HomeMy WebLinkAboutCT 13-05; 2531-2589 STATE STREET; STRUCTURAL CALCULATIONS; 2014-10-22S
D.J. SCHEFFLER, INC.
General E:gineering Contractor
7 2500 W. Pomona Blvd.
Pomona, CA 91768-3218
Phone: (909) 595-2924
License No; 582912 Fax: (909) 598-8639
Structural
Calculations
Job No. 14529
October 22, 2014
Project: State Street Townhoines
City of Carlsbad
Caisson Plans
Client: Taylor Morrison, Contact: April Tornillo
8105 Irvine Center Drive., Suite 1450 Irvine, CA 92618
Phone: 949-341-1200
Engineer: Marshall Mead, PE for DJ Scheffler, Inc.
2500 W Pomona Blvd, Pomona CA 91768
Ph. 909-595-2974
R.C.E. 58574, Exp. 12/31/14
Description of Services: Structural calculations and plans for the installation of caissons
supporting the post-tensioned foundations of tract homes (three-story wood dwelling structures) to
bring the gravity loads below an existing sewer RCP line (where occurs).
Design Criteria: 2013 C.B.C. and applicable reference codes
Soils Information: LGC Geotechnical Inc. 131 Calle Iglesia, Suite 200, San Clemente CA
Project No: 13200-01, Report date July 3, 2014
Addendum letter for deepened caissons dated October 15, 2014
Design Values: 3500 PSF End Bearing, 500 PSF Skin Friction
pace
Calculation Index: Design Requirements (LGC Inc.) 2-7
Caisson Design 8-13
REVISIONS:
October 15, 2014 Project No. 13200-01
Ms. April Tornillo
Taylor Morrison
8105 Irvine Center Drive, Suite 1450
Irvine, CA 92618
Subject: Geotecimical Recommendations for Proposed Deepened Caisson Footings Adjacent to the
Existing 66-inch Storm Drain Easement, State Street Townhomes, 2531 through 2589
State Street, City of Carlsbad, California
Introduction
In accordance with your request, LGC Geotechnical, Inc. has prepared this report to provide
recommendations for the proposed deepened caisson footings for building foundations adjacent to the
existing storm drain easement for the proposed State Street Townhoines between 2531 and 2589 State Street,
in the city of Carlsbad, California.
BaekRround
An existing 66-inch storm drain transects the proposed residential development site at a depth of
approximately 9 feet below ground surface to top-of-pipe. Following development, homes will be located
approximately 7.5 feet horizontally from the edge of the buried storm drain. As noted by the City Engineer,
building foundations adjacent to the storm drain easement are not to induce horizontal or vertical loading of
any kind onto the existing storm drain line. As a result, deepened caisson footings are required to satisfy the
said requirements imposed by the City.
Deep Foundation Recommendations
We recommend the proposed deepened footings be designed utilizing support from Cast-In-Drilled Hole
(CIDH) piles. These piles may be designed to resist axial dead and live loads using an allowable skin friction
of 500 psf from the top of the existing storm drain elevation to the tip elevation of the proposed caisson. Per
time City Engineer, the designed caissons must extend below the bottom elevation of the existing storm drain
line. An allowable end bearing of 3,500 psf may be utilized in the design of these piles. Piles should he
spaced at a minimum on-center spacing of three times the pile diameter. For short duration seismic londiii,
pile capacities may be increased by 1/3• The pile capacities are based on soil resistance only, and m:
further limited by the pile-head connection details and structural material strength. Total soil settlement e
to structural foundation loads is estimated to be less than '/2 of an inch or less. Differential settlement InY I
taken as '/2 of the total (i.e., ¼ of an inch over 40 horizontal feet).
The attributed loading applied to the proposed deepened caisson footings is to be taken as the structural loads
within a one to one projection from the bottom of the existing storm drain through to the adjacent building
slab-on-grade.
Pile borings should be plumb and free of loose or softened material. Extreme care in drilling, placement of
reinforcement steel and the pouring of concrete will be essential to avoid excessive disturbance of pile boring
walls. The pile reinforcing cage should be installed and the concrete pumped immediately after drilling is
completed. Concrete mix design should include provisions to minimize shrinkage which can reduce frictional
resistance of the pile shaft. A representative from LGC Geotechnical should be onsite full time during the
drilling of piles to verify the assumptions made during the design stages. Pile holes must not be left open
overnight.
