HomeMy WebLinkAboutSW110145_DocOrange County 1 Environmental 1 Corporate
It PETRA
3190 Airport Loop Drive, Suite J-1
Costa Mesa, California 92626
T:714.549.8921 F:714.549.1438
swz�kk
TUSHAR PATEL FAMILY TRUST
c/o Nathu Development Corporation
30 Hughes, Suite 202
Irvine, CA 92618
past + present + futuri
it's in our srienc.
Engineers. Geota,ist
Invirnnmeiltal Scientist
November 7, 2011
J.N. 771-04
Subject: Geotechnical Recommendations for Reflection Fountain, Parcel 1 (Formerly Lots 12
and 13) and Parcel I of LLA 1120, A Portion of Tract No. 15346, 15 Avalon Vista,
Newport Coast, County of Orange, California.
Reference: See Attached List.
Dear Mr. Wavro:
At the request of the Mr. Jim Moore, we provide the following geotechnical recommendations for the
design and construction of the reflection fountain to be constructed adjacent to the western corner of the
residence. The reflection fountain is located within an area that was originally cut to grade exposing
bedrock. However, within the southeast portion of the proposed reflection fountain, the existing bedrock
materials were removed in order to construct the retaining wall that surrounds the crawl space of the
adjacent residence. In addition, within the northwest portion of the proposed reflection fountain, the
bedrock materials were removed in order to construct a retaining wall along the northwest property line.
In both of these areas, the bedrock materials were replaced with retaining wall backfill materials.
Furthermore, it is our understanding that a couple of utility lines run below the proposed reflection
fountain. The bedrock materials above these utility lines were removed and replaced with compacted fill.
As a result, some portions of the proposed reflection fountain are underlain by bedrock, while other
portions are underlain by approximately 4 to 6 feet of fill. This condition could lead to adverse
differential settlement of the reflecting pool; therefore, it is recommended that remedial grading be
performed to mitigate this condition. Recommendations for remedial grading and for the design and
construction of the foundations for the reflection fountain are provided below.
Reflection Fountain Recommendations
Remedial Gradiu
In order to mitigate the potential for differential settlement, it is recommended that a relatively uniform
fill mat be created below the reflection fountain.. This may be accomplished by overexcavating the
AVALON VISTA 11, LLC.
15 Avalon vista
November 7, 2011
J.N. 771-04
Page 2
reflection fountain area to a depth of at least 5 feet below existing grade or proposed grade, whichever is
deeper, and 'then replacing these excavated materials as compacted fill placed at a minimum relative
compaction of 90 percent.
Reflection Fountain Design Recommendations
Provided that remedial grading is performed as described above, the reflection fountain will be underlain
by approximately 5 to d feet of compacted fill and then hard bedrock materials. "Therefore, the reflection
fountain may be designed with a conventional foundation system; however, due to the moderately
expansive nature of the onsite soils, it is recommended that the reflection fountain be designed with a mat
slab.
The refection fountain will be constructed up against and possible even partially over the existing
retaining wall that has been constructed along the northwest property line. The existing retaining wall has
been constructed into hard bedrock materials while the new reflection fountain will be constructed on
compacted fill materials. As a result, there is the potential for the existing retaining wall and the new
reflection fountain to have different amounts of settlement. Therefore, if the northwest side of the
reflection fountain is constructed such that it lies on top of the adjacent retaining wall, a flexible foam
product should be placed between the two different foundations. In addition, the existing retaining wall
should be designed to support additional surcharge loads, if any, from the new reflection fountain.
Foundation Design Parameters
4nsite fill and bedrock materials are moderately expansive. Therefore, the reflection fountain walls
should be designed assuming that an earth pressure equivalent to a fluid having a density of 75 pounds
per cubic foot is acting on the outer surface of the walls. The reflection fountain walls should also be
designed to resist lateral surcharge pressures imposed by any adjacent footings or structures in addition to
the above lateral earth pressure. Since a retaining wall has been constructed between the reflection
fountain and the adjacent rear yard slope, the northwesterly wall of the reflection fountain does not need
to be designed as a free-standing wall and no creep forces will be acting on the reflection fountain.
