ApplicationE ID1ZIANC-- •
IDAHO
TRANSMITTALS TO AGENCIES FOR COMMENTS ON
DEVELOPMENT PROJECTS WITH THE CITY OF MERIDIAN
Mayor Tammy de Weerd
City Council Members:
Keith Bird
Brad Hoaglun
Charles Rountree
David Zaremba
To ensure that your comments and recommendations will be considered by
the Meridian Planning and Zoning Commission please submit your
comments and recommendations to Meridian City Hall
Attn: Jaycee Holman, City Clerk, by: August 11, 2010
Transmittal Date: July 22, 2010 File No.: PP 10-001
Hearing Date: August 19, 2010
Request: Public Hearing - Preliminary Plat approval for 214 residential building
lots and 16 common lots on approximately 86.66 acres in an R-2, R-8 and
R-15 zoning district for Spurwing Greens
By: Spurwing Greens, LLC
Location of Property or Project: north of Chinden Boulevard, approximately 1/4
mile east of Black Cat Road and west of Spurwing Subdivision
Joe Marshall (No FP)
Scott Freeman (No FP)
Wendy Newton-Huckabay (No FP)
Michael Rohm (No FP)
Tom O'Brien (No FP)
Tammy de Weerd, Mayor
Charlie Rountree, C/C
Brad Hoaglun, C/C
Keith Bird, C/C
David Zaremba C/C
Sanitary Services (No VAR, VAC, FP)
Building Department / Rick Jackson
Fire Department
Police Department
City Attorney
City Public Works/Scott Steckline
City Planner
Parks Department
Economic Dev. (CUP only)
Your Concise Remarks:
Meridian School District (No FP)
Meridian Post Office (FP/PP/SHP only)
Ada County Highway District
Ada County Development Services
Central District Health
COMPASS (Comp Plan only)
Nampa Meridian Irrig. District
Settlers Irrig. District
Idaho Power Co. (FP,PP,CUP/SHP only)
Qwest (FP/PP/SHP only)
Intermountain Gas (FP/PP/SHP only)
Idaho Transportation Dept. (No FP)
Ada County Ass. Land Records
Downtown Projects:
Meridian Development Corp.
Historical Preservation Comm.
South of RR / SW Meridian:
NW Pipeline
New York Irrigation District
Boise -Kung Irrigation District
City Clerk's Office • 33 E. Idaho Avenue, Meridian, ID 83642
Phone 208-888-4433 *Fax 208-888-4218 • www.meridiancity.org
•
Hearing Date: August 19, 2010
Project Name: Spurwing Greens
File No: PP -10-001
Request: Preliminary plat approval for 214 residential building lots and 16 common lots on
approximately 86.66 acres in an R-2, R-8 and R-15 zoning district by Spurwing
Greens, LLC.
File No: VAR -10-001
Request: Variance to UDC 11-6C-3BA to exceed the maximum cul-de-sac length allowed
in a residential district for Block 24 by Spurwing Greens, LLC.
Location: North of Chinden Boulevard; approximately %4 mile east of Black Cat Road and
west of Spurwing Subdivision in the S %2 of Section 22, Township 4 North, Range
1 West.
•
E IDIAN*--
IDAHO
of Review Requested (check all that ap]
❑ Alternative Compliance
❑ Annexation and Zoning
❑ Comprehensive Plan Map Amendment
❑ Comprehensive Plan Text Amendment
❑ Conditional Use Permit
❑ Conditional Use Permit Modification
❑ Design Review
❑ Final Plat
❑ Final Plat Modification
❑panned Unit Development
reliminary Plat
❑ Private Street
❑ Rezone
❑ Short plat
❑ Time Extension (Commission or Council)
❑ UDC Text Amendment
❑ Vacation (Council)
'FLkVariance
Other
Applicant Information
Planning Department
COMMISSION & COUNCIL REVIEW APPLICATION
4Qr
STAFF USE ONLY:
File number(s): PP. -1 o -00 1 ; U 14 •!0 - O vl
Project name:
Date filed: �..13" 10 Date co Tete:
Assigned Planner: a ; U.S
Related files: 49 *aW . 42-,9-9b; &Aua
Ff -07-o . SQA - /o -ooh
Hearing datel • i4- t D 16 Commission 11 Council
Applicant name: 1/lJI/J(-T, C_!!Td&EV TrJ I- L -L-
Applicant address: G. OVCW,10 U 17 ED I G9 -
Applicant's interest in property: AOwn ❑ Rent ❑ Optioned ❑ Other
Owner name: :,-'zb1 r;21 JJ Aff-,— 6 1•S L1L' Phone: 3Z Z'7:yd
Owner address: 15!:K5* 0 [ LG,�UIib �D 150 �2(D N� Zip: `e! 3
15!:K5*(04-7--
Agent name (e.g., architect, engineer, developer, representative): ROD4CI�SiE�
Firm name: Phone: 37/y ' Zjj Z
Address: 1I X1&0 W - EXEC'° Ut OF A'Z . I ZO F56t1 = Zip: A!!&12>
Primary contact is: ❑ Applicant ❑ OwnerWAgent ❑ Other p
Contact name: R&V L n�` � n Phone:
E-mail: YVJMaC:k_�Egt1 (D Fax: V**
M Ve►r&IeC, �,IjWe*_o+I-P•C,40.
Subiect Property Information
3?$- Y06o
Township, range, section: Total acreage: • }7% • �7� * , /
Current land use: A(�, TPE:E7 fWUJ Res . Current zoning district:
7 F V 4-YA J- 4'L jOCA
33 E. Broadway Avenue, Suite 210 a Meridian, Idaho 83642
Phone: (208) 884-5533 • Facsimile: (208) 888-6854 • Website: www.meridiancity.org
1
Description
Project/subdivision name:
General description of proposed project/request: 1YiQV1RGC1+if&1Q
Proposed zoning district(s): � 4-F
Acres of each zone proposed:
Type of use proposed (check all that apply):
Residential ❑ Commercial ❑ Office ❑ Industrial ❑ Other
Amenities provided with this development (if applicable): ,t�1 L�
r?x7p5 , , LA,A GC'At+PED cx 7t k.6
Who will own & maintain the pressurized irrigation system tot is development? S
Which irrigation district does this property lie within? D�
Primary irrigation source: N&2tg StbU 4 (At—WMAt-Secondary: UMIEZ
Square footage of landscaped areas to be irrigated (if primary or secondary point of connection is City water):
Residential Project Summary (if applicable) _/.
Number of residential units: 2� Number of building lots: 3G.& awr,. P'i't`'etwm to
Number of common and/or other lots: /LtDbt-
V . - L49tr=- PLUS JA4K,2. scams F, �
Proposed number of dwelling units (for multi -family developments only): p
1 Bedroom: W/4 2 or more Bedrooms: rte/
Minimum square footage of structure(s) (excl. garage): 1L4150 0-1, Z Proposed building height:
Minimum property size (s.f): Average property size (s.f.):
Gross density (DU/acre-total land): 2 • Net density (DU/acre-excluding roads & alleys):
Percentage of open space provided: 2 • J7(0 010 Acreage of open space: '-3 10. 07
Percentage of useable open space: 100 2/D (See Chapter 3, Article G, for qualified open space)
Type of open space provided in acres (i.e., landscaping, c, common, etc): 3 R. &,I
Type of dwelling(s) proposed: Single-family ❑ Townhomes []Duplexes ❑ Multi -family
Non-residential Project Summary (if applicable) /Um
Number of building lots: Other lots:
Gross floor area proposed:
Hours of operation (days and hours):
Percentage of site/project devoted to the following:
Landscaping:
Total number of employees:
Building:
Existing (if applicable):
Building height:
Paving:
Maximum number of employees at any one time:
Number and ages of students/children (if applicable): Seating capacity:
Total number of parking spaces provided: Number of compact spaces provided:
Authorization
Print applicant name;
Applicant signature:
33 E. Broadway Avenue, Suite 210 • Meridian, Idaho 83642
Phone: (208) 884-5533 • Facsimile: (208) 888-6854 • Website: www.meridiancity.org
2
•
July 13, 2010
SPURWING
G R E E N S
Anna Canning, Director
City of Meridian Planning Department
City Hall
Meridian, ID 83642
Re: SpurWing Greens Subdivision
Dear Anna,
•
Over the past few months we have had many discussions with your staff concerning "SpurWing
Greens", the development annexed and zoned as "Tree Farm" (AZ -06-004), and preliminary
platted as "Jayker Subdivision" (PP -06-058) with 277 building lots. The first development
phase, recorded as Jayker Subdivision No. 1 (FP -07-026), contained 140 building lots.
SpurWing Greens LLC and Brighton Investments are submitting a new, overall preliminary plat
for all of the property in our ownership or control as detailed in the enclosed application. The
area is generally described as beginning one-quarter mile east of Black Cat Road and extending
easterly to Spurwing Golf Course, between Chinden Blvd. and the Phyllis Canal. The area
depicted in the attached "SpurWing Greens Concept Plan " modification, and other reference
exhibits, encompasses just over 176 acres and, with an additional 35+/- acres of higher -density
and commercial property still to be platted in the future, comprises approximately 58.5% of the
area originally annexed.
This preliminary plat submittal modifies and expands the previous pre -plat approval in the
following ways:
Description
Original Pre -Plat
(PP -06-058)
Modified/
Expanded Pre -plat
Area
142.97 acres
176.58 acres
Building Lots
277
354
Common Lots
27
38
Gross Density
1.94 d.u./ac.
2.00 d.u./ac.
Common Area / Percentage
39.1 ac. / 27.3%
38.07 ac. / 21.6%
Platted Lots (Jayker Sub No. 1)
140 of 277
140 of 354
Modified Pre -plat Area
----
287
"New" lots (expanded area)
----
67
Total Modified / "New"
Preliminary plat Lots
----
214
Total Modified / "New" Common Lots
16
The Proposal
• The overall project area for the SpurWing Greens preliminary plat and future development is
approximately 210 acres, just less than 60% of the 358 acres originally annexed to the City of
Meridian.
• The number of lots proposed in the modified / expanded project, at 354 is 77 more than
approved in the original Jayker Subdivision Phase 1 preliminary plat; primarily the result of
the addition of two new estate areas (29 lots) and a 38 -lot single-family area to the west.
• There is a net gain of 10 lots within the previously -approved preliminary plat area,
including the deletion of two lots for the tennis court complex on the easterly boundary
common to Spurwing Country Club—a facility to be accessible to both developments.
• There are 214 building lots and 16 common lots in the modified / expanded preliminary
plat area of the project which, when combined with the 140 previously final -platted lots
brings the project total to 354, as noted above.
• Common area proposed for the expanded plat area -38.07 acres—is one acre less than the
original pre -plat, primarily the result of modifications to platted open space abutting Chinden
Blvd.
• At 21.6%, the amount of open space exceeds the City's requirements, particularly when
the amenities of a future community center and pool, tennis courts, ponds, pathways and
"greens" are considered.
"Amenities" will be enhanced by the social membership to the Spurwing Country Club
that each SpurWing Greens homeowner will receive.
While there have been area reductions in un -platted open space corridors, connectivity
has been maintained in general conformance with the original concept plan and
preliminary plat.
• Roadway stubs are proposed to all adjacent properties in compliance with the previous
conditions of approval.
• The prior commitment / requirement for the extension of a north / south residential collector
street (Jayker Way) to serve Teco One, Aldape, and other properties to the north has been
maintained. Jayker Way is stubbed to the alignment of Basco Lane between the two Teco
One parcels.
• The easterly Teco One parcel will be able to access that residential collector.
A stub street is proposed to the westerly Teco One parcel from "Whistling Straits" a
local residential street, formerly a residential collector extension of Jayker Way.
9
Requested Variance
11
A variance is requested for one local residential street—"Pinseeker Place"—which, at
approximately 650 feet in length, exceeds the City's 450 -foot cul-de-sac length requirement.
That street serves twelve (12) estate lots, all of which exceed 20,000 square feet in area.
There is insufficient room to loop the street or to connect to the west due to an already developed
estate home site. The property to the east is under separate ownership. There is no current plan
for that parcel, thus, no assurance that its density and character would be compatible with the
Pinseeker Place estate homes.
Conformance
The SpurWing Greens preliminary plat application is in full compliance with the previous Tree
Farm / Jayker Subdivision approvals:
■ The land uses proposed in the concept plan remain the same;
■ the density has increased slightly to two units per acre (from 1.94);
■ open space, plus amenities, exceed City requirements;
■ the landscaped common areas will be, with one minor exception, maintained in their
already fully -developed condition—but with several significant enhancements, including
the project entrance at Chinden, the "Old Gold Drive" entrance to the estate area, and the
tennis court addition.
If you, or your staff, have questions, please let me know so that I can expedite a response to
assure that we are able to be heard by the Planning & Zoning Commission on August 5, 2010.
For SpurWing Greens LLC
gac)5�ee
Rod Blackstead
For Brighton Investments
/,U�
David Turnbull
iF J
ADA COUNTY RECORDF" DAVID NAVARRO AMOUNT 33.00 11
IDAHOBONE
DEPITTYVICW IA S ,,..,8 PM
RECORDED -REQUEST OF 109101979
Title One
a0'rj7C,4T? SGJL_S0
SPECIAL WARRANTY DEED
FOR VALUE RECEIVED, the receipt and sufficiency of which is hereby acknowledged,
TREEHAVEN, LLC, an Idaho limited liability company (the "Grantor") does hereby grant,
bargain, sell, and convey unto SPURWING GREENS, LLC, an Idaho limited liability company,
whose address is'trtc 61",r?":5L, W 10'�15-�,113 Y37e,11 ("Grantee"), all of Grantor's right,
title and interest in and to that certain real propertylocated in Ada County, Idaho, legally
described on Exhibit A, attached hereto and incorporated herein (the "Premises").
TO HAVE AND TO HOLD the Premises, with its appurtenances unto Grantee, and
Grantee's successors and assigns forever.
Grantor does hereby covenant to and with Grantee, that Grantor is the owner in fee
simple of the Premises; that the Premises are free from all encumbrances created or suffered
by Grantor, except those made, suffered or done by Grantee, and except (a) general taxes and
assessments, including utility assessments for the current year, which are not yet due and
payable, and will be prorated between Grantor and Grantee as of the date of execution of this
deed; (b) any easements, restrictions and conditions of record or shown on the recorded plat, if
any, for the Premises; (c) building, zoning and other applicable ordinances and regulations of
the County of Ada, State of Idaho; and (d) the easements, rights of way and other matters listed
on Exhibit B attached hereto and incorporated herein, and that Grantor will warrant and defend
the same forever from all other lawful claims.
[End of Text]
SPECIAL WARRANTY DEED -1
GP 7690.18
647263.1
IN WITNESS WHEREOF, Grantor has caused its name to be hereunto subscribed this
day of August, 2009.
GRANTOR:
TREEHAVEN,LLC,
an Idaho limited liability company
RV:
Peter S. O'Neill, Manager
By:
Douglas K. Camahan, Manager
SPECIAL WARRANTY GEED - 2
GP 7M-18
609165-1
:N WITNESS WHEREOF, Grantor has caused its name to be hereunto subscribed this
r?
day of August, 2009.
