
FS The FS Toe FS Toe FS Zcut FS Mobilized FS
Basal Passive Rotation Length (nonlinear) Passive True/Active
Stage 0 N/A N/A N/A N/A N/A N/A N/A
Stage 1 N/A 55.178 51.445 100 N/A N/A N/A
Stage 2 N/A 4.741 1.706 1.316 N/A N/A N/A
Hydraulic Oflow FSslope
Heave FS (1t3/hr)
Stage 0 N/A N/A N/C
Stage 1 N/A N/A N/C
Stage 2 N/A N/A N/C
I Support Force/S vs Stage
No Supports
0:Stageo No support
1:Stage 1
2:Stage 2 I
Support Force vs Stage
Support Force vs Stage I No Supports
O:Stageo No support
1:Stage 1
2:Stage 2 I
Embedment FS vs Stage
I
14/127
Min Toe FS FS1 Passive FS2 Rotation FS3 Length (from FS1, FS2) FS4 Mobilized Passive FSS Actual Drive Thrust /Theory
Stage 0 100 100 100 100 N/A N/A
0:Stage 0 51.445 55.178 51.445 100 N/A N/A
1:Stage 1 1.316 4.741 1.706 1.316 N/A N/A
Table notes:
FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation).
Wall embedment safety factors from conventional analysis (limit-equilibrium):
FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust.
FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment.
FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0
Wall embedment safety factors from non-linear analysis:
FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust.
FS5 True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust.
Tables for stress checks follow: Support force/Design capacity
Support Check vs Stage
No Supports
0:Stage 0 No support
1:Stage 1
2:Stage 2
Forces (Res. F. M/Drive F. Ml
FS1 Passive FS2 Rotation FS3 Length FS4 Mobilized Passive FS5 Actual Drive Fh EQ Soil Fh EQ Watei
(FxResist/FxDrive) (Mresist/Mdrive) (Embedment/ToeFS=1) (FxPassive/FxPas_Mobili / Theory Active
Stage 0 0/0 0/0 N/A N/A N/A 0 0
Stage 1 446.996/8.101 2272.32/44.17 12/0.12 N/A N/A 2.624 0
Stage 2 1 94.376/19.906 1 241.46/3.87 7/5.32 N/A N/A N/A N/A
Reinforcement Requirements
Parameter Description
Note: Wall does not use steel reinforcement. Section does not apply.
Project: Ocean Condominiums
Results for Design Section 1: W2
[THIS PAGE IS INTENTIONALLY BLANK]
46
42.8
39.6
36.4
30
z
(It)
26
23.
20.4
W14x4Z-7,64
6j1e W4o41. 0ox 62.6 lrZ 07.64 ft 0 C.
yEen'ri =3hci
3argh6; Fi#tarihiCALTRAWS-D Fl
Wail 52 1461
Wall Dispiaert
talhr. sod press vrao
77
- - - - - - - - - - - - - - - - - - W2
X (66)
-20 -16 -12 -8 4 0 4 8 12 16 20 Steel Code; N431/AISC 360-26/1.6
Concrete Code: Ad 316-19/1.6
Code CAL IhAral LRFD (2012)
Case Service I
Parameter Safety Factor
Seismic multiplier
Va,l6le lruat.fs
Permanent loads
Temporary anchors
Permanent anchors 1
tan)friction_5n31e)
El?. cohesion C 1
Shear strength Su
Lath u,iranu,al,le
Earth favorable
Water unfavorable
Water favorable 1
HYDraulic unfanurable
HYDraulic favorable
UPLIIL yfvu aSia
UPLift Favorable
Used 65 c.,ail STR Service
191 WIll Limit Equilibrium California Shoring Manual-21
Drain State Clays Default
Water 6=0 pcf Hydrostatic
Drine-Wedge Ka, c 6-Coy!
Rititt-Wedtt Kp,n 6-Caquot
-20 -16 -12 - 46
OCRj
2.8 124 1000
op130O!371
Deflection (inch)
o 10
M 32ft 0
W2
X(ft)
44.:WI8U3. S,, U-1 47.64705.
ry4 76)I 647.61O,.,,4p.,kfll
- 00'77705_0 -
Do Do (1
2
0)
p 0)
U-, cp
0) -Q () C
gEc 0) 0
I—
Ch
0
17/127
Envelope of results
A sequence of result diagrams for each excavation stage is reported
Envelope of wall bending moments (all stage)
i— Menv 1 35
30
25
20
2i.9:i
-5 -4 -3 -2
Wall moment :(k-ftlft}
DS 1 (left wail)
Envelope of results
Envelope Of wall shear (all stage)
35
I
I
I
I
I
I
I
I
I
I
I
-
25
20
15
-5 -4 -3 -2 -1
WaIIshear(k!ft)
DS: 1 (left wall)
Envelope of results
19/127
Displacement Horizontal
[— DXenv
35
D.1; 32)
30
25
20
15
-002 OMO 0.02 0:04 0.06 0.09 0.10 0.12
Displacement {in}
DS: 1 (leftwll)
Envelope of results
Extended vs Stage
20/127
Calculation Result Wall Displaceme Settlement Wall Moment Wall Moment
(in) (in) (k-ft/ft) (k-ft)
Stage 0 Calculated N/A N/A N/A N/A
Stage 1 Calculated N/A N/A N/A N/A
Stage 2 Calculated 0.1 N/A 4.56 34.83
Wall Shear Wall Shear STR Combined STR Moment SIR Shear
(k/ft) (k) Wall Ratio Wall Ratio Wall Ratio
Stage 0 N/A N/A N/A N/A N/A
Stage 1 N/A N/A N/A N/A N/A
Stage 2 4.29 32.76 0.297 0.297 0.63
Table notes:
SIR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity).
SIR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity).
SIR Shear :Shear stress check (shear force demand/wall shear capacity).
Max Support Max Support Critical SIR Support Support Geotech
Reaction (k/ft) Reaction (k) Support Check Ratio Capacity Ratio (pull out
Stage 0 N/A N/A N/A N/A N/A
Stage 1 N/A N/A N/A N/A N/A
Stage 2 0 0 N/A No supports No supports
Table notes:
SIR Support ratio: Critical structural stress check for support (force demand/structural capacity).
Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity).
Critical support check: Critical demand/design capacity ratio (structural or geotechnical).
FS Toe FS Toe FS Toe FS Zcut FS Mobilized FS
Basal Passive Rotation Length (nonlinear) Passive True/Active
Stage 0 N/A N/A N/A N/A N/A N/A N/A
Stage 1 N/A N/A N/A N/A N/A N/A N/A
Stage 2 N/A 7.192 2.324 1.522 N/A N/A N/A
Hydraulic Oflow FSslope
Heave FS (ft3/hr)
Stage 0 N/A N/A N/C
Stage 1 N/A N/A N/C
Stage 2 N/A N/A 19.955
Support_Force/S vs Stage
No Supports
0:Stage 0 No support
1:Stage 1
2:Stage 2
Support Force vs Stage
Support Force vs Stage
No Supports
0:Stage 0 No support
1:Stage 1
2:Stage 2
Embedment FS vs Stage
21/127
Min Toe FS FS1 Passive FS2 Rotation FS3 Length (from FS1, FS2) FS4 Mobilized Passive FSS Actual Drive Thrust /Theory
Stage 0 100 100 100 100 N/A N/A
0:Stage 0 100 100 100 100 N/A N/A
1:Stage 1 1.522 7.192 2.324 1.522 N/A N/A
Table notes:
FSbasal Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation).
Wall embedment safety factors from conventional analysis (limit-equilibrium):
FS1 Passive Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust.
FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment.
FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0
Wall embedment safety factors from non-linear analysis:
FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust.
FSS True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust.
Tables for stress checks follow: Support force/Design capacity
Support Check vs Stage
No Supports
0:Stage 0 No support
1:Stage 1
2:Stage 2
Forces (Res. F, M/Drive F, M)
FS1 Passive FS2 Rotation FS3 Length FS4 Mobilized Passive FSS Actual Drive Fh EQ Soil Fh EQ Water
(fxResist/FxDrive) (Mresist/Mdrive) (Em bed ment/ToeFS=1) (FxPassive/FxPas_Mobili / Theory Active
Stage 0 0/0 0/0 N/A N/A N/A 0 0
Stage 1 0/0 0/O N/A N/A N/A 0 0
Stage 2 94.19/13.097 241.46/7.19 7/4.6 N/A N/A N/A N/A
Reintorcement Requirements
Parameter Description
Note: Wall does not use steel reinforcement. Section does not apply.
[THIS PAGE IS INTENTIONALLY BLANK]
Project: Ocean Condominiums
Results for Design Section 2: S] through S5
[THIS PAGE IS INTENTIONALLY BLANK]
Concrete Coder ACt 315-19/1.6
Steel Code Ar4SI/AISC 360-16/1.6
lstW.11 Limit Equilibi urn California Shoring Manuel-22
Drain State Clays Default
Water v= S pot Hydrostatic
Drive-Wedge fe * 5-Coal
Resist-Wedge Kp,c &-Caquot
Code CALIRANSLRFD 2012)
Case Service I
Parameter - Safety factor
Seismic multiplier
Variable loads
Permanent loads 1
Temporary anchors I
Permanent anchors 1
tan(frictisn angle) 1
6ff. cohesion c 1
Shear strength Sc I
Csrth unfavorable 1
Earth favorable 1
Water unfavorable I
Water favorable .3.
HYDraulic unfavorable 1
HYDraulic favorable 1
UPLift unfavorable I
UPLift favorable 1
Used FS wall SiR Service
vt c
3. 572frC
14ft
Effeceha hot toil pr000 urn!
- Well Perdir';
Stoat
WaUDspiavr'nrr
rotil or. toil pres!roo
U-) C 45
2
2 0)
-
0
37
0
2 33
CD
f-h
0) fj 29
H 0 o
CD Cn 25
70 r-
CD 0 C
CD
2 CD
f-n
wMIf.5o.I - 13
- - TC4I9
24/127
Concrete Code: ACI 318-19/1.6
Steel Code: ANSI/AISC 360-16/1.6
1st Wall Limit Equilibrium California Shoring Manual 11
Drain State Clays Default
Water y= 0 pcf Hydrostatic
Drive-Wedge Ka, + 5-Coul
Resist-Wedge Kp,+ 6-Caquot
25/127
Envelope of results
A sequence of result diagrams for each excavation stage is reported
Envelope of wall bending moments (all stage)
1— Menv 1 40
35
30
0
0
w
25
15 I I II .1 I• I
-9 -8 -7 -6 -5 4 -3 -2 -1 0.
Wall momeflt (k-ftft)
DS:2.eftwali)
Envelope of results
26/127
Envelope of wail shear (all Stage)
Venv
40
35
30
0
Ui
25
20
15 i I I I i i i I
-7 -6 -5 -4 -3 -2 2 3
waii shear (k!ft)
DS 2IeftsaJI)
Envelope ofresiilts
35
30 r.................
0
Ui
t............... 25
.20
15
.4
27/127
Displacement: Horizontal
A DXenv
-0.1 0.0 0.1 0.2 0.3 0.4
Displacement (in)
DS: 2 Øeft wall)
Envelope of results
Extended vs Stage
28/127
Calculation Result Wall Displaceme Settlement Wall Moment Wall Moment
(in) (in) (k-ft/ft) (k-ft)
Stage 0 Calculated N/A N/A N/A N/A
Stage 1 Calculated 0.32 0.04 7.56 54.44
Wall Shear Wall Shear STIR Combined STR Moment SIR Shear
(k/ft) (k) Wall Ratio Wall Ratio Wall Ratio
Stage 0 N/A N/A N/A N/A N/A
Stage 1 5.93 4272 0.463 0.463 0.821
Table notes:
SIR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity).
SIR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity).
SIR Shear :Shear stress check (shear force demand/wall shear capacity).
Max Support Max Support Critical SIR Support Support Geotech
Reaction (k/ft) Reaction (k) Support Check Ratio Capacity Ratio (pull out
Stage 0 N/A N/A N/A N/A N/A
Stage 1 0 0 N/A No supports No supports
Table notes:
SIR Support ratio: Critical structural stress check for support (force demand/structural capacity).
Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity).
Critical support check: Critical demand/design capacity ratio (structural or geotechnical).
FS Toe FS be FS be FS Zcut FS Mobilized FS
Basal Passive Rotation Length (nonlinear) Passive True/Active
Stage 0 N/A N/A N/A N/A N/A N/A N/A
Stage 1 N/A 7.787 2.25 1.453 N/A N/A N/A
Hydraulic Qflow FSslope
Heave FS (ft3/hr)
Stage 0 N/A N/A N/C
Stage 1 N/A N/A N/C
Support_Force/S vs Stage
No Supports
0:Stage 0 No support
1:Stage 1
Support Force vs Stage
Support Force vs Stage
No Supports
0:Stage 0 No support
1:Stage 1
Embedment FS vs Stage
Min Toe FS FS1 Passive FS2 Rotation FS3 Length (from FS1, F52) FS4 Mobilized Passive FSS Actual Drive Thrust / Theory
Stage 0 100 100 100 100 N/A N/A
0:Stage 0 1.453 7.787 2.25 1.453 N/A N/A
Table notes:
FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation).
Wall embedment safety factors from conventional analysis (limit-equilibrium):
FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust.
FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment.
FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0
Wall embedment safety factors from non-linear analysis:
FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust.
29/127
FSS True/Active Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust.
Tables for stress checks follow: Support force/Design capacity
Support Check vs Stage r No Supports
O:Stage 0 No support
1:Stage 1
Forces (Res. F. M/Drive F. M
FS1 Passive FS2 Rotation FS3 Length FS4 Mobilized Passive FSS Actual Drive Fh EQ Soil Fh EQ Water
(FxResist/FxDrive) (Mresist/Mdrive) (Em bed ment/ToeFS=1) (FxPassive/FxPas_M obi li / Theory Active
Stage 0 0/0 0/0 946/9.46 N/A N/A N/A N/A
Stage 1 106.736/13.707 292.68/12.64 7.5/5.16 N/A N/A N/A N/A
Reinforcement Requirements
Parameter Description
Note: Wall does not use steel reinforcement. Section does not apply.
Project: Ocean Condominiums
Results for Design Section 3:S6 through S8 Temp
[THIS PAGE IS INTENTIONALLY BLANK]
45
41.1
37.6
11.9
312
2
(ft)
21-S
19.1
05.4
11.7
S 1IErn
Concrete Code: ACI 315-19/1.6
Steel Code: 65351/61W 360-1611.6
latWill Limit Equilibrium C.liforn:a Shari, M.r,o.I-11
Drain State Clays Default
Water v 0 pd Hydrostatic
Drive-Wedge Ka, a 5-Coul
Resist-Wedge Kp.v 6-Cequot
Code CALTRANS LRFD (2012)
Case Service
Parameter Safety rector
Seismic multiplier
Variable loads 2
Permanent loads 1
Temporary anchors
Permanent anchors
ten(frictios_angle)
5ff. cohesion c'
Shear strentth Su 1
I.I. .1,l
Earth favorable
Water unfavorable
Water favorable
HyDraulic unfavorable 1
HyDraulic favorable 1
UPLift unfavorable 1
UPL4t favorable I
Used PS will SIR Service
tffectve hot i06 pcesvrts
- Well Bendin
-
Wall Dpvnstl
tal hot. sod prestrs
(f-C
C 45
3
3 0)
-, 13
0
7.6
o 3.9
3
CD
5) LA
CL E. -1 85
CD 15
CD 28
0
=
—S CD
3 57
CD
C '-P (IC
ldn: KS, • 6-64K) MKd:H(&4KI*tI,
KS) 1* CL IC
32/127
Concrete Code: ACI 318-19/1.6
Steel Code: ANSI/A1SC360-16/1.6
1st Wall Limit Equilibrium California Shoring Manual-11
Drain State Clays Default
Water y= 0 pcI Hydrostatic
Drive-Wedge Ka, + 5-Coul
Resist-Wedge Kp,+ 6-Caquot
33/127
Envelope of results
A sequence of result diagrams for each excavation stage is reported
Envelope of wall bending moments (all stage)
I— Menv 40 .
35
30
25
11
4)
20
15
10-
-12 -10 -8 -6 -4
Wall moment (k-ftlft)
DS: 3 (left wall)
Envelope of results
-2 0
34/127
Envelope Of wall shear. (all stage)
h— Venv
40
35
30
IS
Ui
KM
15
10
-8 -7 -6 -5 -4 -3 2 -1 0 1. 2 3
Wall shear (klft)
DS: 3 (leftwall)
Envelope of results
Displacement: Horizontal
- DXenv 1 40
35
I
35/127 I
I
36)
IS
001 2193)
20 . -
15 ............................................................................................
.
111111 I iiii tuul liii uuuultiiul
-0.1 0.0 0.1 0.2 0.3 GA 0.5 0.6 U
Displacement (in)
DS: 3 (left wall) I
Envelope of results
Extended vs Stage
I
I
36/127
Calculation Result Wall Displaceme Settlement Wall Moment Wall Moment
(in) (in) (k-ft/ft) (k-ft)
Stage 0 Calculated N/A N/A N/A N/A
Stage 1 Calculated 0.52 N/A 9.72 77.8
Wall Shear Wall Shear SIR Combined SIR Moment STR Shear
(k/ft) (k) Wall Ratio Wall Ratio Wall Ratio
Stage 0 N/A N/A N/A N/A N/A
Stage 1 6.89 55.14 0.588 0.588 0.953
Table notes:
SIR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity).
SIR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity).
STR Shear : Shear stress check (shear force demand/wall shear capacity).
Max Support Max Support Critical SIR Support Support Geotech
Reaction (k/ft) Reaction (k) Support Check Ratio Capacity Ratio (pull out
Stage 0 N/A N/A N/A N/A N/A
Stage 1 0 0 N/A No supports No supports
Table notes:
STR Support ratio: Critical structural stress check for support (force demand/structural capacity).
Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity).
Critical support check: Critical demand/design capacity ratio (structural or geotechnical).
FS Toe FS Toe FS Toe FS Zcut FS Mobilized FS
Basal Passive Rotation Length (nonlinear) Passive True/Active
Stage 0 N/A N/A N/A N/A N/A N/A N/A
Stage 1 N/A 9.049 2.793 1.602 N/A N/A N/A
Hydraulic Oflow FSslope
Heave FS (ft3/h0
Stage 0 N/A N/A N/C
Stage 1 N/A N/A N/C
Support Force/S VS Stage
No Supports
0:Stage 0 No support
1:Stage 1
Support Force vs Stage
Support Force vs Stage
No Supports
0:Stage 0 No support
1:Stage 1
Embedment FS vs Stage
Min Toe FS FS1 Passive FS2 Rotation FS3 Length (from FS1, FS2)1 FS4 Mobilized Passive FSS Actual Drive Thrust / Theory
Stage 0 100 100 100 100 N/A N/A
0:Stage 0 1.602 9.049 2.793 1.602 N/A N/A
Table notes:
FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation).
Wall embedment safety factors from conventional analysis (limit-equilibrium):
FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust.
FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment.
FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0
Wall embedment safety factors from non-linear analysis:
F54 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust.
37/127
FSS True/Active Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust.
Tables for stress checks follow: Support force/Design capacity
Support Check vs Stage
No Supports
O:Stage 0 No support
1:Stage 1
Forces (Res. F. M/Drive F. M
FS1 Passive FS2 Rotation F53 Length FS4 Mobilized Passive FSS Actual Drive Fh EQ Soil Fh EQ Water
(FxResist/FxDrive) (Mresist/Mdrive) (Embedment/ToeFS=1) (FxPassive/FxPas_Mobili / Theory Active
Stage 0 0/0 0/0 N/A N/A N/A N/A N/A
Stage 1 165.872/18.331 569.01/23.75 9.5/5.93 N/A N/A N/A N/A
Reinforcement Requirements
Parameter Description
Note: Wall does not use steel reinforcement. Section does not apply.
Project: Ocean Condominiums
Results for Design Section 4:S9 through S13
[THIS PAGE IS INTENTIONALLY BLANK]
Concrete Code PCI 316-1911.6
Steel Code: APISIJAISC 36-16/1.6
DStWIII Limit Equilibrium California Shoring Manual-11
Drain State Clays Default
Watery= C) pcf Hydrostatic
Drive-Wedge Ka, • 6-Cool
Resist-Wedge Kp 5-Caguot
Code CAI.TRANS LRFI) 2012)
Cane Service I
Parameter Safety Factor
Seismic multiplier 1
Variable leeds 1
Permanent loads
Temporary anchors
Permanent anchors
tanfriction_an3le)
Elf. cohesion c
Shear strength Su
g.,rl, u.ru,a1,l
Earth favorable
Water unfavorable
Water favorable
HYDraulk nianraL,la
HYDraulic favorable 1
UPLIft unfovortbln 1
UPLift favorable 1
Used PS wall SIR Service
45
41
11 31
33
29
7 --
tft)
21-
17
13
Effetwe For, soil press _rn!
- Well Bending -
Wall Dysla:n'rerr
Dial -or. SD. press _es
I.
0.5. 0.. • 5-704 5540: N,0,50..0
LO .0
40/127
Concrete Code: ACI 318-19/1.6
Steel Code: ANSI/A15C360-16/1.6
1st Wall Limit Equilibrium California Shoring Manual-11
Drain State Clays Default
Water y= 0 pcf Hydrostatic
Drive-Wedge Ka, + 6-Coul
Resist-Wedge Kp,+ 6-Caquot
41/127
Envelooe of results
A sequence of result diagrams for each excavation stage is reported
Envelope of wall bending moments (all stage)
(— Menv 1 40
25
20
35
30
15
10
-12 -10 -8 -6 -4 -2 0
Wall moment (k-ft/ft)
DS: 4 (left wall)
Envelope of results
34
42/127
Envelope Of wall shear (all stage
I—.venv I 40
35
25
LU
RIM
15
-7 -6 -5 -4 -3 2
Wall shear (klft)
DS: 4 (left wall)
Envelope of results
0 1 2 3
I— DXenv
40
25
35
30
15
43/127
Displacement: Horizontal
10 _ I I I I
-0j 0.0
Extended vs Stage
Oi 0.2 0.3 0.4 05 0.6
Displacement (in)
DS: 4(ieftwafl)
Envelope of results
44/127
Calculation Result Wall Displaceme Settlement Wall Moment Wall Moment
(in) (in) (k-ft/ft) (k-ft)
Stage 0 Calculated N/A N/A N/A N/A
Stage 1 I Calculated 0.52 N/A 10.19 80
Wall Shear Wall Shear STR Combined STR Moment STR Shear
(k/ft) (k) Wall Ratio Wall Ratio Wall Ratio
Stage 0 N/A N/A N/A N/A N/A
Stage 1 6.95 54.54 0.605 0.605 0.942
Table notes:
STR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity).
STR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity).
STR Shear :Shear stress check (shear force demand/wall shear capacity).
Max Support Max Support Critical STR Support Support Geotech
Reaction (k/ft) Reaction (k) Support Check Ratio Capacity Ratio (pull out
Stage J N/A N/A N/A N/A N/A
Stage 1 0 0 N/A No supports No supports
Table notes:
STR Support ratio: Critical structural stress check for support (force demand/structural capacity).
Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity:.
- Critical support check: Critical demand/design capacity ratio (structural or geotechnical).
FS The FS Toe FS Toe FS Zcut FS Mobilized FS
Basal Passive Rotation Length (nonlinear) Passive True/Active
Stage 0 N/A N/A N/A N/A N/A N/A N/A
Stage 1 N/A 8.725 2.707 1.602 N/A N/A N/A
Hydraulic Oflow FSslope
Heave FS (ft3/hr)
Stage 0 N/A N/A N/C
Stage 1 N/A N/A N/C
Support Force/S VS Stage
No Supports
0:Stage 0 No support
1:Stage 1
Support Force vs Stage
Support Force vs Stage
No Supports
0:Stage 0 No support
1:Stage 1
Embedment FS vs Stage
Min Toe FS FS1 Passive FS2 Rotation FS3 Length (from FS1, FS2) FS4 Mobilized Passive FSS Actual Drive Thrust! Theory
Stage 0 100 100 100 100 N/A N/A
0:Stage 0 1.602 8.725 2.707 1.602 N/A N/A
Table notes:
FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation).
