21-104292 -AGGREGATE PIER GROUND IMPROVEMENTS[]Ell 11 FORMA
1111 11 CONSTRUCTION
Date: 1/24/2022
Olympic View K-8
2626 SW 327th St
Federal Way, WA 98023
Submittal Transmittal Letter
Project No.: 21070
Federal Way Public Schoo
33330 8th Avenue South
Federal Way, WA 98003
REVIEWED FOR CODE
COMPLIANCE
FOR COMPLIANCE WITH THE APPLICABLE
CONSTRUCTION CODES IDENTIFIED BELOW.
❑BUILDING ❑X STRUCTURAL
❑MECHANICAL ❑PLUMBING
McGranahan Architects Forma Construction Co.
Contact: Christopher J. Lilley Contact: Ahmed Alwaili PLAN REVIEW ACCEPTANCE OF DOCUMENTS
CTION TO
2111 Pacific Avenue, Suite 100 2823 29th Ave SW PROCEED IN VIOLATION OF ANY FEDERAL,
TE R LOCAL REGULATIONS.
Tacoma, WA 98402 Tumwater WA 98512 BY: MEM DATE:02/02/22
Phone: (253) 383-3084 Phone: (206) 965-5646 WEST COAST CODE CONSULTANTS, INC.
Subcontractor: Geopier Northwest, Inc.
Submittal # Description: Aggregate Pier Ground
005.1- 3166 13 improvements
Submittal
❑x
Type
Product Data
These
®
Are Transmitted as
For Approval
checked below
❑ Reviewed as Submitted
❑
Shop Drawings
❑
For Information
❑ Noted as Submitted
❑
LEED Info
❑
As Requested
❑ Returned for Corrections
❑
❑
❑
Samples
Other:
Certificates
❑
❑
For your Use
I Attached ❑
❑ Revise and Resubmit
1 Under Separate Cover:
Item
001
Spec Sub
Section•
316613 1.05. A
Description
Product Data
For Approval
002
316613 1.05. B
Notes.
Ahmed Alwaili 1/24/2022
Forma's Representative (Print Name) Date of Submittal
Forma CC Submittal Transmittal 1
rorma SUDmlttal 5iamp
LJ f I The review is for General Conformance with the plans and specifications only and shall not be construed as
�000 complete check. Review of dimensions or count will not serve to relieve the subcontractor or supplier of
contractual responsibility for any error or deviation from the contract requirements. Subcontractor/ supplier
FORMA shall field verify all dimensions and existing conditions prior to fabrication.
CONSTRUCTION
It is hereby certified that the material shown and marked in this submittal is that proposed to be incorporated into the Work
under this Contract, is in compliance with the Contract Documents, can be installed in the allocated spaces, and is submitted
for acceptance.
Submittal # 005.1 — 31 6613
Certified by: Ahmed Alwaili Date: 1/24/2022
Architect / Engineer Submittal Stamp & Comment Section
Architect Stamp
Engineer / Consultant Stamp
Reviewed by: Bruce Guenzler , AESI
Review date: 01/24/2022
For: Geotechnical
x❑ No Exceptions Taken
Reviewed with Comments
Revise and Re -submit
This review has been for general content only. Lack of
exceptions does not imply acceptance nor relieve
submitter from compliance with all requirements of the
contract documents or any laws or regulating
a uthorities.
Associated Earth Sciences, Inc.
Forma CC Submittal Transmittal
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RAMMED AGGREGATE PIERS (RAP) ELEMENT FOUNDATION CONSTRUCTION NOTES
1. RAMMED AGGREGATE PIER (RAP) FOUNDATION SUPPORT IS AS DESIGNED BY GEOPIER FOUNDATION COMPANY, INC., DAVIDSON, NORTH
CAROLINA (DESIGNER).
2. RAP ELEMENT LAYOUT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR (GC). GEOPIER ELEMENT SHALL BE INSTALLED IN THE FIELD
WITHIN 6—INCHES OF LOCATION SHOWN ON THESE PLANS.
