BWFE2019-0228 Plan Reviewt MR. AND MRS. CASE SWENSON
52 ELLENWOOD AVENUE
LOS GATOS, CALIFORNIA 95030
Plan Review and Response
to City Review Comment
lncluding
Retaining Wall Evaluation and
Grouted Anchor General Specifications
Swenson Residence
77-2LO Loma Vista
La Quinta, Riverside County, California
May 7,2OLS
O 2015 Earth Systems Southwest
Unauthorized use or copying of this document is strictly prohibited
without the express written consent of Earth Systems Southwest.
File No.: 72124-Ol
Doc. No.: 15-05-706
/t
L
I
Southwest 79-8118 Country Club Drive
Bermuda Dunes, CA 92203
(760) 34s-1s88
(800) 924-701s
FAX (760) 34s-731s
May 7,20L5 File No.: L2124-0L
Doc. No.: 15-05-706
Mr. and Mrs. Case Swenson
62 Ellenwood Avenue
Los Gatos, California 95030
Attention: Mr. and Mrs. Case Swenson
Project:Swenson Residence
77-210 Loma Vista
La Quinta, Riverside County, California
Subject:Plan Review and Response to City Review Comments
lncluding Retaining Wall Evaluation and Grouted Anchor General Specifications
Reference:1. Earth Systems Southwest, 20L3, Geotechnicol Engineering Report Swenson
Residence,TT-2L0 Loma Vista, The La Quinta Resort, La Quinta, Riverside County,
California, dated March 26,20t3, File No.: 12124-Ot, Doc No.: t3-03-737.
2. Earth Systems Southwest, 20L3, Grading Plon Review Swenson Residence, TT-
210 Loma Vista, The La Quinta Resort, La Quinta, Riverside County, California,
dated October 23,20L3, File No.: 12124-OL, Doc No.: 13-10-730.
2. The Altum Group, 20L5, Swenson Residence, Precise Grading Plans, Sheets:
C1.0, Cz.O, C2.\, C3.0, dated 3/t5l2OL5.
INTRODUCTION
The purpose of this report is to respond to the City of La Quinta review letter requesting plan
review and confirmation that the site geology, especially in the northerly cut area is suitable. Per
the plans provided by The Altum Group, dated 3lt1l15, there is proposed an up-to L8-foot high
retaining wall in the garage area to be cut into the bedrock hillside. Our concern is the potential
geologic surcharge loads that might impart onto the retaining wall. Earth Systems geologic field
evaluation of the rock surfaces near the northern portion of the building revealed that the
anticipated near-vertical granitic cut slope faces could be relatively unstable and do not have the
required factors of safety against global slope instability, especially during a locally occurring San
Andreas fault generated earthquake. The area geology is complex and described in detail in
Reference No. 1 (Plate A-3). The proposed near-vertical bedrock backcut to accommodate the
south-facing retaining wall will reveal out of slope dipping fractures and joints. Therefore, the
propensity for block and wedge failures could exist. Foliation attitudes may dip out of the steeper
south and west-facing slope faces.
Earth Systems
May 7,ZOLS File No.: L2L24-OL
Doc. No.: 15-05-705
Earth Systems performed slope stability analysis of the proposed cut slopes to evaluate potential
methods to increase the global factor of safety. Our stability analysis indicates that use of
grouted rock anchors and plates may be an effective method to create a more stable finished
slope and retaining wall. As such, this report presents our initial geologic evaluation, slope
stability evaluation, recommendations for use of rock anchors for the subject project, and a
general specification for anchor installation.
Geoloeic Description and Slope Stabilitv Evaluation:
The geology of this site is described in Section 3.1 of Reference No.: 1.
Cut Slope Stabilitv
Bold and steep bedrock outcrops adjacent to the pad were evaluated with respect to Code
conformance and the required static Factor of Safety of 1.5 and pseudo-static (seismic) factor of
safety of 1.1. Rock strength parameters were estimated using methods by Bieniawski (1989),
and field measurements of slip angles for rock-on-rock experiments.
We utilized a computer stability program modeling of the proposed cut slopes and inputting
bedrock engineering characteristics to derive a factor of safety against failure.
