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I NATIONAL INSPECI'ION & TESTING
P.O Box 63304
Los Angeles, CA 90063
Tel: (80O) 791-2136
Fax: (888) 808-1317
24 Hrs.: (310) 93G5515
office@nationallab us
SPECIAL/DEPUTY I NSPECTION REPORT D"t" 3|16201z Time
TYPE OF
INSPECTION
REQUIRED
Reinforced concrele
Post Tensioned Concrete
Ztr Strudural Steel Ass€mbly
High Strength Bolls
D Quahly Control
I Epoxy
Rernforced Mason Fire Proofi other
TESTS PERFORMED
TYPE OF SAHPLE SLU P OUANNrY IN SET ADDITIONAL REMARKS ON SAMPLES
SUMMARY - LOCATIONS OF \AORK INSPECTED, TEST SAMPLES TAKEN, V\loRK REJECTED, JOB PROBLEMS. PROGRESS, REMARKS, ETC
Field welding was complete ol new steel pole sign sleeves as per approved plans.
Certified Welder: Domingo Madrigal
Filler Metal: ETlT-8
lnspection Passed.
CER CATION OF CONTINUED ON NEXT PAGE PAGE 1 OF
IHEREEY CERTIFY T}IAT I FEG, HOUFS o.l. HouRs TRAVEL TIME SATIPL€S OTY.
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OF IHE ABOVE REPOR NO THIS
SECIIONS Of THE
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Euirdr€ D€PadE cih/ of santa Ana Job
^ddress 1423 S. Village way
t"'''' *o 1o1go t 25McFadden Place
Northern Mc Fadden Ltd. Partners ^ddt'33 25372 Commercenlre Lake Foresl, CA 92630
Superior Electrical Advertising Add'""" 17oo w. Anaheim St. Long Beach, CA 90813
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IHIS F IELD R€PORT PRESENTS A SUMMARY OF OBSERVATIONS AND TESTING BY NATIONAL INSPECTONA TESIING PERSONNEL OR SU&CONTRACIORS OUR \A/ORX OOES NOT
1NCLUOE SUPERVISION OR OIRECTION OF T}IE ACTUAL UJoRK Of IHE CONTRAC'TOR H IS EMPLOYEES OR AGENTS THE CONTRACTOR IS INFORMEO THAT NEITHER THE
PRESENCEOF OUR FIELD REPRESEN'TANVE NOR THE OBSERVAIION ANDTESTING BY OUR FIRM SHALL EXCUSETIiE CONTRACTOR IN ANY WAY OF DEFECTS DISCOVEREO IN THE
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TEST CEBTIFICATE No
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MANUEACTI'RED IN TEE UITIEM STATES OF AMERICA
Tel; 310-637-01L1 Fax ! 3L0 637-7998
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7285 tlbsl 21200 North
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Customer P.O 130959 Sales Order 23i461.2
Prodlcl Group Mdcfiahl Bar Quallty Parl Numbor 536264002401oWO
Grade NUCOR MULTIC'RADE Lot #Pl1510043601
Sizc - s,8x,t' Fht Hotl #PL151m436
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AL MANUFACTURING PROCEgSES OF THE STEEL MATERIALS IN T}iIS MODUCT. IrcLWNG I.IEL'IING, HA\E OCCURRED WTHIN'rTEi]-tiNEo'EiNTEb:Aii-FR-dDU.re PRo_D.IJoEDARE WEI.D FREE. MERCURY. IN AI.IY FORM, I-IAS NOf BEB.I USED IN IHE
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November 29, 2016
Makena Properties
26522 La Alameda, Suite 285
Mission Viejo, California 92691
SOUTHIRN
CALIFORNIA
GEOTTCHNICAI
Attention: Mr. Brad Kelly
President
Project No.
Subject:
16G208-2
Foundation Plan Review
Proposed Pylon Sign
1421 South Village Way
Santa Ana, California
Reference:I Invest P 1421 South Vil
California. prepared for Makena Properties by Southern California Geotechnical, Inc.
(SCG), SCG Project No. 16G208-1, dated October 27, 20f6.
