HomeMy WebLinkAboutSilversprings Subdivision FP App (2).x
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:n TRANSMITTALS TO AGENCIES FOR COMMENTS ON
DEVELOPMENT PROJECTS WITH THE CITY OF MERIDIAN
yA To insure that your comments and recommendations will be considered by
�P the Meridian City Council please submit your
MAYOR comments and recommendations to Meridian City Hall
Tye Weerd
CITY COUNCIL
Keith Bird
Jse h . porton
Charles M. Rountree
Shaun Wardle
CITY DEPARTMENTS
CityAttorney/HR
703 Main Street
898-5506 (City Attorney)
898-5503
Fax 884-8723
Fire
540 E. Franklin Road
888-1,234 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 Leas
888-6678 fax 846-7366
Public Works
660 E. Watertower bane
Suite 200
898-5500 fax 898-9551
Building
660 E. Watertower Lane
Suite 150
887-221 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: November 28, 2006
Transmittal Date: November 14, 2006
Hearing Date: December 5, 2006
File No.: FP 06,049
Request: Final Plat approval for 29 single-family residential building
lots and 4 common lots on 9.88 acres in an R,4 zone for
Silversprings Subdivision
By: Reed Kofoed
Location of Property or Project: 905 & Soy E. McMillan Road
David Zaremba (no FP)
Meridian School District (No FP)
David Moe (no FP)
Meridian Post Office(FP/PP only)
Wendy Newton-Huckabay (No FP)
Ada County Highway District
Michael Rohm (No FP)
Ada County Development Services
Keith Borup (No FP)
Central District Health
i■
Tammy de Weerd, Mayor
Nampa Meridian Irrig. District
Charlie Rountree, CIC
Settlers Irrig. District
Joe Borton, CIC
Idaho Power Co. (FP,PP,CUP)
Keith Bird, C/C
Qwest (FP/PP only)
Shaun Wardle, CIC
Intermountain Cas (FP/PP only)
Water Department
Bureau of Reclamation (FP/PP only)
Sewer Department
Idaho Transportation Dept. (No FP
Sanitary Services(No VAR, VAC, FP)
Ada County Ass. Land Records
Building Department / Rich Greene
Meridian Development Corp.
Fire Department
Historical Preservation Comm.
Police Department
City Attorney
City Engineer
City Planner
Parks Department
Economic Dev. /Cheryl Brown (CUP only)
Your Concise Remarks: r
CiTy HALL 33 EAST 1DAHo AVENUE MERIDIAN, 1j)AHo 83642 (208) 888-4433
CITY CLERKwFAX888-4218 FINANCE UTILITY I L L I4108FR 8119
Printed on recycled paper
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w' Planning Department
artment
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SION & COUNCIL REVIEW APPLICATION
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Type of Review Requested (check all that ably)
❑ Annexation and Zoning
❑ Comprehensive Plan Map Amendment
❑ Comprehensive Plan Text Amendment
❑ Conditional Use Permit
❑ Conditional Use Permit Modification
® Final Plat
❑ Final Plat Modification
❑ Planned Unit Development
❑ Preliminary Plat
❑ Rezone
❑ Time Extension (Commission or Council)
❑ UDC Text Amendment
❑ Vacation (Council)
❑ Variance
❑ Other
STAFF USE ONLY:
Filenumber(s): 1r1"—�� � 0�c9
Project name:
Date filed: ate complete:
Assigned Planner:
Related files: 07.
Hearing date:Commission Council
Applicant Information
i�AA� 1 AAAAAAAA�A IAAAA.� 1 A- 1 .1
Applicant name: Reed Kofoed Phone: 208.484.7818
Applicant address: 228 E. Plaza St., Ste. G 1, Eagle, Idaho
Applicant's interest in property: ❑ Own ❑ Rent ® Optioned ❑ Other
Owner name: Reed Kofeed
Owner address: 228 E. Plaza St., Ste. G1. Eagle, Idaho
Agent name (e.g., architect, engineer, developer, representative): Ross Erickson, P.E.
Zip: 83616
Phone: 208.484.7818
Zip: 83616
Firm name: Erickson Civil, Inc. Phone: 208.867.3954
Address: 1854 E. Lanark St. Meridian, Idaho Zip: 83642
Primary contact is: ❑ Applicant ❑ Owner o Agent ❑ Other
Contact name: Ross Erickson
Phone: 208.867.3954
E-mail: ross@ericksoncivil.com gam; 208.846.8956
Subject Property Information
Locarion/stredt address: 905 & 805 E. McMillan Road
Assessor's parcel numbers): R1608650020 & R10608650010
Township, range, section: TAN R.1 E Sect. 31
Total acreage: 5.08 + 4.80-9.88
Current land use: Single Family 1 Pasture Current zoning district: RUT
1
660 E. Watertower Lane, Suite 202 9 Meridian, Idaho 83642
Phone: (208) 884-5533 q Facsimile: (208) 888-6854 g Website: i i i
1
Project Description
Project/subdivision name: Silvers rin s Subdivision
General description of proposed project/request: Final Plat Approval for 29 building lots, 4 common lots
Proposed zoning district(s): R-4
Acres of each zone proposed: 9.88
Type of use proposed (check all that apply):
to Residential o Commercial ❑ mice o Industrial ❑ Other
Amenities provided with this development (if applicable): NIA
Who will own & maintain the pressurized irrigation system in this development? Settler's Irrigation District
Which irrigation district does this property lie within? Settler's Irrigation District
Primary irrigation source: Existing Settler's PI System �^ Secondary: C!ty of Meridian
Square footage of landscaped areas to be irrigated (if W immy or secwdary point of connection is City water):
Residential Project Summary (if applicable)
Number of residential units: 29 Number of building lots: 29
Number of common and/or other lots: 4
Proposed number of dwelling units (for multi -family developments only):
1 Bedroom: NIA 2 or more Bedrooms: NIA
Minimum square footage of structure(s) (excl. garage): NIA
Minimum property size (s.f): 8,050
Gross density (macre-total lard): 2.94
Percentage of open space provided: 9.62
Proposed building height: NIA
Ni Average property size (s.f.): 10,998
Net density (DU/acre-excluding roads & alleys): 3.52
Acreage of open space: 0.915
Percentage of useable open space: 5.64 (See Chapter 3, Article G. for qualified open space)
Type of open space provided in acres (i.e., landscaping, public, common, etc): Common Lots with Landscaping
Type of dwellir (s) proposed: a Single-family o Townhomes ❑ Duplexes o Multi -family
Non-residential Project Summary (if ap�licable)
i w
Number of building lots: other lots:
Gross floor area proposed:
Hours of operation (days and hours):
Existing (if applicable):
Building height:
Percentage of site/project devoted to the following:
Landscaping: Building: Paving:
Total number of employees: Maximum number of employees at any one time:
Number and ages of students/children (if applicable): Seating capacity:
Total number of parking spaces provided: Number of compact spaces provided:
Authorization
Print applicant name:
Applicant signature:
Phone: (208) 884-
{
Date:.