Wall embedment safety factors from conventional analysis (limit-equilibrium):
FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust.
FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment.
F53 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0
Wall embedment safety factors from non-linear analysis:
FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust.
45/127
FSS True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust.
Tables for stress checks follow: Support force/Design capacity
Support Check vs Stage
No Supports
O:Stage 0 No support
1:Stage 1
Forces (Res. F. M/Drive F. M)
FS1 Passive FS2 Rotation FS3 Length FS4 Mobilized Passive FS5 Actual Drive Fh EQ Soil Fh EQ Water
(FxResist/FxDrive) (Mresist/Mdrive) (Embedment/ToeFS=1) (FxPassive/FxPasMobili / Theory Active
Stage 0 0/0 0/0 N/A N/A N/A N/A N/A
Stage 1 165.872/19.012 569.01/24.85 9.5/5.93 N/A N/A N/A N/A
tceinrorcement iequirements
Parameter Description
Note: Wall does not use steel reinforcement. Section does not apply.
Project: Ocean Condominiums
Results for Design Section 5: S14 through S20 Temp
[THIS PAGE IS INTENTIONALLY BLANK]
W14v4S: Tv
PdnW4i47235f1CC,
Cvvvr FevvtCCAlT9AN5-3_Fort25%)
Wall
45
42
19
36
133
30
7
(fr) 24
Is
is
12
EM
Concrete Coder ACI 315-19/1.6
Steel Code: ANSI/AISC 360-16/1.6
- 1stWaH Limit Equilibrium California Shoring Manual-21
Drain State Clays Default
Water y= 0 yd Hydrostatic
Drive-Wedge Ka. • 5-Coul
ResiT-Wett1e Ks* Cscust
Cod. CALTRANS LRPO (2012)
Case Service I
Perampter Safety factor
Seismic multiplier 1
Variable loads 1
Permanent loads 1
Temporary anchors 1
Permanent anchors 1
tan(friction angle( S
Sf!. cohesion C 1
Shaar etrrgth S 1
tarts urltavoraole .1
Earth favorable 1
Water unfavorable 1
Water favorable 1
HIC}r.ul:C unfavorable 2
HYDraulic favorable 1
UPLift urrdau,dula 1
UPLift favorable
Used FSw011 SIR S.raic.
-, Effavtvv hoc sad vaysu.eo
- WaS 8erdcrt -
aIDnplactcert
hOr 5CI
45
4?
39
36
33
30
21
CIkM,,WO,:-Ur.&p., W.try*.Gpcl
KS * 6-6*54 66-4 *66*0*9*5
455*5*656*54
1, FSSU* I n*KSK* I
48/127
Concrete Code: ACI 318-19/1.6
Steel Code: ANSI/A1SC360-16/1.6
1st Wall Limit Equilibrium California Shoring Manual-11
Drain State Clays Default
Water y= 0 pcf Hydrostatic
Drive-Wedge Ka, + 6-Coul
Resist-wedge Kp,+ 6-Caquot
10-
-12 -2 0 .10 -8 -4
Wall moment (k-ft/ft)
DS: 5(ieft wail)
Envelope of results
49/127
Envelope of results
A sequence of result diagrams for each excavation stage is reported
Envelope of wall bending moments (all stage)
I— Menvj
40
35
30
25
MU
20
15
3*
Itu
35
30
.225
20
15
10
50/127
Envelope of wall shear(all stage)
-8 -7 -6 -5 -4 -3 2 -1 0 1 2 3
Wall- shear (klft)
DS: 5 (left wall)
Envelope of results
Displacement: Horizontal
'-- DXenv
40
35
30
25
Mu
20
15
51/127
-0.1 0.0 0.1 0.2 • 03 04 05 0.6
Displacement (in)
DS:5(leftwali)
Envelope of results
Extended vs Stage
52/127
Calculation Result Wall Displaceme Settlement Wall Moment Wall Moment
(in) (in) (k-ft/ft) (k-ft)
Stage 0 Calculated N/A N/A N/A N/A
Stage 1 Calculated 0.46 0.05 9.65 77.19
Wall Shear Wall Shear STR Combined SIR Moment STR Shear
(k/ft) (k) Wall Ratio Wall Ratio Wall Ratio
Stage 0 N/A N/A N/A N/A N/A
Stage 1 6.55 52.4 0.583 0.583 0.905
Table notes:
SIR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity).
SIR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity).
SIR Shear :Shear stress check (shear force demand/wall shear capacity).
Max Support Max Support Critical STR Support Support Geotech
Reaction (k/ft) Reaction (k) Support Check Ratio Capacity Ratio (pull out
Stage 0 N/A N/A N/A N/A N/A
Stage 1 0 0 N/A No supports No supports
Table notes:
SIR Support ratio: Critical structural stress check for support (force demand/structural capacity).
Support geotech capacity rato: Critical geotechnical capacity stress check (demand/geotechnical capacity).
Critical support check: Criticl demand/design capacity ratio (structural or geotechnical).
FS Toe FS Toe FS Toe FS Zcut FS Mobilized FS
Basal Psssive Rotation Length (nonlinear) Passive True/Active
Stage 0 N/A NJ/A N/A N/A N/A N/A N/A
Stage 1 N/A 2.841 2.525 1.552 N/A N/A N/A
Hydraulic Qflow FSslope
Heave FS (ft3,/hr)
Stage 0 N/A N/A N/C
Stage 1 N/A N/A N/C
Support Force/S VS Stage
No Supports
0:Stage 0 No support
1:Stage 1
Support Force VS Stage
Support Force vs Stage
No Supports
0:Stage 0 No support
1:Stage 1
Embedment FS VS Stage
Min Toe FS FS1 Passive FS2 Rotation FS3 Length (from FS1, FS2) FS4 Mobilized Passive FSS Actual Drive Thrust / Theory
Stage 0 100 100 100 100 N/A N/A
0:Stage 0 1.552 8.841 2.525 1.552 N/A N/A
Table notes:
FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation).
Wall embedment safety factors from conventional analysis (limit-equilibrium):
FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust.
FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment.
FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0
Wall embedment safety factors from non-linear analysis:
FS4 Mobilized Passive : Safaty factor= Available horizontal passive resistance/Mobilized passive thrust.
53/127
FS5 True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust.
Tables for stress checks follow: Support force/Design capacity
Support Check vs Stage
No Supports
0:Stage 0 No support
1:Stage 1
Forces (Res. F. M/Drive F. M
F51 Passive FS2 Rotation FS3 Length FS4 Mobilized Passive FSS Actual Drive Fh EQSoil Fh EQ Water
(FxResist/FxDrive) (Mresist/Mdrive) (Em bed ment/ToeFS=1) (FxPassive/FxPasMobili / Theory Active
Stage 0 0/0 0/0 N/A N/A N/A N/A N/A
Stage 1 149.956/16.961 488.38/16.88 9/5.8 N/A N/A N/A N/A
ieinrorcement Kequirements
Parameter Description
Note: Wall does not use steel reinforcement. Section does not apply.
Project: Ocean Condominiums
Results for Design Section 6: S21 through S26 Temp
[THIS PAGE IS INTENTIONALLY BLANK]
45
11.15
37.9
74.35
32.5
27.:
z
(ft) 23.7
20-15
16.6
13.05
9.5
- Sffte I:
- Wall S nding
-
Wall U npluternbtt
S. SfIO C.
.LIRANS.
Concrete Code: ACI 315-19/1.6
Steel Code: AFISIjAISC 360-16/1.6
3.atWall Limit Equilibrium California Sharing Manual-11
Drain State Clefs Default
Water y= S pcf Hydrostatic
Driue-Wede K., - 5-Coul
Resist-Wedge Kp,r 8-Caquot
Cad. - CALtRANS List-U tU12)
Case Service I
Parameter Safety Factor
Seismic multiplier
Variable loads
Permanent loads
Temporary anchorS 1
Permanent anchors
tanfriction_engle
5ff. cohesion c
Shear strength Sc
Earth unfavorable 1
Earth favorable 1
Water unfavorable 1
Water favorable 1
HYDraulic unfavorable I
HyDraulic favorable 1
UPLift unfavorable 1
I UPLIt favorable
Used FS atill SIR Service
"-3 C 4s
3
3
45
0
79
35 0
3
CD
38
('7
-
25
H0 0 -
CD c,
3.,
CD
=
CD
B CD
CM
0•'
- /3870 7077009
05 - 7770)0377). @8300.
w,Ir70 30708
(177777 777"0W'08' .0777 0871773770 03f
00* 30. • 0-COO 8847: 0708(037730 0830807 7077 0:10(8,170 ).LFSc7010S9o-1 -
)0,t47. 1 1758fl. I 178*5417.1
56/127
Concrete Code: ACI 318-19/1.6
Steel Code: ANSI/AISC 360-16/1.6
1st Wall Limit Equilibrium California Shoring Manual-11
Drain State Clays Default
Water y= 0 pcf Hydrostatic
Drive-Wedge Ka, + 5-Coul
Resist-Wedge Kp+ 5-Caquot
I
57/127
Envelope of results
A sequence of result diagrams for each excavation stage is reported
Envelope of wall bending moments (all stage)
Menv 1 4o
35
30
25
LUUJ
24)
20
15
10• I
1 -14 -12 -10 -8 -6
Wall moment (k-ft/ft)
DS: 6 (left wall)
Envelope of results
-4 -2 0
58/127
35
30
25
LU
i
15
10
Envelope of wall shear (all stage)
i— Venv
40
-6 -4 -2. 0 2 4
Wall shear (k!ft)
DS 6 (left wail)
Envelope of results
59/127
Displacement: Horizontal
DXenv I 40
(O47;36)
35
30
25
w
0.01:22.24)
20
15
.10_. I I I I I I I I I I I I I I I I I I
Extended vs Stage
I 01 02 03
Displacement (in)
DS- 6(leftwall)
Envelope of results
04 0.5 0.6
60/127
Calculation Result Wall Displaceme Settlement Wall Moment Wall Moment
(in) (in) (k-ft/ft) (k-ft)
Stage 0 Calculated N/A N/A N/A N/A
Stage 1 Calculated 0.47 N/A 13.05 104.41
Wall Shear Wall Shear SIR Combined STR Moment STR Shear
(k/ft) (k) Wall Ratio Wall Ratio Wall Ratio
Stage 0 N/A N/A N/A N/A N/A
Stage 1 8.37 66.98 0.538 0.538 0.952
Table notes:
SIR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity).
STR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity).
STR Shear :Shear stress check (shear force demand/wall shear capacity).
Max Support Max Support Critical SIR Support Support Geotech
Reaction (k/ft) Reaction (k) Support Check Ratio Capacity Ratio (pull Out
Stage 0 N/A N/A N/A N/A N/A
Stage 1 0 0 N/A No supports No supports
Table notes:
SIR Support ratio: Critical structural stress check for support (force demand/structural capacity).
Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity).
Critical support check: Critical demand/design capacity ratio (structural or geotechnical).
FS Toe FS Toe FS Toe FS Zcut FS Mobilized FS
Basal Passive Rotation Length (nonlinear) Passive True/Active
Stage 0 N/A N/A N/A N/A N/A N/A N/A
Stage N/A 8.713 2.709 1.584 N/A N/A N/A
Hydraulic Qflow FSslope
Heave FS (ft3/hr)
Stage 0 N/A N/A N/C
Stage 1 N/A N/A N/C
Support_Force/S VS Stage
No Supports
0:Stage 0 No support
1:Stage 1
Support Force vs Stage
Support Force vs Stage
No Supports
0:Stage 0 No support
1:Stage 1
Embedment ES vs Stage
Min Toe FS FS1 Passive FS2 Rotation FS3 Length (from FS1, FS2) FS4 Mobilized Passive FSS Actual Drive Thrust / Theory
Stage 0 100 100 100 100 N/A N/A
0:Stage 0 1.584 8.713 2.709 1.584 N/A N/A
Table notes:
FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation).