Geotechnical Observation/Testing During Grading and Construction
The recommendations provided in this report are based on limited subsurface evaluation, field observations,
and geotechnical analysis. The interpolated subsurface conditions should be checked in the field during grading
and construction by a representative of LGC Geotechnical.
Geotechnical observation and/or testing should be performed by a field representative from our office at the
following stages:
During drilling and installation of Cast-In Drilled Hole (CIDI-l) foundations; and
When any unusual soil conditions are encountered during any construction operation
subsequent to issuance of this report.
Limitations
Our services were performed using the degree of care and skill ordinarily exercised, under similar
circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other
warranty, expressed or implied, is made as to the conclusions and professional advice included in this report.
Project No. 13200-01 Page 2 October 15, 2014
We appreciate this opportunity to be of service. Should you have any questions or concerns regarding this
letter, please do not hesitate to contact our office.
Sincerely,
LGC Geotecluzical, Inc
\ONAL N
0 No, 1821
CL CERTIFIED !
. ENGINEERING
OEOLOG,81
EXR 2/29/16
CAt2'"
NO. 2826 l EXR 6/30/15
Tim Lawson, CEO 1821, GE 2626
Geotechnical Engineer/Geologist
TJLfASRJkmb
Attachments: References
Oeotechnical Map and Cross Sections
Distribution: (3) Addressee (3 wet-signed copies, I via email)
(I) Adams Streeter Civil Engineers, Inc. (via email)
Attention: Mr. Mohammad Adabadi
(1) Amid Engineering Group, Inc. (via email)
Attention: Mr. Mansour Amid
(1) Mr. Marshal Mead (via email)
Project No. 13200-01 Page 3 October 15, 2014
I . .1
References
Adams Streeter Civil Engineers, Inc., 2014, Precise Grading Plan, State Street Townhomes, Carlsbad,
California, date plotted October 14, 2014.
Lew, et at, 2010, Seismic Earth Pressures on Deep Basements, Structural Engineers Association of California
(SEAOC) Convention Proceedings.
LGC Geotechnical, Inc., 2014a, Preliminary Geotechnical Evaluation for the Proposed State Street
Townhornes, 2531 through 2589 State Street, City of Carlsbad, California, Project No. 13200-01,
dated July 3, 2014.
_______ 2014b, Geotechnical Recommendations for Trench Excavation to Expose Existing 66-inch Storm
Drain after Construction of the Proposed Development, State Street Townhomes, 2531 through 2589 State Street, City of Carlsbad, California, Project No. 13200-01, dated October 9, 2014.
Project No. 13200-01 References October 15, 2014
34
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SCALE: 120'
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Geo technical Map of Caisson
Supported Footings CcotochnwiI, Inc
CLIENT:
Taylor Morrison
8105 Irvine Center Drive,
Irvine, CA 92618
- -
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Legend:
Approximate Limits of Deepened Caisson Footings.
Actual Caisson Locations to be
Determined by Structural Engineer f) 2 Approximate Location of Geotechnical Cross Section
.i"I' Approximate Report Limits
A 1 Engineered Fill Material -
(::0 :)
Quaternary Terrace Deposits, circled where buried
CIVIL ENGINEER:
Adams Streeter
1450 15 Corporate Park
Irvine, CA 92606
PROJECT NAME State Street - Carlsbad
PROJECTNO. 13200.01
ENG. / GEOL. TJL
SCALE 1 inch = 20 feet
DATE I October 2014
J D.J. SHEFFLER, IN.
General Engineering Contractor
2500W. Pomona Blvd
Pomona, CA 91768-3218
Phone 909) 595-2924
CA License No: 582912 Fax: (909) 598-8639
L\ REV. DATE:
REV. DATE:
SHEET NO:
PROJECT NO-' - 2
DATE: - 02. DESC. 4_/,J 2/1/ I7~'1eyiJ ENGINEER: MJMEAD
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D.J. SCHEFFLER, INWF
General Engineering Contractor
2500W. Pomona Blvd.