O,w e ane, Suite 21 2 _9-1 a e 'rt &ian?' Idaho 83642
gFacsimile: (208) 588-6854 g Website: www.meridiand orii
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' � ��' '7 Incorporatcdr|C �OD u'�^ -�� /`
--- - - - - ----------
Frontage improvements will be constructed in accordance with ACHD standards and include a
4 -foot detached, meandering sidewalk. The internal streets will have (4) four -foot detached
sidewalks With an (8) eight -foot planter strip betvwen the sidewalk and back of curb. The
project landscape plan shows trees, irrigation, and grass to e planted within the street side
planter.
The majority of the site naturally slopes from the southeast downward towards the northwest.
Stormwater will be retained within drainage swales located within the public right-of-way and on
Lot 6, Block 1. The project will include a pressure irrigation system that will be owned and
operated by the Silversprings Homeowmers' Association.
We are not requesting any variance from the MCC with this application. Covenants, Codes, anI
Restrictions will be peepared arW recorded fbr this project at a future date.
The Silversprings Subdivision will be a great addition to the City of Meridian and we are hereby
requesting review and approval of the final plat. Please contact me at 2GB.867.3954 if you
should have any questions or require any additional information regarding the project.
9=
ErlOckson-Glivil, Inc.,
R o ffsr i n, P.IE.
Project Manager
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File No.: FP -06-049
Project Name: Silversprings Subdivision
Request: Final Plat approval for 29 single-family residential building lots and 4 common
lots on 9.88 acres in an R-4 zone by Reed Kofoed.
Location: 905 and 805 E. McMillan Road in the NE 1/4 of T. 4N., R. 1E, Section 31 .
September 20, 2006
City of Meridian
Planning & Zoning Department
660 E. Watertower Suite 202
AAeridian, Idaho 83642
RE: Silveirsprings Subdivision — Street CenteOline Certification
Dear Sir/Madame,
In accordance with the City of Meridian Public Works Subdivision Plan Review Checklist, Item
No. 62, we are hereby certifying that the street finished center line elevations are set a minimum
of three feet above the highest established normal groundwater elevation as determined in the
Geotechnical and Groundwater investigation dated June 28, 2006 as prepared by Materials
Testing & Inspection, Inc.. Please contact me at 208.288.1 992 if you should have any
questions regarding the street grades or the highest established normal groundwater elevation.
Vic,
Ross Erick
� Project Manager
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Part of Lot 1, CrCgt'%-ood Subdir►i.on Ho 1, in 5#coon 31
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dd s ffollows:
nnin t the Nor �t corner of Lot 1; thence
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B-re�inninf this ter at corner of Lot 1; tt�ance
. 89W 27" E. 3.V.�1a9t to
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ExclEptinj the EollowLng perce.l froom, #.aid Property:
Part of Lot 1, CrCgt'%-ood Subdir►i.on Ho 1, in 5#coon 31
Iti,IE-. E -�- . �AAA County, Id,�ho, ire pe�rticu�;�gr].� de�erid144 -
dd s ffollows:
nnin t the Nor �t corner of Lot 1; thence
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S. 8904041200 it , 10.00 met to � Point; thenc�t:
N - 00"'00000"l E 5 31.89 .t to a point; thane
N . 89 "60 , 27.4 E 1Q . OQ - to thn i POINT OF SEGIRMT pC. 1
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Title Rte No.: B96-37461 WAF
ARAMW DMID
FOR VALUEJIECBVED
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Wil K. WAW ri *d Norr T. Whpaiw, wife ,ead tuitband 20ZS-00#. 2
GRANTOR(e, dd6z(do) baby GRANT. BARGAIN, SELL jbd CONVEY unto: W. Lash Brinkerhoff and
Donna J. 0Ankwlwff,, husbarW and wife
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GRANTEES(M), who currbnt rd 1$: 805 E MplA Rd. . Mme. Id o 83642
tib folbw ng d;Acribid CdA prope*ty 1p Ada County; Std of Ids ho,
more particularly described as folows, to wit:
SEE EXHIBIT W ATTACHED
(Cantinm•d) 9 6 0 3 9 6 6 0
ADA CO. RECORDER
I DA r`ID NAVARRO
BOISE ID
096 M Y 1 PPl 19
FEE DUJL new
!lECORDED tsT THE REQUEST OF
TO HAVE AND TO HOLD the srid Pmonfsrrl with thair:appu ,unto MAW Gr t��t�, �d Gr�nt�e(ei
heirmGrgKand aeaiOnz forever. l the G tdr(#) d (do) h y cov&Mt to and with tha said GranteaU), that
ori i� the awr y in . , p of a id than amid prmra vs am free from ell - rW'#;
CEPT ttmwto wWch this conveyance in exprudy mGVWlhWMTftpWrWL dr!d um m e�ffii� d dq by the
Grantaef s): arr�d subject to r ry . r trlctlon `gptx. dghts of wey and *gv*wn=ts.(if any)
° rd. A tlex . ,eta} t WW utility � . if y] f t! current
Ye_, which wa.n�ot yet duewd payabis. and that Gratw(ol WN WW" end cFof w tie W from ;a in
claims whsm.
Dplt i�.41[ V 7. 1896 �1 /
RW K. W .
STAWE OF h1dw . Couw of Awa
Qpthle 7th ity cd in theofI 998't br W M LNpwmqg pq ,ti.••■•�..��
omw
fir �isld $ •.
� K.1 WULWi lend Norris T. Wase* �` '•
s e• r
known Aria-atpor ldwa o no to hip On p�`sor � � G
to - thin and ti.
1+1
olpVD
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My �mi�vn. : o7�olpe
Boise ritle & Escrow. Inc.
May
f
on
•i
F
• 3HIBIT WAN
SEE EXHIBIT "A" ATTACHED
L EXHIBIT "A"
$r�
Part of Lot 1 of CRESTWOOD SUBDIVISION WO. 1, according to the official plat
thereof, filed in Book 28 of Plats at Page 1757, records of Ada County, Idaho,
-ppa~rticulerly described as follows:
Beginning at the Northwest corner of Lot 1; thence
North 89040127" Fast 330.42 feet to a point; thence
South 00000100" Wtst 631.89 feet to a point; thence
South 89040'1 West 331.10 feet to a point; thence
North 00°03'44 East 631.92 feet to THE POINT OF BEGINNING.
EXCEPTING the following parcel f rcm said property:
Part of Lot 1 ■ CRES'1WOOD SUBDIVISION NO. 1. in Section 31., Township 4 North,
Range 1 East, Boime Meridian, Ada County, Idaho more particularly described as
follovis:
13
Beginning at the Northeast corner of Lot 1; thence
South 000001000 Deet 631.89 feet to a point; thence
South 8904011.2" west 10.00 feet to a point; thence
North 00000000" East 631.89 feet to a point; thence
North 89040127" East 10.00 feet to THE POINT OF BEGINNING.
ff•�
41
F.
