HomeMy WebLinkAboutCity Clerk ChecklistCITY CLERK FILE CHECKLIST
Project Name: Cairns Crossing Subdivision File No. FP 07-009
Contact Name: Chris Todd Phone: 442-6300
Date Received from Planning and Zoning Department:
Planning and Zoning Level:
❑ Transmittals to agencies and others:
❑ Notice to newspaper with publish dates:
❑ Certifieds to property owners:
March 30, 2007
Hearing Date: N/A
❑ Planning and Zoning Commission Recommendation
Notes:
City Council Level:
X❑ Transmittals to agencies and others:
❑ Notice to newspaper with publish dates
and
❑ Approve ❑ Deny
Hearing Date: April 24, 2007
April 3, 2007
n/a and n/a
❑ Certifieds to property owners:
❑ City Council Action: ❑ Approve
❑ Findings / Conclusions / Order received from attorney on:
Notes:
❑ Deny
Findings / Conclusions / Order:
-1-17
Original Res/copy can MinuleDook
❑
Approved by Council:
copy Res/COPY Cen. cityClerk
Ciy Engineer
Ciry Planner
❑
Copies Disbursed:
ro
cityg Cd ers
steN.j-lF
Prec[Fe
❑
Findings Recorded
Deputy Clerk
P C'unl"gCP11a) 1
A� Counry (CPAs)
Development
Agreement:
Appl-nt (non -CPAs)
Ongral M—Orchnab—
Onpinal: MinuteDook
❑
Sent for signatures:
copies to C Dien
srateraxDon,ro
State rreasprer. A,,Jtnr.Aeaepr,
❑
Signed by all parties:
sre,tN coaeer;
CiNEngtyEngmey
ineer
❑
Approved by Council:
Applcity Fanner
Pcanl "1B
(if appl. )
❑
Recorded:
C.
d,p /Clerk
Flndnps/orars:
Onginal Minutebook
❑
Copies Disbursed:
C°Pi esro. Pypgcant
Pr°'° gin.eer
Ciy En
Ciy Planner
Ordinance No. Resolution No.
o P"ryCl"'
❑
Approved by Council:
•• R—d Vacatl°n Flndnps
Rac°raOng-1°Fmroofl`r..m.°�:
Onpinal:Flreproof File
C.PIes ro:A pplicant
Recorded: Deadline: 10 days
CIN Engineer
Published in newspaper:
Ciy Planner
Deputy CleM1
❑
Copies Disbursed:
1114 CITY OF_a.. -
Yl�l� TRANSMITTALS TO AGENCIES FOR COMMENTS ON
� IDAHO
DEVELOPMENT PROJECTS WITH THE CITY OF MERIDIAN
TREASURE V Y 'CTo insure that your comments and recommendations will be considered by
1903
rU%�
5the Meridian City Council please submit your
93
MAYOR Tammy de Weerd I comments and recommendations to Meridian City Hall
CITY COUNCIL MEMBERS
Keith Bird
Joseph W. Borton
Charles M. Rountree
Shaun Wardle
CITY DEPARTMENTS
City Attorney/HR
703 Main Street
898-5506 (City Attorney)
898-5503 (HR)
Fax 884-8723
Fire
540 E. Franklin Road
888-1234/fax 895-0390
Parks & Recreation
11 W. Bower Street
888-3579/fax 898-5501
Planning
660 E. Watertower Lane
Suite 202
884-5533/fax 888-6854
Police
1401 E. Watertower Lane
888-6678/fax 846-7366
Public Works
660 E. Watertower Lane
Suite 200
898-5500/fax 898-9551
- Building
660 E. Watertower Lane
Suite 150
887-2211/fax 887-1297
- Wastewater
3401 N. Ten Mile Road
888-2191 / fax 884-0744
- Water
2235 N.W.8th Street
888-5242/fax 884-1159
Attn: Will Berg, City Clerk, by: April 17, 2007
Transmittal Date: April 3, 2007 File No.: FP 07-009
Hearing Date: April 24, 2007
Request: Final Plat approval for 11 commercial building lots on 9.16
acres in a C-C zone for Cairns Crossinq Subdivision
By: Landmark Engineering & Planning, Inc.
Location of Property or Project: Cherry Lane approximately 1000 feet east
of Linder Road.
Steve Siddoway (no FP)
David Moe (no FP)
Wendy Newton-Huckabay (No FP)
Michael Rohm (No FP)
Tom O'Brien (No FP)
Tammy de Weerd, Mayor
Charlie Rountree, C/C
Joe Borton, C/C
Keith Bird, C/C
David Zaremba C/C
Water Department
Sewer Department
Sanitary Services (No VAR, VAC, FP)
Building Department / Rich Greene
Fire Department
Police Department
City Attorney
City Engineer
City Planner
Parks Department
Economic Dev. (CUP only)
Your Concise Remarks:
Meridian School District (No FP)
Meridian Post Office(FP/PP only)
Ada County Highway District
Ada County Development Services
Central District Health
Nampa Meridian Irrig. District
Settlers Irrig. District
Idaho Power Co. (FP,PP,CUP)
Qwest (FP/PP only)
Intermountain Gas (FP/PP only)
Bureau of Reclamation (FP/PP only)
Idaho Transportation Dept. (No FP)
Ada County Ass. Land Records
Downtown Projects:
Meridian Development Corp.
Historical Preservation Comm.
Sourth of RR / SW Meridian:
NW Pipeline
CITY MALL 33 EAST IDAHo, AVENUE MERIDIAN, IDAHO 83642 (208) 888-4433
CITY CLERK -FAX 888-4218 FINANCE & UTILITY BILLING- FAX 887-4813 MAYOR'S OFFICE -FAX 884-8119
Printed on recycled paper
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Planning Department
COMMISSION & COUNCIL REVIEW APPLICATION
Type of Review Requested (check all that apply)
❑ Annexation and Zoning
❑ Comprehensive Plan Map Amendment
❑ Comprehensive Plan Text Amendment
❑ Conditional Use Permit
X Final Plat
❑ Final Plat Modification
❑ Planned Unit Development
❑ Preliminary Plat
❑ Rezone
❑ Time Extension (Commission or Council)
❑ UDC Text Amendment
❑ Vacation (Council)
❑ Variance
❑ Other
Applicant Information
STAFF USE ONLY:
File Number(s): Vp 0-7" 101
Project name: irns, C Gap.
Date filed:) - Z9" Imo,, Date co'Vmpplette: ?" �-dl
Assigned Planner: 1� 1 s_V *0A I 1 t
Concurrent files:
Previous files: l — 04-61 1 "0 41a
Hearing date: Y, Zl( l7 ❑ Commission Eg Council
Applicant name: Landmark Engineering & Planning Inc
Applicant address: 332 N. Broadmore Way Nampa ID Zip: 83687
Contact name: Chris Todd Phone: 208-442-6300
Applicant's interest in property: ❑ Own ❑ Rent ❑ Optioned X Other Agent
Owner name: Stubblefield Development
Owner address: P.O. Box 327 MeridianID Zip: 83642
Agent name (e.g., architect, engineer, developer, representative):
Firm name: Landmark Engineering & Planning Inc
Address: 332 N. Broadmore Way Nampa ID Zip: 83687
Contact name: Chris Todd Phone: 208-442-6300
Primary contact is: ❑ Applicant ❑ Owner X fA�gent ❑ Other
E-mail: clintb(i0andmark-ep.com (i� res-r7gct
Subject Property Information
Fax: 208-466-0944
Location/street address: Generally the south side of Cherry Lane approximately 1000 feet east of Linder Rd
Assessor's parcel number(s): SO1212223120
Township, range, section: NW '/< of Sec 12, T3N R1 W Total acreage: 9.16
Current land use: Vacant Current zoning district: C-C
660 E. Watertower Lane, Suite 202 • Meridian, Idaho 83642
Phone: (208) 884-5533 • Facsimile: (208) 888-6678 • Website: www.meridiancity om
1 -
OS -my
Project Description
Project/subdivision name: Cairns Crossing Subdivision
General description of proposed project/request: Final Plat for 11 commercial lots.
