HomeMy WebLinkAboutCairns Crossing Sub FP App
TRANSMITTALS TO AGENCIES FOR COMMENTS ON
DEVELOPMENT PROJECTS WITH THE CITY OF MERIDIAN
To insure that your comments and recommendations will be considered by
the-Meridian City Council please submit your
comments and recommendations to Meridian City Hall
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 Crossing Subdivision
By: Landmark Engineering & Planning, Inc.
Location of Property or Project: Cherry Lane approximately 1000 feet east
of Linder Road.
_ Steve Siddoway ([10 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, CIC
Joe Borton, CIC
Keith Bird, CIC
David Zaremba CIC
Water Department
Sewer Department
Sanitary Services (No VAR, VAC, FP)
Building Department I 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)
_ owest (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 I SW Meridian:
NW Pipeline
"0. __~_~
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 ~ ofT. 3N.,
R. 1 W., Section 12.
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Planning Department
COMMISSION & COUNCIL REVIEW APPLICATION
Type of Review Requested (check all that apply)
o Annexation and Zoning
o Comprehensive Plan Map Amendment
o Comprehensive Plan Text Amendment
o Conditional Use Permit
X Final Plat
o Final Plat Modification
o Planned Unit Development
o Preliminary Plat
o Rezone
o Time Extension (Commission or Council)
o UDC Text Amendment
o Vacation (Council)
o Variance
o Other
Applicant Information
. Applicant name: Landmark EngineerinlZ & Planning Inc.
Applicant address: 332 N. Broadmore Way Namoa. ID
Contact name: Chris Todd
Applicant's interest in property: 0 Own 0 Rent 0 Optioned X Other A~~nt
Zip: 83687
Phone: 208-442-6300
Owner name: Stubblefield Develooment
Owner address: P.O. Box 327 Meridian. ID
Zip: 83642
Agent name (e.g., architect, engineer, developer, representative):
Firm name: Landmark EnlZineering & Planning. Inc
Address: 332 N. Broadmore Way Namoa. ID
Contact name: Chris Todd
~~
Zip: 83687
Phone: 208-442-6300
Primary contact is: 0 Applicant
E-mail: .
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Fax: 208-466-0944
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Subject Property Information
Location/street address: Generallv the south side of Cherrv Lane aporoximately 1000 feet east of Linder Rd.
Assessor's parcel number(s): S01212223120
Township, range, section: NW y.. ofSec 12. T3N. RI W
Current land use: Vacant
Total acreage: 9.16
Current zoning district: C-C
660 E. Watertower Lane, Suite 202 . Meridian, Idaho 83642
Phone: (208) 884-5533 . Facsimile: (208) 888-6678 . Website:
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Project DellCription
Project/subdivision name: Cairns Crossin&',Subdivision
General description of proposed project/request: Final Plat for 11 commercial lots.
Proposed zoning district(s): No Chansre
Acres of each zone proposed: 9.16
Type of use proposed (check all that apply):
o Residential X Commercial 0 Office 0 Industrial 0 Other
Amenities provided with this development (if applicable):
Residential Project Summary (if applicable)
Number of residential units:
Number of common and/or other lots:
Proposed number of dwelling units (for multi-family developments only):
1 Bedroom: 2 or more Bedrooms:
Number of building lots:
Minimum square foota~e of structure(s) (excl. ~arage): Proposed building height:
Minimum property size (s.t): A ver~e property size (s.f.):
Gross density (DU/acre-totalland): Net density (DU/lWre-excludin!!!llrOllds & alleys):
Percentage of open space provided: Acreage of open space:
Percentage of use able open space: (See Chapter 3, Article G, for qualified open space)
Type of open space provided in acres (Le., landscapine, public, common, etc):
Typw of dwelling(s) proposed: 0 Single-family 0 Townhomes 0 Duplexes 0 Multi-family
Non-reAdential Project Summary (if applicable)
Number of building lots: 11 Other lots: None
Gross floor area proposed: ^P91ox. 64.650 sq ft Existing (if applicable): None
Hours of oI'tration (days and hours):Per Preliminary Plat Aooroval Building height: Per Meridian UDC
Percentage of sitelproject devoted to the following:
Landscaping: A9p-ox. 115.669 sa ft Building: Approx. 64.650 sq ft Paving: Approx. 218.117 sa ft
Total number of employees: TBD Maximum num.lr of employees at anyone time: TeD
Number and ages of students/children (if applicable): Seating capacity:
Total number of parking spaces provided: Approx. 292 Number of compact spaces provided: 0
Authorization
Print applicant name: Chris Todd
Applicant si8I1ature: (l ~ ~
Date: 03/27/07
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660 E. Watertower Lane, Suite 202 . Meridian, Idaho 83642
Ph~e: (208) 884-5533 . Facsimile: (208) 888-tWi78 . Website: www.meridiancity.ori
2
332 N. Broadmore Way
N ampa ID, 83687
Ph: (208) 442-6300 · Faa: (208) 466-0944
To: Anna Canning, Director
Meridian Plannin8 Department
660 E. Watertower, Suite 202
Meridian, ID 83642
Date: March 27,2007
...
Re: Cairni!P Crossing
Final Plat
,"
Dear Anna:
We are requesting final plat approval forl1 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 S1212223111.
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 Crossina 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 ooundary.