Wall embedment safety factors from conventional analysis (limit-equilibrium):
FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust.
FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment.
FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0
Wall embedment safety factors from non-linear analysis:
FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust.
61/127
FSS True/Active Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust.
Tables for stress checks follow: Support force/Design capacity
Support Check vs Stage
No Supports
O:Stage 0 No support
1:Stage 1
Forces (Res. F. M/Drive F. M
FS1 Passive FS2 Rotation F53 Length FS4 Mobilized Passive FSS Actual Drive Fh EQ Soil Fh EQ Water
(FxResist/FxDrive) (Mresist/Mdrive) (Em bed ment/ToeFS=1) (FxPassive/FxPas_Mobili / Theory Active
Stage 0 0/0 0/0 N/A N/A N/A N/A N/A
Stage 1 200.808/23.048 755.83/31.93 10.5/6.63 N/A N/A N/A N/A
Keintorcement Kequirennents
Parameter Description
Note: Wall does not use steel reinforcement. Section does not apply.
Project: Ocean Condominiums
Results for Design Section 7: El
[THIS PAGE IS INTENTIONALLY BLANK]
- - - - - - - - - - - - - - - - -
El
S (ft)
-25 -20.5 46 -115 -7 -25 2 6.5 11 15.5
46 California
Concrete Code ACI 318-19/1.6
20 Steel Code: ANSI/AISC 36-16/1.6
Shoring Manual-21
Cod. CALTRANSLRFD(2012)
Case Service I
Parameter Safaty Parlor
A seismic multiplier
Varisbin leeds 1
Permanent loads 1
Temporary anchors 1
Permanent anchors 1
tan(friction angle) 1
ER. cohesion c 1
Shar strength S
tarts unyr,orini. S
Earth favorable 1
Water unfavorable 1
Water favorable 1
HYL)reuhc untavorable 1
HYDrulic fevorable 1
LIPLift urlfdesnalale 1
LiPLft favr.ble 1
used PS all SIR Service
1,_nil f
3 tnt
ft
3.2l1 It
V14n43 14 ft
P W4tt43. Sirv=f2 Sill. S5 ft 0. C.
FyEaantn36ks
Corniever: Frenmeni(CALTRAhJS - D_Fv25%) W0lly
a I Ear I,
- VlallDnplarmnnri
'oral Nor C-oil Steno/es
42
38
34
2
(ft)
18
14
(latWall Limit Equilibrium
Drain State Clays Default
- Water y=O pd Hydrostatic
Dniv-Wedge K.. c 5-Coal
Rint.Warlg. yr'. Aaqvrst
2.CD
. ? g
( rD n(8
C
3
02
+ w C ± coo
-, (8 0 (Th
cp . w
.0 08 CD ko
C o C —
02
0203
03
I—I
AM
Lon = 46
3
3 a-) 0 42
0
38
0
2 34
CD
o
CD c, -
CD
0
=
CD
B
CD
0—trn , LI) -
I]
W10003Q8.O5
WallS (000 -
lo
811.WM1w096.,s:-6m*pn Wfl.,o,a,= Opd 0,001:61.06.60,4 Mod.: Hy&Moflflc
64/127
Envelope of results
A sequence of result diagrams for each excavation stage is reported
Envelope of wail bending moments (all stage)
Menv I 40
35
30
25
20
15
10
-9 -8 -7 -6 -5 -4 -3 -2 -1 0
Wall moment (k-ft!ft)
DS: 7(left wall)
Envelope of results
65/127
Envelope of wail shear (all stage)
Vnv
40
35
30
IS
25 (t42:5)-
20
15
10 I I I I I I I I I I I I I I I I I I I I I I I I I I I
-T -6 -5 -4 -3 -2 -1 0
Wall shear (k!ft)
DS: 7(Ieftwall)
Envelope of results
I 2 3
tv
35
30
225
W
20
66/127
Displacement: Horizontal
- DXenv
-01 0.0 0.1 0.2 03 04 0.5
Displacement (in)
DS 7eftw)
Envelope of results
Extended vs Stage
67/127
Calculation Result Wall Displaceme Settlement Wall Moment Wall Moment
(in) (in) (k-ft/ft) (k-ft)
Stage 1 Calculated 0 N/A 0.01 0.05
Stage 2 Calculated 0.43 N/A 7.96 66.49
Wall Shear Wall Shear SIR Combined SIR Moment SIR Shear
(k/ft) (k) Wall Ratio Wall Ratio Wall Ratio
Stage 1 0.1 0.83 0 0 0.016
Stage 2 6.08 50.75 0.566 0.566 0.975
Table notes:
SIR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity).
SIR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity).
SIR Shear :Shear stress check (shear force demand/wall shear capacity).
Max Support Max Support Critical SIR Support Support Geotech
Reaction (k/ft) Reaction (k) Support Check Ratio Capacity Ratio (pull out
Stage 1 0 0 N/A No supports No supports
Stage 2 0 0 N/A No supports No supports
Table notes:
SIR Support ratio: Critical structural stress check for support (force demand/structural capacity).
Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity).
Critical support check: Critical demand/design capacity ratio (structural or geotechnical).
FS Toe FS Toe FS be FS Zcut FS Mobilized FS
Basal Passive Rotation Length (nonlinear) Passive True/Active
Stage 1 N/A 78.948 67.452 28.462 N/A N/A N/A
Stage 2 N/A 11.194 3.726 1.852 N/A N/A N/A
Hydraulic Oflow FSslope
Heave FS (ft3/hr)
Stage 1 N/A N/A N/C
Stage 2 N/A N/A N/C
Support_Force/S vs Stage
No Supports
0:Stage 1 No support
1:Stage 2
Support Force vs Stage
Support Force vs Stage
No Supports
0:Stage 1 No support
1:Stage 2
Embedment FS vs Stage
Min be FS FS1 Passive F52 Rotation FS3 Length (from FS1, FS2) FS4 Mobilized Passive FSS Actual Drive Thrust /Theory
Stage 28.462 78.948 67.452 28.462 N/A N/A
0:Stage 1 1.852 11.194 3.726 1.852 N/A N/A
Table notes:
FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation).
Wall embedment safety factors from conventional analysis (limit-equilibrium):
FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust.
FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment.
FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0
Wall embedment safety factors from non-linear analysis:
FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust.
68/127
FSS True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust.
Tables for stress checks follow: Support force/Design capacity
Support Check vs Stage
No Supports
O:Stage 1 No support
1:Stage 2
Forces (Res. F. M/Drive F. Ml
FS1 Passive FS2 Rotation FS3 Length FS4 Mobilized Passive FSS Actual Drive Fh EQSoil Fh EQ. Water
(FxResist/FxDrive) (Mresist/Mdrive) (Em bed ment/ToeFS=1) (fxPassive/FxPas_Mobili / Theory Active
Stage 0 574.023/7.271 3593.41/49.83 18.5/0.65 N/A N/A N/A N/A
Stage 1 200.825/17.941 755.83/28 10.5/5.67 N/A N/A N/A N/A
Reintorcement Requirements
Parameter Description
Note: Wall does not use steel reinforcement. Section does not apply.
[THIS PAGE IS INTENTIONALLY BLANK]
Project: Ocean Condominiums
Results for Design Section 8: E2 through E3
[THIS PAGE IS INTENTIONALLY BLANK]
41
29
25
(Pt)
17
13
9
- - - - - - - - - - - - - - - - - - - E2 through (3
X (ft)
45
-25 -20 -25 -10 -5 0 5 10 15 20
Concrete Code: ACI 316-19/1.6
25 Steel Code: ANSI/AISC 36046/1.6
-list Will Limit Equilibrium California Shoring lanua1-11
Drain State Clays Default
Water V= 0 pcf Hydrostatic
Drive-Wedge ft. • 5-Cool
R*tipt-\Vadge Kpv 5-Cequot
Code CALTRANS LRFD 12022)
Case Service I
Parameter Safety Factor
Seismic multiplier 1
Variable loads 1
Permanent loads 1
Temporary anchors 1
Permanent anchors
tan(fniction_angle)
ER. cohesion c I
Shear strength So 1
61 u,,f.,eLle I
Earth favorable 1
Water unfavorable 1
Water favorable 1
HYDraulk or,favttable 1
HYDraulic favorable 1
UPLift .461oroble I
UPLift favorable 1
Used PS wall SIR S.rvic.
(1)
C 4
3 3
0)
41
0
37
0 3 33
(12
4—I- (49
0) C) 29
25
CD 0
im
.OP*, Wfl,OPtf
094441, ,&C31 MOS:H4*atetic
E2 through 13 X(ft)
g
.(p t. CD
n
rD ID
3)
+ (4)
C + -' CD o 21(4) ) 090 RO
0— ,
3)
—
09
09
71/127
An I— Venv I
U
35
30
25
20
w
72/127
Envelope Of wall shear (all stage)
¶ I I I I I I I I I I I I I I I I ..........
-8 -6 -5 -4 -3 2 -1 01 11 2 3
Wall shear (k!ft)
DS:8 (left wall)
Envelope of results
73/127
Displacement: Horizontal
i-- DXenv
40
35
30
36)
25
W,
20
15
-I- .............
4_ .............
-01 0.0 0.1 0.2 0.3 0.4 05
Displacement (in)
DS: 8 (left wall)
Envelope of results
Extended vs Stage
74/127
Calculation Result Wall Displaceme Settlement Wall Moment Wall Moment
(in) (in) (k-ft/ft) (k-ft)
Stage 1 Calculated 0 N/A 0 0.04
Stage 2 Calculated 038 N/A 8.38 67.04
Wall Shear Wall Shear SIR Combined STR Moment SIR Shear
(k/ft) (k) Wall Ratio Wall Ratio Wall Ratio
Stage 1 0.07 0.55 0 0 0.009
Stage 2 6.29 50.35 0.507 0.507 0.87
Table notes:
SIR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity).
STR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity).
STR Shear Shear stress check (shear force demand/wall shear capacity).
Max Support Max Support Critical SIR Support Support Geotech
Reaction (k/ft) Reaction (k) Support Check Ratio Capacity Ratio (pull out
Stage 1 0 0 N/A No supports No supports
Stage 2 0 0 N/A No supports No supports
Table notes:
SIR Support ratio: Critical structural stress check for support (force demand/structural capacity).
Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity).
Critical support check: Critical demand/design capacity ratio (structural or geotechnical).
FS Toe FS Toe FS Toe FS Zcut FS Mobilized FS
Basal Passive Rotation Length (nonlinear) Passive True/Active
Stage 1 N/A 74.505 61.514 36.538 N/A N/A N/A
Stage 2 N/A 10.937 3.657 1.852 N/A N/A N/A
Hydraulic Qflow FSslope
Heave FS (ft3/hr)
Stage 1 N/A N/A N/C
Stage 2 N/A N/A N/C
Support Force/S VS Stage
No Supports
0:Stage 1 No support
1:Stage 2
Support Force VS Stage
Support Force vs Stage
No Supports
0:Stage 1 No support
1:Stage 2
Fmhdmnt FS vc Stagp
Min Toe FS FS1 Passive FS2 Rotation FS3 Length (from FS1, FS2) FS4 Mobilized Passive FSS Actual Drive Thrust / Theory
Stage 0 36.538 74.505 61.514 36.538 N/A N/A
0:Stage 1 1.852 10.937 3.657 1.852 N/A N/A
Table notes:
FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation).
Wall embedment safety factors from conventional analysis (limit-equilibrium):
FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust.
FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment.
FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0
Wall embedment safety factors from non-linear analysis:
FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust.
75/127
FSS True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust.