However, as described previously, the existing retaining wall should be designed to support additional
surcharge loads, if any, from the new reflection fountain.
The reflection fountain foundation will be founded entirely into compacted fill materials; therefore, the
reflection fountain shell may be designed using an allowable bearing value of 1,500 pounds per square
foot. In addition, a modulus of subgrade reaction of 125 psi may be used in the design of the mat slab.
AVALON VISTA 11, LLC.
15 Avalon Vista
Settlement
November 7, 2011
J.N. 771-04
Page 3
Provided that remedial grading is performed as recommended previously, the reflection fountain will be
underlain by a relatively uniform compacted fill mat. Based on these conditions, total settlement can be
expected to be less than '/d of an inch and differential settlement will be negligible.
Plumbin2 Fixtures
Leakage from the reflection fountain or from any of the appurtenant plumbing could create adverse
saturated conditions of the surrounding subgrade soils. Localized areas of oversaturation can lead to
differential expansion (heave) of the subgrade soils and subsequent raising and shifting of concrete
flatwork. Therefore, it is essential that all plumbing and pool fixtures be absolutely leak -free. For similar
reasons, drainage from surrounding landscape areas should be directed to local area drains and/or graded
earth swales designed to carry runoff water to a suitable discharge point.
Foundation Excavation Observations
It is recommended that the foundation excavation be observed by a representative of this firm to ensure
that the foundations are founded into competent bearing soils.
Soluble Sulfates
Results of our previous laboratory tests performed in accordance with California Test Method No. 417
indicate on -site fill and bedrock materials contain water soluble sulfate contents of approximately 0.14
percent. Based on Section 1904.03 of the 2010 CBC, concrete that will be exposed to sulfate -containing
soils shall comply with the provisions of ACI 318-08, Section 4.3. Therefore, according to Table 4.3.1 of
the ACI 318-08, a MODERATE exposure to sulfate can be expected. The structural integrity of concrete
can deteriorate with time when exposed to sulfate containing solutions or soils. To mitigate such
deterioration, sulfate resistant cement should be used in all concrete that may be in contact with the on -
site soil or bedrock materials. Careful control of the maximum water -cement ratio and the minimum
concrete compressive strength is also necessary in order to provide proper resistance against deterioration
due to sulfates. We recommend that the procedures provided in CBC Section 1904.3 and Table 4.3.1 of
the ACI 318-08 be followed. For concrete that is expected to have a MODERATE exposure to sulfates,
Type 11 cement may be used. However, Table 4.3.1 of the ACI 318-08 indicates that the maximum water -
cement ratio should not exceed 0.50 and the minimum concrete compressive strength should not be less
than 4,000 pounds per square inch.
AVALON VISTA 11, LLC.
I5 Avalon Vista
November 7, 2011
J.N. 771-04
Page 4
We trust that this letter serves your needs at this time. Should you have any questions, please feel free to
call.
Respectfully submitted,
PETRA GEOTECHNICAL, INC.
David Hansen
Senior Associate Engineer
RCE 56591
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W-UO04New17001771.04%10OWeflntion FOUM M LelterdoC
AVALON VISTA 11, LLC.
15 Avalon Vista
REFERENCES
November 7, 2011
J.N. 771-04
Page 5
1) Geotechnical Review of Rough Grading Plan, Lots 11, 12 and 13 of Tract 15346, Avalon Vista, Newport
Coast, County of Orange, California; report by Petra Geotechnical, Inc., dated March 22, 2005.
2) Response to Geotechnical Report Review Sheet by the County of Orange Planning and Development
Services Department for Lots12 and 13, Tract 15346, Avalon Vista, Pelican Crest, Newport Coast, County of
Orange, California.; report by Petra Geotechnical, Inc., dated July 6, 2005.
3) Revised Recommendations for Shoring Based on Supplemental Subsurface Exploration, Lot 11, Tract 15346,
Avalon Vista, Pelican Crest, Newport Coast, County of Orange, California; report by Petra Geotechnical,
Inc., dated December 19, 2005.