In accordance with your request, and as required by the city of Santa Ana, we have reviewed the
foundation plans for the proposed development. These plans were reviewed for conformance with the
assumptions, conclusions, and recommendations of the above referenced report. The foundation plans
for the proposed development were prepared by Superior Electrical Advertising, Inc. and YJ, Inc. and
are identified as follows:
Page 02.1, dated May 3, 2016.
Page 14, dated May 3, 2016.
Page 14.1, dated May 3, 2016, Calculations by YJ, Inc
Page 15, dated May 3, 2016.
In addition, we contacted Mr. Yousif Jacob of YJ, inc. to discuss the proposed drilled pier
One comment was generated during our review of these plans and as a result of our communications
with Yl, Inc.:
The plans indicate that YJ, Inc. has designed a single 6-foot-diameter drilled pier that is 25, 3,,
below proposed finish grade. This drilled pier is larger than the 36-inch-diameter drilled pier and
shorter than the 42-foot-long drilled pier analyzed in the above-referenced report. Therefore, we
performed deep foundation analysis on the proposed 6-foot-diameter, 25'3'rlong drilled pier
based on the following design loads and settlemenvdeflection tolerances provided to me by yl,
Inc.:
. Design axial load at the top of the drilled pier (-ground surface): 9,000 lb. Design moment at the top of the drilled pier (-ground surface): 925,000 ft-lb. Design lateral load at the top of the drilled pier (-ground surface): 23,000 lb. l'laximum allowable lateral deflection at the top of the drilled pier: 3/a inch. Maximum allowable vertical settlement for the drilled pier: y2 inch
22885 Savi Ranch Parkway -
voice: (714) 685-1115 -
Suite E - Yorba Linda - Glifornia - 92887
tax: (7l4)685-1118 - www.lqeo.com
Gentlemen:
SoCalceo
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G EOTECHNICAL INVESTIGATION
PROPOSED PYLON SIGN
1421 South Village Way
Santa Ana, California
for
Makena Properties
SOUTHERN
CALITORNIA
GEOTECHNICAL
\ SoCalceo /
October 27, 2016
SOUTHERN
CALIIORNIAI4akena Properties
26522 la Alameda, Suite 285
Mission Viejo, California 92691 CTOTTCHNICAL
Attention: Mr. Brad Kelly
President
Project No.:
Subject:
16G208-1
Geotechnical Investigation
Proposed Pylon Sign
1421 South Village Way
Santa Ana, Californla
Dear l4r. Kelly:
In accordance with your request, we have conducted a geotechnical investigation at the subject
site. We are pleased to present this report summarizing the conclusions and recommendations
developed from our investigation.
we sincerely appreciate the opportunity to be of service on this project. we look forward to
providing additional consulting services during the course of the project. If we may be of further
assistance in any manner, please contact our office.
Respectfully Submitted,
SOUTHTRN CALI[ORNIA GEOTECH}iICAL, I\C,
k*9
Robert G. Trazo, M.
Principal Engineer
GE 26ss
tUtnJI-
Gr l'4itchell, GE 2364
Principal ngrneer
Distribution: (l) Addressee
22885 Savi Ranch Parkway -
voice: (714) 685-1115 -
SuiteE - Yorba Linda - California - 92887
SoCalGeo
No.2655
o
o I c
++
OF
fax: (714) 685-1118 -www.socalqeo.com
3.1 Site Conditions
3.2 Proposed Development
3
3
44.0 SUBSURF ACE EXPLORANON
4.1 Scope of Exploration/Sampling Methods
4.2 Geotechnical Conditions
4
4
AEntan..t RA RY TECTINl?