Proposed zoning district(s): No Change
Acres of each zone proposed: 9.16
Type of use proposed (check all that apply):
❑ Residential X Commercial ❑ Office ❑ Industrial ❑ Other
Amenities provided with this development (if applicable
Residential Project Summary (if applicable)
Number of residential units:
Number of common and/or other lots:
Number of building
Proposed number of dwelling units (for multi -family developments only):
1 Bedroom:
Minimum square footage of structure(s) (excl. garage):
Minimum property size (s.f):
Gross density (DU/acre-total land):
Percentage of open space provided:
Percentage of useable open space: _
2 or more Bedrooms:
Proposed building height: _
Average property size (s.f.):
Net density (DU/acre-excluding roads & alleys):
Acreage of open space:
(See Chapter 3, Article G, for qualified open space)
Type of open space provided in acres (i.e., landscaping, public, common, etc):
Type of dwelling(s) proposed: ❑ Single-family ❑ Townhomes ❑ Duplexes ❑ Multi -family
Non-residential Project Summary (if applicable)
Number of building lots: 11 Other lots: None
Gross floor area proposed: Approx. 64,650 sq ft Existing (if applicable): None
Hours of operation (days and hours):Per Preliminary Plat Approval Building height: Per Meridian UDC
Percentage of site/project devoted to the following:
Landscaping: Approx. 115,669 sq ft Building: Approx. 64,650 sa ftft Paving: Approx. 218,117 sq ft
Total number of employees: TBD Maximum number of employees at any one time: TBD
Number and ages of students/children (if applicable):
Seating capacity:
Total number of parking spaces provided: Approx. 292 Number of compact spaces provided:
Authorization
Print applicant name: Chris Todd
Applicant signature: 0 /_eZ, / ,.;.e� Date: 03/27/07
660 E. Watertower Lane, Suite 202 • Meridian, Idaho 83642
Phone: (208) 884-5533 • Facsimile: (208) 888-6678 • Website: www.meridiancity.org
2
MARK332 N. Broadmore Way
A PLANNING, INC. Nampa ID, 83687
Ph: (208) 442-6300 • Fax: (208) 466-0944
To: Anna Canning, Director
Meridian Planning Department
660 E. Watertower, Suite 202
Meridian, ID 83642
Date: March 27, 2007
Re: Cairns Crossing
Final Plat
Dear Anna:
We are requesting final plat approval forll commercial lots on approximately 9.16 acres. The
site is located on the corner of the south side of Cherry Lane and east of Linder Road. The Ada
County Assessor parcel numbers for the site is 51212223111.
Final Plat
The property has been rezoned into the City of Meridian with a zoning designation of C-C. The
final plat is in accordance with the Preliminary Plat and meets requirements and conditions from
the City. The file numbers are RZ-04-011 and PP-04-033. The final plat also is in conformance
with acceptable engineering, architectural, and surveying practices. Items required within the
specific conditions of approval are as follows:
Cairns Crossing Final Plat Order of Conditional Approval Submittal Letter
Meridian City Council Conditions of approval
1. Sanitary sewer service to this site will be from main line extensions from mains
adjacent to the proposed development.
Sewer service has been extended to site as recommended, see site plans for details.
2. Water service to this site will be from main line extensions from existing water mains
adjacent to the proposed development.
Water service has been extended to site as recommended, see site plans for details
3. Per MCC 12-13-10-4, construct a minimum 25-foot wide street buffer along Cherry
Lane and a minimum 25-foot wide buffer adjacent to the southern boundary and a
minimum 20' buffer along the eastern boundary.
A buffer has been placed along the eastern and southern boundary.
4. All landscape buffers shall be constructed prior to the issuance of any Certificate of
Occupancy within the subdivision.
Landscaping will be complete before Certificate of Occupancy issued.
5. Please provide additional information on relocation of Cairns Lateral. Applicant shall
work with staff to plan the final relocation of the Cairns Lateral.
The lateral has been designed to be piped and cooperation was made with Nampa Meridian
Irrigation District.
6. The Preliminary Plat shall be revised as follows(see original conditions)
Pump station location, Cherry lane accesses, pedestrian connection, emergency connection
and a second access point to the west have been submitted to the City of Meridian with the
Improvement Plans.
7. A detailed fencing and landscape plan, in compliance with MCC 12-13, shall be
submitted with the final plat application.
A Landscape Plan has been submitted with this packet.
8. Any future proposed drive-thru's will require a Conditional Use Permit application.
CUP'S will be obtained for future drive thru uses.
9. A Certificate of Zoning Compliance (CZC) will be required prior to the issuance of
building permits.
CZC will be obtained prior to requesting building permits.
10. Any tree over 4" in caliper that is removed from the property shall be replaced by
installing additional trees, being the equivalent number of caliper inches of trees that
were removed.
No trees are being removed.
11. A drainage plan designed by the State of Idaho licensed architect or engineer is
required and shall be submitted to the City Engineer (Ord. 557, 10-1-91) for all off-
street parking areas.
Plan is attached with submittal.
12. Any drainage areas (detention/retention basins) must be designed to ensure that water
will percolate or discharge within a period of time not to exceed 24 hours for all
storms up to and including a 100-year storm event.
Swales and seepage trenches have been shown on the plans and designed to meet this
requirement.
13. The applicant has indicated that the business owners association will own and
maintain the pressure irrigation system within this development.
A business owners association will own and maintain the pressure irrigation within this
development.
14. Emergency access located at the 13'' Street stub shall be a minimum twenty foot (20')
wide access gate for emergency services and two (2) five foot (5') wide pedestrian
openings.
Please see plans showing these requirements.
15. Revised the plat note addressing setback lines; the note incorrectly lists the front
setback as 20'. The set back is 25' for the C-C zoning district.
Please see plans showing these requirements.
16. Ordinance requires landscape buffers to be located in a common lot but applicant may
request as a part of their application to have the landscape buffers to be located in
easement.
The amenities included with the Final Plat of Cairns Crossing are a masonry block wall to buffer
the existing residences, landscaped buffers along the roadways, street corridors and entryways. A
detailed landscape plan attached shows the amenities to this commercial destination.
Thank you.
(f4,c,��
Chris Todd
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Hearing Date: April 24, 2007
File No.: FP-07-009
Project Name: Cairns Crossing Subdivision
Request: Final Plat approval for 11 commercial building lots on 9.16 acres in a C-C zone
by Landmark Engineering & Planning, Inc.