4) Geotechnical Review of Preliminary Precise Grading Plans, Lots 12 and 13 of Tract 15346, Avalon Vista,
Newport Coast, County of Orange, California; report by Petra Geotechnical, Inc., dated July 3, 2006,
5) Response to Geotechnical Report Review Sheets by the County of Orange Planning and Development
Services Department for Lots 12 and 13 of Tract No. 15346, 15 Avalon Vista, Newport Coast, County of
Orange, California; letter by Petra Geotechnical, Inc., dated March 14, 2007.
6) Geotechnical Review of Delta I Revision to Precise Grading Plans, Proposed Single -Family Residence,
Parcel 1 (Formerly Lots 12 and 13), Tract No. 15346, 15 Avalon Vista, Newport Coast, County of Orange,
California; letter by Petra Geotechnical, Inc., dated May 21, 2008.
7) Geotechnical Report of Precise Grading, Proposed Single -Family Residence, Parcel 1 (Formerly Lots 12 and
13), Tract No. 15346, 15 Avalon Vista, Newport Coast, County of Orange, California; letter by Petra
Geotechnical, Inc., dated January 28, 2009.
8) Geotechnicai Review of Revision No. 2 to Precise Grading Plans, Parcel 1 (Formerly Lots 12 and 13) and
Parcel I of LLA 1120, A Portion of Tract No. 15346, 15 Avalon Vista, Newport Coast, County of Orange,
California; letter by Petra Geotechnical, Inc. dated May 25, 2010.
9) Geotechnical Review of Revision No. 3 to Precise Grading Plans, Parcel 1 (Formerly Lots 12 and 13) and
Parcel I of LLA 1120, A Portion of Tract No. 15346, 15 Avalon Vista, Newport Coast, County of Orange,
California; letter by Petra Geotechnical, Inc. dated February 2, 2011.
10) Geotechnical Review of Retaining Wall Foundation Plans, Parcel 1 (Formerly Lots 12 and 13) and Parcel I of
LLA 1120, A Portion of Tract No. 15346, 15 Avalon Vista, Newport Coast, County of Orange, California;
letter by Petra Geotechnical, Inc. dated May 23, 2011.
11) Supplemental Geotechnical Recommendations for "Swim Jet" Pool, Parcel 1 (Formerly Lots 12 and 13) and
Parcel I of LLA 1120, A Portion of Tract No. 15346, 15 Avalon Vista, Newport Coast, County of Orange,
California; letter by Petra Geotechnical, Inc., dated July 25, 2011.
12) Geotechnical Recommendations for Proposed Tennis Court, Parcel I (Formerly Lots 12 and 13) and Parcel I
of LLA 1120, A Portion of Tract No. 15346, 15 Avalon Vista, Newport Coast, County of Orange, California;
letter by Petra Geotechnical, Inc., dated October 25, 2011.
13) Geotechnical Recommendations for Entry Gate Return Wall and Planter Wall Based on Existing Geologic
Conditions, Parcel 1 (Formerly Lots 12 and 13) and Parcel I of LLA 1120, A Portion of Tract No. 15346, 15
Avalon Vista, Newport Coast, County of Orange, California; letter by Petra Geotechnical, Inc., dated November
2, 2011.
Dec 1411 12:42p
p.2
Orange County [En► 5irormantaU J Corporate
31 9D Airport Loop Drive. Suite J-1
Costa New Carr'omia 9?626
T:714,549-8921 F:714.549.1438
December 14, 2011
J.N. 771-04
TUSHAR PATEL FAMILY TRUST
clo Nathu Development Corporation
30 flugbes, Suite 202
Irvine, CA 92618
:Z�
Grading flan Check
No. C130700I0
Subject: Geotechnical Review of Foundation Plans and Details for Family Reflecting Pool,
Parcel I (Formerly- Lots 12 and 13) and Parcel I of LLA 1120, A Portion of Tract
No. 15346, 15 Avalon Vista, Newport Coast, County of Orange, California.
References: See Attached List.