A
rpt
��
D
STATE OF IDAHO
COUNTY OF ADA
AFFIDAVIT OF LEGAL INTEREST
0
4#1 Ax
AM ;��
� e) �� `t//(address)
(city) (state)
being first duly sworn upon, oaths depose and say:
1. That I am the record owner of the property described on the attached, and I grant my
permission to:
_
Ada
(name) (address
to submit tht apcomPanying application(s) pertaining to that property.
2. I agree to in mnify, defend ghd hold the City of Meridian and its employees harmless
from any claim or liability resulting from any dispute as to�,V I the statements contained
herein or as to the ownership of the property which is the subject of the application.
1�.
3. I hereby grant permission to City of Meridian star to enter the subject property for the
purpose of site inspectiong: irelated to procesifing said application(s). :
' ODn�
._.of 0mated this 2O
(Signatt=W"'
SUBSCRIBED AND SWORN to before me the day and year first above written..
V U (9�aiy Pub1W for Idaho)
EY A.
. ,sI
Residing at! _
• T A, • cJ�
• My Commission Expires:
'A '
OF 10 fie
IKL
Ra
AFFIDAVIT OF LEGAL INTEREST
STATE OF IDAHO }
COUNTY OF ADA }
C/ F/7 bW) lh'r,* 1091A1,14 It/
(name) (address)
fj6Q�,Z-P 7119Al
(city) (state)
being first duly sworn upon, oath, depose and say:
i
ti
I. That I am the record owner of the property described on the attached, and I grant my
permission to:
�, { - n 4
Lie
It ,III ��A] - f- --, -
(name) (address) -
to submit the accompanying application(s) pertandng to t4at property.
2. I agree to indemnify, defend and hold the City of Meridian and its employees harmless
froa any claim or liability resulting from any dispute as to the statements contained
herein or as to the ownership of tt Droperty which is the subject of theapplication.
3. I hereby grant permission to City of Meridian staff to enter the subject property for the
purpose of site inspectiord related to procesging said application(s). �.l
7�1
Bated this day of 204
r (Silpmture)
SUBSCRIBED AND SWORN to before me
and year fust above tten. �
NICHELLETRE Kota6W6Iic or Idaho}
Notary Public F
State of Idaho r Residing gt:
M Commission E uses• �'
x�
Y �P
-17
.... ......... ....... .....
.. .. ..............
... ....... ..
. . ........ ..
t.
..... ....... ......r
- - - - - - - - - - -
..... .....
tr
THE FOLM30MG "ISTWG - REETL:::m=ES 5 L APPEAR. I
qy I PLAT: ?l
E. MCIILLI A& N
Ln N. LOCUST GROVE R
1:AZ
A
THE FOLLOWNG POSED STREET N, S ARE APPROVED-
-"-E. COPPER RIDGE S GOLDWOO' Pj#%.
0 FiN. ;,NJ. SILVERSKY AV@u�
THEj:OLLCWG;Pr, fREET
MWS ARE
MW >
...... .....
®R
NMI
W.
ADA COUNTY ENGINEER
MERIDL4kN
FIRE DEPARTMENT
ADA COUNTY HIGHWAY DIS.
ADA COUNTY SHERIFF
Strog AMo%W aWt--
DATE
DATE
DATE
Sliversprings Subdivision Drainage Calculations
Design Critoft
Storage Design Storm:
Conveyance Design Storm:
Water Quality Design Storm:
Design Storm Duration
1 Myr (Retention Ponds & Swales
100 -yr (infiltration beds)
50 -yr (conveyance system; pipes, etc.)
54 -yr event
1 hr
Peak flow rates were calculated for each sub -basin using the rational method (equation 1-
1). Storm rainfall intensities were derived from the 2 -year, 10 -year, 25 -year and 100 -year
intensity duration frequency curves for Zone A using calculated times of concentration.
The time of concentration was calculated for each sub -basin based on the runoff coefficient
"C" as defined in the rational method peak flow rate equation, and the individual sub -basin
slope and length (see equation 1-2).
Q = OA (equation 1-1)
where; Q = Peak Flow Rate (cfs)
C = Runoff Coefficient (dimensionless)
i = Rainfall Intensity (inches/hour)
A = Drainage Area (acres)
i.s(i.i -cam
t� _ VS(equation 1-2)
where; tc = Time of Concentration (minutes)
C = Runoff Coefficient (dimensionless)
D =Distance from Remotest Contributing Point (feet)
S = Slope Along D
The rational method for peak flow calculation assumes: 13 the rainfall occurs uniformly over
the drainage area; 2) the peak rate of runoff can be reflected by the rainfall intensity
averaged over a time period equal to the time of concentration of the drainage area; and 3)
the frequency of runoff is the same as the frequency of rainfall used in the equation.
El
9
t
Baffin -1
Pretreatment:
Storage:
Hard Surface
Pervious Surface (lots)
Basin Area:
Runoff Coefficient:
Basin Length:
Delta Z:
Average Basin Slope:
Time of Concentration:
Intensity (2 -year):
Intensity (25 -year):
Intensity (50 -year):
n
1,0@0 gal Sediment & Grease Trap
Discharge to ACHD storm drain system on lot 6, Bloch 1
C -Value
21811 sgft 0.85
14@095 sgft 0.1
161, 906 sqft
0.20
rr#t
306.59 faet
2 ft
0.65%
32.67 min
0.55 in/hr
Qp (2 -year): 0.41 cfs
1.2 in/hr
Qp (25 --year): 0.9 3 cfs
1.4 in/hr
Qp (50 -year): 1.05 cfs
Basin -2
Pretreatment:
1,000 gal Sediment 8 Grease Trap
Storage:
Discharge to ACRD storm drain system on lot 6, Bieck 1
C -Value
Hard Surface
26108 sgft 0.85
Pervious Surface (lots)
99522 sgft 0.1
Basin Area:
125,630 sgft
Runoff Coefficient:
0.26
Basin Length:
494.64 feet
Delta Z:
2.5 ft
Average Basin Slope:
0.51
Time of Concentration:
42.42 min
Intensity (2 -year):
0.48 in/hr Qp (2 -year): 0.35 cfs
Intensity (25 -year):
0.95 in/hr Qp (25 -year): 0.70 cfs
Intensity (50 -year):
1.2 in/hr Qp (50 -year): 0.89 cfs
IK_
Basin -3
Pretreatment:
Storage:
Hard Surface
Pervious Surface (lots)
Basin Area:
Runoff Coefficient:
Basin Length:
Delta Z:
Average Basin Sbpe:
Time of Concentration:
Intensity (2 -year):
Intensity (25 -year):
Intensity (50 -year):
1,080 gal Sediment & Grease Trap
Discharge to ACH D storm drain system on lot 6, Black 1
C -Value
22288 sgft 0.85
103535 sgft 0.1
1251821 sgft
0.23
260 feet
1 f
0.38%
34.61 min
0.55 in/hr Cep (2 -year): 0.37 cfs
1.1 in/hr [gyp (25 -year): 0.74 cfs
1.3 in/hr Cep (50 -year): 0.87 cfs
..........
