HomeMy WebLinkAboutSDP 2018-0004; ROMERIA POINTE APARTMENTS; GEOPIER STRUCTURAL CALCULATIONS; 2024-07-18THESE PLANS/DOCUMENTS HAVE BEENREVIEWED FOR COMPLIANCE WITH THEAPPLICABLE CALIFORNIA BUILDING STANDARDSCODES AS ADOPTED BY THE STATE OFCALIFORNIA AND AMENDED BY THEJURISDICTION. PLAN REVIEW ACCEPTANCE OFDOCUMENTS DOES NOT AUTHORIZECONSTRUCTION TO PROCEED IN VIOLATION OFANY FEDERAL, STATE, NOR LOCAL REGULATION.BY: _________________ DATE: ________________
True North Compliance Services, Inc.
THIS SET OF THE PLANS AND SPECIFICATIONSMUST BE KEPT ON THE JOB SITE AT ALL TIMESAND IT IS UNLAWFUL TO MAKE ANY CHANGESOR ALTERATIONS WITHOUT PERMISSION FROMTHE CITY. OCCUPANCY OF STRUCTURE(S) ISNOT PERMITTED UNTIL FINAL APPROVAL ISGRANTED BY ALL APPLICABLE DEPARTMENTS.
Scott Weisse 07/23/24
WCi 11 CiEOPIER~
July 18, 2024
Alliance Diversified Enterprises, Inc.
Attn: Judd Hatzky
665 Opper Street
Escondido, Ca 92029
Western Ground Improvement, Inc.
209 Avenida Del Mar
Suite 2018
San Clemente, California 92672
Tel: (714) 336-3702
www.westerngroundimprovement.com
Re: Design Submittal for a Geopiet® Foundation System -Delta 1
Romeria Pointe Apartments
Carlsbad, California
GFC Project No.: GDC-835
Dear Mr. Hatzky,
Western Ground Improvement, Inc. has completed the Geopier® foundation design for the above
project. The following documents are included herein:
• Geopier Design Drawing Sheet 18 of 20: Geopier Notes & Details
• Geopier Design Drawing Sheet 19 of 20: Geopier Location Plan -Building A
• Geopier Design Drawing Sheet 20 of 20: Geopier Location Plan -Building B
We are pleased to have provided you with our design services. If you have any questions, please
contact this office.
Sincerely,
Western Ground lmprov
Aar Bis
Regional
GEOPIER DESIGN NOTES:
1.
2.
3.
4.
5.
6.
GEOPIER FOUNDATION SUPPORT IS AS DESIGNED BY WESTERN GROUND IMPROVEMENT, INC., SAN CLEMENTE, CALIFORNIA
(DESIGNER).
THESE DESIGN DRAWINGS ARE PREPARED BY THE DESIGNER FOR USE IN GEOPIER CONSTRUCTION. THE GEOPIER SYSTEM
SHALL BE INSTALLED BY APPROVED INSTALLERS LICENSED BY GEOPIER FOUNDATION COMPANY. UNAUTHORIZED USE OF
THESE DRAWINGS IS PROHIBITED.
THE GEOPIER FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL INFORMATION PROVIDED IN THE SUBSURFACE
EXPLORATION BY GEOSOILS, INC. IN THE REPORTS DATED 11/21/17, 08/17121 & 05/18/22. GEOPIER FOUNDATION COMPANY HAS
RELIED ON THIS INFORMATION AND WE HAVE NO REASON TO SUSPECT ANY OF THE INFORMATION IN THE REPORT IS IN ERROR.
GEOPIER FOUNDATION COMPANY IS NOT RESPONSIBLE FOR ERRORS OR OMISSIONS IN THE REPORT THAT MAY AFFECT THE
PARAMETER VALUES IN OUR DESIGN. IF THE SUBSURFACE OR SITE CONDITIONS DIFFER FROM THOSE UTILIZED IN THE DESIGN
THE DESIGNER SHALL BE NOTIFIED IMMEDIATELY. \ /--. -.. -.. &_
THE ALLOWABLE BEARING PRESSURE FOR FOUNDATIONS SUPPORTED BY GEOPIER ELEMENTS ts 6,000 PSF FOR THIS PROJECT
PLUS l INCREASE FOR TRANSIENT LOADS. .. _ !
THE GEOPIER LAYOUT IS DESIGNED TO PROVIDE SETTLEMENT CONTROL BASED ON SERVICE LOADS PROVIDED BY KURT
FISCHER STRUCTURAL ENGINEERING. IN THE EVENT THE STRUCTURAL LOADS VARY, THE DESIGNER SHALL BE NOTIFIED
IMMEDIATELY.
FOOTING ELEVATIONS ARE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND SHALL BE REPORTED IN WRITING TO THE
INSTALLER'S QC REPRESENTATIVE PRIOR TO INSTALLING GEOPIER ELEMENTS.
GEOPIER LAYOUT NOTES:
1. GEOPIER ELEMENT LAYOUT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. GEOPIER ELEMENTS SHALL BE INSTALLED
IN THE FIELD WITHIN 6 INCHES OF LOCATIONS SHOWN ON THESE PLANS.
2. GEOPIER ELEMENTS ARE LOCATED RELATIVE TO THE INTERSECTION OF REFERENCE GRID LINES OR AT THE CENTERLINE OF
STRIP FOOTINGS, UNLESS DIMENSIONED OTHERWISE.
3. THE "GEOPIER LOCATION PLAN" PROVIDES GEOPIER ELEMENT NUMBER, LOCATION, AND LAYOUT ONLY. FOOTING LOCATIONS,
SIZES, AND ORIENTATION SHOWN ON THESE PLANS ARE FOR INFORMATION ONLY. PLEASE REFER TO THE STRUCTURAL PLANS
FOR SPECIFIC FOUNDATION DIMENSIONS AND LOCATIONS. THE DESIGNER ACCEPTS NO RESPONSIBILITY FOR THE LOCATION OF
FOOTINGS SHOWN ON THESE PLANS. THE DESIGNER SHALL BE NOTIFIED IMMEDIATELY IF INFORMATION ON THESE PLANS
CONFLICTS WITH STRUCTURAL OR ARCHITECTURAL DRAWINGS.
UTIL TIES/OBSTRUCTION NOTES:
1. UTILITY LOCATIONS ARE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. THE DESIGNER SHALL BE NOTIFIED OF ANY
CONFLICTS WITH GEOPIER LOCATIONS SHOWN ON THE PLANS. NEW TEMPORARY UTILITY EXCAVATIONS SHALL BE LIMITED TO
THE ZONE DEPICTED ON DETAIL 2 OF THIS SHEET. IF EXCAVATIONS ARE PLANNED WITHIN THE GEOPIER "NO DIG" ZONE, THE
DESIGNER SHALL BE NOTIFIED IMMEDIATELY TO DISCUSS EXCAVATION OPTIONS.
2. IF OBSTRUCTIONS ARE ENCOUNTERED DURING GEOPIER INSTALLATION THAT CANNOT BE REMOVED WITH CONVENTIONAL
GEOPIER INSTALLATION EQUIPMENT, THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING THE
OBSTRUCTIONS. IF THE GENERAL CONTRACTOR DOES NOT DO SO IN A TIMELY MANNER THAT DOES NOT INTERRUPT GEOPIER
PRODUCTION, THE INSTALLER MAY REMOVE OBSTRUCTION(S) AND SHALL BE REIMBURSED FOR COSTS INCURRED, INCLUDING
LABOR, EQUIPMENT, AND MATERIALS. IN THE EVENT OBSTRUCTIONS ARE ENCOUNTERED BELOW THE DESIGNED BOTTOM OF
FOOTING ELEVATION THE OBSTRUCTION SHALL BE REMOVED AS OUTLINED ABOVE. THE RESULTING EXCAVATION SHALL THEN
BE BACKFILLED AND COMPACTED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS FOR STRUCTURAL FILL. THE AREA
SHALL BE TESTED BY THE OWNER'S TESTING AGENCY AND THE COMPACTION TEST RESULTS SHALL BE SUBMITTED TO THE
INSTALLER AND THE DESIGNER.
CONSTRUCTION NOTES FOR SLABS SUPPORTED BY GEOPIER ELEMENTS:
1. ALL EXCAVATION FOR FOUNDATIONS AND SLABS SUPPORTED BY GEOPIER ELEMENTS SHALL BE PREPARED IN THE FOLLOWING
MANNER BY THE GENERAL CONTRACTOR:
2. THE TOP OF THE EXCAVATED SOIL AND GEOPIER ELEMENTS SHALL BE MECHANICALLY COMPACTED. COMPACTION SHALL BE
PERFORMED OVER THE ENTIRE FOUNDATION/SLAB SUBGRADE TO COMPACT ANY LOOSE SURFACE SOIL AND LOOSE SURFACE
GEOPIER AGGREGATE.
3. WATER SHALL NOT BE ALLOWED TO ACCUMULATE ON THE SUBGRADE PRIOR TO CONCRETE PLACEMENT OR ALLOWED TO
ACCUMULATE OVER THE POURED SLAB.
4. EXCAVATION AND SURFACE COMPACTION OF ALL SUBGRADES SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR.
5. THE TESTING AGENCY SHALL INSPECT THE SUBGRADE AND APPROVE IT IN WRITING ON THE SAME DAY THAT THE CONCRETE IS
PLACED. THE APPROVAL SHALL STATE THAT THE SUBGRADE, INCLUDING MATRIX SOILS AND GEOPIER ELEMENTS HAVE BEEN KEPT
FREE OF WATER ACCUMULATION AND HAVE BEEN REASONABLY COMPACTED.
6. IN THE EVENT THAT SUBGRADE PREPARATIONS, AS DESCRIBED ABOVE, ARE NOT PERFORMED OR DOCUMENTED IN ACCORDANCE
WITH THIS SECTION, ANY WRITTEN OR IMPLIED WARRANTY WITH RESPECT TO GEOPIER FOUNDATION PERFORMANCE CAN BE
CONSIDERED VOID.
2'-10"~-~~2'-10" 2'-10"~~~~2'-10"
GEOPIER TESTING NOTES:
1. A QUALIFIED, FULL-TIME QUALITY CONTROL (QC) REPRESENTATIVE PROVIDED BY THE GEOPIER INSTALLER (INSTALLER) SHALL BE
RESPONSIBLE FOR DOCUMENTING INSTALLATION OF THE GEOPIER ELEMENTS IN ACCORDANCE WITH THE DESIGN AND SHALL
REPORT ALL GEOPIER FOUNDATION CONSTRUCTION ACTIVITIES TO THE DESIGNER. IF AUTHORIZED BY THE OWNER, THE QC
REPRESENTATIVE SHALL COORDINATE QC ACTIVITIES WITH THE TESTING AGENCY HIRED BY THE OWNER. UNDER NO
CIRCUMSTANCES SHALL THE TESTING AGENCY DIRECT GEOPIER INSTALLATION PROCEDURES.
2. GEOPIER ELEMENT DESIGN SHALL BE CONFIRMED BY A MODULUS TEST PERFORMED AT THE SITE. PLEASE REFER TO THE DESIGN
SUBMITTAL FOR TEST LOCATION AND SPECIFICATIONS.
3. GEOPIER ELEMENTS SHALL BE BASED ON THE FOLLOWING CRITERIA UNLESS OTHERWISE APPROVED IN WRITING BY THE
DESIGNER:
A. INSTALLATION DEPTHS SHALL BE WITHIN 3 INCHES OR DEEPER THAN THE DEPTHS SHOWN ON THE PLANS ..
B. GEOPIER ELEMENT DISPLACEMENT MEASURED DURING BOTTOM STABILIZATION TESTS (BST) SHALL BE WITHIN 150% OF THE
BST VALUE ACHIEVED IN THE MODULUS TEST PIER. BSTS SHALL BE PERFORMED IN AT LEAST 10% OF THE DAY'S PRODUCTION
PIERS.
C. GEOPIER ELEMENT AGGREGATE RELATIVE DENSITY SHALL BE RECORDED PERIODICALLY THROUGHOUT THE DAY. THE
AVERAGE BLOW COUNTS OBTAINED UTILIZING A DYNAMIC CONE PENETROMETER (DCP) IN ACCORDANCE WITH ASTM STP-399,
SHALL BE GREATER THAN 15 BLOWS FOR 1. 75 INCHES OF PENETRATION (BPI). NO MORE THAN 10% OF DCP TESTS
CONDUCTED ON EACH DAY SHALL BE BELOW 15 BPI. NOTE: USE OF DCP TESTS ARE NOT APPROPRIATE FOR OPEN GRADED
AGGREGATE SUCH AS #57 STONE OR SAND.
D. GEOPIER ELEMENT AGGREGATE SHALL BE APPROVED BY THE DESIGNER AND SHALL BE THE SAME AS USED IN A SUCCESSFUL
MODULUS TEST, UNLESS OTHERWISE APPROVED IN WRITING BY THE DESIGNER.
E. THE AGGREGATE SHALL BE TAMPED IN A MANNER CONSISTENT WITH THE MODULUS TEST PIER BUT FOR NO LESS THAN 10
SECONDS PER LIFT.
F. IF CAVE-INS OCCUR ON TOP OF A LIFT OF AGGREGATE SUCH THAT THE VOLUME OF CAVED SOIL IS GREATER THAN
APPROXIMATELY 10% OF THE VOLUME OF THE AGGREGATE IN THE LIFT, THEN THE AGGREGATE SHALL BE CONSIDERED
CONTAMINATED, AND SHALL BE REMOVED AND REPLACED WITH UNCONTAMINATED AGGREGATE.
4. GEOPIER ELEMENTS NOT MEETING DESIGN REQUIREMENTS SHALL BE REINSTALLED UNLESS OTHERWISE APPROVED IN WRITING BY
THE DESIGNER.
FILL PLACEMENT NOTES:
1. ALL NEW FILL SHALL BE PLACED AND COMPACTED AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER AND/OR IN THE PROJECT
SPECIFICATIONS.
2. COMPACTION TEST RESULTS SHALL BE FORWARDED TO THE GEOPIER DESIGNER.
EXPANSIVE SOIL NOTES:
1. EXPANSIVE SOILS ARE NOT MITIGATED BY GEOPIER ELEMENTS. THE GEOTECHNICAL ENGINEER'S RECOMMENDATIONS FOR
MITIGATION OF EXPANSIVE SOIL NEEDS TO BE FOLLOWED INCLUDING PROPER GRADING AND DRAINAGE.