Computer Modelins and Analvsis
As noted on page 16 of Reference No.: 1, the bedrock unit weights and shear strength values for
the slope stability analyses were selected based on results of the laboratory testing, field tests,
rock strength correlations, and back-calculation. Note that the shear parameters were derived
from test samples of the granitic bedrock remolded to near the averaged in-place density.
Therefore, the laboratory shear results are, in our opinion, conservative or understated,
especially for the granitic rock, as the cementation of the material is not taken into account.
Additional correlation for rock strength was based upon back-calculation using existing near
vertical cut slopes, comparative strength parameters from the laboratory and field tests, and
correlations suggested by Bieniawski (1989). Back-calculations assumed a factor of safety of 1.0
for existing conditions. Analysis iterations were repeated by adjusting the shear parameters and
slip orientations within the computer model until a factor of safety near 1.0 was attained.
The following geotechnical parameters were used in the slope stability analyses discussed below:
Unit Unit Weight
(pcf)
-16L
Cohesion (psf)lnternal Friction
Angle (dee)
35*Bedrock
(Granitic)
225*
*Bieniawski (1989)
Multiple stability sectlons were modeled based upon plans from Altum Group (Reference No.: 3,
Sheet Cz.Ll. We produced three cross sections from this plan sheet: A-A', B-B', and C-C'. These
cross sections are shown on Plate L found in this report. Section B-B' was found to be the worse-
EARTH SYSTEMS SOUTHWEST
2
May 7,2OL5 -3-File No.: L2124-01
Doc. No.: 15-05-706
case scenario. Both static and pseudostatic analyses were performed to evaluate the stability
the slopes under static conditions and under seismic motions. Analysis was completed using the
Slide6 computer program. Bedrock strengths were modeled along jointing and across jointing.
Wedge and block failure models were considered.
Pseudostatic analysis was completed with a seismic coefficient of 0.3g horizontal and 0.1g vertical
to account for anticipated high ground motions in the event of a local San Andreas event. The
seismic coefficients were determined based upon Figure 1b of California Geological Survey,
Special Note SP117A which modifies the estimated Peak Ground Acceleration (pga) considering
a LScm displacement threshold, and a Magnitude 8.2 earthquake event. PGA was determined
using the United States Geologic Survey (USGS) Seismic Design Map application (version 3.1.0,
updated July 1L, 2013). The estimated PGArvr for the site is 0.5539 considering a 'C' Site Class.
lnitia! assumptions were made regarding rock anchor bond strengths, lengths, spacing, etc.
These factors should be verified (and adjusted as required) through field verification tests during
construction (discussed in a later sectlon of this report).
Modeling of the proposed condition in a static condition indicated a factor of safety of
approximately (1.0). ln our analysis we have considered that the proposed retaining wall imparts
no strength to the rock cut face. A summary of shear parameters and final stability analysis
results (modified from the actual field load test results) are included in the Table below.
SUMMARY OF GLOBAL STABILITY ANALYSIS FOR PROPOSED ROCK RETAINING WALL
lnput parameters and results of the final stability analyses are included in Appendix B. Rock
anchor locations should be placed four feet from the top of wal! (freeboard not included) and
four feet from the bottom of the wall for walls with heights between 12 and 18 feet. For walls
with heights between 8 and 12 feet, the anchor rod should be placed six feet above the bottom
of the wall.
EARTH SYSTEMS SOUTHWEST
M ateria I
Unit
Weight
(pcf)
Shear
Pa ra m et er(Ol / Cohesion ( psf)Condition
Static FS
(1.s
Required)
Seismic FS
(1.1
Required)
Bedrock
18<H<12 161 35" /225
Ben iawski
Rock Analysis 1.0
Bedrock
L8<H<12 161
35" /225
w/2-L5 ft Grouted Rock
Anchors
Beniawski
Rock Analysis 1.5 L.2
Bedrock
12<H<8 151 35" /225
Beniawski
Rock Analysis 1.1
Bedrock
12<H<8 t6L
35" /225
w/L-L} ft Grouted Rock
Anchors
Beniawski
Rock Analysis 1.5 1.4
May 7,20L5 -4-File No.: L2L24-0L
Doc. No.: 15-05-705
Swale:
On sheet C2.1, of Reference No. 3, earthen drainage swale improvements are located behind the
retaining walls. We concur with the use of drainage swales behind the walls. These swales should
be designed to accommodate and redirect design storm events and include transported
debris/sediment in the analysis.