Lear Mr. Wav ro:
At the request of Mr- Jim Moore, we provide this written geotechnical review of the foundation plans for
the proposed family reflecting pan]. This written review is required in order to satisfy the requirements of
the County or Orange :Flan Cheep Department. In preparing this letter, we have reviewed the previous
letter for the reflecting pool (Reference No. 14) and the foundation plans for the reflecting pool prepared
by IKNA Structural Engineers and dated November 11, 201.1.
Rased ❑n our review, the reflecting pool plans have been prepared in general conformance with the
recommendations and design soil parameters of our previow, letter (Reference No_ 14) and are considered
acceptable from a gcotcchnical paint of view
We trust that this letter serves your needs at this tithe. Should you have arty questions, please feel free to
call.
Respectfttlly submitted,
PETRA GEOTEC ZC:AL, INC.
David Hansen, RCE 56591
Senior Associate En inter
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Dec 1411 12:42p
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AV ALUM VISTA 11., LLC. I)ecetnber 14, 2011
15Avaton Vista J.N. `7'11-04
Page 2
REFERENCES
l) Geotechnical Review of Rough Urading Plan, Lots 11, 12 and 13 of Tract 15346, Avalon Vista Newport Coast, Cuunty
of Ckwigc. California; report by Petra Crotechnical, Inc., doled March 22. 2005.
2) Response to Geotechnical Report Reviciv Sheet by the County of [trance Planning and vevelolment Servicos
Departmml for Lots12 and 13, Tract 15346, Avalon Vista, Pelican Crest, Newport Coast County of Orange, California._
report by Petra Geoicc; nicaI_ Inc-, dated July 6. 2005.
3) Revised R,ecommien dations for Shoring Based on Supplemental Subsurface Exploration, Lol 11, Tract 15346. Avalon
Vista., Pelican Crest, Newport Coast, County of Orange. C:alito nia; report by .Petra fiemechMical, Inc., dalod December
19, 2405-
4) GeotechnicaI Review of Prclimirary Precise Grading Plans, Lois 12 and 13 4f Tract 15346. Avalon Vista, Newport Coast,
County cf Orange, Ca]ifornia- report by Petra Ceotechnica1, Inc., dated JuI., 3, 2M.
5) Response to 6--otedmical Report Review Sheets by the County of Orange Planning and Uevclopment Services
Department for Lot 12 and 13 of I ract INo. 15346, 15 Avalon Vista. Newport Coast County of Orange, California; 3etter
by Petra Gmechnical, Inc_, dated March 14, 2 00 7.
6) Geotechaical Review of Delta I Revision to Precise Grading Plans, Proposed Singlo-Ftunily Residence, Parcel 1
(Fonnerly buts 12 aped 13), Tract No. 15346. 15 Avalon Vista, Nmport Coast, County of Change, C:alitomia; letter by
Petra Gcat.ech, fical, Inc.. dated May 11. 2008.
7) Gcotecltr.ical Report of Precisc (trading, Proposed Single -Family Residence_ Parcel 1 (Formerly Lmq 12 and 1:3), Tract
No. 15346. 15 Avalon Vista, Newport Coast, County of Orange, California; letter by Petra Gcotechnical, Inc, dated
January 29, 2009.
8) GeotechnicaI Rmiew of Revision Nu. 2 1e3 Precise Grading Haim Parcel I (Furmu ly Lets 12 and 13) and Parcel l of LLA
l 120. A Portion of Tract No. 15346. 15 Ava]ott Vista, Newpon Coast County of Orange, California; letter by Petra
Gc otechn ica 1. Inc. dated May 25, 2010.
S) 6cmectuiical Review of Revisior No_ 3 to Prccise Grading Platis, i'arccl I fFormcrly Lots 12 and 13) and Parccl I of LLA
1124, A Portion of Trd.c-t No, 15346. 15 Avalon Vista: Newport Coast, County of Orangc, California, Icttcr by Petra
Geotechnical, Inc. dated Fcb:-uary 2, 2(fi1 i.