The target throat velocity design value is 0.5 Met through the baffles of the S&G trap.
a a -
is awl,
R 2
•
Basin S&G Trap Throat Area (sqft) 2 -yr Event Peak Flow, cfs Throat Velocity, ft/sw
112&3 1000 6.67 1.14 0.170
All of the S&G trap throat vebocities are near or below the 0.5 fVsec guideline.
OEM
SlIvemprIng's SubdIVIsIon, WArld"lan, Idaho
Med"dIan, Idaho
100 -Year Recumnce Intwval
UnIng ITD Zone A Chart
-qotes:
Pond Des#gn Volume does not include percolation through bottom
15% of bed volume increase for sediment storage 1461 cuf.
kesign Retention Pond Volume = 11197 cuft
4
Percolat'lion TIM.
I 'M
9 U"I
POND 1 xis 8/7/2006
C -Value
Hard Surface Area
70205 Sq. Ft.
0.85
Pervious Area (Lots)
343152 Sq. Ft.
0.15
Total Drainage Basin Area
9.49 Acres
Run -Off Caefficient
0.27
Controlled Discharge Rate
0 cfs max.
Storm Storm
Run Off
Run Off Discharge
On -Site
Duration Intensity
Rate
Volume Volume
Storage
(in/hr)
cfs
cu ft cu ft
cu ft
5 PAn. 4.38
1118
.
3353 0
3353
1
30 Min. 1.73
4.41
...... . ... . 71946 0
71946
1 Hr. 1.06
2.70
91737 0
91737
2 Hr. 0.61
1.56
111207 0
111207
6 Hr. 0.26
0 . 66
141330 0
14,330
161534 0
16,534
24 Hr. 0.081_.1
0.21.,
18,298 0
1812
Rational Formula Q_CiA
15% of bed volume increase for sediment storage 1461 cuf.
kesign Retention Pond Volume = 11197 cuft
4
Percolat'lion TIM.
I 'M
9 U"I
POND 1 xis 8/7/2006
%L�ab■
k
An.
p
Maw
h -
W4;�
8
6
4
r.
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p
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8
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w
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O.
C/)
Lij
O.
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Z
0.
Z
U)
0.
Z
w
F ---
Z
_j
0.0
0
.0
LL
Z
0.0
0.0,
w
IMP
407
ZONE - A
MINUTES HOURS
LE -"OR
DURATION
f -4
4
FIGURE NO.
FIGURE NO.
f�
ZONE A
I
P%
10.
S.
6.
4.
2.1
Of
0
w
0..
0 A
Cl)
w
0.(
77
-A
z
(1)
O.. --e
Z
LLI
F-
z
��
0.01
O.OE
LL
z
O.OE
0.04
Iii
=.A
iy
MINUTES HOURS
DURATION
FIGURE NO.
A'
� m ly
f7�15�� AP '3
l3`f.�/.i.,r
G'
9
0
M
w
LLI
C)
Z
z
F-
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z
w
F -
z
0.
.
MINUTES HOURS
DPW,
DURATION
.
ca, d
Fy
■
FIGURE NO.
'r.
silversprings sd
Worksheet for Circular Channel
Project Dencrip0on
Prat File
c: haestadlfmwlsilversp.fm2
Worksheet
stormdrain
Flow Element
Circular Channel
Method
planning's Formula
Solve For
Discharge
Input Data
nnings Coefficient 0.009
Channel Slope
0.002200 ft/ft
Results
Discharge
7.12 cfe
Flow Area
1.77 ft
Wetted Perkwter
4.71 ft
Top Width
0.37e-7 ft
Critical Depth
1.03 ft
Percent Full
100.00
Critical SkW
0.003276 ft0ft
Velocity
4.03 ftls
Velocity Head
0.25 ft
Specify Energy
1.75 ft
Froude Number
0.1 o
Full Flow Capacity
"ricies
Full Fkxv Slope
0.002200 ftfft
Flow is suhcritical.
08/07/06 Student Edition F ey v5.15
08:07:12 RY hWft9W NIjdhodsCInc. 37 Brgpk!6W, Road W*tethury, CT 06708 (203} 705-106 Ram 1 at 1
silversprings sd
Worksheet for Circular Channel
Prot description
Project File c:lhaestadlfmwlsilversp.fm2
WorkSheiat stormdrain
Flow Element Circular Channel
Method Manning's Formula
Solve For Discharge
Input Data
1 Mannings Coefficient 0.009
Channel Slope 02200 ft/ft
Depth ft
Diameter in
Results77i
Discharge
cfs
Flow Area
0.79
ft2
Whiffed Perimeter
3.14
ft
Top Width
0.3e-7
ft
Critical Depth
0.67
ft
Percent Full
100.00
Critical Slope
0.003501 ffflt
Velocity
3.07
ft/s,
Velocity Head
0.15
ft
Specific Energy
1.15
ft
Froude Number
0.11e-3
7RTNNity
2.41
cfs
Full Flow Slope
0.002200 ft/it
Flaw is subcritical.
OM7X6 Stuo6nt Edifivn Fimmlrastar v8. 15
08:02:90 PM Has wtdd Mythoft Inc. 37 BrodkskJo Rawl VIbtarbury, CT Or>708 (203) 705-1P91P 1 of 1
1L
MATERIALS
TESTING &
INSPECTION
YI
Fi
K!
U Environmental services Ll Geotechnical n in erin onstruction Materials Testing Q Special Inspections
Prepared for:
Silversprings Development, LLC
228 E. Plaza Street, Suite GI
Eagle, Idaho 83616
f.idpp
GEOTECHNICAL ENGINEERING REPORT
of
Silversprings Residential Subdivision
805 and 905 E. McMillan Road
Meridian, Idaho
MTI File Number 1360787g
�9
2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515
E -Mail mti@mti-id.com • www.mti-id.com
MATERIALS
TESTING Fs'
INSPECTION
June 28, 2006
Page # 1 of 26
❑ Environmental Services ❑ Geotechnical Engineering. ❑ Construction. Materials Testing ❑ Special Inspections
rAboise12006 reports1600-7991b60787g1b60787g geotech.doc
Mr. Reed Kofoed
Silversprings Development, LLC
228 E. Plaza Street, Suite G1
- Eagle, Idaho 83616
(208) 938-2741
Ix
Re: Geotechnical Engineering Report
Silversprings Residential Subdivision
` 805 and 905 E. McMillan Road
. Meridian, Idaho
Mr. Kofoed:
In compliance with your instructions, we have conducted a soils exploration and foundation evaluation for
the above-mentioned development. Fieldwork for this investigation was conducted on 5 June 2006. Data
have been analyzed to evaluate pertinent geotechnical conditions. Provided geotechnical, groundwater and
construction recommendations are listed in the Table of Contents. Results of this investigation, together
with our recommendations, are to be found in the following report.