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 Zonin~ Compliance (CZC) will be required prior to the issuance of
buildini permits.
CZC will be obtained prior to requesting building permits.
10. Any tree over 4" in caliper that is removed from the property shall ~ 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 parki~ areas.
Plan is attached with submittal.
12. Any drainage areas (detention/retention basins) must be designed to ensure that water
will percolate or dischqe 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 13th Street stub shall be a minimum twenty foot (20')
wide access gate for emergency services and two (2) five foot (5') wide ~destrian
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.
C~I .dld
Chris Todd
332 N. Broadmore Way
Nampa ID, 83687
Ph: (208) 442-6390 · Fax: (208) 466-0944
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To: City of Meridian
Planning and Zoning Department
660 E. Watertower, Suite 202
Meridian, ID 83642
Date: March 27,2007
Re: Cairns CrosliIing 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.
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L:\Proj~t Fillls\C03058A\EnginwriJ1tC03058A City ofMeridilll1 S~en'lent LWIr 032707.ac
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PRELIMINARY
9/1612004
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ADA COUNTY STREET HAIlE EVALUATION
SUBDIVISION NAME: CAIRNS CROSSING SUB
AGENCY and AGENCY FILE NO: Meridian: PP 04-033 V
SECTIONI TOWNSHIPI RANGE: 12 3N 1W
DEVELOPER: LANDMARK ENGINEERING & PLANNING INCV
..
The street name conments listed below are made by the merr6ers of the ADA COUNTY
STREET NAME COMMITTEE (Under tlTe dinittion of the Ada County Engineer) resarding this
development in accordance with tile AQa COll1ty Street Name Ordinance. OYeraU final, street
na~ are subject to change at Final Plat phase 1evels due to design cManges, time
restraints and/or previous recorded plat street alignments.
'.
,_. THE FOU-OWING EXISTING STREef NMlES SHALL APPEAR ON THE PLAT:
""w. 13TH AVE W. CHERRY LN N. ~ST 13TH AVE
l1i
THE FOLLOMNG PROPOSED STREET NAMES ARE APPROVED:
THE FOLLOWING PROPOSED STREET NAMES ARE DENIED:
THE FOLLOWING CHANGES OR CORRECTIONS NEED TO BE MADE:
NOTE: IF 'mERE ARE CORRECTJPNS AND CHANGES RECOMMENDED, PLEASE MAKE TIlESE CHANGES ON
TIlE SUBDMSION PLAT AND RESUBMIT TO TIlE COMMITTEE. A FINAL REVIEW WITH NO CHA..NGES~
REQUIRED AND THE MATCHING PLAT MUST BE PRESENTED TO THE ADA COlMfY ENGINEER AT TIME OF
RECORDING.
ADA COUNTY ENGINEER
MERIDIAN
FIRE DEPARTMENT
ADA COUNTY HIGHWAY DIS.
ADA COUNTY SHERIFF
JNUMBERINGOFLOTSANDBLOCKS ~K_~
Strtil ~pp""'Sent: l/""
DATE f/11/tftt
DATE~
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_ __~:'~ .' DATE~r
:--~ DATE 9/lt%cj
DATE r//~/t14-
Representati
RipresentatiVi ,
ss:
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; ~~ s~ R:~RDED- REQUEST Of
AD~ ~q'm~Y RECORDER ~ y 6I\!'it, . - a...
coRl'ORB\t~ Dt~ OEPUT 7-
2Il12 IN " PM~: 31 \ 02 0 G 6 4 \
FOR VALUE RECEIVED,
aTUBBLEFIELD DI!VI!LOPMI!NT COMPANY, . Corporltlon
a corporation duly org~ apd exijting under the I... of tho State; of Idaho, grantor, does her.by
Grant. Barpin, Sell and Con'\iey untO
STUBBLEFIED DEVELOPMENT COMPANY. . Corporation
whose addl'CSS is: P. O. Box 327, M&idJan, ID'B368d"J:
grantee. thO'. followq dtscribtd real estate, to-wit:
Pl.RctL B I EXHI:BI:T "A" A'!TACHl1rD IUIREo MID HlU)B A PART HEREOF
SUBJECT TO cunint years taltOS, irrigation district asscsSlMnt, public utility easements.
subdivision rt!strictions and U.S. patent raervatioDS.
TO HAVE AND TO HOLD The Aid premises\ with their appurtenances unto thr; said Gran~e, his
tfeirs and assigns: forc-ver. And the IMIid GnIltor doea hereby covenmt to and with the said Graneee, thaI
it is the owner in a fee simple of taid prefpiseSl that they are free from all encumbrances and that it will
warrant and defend the 38IllC' from all lawful clailIlS)whataoever.
IN WITNESS WHEREOF, The G~tor, puriUa.qt to . resolution of its Board of Directors has
caused its corporate n~ to be barcunto ~blCribcd by its Vice-President this 11 th day of June, 2002.
.
STATE OF IDAHQ.
COUNTY OF ADA
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On This 11th day of JUlIC, in the year 2002, before me,.a Notary Public in and for said Statt, personally
appeared John Stubbldicd, kDDwn to * to be the Vice-Prdsdcnt of the Corporation that bet:util the
instromtnt or the penon who executed ttIP in8tro~t on b&&lf of . d Corporation, wled d
to . that !uch Corporation executed the ~.