Location: Cherry Lane approximately 1000 feet east of Linder Road in the NW '/4 of T. 3N.,
R. 1 W., Section 12.
REcEivEn
MAR 3 0 2007
ridian
C y C Dl rk Office
ZM
1./
MARK332 N. Broadmore Way
A PLANNINQ INC. Nampa ID, 83687
Ph: (208) 442-6300 • Fax: (208) 466-0944
To: City of Meridian
Planning and Zoning Department
660 E. Watertower, Suite 202
Meridian, ID 83642
Date: March 27, 2007
Re: Cairns Crossing Subdivision
To Whom It May Concern:
I state that all street finish centerline elevations are set a minimum of three feet above the highest
established normal groundwater elevation.
Please contact me if you have any questions or need additional information. I can be reached at
(208) 442-6300.
0
L�
ohn Carpenter, P.E.
aTS
L:\Project Files\C03058A\Engineering\CO3058A City of Meridian Statement Letter 032707.doc
PRELIMINARY
9/16/2004
ADA COUNTY STREET NAME EVALUATION
SUBDIVISION NAME:
AGENCY and AGENCY FILE NO:
SECTION/ TOWNSHIP/ RANGE:
DEVELOPER:
CAIRNS CROSSING SUB
Meridian: PP 04-033 t/
12 3N 1W
LANDMARK ENGINEERING & PLANNING INCL,,,'
The street name comments listed below are made by the members of the ADA COUNTY
STREET NAME COMMITTEE (Under the direction of the Ada County Engineer) regarding this
development in accordance with the Ada County Street Name Ordinance. Overall final street
names are subject to change at Final Plat phase levels due to design changes, time
restraints and/or previous recorded plat street alignments.
THE FOLLOWING EXISTING STREET NAMES SHALL APPEAR ON THE PLAT:
W. 13TH AVE W. CHERRY LN
N. WEST 13TH AVE
THE FOLLOWING PROPOSED STREET NAMES ARE APPROVED:
THE FOLLOWING PROPOSED STREET NAMES ARE DENIED:
THE FOLLOWING CHANGES OR CORRECTIONS NEED TO BE MADE:
NOTE: IF THERE ARE CORRECTIONS AND CHANGES RECOMMENDED, PLEASE MAKE THESE CHANGES ON
THE SUBDIVISION PLAT AND RESUBMIT TO THE COMMITTEE. A FINAL REVIEW WITH NO CHANGES
REQUIRED AND THE MATCHING PLAT MUST BE PRESENTED TO THE ADA COUNTY ENGINEER AT TIME OF
RECORDING.
ADA COUNTY ENGINEER
John Priester
MERIDIAN
Representati
FIRE DEPARTMENT
Representative
ADA COUNTY HIGHWAY DIS.
Representative
ADA COUNTY SHERIFF
� NUMBERING OF LOTS AND BLOCKS U
Street Approval sent:
DATE=`�
DATE_k_'��
DATE V?el4'0
DATE
DATE__ &,Loy
DATE l7 0¢
SS:
_ 4-
RECORDED-REQUESTOF
ADA COUNTY RECORDER ,cc
CORPO't '1 R Y DiRil-t--_DEPUTY
FOR VALUE RECEIVED, H02 A l l PM �'- 37 1 0 2 0 6 6 4 1 3
STUBBLEFIELD DEVELOPMENT COMPANY, a Corporation
a corporation duly organized and existing under the laws of the State of Idaho, grantor, does hereby
Grant, Bargain, Sell and Convey unto
STUBBLEFIED DEVELOPMENT COMPANY, a Corporation
whose address is: P. O. Box 327, Meridian, ID 83680
grantee, the following described real estate, to -wit:
PARCEL B / EXHIBIT "A" ATTACHED HERETO AND MADE A PART HEREOF
SUBJECT TO current years taxes, irrigation district assessment,
subdivision restrictions and U.S. patent reservations. public utility easements,
TO HAVE AND TO HOLD The said premises, with their appurtenances unto the said Grantee, his
heirs and assigns forever. And the said Grantor does hereby covenant to and with the said Grantee, that
it is the owner in a fee simple of said premises, that they are free from all encumbrances and that it will
warrant and defend the same from all lawful claims whatsoever.
IN WITNESS WHEREOF, The Grantor, pursuant to a resolution of its Board of Directors has
caused its corporate name to be hereunto subscribed by its Vice -President this 1 Ith day of June, 2002.
STUBBLEFIEI,,D LOP T �CoMpY, INC.
J hn Stu lefiel i e-President ••'••�• 1IAJ{fI"•••••
,< �O-TARY
STATE OF IDAHO %* Pus%, O
COUNTY OF ADA js. .••- rB OV •'�
Ito
'•off$...••••''
On This I Ith day of June, in the year 2002, before me, a Notary Public in and for said State, personally
appeared John Stubblefied, known to me to be the Vice-Preisdent of the Corporation that executed the
instrument or the person who executed the instrument on behalf of�1d Corporation, ���'ledged
to me that such Corporation executed the same. [i
at Boise
_........ 1`cs. o-W-2006
- IF
EXHIBIT "A"
PARCEL B
A parcel of land, being shown as Parcel B on Record of Survey No. 5687 for Stubblef e
Development Company and recorded as Ins Id
of the NW1/4 of the NW1/4 of Section 12 Vent No. 102015707, situated in a portion
Meridian, Ada County, Idaho and described as follows:
'Boise Meridian, City of
Commencing at a brass cap monument marking the NW Corner of said Section 12;
Thence along the North line of said Section S89053'55"E a distance of 1326.45 feet
5/8 inch rebar marking the NE corner of the said NWl/4 of the NWl /4 from which
Brass Cap monument marking the N1/4 corner of said Section bears Sg ° to a
distance of 1326.45 feet and markingthe PO a
POINT OF BEGINNING; 9 53 55 E a
Thence leaving said North line S00°16'06"W a distance of feet to a 5/8 inch
ch
Thence N89044'0I "W a distance of 894.44 feet to a 5/8 inch rebar;
Thence N03057'29"E a distance of 205.67 feet to a 5/8 inch rebar;
Thence N00° 12'40"E a distance of 237.99 feet to a 5/8 inch rebar;
Thence along Cherry Lane right-of-wa
52.11 feet to a 1/2 inch rebar; y the following courses S89053'56"E a distance of
Thence along the arc of a curve to the left having a radius of 17228.74, a length
405.44, a central angle of 1 °20'S4", a chord bearing N89°25'39"E a distance of
feet to a 1/2 inch rebar; g of
Thence N88°45' l0"E a distance of 20.48 feet to a 1/2 inch rebar; 405.43
Thence along the arc of a curve to the left having a radius of 17148.74, a length
feet, a central angle of 114 53
° a chord bearing N89°22'37"E a distance of373.543
3 543feet
to a 5/8 inch rebar; 5
Thence leaving said .03 feet to a 5/ right-of-way N00°06'04"E a distance of 40
rebar; 8 inch
Thence along said North line S89°53'S5"E a distance of 30.10 feet to the POINT OINT OF
Said parcel contains 9.16 acres more or less and is subject to all ex- -
right-of-ways of record or implied. g easements and
C006172_legal_RcVA. doc
i
AFFIDAVIT OF LEGAL INTEREST
(printed name) e 3oel
being first duly sworn upon oath, deposed and say: (address)
That Stubblefield Development Co., is the limited liability company which
owns the property described on the attached, and as an authorized agent, I
grant my permission to Landmark Engineering & Planning, Inc., 104 91h
Avenue South, Suite C, Nampa, ID 83651, to submit the accompanying
application (related to the subdivision and development of the parcel
including, re -zoning, preliminary and final plats) pertaining to that
property. The Ada County Tax Assessor's Parcel Number is
S1212223120.