Often, because of design and construction details that occur on a project, questions arise concerning soil
conditions. We would be pleased to continue our role as geotechnical engineers during project
implementation. MTI also has great interest in providing materials testing and special inspection services
during construction of this project. If you will advise us of the appropriate time to discuss these engineering
services, we will be pleased to meet with you at your convenience.
rt We appreciate this opportunity to be of service to you, and we look forward to working with you in the
_�L future. If you have questions please call us at (208) 376--4748.
Respectfully Submitted,
Materials Testing & Inspection, Inc.
R
Sonia Larrabee Re iewe
Staff Geologist
%I]
Q�OQ�OFESS/0�
KEVIN0-
L.
SCHRgEDER
964 � y
5ch"roeder;3P�
ical Services Mana
e tev wed y: L'8vT 4. 'a
est 'dent
f4rF O
F 1�'Z►
�� oAvr�9t�
-&Wol Z
4ZFW_1
.E.
e 1 Manager
TFOF IDPt;�'
006 Materials Testing & Inspection, Inc.
2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 ■ Fax (208) 322-6515
E -Mail mti@mti-id.com • www.mti-id.com
MATERIALS
-' TESTING &
INSPECTION
June 281, 2996
Page # 2 of 26
❑ Environmental Services El Geotechnical Engineering C3 Construction Materials Testing El Special Inspections
r:lboise12006 reports1600-7991b60787g1b60787g geotech.doc
Copyright CV 2006 Materials Testing & Inspection, Inc.
2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515
..d E -Mail mti@mti-id.com ■ www.mti-id.com
TABLE OF CONTENTS
INTRODUCTION......................................................................................................................3
ProjectDescription.................................................................................................3
Authorization .......................... .............................................. ....................3
..............
Purpose...................................................................................................................3
Scope......................................................................................................................3
Warranty And Limiting Conditions........................................................................4
General...................................................................................................................4
DESCRIPTIONOF SITE............................................................................................................5
SiteAccess..............................................................................................................5
GeneralGeology Of Area.......................................................................................5
Site Topography, Drainage And Vegetation..........................................................5
-
F'
Site Climatology And Geochemistry......................................................................6
eoselsmicSetting..... ........................ o_ ...... o -o ................................... __o ........... 0..6
SOILSEXPLORATION..............................................................................................................6
Exploration and Sampling Procedures...................................................................6
Laboratory Testing Program...................................................................................7
Soil And Sediment Profile.....................................................................................7
Soils Survey Review .............................................................................................. .7
VolatileOrganic Scan.............................................................................................8
SITEHYDROLOGY..................................................................................................................8
GeneralNotes.. .......... .... o ................... .... o .............................
8
Groundwater...........................................................................................................8
SoilInfiltration Rates.............................................................................................8
FOUNDATION AND PAVEMENT DISCUSSION AND RECOMMENDATIONS.................................9
GeneralNotes........ .... o ................ o o. o o o ............................... o . o . o ......... o... o ..............
9
Foundation Design Recommendations... o .................................. o . o o o ... o . o o .............. o..9
Crawl Space Recommendations.............................................................................19
Recommended Pavement Sections.........................................................................10
CONSTRUCTION CONSIDERATIONS.........................................................................................11
Earthwork
DryWeather... ....... o. o.. o. o .......................... o-o--oo ... o ... o ---o ....... o ...... _-oo ............. ........
12
WetWeather...... .... o ...... ........................ o ........... ...... o ...................... o..o .......... oo...12
SoftSubgrade Soils..............................................................................................12
FrozenSubgrade Soils... ...................... o ................. o ................. o ................. ........
13
StructuralFill..........................................................................................................13
Backfill.. ....... o ............. o ............... 0 ................ 0.0 ........................................ o_ ....... o ....
14
Excavations............................................................................................................14
GroundwaterContro I..............................................................................................14
GENERALCOMMENTS..... ........... o ........... 0 .................. 0..00..0 ............... o ................... .............
5
REFERENCES........................................................................................................................16
LIST......................................................................................................................17
■APPENDIX
Geotechnical General Notes...................................................................................18
Unified Soil Classification ........................0..................0..........0.0.0.0..........0..............
19
TestPit Logs. ....... ............. 0 ................. 00..0 ....... 0 .......... o ...... ........................
20
Copyright CV 2006 Materials Testing & Inspection, Inc.
2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515
..d E -Mail mti@mti-id.com ■ www.mti-id.com
- "N MATeRIALS
June 281, 2006
TeSTING & Page # 3 of 26
.�INSPeCTION
El
Environmental Services El Geotechnical Engineerin2 L3 Construction Materials Testing it Inspections
rA oise 0 reports\600-799\b6O787g\b6O787g geotech.doc
INTRODUCTION
This report presents results of a geotechnical investigation and analysis in support of data utilized in design
Fy of structures as defined in the 2003 International Building Code (IBC). Information in support of
groundwater and stormwater issues pertinent to the practice of Civil Engineering is included. Observations
VN
and recommendations relevant to the earthwork phase of the project are also presented.
Project Description:
1040.
The proposed development is located southwest of the City of Meridian, Ada County, Idaho, and occupies a
portion of the NE'/4 of Section 31, Township 4 North, Range I East, Boise Meridian. The project will
consist of development of 25 single-family residential lots on an approximate 10 -acre site. Roadways are
anticipated to be included as part of the development. Proposed grading is presently undetermined.
Authorization:
Authorization to perform this exploration and analysis was given in the form of written authorization to
proceed from Mr. Reed Kofoed to Sonia Larrabee of Materials Testing and Inspection, Inc. (MTI), on 30
May 2005. Said authorization is subject to terms, conditions, and limitations described in the Professional
Services Contract entered into between Silversprings Development, LLC and MTI. Our scope of services
for the proposed development has been provided in our proposal dated 21 April 2006 and again below.
Purpose:
The purpose of this Geotechnical Engineering Report is to determine various soil profile components and
their engineering characteristics for use by design engineers and/or architects in:
• Preparing or verifying suitability of foundation design and placement,
• Preparing site drainage designs, and
• �
Indicating issues pertaining to earthwork construction.
Scope:
.Ali The scope of this investigation included review of geologic literature and existing available geotechnical
studies of the area, review of available environmental reports, visual site reconnaissance of the immediate
site, subsurface exploration, field and laboratory testing, and an engineering analysis and evaluation of
foundation materials. The scope of work did not include design recommendations specific to individual
residences.
h.