DRE N
6.1 Seismic Design Considerations
6.2 Geotechnical Design Considerations
6.3 Site Grading Recommendations
6.4 Construction Consrderations
6.5 Drilled Pier Foundatlon Design and Construction
8
11
72
74
15
7.0 GENE L COMMENTS 27
APPENDI ES
Y.,.,'tl,'rfili
Propos€d Pylon Sign - Santa Ana, CA
Prolect No. 16G208-1
TABLE OF CONTENTS
1.0 EXECUTIVE SUMMARY 1
2.0 scoPE oF SERVICES 2
3.0 SITE AND PROJECT DESCRIPTION 3
8.0 REFERENCES 22
A Plate 1: Site Location Map
Plate 2: Boring Location PlanB Boring Logs
C Laboratory Test Results
D Grading Guide SpecificationsE Seismic Design Parameters
F Llquefaction Evaluation Spreadsheets
G AIIPILE Printouts
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3.O SITE AND PROJECT DESCRIPTION
3.1 Site Conditions
The subject site is located south of the intersection of Village Way and the 55 freeway on-ramp
in Santa Ana, California. The site is bonded to the north by the on-ramp to the 55 freeway, to
the east by the 55 freeway, to the south and west by an existing retail development. The
general location of the site is illustrated on the Site Location Map, enclosed as Plate 1 in
Appendix A of this report.
The subject area is located within an existing retail development and near the northwest corner
of the existing Roger Dunn Golf Shop building located at 1421 South Village Way in Santa Ana,
California. There is an existing sign in the vicinity of the subject site measuring approximately 40
feet in height. The ground surface cover consists of asphaltic pavemenB for parklng areas and
drive lanes. The pavements in this area are in moderate to fair condition with minor to moderate
cracking.
Detailed topographic information was not available at the time of this report. Based on visual
observations, the site topography within the area of the proposed development appears to be
relatively level ground, sloping gently downward toward the southwest at a gradient of less than
1t percent.
Based on the site plan provided to our office, a new 60-foot high pylon sign will be constructed
northeast of the Roger Dunn building. it is expected that the proposed sign will be supported on
one or more drilled piers. The depth of the drilled piers for the foundation was not available at
the time of drilling. Axial loads are expected to be less than 50 kips.
Proposed rylon Sign - Santa Ana, CA
Project No. 16G208-1
page 3Y,iiitl)
3.2 Proposed Development
4.0 SUBSURFACE EXPLORATION
4.1 Scooe of Exoloration/Samolino Methods
The boring was advanced with a hollow-stem auger by a conventional truck-mounted drilling rig.
Representative bulk and relatively undisturbed soil samples were taken during drilling. Relatively
undisturbed soil samples were taken with a split barrel "California Sampler" containing a series
of one inch long, 2.416+ inch diameter brass rings. This sampling method is described in ASTM
Test Method D-3550. In-situ samples were also taken using a 1.4+ inch inside diameter split
spoon sampler, in general accordance with ASTI'4 D-1586. Both of these samplers are driven into
the ground with successive blows of a 140-pound weight falling 30 inches. The blow counts
obtained during driving are recorded for further analysis. Bulk samples were collected in plastic
bags to retain their original moisture content. The relatively undisturbed ring samples were
placed in molded plastic sleeves that were then sealed and transpofted to our laboratory.
The approximate location of the boring is indicated on the Boring Location Plan, included as
Plate 2 in Appendix A of this report. The Boring Log, whlch illustrates the conditions encounterd
at the boring location, as well as the results of some of the laboratory testing, is included in
Appendlx B.
Pavements
Asphaltic concrete pavements were present at the ground surface at the boring location. At this
location, the pavement section consists of 4%r inches of asphaltic concrete with 18t inches of
underlying aggregate base.
Artificial fill soils were encountered beneath the existing pavements at the boring location,
extending to depths of 41/zt f*t below existing site grades. The fill soils generally consist of
loose gravelly fine to coarse sand with some silt. The fill soils possess a disturbed appearance
resulting in their classification as fill.
p,nli,tlr Proposed ryhn Sign - Santa Ana, CA
Project No. 16G208-1
Page 4
The subsurface exploration conducted for this project consisted of one (1) boring advanced to a
depth of 50* feet below the existing site grades. The boring was logged during drilling by a
member of our staff.