GRANTOR:
TREEHAVEN, LLC,
an Idaho limited liability company
By:
Peter S. O'Neill, Manager
By:
Douglas K. Carnahan, Manager
SPEclAL WARRANTY DEEo
State of Idaho )
ss.
County of Ada )
On this day of August, in the year of 2009, before me, a Notary Public in and for
said State, personally appeared Peter S. O'Neill, known or identified to me to be a manager of
Treehaven LLC, a limited liability company, the manager or one of the managers who
subscribed said limited liability company name to the f regoing instrument, and acknowledged
to me that he executed the same in said limited liabili ompany name.
Notary Public for Idaho
Residing at
My Commission expires
4
State of Pdvhtr- )
ss.
County of Ada )
On this day of August, in the year of 2009, before me, a Notary Public in and for
said State, personally appeared Douglas K. Carnahan, known or identified to me to be a
manager of Treehaven LLC, a limited liability company, the manager or one of the managers
who subscribed said limited liability company name to the foregoing instrument, and
acknowledged to me that he executed the same in said limited liability com ny name.
zlz '
NotaryPublic for WabQ,. 4L
f...«..« ......................................: Residing at 2v
DONALD PAULI Z My Commission expires 7 Z3 t I
S COMM. #1755390 g
P r 5 NOTARY PUBLIC --CALIFORNIA P
-«, NEVADA COUNTY 1
M Comm Fixp,July 3, 2011
SPECIAL WARRANTY DEED - 3
GP 7NO-18
647265.1
State of Idaho
ss.
County of Ada l }
On this day of August, in the year of 2009, before me, a Notary Public in and for
said State, per onally appeared Peter S. O'Neill, known or identified to me to be a manager of
Treehaven LLC, a limited liability company, the manager or one of the managers who
subscribed said limited liability company name to th forego) ig4nsument, and acknowledged
to me that ,��e7�'same in said limited liab co any y�arjie.;
SW.JKr�Rt
0%
Notary Public for I Residing at ,
My Commission expires._
State of Idaho }
ss.
County of Ada )
On this day of August, in the year of 2009. before me, a Notary Public in and for
said State, personally appeared Douglas K. Carnahan, known or identified to me to be a
manager of Treehaven LLC, a limited liability company, the manager or one of the managers
who subscribed said limited liability company name to the foregoing instrument, and
acknowledged to me that he executed the same in said limited liability company name.
Notary Public for Idaho
Residing at
My Commission expires
SPECIAL WARRANTY DEED - 3
GP 7690-16
•
Parcel is
Exhibit A
Legal Description
0
All of Jayker Subdivision - Phase 1, according to the official plat thereof, filed in Book 101 of Plats at Pages
13341 through 13352, and amended by Affidavit recorded January 12, 2009 as Instrument No. 109003074,
official records of Ada County, Idaho,
EXCEPT:
Lot 2 in Block 15; Lots 7 and 8 in Block 8; Lot 1 in Block 1, 2, 3, 4, 8, 9, 10, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23;
Lots 1A, 1B and 1C in Block 11; Lot 2 in Block 23; Lot 18 in Block 11; Lots 5,12A, and 12B in Block 12; and Lot
33 in Block 16 of Jayker Subdivision - Phase 1, according to the official plat thereof, filed in Book 101 of Plats at
Pages 13341 through 13352, official records of Ada County, Idaho.
SPECIAL WARRANTY DEED — EXHIBIT A
cN �hsx�i s
0 0
Permitted Exceptions Exhibit -B-
I. Taxes, including any assessments collected therewith, for the year 2009 which are a lien
not yet due and payable.
2. Real property taxes which may be assessed, levied and extended on any "subsequent
and/or occupancy roll" with respect to improvements completed during the current tax
year and previous tax years, which escaped assessment on the regular assessment roll,
which are not yet due and payable.
3. Special assessments, if any, for the City of Meridian.
4. Liens, Levies and Assessment of any and all irrigation districts, including but not limited
to the Settlers Irrigation District.
5. Liens, Levies, and Assessments of the Tree farm Community Association, Neighborhood
Association and/or Recreation Facility Association.
b. Easements. reservations, restrictions, and dedications as shown on the official plat of said
subdivision.
7. Right-of-way for Phyllis Canal and the rights of access thereto for maintenance of said
canal.
8. An easement for the purpose shown below and rights incidental thereto as set forth in a
document.
Granted to: Idaho Power Company
Purpose: Public Utilities
Recorded: March 28, 1938
Instrument No.: 185142
The exact location and extent of said easement is not disclosed of record.
9. Terms, provisions, covenants, conditions, and, restrictions, contained in a Right -of -Way
Deed.
Recorded: September 11. 1939
Instrument No.: 192137
Book 238 of Deeds, at Page(s) 41
10. An easement for the purpose shown below and rights incidental thereto as set forth in a
document.
Granted to: Idaho Power Company
Purpose: Public Utilities
Recorded: October 13, 1948
Instrument No.: 280515
SPECIAL WARRANTY DEED - EXHIBIT B
OP 7690-1 %
Book 21 at Page(s) 187
The exact location and extent of said easement is not disclosed of record.
11. An easement for the purpose shown below and rights incidental thereto as set forth in a
document.
Granted to: Idaho Power Company
Purpose: Public Utilities
Recorded: May 1, 1991
Instrument No.: 9122464
12. An easement for the purpose shown below and rights incidental thereto as set forth in a
document.
Granted to: Idaho Power Company
Purpose: Public Utilities
Recorded: August 15, 1994
Instrument No.: 94075155
13. An easement for the purpose shown below and rights incidental thereto as set forth in an
Easement.
Granted to: Douglas K. Carnahan and Meredith A. Carnahan, husband and wife
Purpose: Driveway
Recorded: September 30, 1994
Instrument No.: 94088252
14. Terms, provisions, conditions, and, restrictions contained in Development Agreement by
and between City of Meridian, Treehaven West LLC, and Treehaven LLC.
Recorded: September 21. 2006
Instrument No: 106151218
Addendum to Development Agreement
Recorded: February 22, 2007
Instrument No.: 107025555
Second Addendum to Development Agreement
Recorded: October 16, 2007
Instrument No.: 107141993
15. An easement for the purpose shown below and rights incidental thereto as set forth in a
document.
Granted to: Idaho Power Company, a corporation
Purpose: Public Utilities
Recorded: August 6, 2007
Instrument No.: 107111404
SPECIAL WARRANTY DEED - EXHIBIT B
GP 7(,'40, i 3
Gd??hi-t
16. Terms, provisions, conditions, and, restrictions contained in Easement Agreement for N.
Jayker Way by and between Aldape Properties, LP, an Idaho limited partnership, Teco,
One, LLC, an Idaho limited liability company and Rex Earl Everist and Peggy L. Everist,
husband and wife, and Treehaven, LLC, an Idaho limited liability company.
Recorded: September 21, 2007
Instrument No: 107132 383
17. An easement for the purpose shown below and rights incidental thereto as set forth in a
Sanitary Sewer Easement.
Granted to: City of Meridian
Purpose: Sanitary sewer easement
Recorded: December 6, 2007
Instrument No.: 107161978
18. Terms, provisions, conditions, and, restrictions contained in License Agreement for
Jayker Subdivision by and between North Slough Lateral Users Association, Harrell
Lateral Water Users Association, Treehaven, LLC, an Idaho limited liability company,
and Chester Properties, LLC, an Idaho limited liability company.
Recorded: March 18, 2008
Instrument No: 108031 180
19. An easement for the purpose shown below and rights incidental thereto as set forth in a
Public Right -of -Way Easement.
Granted to: Ada County Highway District
Purpose: Sidewalk
Recorded: March 20, 2008
Instrument No.: 108031936
20. An easement for the purpose shown below and rights incidental thereto as set forth in a
Right -of -Way Easement.
Granted to: Ada County Highway District
Purpose: Temporary turnaround
Recorded: March 20, 2008
Instrument No.: 108031937
21. An easement for the purpose shown below and rights incidental thereto as set forth in a
Temporary Storm Water Drainage Easement.
Granted to: Ada County Highway District
Purpose: Storm water drainage easement
Recorded: March 20, 2008
Instrument No.: 108031938
22. Terms, provisions, conditions, and, restrictions contained in Traffic Signal Agreement by
and between Treehaven, LLC, Ada County Highway District and Idaho Transportation
Department.
Recorded: May 1. 2008
SPECIAL WARRANTY DEED - EXHIBIT B
GP ?6wi.18
c>a�265-2
0 •
Instrument No: 10805 1629
23. Covenants, Conditions, and Restrictions, and, Easements but omitting any covenant or
restriction based on race, color, religion, sex. handicap, familial status, or national origin,
unless and only to the extent that said covenant (a) is exempt under Chapter 42, Section
3607 of the United States Code or (b) relates to handicap but does not discriminate
against handicapped persons as set forth in the document.
Recorded: August 29, 2008
Instrument No: 108098132
(Affects Entire Project - Parcels I and II)
Amendments. Supplements, or Modifications of said Covenants, Conditions, and
Restrictions:
Recorded: August 29, 2008
Instrument No: 108098134
(Affects Lots 2 - 15 / Block 15, Lots 2 - 33 / Block 16: and Lot 2 / Block 23)
Amendments, Supplements, or Modifications of said Covenants, Conditions, and
Restrictions:
Recorded: August 29, 2008
Instrument No.: 108098135
(Affects Lots 2 - 17, 19 - 251 Block I I ; Lots i - 4, 6 - IL 13 - 16 / Block 12: and Lots I
- 4 / Block 13)
Amendments, Supplements, or Modifications of said Covenants, Conditions. and
Restrictions:
Recorded: August 29, 2008
Instrument No.: 108098136
(Affects Lots 2 - 22 / Block 2; Lots 2 - 4 / Block 4; Lots 1 - 3 / Block 5; Lots 1 - 3
/ Block 6; Lots 2 - 24 /Block 8 and Lot 1 / Block 7)
Amendments. Supplements, or Modifications of said Covenants, Conditions, and
Restrictions:
Recorded: August 29, 2008
Instrument No.: 108098137
(Affects Common Area)
24. Terms, provisions, covenants, conditions, and, restrictions contained in a Central District
Health Letter.
Recorded: August 29, 2008
Instrument No.: 108098138
25. An easement for the purpose shown below and rights incidental thereto as set forth in a
Sanitary Sewer Easement.
Granted to: The City of Meridian
Purpose: Construction, operation and maintenance of a sanitary sewer line
SPECIAL WARRANTY DEED - EXHIBIT B
C?P 7690-! 8
b -0726$-C
• ADA COUNTY RECORDP DAVID NAVARRO AMOUNT 39,00 13
BOISE IDAHO - " ! DEPUTY YI W Allen ..,BPM
RECORDED -REQUEST OF III IIIIIIIIIIIIIIIIIIIIIIIIIIII III III
Title One 109101980
SPECIAL WARRANTY DEED
FOR VALUE RECEIVED, the receipt and sufficiency of which is hereby acknowledged,
TREEHAVEN, LLC, an Idaho limited liability company (the "Grantor") does hereby grant,
bargain, sell, and convey unto LION LAND, LLC, an Idaho limited liability company, whose
address is "tr 61e f~ 0 C. D � i7 ('� ("Grantee"), all of Grantor's right, title and
interest in and to that o6rtain real property located in Ada County, Idaho, legally described on
Exhibit A, attached hereto and incorporated herein (the "Premises").
TO HAVE AND TO HOLD the Premises, with its appurtenances unto Grantee, and
Grantee's successors and assigns forever.
Grantor does hereby covenant to and with Grantee, that Grantor is the owner in fee
simple of the Premises; that the Premises are free from all encumbrances created or suffered
by Grantor, except those made, suffered or done by Grantee, and except (a) general taxes and
assessments, including utility assessments for the current year, which are not yet due and
payable, and will be prorated between Grantor and Grantee as of the date of execution of this
deed; (b) any easements, restrictions and conditions of record or shown on the recorded plat, if
any, for the Premises; (c) building, zoning and other applicable ordinances and regulations of
the County of Ada, State of Idaho; and (d) the easements, rights of way and other matters listed
on Exhibit B attached hereto and incorporated herein, and that Grantor will warrant and defend
the same forever from all other lawful claims.
[End of Text]
SPECIAL WARRANTY DEED -1
847283.1
IN WITNESS WHEREOF, Grantor has caused its name to be hereunto subscribed this
94 day of August, 2009.
GRANTOR:
TREEHAVEN, LLC,
an Idaho limited liability company
By:
Peter S. O'Neill, Manager
Douglas K: Carnahan, Manager
SPECIAL WARRANTY DEED - 2
647289.1
0 0
✓j IN WITNESS WHEREOF, Grantor has caused its name to be hereunto subscribed this
day of August, 2009.
GRANTOR:
TREEHAVEN, LLC,
an Idaho limited liability company
By:
1
Peter S. O'Neill, Manager
Bv:
Douglas K. Carnahan, Manager
SPECIAL WARRANTY DEED
0 0
State of Idaho }
} ss.
County of Ada )
On this day of August, in the year of 2009, before me, a Notary Public in and for
said State, personally appeared Peter S. O'Neill, known or identified to me to be a manager of
Treehaven LLC, an Idaho limited liability company, the manager or one of the managers who
subscribed said limited liability company name to the foregoing instrument, and acknowledged
to me that he executed the same in said limited liability company name.
Notary Public for Idaho
Residing at
My Commission expires
O,A-
State ofd )
ss.
County of -Ada 0 s f� )
On this 0.-4 day of August, in the year of 2009, before me, a Notary Public in and for
said State, personally appeared Douglas K. Carnahan, known or identified to me to be a
manager of Treehaven LLC, an Idaho limited liability company, the manager or one of the
managers who subscribed said limited liability company name to the foregoing instrument, and
acknowledged to me that he executed the same in said limited liability compan ame.
DONALD
ON
`1waYeWMererws.rawa �+cra�
DONALDRPAULI Z
S COMM. #1755390 g
NOTARY PUBLIC - CAUFORMIA P Notary Public for4dehe
1 , , NEVADA COUNTY Residing at vC. aq
my t;osnni Expo. July 3, 2011
.•,«°••�••� *•..,.«�»'«» My Commission expires
SPECIAL WARRANTY DEED - 3
647269-t
State of Idaho
ss.
County of Ada )
Onthi day of August, in the year of 2009, before me, a Notary Public in and for
said State, p rr�sonally appeared Peter S. O'Neill, known or identified to me to be a manager of
Treehaven LLC, an Idaho limited liability company, the anager of,pne of the managers who
subscribed said limited liability company name to the fbr g rfg trLIment, and acknowledged
to me that he executed the same in said limited liabiljtji c¢mir)
ny,rfarfie.,,f
State of Idaho )
ss.
County of Ada )
Notary Public for IdTi
Residing at �,tiVe
My Commission expires- '1!