2. I agree to indemnify, defend and hold the City of Meridian and its
employee's harmless from any claim or liability resulting from any dispute
as to the ownership of said property, which is the subject of the
application.
Dated this day of , 2004.
SUBSCRIBED AND SWORN to before me the day and year first above written.
Public
ZA400
My Commission Expires: SNNE /S- 2c�
Project Files\C03020\AFFIDAVIT OF LEGAL INTEREST 080403.doc
Boundary Description
for
Stubblefield Development
A parcel located in the NW '/ of the NW Y4 of Section 12, Township 3 North, Range 1
West, Boise Meridian, Ada County, Idaho, more particularly described as follows:
BEGINNING at a 5/8 inch diameter iron pin marking the northeasterly corner of said NW
'/ of the NW '/ (1/16 Corner), from which a brass cap monument marking the
northwesterly corner of said NW % of the NW Y4 (Section Corner) bears N 89053'55" W
a distance of 1326.46 feet;
Thence S 0°16'06" W along the easterly boundary of said NW % of the NW '/ a
distance of 495.77 feet to a 5/8 inch diameter iron pin marking the northeasterly corner
of North Gate No. 3 Subdivision as shown in Book 38 of Plats at Page 3160 in the office
of the Recorder, Ada County, Idaho;
Thence N 89044'01" W along the northerly boundary of said North Gate No. 3
Subdivision and the northerly boundary of North Gate No. 2 Subdivision as shown in
Book 33 of Plats at Page 2024 in the office of the Recorder, Ada County, Idaho, a
distance of 894.44 feet to a point;
Thence N 3057'29" E along the westerly boundary of said North Gate No. 2 Subdivision
a distance of 205.67 feet to a 5/8 inch diameter iron pin;
Thence leaving said westerly boundary N 0012'40" E a distance of 237.99 feet to a
point;
Thence S 89053'55" E a distance of 52.11 feet to a Y2 inch diameter iron pin;
Thence a distance of 405.44 feet along the arc of a 17,228.74 foot radius curve left, said
curve having a central angle of 1 °20'54" and a long chord bearing N 89025'38" E a
distance of 405.43 feet to a Y2 inch diameter iron pin;
Thence N 88045'11" E a distance of 20.48 feet to a Y2 inch diameter iron pin;
Thence a distance of 373.55 feet along the arc of a 17,148.74 foot radius curve right,
said curve having a central angle of 1014'53" and a long chord bearing N 89°22'37" E a
distance of 373.54 feet to a 5/8 inch diameter iron pin;
Thence N 0006'05" E a distance of 40.02 feet to a 5/8 inch diameter iron pin on the
northerly boundary of said NW'/ of the NW %;
Thence S 89°53'55" E along said northerly boundary a distance of 30.10 feet to the
POINT OF BEGINNING.
This parcel contains 9.15 acres and is subject to any easements existing or in use.
Clinton W. Hansen, PLS
Land Solutions, Inc.
August 12, 2004
N L O
r
� Q-
o -c
CL 11118
n ��t�/� i. I C"f 'z' 2
OF
pP C'
/LT �lV W NPR
N%UW Pagel of 2
Kammie Oates
From: John Priester gohnp@adaweb.net]
Sent: Wednesday, August 11, 2004 3:16 PM
To: Kammie Oates
Subject: RE: Subdivision Name Reservation
August 11, 2004
Kammie Oates
Landmark Engineering & Planning Inc
104 9 th Ave S Suite C
Nampa, ID 83651
RE: Subdivision Name Reservation CAIRNS CROSSING SUBDIVISION
Dear Kammie:
At your request I will reserve the name "CAIRNS CROSSING SUBDIVISION' for your project. I can honor this
reservation only as long as your project is in the approval process. Final approval can only take place when the final plat is
recorded.
Sincerely,
Yohn Pl iester
John E. Priester, P.E.L.S.
County Engineer
JP/jP
From: Kammie Oates [maiIto: KammieO@landmark ep com]
Sent: Wednesday, August 11, 2004 2:38 PM
To: John Priester
Subject: RE: Subdivision Name Reservation
John: it would indeed replace "Consumer Crossing" if it was accepted.
From: John Priester [mailto
To: Kammie Oates john adaweb.net]
Sent: Wednesday, August 11, 2004 2:31 PM
Subject: RE: Subdivision Name Reservation
Kammie: Would this name replace "Consumer Crossing"?
STORM DRAINAGE
CALCULATIONS
FOR
Cairns Crossing
Subdivision
LOCATED IN
MERIDIAN, IDAHO
c .
��onat.
PREPARED BY:
f
OF %olo ?
CARS
ENCI NG & PLANNINQ INC.
332 N. BROADA?'ORE WAY
NAMPA ID, 83686
STORM DRAINAGE SUMMARY
The site for Cairns Crossing Subdivision is located in the City of Meridian, Ada County,
Idaho, on the corner of Linder and Cherry. The storm drain system design complies with
the Meridian City Stormwater Design Manual and Idaho Standard Public Works
Construction (ISPWC) Development Policy Manual. The site is currently an
undeveloped crop field. The site is gradually sloped with grades between 3 and 5
percent. The development site is 9.16 acres total. The proposed development for the site
includes constructing I 1 commercial buildings on 11 lots.
The pre -development storm water runoff for the site historically drains to an irrigation
ditch located in the middle of the property that runs through the middle of the site. Post -
development runoff from the site will be collected, stored and filtered through swales or a
infiltration trench prior to percolating into the subsurface.
Storm runoff has been broken into drainage areas as depicted on the enclosed drawing.
Each area has a impervious hard surface. All area was considered impervious to be
conservative in calculations.
Groundwater was encountered in test pit excavations up to 5 feet deep. The percolation
tests performed on site measured a percolation rate of 8 inches/hour.
ASSUMPTIONS
• Rational method is used for calculating the peak runoff flows: Q = C * 1 * A
• Runoff coefficients based on land use from ACHD Development Policy Exhibit A (Appendix
Al)
• Rainfall intensity of design storm based on Intensity -Duration -Frequency Curve (Appendix
A2)
• Peak time of concentration = 15 minutes
• Percolation rate = 8 in/hr based on Geotech Report
• Runoff volume is calculated from the area supplement based on the greatest 100-yr Storm
Hydrograph: Vol = Q * Duration
POST -DEVELOPMENT
• Runoff coefficients: 0.90
• Infiltration trench storage volume includes percolation volume and freeboard = 1 fotcted on attached drawing (Appendix
o
• Drainage regions for post -development basins as depicted
A3) based on improvement plans by Landmark Engineering and Planning, Inc.