Debris Wall and Freeboard
As the site has the potential for debris flow hazards, there should be a minimum freeboard of 2
feet above the top of wall to contain the debris flow. Freeboard should be designed to resist a
fluid pressure of t25 pounds per cubic foot. Because debris could potentially accumulate behind
the freeboard portion, regular maintenance after storms that produce debris flow should be
anticipated.
Anchor Proof Load Testine Prosram
Anchors should be tested to a minimum factor of safety of 2.0 as required by the 2013 California
Building Code.
The anchor parameters were as follows:
Wall Heights L2' to L8'
o Out of Plan Spacing: L0 feet
. Anchor Rod Length: 15 feet.
. Bond Length: 8 feet.
. Unbonded Length: 7 feet.
. Top Anchor Diameter: L inch
. Bottom Anchor Diameter: L-Ll4 inches
. Anchor Type: Williams Grade 150 (ASTM A7221All-Thread bar.
o Anchor borehole diameter: 6 inches, air cleaned of dust and debris.
. lnclination from Horizontal: 10 Degrees downward
. Anchor Design Load: 10,000 lbs (top bar)
. Anchor Design Load: 55,000 lbs (bottom bar)
. Anchor Maximum Test Load (2.0 Factor of Safety): 20,000 lbs (top anchor rod)
. Anchor Maximum Test Load (2.0 Factor of Safety): 110,000 lbs (bottom anchor rod)
Wall Heights t2' to 8'
o Out of Plan Spacing: 10 feet
. Anchor Rod Length: 13 feet.
o Bond Length: 8 feet.
. Unbonded Length: 5 feet.
o Anchor Diameter: t-L/4inches
. Anchor Type: Williams Grade L50 (ASTM A7221All Threaded bar.
o Anchor borehole diameter: 6 inches, air cleaned of dust and debris.
EARTH SYSTEMS SOUTHWEST
May 7,zOLs 5 File No.: L2124-0L
Doc. No.: 15-05-7OG
. lnclination from Horizontal: 10 Degrees downward
. Anchor Design Load: 55,000 lbs
. Anchor Maximum Test Load (2.0 Factor of Safety): 110,000 lbs
Wal! Heights<8feet
o See Reference No. 2 for loads applied to walls 8 feet or less in height.
Genera I Specifications:
Provided below are genera! specifications for production anchor materials, installation, and
lockoff.
Product Handline
Handling, shipping and storage shall be such that the material is properly identifiable and
protected against mechanical damage, corrosion, chemical attack and dirt. Anchors shall not be
cut with torches or welded upon. Only cut off saws are permitted for cutting anchors.
Each anchor should be identified and documented to meet the specified criteria prior to
placement. All non-conforming anchors should be removed from the jobsite immediately
Loadins
All anchors shall be placed on the truck in a manner which provides safe loading and unloading
without damage. Under no circumstances shall anchors be dropped, thrown, or dragged on the
ground. Anchors which are nicked or dented shall be replaced.
Storage
Materials stored at site shall be placed above ground on well-supported platform and covered
with plastic or other approved material. Minor surface rust is allowed as long as the anchors do
not exhibit flaking due to corrosion.
D rilling
Anchors shall be installed by the contractor. The minimum hole diameter shall be 6-inches using
methods that accommodate debris and dust removal prior to grouting.
Centralizers sha!l be placed at five foot intervals. Centralizer material should not interfere with
grout placement nor be deleterious to the steel or sheathing. The bar inserted end should
terminate 1 foot before the end of the drilled hole. Centralizers shall be fabricated from a
EARTH SYSTEMS SOUTHWEST
Anchor ldentification
Anchor lnstallation:
May 7,20L5 -5-File No.: L2!24-0L
Doc. No.: 15-05-706
material, other than wood. The centralizers shall be of sufficient strength to support the weight
of the anchor in the drilled hole.