Tables for stress checks follow: Support force/Design capacity
Support Check vs Stage
No Supports
0:Stage 1 No support
1:Stage2
Forces (Res. F. M/Drive F. M
FS1 Passive FS2 Rotation FS3 Length F54 Mobilized Passive FSS Actual Drive Fh EQ Soil Fh EQ Water
(FxResist/FxDrive) (Mresist/Mdrive) (Embedment/ToeFS=1) (FxPassive/FxPas_Mobili / Theory Active
Stage 0 593.124/7.961 3693.82/56.56 19/0.52 N/A N/A N/A N/A
Stage 1 200.825/18.363 755.83/28.29 10.5/5.67 N/A N/A N/A N/A
Reinforcement Requirements
Parameter Description
Note: Wall does not use steel reinforcement. Section does not apply.
[THIS PAGE IS INTENTIONALLY BLANK]
Project: Ocean Condominiums
Results for Design Section 9: E4 through E6
[THIS PAGE IS INTENTIONALLY BLANK]
- - - - - - - - - - - - - - - - - - 43
39
'S
23 z
19
13
11
7
Cencete Code: ACI 316-191.6
26 Steel Code: ANSI/AISC 363-16/1.6
lotWall Limit Equilibrium California Shoring Manual-11
Drain State Clays Default
Water y 0 yct Hydrostatic
0riseWedge KC* 5-Coal
Resist-Wedge Kp,° 8-Caquot
Wi4x43S 17
3.i: Pie.Ley:ry
,7 3ft oil
\
4 3 3 ftC C
- 11:isver: FravCALTPAf4S-D_Fbr25) Wa:I 30 :.ii S
Code CASTRANSLRIl) (iji.u)
Service I Case
Parameter Safety Factor
Seismic mnslt:ylier 1 -
Variable loads
Permanent loads 1
Temporary anchors
Permanent anchors
tanfriction ongle
Eff. cohesion c'
Shear strength Su
art in vrfavor*5l
Earth favorable
Water unfavorable
Water favrbl.
HyDraulic unfavorable
HYDraulic favurable 1
L LPLift unfavorable I
.rl;ri f.urable 1
Lsnd PS wall STIR Service
Effective hot, solpiessures M w—
77/127
ANALYSIS AND CHECKING SUMMARY
—P
r I \ I
:
L L
Quick summary
Summary of Wall Moments and Toe Reauirements
Top Wall Wall L-Wall H-Exc. Max+M/Cap Max-M/Cap ES Toe ES Toe ES Toe ES 1 Toe EL. Slope
(ft) Section (ft) (ft) (k-ft/ft) (k-ft/ft) Passive Rotation Embedmeit (It) Stab. ES
35 W14x43 @ 20 9.5 0/14.38 6.22/14.38 12.681 4.451 2.059 20.4 1.81
General assumptions for last stage: Stage 1
Concrete Code: AC! 318-19/1.6
Steel Code: ANSl/AlSC360-16/1.6
1st Wall Limit Equilibrium California Shoring Manual-11
Drain State Clays Default
Water y= 0 pcI Hydrostatic
Drive-Wedge Ka, + -Coul
Resist-Wedge Kp,+ ö-Caquot
-6 -5 -4 -3 -2
Wall moment (k-ft!ft)
DS: 9 (left wall)
Envelope of results
-1 0
78/127
Envelope of results
A sequence of result diagrams for each excavation stage is reported
Envelope of wall bending moments (all stage)
I — Menv7
40
35
30
25
20
15
10
U
35
30
0 25
Ui
20
15
-4 -3 -2 -1
Wall shear (klft)
DS: 9 (left wall)
Envelope of results
0 1 2
79/127
Envelope Of wall shear (all stage)
Venv I Afl
80/127
Displacement: Horizontal
(— DXenv
40
35
30
25
w
20
15
10
-1105 0.00 0.05 0.10 0.15 0.20 0.25 030
Displacement (in)
DS: 9 (left wall)
Envelope of results
Extended vs Stage
81/127
Calculation Result Wall Displaceme Settlement Wall Moment Wall Moment
(in) (in) (k-ft/ft) (k-ft)
Stage 0 Calculated 0 N/A 0 0
Stage 1 Calculated 0.26 N/A 6.22 50.78
Wall Shear Wall Shear STR Combined SIR Moment SIR Shear
(k/ft) (k) Wall Ratio Wall Ratio Wall Ratio
Stage 0 0 0 0 0
Stage 1 5.11 41.73 0.432 0.432 0.802
Table notes:
SIR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity).
SIR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity).
SIR Shear :Shear stress check (shear force demand/wall shear capacity).
Max Support Max Support Critical SIR Support Support Geotech
Reaction (k/ft) Reaction (k) Support Check Ratio Capacity Ratio (pull out
Stage 0 0 0 N/A No supports No supports
Stage 1 0 0 N/A No supports No supports
Table notes:
SIR Support ratio: Critical structural stress check for support (force demand/structural capacity).
Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity).
Critical support check: Critical demand/design capacity ratio (structural or geotechnical).
FS Toe FS Toe FS Toe FS Zcut FS Mobilized FS
Basal Passive Rotation Length (nonlinear) Passive True/Active
Stage 0 N/A 83.22 73.922 95 N/A N/A N/A
Stage N/A 12.681 4.451 2.059 N/A N/A N/A
Hydraulic Qflow FSslope
Heave FS (ft3/hr)
Stage 0 N/A N/A 2.242
Stage 1 N/A N/A 1.81
Support_Force/S vs Stage
No Supports
0:Stage 0 No support
1:Stage 1
Support Force vs Stage
Support Force vs Stage
No Supports
0:Stage 0 No support
1:Stage 1
Embedment FS vs Stage
Min Toe FS FS1 Passive FS2 Rotation FS3 Length (from FS1, FS2) FS4 Mobilized Passive FSS Actual Drive Thrust /Theory
Stage 0 73.922 83.22 73.922 95
1
N/A N/A
0:Stage 0 2.059 12.681 4.451 2.059 N/A N/A
Table notes:
FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation).
Wall embedment safety factors from conventional analysis (limit-equilibrium):
FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust.
FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment.
FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0
Wall embedment safety factors from non-linear analysis:
FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust.
82/127
S5 True/Active Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust.
Tables for stress checks follow: Support force/Design capacity
Support Check vs Stage
No Supports
O:Stage 0 No support
1:Stage 1
Forces iRes. F. M/Drive F. MI
FS1 Passive FS2 Rotation FS3 Length FS4 Mobilized Passive FS5 Actual Drive Fh EQ Soil Fh EQ Water
(FxResist/FxDrive) (Mresist/Mdrive) (Embedment/ToeF5=1) (FxPassive/FxPas_Mobili / Theory Active
Stage 0 601.148/7.224 3817.85/51.65 19/0.2 N/A N/A N/A N/A
Stage 1 200.795/15.834 755.83/25.56 10.5/5.1 N/A N/A N/A N/A
einrorcement Kequirements
Parameter Description
Note: Wall does not use steel reinforcement. Section does not apply.
[THIS PAGE IS INTENTIONALLY BLANK]
Project: Ocean Condominiums
Results for Design Section 10: E7 through E9
[THIS PAGE IS INTENTIONALLY BLANK]
W4,43S7
S-:.cor P-Le:rtr;
14 fl hW4x4l S 32S'.1. CS., 7f1DC
=
- Carlilover: eeeohPNS-D_V2S%
Effavtoelror mu pmsmre5
L-
Well 5eedirs
- WelISbear
- Well DnpVcnrerr
TotaIfr oolpraysrem
45
41
37
33
z
(ft)
22
17
13
q
Concrete Code. ACI 315-19/1.6
25 Steel Code AV/AISC 363161.6
jlstWall Limit Equilibrium
Drain State Clays
California Shoring Manual-21
Default
Water 5=3 puf Hydrostatic
Drive-.Ved5e (a. + 5-Cool
Resist-Wedge Kp,* 6-Caquot
CuIe CALTRANS LRFD (2012)
Case Service I
Parameter Safety Factor
3eisr,,it. auRi yli.
Variable loads
Permanent loads
Temporary anchors
A Permanent anchors
.itanfriction angle( _________ -
Eff. cohnsion C 1
Shear strength Su
t8rt0 unravorabi.
Earth favorable
Water unfavorable
Water favorable 1
HYDraulic unfavorable
HYDraulic favorable
UPLiA unfavorable
LPL,ft favorable
Used FSmcllSTR Seruice
84/127
ANALYSIS AND CHECKING SUMMARY
Quick summary
Summary of Wall Moments and Toe Reauirements
Top Wall Wall 1-Wall H-Exc. Max+M/Cap Max-M/Cap ES Toe ES Toe ES Toe FS 1 Toe EL Slope
(ft) Section (ft) (ft) (k-ft/ft) (k-ft/ft) Passive Rotation Emjedmcnt (ft) Stab. ES
34 W14x43 @ 18 9 0/14.38 5.3/14.38 12.094 1 4.078 1.971 20.68 1 N/A
General assumptions for last stage: Stage
Concrete Code: ACI 318-19/1.6
Steel Code: ANSI/A15C360-16/1.6
1st Wall Limit Equilibrium California Shoring Manual-11
Drain State Clays Default
Water v= 0 pcf Hydrostatic
Drive-Wedge Ka, + 6-Coul
Resist-Wedge Kp,+ 5-Caquot
-6 -5 -4 1 -3 -2
Wall moment (k-ftlft)
DS: 10 (left. wall)
Envelope of results
-1 0
85/127
Envelope of results
A sequence of result diagrams for each excavation stage is reported
Envelope of wall bending moments (all stage)
Menv 1 40
35
30
225
w
20
15
10
Ii
35
25
20
Envelope of wall shear (all stage)
Venv
40
30
15
10
86/127
-5 -4 -3 -2 -1
Wall shear (klft)
DS: 10 (left wail)
Envelope of results
0 1 2
87/127
Displacement: Horizontal
- DXenv
40
35
(0.1934)
30
25
;23.38)
20
15
10 I I I I I I I I I I I I I iii I I I I II
-0.05 0.00 0.05 0.10 0.15 0.20
Displacement (in)
DS: 10 (left wall)
Envelope of results
Extended vs Stage
0.25
88/127
Calculation Result Wall Displaceme Settlement Wall Moment Wall Moment
(in) (in) (k-ft/ft) (k-ft)
Stage 0 Calculated N/A N/A N/A N/A
Stage 1 Calculated 0.19 N/A 5.3 43.34
Wall Shear Wall Shear STR Combined STR Moment SIR Shear
(k/ft) (k) Wall Ratio Wall Ratio Wall Ratio
Stage 0 N/A N/A N/A N/A N/A
Stage 1 4.49 36.65 0.369 0.369 0.704
Table notes:
SIR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity).
SIR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity).
SIR Shear :Shear stress check (shear force demand/wall shear capacity).
Max Support Max Support Critical SIR Support Support Geotech
Reaction (k/ft) Reaction (k) Support Check Ratio Capacity Ratio (pull out
Stage 0 N/A N/A N/A N/A N/A
Stage 1 0 0 N/A No supports No supports
Table notes:
SIR Support ratio: Critical structural stress check for support (force demand/structural capacity).
Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity).
Critical support check: Critical demand/design capacity ratio (structural or geotechnical).
FS Toe FS be FS Toe FS Zcut FS Mobilized FS
Basal Passive Rotation Length (nonlinear) Passive True/Active
Stage 0 N/A N/A N/A N/A N/A N/A N/A
Stage 1 N/A 12.094 4.078 1.971 N/A N/A N/A
• Hydraulic Oflow FSslope
Heave FS (ft3/hr)
Stage 0 N/A N/A N/C
Stage 1 N/A N/A N/C
Support Force/S vs Stage
No Supports
0:Stage 0 No support
1:Stage 1
Support Force vs Stage
Support Force vs Stage
No Supports
0:Stage 0 No support
1:Stage 1
Embedment ES vs Sta2e
Min Toe FS FS1 Passive FS2 Rotation FS3 Length (from FS1, FS2) FS4 Mobilized Passive FSS Actual Drive Thrust /Theory
Stage 0 100 100 100 100 N/A N/A
0:Stage 0 1.971 12.094 4.078 1.971 N/A N/A
Table notes:
FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation).
Wall embedment safety factors from conventional analysis (limit-equilibrium):
FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust.
FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment.
FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0
Wall embedment safety factors from non-linear analysis:
FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust.
89/127
FSS True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust.