F
r
Copyright 6 2006 Materials Testing & Inspection, Inc.
2791 South VictoryView Way ■ Boise, I D 83709 •
y X208} 37s-4748 Fax (208) 322-6515
E -Mail mti@mti-id.com 0 www.mtkid.com
�?
MATGRIALS
June 28, 2006
, Page # 4 of 26
INSPOECTION
13 Environmental Services El Geotechnical Enqineerin2 El Construction Materials Testing cil Inspections
rA oise 006 reports1600-7991b60787g1 60787g geotech.doc
Warranty And Limiting Conditions:
Field observations and research reported herein are considered sufficient in detail and scope to form a
Freasonable basis for the purposes cited above. MTI warrants that findings and conclusions contained herein
have been promulgated in accordance with generally accepted professional engineering practice in the fields
of foundation engineering, soil mechanics and engineering geology, only for the site and project described in
this report.
t
r These engineering methods have been developed to provide the client with information regarding apparent
or potential engineering conditions relating to the subject property within the scope cited above and are
necessarily limited to conditions observed at the time of the site visit and research. The report is also limited
to information available at the time it was prepared. In the event additional information is provided to MTI
following the report, it will be forwarded to the client in the form received for evaluation by the client.
There is andistinct possibility that conditions may exist which could not be identified within the scope of the
investigation or which were not apparent during the site investigation. This report was prepared for the
exclusive use of Silversprings Development, LLC and their retained design consultants ("Client").
Conclusions and recommendations presented in this report are based upon agreed-upon scope of work
outlined in the report and Contract for Professional Services between Client and Materials Testing and
Inspection;-, Inc. ("Consultant'). Use or misuse of this report, or reliance upon findings hereof by parties
other than the Client, is at their own risk. Neither Client nor Consultant make representation of warranty to
such otherarties as to accuracy or completeness of this report or suitability of its use by such other parties
for purposes whatever, known or unknown to Client or Consultant. Neither Client nor Consultant shall have
' liability to, or indemnifies or holds harmless third parties for losses incurred by purported actual or use or
misuse of this report. No other warranties are implied or expressed.
General:
Revisions in pians and or drawings to the proposed development from those enumerated in this report should
be brought to the attention of the soils engineer to determine if changes in foundation recommendations are
required. Deviations from noted subsurface conditions if encountered during construction, should also be
brought to the attention of the soils engineer.
'Y"
6
Awl
>
Copyright 0 2005 Materials Testing & Inspection, Inc.
2791 South VictoryView Way ■ Boise I D 83709 2 •
y � 08} 37fi-4748 Fax (208) 322-6515
E -Mail
4 mti@mti-id.com • www.mti-id.com
MR
MATERIALS lune 28, 2006
TESTING & Page # 5 of 26
INSPECTION
0 Environmental Services Q Geotechnical Engineering El Construction Materials Testing Q Special Inspections
r:l oie re o s - 1 7 7 eotec o
I
- DESCRIPTION OF SITE
Site Access:
Access to the site may be gained via Interstate 84 to the Eagle Road exit. Proceed north on Eagle Road
approximately 3 miles to its intersection with East McMillan Road. From this intersection, proceed west 1
mile to 805 and 905 East McMillan Road. Presently the project site exists as two rural residential parcels,
each with pastureland and associated outbuildings. A residence is located in the northwest corner of each
parcel. The location is depicted in site map plates included in the Appendix.
General Geology Of Area:
The subject site is located within the Boise Valley, which is directly underlain by a thick sequence of alluvial
sands and gravels typically deposited on basalt formations. These sediments are loosely named the Boise
River Gravels and were deposited as river floodplain and stream overwash from the Boise River. These
gravel deposits tend to have imbricated well-rounded clasts, poor sorting and crude stratification of beds of
gravel and lenses of cross --bedded sand suggesting deposition in braided channels. The Boise River Gravels
consist of unconsolidated clay, silt, sand, gravel, and cobbles. These gravels have been subdivided into
smaller units based on their age and are exposed as distinct alluvial terraces. Five of these terraces are well
exposed in the Boise area and range in age from Middle Pleistocene to Holocene (Recent) (0 -- 0.9 million
years ago). The site lies on the Whitney Terrace, the second terrace above the currently defined floodplain.
Geologic data published for the area indicated that bedrock is typically encountered at a depth of
approximately 100 feet beneath the soil surface (Othberg and Stanford, 1992).
Site Topography, Drainage And vegetation:
The proposed development consists of two parcels that total approximately 10 acres of relatively flat land.
Each parcel has a residence located in the northwestern portion of the property with irrigated pastureland in
the southern portion of the property. The surface exhibits fine grained soils throughout the majority of the
site. The parcel is bounded on the north East McMillan Road, by a residential subdivision on the south and
west, and by a rural residential property on the east.
Regional drainage is north and west toward the Boise River. Stormwater drainage for the site is achieved by
percolation through surf cial soils. No stormwater drainage facilities are located in the vicinity of the site,
and the area does not receive significant off-site drainage. Vegetation throughout the area consists primarily
of irrigated pasture grasses as well as mature trees and shrubs.
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Site Climatology And Geochemistry:
Average precipitation for the region is on the order of 10 to 12 inches per year. Temperatures range from
20° F to 91' F with extremes ranging from -4° F to 102° F. In spring, average wind speed is approximately
11 miles per hour with a prevailing direction from the southeast. Soil in the area is primarily derived from
,w siliceous materials and exhibits low electro -chemical potential for corrosion of metals or concretes. Local
w aggregates are generally appropriate for portland cement and lime cement mixtures. The Idaho State
Transportation Department (ITD) has adopted anionic asphalt cements. The pH of surface water,
groundwater, and soil in the region typically range from 7 to 9. No indication of abormal geochemical
conditions was noted on site. Frost penetration is generally on the order of 6 inches with extremes ranging to
3 feet.
Geoseismic Setting:
Soils on --site are classed as Site Class D in accordance with Chapter 16 of the 2003 edition of the IBC.
Building structures on this project should be designed as per the IBC requirement for such a seismic
classification. Our investigation did not reveal potential hazards resulting from earthquake motions: slope
instability, liquefaction, and surface rupture because of faulting or lateral spreading. Incidence and
anticipated acceleration of seismic activity in the area is low.
SOILS EXPLORATION
Exploration And Sampling Procedures:
The field exploration to determine engineering characteristics of subsurface materials included a
r reconnaissance of the project site and investigation by test pit. Test pit sites were located in the field by
means of visual approximation from on-site features or known locations. Upon completion of investigation
each test pit was backfilled in with loose excavated materials. These loose areas need to be re -excavated and
compacted prior to constructing structures over them.