13'-0"
6'-6"
W-BEAM
-JACK
. -PEDESTAL
:::J
LIMITS OF
EXCAVATION
:r:[u I--' (!) ::::> Z Cl WW -' :r: I-(.)
LL en <( 0::: :r: w rn c_
c_ 0
~ lli
0::: 0 w l-
e_ 0::: ow W LL
(!) ~ ~
FOUNDATION OR
SLAB-ON-GRADE
SUPPORTED BY GEOPIER
RAP
24" DIAMETER GEOPIER
ELEMENT (U.N.O.)
..--TYP. COMPACTED LIFT
.. --BOTTOM BULB
, 1 :~TY=P=IC=A=L~G_EO_P_IE_R_®_E_L_EM_E_N_T _____ _
NOTTO SCALE
FOUNDATION SUPPORTED
BY GEOPIER RAP
1' MIN. 1' MIN.
SHOP DRAWING/ SUBMITTAL REVIEW
!!I' APPROVED O APPROVE WITH CHANGES NOTED
□ REVISE AND RESUBMIT □ REJECTED ___ _
SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY AND
GENERAL CONFORMANCE TO CONTRACT DOCUMENTS
ONLY. THE CONTRACTOR IS RESPONSIBLE FOR
CONFIRMING AND CORRELATING DIMENSIONS AT JOBSITE
FOR TOLERANCE, CLEARANCE, QUANTITIES. FABRICATION
PROCESSES AND TECHNIQUES OF CONSTRUCTION,
COORDINATION OF HIS WORK WITH OTHER TRADES AND
FULLCOMPLIANCEWITH CONTRACT DOCUMENTS.
By:John Allen Date: 07/18/2024
Streamline Construction Company
San Diego, CA92124
LIMITS OF
EXCAVATION LIMITS OF EXCAVATION
1
1
6'MIN. -6'MIN. -
·-GEOPIER
ELEMENT
(TYP.)
(_-2 ·-• ADJACENT TEMPORARY UTILITY EXCAVATION LIMITS
NOTTO SCALE
DESIGN TOP OF
GEOPIER ELEMENT
'MIN. ----+----1-LIMIT OF ADJACENT EXCAVATION
ADJACENT TEMPORARY UTILITY EXCAVATION NOTES:
1. ADJACENT TEMPORARY UTILITY EXCAVATIONS MUST
BE OUTSIDE THIS ZONE AND IN ACCORDANCE WITH
PROJECT GEOTECHNICAL ENGINEER
RECOMMENDATIONS. IF THIS IS NOT THE CASE, THE
DESIGNER SHALL BE NOTIFIED IMMEDIATELY.
2. THIS DETAIL DOES NOT APPLY TO MASS EXCAVATION
OR SITE GRADING.
3. THE PROJECT GEOTECHNICAL ENGINEER'S
RECOMMENDATIONS SHALL BE FOLLOWED FOR
TEMPORARY OR PERMANANT SLOPES.
• ••• ·-._LIMITS OF EXCAVATION
Iii NO EXCEPTIONS TAKEN □ FURNISH AS CORRECTED
□ REJECTED □ REVISE AND RESUBMIT
This review is only for general conformance with the design
concept for the project and general compliance with the
information given in the Contract Documents. Corrections
and comments made on the shop drawings during this review
do not relieve the contractor from compliance with the
requirements of the plans and specifications. Contractor is
responsible for: dimensions to be confirmed and correlated at
the job site; information that pertains solely to the fabrication
processes or to the means, methods, techniques,
sequences, and procedures of construction; coordination of
the work and all trades; and for performing all work in a safe
and satisfactory manner. ~~~
2'-6" 2'-6"/ CAP NOVA Services, Inc. II ~
Date: 7/18/2024 1 11111111 ,Q 0
3'-8"
3'-8"
F11
2' t
2'
F9
0
3'-8"~3'-8"-
2'
' 2'
F9
2'-10"
f
2'-10" { 0
F11
, 2' 2'
0
FB
FOOTING DETAILS
5 -----------------NOTTOSCALE
"Geopier® and Rammed Aggregate Pier®" are registered trademarks of Geopier Foundation Company. This drawing
contains information proprietary to The Geopier Foundation Company and its licensees. The infonnalion contained herein
is not to be transmitted to any other organization unless specifically authorized in writing by Geopier Foundation Company.
Geopier® is the property of Geopier Foundation Company and is protected under U.S. Patent No. 6,425,713; 6,688,815;
6,988,855, 5,249,892; 7,226,246; 6,354,766; 7,004,684; 6,354,768; 7,326,004 and other patents pending.
2'-10"
2'-10"
F10
2'
' 2'
FB
0
0
~
2'-3"
2'-3"
F10
0
NOTE: HELICAL ANCHORS
MAY BE USED IN LIEU OF
UPLIFT GEOPIER ELEMENTS. \~LOAD
"'--~_,, TEST
GEOPIER
ELEMENT
(COMPRESSION)
,-ANCHOR
GEOPIER
ELEMENT
(UPLIFT)
GEOPIER
ELEMENT
BACKFILL TO BE PLACED AND
··-COMPACTED IN ACCORDANCE
WITH THE NOTES BELOW
NOTES:
By: Gillian Carzzarella Dean, PE, GE N Q VA
A. IF ADJACENT EXCAVATION ENCROACHES WITHIN THE RAP
CONFINEMENT ZONE INDICATED ABOVE, NOTIFY DESIGNER PRIOR
TO PLACING AND COMPACTING BACKFILL
B. BACKFILL SHALL BE APPROVED BY THE DESIGNER AND CONSIST OF:
• WELL-GRADED CRUSHED GRAVEL
• PLACED IN MAXIMUM 6-INCH THICK LIFTS
• COMPACTED TO 95% OF ASTM D-1557 OR 100% OF ASTM D-698
C. ALTERNATIVE BACKFILL MATERIALS MAY BE USED WITH WRITTEN
APPROVAL OF THE DESIGNER
" ,. ~ i
(4-\ < GEOPIER MODULUS TEST SETUP
' . _/ , NOT TO SCALE
(-3,\ REQUIREMENTS FOR REMEDIATION OF INFRINGEMENT ON EXCAVATION LIMITS
\ _ j NOT TO SCALE
"DECLARATION OF RESPONSIBLE CHARGE (SHEETS 18-20)"
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f': A~
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i 11 i
I I
"Geopier® and Rammed Aggregate Pier®" are registered trademarks of Gsopier Foundation Company. This drawing
contains information proprietary to The Geopier Foundation Company and its licensees. The infonnalion contained herein
is not to be transmitted to any other organization unless specifically authorized in writing by Geopier Foundation Company.
Geopier® is the property of Geopier Foundation Company and is protected under U.S. Patent No. 6,425,713; 6,688,815;
6,988,855, 5,249,892; 7,226,246; 6,354,766; 7,004,684; 6,354,768; 7,326,004 and other patents pending.
1 1 i i i i i
----GEOPLER® LOCATION PLAN -BUILDING A
I 1 .. • 1/~"-~1'-~"-tn_
GEOPIER LOCATION PLAN NOTES:
1. FOOTING CONCRETE SHALL BE PLACED DIRECTLY ON TOP OF EXPOSED GEOPIER ELEMENTS.
2. ALL EXISTING AND PROPOSED UTILITIES WITHIN AND ADJACENT TO THE PROPOSED BUILDING FOOTPRINT SHALL
BE FIELD VERIFIED BY THE GENERAL CONTRACTOR AND COORDINATED WITH THE GEOPIER INSTALLER BEFORE
GEOPIER ELEMENT INSTALLATION SHALL PROCEED.
3. THESE DRAWINGS ARE FOR GEOPIER LOCATION ONLY, AND ARE BASED ON THE STRUCTURAL DRAWINGS
PROVIDED BY KURT FISCHER STRUCTURAL ENGINEERING ON SHEET S-110 DATED 05/05/22. REFER TO THE
STRUCTURAL DRAWINGS FOR FOOTING LAYOUT AND ORIENTATION.
4. GEOPIER ELEMENTS SHALL BE LOCATED IN THE FIELD AS SHOWN, DIMENSIONED FROM CONTROL POINTS
ESTABLISHED FROM STRUCTURAL AND/OR ARCHITECTURAL PLANS,
5. CONTROL JOINTS FOR FLOOR SLAB SHALL COINCIDE WITH AND INTERSECT AT GEOPIER LOCATIONS.
LEGEND
i
0
0
TYP. 24"
GEOPIER
ELEMENT
i
TYP. GEOPIER
ELEMENT NUMBER
i
-------e
------0
-------e
Project Name: Romeria Point Apartments
Project Location: Carl sbad, Ca GEOPIER ® SCHEDULE
Project Number: GDC-835
Building
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
NOTES:
&2
Geopier®
Number(s)
1 -18
19 -28
29 -30
31 -33
34 -40
41
42 -43
44 -45
46 -47
48 -50
51 -53
54 -58
59 -64
65
66
67 -70
71 -73
74
75 -77
78 -81
82 -85
86 -88
89 -91
92 -94
Type I Mark
SLAB
SLAB
SLAB
SLAB
SLAB
SLAB
SLAB
SLAB
SLAB
SLAB
SLAB
SLAB
F11
GB-2
GB-2
24" MAT
FB
GB-2
F9
F11
F10
F9
F9
F9
Width .
(fl)
11 0
2.5
2.5
80
2.5
90
11.0
10.0
9.0
9.0
9.0
Length,
(fl)
11 0
80
90
11. 0
10.0
9.0
9.0
9.0
Thickness,
(in)
6
6
6
6
6
6
6
6
6
6
6
6
36
24
24
24
36
24
36
36
36
36
36
36
Anticipated
Geopier®
Shaft Length,
(ft)
(1 )
28
23
28
23
18
28
23
18
13
23
18
13
25
22
22
22
25
26
25
20
15
15
10
10
Pad
Elevation,
(ft)
(2)
84.70
84.70
84.70
84.70
84.70
84.70
84.70
84.70
84.70
84.70
84.70
84.70
84 70
84.70
84.70
84.70
84.70
84.70
84.70
84.70
84.70
84.70
84.70
84.70
Top of
Geopier®
Elevation,
(fl)
84.70
84.70
8470
84.70
84.70
84.70
84.70
8470
84.70
8470
84.70
84.70
8200
79.00
79.00
79.00
8200
83.00
8200
82 .00
82.00
82 .00
82 .00
82.00
(1) Geopier elements shalf completely penetrate fill and extend approximately 5' into formationaf material
(2) Elevations shall be confirmed prior to Geopier element installation.
GEOPIER® SCHEDULE -BUILDING A
crE ' TA_ ~:,-c IIIITl:/1
Approximate
Bedrock
Elevation
(fl)
60
65
60
65
70
60
65
70
75
65
70
75
60
60
60
60
60
60
60
65
70
70
75
75
'"
C:/F. ___ _
GHAlllNG J'LAN::i r'CJH:
ROMERIA POINTE APARTMENTS
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I ! i I I I I I I I i ! I I
: : I I I I I I I : : I ~":::::::::::::::t:::::::::::::::::::::::I :::::::::::::::::::::::1 :::::::::::::::::::::::t:::::::::::::::::::::::r::::::::::::::::::::::: I :::::::::::::::::::::::: l:::::::::::::::::::"J I
"Geopier® and Rammed Aggregate Pier®" are registered trademarks of Geopier Foundation Company. This drawing
contains information proprietary to The Geopier Foundation Company and its licensees. The infonnalion contained herein
is not to be transmitted to any other organization unless specifically authorized in writing by Geopier Foundation Company.
Geopier® is the property of Geopier Foundation Company and is protected under U.S. Patent No. 6,425,713; 6,688,815;
6,988,855, 5,249,892; 7,226,246; 6,354,766; 7,004,684; 6,354,768; 7,326,004 and other patents pending.
I
@)
I
I
0
1 1 ~~f~~lE: LOCATION PLAN-BUILDING B
GEOPIER LOCATION PLAN NOTES:
1. FOOTING CONCRETE SHALL BE PLACED DIRECTLY ON TOP OF EXPOSED GEOPIER ELEMENTS.
186 K
Tse, ~
KSF -
I
I
0
2. ALL EXISTING AND PROPOSED UTILITIES WITHIN AND ADJACENT TO THE PROPOSED BUILDING FOOTPRINT SHALL
BE FIELD VERIFIED BY THE GENERAL CONTRACTOR AND COORDINATED WITH THE GEOPIER INSTALLER BEFORE
GEOPIER ELEMENT INSTALLATION SHALL PROCEED.
3. THESE DRAWINGS ARE FOR GEOPIER LOCATION ONLY, AND ARE BASED ON THE STRUCTURAL DRAWINGS
PROVIDED BY KURT FISCHER STRUCTURAL ENGINEERING ON SHEET S-122 DATED 05105122. REFER TO THE
STRUCTURAL DRAWINGS FOR FOOTING LAYOUT AND ORIENTATION.
4. GEOPIER ELEMENTS SHALL BE LOCATED IN THE FIELD AS SHOWN, DIMENSIONED FROM CONTROL POINTS
ESTABLISHED FROM STRUCTURAL AND/OR ARCHITECTURAL PLANS.
5. CONTROL JOINTS FOR FLOOR SLAB SHALL COINCIDE WITH AND INTERSECT AT GEOPIER LOCATIONS.
LEGEND
295 I[
.. ~
48 ~
4 KSI
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I ,-----7 I
I
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9'-4"
10'
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TYP. 24"
GEOPIER
ELEMENT
TYP. GEOPIER
ELEMENT NUMBER
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Project Name: Romeria Point Apartments
Project Location: Carlsbad, Ca GEOPIER ® SCHEDULE ;
Project Number:
Building
B
B
B
B
B
B
B
B
B
B
B
B
B
B
B
B
Geopier®
Number(s)
95 -122
123
124 -133
134
135-139
140 -141
142 -153
154 -1 56
157-158
159 -160
161 -162
163 -164
165 -166
167-168
169 -170
171 -174
GDC.835
Type/ Mark
SLAB
SLAB
SLAB
SLAB
SLAB
SLAB
SLAB
F10
F9
F9
F8
F9
F8
F8
CF-6
F10
Widll1,
(fl)
10.0
90
9.0
80
9.0
8.0
8.0
6.0
10 0
Length,
(fl)
10.0
90
9.0
80
9.0
8.0
8.0
10 0
Thickness,
(in)
6
6
6
6
6
6
6
36
36
36
36
36
36
36
24
36
Anticipated
Geopier®
Shaft Length,
(fl)
( 1)
4
6
4
6
4
9
4
2
2
2
2
2
2
2
-2
2
Pad
Elevation,
(fl)
(2)
65.90
65.90
65.90
65.90
65.90
65.90
65 90
65.90
65 90
65.90
65 90
65.90
65.90
65.90
65.90
65 90
Top of
Geopier®
Elevation,
(ft)
65.90
65.90
65.90
65.90
65.90
65.90
65 90
63.50
63 50
63.50
63 50
63.50
63.50
63.50
60.50
63 50
NOTES: (1) Geopier elements sha!f completely penetrate fill and extend approximately 5' into formationaf material.