Tables for stress checks follow: Support force/Design capacity
Support Check vs Stage
No supports
O:Stage 0 No support
1:Stage 1
Forces Mes. F. M/Drive F. Ml
FS1 Passive FS2 Rotation FS3 Length FS4 Mobilized Passive FS5 Actual Drive Fh EQ Soil Fh EQ Water
(FxResist/FxDrive) (Mresist/Mdrive) (Em bed ment/ToeFS=1) (Fxpassive/FxPas_Mobili / Theory Active
Stage 0 531.863/6.614 3125.2/45.78 18/0.18 N/A N/A N/A N/A
Stage 1 164.807/13.627 558.04/19.61 9.5/4.82 N/A N/A N/A N/A
Reinforcement Requirements
Parameter Description
Note: Wall does not use steel reinforcement. Section does not apply.
[THIS PAGE IS INTENTIONALLY BLANK]
Project: Ocean Condominiums
Results for Design Section 11: E10 through Eli
[THIS PAGE IS INTENTIONALLY BLANK]
E10 through Eli
X (ft)
25 -23 -21 -19 -17 -16 -13 -11 -9 -7 -5 -3 -1 1 3 S 7 9 21 13 15 17 19 21 23 25
I I I I I I I I I I I I t T
Shear (k/ft)
-10 0 10
I I
Moment (k-ft/ft)
-5 0
A
(2038)
El. 33 33 ft O.091n
I Pressures (ksf
2 3 4 2 0 7
El.
TT I
0.27ksf 6.711knf
SiSer
le:W4n43, Sxxb2.trr3, S.74i Fn Eean 30th
lvn - FrncALRuN5-2F25i
14h 7 14ft
- Srnnr -
Wall yl._e I
lb 1pra
Deflection )inch)
Concrete Code: ACI 318-19/1.6
Steel Code: ANSI/CISC 360-16/1.6
1st Wall Limit Equilibrium California Shoring Manutl-Il
Drain State Clays Default
Water p.O pcf Hydrostatic
Drive-Wedge Ka, * 5-Coal
Resist-Wedge Ity,o 6-Caquot
Cod. CALTRAI4SLRPD (232)
Case Service I
Parameter Safety Factor
Seismic multiplier 1
Variable beds 1
Permanent loads
Temporary anchors
Permanent anchors
tan)friction_angle)
ER. cohesion '
Shear strength Su
Earth unfavorable
Earth favorable
Water unfavorable
Water favorable
HYDraulic unfavorable
HYDraulic favorable
UPLift unfavorable
UP Lift !au.,m.L,le
1
1
Used FS *ell SIR Service
-p
]r\ A
9:1127
ANALYSIS AND CHECKING SUMMARY
,-
!
,
Quick summary
Summary of Wall Moments and Toe Reauirements
Top Wall Wall L-Wall H-Exc. Max+M/Cap Max-M/Cap FS Toe FS Toe ES Toe FS 1 Toe EL. Slope
(ft) Section (ft) (ft) (k-ft/ft) (k-ft/ft) Passive Rotation Embedmen (ft) Stab. ES
33 W1443 @ 15 7.5 0/14.38 3.3/14.38 11.41 1 3.686 1.923 21.6 1.782
General assumptions for last stage: Stage 1
Concrete Code: ACl 318-19/1.6
Steel Code: ANSI/A15C360-16/1.6
1st Wall Limit Equilibrium California Shoring Manual-11
Drain State Clays Default
Water y= 0 pcI Hydrostatic
Drive-Wedge Ka, + 6-Coul
Resist-Wedge Kp,+ -Caquot
33
92/127
Envelope of results
A sequence of result diagrams for each excavation stage is reported
Envelope of wall bending moments (all stage)
I Men]
.50
30
25
WO
20
15
-4.0 3.5 -3.0 -2-5 -20 A.5 -1.0 -0.5 00
Wall moment (k-ftlft)
DS: 11 (left wall)
Envelope of results
Envelope Of wall shear (all stage)
- Venv
35
I
93/127 1
I
30
25
I
1
I
I
I
I
I
I
I
I
I
cc
-2 -1 0
Wall shear (k1ft)
DS: 11(left wall)
Envelope of results
25
Displacement: Horizontal
-- DXenv
35
30
20
15
94/127
-0.02 0.00 0.02 0.04 0.06 0.08 0.10
Displacement (in)
DS: 11 (left wall)
Envelope of results
Extended vs Stage
95/127
Calculation Result Wall Displaceme Settlement Wall Moment Wall Moment
(in) (in) (k-ft/ft) (k-ft)
Stage 0 Calculated N/A N/A N/A N/A
Stage 1 Calculated 0.09 N/A 3.3 26.96
Wall Shear Wall Shear STR Combined STR Moment STR Shear
(k/ft) (k) Wall Ratio Wall Ratio Wall Ratio
Stage 0 N/A N/A N/A N/A N/A
Stage 1 3.16 25.78 0.23 0.23 0.495
Table notes:
SIR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity).
STR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity).
SIR Shear :Shear stress check (shear force demand/wall shear capacity).
Max Support Max Support Critical STR Support Support Geotech
Reaction (k/ft) Reaction (k) Support Check Ratio Capacity Ratio (pull out
Stage 0 N/A N/A N/A N/A N/A
Stage 1 0 0 N/A No supports No supports
Table notes:
SIR Support ratio: Critical structural stress check for support (force demand/structural capacity).
Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity).
Critical support check: Critical demand/design capacity ratio (structural or geotechnical).
FS Toe FS Toe FS Toe FS Zcut FS Mobilized FS
Basal Passive Rotation Length (nonlinear) Passive True/Active
Stage 0 N/A N/A N/A N/A N/A N/A N/A
Stage 1 N/A 11.41 3.686 1.923 N/A N/A N/A
Hydraulic Qflow FSslope
Heave FS (ft3/hr)
Stage 0 N/A N/A N/C
Stage 1 N/A N/A 1.782
Support_Force/S vs Stage
No Supports
0:Stage 0 No support
1:Stage 1
Support Force vs Stage
Support Force vs Stage
No Supports
0:Stage 0 No support
1:Stage 1
Fmhdmnt FS vs ctqgp
Min Toe FS FS1 Passive FS2 Rotation FS3 Length (from FS1, FS2) FS4 Mobilized Passive FS5 Actual Drive Thrust / Theory
Stage 0 100 100 100 100 N/A N/A
0:Stage 0 1.923 11.41 3.686 1.923 N/A N/A
Table notes:
FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation).
Wall embedment safety factors from conventional analysis (limit-equilibrium):
FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust.
FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment.
FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0
Wall embedment safety factors from non-linear analysis:
FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust.
96/127
FSS True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust.
Tables for stress checks follow: Support force/Design capacity
Support Check vs Stage
No Supports
O:Stage 0 No support
1:Stage 1
Forces (Res. F. M/Drive F. Ml
FS1 Passive F52 Rotation FS3 Length FS4 Mobilized Passive FSS Actual Drive Fh EQ Soil Fh EQ Water
(FxResist/Fxorive) (Mresist/Mdrive) (Em bed ment/ToeFS=1) (FxPassive/FxPas_Mobili / Theory Active
Stage 0 0/0 0/0 658/6.58 N/A N/A N/A N/A
Stage 1 107.011/9.378 292.68/9.31 7.5/3.9 N/A N/A N/A N/A
einrorcement Kequirennents
Parameter Description
Note: Wall does not use steel reinforcement. Section does not apply.
[THIS PAGE IS INTENTIONALLY BLANK]
Project: Ocean Condominiums
Results for Design Section 12: Ni through N4
[THIS PAGE IS INTENTIONALLY BLANK]
vW4x 3vx52 inS I fl 02
'Nell tl=
Cuntilnver: F'vvvu'i CALTRANS - DFos23'l)
3
14f1
- Effective hot. soil pressures
- VjeftRnhoiriq
- Wall Sheer
WellDitplacemst
Thlai htr tOIl pteosaren
Concrete Code: ACI 318-19/1.6
SI Steel Code: Ar'tSI/AISC 360-16/1.6
itt Will Limit Equilibrium California Shoring Manual-11
Drain State Clays Default
Water y 3 pcf HVdrDItNtiC
Drive-Wedge K., + S-Coal
Resist-Wedge Kp,s 8-Caquot
Code CALTRANS LRFD (2012)
Ce,' Service I
Par.m&?ar c.f.ty I-irtflr
Seismic multiplier 1
Variable loads 1
Permanent loads 1
Temporary anchors 1
Permanent anchors 1
ten(frictisn angle) 1
Eff. cohesion c'
Shear ttran$h ho
Earth unfavorable
Earth favorable 1
Water unfavorable
Water favorable
liiroulic unfavorable
RiDraulic favorable
!pLift unfavorable
LPLift favorable 1
Used ES mill SIR Service
98/127
ANALYSIS AND CHECKING SUMMARY
-
_[
z
a
Quick summaly
Summary of Wall Moments and Toe Renuirements
Top Wall Wall L-Wall F-l-Exc. Ma:+M/Cap Max-M/Cap ES Toe ES Toe ES Toe ES 1 Toe EL. Slope
(ft) Section (ft) (It) (k-ft/ft) (k-ft/It) Passive Rotation Embedment (ft) Stab. FS
33 W14x61 @8 15 7.5 0/21.52 3.29/21.52 11.542 3.752 1.923 21.6 2.193
General assumptions for last stage: Stage 1
Concrete Code: ACI 318-19/1.6
Steel Code: ANSI/AlSC36O-16/1.6
1st Wall Limit Equilibrium California Shoring Manual-11
Drain State Clays Default
Water y= 0 pcf Hydrostatic
Drive-Wedge Ks, + 6-Coul
Resist-Wedge Kp,+ &Caquot
30
25
KIM
33
99/127
Envelope of results
A sequence of result diagrams for each excavation stage is reported
Envelope of wall bending moments (all stage)
Menv
15
-40 -35 30 -2.5 -2.0 i5 _10 -0.5
Wall moment (k-ftlft)
DS: 12 (left wall)
Envelope of results
100/127
Envelope Of wall shear (all stage)
knv I
35
30
25
20
15
-3 -2 -i 0 1 2
Wall shear (k!ft)
DS: 12(Ieftwa1i)
Envelope of results
25
Displacement Horizontal
DXenv
35
30
20
15
101/127
-001 000 001 00-2 003 004 .0.05 006 0.07
Displacement (in)
DS: 12 (left wall)
Envelope of results
Extended vs Stage
102/127
Calculation Result Wall Displaceme Settlement Wall Moment Wall Moment
(in) (in) (k-ft/It) (k-It)
Stage 0 Calculated 0 N/A 0 0
Stage 1 Calculated 0.06 N/A 3.29 26.34
Wall Shear Wall Shear SIR Combined SIR Moment SIR Shear
(k/It) (k) Wall Ratio Wall Ratio Wall Ratio
Stage 0 0 0 0 0
Stage 1 3.24 25.9 0.153 0.153 0.406
Table notes:
SIR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity).
SIR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity).
SIR Shear :Shear stress check (shear force demand/wall shear capacity).
Max Support Max Support Critical SIR Support Support Geotech
Reaction (k/It) Reaction (k) Support Check Ratio Capacity Ratio (pull out
Stage 0 0 0 N/A No supports No supports
Stage 1 0 0 N/A No supports No supports
Table notes:
SIR Support ratio: Critical structural stress check for support (force demand/structural capacity).
Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity).
Critical support check: Critical demand/design capacity ratio (structural or geotechnical).
FS Toe FS Toe FS Toe FS Zcut FS Mobilized FS
Basal Passive Rotation Length (nonlinear) Passive True/Active
Stage 0 N/A 84.685 75.128 100 N/A N/A N/A
Stage 1 N/A 11.542 3.752 1.923 N/A N/A N/A
Hydraulic Qflow FSslope
Heave FS (ft3/hr)
Stage 0 N/A N/A 2.617
Stage 1 N/A N/A 2.193
Support Force/S vs Stage
No Supports
0:Stage 0 No support
1:Stage 1
Support Force vs Stage
Support Force vs Stage
No Supports
0:Stage 0 No support
1:Stage 1
Embedment FS vs Stage
Min Toe ES FS1 Passive FS2 Rotation FS3 Length (from FS1, FS2) FS4 Mobilized Passive FSS Actual Drive Thrust / Theory
Stage 0 75.128 84.685 75.128 100
1
N/A N/A
0:Stage 0 1.923 11.542 3.752 1.923 N/A N/A
Table notes:
FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation).