3. A QUALIFIED, FULL—TIME QUALITY CONTROL (QC) REPRESENTATIVE PROVIDED BY THE RAP INSTALLER (THE INSTALLER) SHALL BE
RESPONSIBLE FOR INSTALLATION OF THE RAP 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 RAP INSTALLATION
PROCEDURES.
4. RAP ELEMENTS SHALL BE BASED ON THE FOLLOWING CRITERIA UNLESS OTHERWISE APPROVED IN WRITING BY THE DESIGNER:
A. RAP ELEMENTS SHALL BE WITHIN 3 INCHES OR DEEPER THAN THE DEPTHS SHOWN ON THE PLANS.
B. THE MANDREL SHALL GENERALLY BE RAISED 4 FEET AT A CONSTANT RATE DETERMINED FROM THE FLOW RATE TESTS. THE TIME
REQUIRED TO RAISE THE MANDREL SHALL NOT BE LESS THAN 5 SECONDS PER FOOT UNLESS VERIFIED BY FLOW RATE TESTS AND
APPROVED BY THE DESIGNER AND GEOPIER FOUNDATION COMPANY. THE MANDREL SHALL BE DRIVEN DOWNWARD USING IMPACT
AND CROWD DRIVING FORCE SUCH THAT AN APPROXIMATE 3 FOOT THICK COMPACTED LIFT OF AGGREGATE IS CONSTRUCTED.
C. A CROWD STABILIZATION TEST (CST) SHALL BE PERFORMED ON THE FIRST FIVE (5) INSTALLED PIERS (INCLUDING PRE —PRODUCTION
PIERS) TO ESTABLISH ACCEPTANCE CRITERIA FOR THE MAXIMUM ALLOWABLE DEFLECTION OF THE MANDREL UNDER THE
FULL —STATIC CROWD PRESSURE OF THE CLOSED —ENDED MANDREL. THE CST SHOULD BE PERFORMED IN ACCORDANCE WITH THE
FOLLOWING GUIDELINES:
(1) CST SHOULD BE PERFORMED BY SHUTTING THE HAMMER ENERGY OFF AT THE TOP OF A COMPACTED LIFT IN THE BOTTOM
ONE—HALF OF THE PIER.
(2) ONCE THE HAMMER ENERGY IS OFF AND THE MANDREL IS RESTING ON TOP OF THE LAST COMPACTED LIFT, STATIC CROWD
PRESSURE SHOULD BE APPLIED TO THE PIER FOR A PERIOD OF TEN SECONDS. THE CORRESPONDING DEFLECTION OF THE
MANDREL IS THEN NOTED AND RECORDED.
(3) RESULTS OF THE INITIAL CST SHOULD BE PROVIDED TO THE DESIGNER FOR REVIEW AND ESTABLISHMENT OF ACCEPTANCE
CRITERIA AND FREQUENCY OF CST. THE FREQUENCY OF CST MAY VARY DEPENDING ON THE SOIL CONDITIONS; HOWEVER, BSTS
SHALL BE PERFORMED ON NO LESS THAN 10% OF THE PRODUCTION PIERS.
D. RAP ELEMENT AGGREGATE SHALL GENERALLY COMPLY WITH AN ASHTO 57 GRADATION, EXCEPT THAT PARTICLES PASSING THE NO.
40 SIEVE SHALL BE ELIMINATED, OR SHALL BE MINIMIZED UNIFORM GRADED AGGREGATE WITH PARTICLE SIZES RANGING FROM 0.75
TO 1.5 INCHES SELECTED BY THE INSTALLER AND SUCCESSFULLY USED IN THE MODULUS TEST.
5. WHEN OBSTRUCTIONS ARE ENCOUNTERED THAT CANNOT BE REMOVED WITH CONVENTIONAL RAP INSTALLATION EQUIPMENT, THE GC SHALL
BE RESPONSIBLE FOR REMOVING THE OBSTRUCTIONS. IF THE GC DOES NOT DO SO IN A TIMELY MANNER THAT DOES NOT INTERRUPT RAP
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 DESIGN BOTTOM OF PAD ELEVATION THE
OBSTRUCTION SHALL BE REMOVED AS OUTLINED ABOVE. THE RESULTING EXCAVATION SHALL THEN BE BACKFILLED AND COMPACTED IN
ACCORDANCE WITH THE PROJECT SPECIFICATIONS. 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.