Pomona, CA 91768-3218
REV. DATE:
REV. DATE: PROJECT NO:
DATE: 10 -22 — Zol -/
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D.J. SCHEFFLBR, INC.
General Engineering Contractor
Pomona, CA 91768-3218
2500 W. Pomona Blvd.
Phone: 909) 595-2924
ese No: 582912 Fax: (909) 598-8639
Sheet:
Project: State Street Townhomes
City: Carlsbad
DSJ Bid No: 14529
Date: 10/17/2014
Caisson Design values based on Letter by LGC Geotechnical Inc, Project No. 13200-01, October 15, 2014
Allowable Design Values
End Bearing: 3,500 PSF per LGC Inc.
Skin Friction: 500 PSF per LGC Inc.
Use actual loads and assume Allowable Stress Design with Full End Bearing and Skin Friction
Caisson
Number
No.
Total Est.
Load
(kips)
Caisson
Dia.
(in)
End Br'g
Reaction:
(kips)
Remain'g
Load
(kips)
Use Skin
Friction
Add'l Feet
Round
Up to nrst
Foot
Top of
Caisson
(Per Civil)
Top of
Pipe (RCP)
(Per Civil)
Bot. of
Caisson
(Fl)
Caisson
Length
(Fl)
Cl 48.0 24 11.0 37.0 11.78 12.00 39.30 30.60 18.6 20.7
C2 48.0 24 11.0 37.0 11.78 12.00 39.30 30.70 18.7 20.6
C3 48.0 24 11.0 37,0 11.78 12.00 39.30 30.70 18.7 20.6
C4 48.0 24 11.0 37.0 11.78 12.00 37.53 30.80 18.8 18.7
C5 48.0 24 11.0 37.0 11.78 12.00 37.53 30.80 18.8 18.7
C6 48.0 24 11.0 37.0 11.78 12.00 37.53 30.80 18.8 18.7
C7 48.0 24 11.0 37.0 11.78 12.00 37.33 31.00 19.0 18.3
C8 48.0 24 11.0 37.0 11.78 12.00 37.33 31.00 19.0 18.3
C9 48.0 24 11.0 37.0 11.78 12.00 37.33 31.00 19.0 18.3
C10 48.0 24 11.0 37.0 11.78 12.00 37.33 31.10 19.1 18.2
Cli 48.0 24 11.0 37.0 11.78 12.00 37.33 31.10 19.1 18.2
C12 48.0 24 11.0 37.0 11.78 12.00 37.33 31.10 19.1 18.2
C13 48.0 24 11.0 37.0 11.78 12.00 37.33 31.20 19.2 18.1
Caissons 1-13 Total Length 245.9
I
D.J. SCHEFFLER, INC.
General Engineering Contractor
P
2500 W. Pomona Blvd.
omona, CA 91768-3218
Phone: 969) 595-2924
PCA: No: 582912 Fax; (909) 598-8639
I
Sheet: /1
Project: State Street Townhomes
City: Carlsbad
DSJ Bid No: 14529
Date: 10/17/2014
Caisson Design values based on Letter by LGC Geotechnical Inc, Project No. 13200-01, October 15, 2014
Allowable Design Values
End Bearing: 3,500 PSF per LGC Inc.
Skin Friction: 500 PSF per LGC Inc.
Use actual loads and assume Allowable Stress Design with Full End Bearing and Skin Friction
Caisson
Number
No.
Total Est,
Load
(kips)
Caisson
Dia.