(2) Elevations shall be conrmned pnor to Geop1er element lnstaffatlon.
&.2 GEOPIER® SCHEDULE -BUILDING B
crE ' TA_ 1111 Tl:\I -,-
Approximate
Bedrock
Eleva.tion
(ft)
65
63
65
63
65
60
65
65
65
65
65
65
65
65
65
65
:
'
',
i
GHAlllNG J'LAN::i r'CJH:
C:iF. ____ _
ROMERIA POINTE APARTMENTS
/41 '1\i,s 2 ·; C-.3C·::::1-I 2 &-21 C-.3()C-'.1 J
.:.;t_:,,ui'=._,~' ~o~:,A--:-1Ci'\' ....:·:_A,\1 -8,'_,,/i..D1 1\J,:~: =::
UA
534-lA
WCi 11 CiEOPIER~
July 18, 2024
Alliance Diversified Enterprises, Inc.
Attn: Judd Hatzky
665 Opper Street
Escondido, Ca 92029
Western Ground Improvement, Inc.
209 Avenida Del Mar
Suite 2018
San Clemente, California 92672
Tel: (714) 336-3702
www.westerngroundimprovement.com
Re: Calculation Package for a Geopier® Foundation System -Delta 1
Romeria Pointe Apartments
Carlsbad, California
GFC Project No.: GDC-835
Dear Mr. Hatzky,
Western Ground Improvement, Inc. has completed the Geopier® foundation design for the above
project. The design is based on geotechnical information provided by GeoSoils, Inc. in the reports
dated 11/21/17, 08/17/21 & 05/18/22. Structural design loads are as provided by Kurt Fischer
Structural ENgineering. The following documents are included herein:
• Structural Plan Sheet S-110 and S-122, (Includes loading information)
• Geopier calculations
We are pleased to have provided you with our design services. If you have any questions, please
contact this office.
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F i - - -' -! j ____ ----}---! ,. ! PO ' ------------,.,
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@BLDG A FOUNDATION PLAN
S-110 3/16. • 1'-8" -----CONTINUOUS CONCRETE FOUNDATION SCHEDULE ' s 10
I SIZE I I
~ ~~ MARK I WIDTH I LENGTH I DEPTH I REINFORCEMENT
CF-6 6'·8" ""'· 2'-1" (6)·#5 MRS TOP AND BOT,
r------------------
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I ( r-~
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GRADE W/ #5@12• O.C.
EA WAY 0-+--+-'~~ -----------e
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S-015
T~ i S ,-•-, S I I =----'. / --+-f----------____,.;\ ~ ' --I I ~
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e s 10
STEEL STAIRS BEYOND~ 1 ,1,-l" ___ ,.1
I"---~ ,...,,,"' ' ,-
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SLABONGRADEPERPLAN I"-_., .,,..,"
10° THICK CONC WALL
W/ #5 @ 12" O.C. EA
WAY EA FACE-----~
GRADE BEN! PER PLAN
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PLANTER WALL DETAILS I I ,,....,_ ~+~~~zt:::s~===t=:~~~~=-~~ ==;=l ----t-le)
NDTES
lr' 1,-
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1( 1'--
1 _______ L_
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I I ' ' I ---,""c:;--1--,.,--c:; -----,.. -cc:, -1-----,..c! . ..,
'----BIOFILTER PLANTER PER
CIVIL. SEE SH-2.1 FOR
PLA~TER WALL DETAILS
FOUNDATION NOTES:
I. FOR GENERAL tlJTES AND TYPICAL DETAILS SEE SHEETS s-exx SERIES.
GENERAL NDTES & TYPICAL DETAILS APPLY TO ALL PARTS OF THE WORK EXCEPT
WHERE SPECIFICALLY DETAILED DR U,N,D,
2. VEIUFY ALL DIMENSICNS, ELEVATIONS, SLAB EDGES, SLAB DEPRESSIONS, SUB
OPENIN&S, CURBS, FOOTING, PENETRATIONS, WALL OPENINGS, MECHANICAL PAD
& EQUIPIIIENT WEIGHTS WITH ARCHITECTURAL, "ECHANICAL, PLUMBING,
ELECTRICAL & CIVIL ORAWIN65,
3. FOR GRID LINE DLIIENSIONS, SEE ARCHITECnJRAL Df!AWINGS.
4. PRIOR TO REQUESTING A BUILDING DEPARTMENT FOffiDATI<III INSPECTIOM, THE
SOILS ENGINEER/GEOTEQINICAL CONSULTANT SHALL INSPECT ANO APPROVE THE
FCNJWATION EXCAVATION PRIOR TO PLACING FOUNDATION REINFORCEMENT.
5. TOP OF GRADE BEN! SHALL BE AT -1'-0" BELfl,I TOP OF SLAB. TVP. U.N.O.
6. MINIMIJ,\ LENGTH OF ADDITICNAL REINFORCEJI\ENT TO BE 18' -0" UNO ON PLAN,
ADOITIOtJAL BARS SfOrlN OIi PLAN INDICATE THE CENTERLINE FOR BARS TO BE
PLACED. BARS ARE TO BE DISTRIBUTED EQUALLY EA SIDE SPACED AT 12" o.c.
8. SHALLOW FOUNDATIOMS ARE DESIGNED ASSUMING SOIL REMEDIATION HAS BEEN
PROVIDED BY VIBROPIERS AMI MINIMUM BEARING CAPACITY FOR THE
FOUN>ATIONS EQUALS A JUNINIJl,I OF 4 KSF IMl ON PLAN, /IIAX:Til'IJII
SETTLEMENT OF SHALLOW FOIJ\IDATIONS SHALL t«JT EXCEED 1/4' OVER 2BFT.
9. BOTTOM OF ALL FOUMDATmlS INCLUDING PILES SHALL BE CLEANED OF ALL
LOOSE SOILS PRIOR TO THE PLACEMENT OF REINFORCING STEEL AND CONCRETE.
10, IF GR~D WATER IS ENCOUNTERED DURING DRILLING, TI-IE EXCESS WATER
SHALL BE PIJi'PEO FROfll THE EXCAVATIONS DURING CONCRETE PLACEMENT ANO
CONCRETE BE DELIVERED BY TREMIE. CONCRETE SHALL t.UT BE ALLOWED TO
FREE FALL JIIORE THAN S FEET, INCREASE CONCRETE STRENGTH BY 1008 PSI
i.lERE TllIS CONDITION OCCURS.
CONCRETE WALL REINFORCEMENT
SHEAR WALL TYPICAL VERTICAL TYPICAL IIJRIZONTAL
I
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SCHEDULE
BOUY>ARY ELEMENT REINFORCEMENT
MARK TI-IICKNESS (in,) REINFORCEMENT REINFORCEMENT
BOUNDARY REQUIRE/'IENT I BOUNDARY LENGTH (B.L.)I VERTICAL REINF, (s.w.T.) (T.V.R,) (T.H.R.) (B,V.R,)
0 ,. #5@ 12" O,C, CENTERED #5 8 12" O,C. CENTERED NOT REQUIRED
0 10' #5 I! 12" O.C. EA FACE #5@ 12" o.c, EA FACE NOT REQUIRED
0 10' #"5 @ 9" O,C, EA FACE #5 @ 12" o.c, EA FACE NOT REQUIRED
0 10' #6 (!l 6" O.C. INT FACE,
#6 Iii 12• O,C, EXT FACE #5 I! 12" o.c, EA FACE NOT REQUIRED
<> KEY NOTES
LEGEND AND SYMBOLS:
[ ___ J
@TI
INDICATES COOCRETE COLU'fll PER SCHEDULE.
SEE 5-015
INDICATES COLU'.N ABOVE
INDICATES GRADE BEAi'! TYPE SEE
SCHEOOLE ON 5-012
INDICATES CONTINUOUS CONC FTG PER SCHED
INDICATES COOCRETE SHEARWALL REINF, MARK
SEE 12/5-813
INDICATES CONCRETE WALL ABOVE
t=====t INDICATES CONCRETE WALL BELOW
INDICATES SLAB STEP, VERIFY SLAB
ELEVATIONS AND STEP HEIGHT 'Ill ARCH,
/ INDICATES PILE TYPE PER SCHED
~
1/S-812
,,-~-~-' z ( ) INDICATES JIIIN Efl:BEDfllENT DEPTll.
·--~-~--·
(X ('
NO. OF BARS
SIZE OF BARS
\. TOP OR BOTTOM ADD BAR
s----s INDICATES STEPPED FOOTINGS. GC TO
COORDINATE EXACT QTY & LOCATI<WS.
INDICATES TOTAL DEAD LOAD (KIPS)
INDICATES LIVE LOAD (KIPS)
INDICATES EQ LOAD (KIPS)
INDICATES MIN ALLOWABLE SOIL
BEARING CAPACITY REQUIRED
SPREAD CONCRETE FOOTING SCHEDULE
MARK SIZE DEPTH REINFORCEMENT NOTES
F7 7'-0"SQ ,.. (G)-#6 BARS BOT EA WAY /IIIN BEARING PER PLAN
Fl 8'-B"SQ ,.. (1)-#6 BARS BOT EA WAY /IIIN BEARING PER PLAN
" 9'-0"SQ ,.. (9)-#6 BARS BOT EA WAY /IIIN BEARING PER PLAN
"' 18'-e-SQ ,.. (18)-116 BARS BOT EA WAY /IIIN BEARING PER PLAN
F1I 11'-0"SQ ,.. 11 -#G BARS BOT EA WAY /IIIN BEARING PER PLAN
~IE REINF. (B.T.R.)
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PROJECT NAME s
ROMERIA POINT i
APARTMENTS
7527 ROMERIA ST,
CARLSBAD, CA 920D9
0
~ • •
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~============~~ SHEET TITLE
BLDG A
FOUNDATION
PLAN
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~;~~~CT NUMBER ~
~====~! SHEET NUMBER ...
S-110
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5-122
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BLDG B FOUNDATION PLAN
3/16" = 1'-0' ~ 9 S 10
/,
/ /
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6" CONC *AB QI GRADE W/ O !
#Sf12" or EA WAY I
FOUNDATION NOTES:
1, FOR GENERAL NOTES Atll TYPICAL DETAILS SEE SHEETS s-exx SERIES,
GENERAL NOTES l TYi>ICAL DETAILS APPLY TO ALL PARTS OF THE WORK EXCEPT
2, VERIFY ALL DI/1\ENSIONS, ELEVATIONS, SLAB EDGES, SLAB DEPRESSIONS, SLAB
OPENIJll55, CURBS, FOOTIJll5, PENETRATIONS, WALL OPENINGS, MECHANICAL PAD
l EQUIPMENT WEIGHTS Willi ARCHITECTURAL, MECHANICAL, PLUMBING,
ELECTRICAL 8. CIVIL DIWUNGS,
3. FOR GRID LINE DIMENSION.S, SEE ARCHITECnJRAL DRAWINGS.
4, PRIOR TO REQUESTING A BUILOIN6 DEPARTl'IENT FOUNDATION INSPECTION, TllE
SOILS ENGINEER/GEOTECHNICAL CONSULTANT SHALL INSPECT AND APPROVE TllE
FOUNlATION EXCAVATION PRIOR TO PL.ACING FOONDATION REINFORCEMENT,
S, TOP OF GRADE BEAM SHALL BE AT -1•-0• BEL!ll TOP OF SLAB, TYP, U,N,O,
6. fllINIIUI LENGTH OF ADDITICIIAL REINFORCEMENT TO BE 10'-0" INl ON ?LAN.
7. ADDITIONAL BARS SHOWN ~ PLAN INDICA.TE THE CENTERLINE FOR BARS TO BE
PLACED. BARS ARE TO BE DISTRIBUTED EQUALLY EA SIDE SPACED AT 12"
o.c.
8, SHALLDII FOUNDATIONS ARE DESIGNED ASSIJIIING SOIL REMEDIATION HAS BEEN
PROVIDED BY YIIIROPIERS Al'll fllINifllll.N BEARING CAPACITY FOR TllE
FOUflllATIONS EQUALS A /IIINiflllJII OF 4 KSF LftO ON PLAN. JIIAXIJI\WI\
SETnEMENT OF SHALLOW FOlllDATIONS SHALL NOT !XCEED 1/4" OYER 20FT.
9, !IOTTOM OF ALL FOLN>ATI~S INCLUDIMG PILES SHALL BE CLEANED OF ALL
LOOSE SOILS PRIOR TO THE PLACE/IIENT OF REINFORCIN6 STEEL AND cot.CRETE.
10, IF GROUND KATER IS ENCOUNTERED DURING DRILLING, THE EXCESS HATER
SHALL BE PU/1\PED FROl'I THE EXCAVATIONS DURING CONCRETE PLACEl'\ENT AND
CONCRETE BE DELIVERED BY TREJIIIE. CCNCR.ETE SHALL NOT BE ALLaiED TO
FREE FALL MORE TiiAN 5 FEET, INCREASE CONCRETE STRENGTii BY 1000 PSI
WHERE THIS CONDITION OCCURS,
SHEAR WALL
MARK THICKt.ESS(in,)
(S,W,T,)
0 8"
0 10"
0 10"
0 10"
<> KEY NOTES
DESIGN BUILD STAIR STRINGER IIIAX, SIIPS
VERTICAL REACTION ALLCJrlll.BLE AT STRINGER
' I ' I ' ' I l I '
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CONNECTIONS. KFSE ASSIJIIES HSSSX4x1/4,
#6 {I 9" O.C. IXIIEL FOR THE WALL.
-------------0
-------------0
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F7
F8
" F10
F11
I
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CF-6
LEGEND AND SYMBOLS:
@:!]
INDICATES COOCRETE COLUW PER SCHEDULE.