6. RAP ELEMENTS NOT MEETING THE REQUIREMENTS DEFINED IN THE DESIGN AND MODULUS TEST SHALL BE RE —INSTALLED TO MEET PROJECT
REQUIREMENTS UNLESS OTHERWISE APPROVED IN WRITING BY THE DESIGNER.
7. ELEVATIONS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE REPORTED IN WRITING TO THE INSTALLER'S QC
REPRESENTATIVE PRIOR TO INSTALLING RAP ELEMENTS.
8. UTILITY LOCATIONS ARE THE RESPONSIBILITY OF THE GC. THE DESIGNER SHALL BE NOTIFIED OF ANY CONFLICTS WITH RAP LOCATIONS
SHOWN ON THE PLANS. NEW UTILITIES EXCAVATIONS SHALL BE LIMITED TO THE ZONE DEPICTING ON DETAIL 2 ON THIS SHEET. IF
EXCAVATIONS ARE PLANNED WITHIN THE RAP "NO DIG" ZONE, THE DESIGNER SHOULD BE NOTIFIED IMMEDIATELY TO DISCUSS EXCAVATION
OPTIONS.
9. RAP ELEMENTS ARE LOCATED AT THE INTERSECTION OF REFERENCE GRID LINES OR AT THE CENTERLINE OF STRIP FOOTINGS UNLESS
DIMENSIONED OTHERWISE.
10. AFTER COMPLETION OF RAP INSTALLATIONS, THE GC IS RESPONSIBLE FOR PROTECTION OF THE WORK. THIS INCLUDES, BUT IS NOT
LIMITED TO, PROPER SITE DRAINAGE TO PREVENT PONDING OF WATER ABOVE THE RAP ELEMENTS AND APPROPRIATE CONTROL AND
COORDINATION OF EARTHWORK AND ANY SUBSEQUENT DRILL ACTIVITIES SUCH AS ELEVATOR SHAFT CONSTRUCTION, TO PREVENT DAMAGE
TO INSTALLED RAP ELEMENTS.
11. ALL RAP ELEMENTS HAVE A MINIMUM NOMINAL TOP DIAMETER OF 18 INCHES WITH 36 INCH LIFTS. GEOPIERS ELEMENTS INSTALLED
THROUGH THE FILL WITH ANTICIPATED DEPTHS OF 8 TO 22 FEET.
12. THESE DRAWINGS ARE BASED ON THE STRUCTURAL DRAWINGS PROVIDED BY PCS STRUCTURAL SOLUTIONS. THE RAP ELEMENT LAYOUT
LOCATION PLAN ARE FOR RAP ELEMENT NUMBER, LOCATION, AND LAYOUT ONLY. THE DESIGNER ACCEPTS NO RESPONSIBILITY FOR
LOCATION OF PAD SHOWN ON THESE PLANS. THE DESIGNER SHALL BE NOTIFIED IMMEDIATELY IF INFORMATION ON THESE PLANS
CONFLICTS WITH STRUCTURAL OR ARCHITECTURAL DRAWINGS.
A13. THE RAP FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL INFORMATION PROVIDED IN THE SUBSURFACE EXPLORATION BY
ASSOCIATED EARTH SCIENCES, REPORT DATE MARCH 30, 2021. GEOPIER FOUNDATION COMPANY, INC., 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, INC. 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.
14. THE GROUND IMPROVEMENT AREAS ARE BASED ON THE DESIGN INFORMATION PROVIDED TO US BY PCS STRUCTURAL SOLUTIONS. IN THE
EVENT THE STRUCTURAL LOADS VARY THE DESIGNER SHALL BE NOTIFIED.