10) 6coteehnical Iteviaw of Retaining 4A a]I Foundation Plans, Parcel I (Formerly Dots 12 and 13) and Parcel 1 of 1,LA 1120,
A Portion of Tract No. 15346. 15 Avalon Vista, Nmpon Coa.+l, County of Orange; California; letter by Petra
Gi x)technical, Inc. data3 May 212011,
1 ]) Supplemental Geotcchnical Recommendations for "Swim lei" Pool, Pari:cl 3 (Formerly Lois 12 and 13) and Parcel I of
11A 1120, A Portion of Tract No. 15346, 15 Avalon Vista, Newport Coast, County of. Orange, California: letter by Petra
Geotechnical, Inc., dated July 25, 2011.
12) Geotcchnical Recommendations for Proposed Tennis Court, Parcel 1 (Formerly Lots 12 and 13) and Parcel I of L1.A
1120,_ A Portion of Tract No. 15346. 15 Avalon Vista, Ne+vport Coast. County of Orange. California; letter by Petra
Geolechnical. Inc.. dated Oct6ncr 25. 2A 1.
13) Gemechnical Recommeudaiions for L'ntry (late Return Wall and Planter Wall Based on Existing t;eolotiic Conditions.
Pam-1 1 [F'onwrly Lots 12 and l3) and Parcel I of 1.LA 1120, A Portion of Tract No. 15346. 15 Avalon Vista, Ne%vport
Coast. County of Orange, Califurnia: lever by Petra Ge(�technical, Inc., dated November 2,201 L
14) Gcotechnical Recommendations for Ret3celion fountain, Parcel l �Former;y Lots 12 and 13) and Parcel I ofl,LA 1120. A
Portion of Tract No. 15346, 15 Avalon Vista, Newport Coast. County of Orange., California; letter by Petra Creotecnnical.
Inc., dated Novernbez 4. 2011.
OC PLANNING
APPLICATION QUESTIONNAIRE
(TO BE COMPLETED BY APPLfCANT)
Building Permit/Plan Check Nurnben —5-t o i_f Q j Cts
1. Is the Pool/Spa For a single-family dwelling?
2. Do you have an approved Orange County Standard Plans?
Indicate number:
3. Do you have an approved Erosion and Sediment control plan approved by
Building Permit Services?
4, Do you have an approved fire ant form?
5. Does the project site have an active grading permit?
6. Is the project located in a floodplain?
YES NO
�❑
7. Is the project site served by a septic system?
Applicant shall note on plans that a minimum of 5' high non-ciimbabie fence is provided in compliance
with SECTION 3109.4,4,3I3 of the CBC 2007 edition.
You Must submityour plans for plan check with a plan check deposit. please play the cashier once
valuations are clone for complete submittal.
Declaration;
I declare that the forcrgoing i.5 tale api(I correct to the 1)eSt c)f rr7 y? krrotvl�.,tfpe. l rlrr(IF r5t(7tId that
rr,cr�rr r. f artsluer 1!`iil cause de/a, to inspection apprm-al (Ind i.sscrcrrx'e of n s-t()p 14rork order.
er"
J?71.3 .
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St,��lo�ys
K1\1 A 2NG11F-N!=EER I �, INC.
STRUCTURAL CONSULTANTS
30423 Canwood Street v Suite 223 m Agoura Hills, CA 91301 4 (818) 865-2025 a FAX (818) 865-1889
STRUCTURAL CALCULATIONS
REFLECTING POOL
For
KNA 0b-012
15 Avalon Vista
Newport Coast, CA
DATED 11 /10/201 1
PAGES 1- 4
; pAOFEsS/O`
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Kvta oco-o►z
AVALON VISTA 11, LLC. May 25, 2010
15 Avalon Yrsta J.N. 771-04
Page 2
reports. Although we have previously provided recommendations for the swimming pool and exterior water
features (See Reference No. 7), they were based on preliminary landscape plans. Since then, the location of the
proposed swimming pool has been revised as shown on the current precise grading plan. In addition, an
infinity edge fountain has been added. Therefore, we provide the following updated recommendations for the
pool and infinity edge water fountain that are based on the current plans.
In addition, since the preparation of our previous reports, the building codes have been updated to include
seismic loads on retaining walls. Therefore, we provide the seismic load analysis at the end of this letter.