4.2 Geotechnical Conditions
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N4apped Sp€ctral Acceleration at 1.0 sec Period Sr
Site Class
Site t'lodified Spectral Acceleration at 0.2 sec Period Sus 1.487
Site Modified Spectral Acceleration at 1,0 sec Period Snr 0.821
Design Spectral Acceleration at 0.2 sec Period Sos 0.991
Design Spectral Acceleration at 1.0 sec Period Sor 0.547
copy of the Design Response Spectrum, as generated by the USGS application is also included in
App€ndix E. Based on this output, the following parameters may be utilized for the subject site:
2013 CBC SEISMIC DESIGN PARAMETERS
'The 2013 CBC requires that Srte Class F be assigned to any profile containing soils vulnerable to potential failure or collapse under
seismic loading, sud) as liquefiable soils. For Site Class F, the site coefftoents are to be determined in accordance with Section 11.4.7
of ASCE 7-10. However, Section 20.3.1 of ASCE 7-10 indicates that for sites with structures having a fundarnental period of vibraton
equal to or less than 0.5 seconds, the site coefficient factors (F" and F") may be determined using the standard procedures. Itre
seismic design oarameters tabulated above were calculated usino the ste coefficient factoB for Sate Class D. assumino that the
fundamental penod of the slructure is less than 0.5 seconds. However, the results of the liquefaction evaluabon indicate that the
subiect site is underlain by potenbally liquefiable soils. Therefore, if the proposed structure has a fundarnental period greater than
0.5 seconds, a site specific seismic hazards analysis would be required and addibonal subsurface exploration would be necessary.
Groulld llotiollPa ra meters
For the purposes of the liquefaction analysis performed for this study, we utilized a site
acceleration that is consistent with maximum considered earthquake ground motions/ as
required by the 2013 CBC. The peak ground acceleration (PGAI4) was determined in accordance
with Section 11.8.3 of ASCE 7-10. The parameter PGAM is the maximum considered earthquake
geometric mean (MCE6) PGA, multiplied by the appropriate site coefficient from Table 11.8-1 of
ASCE 7-10. The web-based soft\^,are application U.S. Seismic Desion Maos (described in the
previous section) was used to determine PGAM, using ASCE 7-10 as the building code reference
document. A portion of the program output is included as Plate E-2 in Appendix E of this report.
As indicated on Plate E-2, the PGAM for this site is 0.545q. An associated earthquake magnitude
was obtained from the 2008 USGS Interactive Deaggregation application available on the USGS
website. The deaggregated modal magnitude is 6.96, based on the peak ground acceleration
and NEHRP soil classification D.
The Seismic Hazards Map for the Tustin. California 7.5 Minute Ouadranole. published by the
California Geological Survey (CGS), indicates that the subject site is within a liquefaction hazard
zone. Therefore, the scope of this investigation included a detailed liquefaction evaluation in
order to determrne the site-specific liquefaction potential.
Liquefaction is the loss of strength in generally cohesionless, saturated soils when the pore-
water pressure induced in the soil by a seismic event becomes equal to or exceeds the
overburden pressure. The primary factors which influence the potential for liquefaction include
Y,,iiilili
Proposed rybn Sign - Santa Ana, CA
Project No. 16G208-1
page 9
o.547
Liouefaction
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Proposed Pylon Sign - Santa Ana, CI
Project No. 16G208-1
page 18
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VERTICAL ANALYSIS Fiqure 1
Loads;
I oad Faclor for Vertical Loads= 1 0
Load Factor tor Lateral Loads= 1.0
Loads Supported by Pile Cap:0 %
Shear Condilioo: Static
1:
(wilh Load Faclor)
Verlical Load, Q: 50.0 -kp
a _]-4
Profile:
Pile Length. L= 42.0 Jt
Top Height. H= 0 Jt
Slope Angle. As= 0
Batter Angle, Ab= 0
' Zero Friction '
Zero Friction Start: 0 -ft End:4 5 Jl
' Negative Friction '
Negative Friction Start: 29.5 -ft End: 32 -ft with Factor: 1
Negative Friction Starl: 45.5 Jt End: 50 -ft with Factor: 1
D
Drilled Pile (dia <=24 in. or 61 cm)
Soll Data:
Depth Gamma Phr c
-kpi't2
0.69
0.00
0.69
000
1.04
079
140
2.95
1.60
K
-tb/i3
116.0
16 4
116.0
?9.7
236.2
149.5
369.0
1009 5
445.6
e50 or Or
1 .25
20.99
1 .25
28.23
098
1.15
0.81
0.52
o.7 5
Nspt
6
5
6
8
8
6
11
24
13
Pile Data:
Depth Widlh
Jt -in
0.0 24
42.0
Area
-i12
452.4
Per.