CONCRETE FOOTING CONSTRUCTION SUPPORTED BY RAP NOTES
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TYPICAL GEOPIER ELEMENT
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NOTE:
STRUCTURAL BACKFILL MAY BE PLACED BETWEEN THE
TOPS OF THE GEOPIER ELEMENTS AND THE BOTTOM OF
FOOTING. THE STRUCTURAL BACKFILL SHALL BE PLACED
IN ACCORDANCE WITH RECOMMENDATIONS PROVIDED BY FOOTINGS TO BE
THE GEOTECHNICAL ENGINEER AND SUITABLE FOR SUPPORTED BY
SUPPORT OF THE FOUNDATION LOADS. GEOPIER ELEMENTS.
5'-0" LIMITS OF DISTURBANCE: ADJACENT
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+ + + + ; +o + + ° + �;; + +� EXCAVATIONS MUST BE OUTSIDE
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ADJACENT EXCAVATION DETAIL
2 NOT TO SCALE
1. ALL EXCAVATIONS FOR THE FOOTINGS SHALL BE PREPARED IN ACCORDANCE WITH THE PLANS AND GEOTECHNICAL REPORT.
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2. FOOTINGS SHALL BE POURED AS SOON AS POSSIBLE FOLLOWING FOOTING EXCAVATIONS. IT IS THE CONTRACTORS RESPONSIBILITY TO PROTECT FOOTING
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BEARING SURFACES FROM WET WEATHER AND DISTURBANCE. A "MUD MAT" (3 INCH THICKNESS OF LEAN CONCRETE) OR COMPACTED CRUSHED ROCK
SURFACE IS RECOMMENDED TO PROTECT BEARING SURFACES.
3. PRIOR TO CONCRETE, MUD —MAT OR BASE ROCK PLACEMENT, THE TOP OF THE RAMMED AGGREGATE PIERS SHALL BE COMPACTED WITH A STANDARD,
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HAND —OPERATED IMPACT COMPACTOR (IE JUMPING JACK COMPACTOR). WHERE COMPACTABLE GRANULAR SOILS ARE PRESENT, THE COMPACTION SHOULD
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BE PERFORMED OVER THE ENTIRE FOOTING SUBGRADE. CARE SHOULD BE TAKEN TO AVOID COMPACTION OF ANY SENSITIVE SILTY SUBGRADES. SPECIFIC
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RECOMMENDATIONS SHALL BE PROVIDED BY THE GEOTECHNICAL ENGINEER.
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4. PONDING OF WATER IN THE FOOTING EXCAVATION SHOULD BE AVOIDED. OVEREXCAVATION OF ANY LOOSE, WET OR SOFTENED SOILS SHOULD BE MADE
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PRIOR TO CONCRETE PLACEMENT.
5. EXCAVATION AND SURFACE COMPACTION OF ALL FOOTING SUBGRADES SHALL BE THE RESPONSIBILITY OF THE GC.
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6. THE GEOTECHNICAL ENGINEER OR TESTING AGENCY SHALL INSPECT EACH FOOTING AND APPROVE IT IN WRITING ON THE SAME DAY THAT THE CONCRETE
OR MUD —MAT IS POURED. THE APPROVAL SHALL STATE THAT THE RAMMED AGGREGATE PIER ELEMENTS AND BEARING SURFACES HAVE BEEN PROPERLY
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COMPACTED (PER ITEM 3) AND THAT THE FOOTING BEARING SURFACE IS FREE OF ANY LOOSE, SOFTENED OR DISTURBED SOILS.
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GEOPIER @
"Geopier" is the registered trademark of the Geopier Foundation Company, Inc. This drawing
contains information proprietary to The Geopier Foundation Company, Inc. and its licensees.
The information contained herein is not to be transmitted to any other organization unless
specifically authorized in writing by the Geopier Foundation Company, Inc.
Geopier is the property of The Geopier Foundation Company, Inc. and is protected under U.S.
Patent No. 5249892 and other patents pending.
21—GNW-1 1 16
DATE 12/20/2021
SHEET NUMBER
NOTE:
GEOPIER DESIGN
DOCUMENTS
AND PLANS ARE ONLY
VALID
IF INSTALLED BY
A LICENSED
GEOPIER INSTALLER.