On this day of August, in the year of 2009, before me, a Notary Public in and for
said State, personally appeared Douglas K. Carnahan, known or identified to me to be a
manager of Treehaven LLC, an Idaho limited liability company, the manager or one of the
managers who subscribed said limited liability company name to the foregoing instrument, and
acknowledged to me that he executed the same in said limited liability company name.
Notary Public for Idaho
Residing at
My Commission expires
SPECIAL WARRANTY DEED - 3
647263-t
C�
Parcel If:
Exhibit A
Legal Description
•
A parcel of land situated In the South half and in the South half of the South half of the North half of Section 22,
Township 4 North, Range 1 West, Boise Meridian, City of Meridian, Ada County, Idaho, more particularly
described as follows:
Commencing at the Southeast corner of said Section 22, from which point the South quarter corner of said
Section bears
North 89°17'35" West 2647.29 feet; thence along the South tine of said Section
North 89°17'35' West 1293.74 feet to the Southerly prolongation of the Westerly line of Westwing Estates
Subdivision recorded In Book 70 of Plats at Pages 7200-7201, Ada County records; thence along said
prolongation
North 00°2545" East 40.00 feet to a point on the Northerly right-of-way line to Highway 20/26 and the Point of
Beginning; thence along said Northerly line through the following courses:
North 89°17'35" West 1353.45 feet; thence
North 89017'17' West 1323.72 feet to a point on the Westerly line of the East half of the West half of said Section
22; thence along said Westerly line
North 00°30'43' East 1939.85 feet; thence
South 89°28'42" East 437,50 feet; thence
North 00°30'43' East 1030.35 feet to a line parallel with and 25.00 feet Southerly of the centerline of Phyllis
Canal; thence along said parallel line
South 81 °24'58" East 441.72 feet to the Northerly prolongation of the Westerly line of that certain 6.00 acre
parcel of land as shown on Record of Survey No, 2006, Ada County records; thence along said prolongation and
Westerly line
South 00°27'37" West 536.62 feet to the Southwesterly corner of said parcel; thence along the Southerly line
and the Easterly prolongation of said Southerly line thereof
South 89°30'12' East 778.15 feet; thence
North 00630'35" East 85.11 feet to a point on the Southwesterly line of Record of Survey Instrument No.
(continued on next page)
SPECIAL WARRANTY DEED -- EXHIBIT A
647263-1
0
E
7908890, Ada County records, said point also shown on Record of Survey No. 5232, Ada County records;
thence along the exterior boundary of said survey through the following courses:
South 42°17'23" East 18.11 feet; thence
South 00013'10' West 80.96 feet; thence
South 86930'59" East 189.75 feet; thence
South 47°25'06" East 249.20 feet; thence
North 00928'32" East 607.88 feet to a non tangent point on a curve on a line parallel with and 25.00 feet
Southerly of the centerline of said Phyllis Canal; thence along said parallel line through the following courses:
Southeasterly along said curve to the left having a radius of 1525.00 feet, an arc length of 145.71 feet, through a
central angle of 06°28'28", and a chord bearing and distance of South 89°45'28' East 145.65 feet; thence
tangent from said curve
North 87°30'18" East 331.42 feet to the beginning of a tangent curve; thence
Northeasterly along said curve to the left having a radius of 1025.00 feet, an arc length of 310.83 feet, through a
central angle of 17°22'290, and a chord bearing and distance of North 78°49'03" East 309.64 feet; thence
tangent from said curve
North 70007'49' East 209.16 feet to the beginning of a tangent curve; thence
Northeasterly along said curve to the right having a radius of 975.00 feet, an aro length of 197.27 feet, through a
central angle of 11 °35'33", and a chord bearing and distance of North 75055'35" East 196.94 feet; thence
tangent from said curve
North 81 °4322" East 409.49 feet to the beginning of a tangent curve; thence
Northeasterly along said curve to the left having a radius of 775.00 feet, an arc length of 85.13 feet, through a
central angle of 06017'36', and a chord bearing and distance of North 78°34'34' East 85,08 feet; thence tangent
from said curve
North 75°25'46" East 277.73 feet to a point on the Easterly line of said Section 22, said point being on the
Westerly line of Spurwing Subdivision recorded in Book 69 of Plats at Pages 7104 through 7108, Ada County
records; thence along said Easterly line through the following courses:
South 00°29'19" West 468.19 feet to the East quarter comer of said Section; thence
South 00°20'38" West 1317.45 feet to the Northeasterly corner of the above described Westwing Estates
Subdivision; thence along the Northerly and Westerly lines of said subdivision through the following courses:
North 89018'37" West 1291,68 feet; thence
South 00025'45" West 1276.93 feet to the Point of Beginning.
EXCEPT:
All of Jayker Subdivision - Phase 1, according to the official plat thereof, filed in Book 101 of Plats at Pages
13341 through 13352, and amended by Affidavit recorded January 12, 2009 as Instrument No. 109003074,
official records of Ada County, Idaho,
SPECIAL WARRANTY DEED - EXHIBIT A
647x67 -i
• ADA COUNTY RECO f DAVID NAVARRO AMOUNT 15.00 5
BOISE IDAHO 04/15/10 4:26PM
DEPUTYNikola
RECORDED -REQUEST IIIIIIIIVIIIIII@IIIIINIIIIII��III�InIIIIIIIIIBINIIIII
OF
TITLEONE BOISE 110034594
When recorded, please return to:
Brighton Investments, LLC
Attention: Amanda K. Schaus
12601 W. Explorer Drive, Suite 200
Boise, ID 83713
A 1D90GT7/LSQ
SPECIAL WARRANTY DEED
(Jayker Subdivision)
FOR VALUE RECEIVED, the receipt and sufficiency of which is hereby acknowledged,
SPURWING GREENS, LLC, an Idaho limited liability company (the "Grantor"), whose address
is 3405 E. Overland Road, Suite 150, Meridian, Idaho 83642, does hereby grant, bargain, sell,
and convey unto BRIGHTON INVESTMENTS, LLC, an Idaho limited liability company whose
address is 12601 W. Explorer Drive, Suite 200, Boise, Idaho 83713 ("Grantee"), all of Grantor's
right, title and interest in and to that certain real property located in Ada County, Idaho, legally
described on Exhibit A, attached hereto and incorporated herein (the "Premises").
TO HAVE AND TO HOLD the Premises, with its appurtenances unto Grantee, and
Grantee's successors and assigns forever.
Grantor does hereby covenant to and with Grantee, that Grantor is the owner In fee
simple of the Premises; that the Premises are free from all encumbrances created or suffered
by Grantor, except those made, suffered or done by Grantee, and except (a) general taxes and
assessments, including utility assessments for the current year, which are not yet due and
payable, and will be prorated between Grantor and Grantee as of the date of execution of this
deed; and (b) the easements, rights of way and other matters listed on Exhibit B attached
hereto and incorporated herein, and that Grantor will warrant and defend the same forever from
all other lawful claims.
[End of Text]
SPECIAL WARRANTY DEED -1 OF 5
(Recorded Electronic
11
County
When recorded, please return to: Date �Tme
Brighton Investments, LLC Simpli le.com 800.460.5657
Attention: Amanda K. Schaus
12601 W. Explorer Drive, Suite 200
Boise, ID 83713
R locogi- -rGILSO
SPECIAL WARRANTY DEED
(Jayker Subdivision)
FOR VALUE RECEIVED, the receipt and sufficiency of which is hereby acknowledged,
SPURWING GREENS, LLC, an Idaho limited liability company (the "Grantors), whose address
is 3405 E. Overland Road, Suite 150, Meridian, Idaho 83642, does hereby grant, bargain, sell,
and convey unto BRIGHTON INVESTMENTS, LLC, an Idaho limited liability company whose
address is 12601 W. Explorer Drive, Suite 200, Boise, Idaho 83713 ("Grantee"), all of Grantor's
right, title and interest in and to that certain real property located in Ada County, Idaho, legally
described on Exhibit A, attached hereto and incorporated herein (the "Premises").
TO HAVE AND TO HOLD the Premises, with its appurtenances unto Grantee, and
Grantee's successors and assigns forever.
Grantor does hereby covenant to and with Grantee, that Grantor is the owner in fee
simple of the Premises; that the Premises are free from all encumbrances created or suffered
by Grantor, except those made, suffered or done by Grantee, and except (a) general taxes and
assessments, including utility assessments for the current year, which are not yet due and
payable, and will be prorated between Grantor and Grantee as of the date of execution of this
deed; and (b) the easements, rights of way and other matters listed on Exhibit B attached
hereto and incorporated herein, and that Grantor will warrant and defend the same forever from
all other lawful claims.
[End of Text]
SPECIAL WARRANTY DEED -1 OF 5
T'
•
IN FITNESS WHEREOF, Grantor has caused its name to be hereunto subscribed this
day of April, 2010.
GRANTOR:
SPURWING GREENS, LLC
an Idaho limited liability company
By: G0
Name:,7M EL t4 - h/
Title: MEMMP- M /k -i• &6EE-
s--
State of Idaho
ss.
County of Ada )
On this day f April, in the yee�q of 2010, before me the undersigned notary public,
personally ape ed RI PH known or identified to me to be the
rt fiftas:0 ?n'1RnJf1l5F2 of Spu ng Greens LLC, the limited liability company that
executed the instrument or the person who executed the instrument on behalf of said limited
liability company, and acknowledged to me that such limited liabilityexe— Ae he same.
® TA :'r Notaty Public for
r
ILIC
of R
"lith!
SPECIAL WARRANTY DEED - 2 OF 5
•
EXHIBIT A
"Premises"
•
Lots 9,10,11,12,13,14,15,16,17,18,19, 20, 21 and 22 in Block 2; Lots 2, 3, 4, 5, 6, 9,10,11,12,13,14,15,
16,17,18,19, 20, 21, 22, 23 and 24 in Block 8; Lots 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14 and 15 in Block 15; and
Lots 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31 and
32 in Block 16 of Jayker Subdivision - Phase 1, according to the official plat thereof, filed In Book 101 of Plats at
Pages 13341 through 13352, and as amended by Affidavit recorded January 12, 2009, as Instrument No.
109003074, official records of Ada County, Idaho.
SPECIAL WARRANTY DEED - 3 OF 5
EXHIBIT B
"Permitted Exceptions"
Taxes, including any assessments collected therewith, for the year 2010 which are a lien not yet due and payable.
Easements, reservations, restrictions, and dedications as shown on the official plat of said subdivision.
Right-of-way for Phyllis Canal and the rights of access thereto for maintenance of said canal.
An easement for the purpose shown below and rights incidental thereto as set forth in an Easement.
Granted to: Douglas K. Carnahan and Meredith A. Carnahan, husband and wife
Purpose: Driveway
Recorded: September 30, 11994
Instrument No.: 94088252
Terms, provisions, conditions, and, restrictions contained in Development Agreement by and between City of Meridian,
Treehaven West LLC, and Treehaven LLC.
Recorded: September 21, 2006
Instrument No: 108151218
Addendum to Development Agreement
Recorded: February 22, 2007
Instrument No.: 107025555
Second Addendum to Development Agreement
Recorded: October 16, 2007
Instrument No.: 107141993
Terms, provisions, conditions, and, restrictions contained In Easement Agreement for N. Jayker Way by and between
Aldape Properties, LP, an Idaho limited partnership, Teco, One, LLC, an Idaho limited liability company and Rex Earl
Everist and Peggy L. Everist, husband and wife, and Treehaven, LLC, an Idaho limited liability company.
Recorded: September 21, 2007
Instrument No: 107132383
Terms, provisions, conditions, and, restrictions contained In License Agreement for Jayker Subdivision by and between
North Slough Lateral Users Association; Harrell Lateral Water Users Association; Treehaven, LLC, an Idaho limited
liability company, and Chester Properties, LLC, an Idaho limited liability company.
Recorded: March 18, 2008
Instrument No: 108031180
An easement for the purpose shown below and rights incidental thereto as set forth in a Public Right -of -Way Easement.
Granted to: Ada County Highway District
Purpose: Sidewalk
Recorded: March 20, 2008
Instrument No.: 108031936
SPECIAL WARRANTY DEED - 4 OF 5
An easement for the purpose shown below and rights incidental thereto as set forth In a Right -of -Way Easement.
Granted to: Ada County Highway District
Purpose: Temporary turnaround
Recorded: March 20, 2008
Instrument No.: 108031937
Terms, provisions, conditions, and, restrictions contained in Traffic Signal Agreement by and between Treehaven, LLC,
Ada County Highway District and Idaho Transportation Department.
Recorded: May 1, 2008
Instrument No: 108051629
Covenants, Conditions, and Restrictions, and, Easements but omitting covenants or restrictions, if any, based upon
race, color, religion, sex, sexual orientation, familial status, marital status, disability, handicap, national origin, ancestry,
or source of income, as set forth in applicable state or federal laws, except to the extent that said covenant or restriction
is permitted by applicable law.
Recorded: August 29, 2008
Instrument No: 108098132
(Affects Entire Project)
Amendments, Supplements, or Modifications of said Covenants, Conditions, and Restrictions:
Recorded: August 29, 2008
Instrument No,: 108098134
Amendments, Supplements, or Modifications of said Covenants, Conditions, and Restrictions:
Recorded: August 29, 2008
Instrument No.: 108098135
(Affects Lots 2 -17 and Lots 19 - 25 in Block 11; Lots 1- 4, 6 -11, and 13 -16 In Block 12; and Lots 1- 4 in Block 13)
Amendments, Supplements, or Modifications of said Covenants, Conditions, and Restrictions:
Recorded: August 29, 2008
Instrument No.: 108098136
(Affects Lots 2 - 22 in Block 2; Lots 2 - 4 in Block 4; Lots 1- 3 in Block 5; Lots 1- 3 in Block 6; Lots 2 - 24 In Block 8;
and Lot 1 In Block 7)
Terms, provisions, covenants, conditions, and, restrictions contained In a Central District Health Letter.
Recorded: August 29, 2008
Instrument No.: 108098138
Terms, conditions, easements and, obligations, if any, contained in License Agreement by and between The Tree Farm
Community Association, Inc., and the Ada County Highway District.
Recorded: May 17, 2009
Instrument No: 109052776
SPECIAL WARRANTY DEED - 5 OF 5
0 0
AFFIDAVIT OF LEGAL INTEREST
STATE OF IDAHO
COUNTY OF ADA
I, 5191,5T6PHEk L AAJbEPS6AJ) 017� 6P(-)kt01A16 C-9E-E-1JS1 a- C�
n6 Duct��lo b (5 D , =
(city) (state)
being first duly sworn upon, oath, depose and say:
I That I am the record owner of the property described on the attached, and I grant my
permission to:
1,02 6LqLV--,5TQ
��D
(name) (address)
to submit the accompanying application(s) pertaining to that property.
2. 1 agree to indemnify, defend and hold the City of Meridian and its employees harmless
from any claim or liability resulting from any dispute as to the statements contained
herein or as to the ownership of the property which is the subject of the application.