SEES-815
INDICATES COLI.N ABOVE
INDICATES COOCRETE FOl.tlDATI(l,I BELON
INDICATES GRADE BEA/II TYPE SEE
SCHEDULE ON 5-912
INDICATES COOTINUOUS CONC FTG PER SCHED
INDICATES COOCRETE SHEARW,',,LL REINF, MARK
SEE U/S-813
INDICATl:S CONCRETE WALL ABOVE
t=====t INDICATES COOCRETE WALL BELOW
INDICATES SLAB STEP, VERIFY SLAB
ELEVATIONS AND STEP HEIGHT W/ ARCH,
/ INDICATES PILE TYPE PER SCHED ~~ 1/5-912
✓~ (~-~-'\ ~ INDICATES MIN EJIIBEDMENT DEPTli.
\_-~-~-/
(X ('
NO, OF BARS
SIZE OF BARS
\_ TOP OR BOTTOfll ADD BAR
s----s INDICATES STEPPED FOOTINGS. GC TO
COORDINATE EXACT QTY & LOCATIONS,
INDICATES TOTAL DEAD LOAD (KIPS)
INDICATES LIVE LOAD (KIPS)
INDICATES EQ LOAD (KIPS)
INDICATES MIN ALLOWABLE SOIL
BEARING CAPACITY REQUIRED
SPREAD CONCRETE FOOTING SCHEDULE
SIZE DEPT!t REINFORCEMENT NOTES
7'-0" SQ 36" (6)-iti BARS BOT EA WAY fl'IIN BEARING PER PLAN
8'-0" SQ 36" (8)-116 BARS BOT EA WAY MIN BEARING PER PLAN
!l'-0" SQ 36" (!1)-16 BARS BOT EA WAY fl'IIN BEARING PER PLAN
10'-e" SQ 36" {10)-#6 BARS BOT EA WAY fl'IIN BEARING PER PLAN
11'-0" SQ 36" (11)-#6 BARS BOT EA WAY fl'IIN BEARING PER PLAN
CONTINUOUS CONCRETE FOUNDATION SCHEDULE
SIZE I I WIDT!t I LENGTH I DEPTH I REINFORCEMENT
6'-0" COOT, 2'-0" (6)-115 BARS TOP AND BOT,
CONCRETE WALL REINFORCEMENT SCHEDULE
TYPICAL VERTICAL TYPICAL HORIZONTAL BCNJNDARV ELE/IIENT REINFORCEMENT
NOTES
REINFORCEMENT REINFORCE/1\ENT
BOOtllARY REQUIREMENT I BOUNDARY LENGTH (B.L,)I VERTICAL REINF. Im REINF. (B.T.R.) (T,V,R,) (T,H,R,) {B.V.R.)
lfS@ 12" O,C, CENTERED #5@ 12" O.C. CENTERED NOT REQUIRED
#5@ 12" O,C, EA FACE #5@ 12" O,C, EA FACE NOT REQUIRED
#5 @ 9" O,C, EA FACE #5@ 12" O,C, EA FACE r«>T REQUIRED
#6@ 6" O,C, INT FACE, #5@ 12" O,C, EA FACE NOT REQUIRED #6@ 12" O,C, EXT FACE
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"' u u.. .... .... z u.. .... .... w 0 -"'
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PROJECT NAME s
ROMERIA POINT i
APARTMENTS
7S27 ROMERIA ST,
CARLSBAD, CA 92009
0
~ • •
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~============~~
SHEET TITLE
BLDG B
FOUNDATION
PLAN
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C I---------<~
~;~~~CT NUMBER ~
~====~! SHEET NUMBER ...
S-122
GEOPIER® Foundation Company
Project Name/Location:
Project No.:
Engineer:
Date:
f)
INPUT PARAMETER VALUES·
Parameter
Allowable and-bearing (kips)
E or c, for LZ sublyr 1
E or c, for LZ sublyr 2
E or c, for LZ sublyr 3
E or c, for LZ sublyr 4
E or c, for LZ sublyr 5
Cale. settlement to X*B
Romeria Point Apartments, Carlsbad, CA
GDC-835
AMB
7/18/2024
TOP OF PIER STRESS
S mb Val. Parameter
d 24 Sustained column load (kips)
dgw 50 Required footing width (fl)
g 120 Selected footing width (fl)
f 28 Sustained bearing pressure (ksf)
max 2500
Selected No. RAP elems
Qcall 120 Area replacement ratio
qall 4 Stiffness ratio
kg 325 Stress at too of GP lksfl
km 41 Load at too of GP lkios l
Uooar zone settlement Cinl
LOWER ZONE SETTLEMENTS
Svmb Val. Parameter
Qab 18.8 Dplh to bottm of LZ from fig (fl)
E1 lc,1 0.01 Upper zone thickness (ft)
E2 I C.2 0.01 Lower zone thickness (ft)
E3 I c,, 0.01 Thickness of LZ sublayer 1 (ft)
E, I c.. 0.01 Thickness of LZ sublayer 2 (fl)
Eo I C.s 0.01 Thickness of LZ sublayer 3 (ft)
X 2 Thickness of LZ sublayer 4 (ft)
Thickness of LZ sublayer 5 (fl)
Total LZ thickness ok?
E or c, for LZ sublyr 1
E or c, for LZ sublyr 2
E or c, for LZ sublyr 3
E or c, for LZ sublyr 4
E or c, for LZ sublyr 5
Initial stress for sublyr 1 (ksf)
Initial stress for sublyr 2 (ksf)
Initial stress for sublyr 3 (ksf)
Initial stress for sublyr 4 (ksf)
Initial stress for sublyr 5 (ksf)
Ftg stress on sublyr 1 (ksf)
Ftg stress on sublyr 2 (ksf)
Ftg stress on sublyr 3 (ksf)
Ftg stress on sublyr 4 (ksf)
Fta stress on sublvr 5 (ksfl
Salt. of LZ sublayer 1 (in)
Sell. of LZ sublayer 2 (in)
Salt. of LZ sublayer 3 (in)
Sell. of LZ sublayer 4 (in)
Salt. of LZ sublayer 5 (in)
Total lower zone sett. (in)
Total UZ + LZ settlement linl
Svmb
p
Br
B
q
N
Ra
Rs
00
Qa
suz
Svmb
X*B
Hwe
Ho
H.,
H.,
H.,
H ..
H ..
E1 lc,1
E2 I C.2
E3 I c,,
E• IC.•
Eo I C.s
P'01
P'o2
P'o3
P'o4
P'o5
t.P1
t.P2
t.P3
t.P4
t.P5
So1
s.,
So,
s.,
s.,
s.
s
Building A
DL(KIPS)=
LL(KIPS)=
EQIKIPSl=
Eauation
sqrt(p/qall)
p/(B*B)
N*Ag/(B*B)
kg/km
o*Rs/1Rs*Ra-Ra+1 l
aa*Aa
O!l/KQ
Eauation
X*B
Hs+d
H2b-Hlz
E (ksf)orc,
E (ksf)orc,
E (ksf)orc,
E (ksf)orc,
E (ksf)orc,
q*I
q*I
q*I
q*I
a*I
ce1 *Hlz1"Iog((Po1 +DP1 )/Po1)
ce2"Hlz:Tlog((Pc2+DP2)/Po2)
ce3*Hlz3"1og((Po3+DP3)/Po3)
ce4*Hlz4*1og((Po4+DP4)/Po4)
ce5*Hlz5"1og((Po5+DP5)/Po5)
S1z.1+S1z2+S1z3+S1z4+S1z5
Square-design A
F11
225
80
50
305
8.73
11
2.52
6
0.156
7.9
9.61
30.2
0.21
F11
22
29.0
-7
NoLZ
0.01
0.01
0.01
0.01
0.01
3.840
3.840
3.840
3.840
3.840
0.16
0.16
0.16
0.16
0.16
0.00
0.00
0.00
0.00
0.00
0.0
<1/2
F9
F9
195
60
30
255
7.98
9
3.15
3
0.116
7.9
13.82
43.4
0.30
18
29.0
-11
NoLZ
0.01
0.01
0.01
0.01
0.01
3.840
3.840
3.840
3.840
3.840
0.14
0.14
0.14
0.14
0.14
0.00
0.00
0.00
0.00
0.00
0.0
<112
F11
250
75
40
325
9.01
11
2.69
4
0.104
7.9
12.38
38.9
0.26
F11
22
24.0
-2
NoLZ
0.01
0.01
0.01
0.01
0.01
3.240
3.240
3.240
3.240
3.240
0.25
0.25
0.25
0.25
0.25
0.00
0.00
0.00
0.00
0.00
0.0
<1/2
CiEOPIER®
SQUARE FOOTINGS
Version 3.0.6 August 2013
191 185 185 210
65 55 55 65
30 40 40 40
F10 F9 F9 F9 F8
256 240 240 275 256
8.00 7.75 7.75 8.29 8.00
10 9 9 9 8
2.56 2.96 2.96 3.40 4.00
4 3 3 3 3
0.126 0.116 0.116 0.116 0.147
7.9 7.9 7.9 7.9 7.9
10.85 13.01 13.01 14.90 15.70
34.1 40.9 40.9 46.8 49.3
0.23 0.28 0.28 0.32 0.34
F10 F9 F9 F9 F8
20 18 18 18 16
22.0 19.0 14.0 14.0 29.0
-2 -1 4 4 -13
4.0 4.0
NoLZ NoLZ ok ok NoLZ
0.01 0.01 0.01 0.01 0.01
0.01 0.01 0.01 0.01 0.01
0.01 0.01 0.01 0.01 0.01
0.01 0.01 0.01 0.01 0.01
0.01 0.01 0.01 0.01 0.01
3.000 2.640 2.280 2.280 3.840
3.000 2.640 2.520 2.520 3.840
3.000 2.640 2.520 2.520 3.840
3.000 2.640 2.520 2.520 3.840
3.000 2.640 2.520 2.520 3.840
0.23 0.29 0.40 0.45 0.14
0.23 0.29 0.32 0.37 0.14
0.23 0.29 0.32 0.37 0.14
0.23 0.29 0.32 0.37 0.14
0.23 0.29 0.32 0.37 0.14
0.00 0.00 0.03 0.04 0.00
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
0.0 0.0 0.0 0.0 0.0
<112 <1/2 <112 <1/2 <1/2
GEOPIER® Foundation Company
Project Name/Location:
Project No.:
Engineer:
Date:
INPUT PARAMETER VALUES· I Parameter I
Constructed RAP diameter (in)
Depth to groundwater (fl)
Total unit weight of soil (pcf)
Soil fricl. angle (degr)
Max. hor. oressure (osO
RAP cell cap. (kips)
Allowable bearing press. (ksf)
RAP stiffn. modulus (pci)
Soil stiffness modulus (ocil
Romeria Point Apartments, Carlsbad, CA
GDC-835
AMB
7/18/2024 Building A -Max Bearing
TOP OF PIER STRESS • SQUARE FOOTINGS
S:tmb I Val. I Parameter Svmb Eauation
d 24 Sustained column load (kips) p
dgw 50 Required footing width (fl) Br sqrt(p/qall)
g 120 Selected footing width (fl) B
f 28 Sustained bearing pressure (ksf) q p/(B*B)
omax 2500 Est. No. RAP elems per Qcell Nr p/Qcell
Selected No. RAP elems N
Qcell 120 ~a replacement ratio Ra N*Ag/(B*B)
qall 4 Stiffness ratio Rs kg/km
kg 325 Stress at too of GP lksfl aa a*Rs/1Rs*Ra-Ra+1 l
km 41 Load at too of GP Ckios l Qa aa*Aa
Square-design (A BEARING)
CiEOPIER®
SQUARE FOOTINGS
Version 3.0.6 August 2013
F11 F9 F11 F10 F9 F9 F9
726 405 605 550 405 405 405
13.47 10.06 12.30 11.73 10.06 10.06 10.06
11 9 11 10 9 9 9
6.00 5.00 5.00 5.50 5.00 5.00 5.00
6.1 3.4 5.0 4.6 3.4 3.4 3.4
6 3 4 4 3 3 3
0.156 0.116 0.104 0.126 0.116 0.116 0.116
7.9 7.9 7.9 7.9 7.9 7.9 7.9
22.88 21.95 23.05 23.31 21.95 21.95 21.95
71.9 68.9 72.4 73.2 68.9 68.9 68.9
GEOPIER® Foundation Company
Project Name/Location:
Project No.:
Engineer:
Date:
f)
INPUT PARAMETER VALUES·
Parameter
Allowable and-bearing (kips)
E or c, for LZ sublyr 1
E or c, for LZ sublyr 2
E or c, for LZ sublyr 3
E or c, for LZ sublyr 4
E or c, for LZ sublyr 5
Cale. settlement to X*B
Romeria Point Apartments, Carlsbad, CA
GDC-835
AMB
7/18/2024
TOP OF PIER STRESS
S mb Val. Parameter
d 24 Sustained column load (kips)
dgw 50 Required footing width (fl)
g 120 Selected footing width (fl)
f 28 Sustained bearing pressure (ksf)
max 2500
Selected No. RAP elems
Qcall 120 Area replacement ratio
qall 4 Stiffness ratio
kg 325 Stress at too of GP lksfl
km 41 Load at too of GP lkios l
Uooar zone settlement Cinl
LOWER ZONE SETTLEMENTS
Svmb Val. Parameter
Qab 18.8 Dplh to bottm of LZ from fig (fl)
E1 lc,1 0.01 Upper zone thickness (ft)
E2 I C.2 0.01 Lower zone thickness (ft)
E3 I c,, 0.01 Thickness of LZ sublayer 1 (ft)
E, I c.. 0.01 Thickness of LZ sublayer 2 (fl)
Eo I C.s 0.01 Thickness of LZ sublayer 3 (ft)
X 2 Thickness of LZ sublayer 4 (ft)
Thickness of LZ sublayer 5 (fl)
Total LZ thickness ok?
E or c, for LZ sublyr 1
E or c, for LZ sublyr 2
E or c, for LZ sublyr 3
E or c, for LZ sublyr 4
E or c, for LZ sublyr 5
Initial stress for sublyr 1 (ksf)
Initial stress for sublyr 2 (ksf)
Initial stress for sublyr 3 (ksf)
Initial stress for sublyr 4 (ksf)
Initial stress for sublyr 5 (ksf)
Ftg stress on sublyr 1 (ksf)
Ftg stress on sublyr 2 (ksf)
Ftg stress on sublyr 3 (ksf)
Ftg stress on sublyr 4 (ksf)
Fta stress on sublvr 5 (ksfl
Salt. of LZ sublayer 1 (in)
Sell. of LZ sublayer 2 (in)
Salt. of LZ sublayer 3 (in)
Sell. of LZ sublayer 4 (in)
Salt. of LZ sublayer 5 (in)
Total lower zone sett. (in)
Total UZ + LZ settlement linl
Svmb
p
Br
B
q
N
Ra
Rs
00
Qa
suz
Svmb
X*B
Hwe
Ho
H.,
H.,
H.,
H ..