Samples were obtained from representative soil strata encountered in test pits. Samples obtained have been
• ■visually classified in the field by an engineer.. or geologist, identified according to test pit number and depth,
placed in sealed containers and transported to our laboratory for additional testing. These materials have
*' 'been further described -min detail on loprovided in the Appendix. Results of field and laboratory tests are
logs p PP rY
also presented on these logs. It is recommended that these logs not be used for estimating quantities because
of highly interpretive results.
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Testing Program:
Along with the field investigation, a supplemental laboratory testing program was conducted to determine
additional pertinent engineering characteristics of subsurface materials necessary in analyzing the behavior
of the proposed structures. Laboratory tests were conducted according to current applicable American
Society for Testing and Materials (ASTM) specifications, and results of these tests are to be found on the
accompanying logs located in the Appendix. The laboratory testing program for this report included
Atterberg Limits Tests - ASTM designation D 4318, Grain Size Analysis -- ASTM designation C 117, C 136,
and Resistance R -Value and Expansion Pressure of Compacted Soils -- ASTM designation D 2844.
Soil And Sediment Profile:
A total of four test pits were advanced to depths of 16.0 to 16.5 feet across the site. Because of the areal
extent of the studied parcel, the developed soil profile represents only a generalized case, and variations
between test pits should be anticipated:
Lean Clay (CL) ivz Dark brown to brown, dry to slightly moist, stiff to very stiff, lean clay soils were
observed at ground surface across the site. Fine-grained sand was observed throughout the clay soils, with
organic material present generally within the upper 8 inches. Lean clay soils were noted at the ground
surface to depths of 4.2 feet bgs.
Silty Sand (SM) -- Light brown to brown, slightly moist to moist, loose, silty sand sediments were observed
in test pits 1, ,,2, and 3 underlying the clay horizon. Fine to coarse-grained sand was observed throughout the
silty sand sediments, and a weak to moderate calcium carbonate cemented layer was noted at depths
generally from 1.3 to 5.6 feet bgs. Silty sand sediments were noted at the depths of 1.3 to 5.7 feet bgs.
Silty Gravel (GM) — Brown to red brown, moist, silty gravel sediments were observed under the silty sand
horizon in test pit 3 and under the lean clay horizon in test pit 4. Fine to coarse-grained sand and fine
gravels of up to 1 inch in diameter were present within this sediment type. Silty gravel sediments were noted
at to depths of 5.6 to 6.3 feet bgs.
Poorly Graded Gravel (GP) - Brown, slightly moist, poorly -graded gravel sediments were observed at
depth in all test pits. Fine to coarse-grained sand, cobbles of up to S inches in diameter, and boulders up to
14 inches in diameter were present within this sediment type. Poorly -graded gravel sediments extended
through the termination depths of all test pits.
Walls of each test pit were stable with the exception of those through native granular sediments.
Excavations through granular sediments soils will have a propensity for sloughing or caving.
Soils Survey Review:
A review of the United States Department of Agriculture, Soil Conservation Service, Soil Survey of Ada
County Area, Idaho, 1980, indicated that the site could be characterized by Purdam-Power silt loam.
Purdam-Power silt loam soils occur on low alluvial terraces. Specific soils characteristics, as defined by the
Copyright 0 2006 Materials Testing & Inspection, Inc.
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USDA, for Purdam silt loam, 2 to 4 percent slopes include moderately slow permeability above the
hardpan to very slow permeability through hardpan, very slow runoff, and slight erosion hazard.
Volatile Organic Scan:
No environmental concerns were identified prior to commencement of the investigation. Therefore, soils
obtained during on-site activities were not assessed for volatile organic compounds by portable
photoionization detector. Samples obtained during our exploration activities exhibited no odors or
discoloration typically associated with this type'contamination. No groundwater was encountered.
SITE HYDROLOGY
General Notes:
Existing surface drainage conditions are defined in the Description of Site. Information provided in this
section is limited to observations made at the time of the investigation. Regional and/or local ordinances
may require information beyond the scope of this report.
Groundwater:
Groundwater. was not encountered within the depths explored during the field investigation. Soil moistures
in the test pits were generally moist within the surficial clay and dry to slightly moist. Groundwater levels in
the site vicinity are controlled in large part by residential and commercial irrigation activity and canal
leakage in the local area, and are likely at their maximum elevations during the irrigation season. Estimation
of seasonal groundwater fluctuation is problematic without regular monitoring. Based on the evidence of this
investigation, and background knowledge of the area, it is unlikely that groundwater will be encountered
during construction and is anticipated to remain, at depths of greater than 16 feet below the ground surface
throughout the year. This depth is an estimate and should be confirmed by periodic monitoring of the
piezometers installed in all test pits. MTI is available to perform monitoring, if desired. R+
Soil Infiltration Rates:
tol,
; Soil permeability is a measure of the ability of a liquid to move through a soil and was not tested in the field.
However, pipes for possible percolation testing were installed in all test pits. In this report this parameter is
approximated by soil type and gradation. Of soils comprising the generalized soil profile for this study, lean
clay soils generally offer little permeability, with typical infiltration rates less than 2 inches per hour. Silty
sand soils have typical infiltration rates between 2 to 8 inches per hour and calcium carbonate cementation
encountered within this layer may reduce this value to near zero. Silty gravel sediments typically exhibit
infiltration rates between 6 to 18 inches per hour. Poorly graded gravel sediments exhibit infiltration values
in excess of 24 inches per hour, and percolation testing is typically not required within these soils as a result
of their free -draining nature.
Copyright b 2006 Materials Testing & Inspection, Inc.
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A
All infiltration facilities constructed on-site should be extended into native sandy gravel sediments.
Excavation depths of approximately 6 feet should be anticipated to expose sandy gravel soils. In addition,
because of the high permeability, ASTM C 33 filter sand, or equivalent, should be incorporated into design
01
g
of infiltration facilities. An infiltration rate of 8 inches per hour should be used for design.
7
ivxxx recommenus that a uaiiriea eotecnnica� engineer,, en ineerin-e-technician or buildin official
y verif the bearin soil suitabilit for each structure n- the time of construction.
FOUNDATION AND PAVEMENT DISCUSSION AND RECOMMENDATIONS
General Notes:
Presently, approximately 26 lots are proposed for the project site. Considering typical residential
construction, and subsurface conditions, it is recommended that the structures be founded upon conventional
spread footings and continuous wall footings. The following,recommendations are not s ecific to the
individual structures but rather should be viewed as guidelines for the subdivision wide development.
Foundation Design Recommendations:
On the basis of data obtained from the site and test results from various laboratory tests performed, MTI
recommends following guidelines be used for the net allowable soils bearing capacity.