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6-10-2006
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EXI-DBIT "A"
BARCEL B
A parcel of land) beina shown as Parcel B on Record of Survey No. 5687 for Stubblefield
Development Company and recorded as Instrument No. 102015707, situamd in a portion
of the NW1/4 ofthi NW1I4 of Section 12, T.3N., R.1W.) Boise Meridian, City of
Meridian, Ada County, Idaho and desciibed as follt>ws:
Commencing at a brass cap monwneot marking th~ NW Corner of said Section 12;
III
Thence along the North line of said Section S89053'5S"E a distance of 1326.45 feet to a
5/8 inch rebar marking the NE comer of the said NW1I4 of the NW1/4 from which a
Brass Cap monwnc;p.t marking the N1I4 comer of said Section bll81's S89053'55"E a
distance or 1326.45 feet and marlting'the POINT OF BEGINNING;
Thence'leaving said North line Sooo16'06"W a distance of 495.77 feet to a 5/8 inch
rebar;
Thence N89044 '0 I"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 NOooI2'40"E a distance of 237.99 foet to a 5/8 inch rebar;
Thence alon<< Cherry Lane right-of-way tht followinl courses S89053'56"E a distance of
52.11 feet to a 1/2 inch rebar;
Thence along the arc of a curve to the left having a radius of 17228.74, a length of
405.44, a central angle of 1020'54", a chord bearing N890:2S'39"E a distance of 405.43
f~t to a 1/2 inch rebar;
Thence N8804S' lOnE a distance of20.48 feet to a 1/2 inch rebar;
Thence alon.g the arc of a curve to the left havina a'radius of 17148.74, a length of 373.55
feet, a central angle of 1014'53", a chord bearing N890:22'37"E a distance of 373.54 feet
to a 5/8 inch rcbar;
Thence leaving said rigl}t-of-way NOooQ6'04"E a distance of 40.03 fitet to a 5/8 inch
rebar; -
or
Thence along said North line S89053'55"E a distance of 30.1 0 feet to the POINT OF
BEGrNNING.
Said parcel contains 9.16 acres more or less and is subjtct to all existina easements and
right-of-ways of record or implied.
.
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AFFIDAVIT OF LEGAL INTEREST
I, ~ltV c;f5f.4U+~ tJ p.~. ~.
(printed name) '.' I
being first duly sworn upon oath, deposed and say:
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1. 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 9th
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
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,2004.
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SUBSCRlBED AND SWORN to before me the day and year first above written.
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otary Public ~ :zMHo Ol ~
Residing at ,. M~~I~IAN, :r;,~
My Commission Expires: :SIAN€. I~, ~,
Project Files\C03020\AFFIDA VIT OF LEGAL INTEREST 080403.doc
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Boundary Description
for
Stubblefield Development
A parcel located in the NW %' of the NW % 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 Comer), from which a brass cap monument marking the
northwesterly comer of said NW % of the NW % (Section Comer) bears N 89053'55" W
a distance of 1326.46 feet;
Thence S 0016'06" 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 comer
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; ,J
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 % 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 1020'54- and a long chord bearing N 89025'38" E a
distance of 405.43 feet to a % inch diameter iron pin;
'"
Thence N 88045'11" E a distance of 20.48 feet to a % inch diameter iron pin;
I
Thence a distance of 373.55 feet along the arc of a 17,148.74 foot radius curve right,
said curve having a central ang&e of 1014'53" and a long chord bearing N 89022'37" 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 tlW Y.;
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Thence S 89053'55" E along said northerly boundary a distance of 30.10 feet to the
POINT OF BEGINNING.
This parcel contains 9.15 acres and is subjed to any easements existing or in use.
Ii
Clinton W. Hansen, PLS
Land Solutions, Inc.
August 12, 2004
:1
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;;;; ~!~:r.; ~IY*' 1.1
Page 1 of2
Kammie Oates
~'1~~~~'Jr-;;;e.;.io:
.-.
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From: John Priester Uohnp@adaweb.net]
Sent: Wednesday, August 11,20043:16 PfA
To: Kammie Oates
Subject: RE: Subdivision Name Reservation
:.,
(1
August 11,2004
Kammie Oates
Landmark Engineering & Planning Inc
1049 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,
Jolin Priester
John E. Priester, P.E.L.S.
County Engineer
~
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From: Kammie Oates
Sent: Wednesday, August 11,2004
To: John Priester
Subject: RE: Subdivision Name Rtservation
...
John: it would ind~d replace "Consumer Crossing" if it was accep~d.
~
From: John Priester [gailiQ.:joh~adaweb.net]
Sent: Wednesday, August 11,200 2:31 PM
To: Kammie Oates
Subject: RE: Subdivision Name Reservation
Kammie: Would this name replace "Consum.. Crossing"?
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STORM DRAINAGE
LA
FOR
Cairns Crossin~
LOCATED IN
MERIDIAN, IDAHO
PREPARED BY:
332 N. BROADMORE WA Y
NAMPA ID, 83686
l'
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STORM DRAINAGE SUMMARY
The site for Cairns Crossing Subdivision is located in the City ofMiridian, Ada County,
Idaho, on the comer of Linder and Cherry. The stonn 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 81"adually sloped with wades between 3 and 5
percent. The development site is 9.16 acres total. The proposed development for tM site
includes constructing 11 commercial buildings on 11 lots.