-tn
754
I
-rn4
16286.0
E
-kpli2
3000
Weigh
-kPf
0.471
-it
0
4.5
7
17
24.5
42
44.5
rb/f3
120.0
107.0
120.0
11 ',t .0
127 .0
123.0
't30.3
133.4
131 2
0.0
30.0
0.0
30.0
0.0
0.0
0.0
0.0
00
Vertical Capacily:
Weight above Ground= 0.00 Total Weight= '19.78-kp 'Soil Weight is noi included
Sade Resistance (Oown)= 161.304-kp Side Resistance (Up)= 179.750-kp
Tip Resistance (Down)= 50 011-kp Trp Resislance (Up)= 0.000-kp
lotal Ullrmale Capacrly (Down) Qull=211.315-kp Total Ultimale Capacity (Up)= 199.532-kp
Totat Allowable Capacity (Down) Oallow= 97 .322-kp Total Allowable Capaclty (Up) Oallow= 109 657-kp
OK! Qallow > O
Seltlemenl Calculatron
Al O. 50 00-kp Settlement= 0 02135-in
At Xallow= 1 00-in Q= 177.92862-kp
Note: f the program cannot find a result or the resoll exceeds the upper hmrl fhe resull wrli be displayed as 99999
H I CivilTech
Software
Makena - Santa Ana - Pylon Sign
24-in-dia
-_L
I
SOIL STRESS, SIDE RESISTANCE, & AXIAL FORCE vs DEPTH
Based on Ultimate Load Condition
Venical Stress -kp/fz Side Resistance-kp/t2
Uo 0 Down
Axial Force -kp
Up 0 Oown
Oeprh (2p)
+2.C0 -f,fi)G.lb/13 Phr C-lrl?
' ''i l
€5C 16
r251200 00 069
Son Cby
107.0 3C 0 0.00
Sana
16 .l
ire.o120.0 0.0 069
So,t Clay
125
1a
111.C 30.0 0 0,r 29i
20
127.0 0.3 r.04 236.2 0 S8
Sofl C.v
:i 30 .-
123 0 0.C C.79 r{9 5
Sofi Cley
I r5
1303 0.0 140 3690 081
Sl ll Clay
ir,r, r Pnl:a Si.s: aa,1)
r.r<.r rA-,_a : fi.s n rqi
\'lar Sd,: Resrstaricc=1 4C Top Upln- 199.5
Iop Dow.Ward-zi 1 3
1334 00
131 2 0.C
295
c'av
1C09 5 0 52
1.60 4.56 075
Sr,rt.,qv
50
CivilTech
Software
Makena - Santa Ana - Pylon Sign
24-in-dia
flf Figure 1
ALLOWABLE CAPACITY vs FOUNDATION DEPTH
rllo.
l0!
,
o
9
e
o
E 1i,i
siJ
6C
40
\-----+
0 5 10 15 20
0
25 30 35 .r0 45 50 0 10 15 20 25 30
Found.tlor D€plh, L 4
35 40 45 5C
Fouf,dation Ooplh, l- -t!
CivilTech
Software
Makena - Santa Ana - Pylon Sign
24-in-dia
I
Figure I
I
i rr;;ni:;lr; i ; i:3ti-t3ali:::j::Ia:jia.::i::i:ir!lill3t!l8t
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'. r';'.: : r: a t s : : r, ! : B ts s B s t t t 5t r t : ! a i i ; r i 3 I 3i ! : 3, ? t t r 1 3rr ! 8t ! : t r !r t t r t f ? t :
".ri...r.."ai{it;jjidSat;,;!ia6Et5a53aaa{s5E6diaia.6(;
r : r : J : : 6 a a ? t :! tt ! : : ". : t t tS t t : t |. : 3 : I :: 9t! lti r " - "
VERTICAL ANALYSIS Frgure 1
:l i'l
Loads:
Load Faclor lor Verlical Loads= 1.0
Load Factor fo, Laleral Loads= 1.0
Loads Supported by Pile Cap= 0 7o
Shear Condition: Stalic
|-1
ti (wilh Load Fac{or)
Vertical Load, O= 50.0 -kp
!-
!