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"Geopier" is the registered trademark of the Geopier Foundation Company, Inc. This drawing
cv contains information proprietary to The Geopier Foundation Company, Inc. and its licensees.
The information contained herein is not to be transmitted to any other organization unless
specifically authorized in writing by the Geopier Foundation Company, Inc.
Geopier is the property of The Geopier Foundation Company, Inc. and is protected under U.S.
Q Patent No. 5249892 and other patents pending.
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FOUNDATION PLAN -
NORTH
GEOPIER LEGEND
NUMBERED 18* X-1 GEOPIER
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PROJECT NUMBER
21-GNW-1
1 16
GEOPIER PLAN NOTES:
DATE
12/20/2021
1.
THIS DRAWING IS BASED ON STRUCTURAL DRAWINGS PROVIDED BY
PCS STRUCTURAL SOLUTIONS.
SHEET NUMBER
2.
FOOTING OUTLINES ARE FOR INFORMATION ONLY. SEE STRUCTURAL
AND/OR ARCHITECTURAL PLANS FOR
FOOTING DIMENSIONS AND DETAILS.
3.
FOOTING LOCATIONS SHALL BE IN ACCORDANCE WITH STRUCTURAL
AND/OR ARCHITECTURAL DRAWINGS,
DIMENSIONS, AND DETAILS.
GP2.0
4.
GEOPIER ELEMENTS UNDER WALLS AND COLUMNS SHALL BE CENTERED UNDER FOOTINGS AS SHOWN,
DIMENSIONED FROM CONTROL POINTS ESTABLISHED FROM STRUCTURAL AND/OR ARCHITECTURAL PLANS.
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"Geopier" is the registered trademark of the Geopier Foundation Company, Inc. This drawing
cv contains information proprietary to The Geopier Foundation Company, Inc. and its licensees.
The information contained herein is not to be transmitted to any other organization unless
specifically authorized in writing by the Geopier Foundation Company, Inc.
Geopier is the property of The Geopier Foundation Company, Inc. and is protected under U.S.
Q Patent No. 5249892 and other patents pending.
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NORTH
GEOPIER LEGEND
NUMBERED 18' X-1 GEOPIER
NOTE:
GEOPIER DESIGN
DOCUMENTS
AND PLANS ARE ONLY
VALID
IF INSTALLED BY
A LICENSED
GEOPIER INSTALLER.
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PROJECT NUMBER
21 —GNW-1116
GEOPIER PLAN NOTES:
DATE
12/20/2021
1.
THIS DRAWING IS BASED ON STRUCTURAL DRAWINGS PROVIDED BY
PCS STRUCTURAL SOLUTIONS.
SHEET NUMBER
2.
FOOTING OUTLINES ARE FOR INFORMATION ONLY. SEE STRUCTURAL
AND/OR ARCHITECTURAL PLANS FOR
FOOTING DIMENSIONS AND DETAILS.
3.
FOOTING LOCATIONS SHALL BE IN ACCORDANCE WITH STRUCTURAL
AND/OR ARCHITECTURAL DRAWINGS,
DIMENSIONS, AND DETAILS.
GP2.1
4.
GEOPIER ELEMENTS UNDER WALLS AND COLUMNS SHALL BE CENTERED UNDER FOOTINGS AS SHOWN,
DIMENSIONED FROM CONTROL POINTS ESTABLISHED FROM STRUCTURAL AND/OR ARCHITECTURAL PLANS.
GEOPIER "
TO: Design Team
Geopier Northwest
40 Lake Bellevue, Suite 100
Bellevue, Washington 98005
Tel. 425.646.2995 -Fax 425.646.3118
www.geopier.com
January 21, 2022
SUBJECT: Design Submittal REVISED
Olympic View School — Federal Way, WA
This letter and the attached documents represent our design submittal for Geopier° soil
reinforcement at the site of the planned Olympic View School project located in Federal Way,
WA. The following paragraphs document our design of the Geopier reinforcement system for
support of footings.