!~~
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The pre-development stonn water runoff for the site historically drains to an irriiation
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 swal~s or a
infiltration trench prior to percolatill8' 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 considerld impervious to be
conservative in calculations.
Groundwater was encountered in test pit excavations up to 5 feet deep. The percolation
tests perfonned on site measured a percolation rate of 8 incheslhour.
ASSUMPTIONS
\0
. Rational method is used for calculating the peak runoff flows: Q = C * I * A
. Runoff coefficients based on land use from ACHD Development Policy Exhibit A (Appendix
AI)
. Rainfall intensity of design storm based on Intensity-Duration-Frequency Curve (Appendix
A2)
. Peak tim~ of concentration = 15 miput!s
. Percolation rate = 8 in/hr based on GeotlCh Report I.
. Runoff volume is calculated from the area supplement based on the greatest 100-yr Storm
Hydrograph: Vol = Q * Duration
,
!Ii
POST-DIVELOPMENT
. Runoff ~fficients: 0.90
. Infiltration tlt'nch stora~ volume!' includes ~rcolation volume and freebaard = 1 foot
. Draina8e regions for post-divellopment basins as depicttld on att!ched drawing (Ap~dix
A3) bated on improvement plans by Landmark Engineerin@ and Plannill8\ Inc.
. Results - (Appendix A4)
. Geotechnical Engineering Report by Strata dated April 06, 2005 - (ApJ1endix AS)
.
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April 6. 2005
File: STUJ01 B04211A
Mr. John Stubblefield
c/o John Carpenter
Landmark Engineering and Planning
104 9th Avenue South
Nampa.ID 83651
,
RE: REPORT
Geotechnical Engineering Evaluation
Cairns Crossing
Cherry Lane
Meridian, Idaho
Deaf John:
STRATA, Inc. has completed our geotechnical el'llineering evaluation for tlae
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, floOfl
slabs, pavements. groundwater information and subsurface seepage rates for tl1l! design
of ofllsite stormwater disposal for the proposed development. The following k!tter re~rt
presents the results of field exploration.on October 6, 2004 and our recommendations.
At the cooclusion of our subsurface evaluation the test pits were looeely backfilled
evan with tRe ~isting 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 100ltion cam be obtained. Test pits located beneath
proposed blIitding, pavement. or sidewalk areas should be re-excavated, backfilled with
structural fill, and compacted to 95 percent of ASTM [)'698 (Standard Proctor). This will
help to reduce local settlement.
Propo.ed Conltruction
We understand the approximate 9-acr. site will be subdivided into 11 lots to be
developed a. commercial properties. We anticipate that each lot will contain a single
building. We understand that tl1e buildings may be light-gauge steel-framed structures
with slab-on'"Gf'ade co"'ruction. 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 pM' lineal foot
(kif) for column and wall loads, respectively. Asphalt surfaced parki~ and drive areas
will be provided within t~e site. ~
IDAHO fJONTANA NEVADA OREGON UTAH WASHINI1TON WYOMING
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We underltand that stormwater will be retained on-site via individual seepage pits
located throughout the development area. The location, size and number of seepa.
pits are not known at this time.
Site Deecrlption
The approximate 9-acre site is located approximately 1/8 mile east of the
intersection of Cherry lane and Linder Boulevard, on the south SiR of Cherry lane in
.Meridian, Idaho. The site has previously been uSed for ~ricultural purposes. The site is
bounded by Cherry lane to the nOlth, existing commercial development to the northwest,
North Gate Residential Subdivilion on the south and soUthwest and Meridian 'Middle
School to the east. The site il relatively flat and has an existing ditch that bisects the
site, oriented in the nortlwlest-southeast direction. No water was observe.! in the ditch at
the time of our exploratioo or during subsellluent visits to measure groundwater levels in
the observation wells installed by STRATA. A vicinity map and site plan is included on
Plate 1. I
Field Exploration
'"
Five test pit excavations were observea by STRATA on October 6, 2004, and an
observation well was installed in three of the test pits (T_t Pit, t 3, and 4). The
approximate test pit locations are indicated on the Site Plan, Plate 1. The soils
encountered at each test pit location ware visually evaluated arwJ the soil profiles were
l0Q9ed in thill field by our field ensiMer with refarence to the UnifiGd Soil Classification
System (USCS). A brief explanation of the USCS is presented on Plate 2 and shoLAd be
used to interpret the terms on the test pit logs. The individual test pit logs are included in
the Appendix to ~6 report.
Subsurface Condition.
The test pits encountered cultivated topsoil and silty sand fill with roots to a d~th
of 10 to 12 inches across the site. Beneath the cultivated topsoil was loose to Illedium
dense silty sand to depths up to 11 feet below the exilting ground surface. In Test Pit 1,
the silty sand extended to a depth of 4 feet b~low the existing ground surf.ce. Weakly to
strongly cemented layers were encountered occasionally throughout the silty sand layer,
Underlying the silty sand lItas gravel with varying amounts of sand and silt and cobbles.
The gravEl layer extends to the termination depth of the deepest test pit at 15.5 feet
below the existing ground surface. The gravellayir was observed to be medium dense
to denie.