(in)
End Br'g
Reaction:
(kips)
Remaing
Load
(kips)
Use Skin
Friction
Add'I Feet
Round
Up to nrst
Foot
Top of
Caisson
(Per Civil)
Top of
Pipe (RCP)
(Per Civil)
Bot. of
Caisson
(Fl)
Caisson
Length
(Fl)
C14 48.0 24 11.0 37.0 11.78 12.00 39.40 30.60 18.6 20.8
C15 48.0 24 11.0 37.0 11.78 12.00 39.40 30.70 18.7 20.7
C16 48.0 24 11.0 37.0 11.78 12.00 39.40 30.70 18.7 20.7
C17 48.0 24 11.0 37.0 11.78 12.00 37.73 30.80 18.8 18.9
C18 48.0 24 11.0 37.0 11.78 12.00 37.73 30.80 18.8 18.9
C19 48.0 24 11.0 37.0 11.78 12.00 37.73 30.80 18.8 18.9
C20 48.0 24 11.0 37.0 11.78 12.00 37.63 31.00 19.0 18.6
C21 48.0 24 11.0 37.0 11.78 12.00 37.63 31.00 19.0 18.6
C22 48.0 24 11.0 37.0 11.78 12.00 37.63 31.00 19.0 18.6
C23 48.0 24 11.0 37.0 11.78 12.00 37.30 31.10 19.1 18.2
C24 48.0 24 11.0 37.0 11.78 12.00 37.30 31.10 19.1 18.2
C25 48.0 24 11.0 37.0 11.78 12.00 37.30 31.10 19.1 18.2
Caissons 14-25 Total Length 229.5
Caissons 1-13 Total Length 245.9
Total Length 475.4
D.J. SCHEFFLBR, I•
CA
2500W. Pomona Blvd.
General Engineering Con IracTur
Pomona, CA 91768-3218
Phono: (909) 595-2924
582912 Fax: (909) 598-8639
Concrete Column
Description: Typical Caisson -Ignore lateral soil support for upper 9f1
(nirsI Infnrmsfinn
f c : Concrete 28 day strength = 2.50 ksi
E= 3,122.0 ksi
Density = 145.0 pcI
= 0.850
fy - Main Rebar = 60.0 ksi
E - Main Rebar = 29,000.0 ksi
Allow, Reinforcing Limits ASTMA6I5 Bars Used
Min.Reinf. 1.0%
Max. Reinf. = 8.0%
Load Combination .2006 IBC & ASCE 7-05
Title: State Street To es Job# 14529 17, Engineer: M MeadW
Project Desc.: Caissons at PT Slabs
/f//1/ /'Z I"!S Prined220Cfl014,11:57p,1
Fe s \enercac pnectsU 4529 ec6
ENERcALc.• INC. .1983-2011. Build 6A2.3 td. VerR200fl
Catculatlons per, ASCE 7-05
Overall Column Height = 14.0 it
End Fixity Top Free, Bottom Fixed
Brace condition for deflection (buckling) along columns:
X-X (width) axis : Unbraced Length for X-X Axis buckling = 10 ft, K = 2.10
Y-Y (depth) axis :Unbraced Length for Y-Y Axis buckling = 10 It, 1< = 2.10
Column cross Section
Column Dimensions 24.01n Diameter, Column Edge to Rebar Edge
Cover = 3.0in T'N
.fr
Column Reinforcing :8.0 -#7 bars X
1 .
.. ..,#7
Applied Loads.......................... . . Entered loads are factored per load combinations specified by user.
Column self weight Included : 61377.43 lbs * Dead Load Factor
AXIAL LOADS...
Worst Case Axial: Axial Load at 14.0 It above base, Xecc = 4.0in, 0 = 40.0, L = 15.0k / "3Z-. .. /, .7 •14./ BENDING LOADS... -• VI Soil Loss: Lat. Uniform Load from 5.0-->14.0 It creating Mx-x, H = 0.180 k/ft
DESIGN SUMMARY.................
Load Combination +1.20D+0.50Lr+1 .60L+1.60H 1 Location of max.above base 13.906 ft
Maximum Stress Ratio t0183:11
Ratio = (PuA24MuA2)l,5 I (PhiPn2+PhiMnA2)5
Pu = 79.653 k (p * Pn = 448.901 k
Mu-x = -24.624 k-ft (p * Mn-x = 0.0 k-It Mu-y = -24.0 k-ft * Mn-y = 0.0 k-ft
Mu Angle = 44.0 deg
Mu at Angle = 34.385 k-ft (pMn at Angle = 192.811k-ft
Pn & Mn values located at Pu-Mu vector mtersection with capacity curve
Column Capacities. -.
Pnrnax: Nominal Max. Compressive Axial Capacity 1,239.13k
Pnmin: Nominal Mm. Tension Axial Capacity -288.0 k
(p Pn, max: Usable Compressive Axial Capacity 737.28 k
(P Pn, min: Usable Tension Axial Capacity -201.60 k
Governing Load Combination Results
Maximum SERVICE Load Reactions..