• Results — (Appendix A4)
• Geotechnical Engineering Report by Strata dated April 06, 2005 — (Appendix A5)
LAProject Files1C03058ATngineering\Calcs1C05058A Storm Drainage Report 032307.doc
EXHIBIT "A"
Recommended "C" Coeffiiclents
_For "Rational ��:'
Peak of flow
_ ueseription of run-off
Business
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lVhilt1-famfl
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irks, cemeteries
ygrounds
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peers
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Flat 2%
Average 2.7%
flat 2%
Avg 2.7 0
y4ppendik 41
28
0.95
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GEOILCarn!cn! enr!roar�e!nc xearirre!n!s r rnot;
r•//rr f.`'r ounce/ Ut-
Mr. John Stubblefield
C/o John Carpenter
Landmark Engineering and Planning
104 V' Avenue South
Nampa, ID 83651
Dear John:
April 6, 2005
File: STIJJ01 B04211A
RE: REPORT
Geotechriical Engineering Evaluation
Cairns Crossing
Cherry Lane
Meridian, Idaho
STRATA, Inc. has completed our geotechnical engineering evaluation for the
Proposed Cairns Crossing development located on the south side of Cherry Lane and
east of Linder Road in Meridian, Idaho. The purpose of our work was to provide
geotechnical recommendations for the design and construction of foundations, floor
slabs, pavements, groundwater information and subsurface seepage rates for the design
of on -site stormwater disposal for the proposed development. The following letter report
presents the results of field exploration on October 6, 2004 and our recommendations.
At the conclusion of our subsurface evaluation the test pits were loosely backfilled
even with the existing ground surface to reduce the hazard associated with open
excavations. The test pit locations are indicated by stakes and the presence of labeled
observation wells. We recommend that the test pit locations be surveyed in the field so that
an accurate record of their actual location can be obtained. Test pits located beneath
proposed building, pavement, or sidewalk areas should be re -excavated, backfilled with
structural fill, and compacted to 95 percent of ASTM D-698 (Standard Proctor). This will
help to reduce local settlement.
Proposed Construction
We understand the approximate 9•acre site will be subdivided into 11 lots to be
developed as commercial properties. We anticipate that each lot will contain a single
building. We understand that the buildings may be light -gauge steel -framed structures
with slab -on -grade construction. At the time of this writing, structural loads were not
available. We have assumed load will not exceed 50 kips and 2 to 3 kips per lineal foot
(klf) for column and wall loads, respectively. Asphalt surfaced parking and drive areas
will be provided within the site.
IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING
www.stratageotech,com 8653 W Hac""'Ore Drive 8oisl?, Idaho 837091'?08.376.8200 1-.108.376.8207
Cairns Crossing
File: STUJOJ B04211A
Page 2
We understand that stormwater will be retained on -site via individual seepage pits
located throughout the development area. The location, size and number of seepage
Pits are not known at this time.
Site Description
The approximate 9-acre site is located approximately 1/8 mile east of the
intersection of Cherry Lane and Linder Boulevard, on the south side of Cherry Lane in
Meridian, Idaho. The site has previously been used for agricultural purposes. The site is
bounded by Cherry Lane to the north, existing commercial development to the northwest,
North Gate Residential Subdivision on the south and southwest and Meridian Middle
School to the east. The site is relatively flat and has an existing ditch that bisects the
site, oriented in the northwest -southeast direction. No water was observed in the ditch at
the time of our exploration or during subsequent visits to measure groundwater levels in
the observation wells installed by STRATA. A vicinity map and site plan is included on
Plate 1.
Field Exploration
Five test pit excavations were observed by STRATA on October 6, 2004, and an
observation well was installed in three of the test pits (Test Pits 1 3, and 4). The
approximate test pit locations are indicated on the Site Plan, Plate I. The soils
encountered at each test pit location were visually evaluated and the soil profiles were
logged in the field by our field engineer with reference to the Unified Soil Classification
System (USCS). A brief explanation of the USCS is presented on Plate 2 and should be
used to interpret the terms on the test pit logs. The individual test pit logs are included in
the Appendix to this report.
Subsurface Conditions
The test pits encountered cultivated topsoil and silty sand fill with roots to a depth
Of 10 to 12 inches across the site. Beneath the cultivated topsoil was loose to medium
oun
dense silty sand to depths up to 11 feet below the existing ground surface. In Test Pit 1,
the silty sand extended to a depth of 4 feet below the existing strongly cemented layers were encountered occasionally th oughoutthe salty sand layer.
to
Underlying the silty sand was gravel with varying amounts of sand and silt and cobbles.
The gravel layer extends to the termination depth of the deepest test below the existing ground surface. The gravel layer was observed to be medium dense
to dense. pit at 15.5 feet
Groundwater was encountered at depths ranging from 5.2 to 13.8 feet below the
ground surface at the time of our exploration. Groundwater levels subsequently
measured on December 7, 2004 indicated groundwater at approximately 6 5, 14.5, and
12.5 feet below the ground surface at Test Pits 1, 3, and 4, respectively. The depth to
groundwater can vary with seasonal precipitation and irrigation. We anticipate the high
groundwater level could be within 1 foot of the October 8, 2004 readings presented on
the test pit logs.
IDAHO MONIANA NEVADA ORCGON 11TAH WASHINGTON WVOMING
www. stratageotech. corn
Cairns Crossing
File: STUJ01 B04211A
Page 3
OPINIONS AND RECOMMENDATIONS
General
It is our opinion that the site is suitable from a geotechnical standpoint for the
proposed project provided the recommendations in this report are accomplished. The
recommendations contained in this report reflect our understanding of the location and
configuration of the proposed buildings, topography and subsurface conditions. If design
plans change (e.g. structural loads or traffic patterns are significantly different from what we
have assumed or were provided), or subsurface conditions between test pit locations vary
significantly from what was observed during our subsurface evaluation, we should be
notified to review the report recommendations and make any necessary revisions.
The report recommendations reflect the subsurface conditions between the test pit
locations. However, the soil conditions may vary at the proposed site. The variation in soil
conditions will not be known until construction, and may cause changes to construction
plans and/or costs.
Earthwork/Site Preparation
We recommend that all test pits be re -located in the field prior to site stripping
and/or construction. Any test pit that is located beneath a future pavement, sidewalk, or
building area should be re -excavated and backfilled with structural fill that is placed and
compacted in accordance with this report. This procedure will help to reduce local
settlement.
We anticipate the drainage ditch will be piped and rerouted around the perimeter
of the lots or the subdivision property. The ditch will need to be remediated where it
underlies future building, flatwork and pavement improvements. Remediation should
consist of removing organic and saturated soil and cleaning the ditch into the underlying
native cemented silty sand. Structural fill as outlined in this section should be placed in
the ditch from the approved native soil to subgrade elevation.
We recommend that the cultivated topsoil with roots be stripped beneath the
planned development. Our test pits indicate between 10 to 12 inches of cultivated topsoil
across the site. The stripped subgrade in building, pavement,
and alk areas should
be proof rolled with a minimum of 5 passes with a heavy vibratory roller with a minimum
drum weight of 5 tons. If any weaving or pumping is observed, those areas should be
removed to firm soil and replaced with structural fill.
Structural fill could consist of onsite, inorganic silty sand, provided this material is
moisture conditioned to optimum moisture for compaction. The onsite silty sand should be
considered moisture sensitive and will be difficult to reuse during inclement weather.