3. 1 hereby grant permission to City of Meridian staff to enter the subject property for the
purpose of site inspections related to processing said application(s).
Dated this day of 20
6J, � � � �
(Signature)
SUBSCRIBED AND SWORN to before me the day and year first above written.
Residing at:
�%OTAp),-.
My Commission Expires:
051101P-01.3
%A IJ B L I
Z-1
0 F
71"111111110N
AFFIDAVIT OF LEGAL INTEREST
STATE OF IDAHO
COUNTY OF ADA
I� L' Y v� b tit- U— , Z L 6 I �, yL (� ry �� z G
(name) (address)
(city) (state)
being first duly sworn upon, oath, depose and say:
That I am the record owner of the property described on the attached, and I grant my
permission to:
(name (address)
to submit the accompanying application(s) pertaining to that property.
2. I agree to indemnify, defend and hold the City of Meridian and its employees harmless
from any claim or liability resulting from any dispute as to the statements contained
herein or as to the ownership of the property which is the subject of the application.
3. I hereby grant permission to City of Meridian staff to enter the subject property for the
purpose of site inspections related to processing said application(s).
Dated this 2�4—day of -{.� , 20 10
Z/
(Signature)
SUBSCRIBED AND SWORN to before me the day and year fq�Aove written.
-10
oT �'t. (P S Not Public for Idaho)
;: A�,��G •' siding at:
q• . ,, .! ,S My Commission E pires:
F OF tv31
.
(10A
City of Meridian Pre -application -Meeting Notes Date: 6 -V()
Project/Subdivision Name: r�r ul
Applicant/Contact: Rlacks�«d ,
City Staff: 9 -f 11 e 4 -Y-A J
Location: (1,,4-
Existing Zoning: C -C c- A)
t '
Proposed Zoning: NG
Property Size: -�L 112,
Surrounding Uses: Ups-,% Sace • S;
Comprehensive Plan esignation(s):
Street Buffers and/or Land Use Buffers: 3
'Open Space/Amenities/Pathways:
Street System/Stub Streets/Access: ,�7ecE
raw h
G SM.4 M . ke tJ�r�llp
/1,;
F-2 Contiguous and Within •AOI (AZ only):...
Number`of Units and/or Lots: -:42 2-1
Dwelling Type (if residential): Tao
r�
e. �-Q_
Zo o C a a zr . /6 �c 4 ST'Y
�p " L4-60 if //-
Sewer and Water Service:
Topography/Hydrology/Floodplain Issues: //f1
Canals/Ditches/Irrigation and/or Hazards:a 1h4' d r 46
History: A2 - 06 -oo -/,, /,?-66-6.f 0 (64 z s lor,/5i2
Additional Meeting Notes: Lo � 1 � SK �''�JJl'.,�,` s Ion
7�1ThvIOU M-e/'e iP1,J0J fiM cb��G4-J>>• Tyl�o(kd44 1
9f CbM✓I/�/ ' ` /, C6riC ep/ N�a/'WIV de4to✓,nir �y/ ,0,1¢' /U6/5/2/F.
-VZ'.-) C'u.1 p 2 54 c /,- �s f N r c 4,. wr��eQ 1 ;�rD n uh6 .1-66 - 3.'/.
i t••V, la
fiovi a�2 o- ha nK, /QA., W 1,1c -L4, an Su6�„ :ssJY�►.
Additional Pre -Application Conference (circle one): Required
Anticipated Submission Date:
ParksDe ar ment
ff
DepBing Departmen .
Other:
Short Plat
Time Extension
UDC Text'Amendment
Vacation
Variance
Other:
Anticipated Hearing Date:
S,-aff 91A
Not Require
NOTES: 1) Applicants are required to hold a neighborhood meeting, 1i accordance with UDC 11 -5A -5C, prior to
submittal of an application requiring a public hearing. 2) Except for UDC Text Amendments, Comprehensive Plan
Text Amendments and Vacation applications, all other applications requiring a public hearing shall be posted- in
accordance with UDC 11-5A-5 A 3) The information provided during this meeting is based on current City Code and
Comprehensive Plan. Any subsequent changes.to City Code and/or the Comprehensive Plan may affect your .
submittal and/or application. This pre -application meeting shall be valid for 4 months.
Other Agencies/De artments to Contact (circle):
a Cour Hi way District
Nampa and Meridian Irrigation
Idaho Transportation Department
Settlers Irrigation
Sanitary Services Corporation
Fire Department
Central District Health
Police Department
Applications Required (circle all that apply): '.
Accessory Use
Design Review
Alternative Compliance
Final Plat Modification
Annexation
Misc. (DA Modification)"
Certificate of Zoning Compliance
Pl d Unit Development
Comp Plan Map Amendmentrehpiinary
Plat
Comp Plan Text Amendment
Private Street
Conditional Use Permit
Rezone
Additional Pre -Application Conference (circle one): Required
Anticipated Submission Date:
ParksDe ar ment
ff
DepBing Departmen .
Other:
Short Plat
Time Extension
UDC Text'Amendment
Vacation
Variance
Other:
Anticipated Hearing Date:
S,-aff 91A
Not Require
NOTES: 1) Applicants are required to hold a neighborhood meeting, 1i accordance with UDC 11 -5A -5C, prior to
submittal of an application requiring a public hearing. 2) Except for UDC Text Amendments, Comprehensive Plan
Text Amendments and Vacation applications, all other applications requiring a public hearing shall be posted- in
accordance with UDC 11-5A-5 A 3) The information provided during this meeting is based on current City Code and
Comprehensive Plan. Any subsequent changes.to City Code and/or the Comprehensive Plan may affect your .
submittal and/or application. This pre -application meeting shall be valid for 4 months.
b
ti
a
c-
LAt,
uv
cc�
V
1
els
r
Q
�
�
h
pn
COMMITMENT OF PROPERTY POSTING
Per Unified Development Code (UDC) 11 -5A -5D, the applicant for all applications requiring a
public hearing (except for a UDC text amendment, a Comprehensive Plan text amendment
and/or vacations) shall post the subject property not less than ten (10) days prior to the hearing.
The applicant shall post a copy of the public hearing notice of the application(s) on the property
under consideration.
The applicant shall submit proof of property posting in the form of a notarized statement and a
photograph of the posting to the City no later than seven (7) days prior to the public hearing
attesting to where and when the sign(s) were posted. Unless such Certificate is received by the
required date, the hearing will be continued.
The sign(s) shall be removed no later than three (3) days after the end of the public hearing for
which the sign(s) had been posted.
I am aware of the above requirements and will comply with the posting requirements as stated in
UDC 11-5A-5.
Qc,*%- %L.ac-KS ",�- 'lu w I;% -46(0
Applicant/agent signature Date
�� 6Yi ti. W t� , LL�-
Ada County Reserved Sub Names
0
•
Page 1 of 4
OFFICIAL ADA COUNTY RESERVED SUB NAMES LIST
Enter the first letter or letters of a subdivision name below to search existing names.
SpurWing Greens[ -Search
The following subdivision names were found containing or were similar to "SpurWing Greens"
Sub Name Reserved Recate orded ate Applicant Surveyor Comments
SPURWING GREENS 5/19/2010 TEALEYS LAND Parcel number is SO422417650
SUB SURVEYING
AVERY SPRINGS THE 7/17/1990 7/17/1990 CLARK JOHN
BAYHILL SPRINGS NO BRIGGS
11/16/1990 11/16/1990
O1
BAYHILL
SPRINGS
NO
11/16/1990
1/29/1992
NO 01
ENGINEERING
BRIGGS
INC
02
INC
CEDAR SPRINGS SUB
6/9/2003
7/16/2003
ENGINEERING
INC
BAYHILL
SPRINGS
NO
11/16/1990
9/8/1992
10/21/2002
BRIGGS
03
NO 03
INC
ENGINEERING
INC
BAYHILL
SPRINGS
NO
11/16/1990
7/30/1993
BRIGGS
INC
04
10/21/2002
12/29/2004
J -U -B ENGINEERS
NO 05
ENGINEERING
INC
BAYHILL
SPRINGS
NO
11/16/1990
5/11/1994
J -U -B ENGINEERS
BRIGGS
NO 06
05
INC
INC
CEDAR SPRINGS SUB
10/21/2002
ENGINEERING
INC
J -U -B ENGINEERS
NO 07
INC
TOOTHMAN-
CEDAR SPRINGS SUB
10/21/2002
BENELLI
SPRINGS
SUB
4/5/2006
ORTON
INC
INC
CEDAR SPRINGS
5/30/2006
1/7/2008
1 -U -B ENGINEERS
J -U -B ENGINEERS
ENGINEERING
INC
INC
CIMARRON SPRINGS
8/19/1999
3/15/2001
COMPANY
PINNACLE REQUESTED BY BOB UNGER
SUB
BODILY & BUNDERSON 2/28/1992 2/28/1992 BRIGGS
SPRINGS NO 01 ENGINEERING INC
BODILY & BUNDERSON 2/28/1992 6/29/1992 BRIGGS
SPRINGS NO 02 ENGINEERING INC
CEDAR SPRINGS PLACE J -U -B ENGINEERS
SUB INC
CEDAR SPRINGS
PROFESSIONAL J U B ENGINEERS
CENTER SUB INC
The property is located off of Locust Grove south
of Victory In Meridian. The property address is
3420 S. Locust Grove.
Street Name Eval Prelim 10/28/04 PP 04-039
Street Name Eval 1/8/04 PP 03-044
CEDAR SPRINGS SUB
10/21/2002
1/9/2003
J -U -B ENGINEERS
NO 01
INC
CEDAR SPRINGS SUB
6/9/2003
7/16/2003
3 -U -B ENGINEERS
NO 02
INC
CEDAR SPRINGS SUB
10/21/2002
4/19/2004
J -U -B ENGINEERS
NO 03
INC
CEDAR SPRINGS SUB
10/21/2002
10/21/2004
J -U -B ENGINEERS
NO 04
INC
CEDAR SPRINGS SUB
10/21/2002
12/29/2004
J -U -B ENGINEERS
NO 05
INC
CEDAR SPRINGS SUB
10/21/2002
4/13/2005
J -U -B ENGINEERS
J -U -B ENGINEERS
NO 06
INC
INC
CEDAR SPRINGS SUB
10/21/2002
10/11/2005
J -U -B ENGINEERS
J -U -B ENGINEERS
NO 07
INC
INC
CEDAR SPRINGS SUB
10/21/2002
1/3/2006
J -U -B ENGINEERS
J -U -B ENGINEERS
-
NO 08--
INC
INC
CEDAR SPRINGS
5/30/2006
1/7/2008
1 -U -B ENGINEERS
J -U -B ENGINEERS
TOWNHOMES SUB
INC
INC
CIMARRON SPRINGS
8/19/1999
3/15/2001
PINNACLE
PINNACLE REQUESTED BY BOB UNGER
SUB
ENGINEERS INC
ENGINEERS INC
TOOTHMAN-
CONDO AT HIDDEN
9/25/2002
11/20/2002
ORTON
SPRINGS THE
ENGINEERING
COMPANY
DURANGO SPRINGS
STANLEY
Meridian App. # 05-046 Street Name Evaluation
NORTH SUB
CONSULTANTS
9/29/2005
http://www.adaweb.net/content/adasubs/default.asp?search=SpurWing+Greens
7/9/2010
Engineering North West, LLC
13601 W. McMillan Rd., Ste. 102-248 Boise, Idaho 83713 (208) 376-5000 • Fax (208) 376-5556
Project No. 09-027-01 Date: June 18, 2010
SPURWING GREENS SUBDIVISION
PRELIMINARY PLAT DESCRIPTION
A parcel of land located in Section 22, T. 4 N., R. 1 W., B.M., Meridian, Ada County,
Idaho, more particularly described as follows:
Commencing at the section corner common to Sections 22, 23, 26 and 27 of said
T. 4 N., R. 1 W.;
Thence North 89°17'35" West, 1293.74 feet on the section line common to said Sections
22 and 27;
Thence leaving said section line, North 00°25'45" East, 40.00 feet to the southeast most
corner of Lot 1, Block 16 of Jayker Subdivision, as same is shown on the plat thereof recorded in
Book 101 of Plats at Page 13341 of Ada County Records, said point also being the southwest
corner of Westwing Estates, as same is shown on the plat thereof recorded in Book 70 of Plats at
Page 7200 of Ada County Records, said point also being the REAL POINT OF BEGINNING;
Thence on the exterior boundary line of said Jayker Subdivision for the following courses
and distances:
'Thence North 89°17'35" West, 1353.45 feet;
Thence North 89°17'17" West, 55.22 feet;
Thence North 00°30'34" East, 78.84 feet to a point of curve;
Thence 111.78 feet on the arc of a curve to the left, said curve having a radius of 380.00
feet, a central angle of 16°51'12" and a chord distance of 111.37 feet which bears
North 07055102" West to a point of reverse curve;
Thence 176.88 feet on the arc of a curve to the right, said curve having a radius of 225.00
feet, a central angle of 45°02'28" and a chord distance of 172.36 feet which bears
North 06°10'36" East;
Thence North 28°41'50" East, 73.67 feet;
Thence North 61"18'10" West, 20.67 feet to a point of curve;
Thence 38.98 feet on the arc of a curve to the left, said curve having a radius of 72.50
feet, a central angle of 30°48'14" and a chord distance of 38.51* feet which bears
North 76°42' 17" West;
SpurWing Greens Preliminary Plat Desc.doc Page 1 of 4
•
Thence South 87°53'36" West, 107.74 feet to a point of curve;
Thence 144.13 feet on the arc of a curve to the right, said curve having a radius of 187.50
feet, a central angle of 44°02'35" and a chord distance of 140.61 feet which bears
North 70°05'07" West;
Thence North 48°03'49" West, 184.22 feet to a point of curve;
Thence 185.06 feet on the arc of a curve to the right, said curve having a radius of 227.50
feet, a central angle of 46°36'27" and a chord distance of 180.00 feet which bears
North 24°4535" West;
Thence North 01°27'21" West, 152.21 feet to a point of curve;
Thence 117.85 feet on the arc of a curve to the left, said curve having a radius of 372.50
feet, a central angle of 18107'37" and a chord distance of 117.36 feet which bears
North 10'31'10" West;
Thence North 19°34'58" West, 160.78 feet;
Thence leaving the exterior boundary line of said Jayker Subdivision,
South 60°39'26" West, 608.47 feet to a point of curve;
Thence 193.37 feet on the arc of a curve to the right, said curve having a radius of 485.54
feet, a central angle of 22°49'07" and a chord distance of 192.10 feet which bears
South 72°03'59" West to a point on the north -south 1/16 th section line of the SW 1/4 of said
Section 22;
Thence North 00°30'43" East, 1119.46 feet on said 1/16 th section line to the southwest
corner of that parcel of land as described in Warranty Deed Instrument Number 94010662 of
Ada County Records;
Thence leaving said 1/16th section line, South 89028'42" East, 437.50 feet on the
southerly boundary line of said Warranty Deed Parcel to the southeast corner of said Parcel;
Thence North 00°30'43" East, 1030.35 feet, a portion of said line being on the easterly
boundary line of said Warranty Deed Parcel;
Thence South 81024'58" East, 441.72 feet;
Thence South 00027'37" West, 536.62 feet;
Thence South 89°30' 12" East, 778.15 feet;
Thence North 00°30'35" East, 85.11 feet;
Thence South 42'17'23" East, 18.11 feet;
Spuffing Greens Preliminary Plat Desc.doc Page 2 of 4
Thence South 00°13'10" West, 80.96 feet;
Thence South 86°30'59" East, 189.75 feet;
Thence South 47°25'06" East, 249.20 feet;
Thence North 00°28'32" East, 507.89 feet (formerly described as 507.88 feet) to a point
on a curve on the southerly right-of-way line of the Phyllis Canal;
Thence on the southerly right-of-way line of the Phyllis Canal, said line being 25.00 feet
southerly of and parallel with the centerline of the Phyllis Canal, for the following courses and
distances:
Thence 145.71 feet on the arc of a curve to the left, said curve having a radius of 1525.00
feet, a central angle of 05°2828" and a chord distance of 145.65 feet which bears
South 89°45'28" East;
Thence North 87°30' 18" East, 331.42 feet to a point of curve;
Thence 310.83 feet on the arc of a curve to the left, said curve having a radius of 1025.00
feet, a central angle of 17°22'29" and a chord distance of 309.64 feet which bears
North 78°49'03" East to a point on the northerly boundary line of said Jayker Subdivision of Ada
County Records;
Thence on the northerly boundary line of said Jayker Subdivision for the following
courses and distances:
Thence North 70°07'49" East, 209.16 feet to a point of curve;
Thence 197.27 feet on the are of a curve to the right, said curve having a radius of 975.00
feet, a central angle of 11°35'33" and a chord distance of 196.94 feet which bears
North 75°55'35" East;
Thence North 81°43'22" East, 409.49 feet to a point of curve;
Thence 85.13 feet on the arc of a curve to the left, said curve having a radius of 775.00
feet, a central angle of 06'17'36" and a chord distance of 85.08 feet which bears
North 78°34'34" East;
Thence North 75°2546" East, 277.73 feet to a point on the section line common to said
Sections 22 and 23;
Thence leaving said canal right-of-way line, South 00°29'19" West, 468.19 feet on the
section line common to said Sections 22 and 23 to the 1/4 Section Corner common to said
Sections 22 and 23;
SpurWing Greens Preliminary Plat Desc.doc Page 3 of 4
Thence South 00°20'38" West, 1317.45 feet on the section line common to said Sections
22 and 23, a portion of said line being on the easterly boundary line of said Jayker Subdivision,
to the northeast corner of said Westwing Estates of Ada County Records (from which point the
section corner common to said Sections 22, 23, 26 and 27 bears South 00°20'38" West, 1317.34
feet distant);
Thence from said northeast corner and leaving said section line, North 89° 18'37" West,
1291.78 feet (formerly described as 1291.76 feet) on the northerly boundary line of said
Westwing Estates to the northwest corner of said Westwing Estates;
Thence South 00°25'45" West, 1276.93 feet on the westerly boundary line of said
Westwing Estates to the real point of beginning. Said parcel contains 176.58 acres more or less.