H ..
E1 lc,1
E2 I C.2
E3 I c,,
E• IC.•
Eo I C.s
P'01
P'o2
P'o3
P'o4
P'o5
t.P1
t.P2
t.P3
t.P4
t.P5
So1
s.,
So,
s.,
s.,
s.
s
Building B
DL(KIPS)=
LL(KIPS)=
EQIKIPSl=
Eauation
sqrt(p/qall)
p/(B*B)
N*Ag/(B*B)
kg/km
o*Rs/1Rs*Ra-Ra+1 l
aa*Aa
O!l/KQ
Eauation
X*B
Hs+d
H2b-Hlz
E (ksf)orc,
E (ksf)orc,
E (ksf)orc,
E (ksf)orc,
E (ksf)orc,
q*I
q*I
q*I
q*I
a*I
ce1 *Hlz1"Iog((Po1 +DP1 )/Po1)
ce2"Hlz:Tlog((Pc2+DP2)/Po2)
ce3*Hlz3"1og((Po3+DP3)/Po3)
ce4*Hlz4*1og((Po4+DP4)/Po4)
ce5*Hlz5"1og((Po5+DP5)/Po5)
S1z.1+S1z2+S1z3+S1z4+S1z5
Square-design B
F10
210
65
35
275
8.29
10
2.75
2
0.063
7.9
15.19
47.7
0.32
F10
20
8.0
12
4.0
5.0
3.0
ok
0.01
0.01
0.01
0.01
0.01
1.560
2.100
2.580
2.760
2.760
0.92
0.52
0.34
0.30
0.30
0.10
0.06
0.02
0.00
0.00
0.2
0.5
F9
F9
180
55
25
235
25.00
9
2.90
2
0.078
7.9
14.96
47.0
0.32
18
8.0
10
4.0
5.0
1.0
ok
0.01
0.01
0.01
0.01
0.01
1.560
2.100
2.460
2.520
2.520
0.84
0.46
0.33
0.31
0.31
0.09
0.05
0.01
0.00
0.00
0.1
<112
F9
175
55
25
230
7.58
9
2.84
2
0.078
7.9
14.64
46.0
0.31
F9
18
8.0
10
4.0
5.0
1.0
ok
0.01
0.01
0.01
0.01
0.01
1.560
2.100
2.460
2.520
2.520
0.82
0.45
0.32
0.31
0.31
0.09
0.05
0.01
0.00
0.00
0.1
<112
CiEOPIER®
SQUARE FOOTINGS
Version 3.0.6 August 2013
180 210 180 155
55 65 55 45
30 30 20 20
F8 F9 F8 F8
235 275 235 200
7.66 8.29 7.66 7.07
8 9 8 8
3.67 3.40 3.67 3.13
2 2 2 2
0.098 0.078 0.098 0.098
7.9 7.9 7.9 7.9
17.32 17.51 17.32 14.74
54.4 55.0 54.4 46.3
0.37 0.37 0.37 0.32
F8 F9 F8 F8
16 18 16 16
8.0 8.0 8.0 8.0
8 10 8 8
4.0 4.0 4.0 4.0
4.0 5.0 4.0 4.0
1.0
ok ok ok ok
0.01 0.01 0.01 0.01
0.01 0.01 0.01 0.01
0.01 0.01 0.01 0.01
0.01 0.01 0.01 0.01
0.01 0.01 0.01 0.01
1.560 1.560 1.560 1.560
2.040 2.100 2.040 2.040
2.280 2.460 2.280 2.280
2.280 2.520 2.280 2.280
2.280 2.520 2.280 2.280
0.88 0.98 0.88 0.75
0.50 0.54 0.50 0.43
0.40 0.39 0.40 0.34
0.40 0.37 0.40 0.34
0.40 0.37 0.40 0.34
0.09 0.10 0.09 0.08
0.05 0.06 0.05 0.04
0.00 0.01 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.1 0.2 0.1 0.1
<112 0.5 <112 <1/2
F10
295
90
40
385
9.81
10
3.85
4
0.126
7.9
16.32
51.3
0.35
F10
20
8.0
12
4.0
5.0
3.0
ok
0.01
0.01
0.01
0.01
0.01
1.560
2.100
2.580
2.760
2.760
1.29
0.73
0.48
0.42
0.42
0.13
0.08
0.03
0.00
0.00
0.2
0.5
GEOPIER® Foundation Company
Project Name/Location:
Project No.:
Engineer:
Date:
Romeria Point Apartments, Carlsbad, CA
GDC-835
AMB
7/18/2024
Building B -Max Bearing
INPUT PARAMETER VALUES· TOP OF PIER STRESS -SQUARE FOOTINGS
Parameter Svmb Val. arameter Svmb Eauation
Constructed RAP diameter (in) d 24 sustained column load (kips) p
Depth to groundwater (fl) dgw 50 ~equired foaling width (fl) Br sqrl(p/qall)
Total unit weight of soil (pcf) g 120 ,elected footing width (fl) B
Soil frict. angle (degr) f 28 ,ustained bearing pressure (ksf) q p/(B*B)
Max. hor. oressure (osfl omax 250n =st. No. RAP elems per Qcell Nr p/Qcell
,elected No. RAP elems N
RAP cell cap. (kips) Qcell 120 \rea replacement ratio Ra N*Ag/(B*B)
~lowable bearing press. (ksf) qall 4 ,tiffness ratio Rs kg/km
RAP stiffn. modulus (pci) kg 32 tress at too of GP lksfl aa a*Rsl(Rs*Ra-Ra+ 11
Soil stiffness modulus (ocil km 4 oad at too of GP (kiosl Qa aa*Aa
Square-design (B BEARING)
CiEOPIER®
SQUARE FOOTINGS
Version 3.0.6 August 2013
400 324 324 256 324 256 256 256 400
10.00 9.00 9.00 8.00 9.00 8.00 8.00 8.00 10.00
10 9 9 8 9 8 8 8 10
4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00
3.3 2.7 2.7 2.1 2.7 2.1 2.1 2.1 3.3
2 2 2 2 2 2 2 2 4
0.063 0.078 0.078 0.098 0.078 0.098 0.098 0.098 0.126
7.9 7.9 7.9 7.9 7.9 7.9 7.9 7.9 7.9
22.09 20.63 20.63 18.87 20.63 18.87 18.87 18.87 16.95
69.4 64.8 64.8 59.3 64.8 59.3 59.3 59.3 53.3
GEOPIER® Foundation Company
Project Name/Location:
Project No.:
Romeria Point Apartments, Carlsbad, CA
GDC-835
Engineer: AMB
Date: 7/18/2024
INPUT PARAMETER VALUES· TOP OF PIER STRESS· RECTANGULAR FOOTINGS
!Parameter I S}'.mb I Val. I Parameter Svmb Eauation
Constructed RAP diameter (in) d 24 Sustained column load (kips) p
Depth lo groundwater (fl) dgw 50 Selected fooling width (fl) B
Total unit weight of soil (pcf) g 120 Required fooling length (fl) Lr
Soil frict. angle (degr) f 28 Selected footing length (fl) L
Max. hor. oressure In.oil omax 2500 Sustained bearing pressure (ksf) q p/(B*L)
Est. No. RAP elems per Qcell Nr p/Qcell
RAP cell cap. (kips) Qcell 120 Selected No. RAP elems N
Allowable bearing press. (ksf) qall 4 Area replacement ratio Ra N*Ag/(B*L)
RAP stiffn. modulus (pci) kg 325 Stiffness ratio Rs kg/km
Soil stiffness modulus (ocil km 41 Stress at top of GP (ksf) qg q*Rs/(Rs*Ra-Ra+1)
Load at too of GP lkios l Qa aa*Aa
INPUT PARAMETER VALUES· LOWER ZONE SETTLEMENTS I Parameter I S:tmb I Val. I Parameter Svmb Eauation
Allowable end-bearing (kips) Qeb 18.8 Dplh to bollm of LZ from fig (fl) X"B X"Beq
E or c. for L.Z sublyr 1 E1 /c,1 0.01 Upper zone thickness (fl) H.,, Hs+d
E or c, for L.Z sublyr 2 E2 / C,2 0.01 Lawer zone thickness (fl) H• H2b-Hlz
E or c. for L.Z sublyr 3 E, / C., 0.01 Thickness of L.Z sublayer 1 (fl) H•1
E or c, for L.Z sublyr 4 E., / c,, 0.01 Thickness of L.Z sublayer 2 (fl) H.,
E or c. for L.Z sublyr 5 Es/ C.s 0.01 Thickness of L.Z sublayer 3 (fl) H.,
Cale. settlement to X"B X 2 Thickness of L.Z sublayer 4 (fl) H ..
Thickness of L.Z sublayer 5 (fl) H ..
Total thickness ok?
E or c. for L.Z sublyr 1 E1 /c,1 E (ksf)orc,
E or c, for L.Z sublyr 2 E2 / C,2 E (ksf)orc,
E or c. for L.Z sublyr 3 E, / C., E (ksf)orc,
E or c, for L.Z sublyr 4 E• / c,, E (ksf)orc,
E or c. for L.Z sublyr 5 Es/ C.s E (ksf)orc,
Initial stress for sublyr 1 (ksf) P'01
Initial stress for sublyr 2 (ksf) P'o2
Initial stress for sublyr 3 (ksf) P'o3
Initial stress for sublyr 4 (ksf) P'o4
Initial stress for sublyr 5 (ksf) P'o5
Fig stress on sublyr 1 (ksf) 8P1 q*I
Fig stress on sublyr 2 (ksf) 8P2 q*I
Fig stress on sublyr 3 (ksf) 8P3 q*I
Fig stress on sublyr 4 (ksf) 8P4 q*I
Fla stress on sublvr 5 (ksfl 8P5 a*I
Sell. of L.Z sublayer 1 (in) s., ce1 *Hlz1*Iog((Po1 +DP1 )/Po1)
Sett. of L.Z sublayer 2 (in) So, ce2"'Hlz2"1og((Po2+DP2)/Po2)
Sell. of L.Z sublayer 3 (in) s., ce3*Hlz3*Iog((Po3+DP3)/Po3)
Sett. of L.Z sublayer 4 (in) s •• ce4*Hlz4"1og((Po4+DP4)/Po4)
Sell. of L.Z sublayer 5 (in) s .. ce5*Hlz5*1og((Po5+DP5)/Po5)
Total lawer zone sett. (in) s. S1z.1+S1z2+S1z3+S1z.4+S1z5
Total UZ + L.Z settlement linl s
Reel
CiEOPIER®
RECTANGULAR FOOTINGS
Version 3.0.6 August 2013
Bide B Bide A
CF-6 24"Mat
252 504
6.00 10.50
10.50 12.00
10.50 12.00
4.00 4.00
2.1 4.2
2 4
0.100 0.100
7.9 7.9
18.75 18.75
58.9 58.9
CF-6 24"Mat
15.9 22.4
9.0 24.0
6.9 -1.6
7
ok NoLZ
0.01 0.01
0.01 0.01
0.01 0.01
0.01 0.01
0.01 0.01
1.734 3.600
2.148 3.600
2.148 3.600
2.148 3.600
2.148 3.600
0.67 0.38
0.43 0.38
0.43 0.38
0.43 0.38
0.43 0.38
0.12 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.1 a.a
0.5 <1/2
GEOPIER® Foundation Company
Project Name/Location:
Project No.:
Romeria Point Apartments, Carlsbad, CA
GDC-835
Engineer: AMB
Date: 7/18/2024
INPUT PARAMETER VALUES· TOP OF PIER STRESS· CONTINUOUS FOOTINGS
!Parameter I S}'.mb I Val. I Parameter Svmb Eauation
Constructed RAP diameter (in) d 24 Sustained wall load (kif) p
Depth lo groundwater (fl) dgw 50 Est. Geopier spacing per Qcell (fl) sreq Qcell/p
Total unit weight of soil (pcf) g 120 Selected Geopier spacing (fl) s
Soil frict. angle (degr) f 28 Required footing width (fl) Breq p/qall
Max. hor. oressure In.oil omax 2500 Selected footing width (fl) B
Sustained bearing pressure (ksf) q p/B
RAP cell cap. (kips) Qcell 120 Area replacement ratio Ra Ag/(B*s)
Allowable bearing press. (ksf) qall 4 Stiffness ratio Rs kg/km
RAP stiffn. modulus (pci) kg 325 Stress at lop of GP (ksf) qg q*Rs/(Rs*Ra-Ra+1)
Soil stiffness modulus (ocil km 41 Load at too of GP lkios l Qa aa*Aa
Upper zone settlement linl suz nntKn
INPUT PARAMETER VALUES· LOWER ZONE SETTLEMENTS I Parameter I S:tmb I Val. I Parameter Svmb Eauation
Allowable end-bearing (kips) Qeb 18.8 Dplh to bottm of LZ from fig (fl) X"B X"B
E or c. for L.Z sublyr 1 E1 /c,1 0.01 Upper zone thickness (fl) H.,, Hs+d
E or c, for L.Z sublyr 2 E2 / C,2 0.01 Lawer zone thickness (fl) H• H2b-Hlz
E or c. for L.Z sublyr 3 E, / C., 0.01 Thickness of L.Z sublayer 1 (fl) H•1
E or c, for L.Z sublyr 4 E., / c,, 0.01 Thickness of L.Z sublayer 2 (fl) H.,
E or c. for L.Z sublyr 5 Es/ C.s 0.01 Thickness of L.Z sublayer 3 (fl) H.,
Cale. settlement to X"B X 5 Thickness of L.Z sublayer 4 (fl) H ..
Thickness of L.Z sublayer 5 (fl) H ..
Total thickness ok?