Geopier Reinforcement Design
Subsurface information, as documented in the geotechnical report completed by Associated
Earth Sciences, Inc., has been utilized as the basis for our design. The simplified soil conditions
consist of:
- Loose to very dense silty sand / sand FILL
- Followed by medium dense to very dense silty sand / sand
- Groundwater was not encountered during drilling exploration
The Geopier elements will be founded in the native soils and are designed to provide the
allowable 5,000 psf bearing pressure, which can be increased by 1/3 for short duration loads for
all supported footings. Geopier elements have been positioned beneath footings based on
loading provided by the structural engineer which is attached to this submittal letter. The layout of
the Geopier reinforcement is shown on the Geopier Foundation Plan, Sheets GP1.1. the
systems.
Our design utilizes 18-inch drill diameter Geopier elements and we anticipate drill depths of 8 to
22 feet in order to penetrate the fill soils and be founded in the competent native soils. Following
the installation of the Geopier elements, the subgrade should be compacted to meet
requirements established by the geotechnical engineer.
Settlement
For our analysis, settlements are first calculated for a zone extending from the bottom of the
footing to the depth of the reinforcement. The weighted modulus method (Bowles 1988) is used
to estimate settlement in the reinforced zone. This method is described in the Geotechnical
Engineering Division/ASCE publication "Control of Settlement and Uplift of Structures Using
Short Aggregate Piers) by Dr. Evert C. Lawton, Dr. Nathanial Fox, and Dr. Richard L. Handy
Additional settlement may occur in the "lower zone" or in the unimproved soil beneath the
reinforced zone. The lower zone settlement is calculated using an elastic approach. Based on
our analyses, we estimate that total settlement (static) will be less than an inch. Differenti al
Geopier and Rammed Aggregate Pier' are registered trademarks of Geopier Foundation Company, Inc.
Olympic View School January 21, 2022
Federal Way, WA Page 2
settlement most likely will be less than '/2 an inch. Please see our attached calculations for
additional information.
Regarding the potential for seismic settlement, groundwater was not encountered during the
borings nor in the monitoring well (EB-2W) which was installed to 75 feet. Additionally, the
geotechnical report notes that:
• "The observed site sediments were observed to be unsaturated and are not expected to
be prone to liquefaction due to their generally high density and absence of shallow
groundwater."
Based on the information above, the risk for seismic settlement is low. Our design will meet the
specifications to limit total and differential post -seismic settlement to less than 1 inch.
Geopier Installation and Modulus Testi
The installation of the Geopier reinforcement, including a downward modulus test, will be
completed in general accordance with the specifications. The installation and the modulus test
will be conducted under the supervision of an experienced geotechnical engineer from Geopier
Northwest. The modulus test will consist of loading the Geopier element in increments to 150%
of the design load while measuring deflections to verify the design parameters. The modulus
test will also incorporate a creep test at 115% of the design load.
We appreciate the opportunity to work with you on this project. If you have any questions or
require further information, please call.
Sincerely,
Geopier Northwest Inc.
/ 0 ,
David Van Thiel, P.E., G.E.
Attachments: Geopier Foundation Plan and Construction Notes, Sheets GP0.1, GP1.1, and
Geopier Calculations
GEOPIER® Foundation Company
Project: OLV Settlement
No.:
Engnr: DVT
Date: 11/2/21
GEOPIER®
SQUARE FOOTINGS
Version 3.0.6 August 2013
Parameter
I S mb
Val.