Wall embedment safety factors from conventional analysis (limit-equilibrium):
FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust.
FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment.
FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0
Wall embedment safety factors from non-linear analysis:
FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust.
103/127
FSS True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust.
Tables for stress checks follow: Support force/Design capacity
Support Check vs Stage
No Supports
O:Stage 0 No support
1:Stage 1
Forces (Res. F, M/Drive F, M)
51 Passive FS2 Rotation F53 Length FS4 Mobilized Passive FSS Actual Drive Fh EQ Soil Fh EQ Water
(FxResist/FxDrive) (Mresist/Mdrive) (Em bed ment/ToeFS1) (FxPassive/FxPas_Mobili / Theory Active
Stage 0 428.002/5.054 2276.16/313 15/0.15 N/A N/A N/A N/A
Stage 1 107.011/9.272 292.68/93 7.5/3.9 N/A N/A N/A N/A
Reinforcement Requirements
Parameter Description
Note: Wall does not use steel reinforcement. Section does not apply.
[THIS PAGE IS INTENTIONALLY BLANK I
Project: Ocean Condominiums
Results for Design Section 13: 56_58 Perm
[THIS PAGE IS INTENTIONALLY BLANK]
S6—S8 Penn
X tft)
-25 -23 -21 -19 -17 -15 -13 -11 -9 -7 -5 -3 -1 1 3 5 7 9 11 13 15 17 19 21 23
45 IT I T I I I I I I I I I I I
vs a' Su f OCR
en W W,ipsf td 42— QVFe I iu st I - 1 33 i
O 530 500 - 37 1
39 - Deflection finch) -1 0
10
Moment fk-ft,'f0
El 3251
lmss.r~s (1,511
30
- 7' S 4.721k3f
2 - 5477kj
21—
Is- -
if t588ksf 13.746sf
'.'114.x48@8.00 Penn 15 -
Cur ever F eeal(CAL'RAI13 D_Fs20
Concrete Coda: ACI 316-19/1.6
25 Steel Code: ANSI/AISC 360-16/1.6
latWall Limit Equilibrium California Shoring Manual-l1
Drain State Clays Default
Water V= 3 of hedryttatic
ED, A. tg1 0.25
ED, Ac IT) '-Up 3.2
PU Meihtcrl Monorrohe
EQ. Water Pervious
ED, Height H ,ull
Drive-Wedge flu, s-
Resist-Wedge Kp,c 5-Lencellotta
Code CALTAAPOS LRFD(2022)
Case Ertr.me I
Parameter
Seismic multiplier
Safety Factor
1
Variable loads 0.6
Permanent loads 1.35
Temporary an-thor, 1
Permanent anchors 1.11
tanifriction_angleI
Fff rrmhenir,n c
Shear strength Su
Earth unfavorable 1.35, F_k.A 2.5
Earth favorable
Water unfavorable
\5,ter favorable
HYDraulic unfavorable
HYDriulic favorable
F.pLift unfavorable
UPLift favorable
.,sd PS wall SI'S Service
Effattive hot. scsi prn,uren
I - Wet 0.ed1v9
- WaliShear
- WallDepertu'
- Sstrtc pins _reu
6 cr11'
J. [ A fi
105/127
ANALYSIS AND CHECKING SUMMARY
Quick summaiy
Summary of Wall Moments and Toe RenuiremEnts
Top Wall Wall LWaIl H-Exc. Max—M/Cap Max-M/Cap FS Toe FS Toe FS Toe FS 1 Toe EL. Slope
(ft) Section (ft) (It) (k-ft/tt) (K-ft/ft) Passive Rotation Embedment (It) Stab. ES
36 W14x48@8 20 j 3.5 0/16.54 L.- 6/16.54 15.261 1 6.639 2.619 26.2 N/A
General assumptions for last stage: Stage 2
106/127
Concrete Code: ACI 318-19/1.6
Steel Code: ANSI/A1SC360-16/1.6
1st Wall Limit Equilibrium California Shoring Manual-11
Drain State Clays Default
Water y= 0 pcf Hydrostatic
EQ. Ax (g)= 0.25
EQ. Az (g) +Up 0.2
EQ. Method Mononobe
EQ. Water Pervious
EQ. Height H wall
Drive-Wedge Ma, + 6-Coul
Resist-wedge Kp+ 5-1-ancellotta
-4 -3 -2
Wall moment (k-ft!ft)
DS: 13 (left wall)
Envelope of results
107/127
Envelope of results
A sequence of result diagrams for each excavation stage is reported
Envelope of wall bending moments (all stage)
Menvi 40
35
30
IVS
25
15
108/127
Envelope Of wall shear (alt stage)
I-- Venv I
I
I
I 35
I 30
I
I 0 25
I iii
I 20
I
I 15
I
• 10'
I -3 -2 0 1 2
Wall shear (k!ft)
DS: 13 (left wall)
Envelope of results
109/127
Displacement: Horizontal
i— DXenv
WOM
35
30
225
20
15
10
-0.01 0.00 001 0.02 0.03 0.04 0.05 0.06
Displacement (in)
DS: 13 (left wall)
Envelope of results
Extended vs Stage
110/127
Calculation Result Wall Displaceme Settlement Wall Moment all Moment
(in) (in) (k-ft/It) (k-It)
Stage 2 Calculated 0.05 N/A 4.36 34.9
Wall Shear Wall Shear SIR Combined STR Moment SIR Shear
(k/It) (k) Wall Ratio Wall Ratio Wall Ratio
Stage 2 3.33 26.63 0.264 0.264 0.46
Table notes:
SIR Combined: Combined s:ress check, along eccentricity line considering axial load and moment (demand/capacity).
SIR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity).
SIR Shear :Shear stress check (shear force demand/wall shear capacity).
Max Support Max Support Critical SIR Support Support Geotech
Reaction (k/It) Reaction (k) Support Check Ratio Capacity Ratio (pull out
Stage 2 0 0 N/A No supports No supports
Table notes:
SIR Support ratio: Critical structural stress check for support (force demand/structural capacity).
Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity).
Critical support check: Critical demand/design capacity ratio (structural or geotechnical).
FS The FS Toe FS Toe FS Zcut FS Mobilized FS
Basal Fassive Rotation Length (nonlinear) Passive True/Active
Stage 2 N/A :5.261 6.639 2.619 N/A N/A N/A
Hydraulic Qflow FSslope
Heave FS (ft3/hr)
Stage 2 N/A N/A N/C
Support Force/S vs Stage
No Supports
0:Stage 2 No support
Support Force vs Stage
Support Force vs Stage
No Supports
0:Stage 2 1 No support
Embedment FS vs Stage
Min Toe FS FS1 Passive FS2 Rotation FS3 Length (from FS1, FS2)1 FS4 Mobilized Passive FSS Actual Drive Thrust /Theory
Stage 0 1 2.619 15.261 6.639 2.619 1N/A N/A
Table notes:
FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation).
Wall embedment safety factors from conventional analysis (limit-equilibrium):
FS1 Passive : Safety factor fr wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust.
FS2 Rotation: Safety factor For wall embedment based on FS= Available resisting moment/Driving moment.
FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0
Wall embedment safety factors from non-linear analysis:
FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust.
FSS True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust.
Tables for stress checks follow: Support force/Design capacity
Support Check vs Stage
No Supports
0:Stage 2 No support
Forces (Res. F, M/Drive F, M)
111/127
FS1 Passive FS2 Rotation FS3 Length FS4 Mobilized Passive FSS Actual Drive Fh EQ Soil Fh EQ Wate
(FxResist/FxDrive) (Mresist/Mdrive) (Embed ment/ToeFS=1) (FxPassive/FxPas_M obi li / Theory Active
Stage 0 324.431/21.259 1728.08/89.4 16.5/6.3 N/A N/A 2.996 0
Reinforcement Requirements
Parameter Description
Note: Wall does not use steel reinforcement. Section does not apply.
Project: Ocean Condominiums
Results for Design Section 14: S14_S20 Perm
[THIS PAGE IS INTENTIONALLY BLANK]
Concrete Code: ACI 315-19/1.6
Steel Code: ANSI/ArtS 360-16/1.6
1st Will Limit Equilibrium California ShoringManual-11
Driir, State Clays Default
Water v 0 p.cf Hydrostatic
EQ. An W. 0.25
EQ4g)-Up 0.2
EQ. Method Semirigid, 5=0.79
EQ. Water Pervious
EQ. Height H wall
Ka, • 6-Soul
Resist-Wede Ep,n- 9-Lancellotta
Code CALTRANS LRFD 12312)
Case Ettr.me I
Parameter Safety Factor
Seismic multiplier
Variable loads 0.5
Permanent loads 1.35
Temporary anchors 1
Permanent anchors 1.11
tan(friction angle) 1
Off. cohesion c 1
Shear strength Su 1
Earth unfavorable 1.35, P_kA= 1.5
trrl tpvoraaa 1
Water unfavorable 1
Water favorable 1
HyDraulic unfavorable 1
HYDraulir favorable 1
UPLift unfavorable 1
UPLift favorable 1
Used PS wall STR Service
S14S20 Penn
X (ft)
-25 -21 -17 -13 -s -s -i 3 7 11 15 1.9 23
45 I I I I
2191 :.l:L -0.'.'IzI Isi i
-HI I I I I
*.
39 CM 130 100 1
36
37
Ce4e:t -.
*\___________ I ft fr
.10
33 lhi._•___••_• 95 Pressures kaf)
r1 -r 1 -
.
-— -,------
2 - 0
0.277551
5223
52976sf
22 6sf : 0 39 ~ 13 748 ksf
, 4;,
W 0
12
Sea": prstn urn-n
-
113/127
ANALYSIS AND CHECKING SUMMARY
I I I I I I
- - '0 0 0 •-.
Quick summaiy
Summary of Wall Moments and Toe Reauirements
Top Wall Wall i-Wall H-Exc. Max+M/Cap Max-M/Cap FS Toe FS Toe FS Toe FS 1 Toe EL. Slope
(ft) Section (It) (It) (k-ft/It) (k-ft/It) Passive Rotation Embedment (It) Stab. FS
36 W14x48@8. 20 1 3.5 0/16.54 6.06/16.54 14.019 6.211 2.538 26 N/A
Summary of Basal Stabi itv and Predicted Wall Movements According to Cloueh 1989 Method Wall: W
1. FSmin 2. DxMax (ir) 2. Stiffness 2. FSbasal 3. Dx/H (%) 3. Stiffness 3. FSaasal
@ stage @ stage 1 @ DxMax @ DxMax @ stage 1 @ Dx/H max @ Dx/H max
N/c 0.005 1301.2 1.954 0.012 1301.17 1.654
General assumptions for last stage: Stage 1
114/127
Concrete Code: ACt 318-19/1.6
Steel Code: ANSI/A15C360-16/1.6
1st Wall Limit Equilibrium California Shoring Manual-11
Drain State Clays Default
Water y= 0 pcf Hydrostatic
EQ. Ax (g)= 0.25
EQ. AZ(g)+Up= 02
EQ. Method Semirigid, 8=0.75
EQ. Water Pervious
EQ. Height H wall
Drive-Wedge Ka, + 6-Coul
Resist-Wedge Kp,+ 6-Lancellotta
115/127
Envelope of results
A sequence of result diagrams for each excavation stage is reported
Envelope of wall bending moments (all stage)
Menv
40
30
25
MU
20
15
-4 -3 -2
Wall moment (k-ftlft)
DS: 14 (left wall)
Envelope of results
5 -
0
0
35
30
25
20
15
10•
IS
w
116/127
Envelope Of wall shear (all stage)
40 .
-6 -5 -4 -3 -2 .0 1 2 3
Wall shear (klft)
DS: 14 (left wall)
Envelope of results
H- DXenv 40 .