E or c. for L.Z sublyr 1 E1 /c,1 E (ksf)orc,
E ar c, for L.Z sublyr 2 E2 / C,2 E (ksf)arc,
E or c. for L.Z sublyr 3 E, / C., E (ksf)orc,
E ar c, for L.Z sublyr 4 E• / c,, E (ksf)arc,
E or c. for L.Z sublyr 5 Es/ C.s E (ksf)orc,
Initial stress for sublyr 1 (ksf) P'01
Initial stress for sublyr 2 (ksf) P'o2
Initial stress for sublyr 3 (ksf) P'o3
Initial stress for sublyr 4 (ksf) P'o4
Initial stress for sublyr 5 (ksf) P'o5
Fig stress an sublyr 1 (ksf) 8P1 q*I
Fig stress on sublyr 2 (ksf) 8P2 q*I
Fig stress an sublyr 3 (ksf) 8P3 q*I
Fig stress on sublyr 4 (ksf) 8P4 q*I
Ftq stress an sublvr 5 (ksfl 8P5 q*I
Sell. of L.Z sublayer 1 (in) s., ce1*Hlz1*Iog((Po1 +DP1 )/Po1)
Sett. al L.Z sublayer 2 (in) So, ce2"Hlz2"1og((Po2+DP2)/Po2)
Sell. of L.Z sublayer 3 (in) s., ce3"Hlz3•1og((Po3+DP3)/Po3)
Sett. al L.Z sublayer 4 (in) s •• ce4"Hlz4•1og((Po4+DP4)/Po4)
Sell. of L.Z sublayer 5 (in) s .. ce5*Hlz5*Iog((Po5+DP5)/Po5)
Total lawer zone sett. (in) s. S1z.1+S1z2+S1z3+S1z.4+S1z5
Total UZ + L.Z settlement linl s
Strip
GEOPIER®
CONTINUOUS FOOTINGS
Version 3.0.6 August 2013
Bide A
GB-2
10
12.00
23
2.50
2.5
4.00
0.055
7.9
23.00
72.3
0.49
GB-2
12.5
24.0
-11.5
NoLZ
0.01
0.01
0.01
0.01
0.01
3.600
3.600
3.600
3.600
3.600
0.24
0.24
0.24
0.24
0.24
0.00
0.00
0.00
0.00
0.00
a.a
<1/2
WCi 11 CiEOPIER~
July 18, 2024
Alliance Diversified Enterprises, Inc.
Attn: Judd Hatzky
665 Opper Street
Escondido, Ca 92029
Western Ground Improvement, Inc.
209 Avenida Del Mar
Suite 2018
San Clemente, California 92672
Tel: (714) 336-3702
www.westerngroundimprovement.com
Re: Quality Control Package for a Geopier® Foundation System -Delta 1
Romeria Pointe Apartments
Carlsbad, California
GFC Project No.: GDC-835
Dear Mr. Hatzky,
Western Ground Improvement, Inc. has completed the Geopier® foundation design for the above
project. The following documents are included herein:
• Geopier Quality Control Package
We are pleased to have provided you with our design services. If you have any questions, please
contact this office.
Sincerely,
Western Ground lmpr
Aron B
Regional
WCi 11 CiEOPIER~
QUALITY CONTROL PACKAGE FOR GEOPIER FOUNDATIONS
(Copy to be provided to Owner's QA Representative)
Project:
Project Number:
Geopier Designer:
Mobile:
E-Mail:
Geotechnical Engineer:
Contact:
Phone:
Structural Engineer:
Phone:
Referenced Drawings:
Date of Drawings:
Romeria Pointe Apartments
Carlsbad, California
GDC-835
Aaron Bishop, P.E.
714.336.3702
aaron@westerngroundimprovement.com
GeoSoils, Inc.
John P. Franklin, CEG
760.438.3155
Kurt Fischer Structural Engineering
818.874.1445
S-110 and S-122
05/05/22
Anticipated Geotechnical Conditions:
The subsurface conditions generally consist of up to 24 feet of sandy clay and silty sand fill over
Tertiary Santiago Formation consisting of stiff to hard clay and sandstone. Groundwater was
not encountered.
Gradina:
Piers are to be installed after grading. New fill should be placed and compacted as
recommended by the project geotechnical engineer. Please include a two-week hold period
between fill placement and footing/slab construction for areas requiring greater than 5 feet of
grade raise fill.
Special Site Considerations:
We are only responsible for settlement control of foundations supported by Geopier elements
and are not responsible for differential and total settlements induced below non-pier-supported
exterior wall footings.
The RAP solution does not mitigate expansive soils. Guidance provided by the Geotechnical
Engineer should be followed as it pertains to mitigating expansive soils.
RAPs have not been designed to reinforce slope stability. Slope stability should be evaluated
by others.
ATTACHMENTS -GEOPIER SCHEDULE
GEOPIER MODULUS TEST SCHEDULE
GEOTECHNICAL INFORMATION
Geopier Foundation Company® CiEOPIER ®
Project Name: Romeria Point Apartments
Project Location: Carlsbad, Ca GEOPIER® SCHEDULE
Project Number: GDC-835
Ant1cIpatea
Geopier® Pad Top of
Shaft Length, Elevation, Geopier® Approximate
Geopier® Width, Length, Thickness, (ft) (ft) Elevation, Bedrock
Building Number(s) Type I Mark (ft) (ft) (in) (1) (2) (ft) Elevation (ft)
A 1 -18 SLAB - -6 28 84.70 84.70 60
A 19 -28 SLAB - -6 23 84.70 84.70 65
A 29-30 SLAB - -6 28 84.70 84.70 60
A 31 -33 SLAB - -6 23 84.70 84.70 65
A 34-40 SLAB - -6 18 84.70 84.70 70
A 41 SLAB - -6 28 84.70 84.70 60
A 42-43 SLAB - -6 23 84.70 84.70 65
A 44-45 SLAB - -6 18 84.70 84.70 70
A 46-47 SLAB - -6 13 84.70 84.70 75
A 48-50 SLAB - -6 23 84.70 84.70 65
A 51 -53 SLAB - -6 18 84.70 84.70 70
A 54-58 SLAB - -6 13 84.70 84.70 75
A 59-64 F11 11.0 11 .0 36 25 84.70 82.00 60
A 65 GB-2 2.5 -24 22 84.70 79.00 60
A 66 GB-2 2.5 -24 22 84.70 79.00 60
A 67-70 24" MAT - -24 22 84.70 79.00 60
A 71 -73 F8 8.0 8.0 36 25 84.70 82.00 60
A 74 GB-2 2.5 -24 26 84.70 83.00 60
A 75-77 F9 9.0 9.0 36 25 84.70 82.00 60
A 78 -81 F11 11 .0 11 .0 36 20 84.70 82.00 65
A 82-85 F10 10.0 10.0 36 15 84.70 82.00 70
A 86-88 F9 9.0 9.0 36 15 84.70 82.00 70
A 89 -91 F9 9.0 9.0 36 10 84.70 82.00 75
A 92-94 F9 9.0 9.0 36 10 84.70 82.00 75
B 95-122 SLAB - -6 4 65.90 65.90 65
B 123 SLAB --6 6 65.90 65.90 63
B 124 -133 SLAB - -6 4 65.90 65.90 65
B 134 SLAB --6 6 65.90 65.90 63
B 135 -139 SLAB - -6 4 65.90 65.90 65
B 140-141 SLAB - -6 9 65.90 65.90 60
B 142 -153 SLAB --6 4 65.90 65.90 65
B 154 -156 F10 10.0 10.0 36 2 65.90 63.50 65
B 157 -158 F9 9.0 9.0 36 2 65.90 63.50 65
B 159 -160 F9 9.0 9.0 36 2 65.90 63.50 65
B 161 -162 F8 8.0 8.0 36 2 65.90 63.50 65
B 163 -164 F9 9.0 9.0 36 2 65.90 63.50 65
B 165 -166 F8 8.0 8.0 36 2 65.90 63.50 65
B 167 -168 F8 8.0 8.0 36 2 65.90 63.50 65
B 169-170 CF-6 6.0 -24 -2 65.90 60.50 65
B 171 -174 F10 10.0 10.0 36 2 65.90 63.50 65
NOTES: ( 1) Geo pier elements shall completely penetrate fill and extend approximately 5' into formational material.
(2) Elevations shall be confirmed prior to Geopier element installation.
page 1 of 1
Geopier Foundation Company® CiEOPIER ®
Project Name: Romeria Point Apartments
Project Location: Carlsbad, Ca Geopier® Modulus Test Schedule
Project Number: GDC-835
Geopier Design Stress: 17 ,510 psf ----,,-,,....----;,-----Geo pier Element Design Diameter: 24 in.
Modulus Test Location: near Geopier #6 ---..... .,;.----Test Geopier Element Shaft Length: 28 ft --...---------Concrete Cap Diameter: 24-26 in.
___ ...,. ___ _
Concrete Cap Thickness: 2 ft --.......... -.......... ----Geopier Design Load: __ 5.,.5.., . .,.01 ___ k_ip,,.s ___ _
Geopier Design Modulus: 325 pci
--------Tot a I Geopier Element Depth: ___ 3_0_ft __ _
Ram Load, Percent of Minimum Maximum
Load No. (kips) Design Stress Duration Duration Remarks
2.75 5.0% NIA NIA seatinci load
1 9.17 16.7% 15 min 60 min
2 18.33 33.3% 15 min 60 min
3 27.50 50.0% 15 min 60 min
4 36.67 66.7% 15 min 60 min
5 45.84 83.3% 15 min 60 min
6 55.01 100.0% 15 min 60 min
7 64.16 116.6% 60 min 240 min
8 73.34 133.3% 15 min 60 min
9 82.51 150.0% 15 min 60 min
10 55.01 100.0% NIA NIA rebound, unload
11 36.31 66.0% NIA NIA rebound, unload
12 18.15 33.0% NIA NIA rebound, unload
13 2.75 5.0% NIA NIA rebound, unload
Notes:
1 -The Geopier element to be used in the modulus load testing should be installed in a manner similar to production, at least 4 days prior to
testing, so that pore-pressures have adequate time to dissipate.
2 -The modulus load test shall be performed to a stress not less than 150% of the design maximum top-of-pier stress indicated in the Geopier
Design Calculations.
3 -The modulus load test Geopier element shall be installed to a depth of 30 feet below the ground surface with a 2-foot thick unreinforced
concrete (minimum 2,500 psi) leveling pad. The modulus load test Geopier shall penetrate the fill.
4 - A telltale shall be installed in the bottom one-third of the tested Geopier element. Telltale deflections shall be monitored concurrent with top of
Geopier deflections during the modulus load test.
5 -The modulus load test setup shall be as shown on Geopier Construction Drawing GP0.1. Helical anchors should be installed in accordance
with manufacturers specifications.
6 - A representative of the owner's geotechnical consultant should be present to witness the load test.
GEOTECHNICAL INFORMATION
The attached boring logs have been prepared by others and are included solely for
reference purposes. The boring logs should be used for information only and are not
intended to represent geotechnical recommendations for this project. The project
geotechnical report should be reviewed in its entirety for more information.
0 20
10
Feet
Sc-ale: 1"=10'
PROPERTY LINE FENCE
PER LANDSCAPE PLANS
TEMPORARY SHORING
SEE SHEET SH-1.0
BMP-1 B'
325 SF BIOF ... :ATION PLANTER
" FX FUC. TRFF •.
' I
I
/w
'
\ ., ,\
\
\
Afc
\
\
~
·O '
' .
~
.'ORTIO's OF EXIST BROW
)ITCH TO REMAIN
• EX. PEPPER TREES, T'O REivUIN
Buildi .l;l g A
ROOF DRAIN OUTLET
TO BMP (TYP)
I
B-2
.,.
!TD=16'
I •
.
I .
I
~
..
I
:'I r' . ' I ' .
. I '
lr--'~l'-\A-.-1 2 i
I. i,
, f$ i
' 1('.>· / , . -T
/ .i :
/1 I I
'o ,' I ,'
. cl . '
-,. ~-; 'c···"-~
y •.
371 ~r'-,P ',
4 "
A
'6 i) I •
.Fo ~5
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I . I .
,..,..t/ I
"'· "" "-L c,~ ; I
~~-. --
'' 0 / --'J' : i:: • 7 )q ' :s
. f l~ -' r1 I '7 -
.•• Afu
Afc
sa
,I
== -_ GROUP OFT
_ EXc'fREE -~REMAIN
=';'I ;;,Q~R-F~M;';';A~"'<=
---~~,.,,,~~::;
____ _,.c--~ ,;L-i' "~--~
,,
-:,,_ -_;,/ ·-
~t
B-1 .. -··
•. ." TD=1612 ' ••• ..• ,/ ••
.i ~U' 3 OUTLET \ ./ • 66.80 TG. ••
,/ 58.65 INV
f;~ .•
Afc
Tsa
6 g r . s .
I .
I .
I .
I
I
I
SEE SHEET FOR 6 SEWEf
& STOR'vl DRAIN PLANS j .
6p
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\
'
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<$!
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•• \ · ' \ 560 SI' [l!Ol'JL TRA TTON PLANTER
• • -; 0 FG BASIN A f C :EE DE~ AIL SHEET 3 )
\\\
EX SEWERMH
\
tV!
'<'$
' \, ' ' ' ,,,,
\
v ,, ....
' '
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to
tQ
,,,, \
Qs
Afu
Afc
Tsa
r ?-./ -
CPT-5
' -•-'
B-2 s TD=41f'
B-2 • TD=17'
TP-2 4 I
C C' 1---11
GS/ LEGEND
QUA TERNARY (RECENT) SLUMP DEPOSITS
AR11FICIAL FILL -UNDOCUMENTED
AR11FICIAL FILL -COMPAC1ED PLACED UNDER
PURVIEW OF BEi (1970)
1ER11ARY SAN11AGO FORMA 110N, CIRCLED WHERE
BURIED
APPROX/MA 1E LOCA 110N OF GEOLOGIC CONTACT,
QUERIED WHERE UNCERTAIN
APPROX/MA 1E LOCA 110N OF CONE PENETRA 110N JEST
SOUNDING W/1H TOTAL DEP1H IN FEET (GS/. 2006a)
APPROX/MA 1E LOCA 110N OF EXPLORATORY BORING
ltl1H TOTAL DEP1H IN FEET (GS/, 2004)
APPROX/MA 1E LOCA 110N OF EXPLORATORY BORING
ltl1H TOT AL DEP1H IN FEET (ECSCEI, 2001)
APPROX/MA 1E LOCA 110N OF EXPLORATORY TEST PIT
ltl1H TOT AL DEP1H IN FEET (ECSCEI, 2001)
LOCA 110N OF GEOLOGIC CROSS SEC110N
APPROX/MA 1E LOCA 110N OF FA/LURE SCARP
APPROX/MA 1E ELEVA 110N OF BURIED GEOLOGIC
CONTACT BETWEEN Afc & Tsa IN FEET (NGVD29)
APPROX/MA 1E ELEVA 110N CONTOUR OF BURIED
GEOLOGIC CONTACT BETWEEN Afc & Tsa IN FEET
(NGVD29)
/ ifr: ;, ' I ,
-,¼ '
i-4..D . ' '• ROOF RAIN OUTLET
-;--
~
150' STOPPTKG SIGHT DISTANCE LIKE PER
CALTRANS HIGHWAY DESIGN 'v!A"JUAL (25MPH)
I
t
I .