Anchor lnsertion
The anchor installation method selected by the contractor shall be adequate to achieve the
testingspecified herein. Before installation of the anchor, each holeshall becleaned of all debris
and dust by a method approved by the Engineer.
Grout
Proper grouting is essential for the successful performance of all anchors. Grouting shall be
undertaken in accordance with the latest Post Tensioning lnstitute (PTl) recommended practice.
Anchors should be grouted in a single stage.
After the anchor holes have been drilled, the anchor grout shall be injected from the lowest point
of the anchor. The grout should be placed after insertion of the anchors. The quantity of the
grout and the grout pressures shal! be recorded. Prior to installing each assembly into the anchor
hole, the anchor assembly shall be clean and free for oil, grease or other extraneous substance.
Excessive amounts of water shall not be used in any of the anchor installation procedures.
After placing initial grout, the anchor shal! remain undisturbed until the grout has reached a
sufficient strength (7,000 psi) to provide anchorage during loading operations. Grouting of the
sheathed unbonded length, steel transition tube and grout cap (if provided) shall be completed
after successful testing and lock-off of anchor.
Random sampling and testing of cement grout for test anchors shall be performed by the
geotechnica! firm to verify strength. Test procedures shall be in accordance to ASTM C 109.
Grout and mix ratios shall be maintained between the proof and production testing (typical Five
Star 400, maximum 6.5 quarts per 49 lb bag), non shrink, flowable, high early strength, 9,000 psi
minimum compressive strength (2" cubes) at 28 days, as pre-approved by the geotechnical
consultant.
2" Grout cubes should have a minimum compressive strength of 7,000 psi prior to lockoff testing
and ultimate strength of 9,000 psi. Representative sets of prisms should be obtained from the
grout mixing or at least once per mixing day. Samples should be obtained by the testing
laboratory/geotech n ica I engi neer.
Bearins Pads
Bearing pads should be formed and poured against the exposed rock face and be in general
conformance to the attached Plate 2. The retaining wall may tie into the bearing plates.
EARTH SYSTEMS SOUTHWEST
May 7,20L5 -7 Fif e No.: L21,24-0L
Doc. No.: 15-05-706
Anchor Proof Load Testine
At least L anchor should be proof load tested to confirm design parameters assumed during
analysis. Proof load testing should consist of:
o Anchor testing should be performed by the contractor in general accordance with ASTM
D 4435 using calibrated test equipment (calibrated within 1 year).
. Rock anchors should be tensioned by direct pull with a hollow ram hydraulic jack, so
mounted as to prevent bending of the rock anchor. Grout chairs or shims should be used
as a bearing plate for the hollow-ram.
. During testing, anchor movement should be measured at the anchor head, using a dia!
indicator gauge which reads to the nearest 0.001 inch.
. Gauges should be independently mounted away from influence of the loading system.
The loading sequence should be as follows:
Cycle Load
1AL
0.25 P
AL
2 0.25 P
0.50 P
AL
3 0.25 P
0.50 P
0.75 P
AL
4 0.25 P
0.50 P
0.75 P
1.00 P
AL
5 0.25 P
0.50 P
0.75 P
1.00 P
AL
5 0.25 P
0.50 P
0.75 P
1.00 P
1.50 P
2.00 P
AL
Zero P
P = Design Load (55,000 lbs)
AL = Alignment Load = 0.05P
EARTH SYSTEMS SOUTHWEST
May 7,zOLs -8-File No.: L2L24-01.
Doc. No.: L5-05-706
The maximum test load for each cycle should be held for 1 minute. Total movements with respect
to a fixed reference point should be recorded after stabilization.
The test criteria for acceptance was the total movement at the end of the maximum load (2.00P)
shall not exceed 0.7 inches (after considering the effect from bar elongation) as described in
ASTM D 4435. Bar elongation is estimated in accordance with Hooke's Law.