Parameter
Symb
I Equation
JF5
JF6
JF7
JF8
JF4
RAP diameter (in)
d
18
Column load (kips)
P
125
180
245
320
80
Depth to groundwater (ft)
dgw
30
Required footing width (ft)
Br
sgrt(P/qall)
5.00
6.00
7.00
8.00
4.00
Total unit weight of soil (pcf)
g
125
Selected footing width (ft)
B
5
6
7
8
4
Soil frict. angle (degr)
f
30
Footing bearing pressure
q
P/(B*B)
5.00
5.00
5.00
5.00
5.00
Max. hor. pressure sf
pmax
2500
Required No. RAP elems
Selected No. RAP elems
Area replacement ratio
Nr
N
Ra
P/Qcell
N*Ag/(B*B)
1.0
1
0.071
1.5
2
0.098
2.0
2
0.072
2.7
3
0.083
0.7
1
0.110
From Table 4.2:
RAP cell cap. (kips)
Qcell
120
Footing bearing press. (ksf)
gall
5
Stiffness ratio
Rs
kg/km
6.0
6.0
6.0
6.0
6.0
RAP stiffn. modulus (pci)
kg
325
Stress at to of GP ksf
*Rs/ Rs*Ra-Ra+1
22.21
20.16
22.09
21.26
19.36
Load at to of GP (kips)
Q
*A
39.3
35.6
39.0
37.6
34.2
Soil stiffness modulus ci
km
54
Modulus Layer 2 (ksf)
Modulus Layer 3 (ksf)
Modulus Layer 4 (ksf)
Modulus Layer 5 (ksf)
Modulus Layer 1 (ksf)
Modulus Layer 2 (ksf)
Modulus Layer 3 (ksf)
Modulus Layer 4 (ksf)
Modulus Laver 5 (ksf)
INDI IT DADAMPTFD VAI 1IFC-
Depth of Embedment
Df
2.0
2.0
2.0
2.0
2.0
Trial shaft length (ft)
Hs
20.0
20.0
20.0
20.0
20.0
Drill depth (ft)
Hdrill
Df+Hs
22
22
22
22
22
Frictional resistance force (kips)
Qs
fs*pi*d*Hs
125
125
125
125
125
Allowable tensile resistance (kips)
Qsall
Qs/2
62
62
62
62
62
Allowable end -bearing rest. (kips)
Qeb
Qeb
0
0
0
0
0
Is shaft long enough?
Qs+Qeb>Pcdem?
ok
ok
ok
ok
ok
UPPER ZONE SETTLEMENT - SQUARE FOOTINGS
D���mnln� C..ml* Fni,�rinn
UZ Settlement Approach 1-Stiffness, 2-Modulus
1
1
1
1
1
1
1
Thickness of UZ sublayer 1(ft)
H,
Thickness of UZ sublayer 2 (ft)
Hu,
Thickness of UZ sublayer 3 (ft)
Hu,3
Thickness of UZ sublayer 4 (ft)
Hu.
Thickness of UZ sublayer 5 (ft)
Hu,5
I I oval Uc I nICKness UN (
I
Inuz = M* a
I
I
I
Composite Modulus Layer 1 (ksf)
E, mp,
Eg1 Ra + Em1(1-Ra)
Composite Modulus Layer 2 (ksf)
E-p2
Eg2Ra + Em2(1-Ra)
Composite Modulus Layer 3 (ksf)
Ecanp3
Eg3Ra + Em3(1-Ra)
Composite Modulus Layer 4 (ksf)
E_4
Eg4Ra + Em4(1-Ra)
Composite Modulus Layer 5 (ksf)
E-p5
Eg5Ra + Em5(1-Ra)
Sett. of LZ sublayer 1 (in)
sup,
qg/kg orq*loaag*H/E-.p
0.47
0.43
0.47
0.45
0.41
Sett. of LZ sublayer 2 (in)
su.
q*lo-2*H_4EPomp2
N/A
N/A
N/A
N/A
N/A
Sett. of LZ sublayer 3 (in)
sup
q*lo-3*Huy3/E.mp3
N/A
N/A
N/A
N/A
N/A
Sett. of LZ sublayer 4 (in)
su�4
q*lo-4*H,/E.mp4
N/A
N/A
N/A
N/A
N/A
Sett. of LZ sublayer 5 (in)
s��
q*la-5*HuiS/E�omps
N/A
N/A
N/A
N/A
N/A
Total Upper Zone Settlement (in)
I sup
I Su.1+suz +Suz3+Suz4+8uz5
1 0.47
1 0.43
1 0.47
1 0.45
1 0.41
1 nWFD 7nMP CFTTI PMPMTC - QnI IADF 9nnTINriC
Parameter
I S mb
I Val.