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------
4
I ·, - . ______ , __ .__..._ ' -r -----=-·--c::-_:::-..::.---,.,.-::::'-:-=' ------
---L
I I EX TREE TO llE REM0JVED
-· --
·"o/ "'j~ ~ -~ ~!--~?.-C":: _~ ~ ---
tJ EX CU
GUITHR&
S!Ul'.Wj\.LK Ex 1.5'' SERVICE W/1" METER -
(IRRIG ) ~
SEE STREET IMPROVE~1ENT PLANS
FOR OH-SITE IMPROVl'.Ml'.NTS
<l~ __________ _f •• .__ -..
·-•. I
--f\i
~~::c:a}• r_!&. 1
·., [X~~-I .
EX. 8" SEWER PER DWG 169-4
EX, 8'' WATERPERDWG 169-4
I '; ' ' •
1-J ••
I I
' I
~
Afc ~-
Tsa
.
I j
I .
I
8
B_EREMO'(ED•
(TYP)
'
_. ·· '0.R. •
iivy .
< 39 sr llTOl'TLTRATION PLANTER
. 64 I FG BASl"l
(SEE DETAIL SHEET 4)
150' STOPPING SJGJ-!1-0JSTANCl'. L!Nl'. PER
CAL TRANS HIGHWAY DESIGN MAKUAL (25MPH)
f------1----e-<' 1 ~' -------------------1-----l-----1 nA"TF INITIAi 11\IITl .61
I\
o" Cr~_)\
1 Gll43FL • I •
:------
L
0
\
\
RCE ___ _
REVIEWED BY:
\
\\ 20
\\ .
\\\\
\\
"AS BUILT"
EXP. ____ _
10'
30
DATE
UPDATED
GEOTECHNICAL MAP
Plate 1
w.o. 7297-A5-SC DATE: 05/22 SCALE: 1" = 10'
APPENDIX B
LOGS OF SUBSURFACE EXPLORATIONS
B.1 -ECSCEI, 2001
B.2 -GSI, 2004
B.3 -GSI, 2006a
GeoSoils, Inc.
APPENDIX B
LOGS OF SUBSURFACE EXPLORATIONS
B.1 -ECSCEI, 2001
GeoSoils, Inc.
LEGACY DEVELOPMENT, LLC PROJECT NO. 0l-1147Hl
I R s BORING NO.I N E 0 M L I p 0 A s L L I T 0 EQUIPMENT: GAS-POWERED AUGER A s I I C C T V D L L E u E E A SAMPLING METHOD: R p s s C= CHUNK SAMPLE D E C T A s B= BULK SAMPLE, R 0 H M I y C M p F U= UNDISTIJRBED DRIVE 0 p
I L I D N A
N E C E T C A N E T
f T T s N I E y I I T 0
E p 0 SOIL DESCRIPTION T N
T E N y % %
0 SC TAN. DA.VIP TO MOIST, SOFT TO MEDIUM STIFF SANDY Cl.A Y (Qaf) -
I DARK BROWN, MOIST, LOOSE TO MEDIUM DENSE, Cl.A YEY SAND -2 -SC TAN, MOIST, SOFT TO MEDIUM STIFF SANDY Cl.A Y
J .
4 -s -
6
.. -
7 -
8 .. -
9 -
IO ·-CL SANTIAGO FORMATION (Tsa) -DARK GRAYISH BROWN. MOIST, MEDIUM STIFF Cl.A Y
II B --12 BROWN, MOIST. MEDIUM STIFF SANDY CLAY .
IJ -
14 -
15 -
16 SC-TAN MOIST. DENSE, SA."IDSTONE -SM
17 BOTTOM OF EXPLORATORY HOLE
-
18
PLATE NO. 2 l I DATE LOGGED: APRlL 12, 2001
LOGGED BY: M. DUNCAN
9
W .0. 4460-A-SC Plate B.1-1
LEGACY DEVELOPMENT. UC PROJECT NO. 0l-l 147HJ
I R
I
s BORING NO. 2 N E 0 M L I p 0 A s L L I T 0 ' EQUIPMENT: GAS~POWERED AUGER A s I I C C T V D L L SAMPLING METIIOD: E u E E A R p s s C= CHUNK SAMPLE D E C
T A s B= BULK SAMPLE, R 0 H M l y C M p F U= UNDISTURBED DRIVE 0 p
I L I D N A
N E C E T C
A N E T
F T T s N I
E y . I I T 0
E p 0 SOIL DESCRIPTION T N
T E N y % %
0 --T A.'I. MOIST, SOFT TO MEDIUM STIFF SANDY CLAY (Qal)
-B
I .
2 ---
3 -BROWN. MOIST, SOFT TO MEDIUM STIFF SANDY Cl.AV
4 . SC TAN. MOIST TO WET. LOOSE TO MEDIUM DENSE, SILTY. CLAYEY SAND
s -
6 .
7 CL GRAYISH BROWN. MOIST. SOFT TO MEDIUM STIFF SANDY Cl.A Y
8 .
9 -
10 CL SANTIAGO FORMATION (Tsa) -DARK BROWN. MOIST, MEDIUM STIFF SANDY CLAY
11 -
12 GRAYISH BROWN.MOIST. MEDIUM STIFF, SANDY CLAY
-
13
14 -
IS B SC-TAN MOIST, DENSE. SANDSTONE
-SM
16 -BOTTOM OF EXPLORATORY HOLE -
17
-
18
I
PLATEN0.3 I I DA TE LOGGED: APRIL 12, 200 I
LOGGED BY: M. DUNCAN
10
W.0. 4460-A-SC Plate B.1-2
LEGACY DEVELOPMENT, LLC PROJECT NO. 0l-l 147HJ
I K s
TRENCH NO. I N E 0 M L I p 0 A s L
EQUIPMENT: CASE 580 E BACKHOE L I T 0 A s I I C C T V D l L
SAMPLING METHOD: E u E E A R p s s U= UNDISTURBED DRIVE D E C T A s
C= CHUNK SAMPLE R 0 H M I y C M p F B= BULK SAMPLE 0 p I L I D N A N E C E T C A N E T F T T s N I E y l I T 0 E p 0 T N T E N
SOIL DESCRIPTION V % 'Yo
0 SC TAN, DAMP TO MOIST, SOFT TO MEDIUM STIFF SANDY CL<\ Y WITH GRAVEL: (Qaf) .
I DARJC BROWN. MOIST LOOSE TO MEDRJM DENSE, CLAYEY SAND .
2 C 105.8 18.7 . SC TAN, MOIST, SOFT TO MEDIL"M SrIFF SANDY ClA Y
) C 103.4 20.2 . BROWN, MOIST. SOFT TO MEDIUM STIFF, SANDY CLAY
4 -GRAYISH BROWN. MOIST, LOOSI::, SILTY.CLAYEY SAND
5 -
6 C 105.0 18.0 -
7 -g
-
9 BLUEISH BROWN, MOIST, LOOSE 10 MEDIUM DENSE.CLAYEY SAND -
10 CL SANTIAGO FORMATION (Tsa) -DARK GRAYISH BROWN, MOIST, MEDIUM STIFF CLAY: BOTTOM OF EXPLORATORY TRENCH II
-
12 -
IJ
-
14 -
1S
I I
-
PLATEN0.4 I I DATE LOGGED: MAY 2, 2001
LOGGEDBY:M.DUNCAN
11
W.O. 4460-A-SC Plate B.1-3
Wd'::W :':J
LEGACY DEVELOPMENT, LLC PROJECT NO.01-1147HJ
I R s TRENCHNO.2 N E 0 M L I p 0 A s L EQUIPMENT: CASE 580 E BACKHOE L I T
0 A. s I I C C T V D L L SAMPLING METHOD: E u E E A. R p s s U= UNDISTIJRBED DRlVE D E C T A s C= CHUNK SAMPLE R 0 H M I y C M p F B= BULK SAMPLE 0 p
I L I D N A N E C E T C A N E T F T T s N I E y l I T 0
E p 0 T N
T E N SOIL DESCRIPTION y % ¾
0 SC TAN, DAMP 10 MOIST, SOFT 10 MEDIUM STIFF SANDY Ct.A Y (Qaf)
-
I -2 -
3 -BROWN, MOIST. SOFT TO MEDIUM STIFF SANDY CLAY
4 -TAN, MOIST TO WET, LOOSE TO MEDIUM DENSE. SIL lY, CL\ YEY SAND
s C JI0.J 17.2 . TAN BROWN. WET, SOFT TO MEDIUM STIFF SANDY Cl.A Y: LA YER OF OVERSIZED ROCK
6 .
7 Ll<JHT TAN, MOIST, LOOSE TO MEDIUM DENSE. SILTY SAND .
8 .
9 -
10 CL SANTIGO FORMATION (Tsa) . DARK GRAYISH BROWN. MOIST. MEDIUM STIFF CLAY: BOTTOM OF EXPLORATORY TRENCH
II -
12 .
13 -
14 .
IS
PLATE NO. 5
J I DATE LOGGED: MAY2. 2001
LOGGEDBY:M.DUNCAN
12
W.O. 4460-A-SC Plate B.1-4
APPENDIX B
LOGS OF SUBSURFACE EXPLORATIONS
B.2 -GSI, 2004
GeoSoils, Inc.
UNIFIED SOIL CLASSIFICATION SYSTEM CONSISTENCY OR RELATIVE DENSITY
Major Divisions Group Typical Names CRITERIA Symbols
GW Well-graded gravels and gravel-
sand mixtures, little or no fines Standard Penetration Test ~ C: .!!l ltl Q) Q) .!!1 ~ ..,_ C "U) Poorly graded gravels and Penetration ~ oos:t (_) ~
a>·-(!) GP gravel-sand mixtures, little or no Resistance N Relative 111~Uci "iii "iii o ltlz fines (blows/fl) Density >E.::: 0 f! 0 lJl § 0 C\I
(!) * iii "O Silty gravels gravel-sand-silt 0-4 Very loose Ill • 1i5 ..c GM = 0 0 0 a> mixtures oz ID O -~ ~ :!: en c:
"O 0 ~ ~;: 4 -10 Loose
~ "O GC Clayey gravels, gravel-sand-clay
-~ -~ mixtures 10 -30 Medium (!) It! ch a5 Well-graded sands and gravelly Ill ~ 30-50 Dense ~* SW rao C: Ill sands, little or no fines 8 'g .... Q)
0 C: 6, al "C Q) C: > 50 Very dense * O·--al al ·-Ill u en Poorly graded sands and :5 Ill g g-.i: SP ~ -g C .J:: 0 gravelly sands, little or no fines
0 It!~ Q) z ::!: Cl)+-'~cn SM Silty sands, sand-silt mixtures Q) It! Q) ~ 0 Ill ~..C: Ill 0 o Ill
E ~ C :t:::: ~ Clayey sands, sand-clay &1l :: ii: SC mixtures
Inorganic silts, very fine sands, Standard Penetration Test
ML rock flour, silty or clayey fine
sands (/l
~ ~~ ~ Unconfined u _§ .!!1 Inorganic clays of low to Penetration Compressive Q) -g :g 0 medium plasticity, gravelly clays, "iii CL Resistance N Strength 0 al 6-cil! sandy clays, silty clays, lean 0 (blows/fl} Consistenc:t'. (tons/ft") Ill C\I :¥l :::d5 clays ~ . en en ~ Organic silts and organic silty <2 Very Soft <0.25 "O Ill Q) Q) OL clays of low plasticity C: Ill -~ gj 2-4 Soft 0.25-.050
(!) C.
cb ~ Inorganic silts, micaceous or 4-8 Medium 0.50-1.00 C: 0 MH diatomaceous fine sands or silts, ii: E (/l cil!
0 ~,,,,g elastic silts
u ~ la 8-15 Stiff 1.00-2.00 * Inorganic clays of high plasticity, 0 -g :2 ;:i CH ID al ::::, ~ fat clays 15-30 Very Stiff 2.00-4.00 ~g;
--Q) en ~ >30 Hard >4.00 Cl Organic clays of medium to high OH plasticity
Highly Organic Soils PT Peat, mucic, and other highly
organic soils
3" 3/4" #4 #10 #40 #200 U.S. Standard Sieve
Unified Soil Gravel Sand Silt or Clay
Classification Cobbles I I I coarse fine coarse medium fine
MOISTURE CONDITIONS MATERIAL QUANTITY OTHER SYMBOLS
Dry Absence of moisture: dusty, dry to the touch trace 0-5% C Core Sample
Slightly Moist Below optimum moisture content for compaction few 5-10 % s SPTSample
Moist Near optimum moisture content little 10 -25 % B Bulk Sample
Very Moist Above optimum moisture content some 25-45% -Groundwater
Wet Visible free water; below water table Qp Pocket Penetrometer
BASIC LOG FORMAT:
Group name, Group symbol, (grain size), color, moisture, consistency or relative density. Additional comments: odor, presence of roots, mica, gypsum,
coarse grained particles, etc.
EXAMPLE:
Sand (SP), fine to medium grained, brown, moist, loose, trace silt, little fine gravel, few cobbles up to 4" in size, some hair roots and rootlets.
File:Mgr: c;\SoilClassif.wpd PLATE B.2-1
GeoSoils, Inc.
PROJECT: KARNAK
Romeria Points, Carlsbad
Sample
-~'fi" s !E en o = a. J, -0 c~ t "' ::, ~ --QI ;: (.) .0
Q) ::i -g .e 0 en [ ?:-0 ID =>2 iii :::, Cl) 0
CL
5 SM 101.1
10 113.1
CL
l
~ 2 C/) 'i5 ::;;;
19.4
15.3
C 0 ~ ::::, 1v CJ)
81.0
87.9
BORING LOG
BORING B-1
DATE EXCAVATED
w.o. __ 4_4_6_o_-A_-s_c __
SHEET_ OF__1_
8-12-04
SAMPLE METHOD:
._,...
.. .r .
":-,Y""' ..;..:..· .
. '-<"""'.·
.:-.-:-· ·...;.-:,.· .