PREPARED BY:
Engineering Northwest, LLC
-N e V
7880
LG' t8 -?-Pl
A,
James R. Washburn, PLS
SpurWing Greens Preliminary Plat Desc.doc Page 4 of 4
• a
G64�NGgKEAB
FIELD REPoRT
n* Nwba:12434-MI-04
1525 SOUTH DAvID LANs
Jayker Subdivision, phase 1
10/10/08 Friday
BOISE, ID 83705
o�M10C7inwolAntwk
(248) 433.8098
Treehaven, LLC
1:30 pm
184
D. Zimmerman
Loolum
Meridian, ID
Time
2:30 pm
1 of 3
P'fqMPXM" IOXF >tot
Weather:
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Today our field representative arrived to take water level readings in the monitoring wells throughout the jobsite.
Monitoring well El was still not accessible, presumably because it was located under the sidewalk.
The water levels are presented in the attached spreadsheet.
O THIS FIELD REPORT is PRELmwARy
REPRI MATAM DATE
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Attachments: water level measurements spreadsheet
Distribution:
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APPENDIX I
GEOTECHNICAL REPORT
•
I asnw - MOISLAMOM Imu vc
CIIIIIIII
IM�
•
June 19, 2007
RiveRidge Engineering Company
3046 South Down Way
Boise, Idaho 83706
Attention: Barry Semple, PE
•
GEOENGINEER�
Subject: Addendum Report
Geotechnical Engineering Services
Jayker Subdivision
Meridian, Idaho
File No. 12434-001-01
'INTRODUCTION
GeuEugineers. Inch. has completed the requested additional field and laboratory testing for Jayker Subdivision
in Meridian, Idaho. GeoEngineers, Inc. previously completed a Preliminary Geotechnical Report of the site
dated November 1, 2005 (GEI ,File No. 12434-001-00), an addendum to the preliminary report dated October
12, 2006, a Geotechnical Engineering Services Report dazed April 27, 2007 (GEI File No. 12434-001-01),
and a Phase 1 Environmental Site Assessment dated January 23, 2007 (GEI File 146.12434-001-02).
The additional services were requested by RiveRidge Engineering Company in order to obtain additional
information regarding allowable infiltration rates at selected areas of the site, the sbrieWswell factor for on-
site
nsite native silt soils to be used as structural fill, recommendations regarding the suitability of on-site soils for
use as granular subbase for road const action, and clarification on our estimate of thre static groundwater
level at the site.
SCOPE OF ADDITIONAL SERVICES
Out services have been completed in general accordance with our Change Order dated dd June 5, 2007. Our
study was authorized by RiveRidge Engineering Company on June 5, 2007. Specifically, we completed the
following scope of services:
1. Excavated a new test pit (TP -1a) approximately 50 feet north of the location of test pit TP -1 as
presented in our April 27, 2007 report
2. Excavated four test pits in order to perform four percolation tests according the EPA (1980) test
procedure.
3. Performed one in -Place nuclear densometer test on the silt soil present near the ground surface of test
Pit TP -7 and obtained a sample of the soil and performed one modified Proctor moisture -density
relationship test on the sample.
FIELD INVESTIGATION
We excavated a total of five test pits with a rubber -tire backhoe subcontracted to GeoEngineers on June 8,
2007. Four of the test pits were excavated at the approximate locations of test pits TP -3, TP -5, TP -7, and
TP -9, which were excavated during the field investigation for our April 27, 2007 report. Test pit TP -la was
RiveRidge Engineering Company
June 19, 2007
Page 2
excavated approximately 50 feet north of the location of test pit TP -1 from our April 27, 2007 report. This
test pit was relocated at your request.
SUBSURFACE INVESTIGATION
In general, the subsurface soils in test pit TP -la consisted of fine=grained silt to a depth of approximately 6
feet- The silt was lightly to moderately cemented below 2 feet. The silt was stiff to verystaff and moist in
place. Below the silt, we encountered coarse-grained soil consisting of gravel with sand and cobbles. The
gravel was dense and dry in place.
The excavations for test pits were performed for the sole purpose of completing percolation tests. We
attempted to excavate the test pits for the percolation tests in the approximate locations of the test frits
excavated during the field investigation for the April 27, 2007 report. Soil conditions were assumed to be
similar to those logged for our geoteehaical investigation; however, the following notable changes were
observed:
• The caliche or eomentcd soil layer that caused termination of the excavation of test pit TP -1 at an
approximate depth of 5y2 feet was not significant in the location of tort pit TP -la.
• We intended to perforin a'peroolation test in test pit TP -3 at a depth of approximately 6 feet, but
cemented soil layers were present in our test pit to a depth of approximately 10 feet.
• Silt was encountered to a depth of 3 feet and was underlain by lightly cemented silty sand to a depth
Of 8K feet in test pit TP -5 for our April 27, 2007 geotechnical investigation. At the location of our
Percolation test performed for this area, silt was encountered at our percolation last depth of 4 feet
below the ground surface.
CONCLUSIONS AND RECOMMENDATIONS
PERCOLATION TESTS
We performed percolations tests on soils encountered at various depths in four best pits located new the
locations of our previous test pits. We could not determine the exact locations of our previous test pits
because the fields had been plowed. The percolation tests were performed in general co4formance with the
Environmental Protection Agency (EPA) 1980 testing procedure. An approximately 6 -inch diameter bole
was dug at the depth of our test to an approximate depth of 8 inches. We placed a 6 -inch diameter polyvinyl
chloride (PVC) pipe apprgxiimately 14 inches long in the hole, and placed approximately 2 incises of pe*
gravel in the bottom. The PVC pipe was filled approximately 12 inches with water and the soils were
"pro -soaked" prior to performing the tests. For the granular soils, pre-soaking consisted of the percolation of
two 12 -inch columns of water in 10 minutes or less each. The silt soils were pre-soaked under a column of
water at least 12 inches high for four hours. The results of our percolation tests and approximate depth and
type of soils the tests were performed in are presented in Table 1 below.
Mk No. 12434-001-01
GEoENGtNEEmuo
RiveRidge Engineering Company
June 19, 2007
Page 3
Table 1. Percolation Test Results
Test Pit
Number
ApprcWma% Depth
{�
TP -3
10
TP -5
4
TP -7
7
1'P-9
4
The silt encountered at a depth of approximately 4 feet in the area now TP -5 excavated for our percolation
tests is similar to the silt encountered at approximately 2 feet in the location of test pit TP -5 during our
investigation for the April 27, 2007 report.
The Ada County Highway District (ACRD) Design Manual (February 2003) states "In no event will a rate
exceeding 15 inches per hour be allowed." Based upon tho soils encountered in our test pits and the results
of our percolation test results, the recommended infiltration rates for best pits TP -1, TP -3, TP -5, TP -7, and
TP -9 are provided in Table 2 below.
Table 2. Allowable -Infiltration Rates
Infiltration Rale
% to 8 Silt with sand Not suitable for mistral
8 to 9 feet Gravel whh sarin 15 Inches tier four
Recommendation: Discharge water to the gravel below 6feet at 15 bwjas per hosa:
Test Pit Depth
Sots T
Allowable IrMation Rate
TP -3 %to 6% fed
Set
Not suitable for InfAftdm
5% to a
My sand hardpan
Not suitable for inlntration
6 to 8 feet
sand weh an
2 ind►es per hour
e to 10'f, feet
Gravel with sand
16 Inches per how
Recommendation: Dischmge water to the silty gravel below 8 feet at 15 inches per hour.
Test Pit De
soil Typs
Allowable Infiltration Rate
TP -5 % to 3 feet
Silt With sand
Not suitable for inti tradan
3 to 8% feet
Sifty sand
1 loch pE hour
8% to 12 feet
Fme sand
4 inches per tour
Recommendation: Discharge water to the fine sand below 8'/s feet at 4 inches per hour.
File No. 12434-001-01 GEoEmGiKK S�
RiveRidge Engineering Company
June 19, 2007
Page 4
Test Pit
Depth
Soli T
Allowable Infiltration Rats
TP -7
'r4 to 3 feet
Silt
Not suitable for infhaUon
3 to 4 feet
Sand with silt
Not suitable for infiftrafion
3 to 4 feet
an
Not sui�ble for irtiNhation
4 to 6% feet
Sand with sift
1 inch per hour
6% to 7 bet
Cel sand with
sit
Not suitable for inlflUatlon
7 to 934 feet
Gravel with sand
15 indtes per hots'
Recommendation: Discharge water to the gravel with sand below 7 feet at 15 inches per hour:
Test Pit
Depth
Soil
Allowabb IuMiltraiioe Rats
TP -9
%to 1% feet
SR
Not suitable for kAftation
f 3Se to 3 feet
Sartdy slit
% inch per hour
3 to 4 feet
Sand with gravel
an
Not sui�ble for irtiNhation
4 to 734 feet
(3raysl with sand I
15 inches W hour
Recommendation: Discharge water to the sand with gravel below 4 feet at 15 inches per how:
We encountered local variations in the type and depths of soils during our investigations both for our April
27, 2007 report and for this report. We believe the depths to suitable infiltration soils may vary across the
infiltration basins designed for this subdivision.
We recommend a representative from GeoEngineers be present during construction of the infiltration
galleries to verify the proper depth has been attained, and to verify the gallery has penetrated. the proper soil
type.
SHPJNKISWELL CONSIDERATlON8
We removed the topsoil from the surface near the location of test pit TP -7 from our April 27, 2007 report,
and performed an in-place field density test on the near surface silt soils using a nuclear densometer. We
understand similar soil is to be used as structural fill. The in-place wet density was approximately 95 pounds
Per cubic foot (pot), and the moisture content was approximately 6.8 percent. We obtained a bulk sample of
the soil and brought it back to our laboratory and performed a modified Proctor density test (per ASTM D-
1557) on the sample. The maximum modified Proctor density of the soil was 118.1 pef, and the optimum
moisture content was 10.8 percent. Assuming a minimum dry density of 95 percent of the maximum
modified density (hSID), we estimate a shrinkage factor of 22 percent. Stated another way, 1.27 cubic feat
of cut soil will be required per cubic foot of structural fill.
DEPTH TO GROUNDWATER
We stated in our April 27, 2007 geotechnical engineering services report that we measured groundwater in
test pit TP -5 from the preliminary geotechnical investigation at a depth of approximately 7%z feet on August
28 and September 25, 2006. Test pit TP -5 was located near Chinden Boulevard in the southwest courser of
the property. We estimated high groundwater elevations to be as high as 7 feet in our April 27, 2007 report.
We reviewed the Idaho Department of Water Resources (IDWR) web site for on-line well information. For
wells located in Section 22 of Township 4N, Range IW, the static groundwater elevation ranged from 15 to
File No. 12434-001-01 /�
C7EOENGINEERS ///
RiveRidge Engineering Company
June 19, 2007
Page 5
37 feet below the ground surface, with most of the well logs indicating a static groundwater depth of greater
than 20 feet.
We indicated 'in our previous geotechnical investigations for this site that we estimate seasonal high
groundwater levels will occur in late summer as a result of irrigation recharge. We have also encountered
cemented soils, caliche and relatively impermeable silt and clay soils at this site. We believe the water
measured at 7'/s feet in test pit TP -7 on August 28 and September 25, 2006 may have been, present due to
irrigation recharge or indicative of a perched layer of water and did not indicate the static groundwater
elevation. We estimate that static groundwater levels will likely be deeper than 15 feet at this site, however,
perched groundwater levels may develop due to irrigation and precipitation.