Updated Poo) and Infinity Edge Water Fountain Recommendations
Minimum lFootin Depths
Based on our observations during grading and on the proposed new location and depth of the pool, it is
expected that the pool will be cut down to a grade such that it will be underlain entirely -by bedrock materials of
the Monterey Formation; however, there may be local areas underlain by shallow depths (1 to 2 feet) of
existingfill. Therefore, in order to mitigate the potential for adverse differential settlement it is recommended
that any areas exposing fill be removed down to bedrock, cleared of all Ioose soil and debris, and then
backf'zllcd with either 2-sack slurry or gunite up to the bottom of the proposed pool shell. Prior to the
placement of the slurry or gunite, the exposed excavation bottom should be observed by the project geologist to
confirm that it exposes competent bedrock.
In addition, it is expected that the majority of the infinity edge water fountain will also be underlain directly by
bedrock materials of the Monterey Formation; however, there may be local areas may be underlain by up to
approximately 5 feet of existing fill. Therefore, in order to mitigate the potential for adverse differential
settlement of the infuiity edge water fountain, it is recommended that either all areas exposing fill be removed
down to bedrock, cleared of all loose soil and debris, and then backfiElled with either 2-sack shuxy or gunite up
to the bottom of the fountain foundation as recommended previously for the pool. Or, as an alternative, the
water fountain foundations maybe deepened, as necessary, such that extend through any existing fill materials
and at least 12 inches into competent bedrock.
Allowable Rearing Values and Lateral Earth Pressures
Provided that the pool and water fountain are supported on footings that either extend into bedrock or are
underlain by slurry or gunite and then bedrock, an allowable bearing value of 2,500 pounds per square foot
may be used for design of 24-inch-square pad footings and 12-inch--wide continuous footings founded at a
Prnjeci 1 Job No: A "a
KNA ENGINEERING, INC. Sheet: O-- of
STRUCTURAL. CONSULTANTS Client: BY:—
Date: 11— l c7 s r
30423 Canwood Street • Suite 223 • Agoura Hills, CA 91301 • (818) 865-2026
IRS F L1- G T I r.1 C, Po vL�
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KNA Engineering, Inc. Title: 15 Avalon Vista, Newport Coast Job # KNA06-012
30423 Canwood Street, 4223 Qsgnr:
Agoura Hills, CA 91301 Project Desc.: Pool
t (818) 865-2026
f (818) 865-1889 Project Notes
...-. ,.,�,•` _ _ _ _ _ Panted: 10 NOV 2011, 2:02PM
Concrete Beam File: C:IKNA CaIM200606.012 Avalon Vis[4011-11-04 Revised Poolffi-012pol.'S
ENERCALC. I MC. 1983-2011. Build:6.11 RIO: VerF.1.M.n . .
Description : REFLECTING POOL
Material Properties — — Calculations per ACI 318-06, IBC 2006, CBC 2007, ASCE 7-05
Pc t� - 5.0 ksi Phi Values Flexure: 0.90 `
fr= fc " 7.50 = 530-33 psi Shear: 0.750
V Density = 145.0 pcf 131 - 0.80
X LtWt Factor = 1.0
Elastic Modulus = 4,030.51 ksi Fy - Stirrups 40,0 ksi
fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi
E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 3
Number of Resisting Legs Per Stirrup = 2
Load Combination 2006 IBC & ASCE 7-05
.......... ....
f
D(0.160) L(0.040)
I
12"wx9"h
Span=5.0 ft
12"wx9"h
Spa n=5.0 ft
r f',
Cross Section & Reinforcing Details
Rectangular Section, Width =12.0 in, Height = 9-0 in
Span #1 Reinforcing....
243 at 3.250 in from Bottom, from 0.0 to 5,0 It in this span 243 at 2.250 in from Top, from 0.0 to 5.0 ft in this span
Span #2 Reinforcing....
243 at 3.250 In from Bottom, from 0.0 to 5.0 ft in this span 243 at 2.250 in from Top, from 0-0 to 5,0 ft in this span
PP.
lied Loads Service loads entered. Load Factors will be applied for calculations.