JSymb
JEquation
IF5
JF6
JF7
JF8
JF4
Allowable end -bearing (kips)
Qeb
Dpth to bottm of LZ from ftg (ft)
X*B
X*B
10
12
14
16
8
E or c, for LZ sublyr 1
E, / cE,
2000
Upper zone thickness (ft)
Hu,
Hs+d
21.5
21.5
21.5
21.5
21.5
E or c, for LZ sublyr 2
E2 / cE3
Lower zone thickness (ft)
HIS
H2b-Hlz
-11.5
-9.5
-7.5
-5.5
-13.5
E or c, for LZ sublyr 3
E3 / cc3
Thickness of LZ sublayer 1(ft)
H1,
E or c, for LZ sublyr 4
E4 / cE4
Thickness of LZ sublayer 2 (ft)
HIS
E or c, for LZ sublyr 5
Es / cE5
Thickness of LZ sublayer 3 (ft)
Thickness of LZ sublayer 4 (ft)
Thickness of LZ sublayer 5 (ft)
HIs+
11I:4
HI s
Calc. settlement to X*B
X
2
Total LZ thickness ok?
I
No LZ
No LZ
No LZ
No LZ
No LZ
E or c, for LZ sublyr 1
E, / r.,
E (ksf) or cE
2000
2000
2000
2000
2000
E or c, for LZ sublyr 2
E2 / cEz
E (ksf) or cE
0
0
0
0
0
E or c, for LZ sublyr 3
E3 / cE3
E (ksf) or cE
0
0
0
0
0
E or c, for LZ sublyr 4
E4 / cE4
E (ksf) or cE
0
0
0
0
0
E or c, for LZ sublyr 5
Es / cE5
E (ksf) or cE
0
0
0
0
0
Initial stress for sublyr 1 (ksf)
P'o1
2.938
2.938
2.938
2.938
2.938
Initial stress for sublyr 2 (ksf)
P.,
2.938
2.938
2.938
2.938
2.938
Initial stress for sublyr 3 (ksf)
P.,
2.938
2.938
2.938
2.938
2.938
Initial stress for sublyr 4 (ksf)
P.,
2.938
2.938
2.938
2.938
2.938
Initial stress for sublyr 5 (ksf)
P'�1
2.938
2.938
2.938
2.938
2.938
Ftg stress on sublyr 1 (ksf)
Apt
q*I
0.13
0.18
0.24
0.31
0.09
Ftg stress on sublyr 2 (ksf)
AP2
q*I
0.13
0.18
0.24
0.31
0.09
Ftg stress on sublyr 3 (ksf)
AP3
q*I
0.13
0.18
0.24
0.31
0.09
Ftg stress on sublyr 4 (ksf)
AP4
q*I
0.13
0.18
0.24
0.31
0.09
Ftg stress on sublyr 5 ksf
AP5
q*I
0.13
0.18
0.24
1 0.31
0.09
Sett. of LZ sublayer 1 (in)
sl�i
DPf99zvE1
0.00
0.00
0.00
0.00
0.00
Sett. of LZ sublayer 2 (in)
sly
m2'HIz2'1og((Po2+DP2yPo2)
0.00
0.00
0.00
0.00
0.00
Sett. of LZ sublayer 3 (in)
SIx3
m3'H0'1og((Po rP3)IPo3)
0.00
0.00
0.00
0.00
0.00
Sett. of LZ sublayer 4 (in)
sl*4
�'H1W1og((Po4-D vPo4)
0.00
0.00
0.00
0.00
0.00
Sett. of LZ sublayer 5 (in)
sl*s
ce5'HIzS'log((PoS+DI=spPos)
0.00
0.00
0.00
0.00
0.00
Total lower zone sett. (in)
sly
sly,+sla+sl:a+sl:4+slss
0.0
0.0
0.0
0.0
1 0.0
Total UZ + LZ settlement in
s
1
0.5
1 0.4
1 0.5
1 0.5
1 0.4
Nore. rrnen No - Is m Playeu, mlcAnesses or Tower zone snoulu equal o
pg1of1