SUITABILITY OF ON-SITE SOIL FOR UsE A$ GRANULAR SUBBASE
We were asked to provide recommendations on the suitability of the on-site soils for use as aggregate
subbase material for the construction of roads at the site. The Idaho Transportation Department Stordard
SPectcatforrs- for Mghway Construction, 2004, provides a table for acceptable particle size distribution for
Aggregate for Granular Subbase (Section 743.11). The maximum acceptable percentage of fine-grained
motorial (that portion passing the No. 200 U.S. standard sieve) is 15 percent. 'the minimum acceptable R
value for granular subbase is 60. We believe that relatively clean sand and gravel similar to that encountored
in test pits TP -la, TP -3, and Tp -8 at depths ranging from 6 to 10 feet below tho ground surfarx are suitable
for use as granular subbase. Please refer to the above referenced section of the Standard Specfflcatfons for
the acceptable grain size distribution range. Ada County Highway District (ACRD) may require that these
soils be certified by means of laboratory tasting prior to their approval. On-site soils other than those
mentioned above may also be suitable for use as granular subbase.
It is unlikely that any on-site soils would conform to the "3/4-vnch minus aggregate road base" criteria
specified in Section 703.04 of the Standard Speci, ficadons.
File No. 12434-001-01 GEoENGINEER
RiveRidge Engineering Company
June 14, 2007
Page 6
LIMITATIONS
We have prepared this report for use by the R.iveRidge Engineering Company for design of the Jayker
Subdivision located in Meridian„ Idaho. This report is not intended for reliance by others and the information
contained herein is not applicable to other sites.
Our conclusions and recommendations described herein are based on our site observations and experience in
the aim
Within the limitations of scope, schedule and budget, our selvices have been executed in accordance with
generally accepted practices in the field of geotechnical engineering in this area at the time this report was
prepared. No warranty or other condition, express or implied, should be understood.
Any electronic form or hard copyof this document (email, text, table, and/or figll l if providod, and any
attachments are only a copy of a master document The master hard copy is stored by GwEngineers, Inc.
and will serve as the official document of record.
Sincerely,
GeoEngineers, Inc.
Daniel P. Zimmerman, PE
ProjectEngineer
Attachments; Log of Test Pit TP-ls
Three copies submitted
Steven B. Richey, PE
Principal
M—SBRmih
Boise:1121124340011011Fimb%124340D101R_ADD.doc
Disclaim: Amy elecftudc fom% 9csimile or hard copy of the original document (email, tact, fable, and/or figureX if provided, and my adechmmu
are wdy, a copy of the migoal docammt The original document is aomd by GeoEnginoers, lac. and wN sena as the official documeM of record
CopydghtO 2007 by GwEnginecrs, lnc. AU rights reserved.
File No. 12434--WI-01
GEOENGwEEAS
October 12, 2006
RiveRidge Engineering Company
405 West Myrtle Street
Boise, Idaho, 83702
Attention: Barry Semple, PE
Subject: Addendum Report
Preliminary Geotechnical Investigation,
High Groundwater Estimates
Proposed Treehaven Subdivision
Meridian, Idaho
File No. 12434-001-01
0
GEOENGINEERi.
GeoEngineers, Inc. has completed the groundwatw. level monitoring for 1ho proposed Tvachaven
Subdivision in Meridian, Idaho. The site is bounded on the south by Chinden Boulevard; on the oast by
North Basco Lane and Ten Mile Road; on the north by the Phyllis Canal; =&on the wast by an unnamed
road approximatoly'/, east of Black Cat Road. GeoEnginocrs, Inc. previously completed a Gootechnical
Report of the site dated November 1, 2005 (GEI File No. 12434-001-00). These servicers have been
complete as requested by you.
During our preliminary geotechnical investigation, we installed four piezometers at the site to measure the
depth to groundwater. We did not observe any groundwater at the time of our site exploration on
September 1, 2005.
We returned to the site on October 14, 2005, August 28, 2006, and September 25, 2006 and measured the
depth to groundwater in the piezometers. The groundwater level measurements arb shown in Table 1
below. Measurements made in the piezometers are accurate for the date they were acquired.
T81340 I. Depth to Groundwater
Representative groundwater measurements for TP -1 could not be taken on August 28 and September 25,
2006 due to standing water around the piezometer from flood irrigations.
tirounclwater Depth Measured
October 14, 2005 Au ust 28, 2006 September 25,2006
Test PR
TP -1
Dry Not Measured
Not Measured
TP -2
Dry Dry
TP -3
DY 0 ry
TP -5
Dry 7.5
1 7.5
Representative groundwater measurements for TP -1 could not be taken on August 28 and September 25,
2006 due to standing water around the piezometer from flood irrigations.
RiveRidge Engineering Company
October 12, 2006
Page 2
We anticipate that the seasonal high groundwater level should occur in the late summer as a result of
recharge from irrigation. We reviewed groundwater level measurements in nearby water wells obtained
from the Idaho Department -of Water Resources (IDWR). We estimate" groundwater depths will range
from 7 feet below ground surface near the southern portion of elle site, and increase to 15 feet below
ground surface at the northern end of the site. We understand that the current land tenant is actively
irrigating the site, which may account for local areas of shallow groundwater perched above the bardpaa
layers encountered throughout our investigation.
If we can provide any additional information, please don't hesitate to tx
Respectfully submitted,
QeoEngineers, Inc.
e R. Thomas, E1T
Staff Engineer
I &U J,
James B. , PE
Senior Principal
IRf:DZP:JBH:ml
Boise:112U2434001101iFhnMI243400101R oW.doa
Daniel P. Zimmerman, PE
Project Engineer
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CopYAAW 2006 by (laoEaginee% lora. Ail rights reserved.
Three copies submitted
Fik No. 12434-001-01
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GROTECH14CAL ENG*UMF4NG SBAVN=
JAYKER SU ODMSX% "ES I AND 11
MERUM, IDAHO
ApmL.27,2007
FOR
RNERME EMMUNNG COWANY
I
0
Report
Geotechnical Engineering Services •
Jayker Subdivision, Phases I and II
Meridian, Idaho
File No. 12434-001-o1
Prepared for: April 27, 2007
RiveRidge Engineering Company
405 West Myrtle Street
Bola*, Idaho 83702
Attention: Barry Semple, PE
Prepared by.,
GeoEngineers, Inc.
802 West Bannock Street. Suite 700
Project Engineer
•� i
Steven B. Richey, PE
Principal
DPZ:SBRJSH:mih
Boise:\12\124340011011Finals11243400101koT.doe
Disclaimer: •Any e1e0onic form, facsimile or hard copy of the original document (etnail, text, table, and/or figare), if provided, and any
Atachmerds are only a copy of Ow original document The original document is stored by GeoEngincets, Inc, and will serve as the atkial
g document of record
CopysightO 2007 by GeoEoginew, Inc. All rights reserved.
Fik No.12434-001-01
TABLE OF CONTENTS
Pace No.
INTRODUCTION..................................................................
SCOPE OF SERVICES ................................ 1
TASK 1— GROUNDWATER MONITORING SERVICES ..................................................... 1
TASK 2 — GEOTECHNICAL INVESTIGATION SERVICES ....................... .
SITE CONDITIONS_... ............................................
SURFACE CONDITIONS .................... ................ ..........................2
...................................................
SUBSURFACE CONDITIONS......................................................... .....2
............. .....................
CONCLUSIONS AND RECOMMENDATIONS ........................ „3
517EERAL
PREPARATION..........................................................................................................................3
.....................................................................................................3
STRUCTURAL FILL ....................
General............................................................................................................................4
Suitability of On -Site Soil...........................................................................................................5
Imported Soil..................................................................... ..................5
EXCAVATABILITY...............................................................................................
PERMANENT SLOPES ....................................................................................................................6
INFILTRATION CONSIDERATIONS ............................• g
Depth toGroundwater..............................................................................................
Infiltration Rate...............................................................................�....................................... 6
PAVEMENT RECOMMENDATIONS................................................................................................8
LIMITATIONS ..........................
List of Tables
Table 1. Allowable Infiltration Rates ...........................
Table 2. Recommended Pavement Sections...............................................................................................6
Llst of Figures
Figure 1. Vicinity Map
Figure 2. Site Plan
APPENDICES
APPENDIX A — FIELD EXPORATION AND LABORATORY TESTING .....................
Appendix A Figures
Figure A-1 - Key to Exploration Logs
Figures A -2—A-12. Logs of Test Pits
Figure A-13. Grain Size Analysis
Figure A-14. Atterberg Limits Test Results
Figure A-15. R -value Test Results
APPENDIX B — REPORT LIMITATIONS AND GUIDELINES FOR USE ..................... ...............B -1...B-3
FikNo. 12454-001-01 Page p GEoEaeiaEEn�
Apr[! 27, 2007
• 0
REPORT
GEOTECHNICAL ENGINEERING SERVICES
JAYKER SUBDIVISION
MERIDIAN, IDAHO
FOR
RIVERIDGE ENGINEERING COMPANY
INTRODUCTION
This report presents the results of our geotechnical engineering evaluation for Phases I and 11 of the
Jayker Subdivision located between Chinden Boulevard and the Phyllis Canal, west of Ten Mile Road in
Meridian, Idaho as shown in the Vicinity Map, Figure 1.
We understand that Phases I and R of the subdivision will consist of approximately 290 lots containing
single-family patio homes and single-family homes, including a garden retail center, and a community
center. Cuts will be on the order of 2 to 4 feet in the northeast portion of the site and fills will be on the
order of 6 feet or less throughout the center of the site. Stormwater will be disposed of by means of
infiltration galleries. Water supply and wastewater collection and treatment will be serviced by public
agencies and companies.
SCOPE OF SERVICES
Our services have been completed in general accordance with our proposal dated February 9, 2007. Our
study was authorized by RiveRidge Engineering Company on February 21, 2007. The purpose of our
evaluation was to provide geotechnical information for use in design of infiltration basins, suitability of
on-site soils for use as structural fill, and pavement design, and to monitor groundwater elevations is the
piezometers installed for the Preliminary Geotechnical Investigation dated November 1, 2005.
Specifically, we completed the following scope of services:
TASK 1-- GROUNDWATER MONITORING SERVICES
1. Monitored groundwater conditions in piezometers we installed for the preliminary investigation, a
total of two times over a 2 -month period.
2. Provided a brief addendum letter dated October 12, 2006 to our preliminary report addressing the
estimated seasonal high groundwater levels for the site.
TASK 2 — GEOTECHNICAL INVESTIGATION SERVICES
1. Contacted Idaho State "Dial -Before -You Dig" contractor number to notify them of our intent to
excavate test pits at this site.
2. Explored the subsurface conditions by excavating 11 test pits to depths ranging from S%2 to 12
feet below the existing ground surface with a backhoe subcontracted to GeoEngineers.
3. Evaluated the engineering properties of the soils by completing a series of laboratory tests.
4. Provided conclusions and recommendations regarding site development with respect to the soil
and groundwater conditions at the site. Provided earthwork recommendations including erosion
protection during construction, compaction requirements, structural fill criteria, wet weather
construction considerations, and the suitability of on-site materials for use as structural fill.
Fife No. 12434-001-01 Page 1 GEoENGutEERs�
April 2Z 2007
S. Provided recommendations for design infiltration rates for stormwater disposal based on the
classification of the soils encountered.
b. Provided recommended pavement sections for the on -situ roadways based upon the results of an
R value test. Pavement sections for residential and residential collector streets were provided
according to Ada County Highway District requirements.
SITE CONDITIONS
SURFACE CONDITIONS
The site is bounded on the south by Chinden Boulevard, on the east by a sod farm, a private driveway
'/4 -mile east of Black Cat Road on the west bour)darN and on the north by the Phyllis Canal. The site is
currently used for Jayker's Wholesale Nursery, Inc, and is currently planted with various types of trees.
We observed multiple access roads throughout the site. Multiple irrigation ditches, both lined and
un -lined, cross the site to supply water to the nursery's trees. Jaykees offices and equipment storage
shops border Chinden Boulevard on the southem end of the site. A few houses aro prose tt north of the
property. West Wing Estates are located southeast of the subject site, north of Chinden Boulevard. Tho
site is relatively flat, and slopes gradually to the north and west.
SUBSURFACE CONDITIONS
Soil and groundwater conditions at the site were explored to depths of approximately 5'/s to 12"feet below
existing ground by excavating II test pits ('ITP -1 through TP -11) on April 5, 2007 with a backhoe
subcontracted to GeoEngineers. The test pits were excavated at the approximate locations shown on the
Site Plan, Figure 2.
A variety of soil conditions were revealed at the locations of our test pits. Topsoil and an associated root
zone were encountered at each test pit. We also encountered fine and coarse-grained soil deposits in all
of our test pits except test pit TP -1, which was terminated due to refusal on hardpan. Generally,
fine-grained soils were encountered near the ground surface and were separated from the deeper
coarse-grained deposits by a cemented hardpan or caliche layer. The character of the soil deposits varied
as generally described in the following paragraphs. Detailed logs of conditions encountered at the
location of each test pit are shown on the test pit logs in Appendix A, along with laboratory test results.
The fine-grained soil deposits consisted of clay, silt and sandy silt. In general, these deposits were soft to
hard in place, and characterized by low to moderate strength, low to moderate compressibility, and low
permeability.
We also encountered very dense hardpan consisting of silt and silty fine to coarse sand. The hardpan was
3 inches to more than 1 foot thick. The fine-grained hardpan possessed low compressibility and moderate,
to high strength. The coarse-grained hardpan also possesses low compressibility and high strength in
place.
The coarse-grained soil deposits included fine to coarse sand, and fine to coarse gravel with variable silt
and cobble content. In general, the sand and gravel deposits were medium dense to dense in place and
characterized by moderate to high strength, low compressibility and low to high permeability.
We did not encounter groundwater in our test pits at the time of our exploration. We had periodically
monitored the piezometers installed during our preliminary geotechnical investigation for groundwater
File No. 12434-001-01 Page 2 GEOENGINEERS�
ApK127, 2007
elevation. The results of that monitoring were presented in a letter dated October 12, 2006. Groundwater
levels should be expected to fluctuate as a function of season, precipitation, irrigation and other factors.
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
A summary of the design and construction considerations for the proposed project is provided below.
The summary is presented for introductory purposes only and should be used in conjunctibn with the
complete discussion in the appropriate sections of this report.
• The site soils are moisture -sensitive because of the fines (silty and clay -sized soil particles passing
the U.S. No. 200 sieve) content and the plasticity of some of these tines. It will be difficult to
properly compact these soils if the moisture content is significantly above or below optimum.
Trafficability at the site under wet conditions might be difficult for rubber -tired equipment and
could result in considerable surface soil disturbance.
• We encountered layers of lightly to strongly cemented soils and hardpan or caliche layers in our
test pits. Excavation for site grading and trenching through these layers will likely require the use
of heavy-duty equipment.
• Earthwork for the project should be completed during dry weather. Nconstruction must continne
during periods of wet weather, disturbance of the native soil will occur, requiring overexcavation
and replacement with imported material. Overexcavation will increase grading costs.
• Infiltration rates are relatively low in the upper soils and relatively high in the sand and gravel
soils (below 3 to 8 feet in depth) that we encountered at the site. A table of infiltration rates and
depths is provided in the `°Stormwater Infiltration Considerations" section of this report.
• We encountered low to moderately plastic clays in a few of our test pits near the ground surface.