35
30
25
15
10
117/127
Displacement: Horizontal
-0:02 7001 000 0.01 0.02 003 004 0.05 0.06 0.07 0.08 009
Displacement (in)
DS: 14 (left wall)
Envelope of results
Extended vs Stage
118/127
Calculation Result Wall Displaceme Settlement Wall Moment Wall Moment
(in) (in) (k-ft/It) (k-It)
Stage 0 Calculated N/A N/A N/A N/A
Stage 1 Calculated 0.07 0.02 6.06 48.46
Wall Shear Wall Shear STR Combined SIR Moment SIR Shear
(k/It) (k) Wall Ratio Wall Ratio Wall Ratio
Stage 0 N/A N/A N/A N/A N/A
Stage 1 4.64 37.16 0.366 0.366 0.642
Table notes:
SIR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity).
SIR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity).
SIR Shear :Shear stress check (shear force demand/wall shear capacity).
Max Support Max Support Critical SIR Support Support Geotech
Reaction (k/It) Reaction (k) Support Check Ratio Capacity Ratio (pull out
Stage 0 N/A N/A N/A N/A N/A
Stage 1 0 0 N/A No supports No supports
Table notes:
SIR Support ratio: Critical structural stress check for support (force demand/structural capacity).
Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity).
Critical support check: Critical demand/design capacity ratio (structural or geotechnical).
FS Toe FS Toe FS Toe FS Zcut FS Mobilized FS
Basal Passive Rotation Length (nonlinear) Passive True/Active
Stage 0 N/A N/A N/A N/A N/A N/A N/A
Stage 1 N/A 14.019 6.211 2.538 N/A N/A N/A
Hydraulic O.flow FSslope
Heave FS (ft3/hr)
Stage 0 N/A N/A N/C
Stage 1 N/A N/A N/C
Support_Force/S vs Stage
No Supports
0:Stage 0 No support
1:Stage 1
Support Force vs Stage
Support Force vs Stage
No Supports
0:Stage 0 No support
1:Stage 1
Embedment FS vs Stage
Min Toe FS FS1 Passive FS2 Rotation FS3 Length (fromFS1, FS2) FS4 Mobilized Passive FSS Actual Drive Thrust / Theory
Stage 0 100 100 100 100 N/A N/A
0:Stage 0 2.538 14.019 6.211 2.538 N/A N/A
Table notes:
FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation).
Wall embedment safety factors from conventional analysis (limit-equilibrium):
FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust.
FS2 Rotation: Safety factor for wall embedment based on FS= Available resisting moment/Driving moment.
F53 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS"l.O
Wall embedment safety factors from non-linear analysis:
FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust.
119/127
FSS True/Active : Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust.
Tables for stress checks follow: Support force/Design capacity
Support Check vs Stage
No Supports
O:Stage 0 No support
1:Stage 1
Forces (Res. F. M/Drive F. MI
FS1 Passive FS2 Rotation F53 Length FS4 Mobilized Passive FS5 Actual Drive Fh EQ Soil Fh EQ Water
(FxResist/FxDrive) (Mresist/Mdrive) (Embedment/ToeFS=1) (FxPassive/FxPas_Mobili / Theory Active
Stage 0 0/0 0/0 N/A N/A N/A N/A N/A
Stage 1 436.304/31.123 2337.19/147.9 16.5/6.5 N/A N/A 6.838 0
Reintorcement Requirements
Parameter Description
Note: Wall does not use steel reinforcement. Section does not apply.
Project: Ocean Condominiums
Results for Design Section 15: S21_526 Perm
[THIS PAGE IS INTENTIONALLY BLANK]
Code CALTRANS LRFD (2012)
Ca.. Extreme I
Parameter Safety Factor
Seismic multiplier
Variable loads 0.5
Permanent loads 1.39
Temporary anchors 1
Permanent anchors 1.11
tenlfr,ctio,, angle) 1
Eff cohesion c' 1
Shear strength Su 1
Earth unfavorable 1.35, F_kAx 1.9
Earth luvoroblo 1
Water onfenorabl, 1
'star favorable 1
HCroulir unfavorable 1
H- raulic favorable 1
.PLift unfavorable 1
L.PLift favorable 1
.,,4 FO 'l I STR Snru,c
El. 32.51
- - - - - - - - - - - - - - - - - - - S21_526 Perm
X (Pt)
-25 -21 -17 -13 -9 -5 -1 3 7 12 25 19 23
49 I I I I I I I I I I I I I I I I I I I T
Concrete Code- ACI 318-19/1.6
Steel Code: ANSI/AlEC 360-16/1.6
let Wall Limit Equilibrium California Shoring Manual-21
Drain State Clays Default
SS'ater v= 0 pcf Hydrostatic
EQ. A. (g)- 0.25
EQ. Az It) 'Up 0.2
EQ. Method W,ed A t.
EQ. Water Pervious
EQ. Height H mall
Dllue-Wedgo PIe, • S Coul
Resist-Wedge Pp.' 9-Lencellotta
4145 -
Defl.ction (inch)
I
0 1
379 -
Shear 1k/Pt)
El. 37ft 3 10
34 30 -
Moment (k-ft/Pt)1 4
,___•_._._45L 01
14 S
II tI ,
uresk(
12
442f 'Z
-f
lIt) 23.7 -
20.19 -
266-
14 ft W4x35ftSffer'n
14 554 6sf
\- 140
13.75 -
- 1,: WffSust-/0 '5. 1D.0 Fy Bea" 3.5ksi rnvur. Fxs oolhCALTRANS -0 Fost25%)
Wall 9533,0 -
9.5 -
— C,uEroor
Exsrn:pr
121/127
ANALYSIS AND CHECKING SUMMARY
-
!
I
Quick summaiy
Summary of Wall Moments and Toe Reauirements
Top Wall Wall L-Wall H-Exc. Max+M/Cap Max-M/Cap FS Toe FS Toe FS Toe FS 1 Toe EL. Slope
(ft) Section (ft) (ft) (k-ft/ft) (k-ft/ft) Passive Rotation Embedment (ft) Stab. FS
36 W14x68@8. 21 1 4.5 0/24.26 10.76/24.26 9.903 1 4.565 2.174 24.45 N/A
Summary of Basal Stabi itv and Predicted Wall Movements According to Cloueh 1989 Method Wall: W
1. FSmin 2. DxMax (ir) 2. Stiffness 2. FSbasal 3. Dx/H (%) 3. Stiffness 3. ESbasal
@ stage @ stage 1 @ DxMax ff DxMax @ stage 1 @ Ox/I-I max @ Ox/H max
N/C 0.099 1941 1.389 0.184 1941.002 1.989
General assumptions for last stage: Stage 1
122/127
Concrete Code: ACI 318-19/1.6
Steel Code: ANSI/AlSC360-16/1.6
1st Wall Limit Equilibrium California Shoring Manual-11
Drain State Clays Default
Water y= 0 pcf Hydrostatic
EQ. Ax (g)= 0.25
EQ. Az (g) +Up = 0.2
EQ. Method Wood-Auto
EQ. Water I Pervious
EQ. Height H wall
Drive-Wedge Ka, + 5-Coul
Resist-Wedge Kp,+ 5-La ncellotta
3*
35
It
25
ii
20
123/127
Envelope of results
A sequence of result diagrams for each excavation stage is reported
Envelope of wall bending moments (all stage)
i— Mew
40
12 -10 -8 -6 -4 0
Wall moment (k-ftlft)
DS: 15 (left wall)
Envelope of results
124/127
I
Lw
I
I 35
I. 30
I
I 225
•
iii
I 20
I
I
15
I
• 101
Envelope of wall shear (all stage)
.. Venv
- ..................
........... ............ ............ ........... ......... ...........
239 3222)
...
..........................
(-7.; 24.45):
I I I I I I I I I I I I I I I I I I
-10 -8 -6 -2
Wall shear (klft)
I DS: 15 aeft wafl)
Envelope of results
—
0 2 4
125/127
Displacement Horizontal
An I— DXenv I .tlJ
35
30
IS
25
Ui
20
IIIIIIIII1111111hhh d13
..... ............................. ...... ......................
. ............... ........ ........... ............ ............ ........................
15
ic I i i i a I I I Ii I I i I I I I I I I i 1 II
-002 000 0.02 0.04 0.06 008 0.10 012
Displacement (in)
DS: 15 (left wall)
Envelope of results
Extended vs Stage
126/127
Calculation Result Wall Displaceme Settlement Wall Moment Wall Moment
(in) (in) (k-ft/ft) (k-ft)
Stage 0 Calculated N/A N/A N/A N/A
Stage 1 Calculated 0.1 N/A 10.76 86.09
Wall Shear Wall Shear STR Combined SIR Moment STR Shear
(k/ft) (k) Wall Ratio Wall Ratio Wall Ratio
Stage 0 N/A N/A N/A N/A N/A
Stage 1 7.59 60.75 0.444 0.444 0.863
Table notes:
SIR Combined: Combined stress check, along eccentricity line considering axial load and moment (demand/capacity).
SIR Moment : Moment stress check, assuming constant axial load on wall (demand/capacity).
STR Shear : Shear stress check (shear force demand/wall shear capacity).
Max Support Max Support Critical SIR Support Support Geotech
Reaction (k/ftl Reaction (k) Support Check Ratio Capacity Ratio (pull out
Stage 0 N/A N/A N/A N/A N/A
Stage 1 0 0 N/A No supports No supports
Table notes:
STR Support ratio: Critical structural stress check for support (force demand/structural capacity).
Support geotech capacity ratio: Critical geotechnical capacity stress check (demand/geotechnical capacity).
Critical support check: Critical demand/design capacity ratio (structural or geotechnical).
FS Toe FS Toe FS Toe FS Zcut FS Mobilized FS
Basal Passive Rotation Length (nonlinear) Passive True/Active
Stage 0 N/A N/A N/A N/A N/A N/A N/A
Stage 1 N/A 9.903 4.565 2.174 N/A N/A N/A
Hydraulic Qflow FSslope
Heave FS (ft3/hr)
Stage 0 N/A N/A N/C
Stage 1 N/A N/A N/C
Support Force/S vs Stage
No Supports
0:Stage 0 No support
1:Stage 1
Support Force vs Stage
Support Force vs Stage
No Supports
0:Stage 0 No support
1:Stage 1
Embedment FS vs Stage
Min Toe FS FS1 Passive FS2 Rotation FS3 Length (from FS1, FS2) FS4 Mobilized Passive FSS Actual Drive Thrust /Theory
Stage 0 100 100 100 100 N/A N/A
0:Stageo 2.174 9.903 4.565 2.174 N/A N/A
Table notes:
FSbasal : Critical basal stability safety factor (relevant only when soft clays are present beneath the excavation).
Wall embedment safety factors from conventional analysis (limit-equilibrium):
FS1 Passive : Safety factor for wall embedment based on FS= Available horizontal thrust resistance/Driving hor. thrust.
FS2 Rotation: safety factor for wall embedment based on FS= Available resisting moment/Driving moment.
FS3 Length : Safety factor for wall embedment based on FS= Available wall embedment/Required embedment for FS=1.0
Wall embedment safety factors from non-linear analysis:
FS4 Mobilized Passive : Safety factor= Available horizontal passive resistance/Mobilized passive thrust.
127/127
FSS True/Active Soil thrust on retained wall side/Minimum theoretically horizontal active force thrust.
Tables for stress checks follow: Support force/Design capacity
Support Check vs Stage
No Supports
O:Stage 0 No support
1:Stage 1
Forces (Res. F. M/Drive F. M
F51 Passive FS2 Rotation FS3 Length FS4 Mobilized Passive FSS Actual Drive Fh EQSoil Fh EQ Water
(FxResist/FxDrive) (Mresist/Mdrive) (Em bed ment/ToeFS=1) (FxPassive/FxPas_Mobili / Theory Active
Stage 0 0/0 0/0 N/A N/A N/A N/A N/A
Stage 1 492.262/49.707 2806.76/251.15 17.5/8.05 N/A N/A 9,991 0
Reintorcement Requirements
Parameter Description
Note: Wall does not use steel reinforcement. Section does not apply.