Top along Y-Y k Bottom along Y-Y k
Top along X-X k Bottom along X-X k
Maximum SERVICE Load Deflections
Along Y-Y 0.02763in at 14.0 ft above base
for load combination: H Only
Along X-X 0.060651n at 14.0f1 abovebase
for load combination: D+L
General Section Information - (p 0.70 3 0.850 0 0.850
p : % Reinforcing 1.061 % Rebar % Ok
Reinforcing Area 4.80 inA2
Concrete Area 452.389 inA2
Governing Factored Dist from Axial Load k Bending Analysis k ft Utilizatior
e ft ba . Pu .(. • .. . 6yMuy Alpha deg) Mu Mn Ratio
04.3i 006.Vb 1.UUU 1.000 -16b1 270,000 18.67 163.95 0.114
+1.20D-t.50Lr+1.60L+1.60H 13.91 79.65 448.90 1.000 -24.62 1.000 -24.00 44.000 34.39 192.81 0.178
i-1,20D+1.60L+0,505+1,60H 13.91 79.65 448.90 1.000 -24.62 1.000 -24.00 44,000 34.39 192.81 0.178
D.J. SCHEFFLER, Job# 14529 / 6
General Engineering Conira Project Desc.: Caissons at PT Slabs 2500W. Pomona Bhd.
Pomona, CA 91768-3218
Phonc: (909) 595-2924
CA License No: 582912 Fax: (909) 598-8639 Printed: 2200T 2014, 1l5IM
Concrete Column NRCALC INC 1983.2o1i6uud6iA4ver62000j II11HaVIPf'N..tr
Description: Typical Caisson - Ignore lateral soil support for upper 9ft
Governing Load Combination Results
Governing Factored Dist from Axial Load k Bending Analysis k ft Utilizatic Load Combination base ft Pu p * PA 8X Sx*Mux 3Y 6y * Muy Alpha (deg) 3 Mu (p Mn Ratio
+1.20D+1.6OLr+50L 13.91 63.15 564.64 1.000 1.000 -18.50 270.000 18.50 165.31 0.11:
-s-1,2OD40.501-+1.605 13.91 63,15 564.64 1.000 1,000 -18,50 270.000 18.50 165.31 0.112
+1.20D*.5QLr+0.50L+1.60W 13.91 63.15 564.64 1.000 1.000 -18.50 270.000 18.50 165.31 0.112
+1.20D+O.50L40.50S+1.60W 13.91 63.15 564.64 1.000 1.000 -18.50 270.000 18.50 165.31 0.112
+1,20D+0.50L'0,20S+E 13.91 63.15 564.64 1.000 1.000 -18.50 270.000 450 165.31 0.112
+0.90D+1.60W+1.601-1 13,91 41.74 320.02 1.000 -24.62 1.000 -12.00 26.000 27.39 208.65 0.131
40.90D+E+1,60F1 13.91 41.74 320.02 1.000 -24.62 1.000 -12.00 26.000 27.39 208.65 0.131
Maximum Reactions Unfactored Note Only non zero reactions are listed
Reaction along X-X Axis Reaction alone V-V Ads Axial Reaction Load Combination @Base @Top Base - @Top @Base
DOnly k k 46.377k LOfty k k 15.000k D+L k k 61.377k HOnly 1.620 k k k
Maximum Deflections for Load Combinations Unfactored Loads
Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance
DOnly 0.0441 in •14.000 it 0.000 in 0.000 it L Only 0.0165 in 14.000 It 0.000 In 0.000 It D-iL 0.0607 in 14,000 ft 0.000 in 0.000 It H Only 0.0000 in 0.000 it 0.027 in 13.906 It
:.Sketóhes . :•.... ..........
off
L,arflXA.
Interaction_Diagrams
Concrete Cotmrin P.M Interaction Diagram Concrete Coiumn P-ti Interaction Diagram
......... . 8030 - PhiMnJpha (k-ft)
720.0
560,13
4800 I .
TTTT ..I 0.
_.. .\
vi .j •. .1 .1 It
I 32 4t,4 .8 921 11.ti1a9116Z3 bn.52t.72,,,9