Groundwater was encountered at depths ranging from 5.2 to 13.8 feet below the
ground surface at th& time of our exploration. Groundwate.. levels 8ubs8quently
measured on Decemb&r 7, 2004 indicated groundwater at approximately 6.5, 14.5, and
12.5 feet below the ground surface at Tellt Pits 1, 3, and 4, respectively. The depth to
groundwater can v86Y with S!asonal precipitation and irrigation. We anticipate the high
groundwater level could be within 1 foot of the October 8, 20(W readings presented on
the teat pit loga.
.
IDAHO MOftTANIt NEVADA OREGON UTAH WASHINGTON WYONffflG
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Page 03
OPINIONS AND RECOMMENDATIONS
General
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It is our ol'inion that the. site is suitable from a geotMhnical standpoint for the
proposed project provided tn. rwcommendations In thle report are accomplisli\ed. The
recommendations contained in this report reflect our understanding of the location and
configuration of the proposed bultdings, topogral'hy aoo subsurface conditions. If dellign
plans change (e.g. structurallo.s or trafftc patterns are signific8l'1tly different from what we
have assumed or were provided), or subsurface conditiOl'ls betwfj)en test pit locations vary
sigllliticantly from what was observed during our subsurface evaluation, we should be
notified to revtew the report recommendations and make any necessary revisions.
Tt1e repart recommendatiems reflect tM subsurface conditions betweerl the test pit
locations. However. the soil conditions may vary at the proposed site. The variation in soi~
conditions \lliII not be known until construction, and may cause changes to constructioo
plans and/or colts.
Earthwork/Site Preparation
~;
We recommend that all test pits be re-Iocated 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 r~xcavated 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 perinwter
of the lots or the subdivision property. The ditch will need to be remediated wtwIre it
underlies future bUildiag, f1atwork and pavement improvements. Remediation should
contist 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 placElO in
the ditch from the approved native soil to subgrade elevation.
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We recommend that the cultivated t~soil with roots be stripped beneeth tile
planned development. Our test pits indicate between 10 to 12 inches of cultivateEl topsoil
across the site. The stripRed subgrade in buildiog, pavement, and sidewalk areas should
be proof r<iBed with a minimum of 5 passes with a heaw vibratory roller with a minimum
drum weight of 5 tons. If any weaving or pumping isll observed , thOSef areas should be
removed to firm soil and replaced with structural fill.
Structural fill could consist of onsit&, inorganic silty sand, provided this material is
moisture conditioned to optimum moisture for compaction. The onsite silty s...d should be
considel1J'Cl moistl:J'e sensitive and will be difficult to re-use during inclement weather.
Offait. strwural fill shoullj 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 Sys&em (USeS).
Acceptable offsite structural fill shouklliave less than 10 percent passing the No. 200 8feve
and cOObles'less than 6 inches in size.
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IDAHO IMONTA"A NEVADA OREGON UTAH WASHINGTON WYOMltlG
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Structural fill should be placed to the subgrade elevation in uniform, maximum 8-
inch-thiGk, loote lifts a~ compacted to a minimum of 95 pwcent of the maximum dry
density of the soil, as determinact by ASTM D 698 (Standard Proctor). This a$sumes that
heavy compaction equipment such as rollers with a minimum drum tll'e1ght of 5 tons:is usee.
The maximum loose lift thickness should be reduced to 6 inches whete smaller and/or
liQhter compaction ecjuipment is ueed. STRATA soould be retainei to perform field densly
testi~ of structural fill to verify contractor compliance with the above miniml:MTl compaction
criteria.
Wef Wuther
~
We recomm.,d that site construction be undertaken during dry weather conditions.
If the site construction, particularly wading, is undertaken durimg wet periods of the year, the
silty sq('ld will be susceptible to pumping or rutting when subjected to heevy loads fr08'1
rubber-tired equipment or vehicles which exert a point load. Wet weather earthwork should
be performect by low pressu~, track-mounted equipment which spread and reduce the
vehicle load. It may be necessary to use a smooth-blade backhoe bucket to minimize the
disturbanOli of the clayey saad. Work should not be performed imll\4ldiately after rainfall.
All soft and disturbed areas should be excavated to undisturbed soil aoo backf~le!t with
structural fill as recommeAded in the Earthwork section of this repoo. Assuming the soil is
wet and soft but not disturbed, the initial layer of fill placed O\Er the native soil shoukl ba at
least 12 inches in depth. Compaction of the fill should I!e sufficient to preclude pumping of
the native soU. In summary, careful construction procedures are paramoll"lt to the
successful grading operation if the native silt/clay SQiI is wet and soft.
~
Additional precautions should be taken if subgrade soils are to be exposed to
freezing temperatures. STRATA should be ~tacted to provide recommendations prior to
initiatil'l9 or delayilig construction during wet or cold weather in order to improve. earthwork
eff.ciency, achieve a stable sl:tJgratle and to mitigate frost conditions.
'I
Foundations
We recommend that shallow foundations be used to support the propoaed
buildings at the site provided that foundations are support&d QI1 the native W'eI!Ikly
cemented silty sallll. The following recommendations should be accomplished for all
foundations:
1. STRATA whould be retained to obMrve all building footing trenches to verify
dimensions, unsuitable soil removal and footing excavatiens to verify that
they have been excavated to the recommended ltear~ soli as described
above, and that all bearing surfaces have been prepared in accordance with
this report.