-- -
Beam self weight calculated and added to loads
Loads on all spans...
D=0.160, L=0.040
Uniform Load on ALL spans: D = 0.160, L = 0-040 kfft
Load for Span Number 1
Point Load : D = 0.110 k (d) 0.0 ft
Point Load : D = 0.110 k aa)1.50 ft
PoinlLoad: D=0.110k(d)3.0fif
DESIGN 5[IN[1YIi4RY
Maximum Bending Stress Ratio =
0.673: 1
Maximum Deflection
Section used for this span
Typical Section
Max Downward L+Lr+S Deflection
Mu : Applied
-6.320 k-ft
Max Upward L+Lr+S Deflection
Mn " Phi: Allowable
9.388 k-ft
Max Downward Total Deflection
Max upward Total Deflection
Load Combination
+1.40D
Location of maximum on span
0.000ft
Span # where maximum occurs
Span # 2
Vertical Reaetians • Unfactored
Support notation: Far left is #1
Load Combination Support 1
Support 2 Support 3
Overall MA?timum
3.648 -0.231
D Only
1246 -0.231
L Onip
0.400 -0.000
D+L
3,648 -0.231
Shear Stirrup Requirements .
Entire Beam Span Length : Vu c Phr'VcJ2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in
Ailaxhum Forces & St_r_esses for Load Combinations
Load Combination LDcatlan {ft} Bending Stress Results ( k-ft j
-•-
Segment Length Span # In Span Mu: Max Phi'Mnx Stress Ratio
MAXimum BEND11MG Envelope
0-004 in Ratio = 32646
0.000 in Ratio = 0 <360
0-039 in Ratio = 3092
-0-003 in Ratio = 18130
KNA Engineering, Inc.
30423 Canwood Street, 4223
Agoura Hills, CA 91301
t (818) 865-2026
f (818) 865-1889
Title: 15 Avalon Vista, Newport Coast Job # KNA06-012
Dsgnr:
Project Desc.: Pool
Project Notes
Description : REFLECTING POOL
Load Combination
Location eft}
Bending Stress Results { k-ft }
Segment Length
Span #
in Span
Mu : Max
Phi*Mnx
Stress Ratio
Span # 1
1
4.976
6.26
9.39
0.67
Span # 2
2
5.000
-6.32
9.39
0.67
+1-40D
Span # 1
1
4.976
-6.26
9.39
0.67
Span # 2
2
5.000
-6.32
9.39
4.67
-1.2013+0.50Lr+1.60L+1.60H
Span # 1
1
4.976
-6.16
9.39
0.66
Span # 2
2
5.000
-6,22
9,39
0,66
+1.201)+1.601-+0.505+1-60H
Span # 1
1
4-976
-8.16
9.39
0-66
Span # 2
2
5.000
-6.22
9.39
0.66
+1.20D+1-60U- 4.501-
Span # 1
1
4.976
-5.62
9.39
0.60
Span # 2
2
5.000
-5.67
9.39
0.60
+1.201)450L+1-605
Span # 1
1
4.976
-5.62
9.39
0.60
Span # 2
2
5X0
-5.67
9.39
0.60
+1.200450L 450L+1.60W
Span # 1
1
4.976
-5.62
9.39
0.60
Span # 2
2
5.000
-5-67
9-39
0.60
+1.20D+0- 50L •0-50S+1.60W
Span # 1
1
4.976
-5.62
9.39
0.60
Span # 2
2
5.000
-5-67
9-39
0.60
+1.20D+0.50L+0.20S+E
Span# 1
1
4,976
-5.62
9.39
0.60
Span # 2
2
5.000
-5.67
9-39
0.60
0vera119aximu--m b ffeW0-6's • in-k ore"d goads.
Load Combination
Span
Max. "' Dell
Location in Span
Load Combination
-
1 . . _._..
0.0388
0.000
D+L
2
10000
0.000
D+L
Pnnti4:10 NOV 2011- 2:02W
Max-'+' Defl Locatlon in Span
-0.0003 5.083
-0.0033 1.917