Offsite structural fill should consist of sand and gravel and be classified as SP, SP-SM, SM,
GP, GP -GM, or GM in accordance with the Unified Soils Classification System (USCS).
Acceptable offsite structural fill should have less than 10 percent passing the No. 200 sieve
and cobbles less than 6 inches in size.
1DAH0 MONTANA NEVADA OR�%
EGON UTAH WASHINGTON WyOM1NG
www.stratageotech.com
Cairns Crossing
File: STUJ01 B04211A
Page 4
Structural fill should be placed to the subgrade elevation in uniform, a
density of the soil, as determined by ASTM D 698 (Standardpmximum dry
um 8
Pro
inch -thick, loose lifts and compacted to a minimum of 95 ctnt or) f Tthe his assumes that
heavy compaction equipment such as rollers with a minimum drum weight of 5 tons is used.
The maximum loose lift thickness should be reduced to 6 inches where smaller and/or
lighter compaction equipment is used. STRATA should be retained to perform field density
testing of structural fill to verify contractor compliance with the above minimum compaction
criteria.
Wet Weather
We recommend that site construction be undertaken during dry weather conditions.
If the site construction, particularly grading, is undertaken during wet periods of the year, the
silty sand will be susceptible to pumping or rutting when subjected to heavy loads from
rubber -tired equipment or vehicles which exert a point load. Wet weather earthwork should
be performed by low pressure, track -mounted equipment which spread and reduce the
vehicle load. It may be necessary to use a smooth -blade backhoe bucket to minimize the
disturbance of the clayey sand. Work should not be performed immediately after rainfall.
All soft and disturbed areas should be excavated to undisturbed soil and backfilled with
structural fill as recommended in the Earthwork section of this report. Assuming the soil is
wet and soft but not disturbed, the initial layer of fill placed over the native soil should be at
least 12 inches in depth. Compaction of the fill should be sufficient to preclude pumping of
the native soil. In summary, careful construction procedures are paramount to the
successful grading operation if the native silt/clay soil is wet and soft.
Additional precautions should be taken if subgrade soils are to be exposed to
freezing temperatures. STRATA should be contacted to provide recommendations prior to
initiating or delaying construction during wet or cold weather in order to improve earthwork
efficiency, achieve a stable subgrade and to mitigate frost conditions.
Foundations
We recommend that shallow foundations be used to support the proposed
buildings at the site provided that foundations are supported on the native weakly
cemented silty sand. The following recommendations should be accomplished for all
foundations:
1 • STRATA should be retained to observe all building footing trenches to verify
dimensions, unsuitable soil removal and footing excavations to verify that
they have been excavated to the recommended bearing soil as described
above, and that all bearing surfaces have been prepared in accordance with
this report.
2. Exterior footings should be located at least 24 inches below final, exterior
grade to mitigate the effects of frost penetration.
1DAH0 MONTANA NEVADA i%
OREGON UTAH WASHINGTON WYOMING
www. stra tageotech. com
Cairns Crossing
File: STUJ01 B04211A
Page 5
3. Minimum strip footing widths should be consistent with the Intemational
Building Code (IBC). A site classification D can be used for seismic design.
4. All loose soil, water, or frozen ground in the bottom of footing excavations
t
should be removed, and the trench bottom over -excavated to undisurbed
. y, native soil that has
soil, prior to forming and pouring footingsAlternativel
been disturbed in footing trenches can criteria. be recompacted to structural fill
5. Structural fill placed beneath building footings should extend a minimum of 1
foot horizontally for each 2 feet of thickness placed beneath the footings.
The horizontal dimension is measured from the edge of the footing.
6. If the above recommendations are accomplished, a maximum allowable
bearing value (ABV) of 2,500 psf could be used for the design of foundations
bearing on native medium dense weakly cemented silty sand or structural fill
placed over this soil.
If the above bearing soil, site preparation, earthwork and foundation
recommendations are accomplished, we anticipate total settlement will be
less than 1 inch and differential settlement will be less than 112 inch per 25.0
feet of wall length, or between similarly loaded footings that are not less than
25.0 feet apart.
Floor Slab, Sidewalk, and Pavement Areas
We recommend that the following preparation and construction procedures be
used for all floor slab, sidewalk and pavement areas:
After completion of the recommended site preparation, including removal and
stripping of topsoil, and test pit remediation (if necessary), proof -roll the
exposed soil surface in accordance with the Earthwork recommendations.
Grade and compact structural fill to the required subgrade elevation, in
accordance with Earthwork recommendations.
2. Place and compact 3/4-inch-minus, sand and gravel base course with no
more than 10 percent passing the No. 200 sieve to a minimum compacted
thickness of 4 inches in all foor slab and sidewalk areas. The sand and
gravel base course will act as a leveling course and help distribute point
loads. Compact the base course to a minimum of 95
Percent of te
maximum dry density of the soil in accordance with ASTM D 698 (Standard
Proctor).
3. If additional moisture protection is required beneath floor slabs -on -grade, a
10-mil polyethylene vapor barrier could be used beneath the floor slabs to
reduce the migration of moisture through the slabs. The vapor barrier should
be placed directly on top of the native subgrade or structural fill surface, and
lDAHD MONTANA N£VADA OREGON UTAH WASHINGTON WYOMING
wwW. stra tageotech. com
Cairns Crossing
File: STUJ01 B04211A
Page 6
covered with a minimum of 2 inches of sand to help protect the barrier from
puncture.
Provided the site preparation procedures are accomplished as described above,
the following minimum pavement section is recommended for the parking and drive
areas adjacent to the office buildings:
Flexible Pavement (car parking, delivery vehicles, & fire truck access):
2.5"- Type III asphalt concrete top course
4.0"- 3/4-inch-minus, crushed sand and gravel base course
8.0"- Pit -run sand and gravel subbase course
Trash Enclosure Area:
6.0"- 4,000-psi compressive strength (at 28 days) Portland cement concrete
with a maximum 4-inch slump and 4 percent to 6 percent entrained
air.
4.0"- 3/4-inch-minus, crushed sand and gravel base course
Note: We recommend that a curing membrane be placed on all finished
exterior concrete surfaces immediately after finishing. The curing
membrane should be installed in accordance with the manufacturer's
written instructions.
The above -recommended flexible and rigid pavement sections are based on a
maximum 20-year design life and a traffic index TI=5.5 for the anticipated commercial
development traffic. The above pavement section is based on an assumed subgrade
structural support R-value of 30 for the near -surface silty sand that was typically
encountered within 18 to 24 inches of the existing ground surface. If the subgrade is wet at
the time of construction, we recommend a geotextile such as Amoco 2006 be placed over
the silty sand subgrade prior to placing the subbase course.
The subbase should consist of 6-inch-minus, well -graded sand and gravel
consistent with Idaho Standards for Public Works Construction (ISPWC) Section 801 and
with less than 10 percent passing the No. 200 sieve. The base course should consist of
3/4-inch-minus, well -graded, crushed sand and gravel with less than 9 percent passing the
No. 200 sieve and consistent with ISPWC Section 802. The subbase and base course
should be compacted to at least 95 percent of the maximum dry density of the soil per
ASTM D 698 (Standard Proctor).