Recommendations for the use of these soils as fill are provided below. -
SITE PREPARATION
The area to be developed should be stripped of all topsoil, sod, vegetation, and otherwise unsuitable
material. Stripping depths are expected to range from about 3 to 9 inches across the site. The stripped
material should be wasted off-site or stockpiled and used for landscaping purposes, if determined suitable
by the Owner.
For the purposes of this report, we generally define topsoil as a fine-grained soil with an appreciable
amount of organic matter based on visual examination. It is unsuitable for direct support of the proposed
improvements. However, the organic content, and other mineralogical and gradational characteristics
used to evaluate the suitability of soil for use in landscaping and for agricultural purposes was not
evaluated, nor considered in our analyses. Therefore, the information and recommendations in this report,,
and our logs and descriptions should not be used as a basis for concluding that topsoil from the subject
site is suitable for use in landscaping or for agricultural purposes, nor for estimating the volume of topsoil
that could be available for such purposes.
After stripping, roots larger than about'/: inch in diameter should be grubbed out. The site then should be
proofrolled with a loaded dump truck or other heavy vehicle to identify soft, wet, unstable or other area
of unsuitable soil. Any soft, loose or otherwise unsuitable areas identified during proofrolling should be
recompacted if practical or removed to a depth of about 2 feet or firm bearing, whichever is less, and
File No. 12434-001-01 Page 3 CiEOENGiNEER�
April27, 2007
replaced with structural fill. We recommend the proofroliing of the subgrade be observed by a
representative of our firm to assess the adequacy of the subgrade conditions and to identify areas needing
remedial work. We further recommend that this procedure not be performed during wet weather. If
construction needs to continue during wet weather, it may be necessary to overexcavate disturbed
material and place a layer of sand and gravel with less than 5 percent fines to provide a working surface
over moisture -sensitive soils. Areas of deeper, soft, wet, unstable subgrade that are encountered or
created, may require the Contractor to overexcavate and stabilize the subgrade by placing an
Engineer -approved woven geotextile and clean compacted granular fill to create a working platform.
Relatively light, non -vibratory compaction equipment should be used during this operation to rttinimize
further softening and pumping ofthe exposed subgrade.
The prevailing sur6cial soils on the site will be moisture -sensitive, difficult to operate on, and very
difficult to compact during wet weather. RubberAi rd vehicles will disturb this type of soil when it is
above the optimum moisture content. It readily absorbs moisture and is diTkult to dry out. It has a
moderate erosion potential in-place and is easily transported by running water when disturbed. Therefore,
silt fences and other Best Management practices (BWs) may be necessary to control erosion and
sediment transport during construction. The vegetation and topsoil act as protective layers to the surficial
soil. Therefore, they should be removed only where and when necessary.
All areas to be filled first should be scarified to a minimum depth of 8 inches, moisture conditioned to
within 2 percent of the optimum moisture content, and then compacted to a minimum relative compaction
of 90 percent of the maximum dry density (MDD), based -on the American Society for Testing and,
Materials (ASTM) D1557 laboratory test procedure.
STRUCTURAL FILL
General
All new structural fill and backfill placed under building pads and parking lot areas should be placed and
compacted as structural fill subsequent to site preparation work as described above. The fill should be
placed in horizontal lifts not exceeding 8 inches in loose thickness, or less if necessary to obtain adequate
compaction. Each lift must be thoroughly and uniformly moisture conditioned and compacted. Fine-
grained clay soils should be moisture conditioned to optimum moisture content to two percent above.
Optimum moisture content. Moisture conditioning of all other soils should be to within two percent above
or below optimum moisture content. We recommend that all structural fill placed beneath the building
pads and within 2 feet of pavement elevation be compacted to at least 95 percent of tate maximum dry
density (MDD) as determined by the ASTM D 1557 test procedure. Below this depth in roadway areas,
we recommend that structural fill be compacted to at least 90 percent of the MDD.
All structural fill material should be free of organics, debris and other deleterious material, with no
individual particles larger than 4 inches in diameter or one-half the lift thickness, whichever is smaller.
As the amount of fines increases, the soil becomes increasingly sensitive to small changes in moisture
content and adequate compaction becomes more difficult to achieve, particularly during wet weather.
Generally, soils containing more than about 5 percent fines by weight cannot be properly compacted
when the moisture content is more than a few percent from optimum moisture content.
Full -tune earthwork monitoring and a sufficient number of in-place density tests should be performed by
GeoEugineers to evaluate fill placement and compaction operations and to confirm that the required
compaction is being achieved.
File No. 12434-001-01 Page 4 GEOENGINEElt
April 2 7. 200 7 5-0
•
Suitability of On -Site Soil
The soils encountered in all the test pits consisted of fine-grained soils (clay, silt, sandy silt) and granular
soils (silty sand, sand, and gravel) throughout the site. The on-site soils are suitable for use as fila,
provided they are properly moisture conditioned and compacted as recommended above. The
fine-grained clay soils near the surface of our test pits oxhibited low to moderate plasticity and have a
small potential of volume change upon wetting (expansion). This. potential expansion/swell can be
minimized by proper moisture conditioning as discussed in the General subsection above.
The on-site soils contain a significant amount of foes, are moisture sensitive and wiU be difficult to
compact if the moisture content is more than a few percent either wet or dry of optimum moisture content.
Moisture conditioning will be required to facilitate compaction. Additionally, it may be necessary to stop
placing the fine-grained soils as structural fill during rains. For these reasons, we recommend that a
contingency be included in the construction budget for importing select, free -draining sand or sand and
gravel mixtures.
The hardpan encountered at the site is generally not suitable for reuse as structural fill. It is difficult to
adequately pulverize and uniformly moisture condition and compact the material. Variable moisture
conditioning results in variable compaction of the hardpan material. The hardpan may be used in
conjunction with other soil for use as structural fill ~fader the following conditions: 1) the hardpan pieces
are less than 4 inches in greatest dimension and are thoroughly mixed with sufficient soil such that the
interstitial spaces are filled with soil; 2) the hardpan pieces are not allowed to "nest," creating voids; and
3) the soil mixture is thoroughly moisture conditioned and compacted in lifts using .large vibratory
equipment. We recommenA hardpan material not be placed within 2 feet of the bottom of the asphalt
pavement in roadway areas or finish subgrade of building pads. Other structural fill should be used in this
zone.
The fine-grained soils we encountered in our test pits are suitable for use as sutural fill, but should be
considered for deeper fills. The granular soils are more suitable for structural fill use.
Imported Soil
On-site and imported soil, if used as structural fill, should conform to the recommendations provided in
the "General" section above. On-site and import soils used as structural fill shall be non -expansive,
reasonably well -graded, and be free of organics, other perishable material and construction debris. In
addition, they shall meet the following criteria.
Sieve Size
4"
#4
No. 200
Percent Passing
No, 200 Sieve
Percent Passing
(by dry weight)
100
70-100
0-35
Max. Max.
LL PI
0-20 40 15
21-35 35 10
Liquid Limit (LL); Plasticity Index (Pl)
Min. R value = 40 (pavement areas only)
File No 11434-001-01 Page 5 S�
April 27, 2007 GEOENGINEER
w
ExCA mswy
We encountered dense to very dense hardpan in most of our test pits at this site. The rubber -tired backhoe
that we used to excavate our test pits had difficulty penetrating some of the harder layers. Large
track-mountedexcavators and dozers will typically be more efficient than a rubber -tired backhoe for
excavations through the hardpan.
PERMANENT SLOPES
We recommend a maximum permanent slope inclination of 2H: IV (Horizontal:Vertical) in the native soil
or in structural fill placed in accordance with our recommendations. Fill should be carefully compacted
on the slope face, or the fill embankment can be overbuilt and cut back to a 2HAV configuration.
Permanent slopes must be hydroseeded or otherwise protected from erosion. Temporary erosion control
measures may be necessary until permanent vegetation is established.
INFILTRATION CONSIDERATIONS
Depth to Groundwater
We installed four piezometers at the site to measure the depth to groundwater during our preliminary
geotechnical investigation. We returned to the site approximately eleven months later to measure
groundwater levels. These results have previcuply been reported to you but ranged from 7% feet or more
below existing ground. We did not install additional piezometers during our current investigation, not did
we encounter groundwater. We anticipate that groundwater levels will fluctuate between 7 feet below the
ground surface to greater than 15 feet. We anticipate that the seasonal high groundwater level will occur
in the We summer as a result of recharge from irrigation. Groundwater levels should be expected to
fluctuate as a function of season, precipitation, irrigation, and other factors.
lnf Waffon Rate
Table 1, below, describes the soil conditions encountered at the locations of our I test pits, the
recommended allowable infiltration rate for each layer, and our stormwater disposal recommendations.
Table 1. Allowable Infiltration Rates
Test Pit De thSoil a Allowable Inftitratlon Rate
TP -1 r4 to 554+ {aet Silt and silt hardpan s Not suitable for intilbatlen
swwnsnscr�uurwr�. "Wv wge warer to sulrabie sol! oe(Ow 3%,feet.
Test Pit
Depth
Soil Type
Allowable Inttltration Rate
TP -2
'r4 to 3 feet
Silt
Not suitable for infiltration
3 to 4 feet
Sft sand hardpan
Not suitable for inflttraiion
Sand with silt
4 to 4% feet
hardpan
Not suitable for infiltration.
4% to 10 feet
Sand with silt
2 inches per hour
10 to 11 feet
Sand hardpan
Not suitable for InfiKralon
11 to 11% feet
8aad with gravel and
4 inches per hour
cobbles
Recommendation: Discharge water to the sand with gravel below II feet at 4 inches per hour.y
EM
Rh No. 12434-001-01 Page 6 GiEoENGiNEER4�
dpH127,2007
• 0
Depth
Soil Type
Allowable: Infiltration Rate
to 61A feet
Silt
Not suitable for InMratlon
5% to 6
Si sand hardpan
Not suitable for Infiltration
> to 8 feet
Sand with silt
2 Inches per hour
to 10% feet
I Sitty gravel
4 inches per hour
Recommendation: Discharge water to the silty gravel below 8 feet at 4 inches per how.
Test Pit gu
Agawabts k0butlon Rate
TP -4 % to 4% feet Set
Not suitable for Witration
4% to 8 feet Sand with sa
2 inches pE hour
8 to 10 feet Sand with gravel
4 inches per hour
Recommendation: Discharge water to the sand with silt below 43Sfeet at 2 inches per hots or to the sand
with gravel below 8 feet at 4 inches per how:
Test Pit Depth
GW
Aillowable Infiltration Rate
TP -5 34 to 3 feet
SIR with sand
Not suitable for infiltration
3 to 8% feet
Silty sand
1 kncln pff hour
8% to 12 feet
Fine sand
1 Inch per hot r
Recommendation: Discharge water to thefine sand below 8Y feet at I inch per hour.
Ll 1,
Test Pit Depth
Soil Type
Allowabia InMbadw Rats
TP -8 %to 4 feet
Silt with sand
Not suitapia for Infiltration
4 to 8% feet
Silty sand
1 Inch pff hour
8% to 10 feet
Sand with gravel
4 inches per how
Recommendation: Discharge water to the sand with gravel below 8 feet at 4 incises per how.
Test Pit
De
Soil Type
Mk viable IrdilbvMon Rahe
TP -7
%to 3 feet
sit
Not suitable for InflUalioil
3 to 4 feet
Sand with silt
Not suitable for inlillration
ha an
A to 6% feet
Sand with silt
1 inch per hour
6% to 7 feet
Cemented sand with
Not suitable for Infiltration
Silt
7 to 9% feet
Silty sand with
2 inches per hour
vel
Recommendation: Discharge water to the sand with gravel below 7 feet at 2 inches per hour.
NOW
Fik Na 12434.001-01 Page 7 QoErlanu:I:ess i�
Apri127, 2007
Test Pit
De th
Soil T
Allowable Infi'.
TP -8
% to 1'% feet
Silt
Not suitable fi
2 inches per hour
I% to 2% feet
Send with sift
hard an
Not suitable A
2% to 6
1 Cemented silty sand
Not suitable f
6 to 9% feel
I Gravel with sand
4 inches
Recommendation: Discharge water to the gravel with sand below 6feet at 4 inches per hour.
Test Pit
F±pth
Soil Type
Allowable inflitration Rabe
TP -9
%10 1% feet
Silt
Not suitable for tnlbtratim
2 inches per hour
1% to 3 feet
Sandy silt
% inch per hour
3 to 4 fast
Sand war grevel
Not suitable for isliiltratton
haftloart
4 to 7% feet
Saw with silt and
2 Inches per hour
gravel
Re
commendation: Dischow water to the sand with gravel below 4 feet at 2 inches per Imus
Test Pit
Soil
Allowable InlilM*n Rata
TP -10 i4 to 5% feet
Silt and hardpan
Not suitable for infiltration
534 to 8% feat
Silty sarxl with
I
2 inches per hour
Recommendation: Discharge water to the silty sand with gravel below S'YS feet at 2 inches per hour:
Test Pit
Depth
Soli Type
Allowable Infiltration Rate
TP -11
34 to 5 feet
Clay and sOt with
sand
Not suitable for Miliration
5 to 9 feet
Sand with gravel
4 inches per hour
Recommendation: Discharge water to the sand with gravel below S feet at 4 inches per hour:
The infiltration rates above are based on the soil types encountered. They also are based on the
assumption that the infiltration system will be designed and constructed in general accordance with Ada
County Highway District Development Policy Manual recommendations. If another methodology will be
used, please consult with us to be sure that the infiltration rates above are applicable.
PAVEMENT RECOMMENDATIONS
We recommend that the subgrade be prepared in accordance with the recommendations in the "Site
Preparation" section above. The pavement sections presented below are recommended for residential
streets and residential collector streets. We do not have traffic loading data to complete a formal
pavement design; however, the following pavement sections have generally proven to be adequate under
typical traffic loads in this vicinity with a stiff silt subgrade.
Fite No. 12434-01-01 Page 8 CiEoI:NGINlt R5�
April 27, 2007
We performed a resistance value (R -value) test on a soil sample from test pit TP -7. The R value for the
silt was 46. This soil was chosen for testing because it was representative of the surficial silt encountered
across the site, and would likely be used as fill in the central portion of the site. The recommended
pavement sections, based on a minimum R value of 40, are provided in Table 4.
Table 2. Recommended Pavement Sections
sat Su rade
Residential Stsets
Collector Streeb
Material
Thiduiess inches
Thickness riches
Plantmix Class 11
Z,g
3
3WInch, clashed gate base
4
4
3 -inch minus qmnular subbase
a
10
The thicknesses above are minimum thicknesses for each layer. The materials should meet the
requirements specified below.
We recommend that the roadway construction be completed in accordance with the current edition of the
Idaho Standards for Public Works Construction (ISPWC). The base course should conform to all of the
specifications for "3/4 -inch (Type I) crushed aggregate for basil' as described in Section 802 of the
ISPWC. The plantmix pavement should conform to all of the specifications for Class II mix as described
in Section 810 of the ISPWC. The crushed aggregate base should be compacted to a minimum of
95 percent of NIDD per ASTM D1557..