!
L
Profile:
Pile Length, l= 42.0 I
Top Height, tl= 0 -fl
Slope Angle As= 0
Batter Angle, Ab= 0
\
;;^
' Zero Friction '
Zero Friclion Slart: 0 -ll Endr 4.5 Jt
' Negative Friction '
Negalave Friction Start 29 5 -ll End: 32 -ft
Negative Friction Slart, 45.5 Jt End: 50 -ft
with Factor 1
wrlh Factor 1
Drilled Shafl (dia >24 in. or 61 cm)
Soil Oata:
Deplh Gamma-fr ,lb,f3
0 120.0
4.5 107.0
7 120.0
17 111.0
24 5 127.0
32 123.0
37 130 3
42 133.4
44 5 131.2
Phr c
-kplt2
0.69
0.00
0.69
0.00
1.04
079
140
160
K
-rbti3
116.0
16.4
1160
236.2
149 5
369 0
1009.5
,145 5
e50 or Dr
20.99
0.98
115
0.81
052
0.75
Nspt
Plle Data:
Depth Width
-fl -rn
00 36
42.4
Area
-in2
1017I
Per.
-in
1131
I
-in4
82448.0
E
-kpli2
3000
Werght
-kptl
1 0600.0
30.0
0.0
300
0.0
0.0
0.0
0.0
0.0
6
6
8
I
6
11
24
13
Vcrtical Capacityi
Werght above Grourld= 0.00 Total Weight;44.52-kp 'Soil Werghl is nol included
Side Reslslance (Down)- 241 953-kp Side Resislance (Up)= 269 625'kp
Tip Resistance (Down)= 119.683-kp Tip Resistance (Up)= 0 000-kp
Iolal Uhimate Llapacity (Down) Oull= 361 636-kp Total Ultrmate Capacaty (Up)- 314.145-kp
Total Allowable Capaclty (Down) Qallow= '160.871-kp Total Allowable Capacity (Up) Oallow-
OKr Oallow > O
179 333-kp
Selllement Calculalror):
Al O= 50.00-kp Setllemenl= 0.0151g-in
Al Xallow- 1 00-in O= 314 40695-kp
Nole ll lhe progranl car)nol lind a resirlt orlhe resull exceeds the upperllmit fhe resullwrll be drsplaycd as 99999
l+I
.
CivilTech
Softwa re
Makena - Santa Ana - Pylon Sign
36-in-dia
I
I
I\
I
SOIL STRESS, SIOE RESISTANCE, & AXIAL FORCE vs OEPTH
Based on Ultimate Load Condition
Deplh (Zol
0
Vertical Stress -kpll2 Side Resistance.kp/i2
UD O )own
Axial Force -kp
Jp 0 Down
o€pth (Zp)
li
.1(r 0q -2.0c '2.00 -scc Grb43 Ph, C-rfr2 k-tb43
i it.o
as0 l,
T 1200 00 069
Solt Cby
107 0 3C.0 000
Sand
120 0 0.0 0.6s 116.0 1.25
Soft Clay l!1!
\
I
\
\
\
\
\
\
\
I
111 0 30.0 000 29 ,-
121 A OO 1 04 236.2 0 98
Soh Clay
123.0 00 079 149.5
Soft CEy
I t5
!303 0.0 1.4C 3690 U8:
Srfl Cl;Y
-'..
lop Uplltl=314 I
Ioo Oownward-3tj1.b
13:14 !1 2.95
Clay
t.60 4a5 iJ | 1'J
Al p.tc18- r
131.2 0.0
CivilTech
Software
Makena - Santa Ana - Pylon Sign
36-in-dia
Ilil Fig ure I
da
ALLOWABLE CAPACITY vs FOUNDATION DEPTH
270
244
214
'o
.9
E
c,
18i.