.
2.
Exterior footings .ould be located at least 24 il1Chas below final, exterior
grade to mitigate the effects of frost penetration.
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IDAHO MONTANA NEVADA OREGON I UTAH WASHINGTON WYOMING
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3. MiI1I.,um lirip footing widths should be consistent with the International
Building Gade (IBC). A site classification 0 can be uSAd for seismic design.
4. All loose soil, water, or frozen groul!Ki in the bottom of footing .excavations
shC>uld be removed, and the trench bottom over-excavated to undisturbed
soil, prior to forming and pouring footinis. Alternatively. native soil that hae
been disturbetl in focOlg trenches can be raompa~ to structural fill
criteria.
5. Structural fill placed beneath building footings shoold extend a minimum of 1
foot horizontally for each 2 feet of thickness placed beneath the footings.
The horizontal dimension is measll"ed from the ~ge of the footing.
6. If the above recommendations are accomplishElf, a maximum allowable
liearing value (ABV) of 2,500 psf could be used for the deslQn of foundations
bearing on native medium dense weakly cemented silty sand or structural fill l:.ll
placed over this soil.
7. If the above b$8rinQ soil, site preparation, earthwO\Ik and four-.dation
recommendations are accomplished, we anticipate total settlement will be
less than 1 inch and differential settlement will be less than 1/2 inch per 25.0
feet of wall length, or between similarly load_ footings that are not less th~
25.0 feet apart.
Floor Slab, Sidewelk, and Pavement Area..
We recommend that the following preparation and construction procedures be
used for all floor slab. sidewalk and pavement areas:
1. AftElt completion of the recommended site preparation, including removal and
stripping of topsoil, and tell pit r!m'lediation (if necessary), proof-roll the
ex!>>secl soil surface in accordance with the Earthwork re&:ommendations.
Grade and compact structural f~1 to the required subgrade el_vation, in
accordance with Earthwork recommendations.
2. Place and compact 3/4-inch-minus, sand and gravel base course with no
more than 10 percent passini the No. 200 sieve to a minimum compaeted
thickness of 4 inches in aNI foor slab and sidewalk areiS. The sand and
~ravel bale course will act as a leveling courae and help distritJute point
loads, Compact the base course. to a minimum of 95 percent of the
maximum dry density of the soil in accordance with ASTM' 0 698 (Standa.-d
Proctor).
3. If ~ltIonal moisture protection Is required bePleath floor slabs-an-grade, a
10-mil p~ethylene vapor barrier could ~ u!ed ~Pleath the floor slabs to
reduce the migration of moistll'e through the slabs. The vapor banier should
be placed direct~ on top of the native subgrade or struct.....al fill surface, and
. ~
IDAHO IMONTANA NEVADA OREGON UTAH WASHINGTON WYOWING
www.stratageeteeh.cOAn
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covered with a minimum of 2 inc~s of sand to help protect tRe barrier from
puncture.
Provided the site preparation procedures are accomplished as describs:l above,
the following minimum pavement section is recommend8d for the parking and drive
areas adjacent to the office buildings:
Fltxible.Pavement (car parking, delivery vehicles, & fire truck access):
2.5'- Type III asphaft concrete tap course'
4.c1'- 3I4-inch-minus, crushed sand and iravel base course
8.0"- Pit-run sand and gravel subbase course
Trash Enclosure Area:
6.Ql'- 4,OOo-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.- 314-inch-minus, crushed sand and gravlil base course
Note: We recommend that a curh'Q membrane be placed on all finishe:l
exterior concrete surfaces immediately after finishing. The curing
Il1!Jmbrane should be installed in accordance with the manufacturer's
written instructions.
~
The above-recommended flexib&e and rigid pavement sections are basad on a
maximum 20-year design life and a traffic index TI=5.5 for the antioipat8d commercial
development traffic. The above pavement section is based on an assumed subgraile
structural support R-value of 30 for the near-surfaee silty sand that was typically
encountered within 18 to 24 inches of the existing groUll~ surface. If the subgrade is wet at
the time of construction, we recommend a geotextiie such as Amoco 2006 be placed over
the silty sand subgrade prior to placing the subbase course.
The subbase should consist of 6-inch-minul, well-graded sand and gravel
consistent with Idaho Standards for Public Works Construction (ISPV\C) Section 801 and
wlh less than 10 percent passi"Sl the No. 200 sieve. The base course shoukl consist of
314-inch-minus, well-grad", cruth4lid sand and gravel with less than 9 perceP1t passing the
No. 200 sieve and conaiatent with ISPWC S&Ction 802. The subbase anti base course
should be compsct811 to at llliast 95 percent of the maximum dry dfillsity of the soil per
I
ASTM,D 698 (Standard Proctor).
The asphalt concrete for the flexib6e pavement ares 9l0uld have mat.rel properti~
as spttciOed in ASTM D 3515 and twlve a mix design with a maximum agwe.gate size
between 3/4 and 3/8 inch. The asphalt concrete should be compacted ae required tJ
ISPWC Secrtions 809 aOO 810.
We recommend that crack maintenance be accomplished in all pavement areas as
r.ee<:.Ntd INld at least every three to fi~ years to reduce the potential for surface water
infiltration Ir.rto the pavemElll'lt section and und.,ins subgrade.