. ......--.·
y":'·_ -~-
,"'-(".·
Standard Penetration Test
:;J.. Groundwater
Undisturbed, Ring Sample
Description of Material
ARTIFICIAL FILL:
@ O' SANDY CLAY, gray brown, dry, soft; porous, non-uniform.
@ 1' SANDY CLAY, olive gray to brown to dark brown, damp to
moist, medium stiff; oversize rock (12") encountered@ 2',
non-uniform.
@ 5' SIL TY SAND, yellow brown to gray brown, moist, medium
dense; non-uniform.
@ 10' SANDY CLAY, yellow brown to gray brown, moist, stiff;
non-uniform.
TERTIARY SANTIAGO FORMATION:
@ 11 ½' SANDY CLAYSTONE, dark gray brown to brown, moist,
medium stiff to stiff.
15-l---llrr,.,-l----!--,...,,+-----+---l--....,,...---f"L.uc+---c::--~.,......,,.....,...,..,=-:,....,..-,:-:-:--:-:-:=-==-=------:-:,---,-----;--,---=-:---, Push 4 cusc 113.9 11.0 99.7 @ 15' SANDY CLAYSTONE, medium brown, moist, very stiff to
20
25
5-8" CLAYEY SAND, yellow brown to gray to dark gray brown to
orange, moist, dense; abundant angular pebble-to cobble-size
clasts.
Practical Refusal Due to Oversize Rock @ 16½'
No Groundwater/Caving Encountered
Backfilled 8-12-2004
Romeria Points, Carlsbad GeoSoils, Inc. PLATE B.2-2
GeoSoils, Inc.
PROJECT: KARNAK
Romeria Points, Carlsbad
Sample
g ~'5' !E Cf) 0 ~ c..
.~-g c~ £ "' ::> -"' ~ () .0 a. -c.a Cl) t ~ Q) :5 c ...
0 ID ::> .3 in ::> CJ) 0
CL
5
10 104.1
15 111.9
C: 0 ~ .2 C1l Cf)
20.8 93.7
14.2 79.0
BORING LOG
BORING B-2
DA TE EXCAVATED
SAMPLE METHOD:
Standard Penetration Test
'5l Groundwater
Undisturbed, Ring Sample
Description of Material
ARTIFICIAL FILL:
WO. 446 0-A-SC
SHEET_ OF2_
8-12-04
@ O' SANDY CLAY, brown, dry, soft; porous, occasional pebble-
to cobble-size clasts (subrounded to subangular), non-uniform.
@ 2' SANDY CLAY, brown, moist, medium stiff; occasional
subangular cobble-to boulder-size clasts, non-uniform.
@ 5' SANDY CLAY, brown to dark brown, moist to wet, medium
stiff; occasional to abundant subangular cobble-to boulder-size
clasts, non-uniform.
@ 10' SANDY CLAY, yellow brown to gray, moist, soft to
medium stiff; occasional subrounded cobble-size clasts,
non-uniform.
@ 15' SILTY SAND, yellow brown, moist, medium dense to
SANDY CLAY, gray to brown, moist, stiff; non-uniform.
20-+---l777>+=:----c--=+---=-+--:--:--=--::--+-=--c:-+--::--:::-::----b-777:f----::::----=-=:-:-=:---:---:-c:=-:--::-:--:c77'---:--:------:-~--::-::=------:-=-------l Push 6 CL 110.9 17.8 96.0 @ 20' SANDY CLAY, olive gray, moist, stiff, non-uniform.
/1
CL
25+--~=+--·--:2=--+.:cc--:-u-;;:s;--;:c;1---:;171-=-1.74--t--;;18;-;.3.t-.1,_;oo"."O::,
SM
TERTIARY SANTIAGO FORMATION (REPROCESSED):
@24' SANDY CLAYSTONE, dark gray brown to brown, moist,
medium stiff or anic odor subhorizontal contact.
@ 25' SANDY CLAYSTONE, orange to gray, moist, stiff.
@ 29' SIL TY SANDSTONE w/GRAVEL, brown, moist to wet,
Romeria Points, Carlsbad GeoSoils, Inc. PLATE B.2-3
GeoSoils, Inc.
PROJECT: KARNAK
Romeria Points, Carlsbad
Sample
I
~13 g !1::! en o ;t:: C.
J,"O c~ .c en :::, a. ...: ·-., 3: u.o "O.o en E Q) :5 c:-0 ~ a ID :::,.3 ffi -::,£ 0
CL
-
-
SW
SM
35-+---17"7"7",71----t-------+---
-~ 8 CL 101.9
-
-
~ 0
~ .3 ,n ·5
~
18.1
C 0 ~ i en
76.9
BORING LOG
BORING B-2
DATE EXCAVATED
W.O. 4460-A-SC
SHEET _3_ OF --3.__
8-12-04
SAMPLE METHOD:
Standard Penetration Test
'5l-Groundwater
Undisturbed, Ring Sample
Description of Material
:0, \ dense.
.. .. . . . . ...;....·
J-
@ 30' SANDY CLAYSTONE w/GRAVEL, brown, moist to wet,
dense; abundant rounded cobble-size clasts.
@ 33' Grades to SANDSTONE w/GRAVEL, brown, damp,
dense: abundant Debbie-to cobble-size clasts .
@ 34' SIL TY SANDSTONE w/CLAY, gray to orange, moist,
dense· weak subhorizontal beddinq calic.l:e.
@ 35' CLAYEY SANDSTONE, gray, moist, very de·nse;
occasional subangular cobble-size clasts, weak subhorizontal
bedding.
I
r
f
4o_-1--+..~'777"f----1=2-+--,9.11~1---...,..11:-c:6'"""".2,----,1--:-:13::-c_5:c-t-c:8:-::5.--:-1--¥-~~-.-?-'·1----=@::--:-40-::c':-::S=-=1-=-LTY=-:---=s=-=A:--:-N-:-::D::--:S=-=T:;:'.O~N-;::E:-,-g-ra-y--;-b-ro-w-n,-d7a_m_p_,_v_e_ry_d--;-e-n_s_e __ ---1
-
45-
-
50-
-
55-
-
-
Romeria Points, Carlsbad
Total Depth= 41½'
No Groundwater/Caving Encountered
Backfilled 8-12-2004
GeoSoils, Inc. PLATE B.2-4
APPENDIX B
LOGS OF SUBSURFACE EXPLORATIONS
B.3 -GSI, 2006a
GeoSoils, Inc.
GeoSoils Inc
~uh;11 Location Romeria Point Operator ML-JH Filename SDF(458}.c~t
CONEPENETJlOMmRTlSTING&DIKlCJ.n/StlCIIOUI' Job Number 4460-A3-SC Cone Number DSG0409 GPS
Hole Number CPT-01 Date and Time 10/4/2006 1 :46:04 PM Maximum Depth 33.96ft
Water Table Depth 32.00 ft
0:::: CPTDATA 0
I ~ I-...J UJ a.. 6 I a.. UJ .-TIP FRICTION Fs/Qt SPTN UJ ~ 0 !S (/) co 0 TSF 400 0 TSF 12 0 % 12 0 350 0 12
0 ~ ..----=
----------
pa-( < ~ ( f 7 ~ ~
5 -1 i> ..___ -L c -~---=-10 ,---t==-..____ -,.,--t=
( ~
~ ( ________,.-> 15
~
<' ~ \ >
.£.) ~ -
20 ( / ~
:i e----~ s: ~ .. ~ -i < -:;=-
25 ~ -----. --==ec_
= :::== -""' S.__~ • i ~ "-::-,. -~ 30 1--===---.
~ ~ .;,;=-
< --, ': :::=--~ --=--_.,
35 I-----'
40
45
50
■ 1 -sensitive fine grained ■4-silty clay to clay ■ 7 -silty sand to sandy silt ■ 10-gravelly sand to sand
■ 2-organic material ■ 5 -clayey silt to silty clay 8-sand to silty sand ■ 11 -very stiff fine grained (*)
■ 3-clay ■ 6 -sandy silt to clayey silt ■ 9-sand ■ 12-sand to clayey sand (*) Plate B.3-1
Depth Increment *Soil behavior type and SPT based on data from UBC-1983
GeoSoils Inc
~uh;11 Location Romeria Point Operator ML-JH Filename SDF(460}.c~t
CONEPENETJlOMmRTlSTING&DIKlCJ.n/StlCIIOUI' Job Number 4460-A3-SC Cone Number DSG0409 GPS
Hole Number CPT-02 Date and Time 10/4/2006 2:44:31 PM Maximum Depth 37.24ft
Water Table Depth 32.00 ft
0:::: CPTDATA 0
I ~ I-...J UJ a.. 6 I a.. UJ .-TIP FRICTION Fs/Qt SPTN UJ ~ 0 !S (/) co 0 TSF 400 0 TSF 12 0 % 12 0 350 0 12
0 p
~to,-~ -..... r 1 -_,,-,, r 5 s= c / =;;f_ ~ --~--10 T j ""> 5 = r r-~ = r -
15 ?
l ~
< ~ l ,,.-
20 _?
} ~ > ~-
~ 25 \
30 t I=-L
----
_f t = ~ ~ ~
I=-s -= ~ ----,____,__
t:::=----z.___ -> t--------35 --=::::: --~ =
40
45
50
■ 1 -sensitive fine grained ■4-silty clay to clay ■ 7 -silty sand to sandy silt ■ 10-gravelly sand to sand
■ 2-organic material ■ 5 -clayey silt to silty clay 8-sand to silty sand ■ 11 -very stiff fine grained (*)
■ 3-clay ■ 6 -sandy silt to clayey silt ■ 9-sand ■ 12-sand to clayey sand (*) Plate B.3-2
Depth Increment *Soil behavior type and SPT based on data from UBC-1983
GeoSoils Inc
~uh;11 Location Romeria Point Operator ML-JH Filename SDF(463}.c~t
CONEPENETJlOMmRTlSTING&DIKlCJ.n/StlCIIOUI' Job Number 4460-A3-SC Cone Number DSG0409 GPS
Hole Number CPT-03B Date and Time 10/4/2006 3:51 :43 PM Maximum Depth 35.60 ft
Water Table Depth 32.00 ft
0:::: CPTDATA 0
I ~ I-...J UJ a.. 6 I a.. UJ .-TIP FRICTION Fs/Qt SPTN UJ ~ 0 !S (/) co 0 TSF 400 0 TSF 12 0 % 12 0 350 0 12
0 v -~ ( 11111
l_ ~ :=:, ~
5 D
= "';> ? -z • □
~p ~ ~ ~
10 ••
~
(__
> ~
~ <:: -----~
15 < ---=i =
( ~
-,:_;;
=-
~
,, ~ >
20 ~ r i==-z:: -! ) 7 25 ,J z \_:, <---7 _f 30 (
( t •
<:::: 3 > D ~
--=-= <,' ____,--35 ~ ~ --~ ~
40
45
50
■ 1 -sensitive fine grained ■4-silty clay to clay ■ 7 -silty sand to sandy silt ■ 10-gravelly sand to sand
■ 2-organic material ■ 5 -clayey silt to silty clay 8-sand to silty sand ■ 11 -very stiff fine grained (*)
■ 3-clay ■ 6 -sandy silt to clayey silt ■ 9-sand ■ 12-sand to clayey sand (*) Plate B.3-3
Depth Increment *Soil behavior type and SPT based on data from UBC-1983
GeoSoils Inc
~uHl11
CONEPENETJlOMmRTlSTING&DIKlCJ.n/StlCIIOUI'
Location Romeria Point Operator
Job Number 4460-A3-SC Cone Number
ML-JH
DSG0409
Hole Number CPT-04 Date and Time 10/4/2006 4:51 :05 PM
Water Table Dept_h ____________ 3_2_.0_0_ft _____________ _
I CPTDATA
I-a.. w--TIP FRICTION 0 !S 0 TSF 400 0 TSF 12 0
Fs/Qt
%
0 ~ c;
5 ~
10 ~ -
15
}
20 t
25 ~
~
30
~ p
35 L,---
c'.'.:
c---p-
40 ~
45 R
? -~ 50
■ 1 -sensitive fine grained
■ 2-organic material
■ 3-clay
---> ~ >
---= --=-==-L ; 0---
l__ c s~ ,--
l
<;:,
l
') = ( -----,
~
■ 4 -silty clay to clay
■ 5 -clayey silt to silty clay
■ 6 -sandy silt to clayey silt
----
■ 7 -silty sand to sandy silt
8 -sand to silty sand
■ 9-sand
12
~
Filename
GPS
SDF(464).cpt
Maximum Depth 51.34 ft
SPTN
0
?
_) ~
'S
'-
1
1
\
~ ~
==..._
C r---=---rs;=. < F=--z_
i-------._
< f-'
[> C ,----,
?
"'" -sec:
■ 10 -gravelly sand to sand
■ 11 -very stiff fine grained (*)
■ 12 -sand to clayey sand (*)
••• •••
·-Ii
12
II~
Plate B.3-4
Depth Increment *Soil behavior type and SPT based on data from UBC-1983
GeoSoils Inc
~uh;11 Location Romeria Point Operator ML-JH Filename SDF(459}.c~t
CONEPENETJlOMmRTlSTING&DIKlCJ.n/StlCIIOUI' Job Number 4460-A3-SC Cone Number DSG0409 GPS
Hole Number CPT-05 Date and Time 10/4/2006 2:22:15 PM Maximum Depth 16.40 ft
Water Table Depth 32.00 ft
0:::: CPTDATA 0
I ~ I-...J UJ a.. 6 I a.. UJ .-TIP FRICTION Fs/Qt SPTN UJ ~ 0 !S (/) co 0 TSF 400 0 TSF 12 0 % 12 0 350 0 12
0 J? 5 ---------
t7
---
_=:::=, 2 I . 't;== ._. ~ 5 ~ -"'---, / -t:= _:;::=---= -D l [_ < ~ __,. = ~
10 I~~ ~ -:) v=---•...J I! ~ ~ -~
cc___ =-.c 15 ~ = .--::=-
20
25
30
35
40
45
50
■ 1 -sensitive fine grained ■4-silty clay to clay ■ 7 -silty sand to sandy silt ■ 10-gravelly sand to sand
■ 2-organic material ■ 5 -clayey silt to silty clay 8-sand to silty sand ■ 11 -very stiff fine grained (*)
■ 3-clay ■ 6 -sandy silt to clayey silt ■ 9-sand ■ 12-sand to clayey sand (*) Plate B.3-5
Depth Increment *Soil behavior type and SPT based on data from UBC-1983