Production Testing and Lockoff
LOO% percent of production permanent anchors shall be verification tested prior to lockoff. lf
1.33 times the design force cannot be obtained, the anchor shall be moved or replaced and re-
tested.
During testing, anchor movement, measured at the anchor head, shall be monitored for each
load increment to the nearest 0.001 inch from an independent, fixed reference point. The
loading sequence shall be as follows:
Load
AL
0.25 P
0.50 P
AL
0.25 P
0.50 P
0.75 P
1.00 P
AL
0.25 P
0.50 P
o.75 P
1.00 P
1.33 P
Adjust down to lock off load (1.1P and lock
anchor).
P = Design Load (either 20,000 lbs or 55,000 lbs depending on
anchor !ocation)
AL = Alignment Load = at least 0.05P
The maximum test load for each cycle shall be held for L minute. The gauge reading shall be
stable at 1 minute, otherwise the cycle shall be extended for 1,0 minutes each time the gauge is
not stable at the end of the initial and subsequent L0 minute reading. Total movements with
respect to a fixed reference point shall be recorded. Total movement at the end of the maximum
verification load (1.33p) shall not exceed 0.6 inches (including bar stretch).
Cycle
I
2
3
4
EARTH SYSTEMS SOUTHWEST
May 7,20L5 -9-File No.: L2124-0L
Doc. No.: 15-05-7AG
Bars should not be locked off until the grout and bearing pad have attained at least 7,000 psi,
and 4.000 psi compressive strenqth. respectivelv. Anchor lockoff is not recommended unti! after
any vibration activities for rock excavation is 100% complete. Blasting or hammerins/chippins
could cause load reduct ion in locked off anchors
Corrosion Protection
Due to the dry desert climate and lack of observed seeps or springs, single stage corrosion
protection may be used for the bonded portion of the anchor bar (such as epoxy coating,
galvanization, etc.). The unbonded portion of the anchor should be encapsulated with a
protective sleeve to prevent bonding and the unbonded length filled with neat cement grout or
grease to act as corrosion protection (in addition to the epoxy coating). lf any coating is damaged
during installation, the process must stop and the damage repaired with an approved method.
It may be required to completely remove partially installed anchors in order to apply proper
repair procedure. Grease should be a mastic corrosion inhibitor, waterproof, non-corrosive, and
non-hardening/sealing compound. Corrosion inhibiting grease shall have the physical properties
listed in Table 4-l of the "Recommendations for Prestressed Rock and Soil Anchors" Post-
Tensioning Manual, 4th Edition. lf used, grout inside of the corrugated HDPE sheathing, trumpets
and anchorage covers shall be neat cement mixture using water/cement ratio of 0.45 or 5 gallons
of water to 94 lb sack of cement. Cement shall conform to ASTM C1,50, "Portland Cement."
Corrosion Protection Cover Cap
After stressing operations, the tail of the prestressing steel shall be cut off at L" minimum beyond
the stressing sedge (gripper). The anchorage shall be completely encased within a hot dipped
galvanized (ASTM A 153) steel cap. Allvoids within the transition pipe and steel cap shall be filled
with post tensioning grease (re-stressable anchor) or cement grout.
Submittals
The submittals shall include drilling, installation, grouting and testing procedures and shop
drawing details containing ground anchors schedule and details of the following:
Anchor size with physical properties and manufacturer
Dril! method and method of cleaning the drilled hole
The grout mix design, proportions, and procedures for placing the grout
Unbonded and bonded length corrosion protection system
Corrosion inhibiting grease type
Any revision to structure details necessary to accommodate the earth anchor system
Stressing procedure, testing equipment and calibration thereof (Note: Testing equipment
pressure gauges for determining testing and lockoff loads should read in the 50% to 75% range
of maximum gauge scale at 1.00 to 1.33 times design load).
No work on earth anchor installation shall begin unti! Geotechnical Engineer has approved the
above in writing.