1:0
't2Q
f
9'0
60
30
T
2X 2a 30
Foundallon Depth, L -tt
35 40 45 50 0 5 r!20 25 30
Foundrrion D€pih, L 'fi
I ao 45
+CivilTech
Software
Makena - Santa Ana - Pylon Sign
36-in-dia Figure'l
-Z:
____l__-!-
I
il!!!ltr!t
VERTICAL ANALYSIS Frgure 1
'rtut
Loads:
Load Factor for Venical Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap= 0 %
Shear Condition: Static
rl
l.l (with Load Factor)
Vertical Load, Q= 50.0 -kp
t-
I
i
L
Profile:
Pile Lenglh, L= a2.O 1
Top Height, H= 0 Jt
Slope Angle, As= 0
Batter Angle. Ab- 0
t.' Zero Friction '
Zero Friction Starl: 0 -tt End: 4.5 Jt
' Negative Friction '
Negalive F.ictaon Slart 29.5 -lt End: 32
Negative Friclion Stad: 45 5 -lt End:50
tt with Factor '1
ft with Factor 1
Drilled Shaft (dia >24 in. or 61 cm)
Soil Data:
Depth Gamma-it -rbif3
0 120.0
4.5 107.0
7 120.0
1t 111.0
24 5 127 .0
32 123.0
37 130.342 133.4
44 5 131.2
P le Da ta:
width
1n
.rb
Phr c
-kglt2
0.69
0.00
0.69
0.00
1.04
079
1.40
295
160
K
-rb/i3
116.0
16.4
116.0
29.7
236.2
149.5
369 0
1009.5
445 6
e50 or Dr
't.25
20.99
1.25
28.23
0.98
115
0.81
o52
o.75
Nspt
6
5
6
8
8
6
11
24
't3
Depth
-ft
00
42.4
Area
-inz
1017 9
Per
'in
1131
I
-in4
82448.0
E
-kpli2
3000
Welght
-kpfi
1.0600.0
30.0
0.0
300
0.0
0.0
0.0
0.0
0.0
Vcrtical Capacily
Weight above Ground- 0 00 Total Weight:44.52-kp 'Soil Weight is not included
Srde Resislance (Down): 241 953-kp Side Resislance (Up)= 269 625-kp
Tip Resistance (Down)= 119.683-kp Tip Resistance (Up)= 0.000-kp
folal Ullimate Capac(y (Down) Qull= 361 636 kp Total Ulhmate Capacity (Up)= 314 145-kp
TolalAllowable Capacily (Down) Oallow= 160.871-kp TotalAllowable Capacity (Up) Oallow=
OKr Qallow > O
179 333-kp
Seltlemenl Calclrlalrod I
Al O= 50.00-kp Setllernenl= 0.0151g-in
At Xallow= 1 00'in O= 314 40695-kp
Nole ll the i-.rogranr caonot llnd a reslrll or lhe resolt exceeds lhe upper Imit The resull wrll be djsplayed as 99999
Ir L civilrech
Software
Makena - Santa Ana - Pylon Sign
36-in-dia
-I --:r
SOIL STRESS, SIDE RESISTANCE, & AXIAL FORCE vs DEPTH
Based on Ultimate Load Condition
O6plh (2p)
0
Vertical Slress -kp/f2 Side Resistance.kp/12
Up 0 Do*n
Axial Force .kp
Jp 0 Oow^
oeprh (Zp)
n
.10.00 -2-0C +2.00 '500 +50!G'lb,l3 Ph, C*F/rz ilbr''3 s5O %
1200 t)-0 069 116.0 1.25
Soh Clay
i07.0 3c o 0.00
Sand
164
120 0 0.0 0.6s
Soft Clay
116.0 125
'l r0
1110 300 rr 00
Srnd
22i
?a
1?/0 00 1 04 236.2 0 98
Soft Clay
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