LIMITATIONS
We have prepared this report for use by RiveRidge Engineering Company, and the rest of the design team
for design of the Jayker Subdivision located between Chinden Boulevard and the Phyllis Canal, west of
Ten Mile Road in Meridian, Idaho, as shown in the Vicinity Map, Figure 1.
Within the limitations of scope, schedule and budget, our services have been executed in accordance with
generally accepted practices in the field of geotechnical engineering in this area at the time this report was
prepared. No warranty or other conditions, express or implied, should be understood.
Any electronic form or hard copy of this document (email, text, table, and/or figure), if provided, and any
attachments are only a copy of a master document. The master hard copy is stored by GeoEngineers, Inc.
and will serve as the official document of record.
Please refer to Appendix B titled "Report Limitations and Guidelines for Use" for additional information
pertaining to use of this report.
We appreciate the opportunity to work with you on this project. If you have any questions regarding this
report, or ifyou need additional information, please call.
Rk No. 12434-001-01 Page 9 GEOENGfAEE95�
Aprd 27, 2007
0 •
0
GEOENGINEERS.
•
APPENDIX A
FIELD EXPLORATION AND LABORATORY TES77NG
• 0
APPENDIX A
FIELD EXPLORATION AND LABORATORY TESTING
EXPLORATION PROGRAM
Soil and groundwater conditions at the site were explored using a backhoe subcontracted to Goangineers
on April 5, 2007. A total of 11 test pits were completed at the site to depths ranging from 5% to 12 feet
deep below the existing ground surface. The approximate locations of the test pits are shown in Figure 2.
The test pits were located in the field by pacing and/or measuring from survey stakes and based on the
site plan provided by RiveRidge Engineering Company. The test pit locations should be considered
approximate.
A soils scientist from our office observed the test pits on a full-time basis, maintained detailed logs, and
obtained representative samples of the soils encountezed for further examination in our laboratory. The
soils encountered were classified visually in accordance with the classification system shown in Figure A-
L The logs of the test pits are shown in Figures A-2 through A-12. Each of the soil samples was
evaluated in our laboratory to confirm the soil classifications and soil properties described in the logs.
LABORATORY TESTING
Groin Size Ana4 ads
A grain size analysis (ASTM D421) indicates the range in diameter of soil particles included in a
particular sample. Grain size analyses were performed on three representative samples obtained from the
site. The results of the grain size determinations for the samples are presented in Figure A-13.
Atterberg lim/ts
Atterbag limits (ASTM D4318-98) were established on three selected samples. •Atterrberg limits are used
primarily for classification and indexing of cohesive fine-grained soils. The liquid and plastic limits are
defined as the moisture content of a cohesive soil at arbitrarily established limits for liquid and plastic
behavior, respectively. The results of the Atterberg limits are presented on Figure A-14.
Resistance Value
A resistance value (Idaho Method T-8) was completed on one selected sample from test pit TP -7.
Resistance value data is used primarily for estimating bearing strength of soil from a vertically applied
load. The result of the resistance value test is presented on Figure A-15.
File Na 12434.001-01 pageA-1 GtoEHramtf. S
Apri! 27, 2007-061
•
SOIL CLASSIFICATION CHART
MAJOR DINISIONa
SYMABOLS
TYPICAL
GRAPH
rL—Er—M-1
simrtderd Powilivillon Test (WT)
DESCRIPTIONS
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®
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iz
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VEL
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GIN
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SCILS
mm%Twwaw
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Sampler
Symbol Desedg2ra
—•
■
2A41tah LD. split beirsl
Ms
simrtderd Powilivillon Test (WT)
❑
sh ft tube
®
Puton
iz
Dkestf4wh
®Bu
ft or grab
Slowcount b nreordmd for driven samplm as the nurnber
of blows required to advance ssnpler 12 mites (or
distance not@4 See expiomtion fog for hamnierwelght
and drop.
A "P" indicia sampler pushed using the weight of the
drlu dg.
•
ADDITIONAL MATERIAL SYMBOLS
OhMalltRhig Chet
MOW contact betwee-so strata or
eeok►pil:•urdb
/ r bewm a soft atrala or
@pproxbraft"'-w often
haw WMM a geologic am pert
%F
exPlorado", Welk or F,
TYPICAL.ETTER DE8CRIyms
OwwWwWoWw"d atom of
Ms
list
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P 0118 waftrobservadmitilmot
eqgwdlon
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iz
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Asphalt Concrete
a�
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CR
Crushed Roar/QuarrySpallsT
ceadvctl
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8A
8iew walysls
T��
OW
uc
unoomkled ownprasslan
Fared DuWaod
OhMalltRhig Chet
MOW contact betwee-so strata or
eeok►pil:•urdb
/ r bewm a soft atrala or
@pproxbraft"'-w often
haw WMM a geologic am pert
%F
exPlorado", Welk or F,
AL
CA
OwwWwWoWw"d atom of
Ms
list
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P 0118 waftrobservadmitilmot
eqgwdlon
DS
pi rise prodYet In wreg or ,
OhMalltRhig Chet
MOW contact betwee-so strata or
eeok►pil:•urdb
/ r bewm a soft atrala or
@pproxbraft"'-w often
haw WMM a geologic am pert
%F
Labomtm I Fiero Tests
Pero"Aft s
AL
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CIlirllb
Ms
list
ce
nsoldWon
DS
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HA
me
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MD
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OC
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8A
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TX
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uc
unoomkled ownprasslan
vs
Vans, ohm
Sheen CiagaNWANen
He
888
8hwnN*VkftSMsn
Ms
Modasie sheen
ms
Hmyshm
NT
Nesiod
NOTE: The reader must refer to the diseussion h the mPOd text and the logs of expbrallons for a proper underslandhg of submtses cgWitlons. I
_2esatptions onto bps appy onry aid* specise expbmWn bcoMms and at the tbsa ft muCIAD tins were made; they ars nal rnsrarysd icbe
prsaentaUvs of subasfam cartditbns at cVw bastions at tingles.
KEY TO EXPLORATION LOOS
GffoENGINEER � FIGURE A-1
0 •
0
Date Excavated: 04/05/07 Logged by'. BWi
Equipment: Case 580 Suver L Backhoe Surface Elevation (it) NA
0--, * "' --"-o
0 •
Date Excavated: 04/05/07 Logged by: 3WH
Equipment:Case 580 Suver L Backhoe Surface Elevation (ft)' NA
Grain Size Analysis
Figure A-13
0
50
CH or OH
40
so
MH or OH
20
CL or OL o
io
°
_----CL-NAL
� ML or I
L
0'
- 1R
v LU 40 so so i00
Uquid Umn
Jab Number. 124334-001-01,
Exploration Sample Misture Liquid Plasticity Sol(*) Chart
No. Depth Content Limit Index Description bol
TP -4 0.5-1.0 19% 32 12 CL o
TP -11 031.0 23% 39 19 CL •
*Soil descriptions based on percent passing size No. 40 sieve.
•i•
a
c
4
0
4
GEoE
NGINEERS
Atterberg Limits Test Results
Figure A-14
■ I 1
Rn-YAC,tJE
mAHO Hi=s
Project Treehaven SubdWlon 012434 I.01 lob Number. 137LO543
Client Goo Engineers Fite Name: GEOEOi BM071$7
Sample ID: Subgrade Sol Date Sampled: NIA
Location: TP -7 @ 1-3' Sampled by: Client
Sol Description: Red -Brown Sill w/ sand Date RewN e& 4/1 OW
Tested by: BHFX*ta
R WAN pig
TH
one
P01011
wnta
hie2
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168
204
.390,
tfi► Dateity. #SCF
96.9
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Exp. Pressure, P81
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0 39
0.37411
IC
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witramlAip�
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by V* swo ed d $ na nsosuy com all,
R VALUE: 46
GPAMMMA11a1t10Td1
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aw
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►eLao
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R -value Test Results
Jayker Subdivision
Meridian, Idaho
Reference: Labotatory Testing Services provided by G W E N G I N E E RS Figure A-15
STRATA
•
GEOENGINEERS
APPENDIX B
REPORT L/MITAnoNS AND GUIDELINES FOR USE
•
APPENDIX B
•
REPORT LIMITATIONS AND GUIDELINES FOR USE'
This appendix provides information to help you manage your risks with respect to the use of this report,
GEOTECHNICAL, SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES, PERSONS AND
PROJECTS
This report is for the use by RiveRidge Engineering Company and the rest of the design team for design
of the Jayker Subdivision located between Chinden Boulevard and the Phyllis Canal, west of Ten Mile
Road in Meridian, Idaho, as shown in the Vicinity Map, Figure 1. Tbis report is not intended for use by
others, and the information contained herein•is not applicable to other sites.
GeoEngineers structures our services to meet the specific needs of our clients. For example, a
geotechnical or geologic study conducted for a civil engineer or architect may not fulfill the needs of a
construction contractor or even another civil engineer or architect that are involved in the same project,
Because each geotechnical or ge010910 study is unique, each geotechnical engineering or geologic report
is unique, prepared solely for the specific client and project site. No one except RiveNdge Engineering
Company should rely on this report without first conferring with GeoEngineers. This report should not be
applied for any purpose or project except the one originally contemplated.
A GEOTECHNICAL ENGINEERING OR GEOLOGIC REPORT 15 BASED ON A UNIQUE SET OF
PROJECT -SPECIFIC FACTORS
This report has been prepared for RiveRidge Engineering Company and the rest of the design team for
design of the Jayker Subdivision. GeoEugincers considered a number of unique, project -specific factors
when establishing the scope of services for this project and report. Unless OwEngineers specifically
indicates otherwise, do not rely on this report if it was;
• not prepared for you,
• not prepared for your project,
• not prepared for the specific site explored, or
• completed before important project changes were made.
For example, changes that can affect the applicability of this report include those that affect:
• the function of the proposed structure;
• elevation, configuration, location, orientation or weight of the proposed structure;
• composition of the design team; or
• project ownership.
If important changes are made after the date of this report, GeoEngineers should be given the opportunity
to review our interpretations and recommendations and provide written modifications or confirmation, as
appropriate.
r Developed based on material provided by AVE, Professional Firms Practicing in the Gooseieaces;www.asfe.org .
File No.12434-001-01 Page B-1
April 27, 2007 GEoENGmEERs
SUBSURFACE CONDITIONS CAN CHANGE
This geotechnical or geologic report is based on conditions that existed at the time the study was
performed. The findings and conclusions of this report may be affected by the passage of
time, by
manmade events such as construction on or adjacent to the site, or by natural events such as floods,
earthquakes, slope instability or groundwater fluctuations. Always contact GeoEngineers before applying
a report to determine if it remains applicable.
MOST GEOTECHNICAL AND GEOLOGIC FINDINGS ARE PROFESSIONAL OPINIONS
Our interpretations of subsurface conditions are based on field observations from widely spaced sampling
locations at the site. Site exploration identifies subsurface conditions only atthose points where
subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data
and then applied our professional judgment to render an opinion about subsurface conditions throughout
the site. Actual subsurface conditions may differ, sometimes significantly, front those indicated in this
report. Our report, conclusions and interpretations should not be construed as a warranty of the
subsurface conditions.
GEOTECHNICAL ENGINEERING REPORT RECOMMENDATIONS ARE NOT FINAL
Do not over -rely on the preliminary construction recommendations included in this report. These
reeomm"dations are not final, because they were developed principally from GooEngineers, professional
judgment and opinion. GeoEngineers, recommendations can be finalized only by observing actual
subsurface conditions revealed during construction. OwEngineers cannot assume responsibility or
liability for this report's recommendations if we do not perform construction observation.
Sufficient monitoring, testing and consultation by GeoEngineers should be provided during construction
to confirm that the conditions encountered are consistent with those indicated by the explorations, to
provide recommendations for design changes should the conditions revealed during the work differ from
those anticipated, and to evaluate whether or not earthwork activities are completed in accordance with
our recommendations. Retaining GeoEngmeers for construction observation for this project isthe most
effective method of managing the risks associated with unanticipated conditions.
A GEOTECHNICAL ENGINEERING OR GEOLOGIC REPORT COULD BE SUBJECT TO
MISINTERPRETATION
Misinterpretation of this report by other design team members can result in costly problems. You could
lower that risk by having GeoEngineers confer with appropriate members of the design team after
submitting the report. Also retain GecEngineers to review pertinent elements of the design team's plans
and specifications. Contractors can also misinterpret a geotechnical engineering or geologic report.
Reduce that risk by having GeoEngineers participate in pre-bid and preconstruction conferences, and by
providing construction observation.
DO NOT REDRAW THE EXPLORATION LOGS
Geotechnical engineers and geologists prepare fmal boring and testing logs based upon their
interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a
geotechnical engineering or geologic report should never be redrawn for inclusion in architectural dr other
design drawings. Only photographic or electronic reproduction is acceptable, but recognize that
separating logs from the report can elevate risk.
Fire N6.12434401-01 Page B-2
APM 2% 2007 GEoEriramats
GIVE CONTRACTORS A COMPLETE REPORT AND GUIDANCE
Some owners and design professionals believe they can make contractors liable for unanticipated
subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems,
give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly
written letter of transmittal. In that letter, advise contractors that the report was not prepared for p
of bid development and that the report's accuracy is limited; urposeencourage them to confer with GeoEagineers
and/or to conduct additional study to obtain the specific types of information they need or prefer. A pre-
bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study.
Only then might an owner be in a position to give contractors the best information available, while
requiring them to at least share the financial responsibilities stemming Som unanticipated conditions.
Further, a contingency for unanticipated conditions should be included in your project budget and
schedule,
CONTRACTORS ARE RESPONSIBLE FOR SITE SAFETY ON THEIR OWN CONSTRUCTION
PROJECTS
Our geotechnical recommendations ase not intended to direct the contractor's procedures, methods,
schedule or management of the work site, The contractor is solely responsible for job site safety and for
managing constriction operations to minimize risks to on-site personnel and to adjacent properties.
READ THESE PROVISIONS CLOSELY
Some clients, design professionals and contractors may not recognize that the gooscience practices
(geotechnical engineering or geology) ate far less exact than other engineering and natural science
disciplines. This lack of understanding can create unrealistic expectations that could lead to
disappointments, claims and disputes. GeoEngineers includes these explanatory "limitations" provisions
in our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these
"Report Limitations and Guidelines for Use" apply to your project or site.
GEOTECHNICAL, GEOLOGIC AND ENVIRONMENTAL REPORTS SHOULD NOT BE INTERCHMew
The equipment, techniques and personnel used to perform an environmental study differ significantly
from those used to perform a geotechnical or geologic study and vice versa. For that reason, a
geotechnical engineering or geologic report does not usually relate any environmental findings,
conclusions or recommendations; e.g., about the likelihood of encountering underground storage tanks or
regulated contaminants. Similarly, environmental reports are not used to address geotechnical or geologic
concerns regarding a specific project.
File No. 12434-001.0! Page B-3
April 27, 2007 GEoENGINEERS