EARTH SYSTEMS SOUTHWEST
May 7,20Ls File No.: L2!24-OL
Doc. No.: 15-05-705
lnspection
o Test anchor location verification
o Drilling processes and cleaning of hole
. Depth of hole
. Verification of use of centralizers and spacing
. Monitoring of injection and sampling of grout material
. Observation of proof and verification test program
o Tensioning and lock off
Provided the recommendations of the referenced geotechnica! report and this plan review are
incorporated into design, it is our professional opinion that the proposed plan is feasible and
complies with the intent of the referenced report. The installation of rock anchors does not
negate the need for a retaining wall to contain slippage of smal! spalled rock material (12" to
L8"1, provide for a debris wall and free board and to retain any backfill between the rock cut face
and back of wall. Earth pressures given in reference No. 1 still apply for any backfill wedge. The
rock anchors discussed are for general global slope stability in the direct retaining wall area.
LIMITATIONS AND CLOSURE
Earth Systems Southwest has prepared this report for the exclusive use of the Riverside County
Flood Control and Water Conservation District and its authorized agents as a general guidance
document. As the geotechnical consultant for the District, Earth Systems has striven to prepare
this report in accordance with generally accepted geologic practices in this community at this
time. No warranty or guarantee is expressed or implied. The limitations of the referenced
reports are considered to still apply.
EARTH SYSTEMS SOUTHWEST
-10-
All materials, anchor drilling, installation, and tensioning should be provided by the contractor.
Test jacks, gauges and access equipment should also be provided by the contractor. All gauges
should be recently calibrated (within 1 year). The following minimum observations and tests will
be provided by the geotechnical consultant:
Plan Review Comment
May 7,2AL5 -11-
lf you have any questions or require additional information, please contact this office at your
convenience.
Respectfu lly subm itted,
EARTH SYSTEMS SOUTHWEST
Kevin L. Pau!, GE #29
Senior Geotechnical
File No.: L2L24-OL
Doc. No.: 15-05-706
Engineer
Ma
Senior Engineering
Letter/m sslklplmr
Attachments: Appendix A (Annotated Sheet C2.1)
Plate 2, Bearing Plate
Appendix B (Slope Stability Output, 6 pages)
Distribution: 4/Altum Group
L/Mr. and Mrs. Case Swenson
1/BD File
rk S.4
EARTH SYSTEMS SOUTHWEST
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General Tie-Back Anchor Block
Swenson Residence
La Quinta, Riverside County, California
@ Earth Systems
Southwest
s/71201s File No.: tZL24-01
GROUT OR PORTTAND
CEMENT CONCRETE
(4,000 PSIMtNtMUM)
c
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84 HOOPS EVERY 9,,
oaq
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s,rt 4" SCH.40
PIPE STEEVE
L1/t" Gr.150 THREADBAR ANCHOR ROD
3" c(R
oo
5,,O ORILLED SHAFT, CENTER
BAR IN SHAFT
EXISTING GRADE
NOTES: Corrosion Protection System not shown.
Width of Pad = 3'-0" minimum.
Bearing Pad & Plate to be installed
perpendicular to anchor rod.
Not to Scale. Not all pertinent detail shown; refer to report.