IDAHO iJAONTANA NEVADA OREGON UTAH WASHINGTON ~YOMJNG
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Grading, Drainage and StoJlfllwater Disposal RKommendatlonSi
m
Site grading, including grading of all sidewalks and landscaped area_ Ihould
slope at a minimum of 2 f'ercent away from tMe proposed buildings, sidewalk, aoo
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, ane not be allowed to infiltrate the soli ber:wath paved areas, sideVPalks or
footings. All drainaQ. should be directed to an approved discharge and/or collection
facility, such as seepage beds, loeated no closer than 25 feet away from builtling.
foundations.
SEEPAGE RATES
,.
.
Seepage tests were performed in T6"st Pits 1 and 3 at depths of 5.5 and 9.5 feet,
respectively, below the existing ground surface. Seepage testin~ Tett Pit 1 yielded
s~page rate greater than 8 inches per hour in the clean gravel with land. In Test Pit 3,
s.page rates were less than .25 inch per hour in the cem.nted silty sand at this depth.
We recommend that seepage beds be excavated at least 1 foot into the clean
uncem8llted gravel with sand such as was encountered at 5.5 feet in TP-1, 14 feet in TP~
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 ~
33 filter sand be used below the seepage beds to slow and filter stormwaw since the
seepage rate of the gravel ~ith 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.
Plen end Specification Review
We recommend that STRATA be retained to review the civil and structural
foundation plans and earthwork specifications prior to bidding of the construction
documents.
Construction Obaervatlon and TM'tlnq
We recommend that STRATA be retained to observe the expcMd soil surface in
all building footinQ trenches, sidewalk, and pavement areas to vtlllify that the stripping,
removal and excavation has been accomplished to the recommended bearing soil, that
aU soft or un~uitable soil hilS been removef:l as described above, and that all beering
surfaces have been p~are6i in accordance with this report. In addition, "Ie recommend
that STRATA be retained to observe that seepage beds have been excavated into the
above recommended ~i1. If we are not retained to perform the recommends:f services,
we cl!lnnot be responeibl. for relateel construction errors or omissions. The
recommended services are not ineluded in this evaluation and would be billed on a time
and expenle basis.
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IDAHD ItIDWANA NEVADA D.TAH /fIl\SHINGTDN IIIYD..,NG
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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 ~en 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 comJ*tte this report:
Plate 1:
Plate 2:
Appendix:
Site Plan
Unified Soil Classification System (USCS)
Exploratory Test Pit Logs
We appreciate-the opportunity to assist you on this pro~ct. If you have any
questions, please call.
DPG/klb
Encloswes
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Sincerely,
STRATA, INC.
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Andrea Loft. E.I.T.
Staff El1Iineer
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Daniel P. Gallo, P.E.
Project Engineer
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MAJOR DIVISIONS
UNIFIED SOILS CLASSIFICATION SYSTEM
CLEAN
GRA VELS
GRA 'lELS
COARSE
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SOILS
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WITH
FINES
CLEAN
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GRAPH
SYMBOL
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SYMBOL
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GC
SW
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SOIL CLASSIFICA 11 ON CHART
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BORING LOG SYMBOLS
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Groundwater
After 24 Hours
GrQlJndwater
at Time of Drilling
GROlJNDWA TER SYMBOLS
TYPICAL NAMES
Well-Graded Gravel,
Gravel-Sand Mixtures.
Poorly-Graded Gravel,
Gravel-Sand Mixtures.
Silty Gravel, Gravel-
Sand-Silt Mixtures.
Clayey Gravel, Gravel-
Sand-Clay Mixtures.
Well-Graded Sand,
Gravelly Sand.
Poorly-Graded Sand,
Gravelly Sand.
Silty Sand,
Sand-Silt Mixtures.
Clayey Sand,
Sand-Clay Mixtures.
Inorganic Silt, Sandy
or Clayey Silt.
Inorganic Clay of Low
to Medium Plasticity,
Sandy or Silty Clay.
Organic Slit and Clay
of Low Plasticity.
Inorganic Silt. Mica-
ceous Silt, Plastic
Silt.
Inorganic Clay of High
Plasticity, Fat Clay.
Organic Clay of Medium
to High Plasticity.
Peat, Muck and Other
Highly Organic Soils.
:.
I BG I Baggie Sample
I BK I Bulk Sample:
IRGI Ring Sample
TEST PIT LOG SVh4BOLS
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STUJOloBN211A PLATE: 2
%;
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EXPLORATORY TEST PIT # 1
CAIRNS CROSSING
File: STUJ01 B04211A
DEPTH SOIL SOIL
(Feet) CLASS DESCRIPTION
0.0 -1.0 SM Silty SAND with gravel (Fill) - roots to 10 inches below the
~ ground surface.
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 CaC0:3 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.
~
,.-;jl
Excavated on October 6, 2004.
Seepage test @ 5.5 feet Rate = 60 inches per hour.
Groundwater encountered at 6.5 feet below the existing ground surface at the time of
excavation. Groundwater encountered at 5.2 feet on October 8, 2004.
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
~
~
STAaTa
(,f:on'::\.';liNICI..! r,HGINl:t:Hit-,C. A. 'Mr!:S"{U.J..f:.l'f:~~~rt...\~.....