The asphalt concrete for the flexible pavement area should have material properties
as specified in ASTM D 3515 and have a mix design with a maximum aggregate size
between 3/4 and 3/8 inch. The asphalt concrete should be compacted as required
ISPWC Sections 809 and 810. �,
We recommend that crack maintenance be accomplished in all pavement areas as
needed and at least every three to five years to reduce the potential for surface water
infiltration into the pavement section and underlying subgrade.
�%
IDAHO MONTANA N£VADA ORfGON UTAH WASHINGTON WYOMING
wwwstratageotech,com
Calms Crossing
File: STUJ01 1304211A
Page 7
Grading, Drainage and Stormwater Disposal Recommendations
Site grading, including grading of all sidewalks and landscaped areas, should
slope at a minimum of 2 percent away from the proposed buildings, sidewalk, and
pavement areas to prevent ponding and to direct surface runoff away from these areas.
All runoff from downspouts, roof areas, paved areas, landscaped areas and other large
volumes of stormwater should be directed and maintained away from the proposed
structures, and not be allowed to infiltrate the soil beneath paved areas, sidewalks or
footings. All drainage should be directed to an approved discharge and/or collection
facility, such as seepage beds, located no closer than 25 feet away from building
foundations.
SEEPAGE RATES
Seepage tests were performed in Test Pits 1 and 3 at depths of 5.5 and 9.5 feet,
respectively, below the existing ground surface. Seepage testing Test Pit 1 yielded
seepage rates were less than .25 inch per hour in the cemented silty sanseepage rate greater than 8 inches per hour in the clean gravel with sand. In Test Pit 3,
d Iat this depth.
We recommend that seepage beds be excavated at least 1 foot into the cean
uncemented gravel with sand such as was encountered at 5.5 feet in TP-1, 14 feet in lTP-
3 and 12 feet in TP-4. We observed that cemented layers were encountered throughout
the gravel with sand layer at the site. Seepage pits should be excavated through the
cemented layers and extend into clean gravel with sand. We recommend that ASTM G
33 filter sand be used below the seepage beds to slow and filter stormwater since the
seepage rate of the gravel with sand measured to be greater than 8 inches per hour. We
recommend a maximum infiltration rate of 8 inches per hours be used for seepage bed
design based on the recommendations provided in this letter.
Plan and Specification Review
We recommend that STRATA be retained to review the civil and structural
foundation plans and earthwork specificationscons
prior to bidding of the truction
documents.
Construction Observation and Testing
We recommend that STRATA be retained to observe the exposed soil surface in
all building footing trenches, sidewalk, and pavement areas to verify that the stripping,
removal and excavation has been accomplished to the recommended bearing soil, that
all soft or unsuitable soil has been removed as described above, and that all bearing
surfaces have been prepared in accordance with this report. In addition, we recommend
that STRATA be retained to observe that seepage beds have been excavated into the
above recommended soil. if we are not retained to perform the recommended services,
we cannot be responsible for related construction errors or omissions. The
recommended services are not included in this evaluation and would be billed on a time
and expense basis.
IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING
WWW. Stra tageotech. com
Cairns Crossing
Fife: STUJ01 804211A
Page 8
EVALUATION LIMITATIONS
This report has been prepared to evaluate the subsurface conditions for the
purpose of geotechnical recommendations for foundations, pavement and stormwater
disposal at the site of the proposed Cairn's Crossing development in Meridian, Idaho.
Our services consist of professional opinions made in accordance with generally
accepted geotechnical engineering principles and practices. This acknowledgment is in
lieu of all warranties either expressed or implied.
This report has been prepared exclusively for the use of the addressee and for
the project as described; we cannot be responsible for any other use of this report.
The following plates accompany and complete this report:
Plate 1: Site Plan
Plate 2: Unified Soil Classification System (USCS)
Appendix: Exploratory Test Pit Logs
We appreciate the opportunity to assist you on this project. If you have any
questions, please call.
DPG/klb
Enclosures
Sincerely,
STRATA, INC.
A,X�4, /J&
Andrea Loft, E.I.T.
Staff Engineer
MM111 W...
�� -1 "4w
O , - OE�� Daniel P. Gado, P.E.
14 P. 0'*� Project Engineer
IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING
www.stratageotech.com
UNIFIED SOILS CLASSIFICATION
SYSTEM
MAJOR DIVISIONS
GRAPH
LETTER
SYMBOL
SYMBOL TYPICAL NAMES
CLEAN
v
GW
Well —Graded Gravel,
GRAVELS
rr
Gravel —Sand Mixtures.
Poorly
GRAVELS
V ::
GP
—Graded Gravel,
Gravel —Sand Mixtures.
GRAVELS
GM
Silty Gravel, Gravel —
COARSE
GRAINED
WITH
FINES
GC
Sand —Silt Mixtures.
Clayey Gravel, Grovel —
SOILS
Sand —Clay Mixtures.
CLEAN
" " ° " "
SW
Well —Graded Sand,
SANDS
" " `
SP
Gravelly Sand.
Poorly —Graded Sand,
SANDS
t�4: •i. I'.
Gravelly Sand.
SANDS
t
N I '
SM
Silty Sand,
WITH
"' G I `° e °
• `�,
Sand —Silt Mixtures.
FINES
�,
' t^''
Sc
Clayey Sand,
'` `'•
Sand —Clay Mixtures.
ML
Inorganic Silt, Sandy
SILTS AND CLAYS
or Clayey Silt.
LIQUID LIMIT
CL
Inorganic Clay of Low
to Medium Plasticity,
LESS THAN 507
Sandy or Silty Clay.
FINE
OL
Organic Silt and Clay
GRAINED
! ! !
of Low Plasticity.
SOILS
MH
Inorganic Silt, Mica—
SILTS AND CLAYS
ceous Silt, Plastic
Silt.
LIQUID LIMIT
\\\�
CH
Inor an ic clay of High
Plasticity, Fat
GREATER THAN 50%
; \\; ;;; , \�
OH
Clay.
Organic Clay of Medium
to High Plasticity.
PT
Peat, Muck and Other
Highly Organic Soils.
aStandard 2—Inch OD
SPIR—Spoon Sample
'California Modified 3—Inch
OD Split —Spoon Sample
I!� Rock Core
Shelby Tube 3—Inch OD
Undisturbed Sample
BORING LOG SYMBOLS
SOIL CLASSIFICATION CHART
Groundwater
-= After 24 Hours
Groundwater
at Time of Drilling
GROUNDWATER SYMBOLS
S
Baggie Sample
[BK Bulk Sample
S
Ring Sample
TEST PIT LOG SYMBOLS
.% T1,�:a rra
STUJOI-BO4211A PLATE:2
EXPLORATORY TEST PIT # 1
CAIRNS CROSSING
File; STUJ01 B04211A
DEPTH SOIL SOIL
(Feet) CLASS DESCRIPTION
0.0 —1.0 SM Silty SAND with Fill rave!
g (Fill) —roots to ground surface. 10 inches below the
1.0 - 4.0 SM Silty, fine SAND (Native) — light brown, loose to medium
dense, dry, with occasional gravel at 1 to 2 feet, weakly
cemented CaCO+ at 2 to 4 feet below ground surface.