GENERAL TIE.BACK ANCHOR BLOCK
Sheet Cz.L
Preliminary Precise Grading Plan
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77-2LO Loma Vista
La Quinta, Riverside County, California
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Appendix B
Slope Stability Output
EARTH SYSTEMS SOUTHWEST
r.1
T
\
t
ttr
I
I
t:
a
a
L L*-
t
T
*tr{T\*r.G
(23.443, r08.086)
(23.506, 84.978)
87.0m)
(0.m0, 8s.000)
I
Fact
0.0
0.3
0.5
0.8
1.0
1.3
1.5
1.8
2.0
2.3
2.5
2.8
2n
3.3
3.5
3.8
4.0
4.3
4.5
4.8
5.0
5.3
5.5
5.8
6. 0+
vetSaft-lrl-
I
I
oor
i-lo
E
1.1
B to < 12 ft wall heights
' (o.ooo,8i.ooo)
o
O)
ro
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-15 -10 50-5 15 20
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Compny
25
tta.-16$#r?s 1:61
51L120t5,12:56:05 PM
Orawn 8y
t Date
ProN
Descn'ption
Name Swenson B to 12 ft walls (B-B') no suppoft.slim
I
I
i
I
I
I
I
I
I
or
rr)o
o,or
Safety Factc:
0.0
0.2
0.5
0.7
l-. 0
t.2
1q
L,1
2,0
2.2
2.5
z.l
3.0
3.2
3.5
3.7
4.0
4.2
4.5
4.'t
5.0
5.2
5.5
5.7
6.0
00
50
c0
50
00
50
00
50
00
50
00
50
00
50
00
50
00
50
CO
50
00
50
00
50
00+
t
l
1.561
ro
O,8 to < 12 foot walls
'o;O)
I
|}
rf,(o
oco
-15 _10 -5 0 5 25 30 3:
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5UDEINTERPRET 6.035 51L12015,12:56:05 PM
Date
Analysis Mnption
Name Swenson B to 12 (B-B') with 1 support.slim
1
Safety Factor
0.000
0.250
0.500
0.?50
1. 000
I .250
1. 500
1.?50
2.000
2 .250
2.500
?.7 50
3.000
3.250
3.500
3.750
4.000
4 .250
4.s00
4 .150
5. 0c0
5.250
5. s00
5.750
6.000+
I
1.363
,o
O)
8 to < 12 ft wall heights
tr)
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fuT::
-5r5-10 10 15 30 35
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Oate 5lr/20t5,12:56:05 PM
Proltrt
Description
Itane Swenson 8 to 12 ft walls (B-B') seismic load.slim
l,)or
I
Safety Factor
0
0
0
0
L
1
1
1
2
2
I
2
3
?J
3
3
4
4
4
4
5
5
5
5
6
.000
.250
.500
.750
.000
.250
. s00
.750
.000
.250
.500
.750
. c00
.250
.500
.750
(23.506, 114.225)
a
I
o
r
{ 0.985
o
12 to 18 ft wall heights
oo
000
250
500
.750
.000
.25C
. 500
.750
.000+
o(,)
>' (0.000, 87.m0)
(23.s06, 84.978)
o@
-25 -15 -10 5 5 10 15 20 25 30 35
SLIDE - An Interactive Slope Stability Program
Compny
87.000)
(0,0m.85.000)
I/
Onwn 8y L:78]*
t-fib_
iuDaNrEn^P*Er 6.039
hr
51t12015,12:56:05 PM
Date
Protfft
Dacription
File Name Swenson 12 to 18ft walls (B-B') No Support.slim
Safety Factor
0.000
0.2s0
0.500
0.7s0
1 .000
1.2s0
1 .500
1. ?50
2.000
2.250
2. 500
2.'t50
3. 000
3.250
3. 500
3.750
4.00c
4.250
4.500
4.750
s.000
5.250
5. 500
5.?50
6.000+
I
o
1.520
12to 18 foot walls I
i_iololF
I
o
O)
D
i
-25 -20 -15 _10 0 5 10 '15
SLIDE - An Interactive Slope Stability Program
ComBnyl:78
51U20t5,12:56:05 PM
tl ar By
>^
.-fb-
Projxt
Dacription
"'" €ffienson 12 to 18ft walls (B-B') 2 suppofts 10k top 55k btm.slim
t
Safety Factor
0.0
0.2
0.s
0.7
1.0
L.2
1.5
L,7
2.0
2.2
2.5
a'1L. t
3.0
3.2
3.5
3.7
4.0
4.2
4.5
4.7
5.0
c.)J.Z-
5.5
5.1
6.0
00
50
00
50
00
50
00
50
00
50
00
s0
00
50
00
50
00
50
00
50
00
50
00
5o
00+
{
t
fuT::I
o
1.195
II
oo 12 to 18 ft wall heights
oo)T
oco
-25 -15 -10 -5 5 10 15 20
SLIDE - An Interactive Slope Stability Program
&npny
r5
Oawn 8y t:78I*
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sr.JO€ITffERPflET 6-C3S
Date
tutxt
Descriphon
Ftte Nane Swenson 12 to 18ft walls (B-B') Seismic.slim51L120t5,12:56:05 PM