:t"J~.~)a'J".J~Y ;..,.'''...-.: .,.~i_'" f.....~7rcJ>f-4r1.~.-Iljr
FlI*: A1
CIIInt NIt: STU.<<:I11B04211A
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EXPLORATORY TEST PIT # 2
CAIRNS CROSSING
File: STUJ01 B04211A
1
DEPTH
(Feet)
0.0 -1.5
SOIL SOIL
CLASS DESCRIPTION
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 CaC03, tan, moist,
medium dense.
At 2.5 feet DO = 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 derse.
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: CMMlal/kb
fj'
'.'-
'.
",
STRaTa
(il:(,l\:CI"l'f'IIO':".A: (:!,"OI1'Ji.:t,H;f;4.;. A 'J.A~n~fI~$ l't:~.;, INO
~f~.I;~..)r".'T. "............,..( ./"/.44-- ('::':1".o.4"~-! L;{-
- =;:.!j-~ ---=
~:A2
CIiIDl No: STU.m1 B~11A
~
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'3i
EXPLORATORY TEST PIT # 3
."
CAIRNS CROSSING
File:. STUJ01 B04211A
DEPTH SOIL SOIL
(Feet) CLASS DESCRIPTION
II 0.0 -1.5 SM Silty, fine SAND (Fill) - brown, dry, loose to medium dense,
r roots to 10 inches below the ground surface.
I 1.5 ~ 4.0 SM Silty, fine SAND (Native) - light brown, medium dense, dry
.
W ~ weakly cemented CaCDJ.
~
4.0 - 11.0 SM Silty, fine SAND - tan, weak to moderately cemented.
~
~r.,;
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 CaCDJ.
13.0 ~ 15.0 GP GRAVEL with sand - brown, dense, saturated.
~
~ Excavated on October 6, 2004.
~ Seepage test 9.5 feet Rate = 0"15 minute. (no measurable infiltration)
; Groundwater encountered at 13.0 feet below the existing ground surface at the time flf
fj excavation. Groundwater encountered at 13.8 feet on October 8,.2004.
Observation weJ/ 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: CMMlal/kb
I6ii.
~
STRaTa
(,f: 0 1 :::::':I~II'::":."'~ f.1.t(i.~t4EI: I ~tNf.~ 4\. r.lJ\ n: Hv..t ~ 1'(: 6 "IN::;'
:tfl\.-I~~,.?"/"Y /i..."...... .J~"", c./,'.:~"Ctl.t1...d Vf"
~Ir
, 'I
P!IlP: A3
OllWlNP: STUJ01 BO,J211A'
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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 dense, strongly
cemented at = 1.5 feet, weak to moderately cemented
CaC~,
At 2.5 feet DO = 82.5, W=17.2.
3.5 - 11.0 SM Silty, fine SAND - tan, moist. medium dense, weak to
moderate cementation (CaC~).
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, 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 B, 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 ground surface.
Sample taken at 2.5, 3.0, 4.0, 6.0, and B.Ofeet below the ground surface.
Bulk samples taken at 1.5 feet below the ground surface.
Excavation Equipment: CASE 5BO Super M Extendahoe
Logged by: CMMlallkb
fj',...
.,.
:...
STRaTa
.,.
Gt'(fH:.<:.I<-"JIC:,~~ Oi:(ilNH".H*c\.1 A M",ll:.~~I^U; "IT~-j.'l:<<~
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CIIM N$: STUJ01 B04211A
~
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11'-
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DEPTH
(Feet)
.
.
0.0 -1.0
'IIi.
1.0 - 2.0
~ - .-'
I -
EXPLORATORY TEST PIT # 5
CAIRNS CROSSING
File: STUJ01 804211 A
l !
. !
SOIL
CLASS
SOtL
DEi~
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.
n._ :..:...o:::....'....~u~~_._-
..~-
SM Silty, SAND (Fill) - m9dium brown, loose to medium dense,
dry with roots to 12 inches below the ground surface.
SM Silty, SAND (Native) - tan, dense, dry to slightly moist,
weakly to strongly cemented V\4th CaC0:3.
Excavated on October 6, 200..
Test pit terminated at two (2.0) feet below the existing ground surface.
Logged by: CMM/al/kb
~
.
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-'::',n=._< .::I
fU: A5
QIMlt No; STU,i)1 B04211A
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.
332 N. Broadmore Way
Nampa ID, 83687
Ph: (208) 442-6300 · Fax: (208) 466-0944
LEITER OF TRANSMITTAL
I
TO:
Kristy Vigil
Meridian P & Z
660 E. Watertower STE 202
Meridian, ID 83642
I Date: March 29, 2007
;)
PROJECT NAME:
FROM: Chris Todd
Cairns Crossing Subdivision
PROJECT NO. C03058A
rr..'~
~IJ '. .~DESCRIPl:JON
NO. OF ITEMS
1 ., Full Size Landscape Plan
1 ''- 8 Yz x 11 Landscape Plan
32 Copies of Full Size Final Plat (bond)
3 Copies of Full Size Final Plat Signature Sheet (bond)
1 8 Yz x 11 Final Plat
-,
...
I
\'\
REMARKS:
Delivered via Courier.
!I';l
I RECEIVED BV:
I
DATE:
~,
;