At 2.25 feet, DD = 98.0, moisture content 9.2%.
4.0 - 6.5 GP GRAVEL with sand — light brown, loose to medium, dense,
dry to moist at 5 feet below the ground surface.
6.5 - 8.0 GM GRAVEL with silt — light to medium brown, medium dense,
saturated.
8.0 -15.5 GP GRAVEL with sand — light brown, dense, saturated, with
cobbles.
Excavated on October 6, 2004.
Seepage test @ 5.5 feet Rate = 60 inches per hour.
Groundwater encountered at 6.5 feet below the existin
ground surface at
excavation. Groundwater encountered at 5.2 feet on October 8, 2004. the time of
Observation well installed to 10 feet below existing ground surface,
Test pit terminated at fifteen and half (15.5) feet below the existing ground surface.
Sample taken at 1, 2.25, and 7.5 feet below the ground surface.
Excavation Equipment: CASE 580 Super M Extendahoe
Logged by: CMM/al/kb
Plate: A i
Client No: STUJo1 B04211A
EXPLORATORY TEST PIT # 2
CAIRNS CROSSING
File: STUJ01 B04211A
DEPTH SOIL SOIL
(Feet) CLASS DESCRIPTION
0.0 -1.5 SM Silty SAND with gravel (Fill) — light brown to brown, dry with
medium dense. Roots to 12 inches below the ground
surface.
1.5 - 5.0 SM Silty SAND (Native) — weakly cemented CaCO3, tan, moist,
medium dense.
At 2.5 feet DD = 98.0 pcf, W= 14.4%.
Sample at 2.5 feet below ground surface,
5.0 - 7.5 SM Silty, fine SAND — weakly to moderately cemented, brown
to tan, moist to wet, medium dense to dense.
7.5 - 11.00 SM Silty, fine SAND — brown, medium dense to dense, wet to
saturated. (wet at 8.0).
Excavated on October 6, 2004
Groundwater seeping at 10.5 feet below ground surface.
Sample taken at 2.5, and 8 fee below the ground surface.
Bulk sample at 1.5 to 2 feet below ground surface.
Test pit terminated at 11 feet below the ground surface.
Bulk R-value collected at 1.5 to 2 feet below the ground surface.
Excavation Equipment: CASE 580 Super M Extendahoe
Logged by: CMM/al/kb
La=
Plate: A2
Client No: STUJ01 B04211A
EXPLORATORY TEST PIT # 3
CAIRNS CROSSING
File: STUJ01 B04211A
DEPTH SOIL SOIL
(Feet) CLASS DESCRIPTION
0.0 - 1.5 SM Silty, fine SAND (Fill) — brown, dry, loose to medium dense,
roots to 10 inches below the ground surface.
1.5 - 4.0 SM Silty, fine SAND (Native) — light brown, medium dense, dry
weakly cemented CaCO3.
4.0 - 11.0 SM Silty, fine SAND — tan, weak to moderately cemented.
11.0 - 11.5 GP GRAVEL with sand — dark brown, dense, dry to 11.5 feet
below the ground surface, slightly moist.
11.5 - 13.0 GP -GM GRAVEL with silt and sand — medium brown, dense slightly
moist, weak to moderately cemented CaCO3.
13.0 - 15.0 GP GRAVEL with sand — brown, dense, saturated.
Excavated on October 6, 2004.
Seepage test 9.5 feet Rate = 075 minute. (no measurable infiltration)
Groundwater encountered at 13.0 feet below the existing ground surface at the time of
excavation. Groundwater encountered at 13.8 feet on October 8, 2004.
Observation well installed to 15 feet.
Test pit terminated at fifteen and half (15.0) feet below the existing ground surface.
Sample taken at 0.5, 2.0, 4.0, 7.0, and 13.0 feet below the ground surface.
Excavation Equipment: CASE 580 Super M Extendahoe
Logged by: CMM/al/kb
s -rR aTa
GF01 �'":'.>i li:A..` U UGIWI:N�Nll A. hUa:Ia1vQ 1'f GTln:i
Plate: A3
Client No: STUJ01 B04211A
EXPLORATORY TEST PIT # 4
CAIRNS CROSSING
File: STUJ01 B04211A
DEPTH
SOIL
SOIL
(Feet)
CLASS
DESCRIPTION
0.0 -1.5
SM
Silty, fine SAND (Native) ) —light brown, roots to 1 foot
(cultivated) loose to medium dense,
dry.
1.5 - 3.5
SM
Silty, fine SAND — light brown dry, medium
cemented
at = 1.5 feet, weakomoderately cemen cemented
CaCO3,
At 2.5 feet DD = 82.5, W=17.2.
3.5 — 11.0
SM
Silty, fine SAND — tan, moist, medium dense, weak to
moderate cementation
(CaCO3),
11.0 - 12.5
GP -GM
GRAVEL with silt and sand— light brown wet dense.
12.5 —14.0
GP
GRAVEL with fine sand — light brown, dense, I
saturated.
Excavated on October 6, 2004.
Groundwater encountered at 14.0 feet below the existing ground surface at the time of
excavation. Groundwater encountered at 12.0 feet below the ground surface on
October 8, 2004.
Observation well installed to 13.2 feet below existing ground surface.
Test pit terminated at thirteen and a half (13.5) feet below the existing
and surface.
Sample taken at 2. 5, 3.0, 4. 0, 6, 0, and 8. 0feet below the ground surface
Bulk samples taken at 1.5 feet below the ground surface.
Excavation Equipment: CASE 580 Super M Extendahoe
Logged by: CMM/al/kb
Plate: A4
Client No: STUJ01 B04211A
EXPLORATORY TEST PIT # 5
CAIRNS CROSSING
File: STUJ01 B04211A
DEPTH SOIL SOIL
(Peet) CLASS DESCRIPTION
0.0 -1.0 SM Silty, SAND (Fill) — medium brown, loose to medium dense,
dry with roots to 12 inches below the ground surface.
1.0 - 2.0 SM Silty, SAND (Native) — tan, dense, dry to slightly moist,
weakly to strongly cemented with CaCO3.
Excavated on October 6, 2004.
Test pit terminated at two (2.0) feet below the existing ground surface.
Logged by CMM/al/kb
s:f�:~r'!R aura
:Y.Klwrc}riJy /r'i'+wt Iris ft:r:?uM:J tit,
Plate: A5
Client No STUJ01 804211A
Plate: A6
Client No- STUJ01 B0421 IA
MARK
332 N. Broadmore Way
& PLANNING INC. Nampa ID, 83687
Ph: (208) 442-6300 • Fax: (208) 466-0944
LETTER OF TRANSMITTAL
TO: Kristy Vigil
Meridian P Et Z
660 E. Watertower STE 202
Meridian, ID 83642
FROM: Chris Todd
NO. OF ITEMS
Date: March 29, 2007
PROJECT NAME:
Cairns Crossing Subdivision
PROJECT NO. C03058A
1 DESCRIPTICN
1 Full Size Landscape Plan
32 8 'Y2 x 11 Landscape Plan
3 Copies of Full Size Final Plat (bond)
1
Copies of _Full Final Plat Signature Sheet
8 �/z x 11 Final Plat
REMARKS:
Delivered via Courier.
RECEIVED BY:
DATE:
I It.