ASTM D 1557 Net Allowable Soils
FootingDepth Sub rade Com action BearingCapacity
Footings must bear on competent, native,
cementdd silty sand soils or compacted structural
fill. Existinglean clay soils must be completely Not Required for
y p etely .
removed from below all foundation elements.' Native Soil z
1,500 Ibslft
Excavation depths ranging from 1 to 5 feet bgs o .
should be anticipated to expose proper 95 �� for Structural Fill
p p p pe bearing
sor s.
I-MRry-r - _ J li_ J ■o&" 7 a
Footings should be proportioned to meet the stated bearing capacity and/or the IBC 2003 minimum
requirements. Total settlement should be limited to about 1 in '
ch with differential settlement of
y approximately 112 inch.F-Objectionable soil types encountered at the bottom of footing excavations should be
I removed and replaced with structural fill. Excessive/ loose or soft areas that are encountered
Y at footing
F subgrade will require over -excavation and backfilling with structural fill. To minimize effects of slight
differential movement that may occur because of variations in character of supporting soils, and in seasonal
Zh moisture content, MTI recommends continuous footings be suitably reinforced to make them as rigid
as
possible. For frost protection, the bottom of external footings should be 24 inches below finished Prade.
F
F'I
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Crawl Space Recommendations:
Considering the presence of shallow cemented soils across the site, all residences constructed with crawl
spaces should be designed in a manner that will inhibit water in the crawl spaces. Therefore, proper grading
should be considered to be critical. MTI recommends that roof drains carry storm water at least 5 feet away
from each residence, and grades should be greater than 5% for a distance of 10 feet away from all residences.
In addition, rain gutters should be placed around all sides of residences, and backfill around stem walls
should be placed and compacted in a controlled manner.
Recommended Pavement Sections:
MTI collected a sample of near --surface soils for R -value testing representative of soils to depths of 1 foot
below existing ground surface. A bulk sample, collected from the northeastern portion of the 905 East
McMillan Road parcel, consisted of lean clay (CL) soil with fine grained sand. This sample yielded an R
value of 9. As required by Ada County Highway District, MTI has used a traffic index of 6 to determine
necessary pavement cross-sections for the site. Additionally, MTI has made other assumptions for traffic
loading variables based on the character of the proposed construction. The Client should review these
assumptionso make sure they reflect intended use and loading of pavements both now and in the future.
Flexible Pavement Sections
The Idaho Method as defined in Idaho Department of Transportation's Materials Manual (section 500) was
= used to develop the pavement section. Ada County Highway District (ACHD) parameters for traffic index
and substitution ratios were also used in the design, and were obtained from ACHD's Development Policy
Manual. Calculation sheets provided in the Appendix indicate the soils values, traffic loading, and material
ratios used to calculate the pavement sections. MTI recommends that all materials used in the construction
of Asphaltic Concrete Pavements meet the requirements of the Idaho Standards for Public Works
Construction (ISPWC) specifications. Construction of the pavement section should be in accordance with
these specifications. The following thicknesses are MINIMUM THICKNESSES for assured pavement
w
function.
?z 1
IPM
Aggregate Base .
Structural Subbase
ent Sgction Com onent
Drivewa s and Parking, Residential Streets
As altic oncrete
rw
2.5 Inches
ntreated Aggregate Base
4.0 Inches
nular Borrow
12.0 Inches
ECom acted Subgrade
Not Required
Material complying with ISPWC Standards for Crushed Aggregate Materials.
Any material complying with the requirement for granular structural fill (uncrushed) as defined in
ISPWC.
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Common Pavement Section Construction Issues
The subgrade upon which above pavement sections are to be constructed must be properly stripped,
inspected, and proof rolled. Proof rolling of subgrade soils should be accomplished with a heavy rubber -
tired fully loaded tandem axle dump truck or equivalent. MTI anticipates that pavement areas will be subject
to moderate traffic. It should be noted that surficial clay soils _may tend to pump if near to and above
optimum moisture contents. Pumping or soft areas must be removed and replaced with structural fill
Fill material and compacted native subgrade soils (if required) in support of the pavement section as well as
ti.
aggregates comprising the pavement section must be compacted to not less than 95% of maximum dry
density indicated by ASTM D 698 for flexible pavements and by ASTM D 1557 for rigid pavements. If a
material placed as a pavement section component cannot be tested by usual compaction testing methods,
compaction of that material shall be approved by observed proof rolling. Minor deflections from proof
rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support
courses should not be visually detectable.
1.
CONSTRUCTION CONSIDERATIONS
Earthwork;
Recommendations in this report are based upon structural elements of the project being founded on
competent native clay -silt -sand mixtures or compacted structural fill. Structural areas should be stripped to
an elevationat exposes these soil types. Excessively organic soils, deleterious materials, and/or disturbed
soils generally undergo high volume changes when subjected to loads, which is detrimental to subgrade
behavior in the area of pavements, floor slabs, structural fills, and foundations. Mature trees, brush, and
thick grasses with associated root systems were noted at the time of our investigation. It is recommended-
that
ecommendedthat organic and/or disturbed soils, if encountered, be removed to depths of 1 foot (minimum), and wasted or
stockpiled for later use. Stripping depths should be adjusted in the field to assure that the entire root zone
and/or disturbed zone (plow depths) and/or topsoil are removed, prior to placement and compaction of
structural fill materials. Exact removal depths should be determined during grading operations by a qualified
geotechnical representative, and shall be based upon subgrade soil type, composition, and firmness or soil
stability. Identified underground storage tanks (UST), below surface utilities, wells, or septic systems must
be decommissioned, removed or abandoned as deemed necessary by governing Federal, State, and local
agencies. Excavations developed as the result of such removal must be backfilled with structural fill
materials as defined below.
After existing subgrade soils are excavated to design grade, proper control of subgrade conditions (i.e.,
moisture content) and placement and compaction of new fill (if required) should be overseen by a
representative of the soils engineer. Recommendations for structural fill presented within this report can be
used to minimize volume changes and differential settlements that are detrimental to the behavior of
footings, pavements, and floor slabs. Sufficient density tests should be performed to properly monitor
compaction. For structural fill beneath building structures one in-place density test per lift for every 5,000
Copyright V 2006 Materials Testing & Inspection, Inc.
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square feet is recommended. In parking and driveway areas this can be decreased to one test per lift for
every 10,000 square feet.
Dry weather:
If construction is to be conducted during dry seasonal conditions, many problems associated with soft soils
may be avoided. However, some rutting of subgrade soils may be induced by shallow groundwater
conditions related to springtime runoff and/or irrigation during late summer through early fall. Solutions to
problems associated with soft subgrade soils are outlined in the Soft Subgrade Soils section. Problems may
also arise because of lack of moisture in native and fill soils at time of placement. This will require addition
of water to achieve near -optimum moisture levels. Low -cohesion soils exposed in excavations may become
friable, increasing chances of sloughing or caving. Measures to control excessive dust should be considered
as part of the overall health and safety management plan.
'Vet weather:
If construction is to be conducted during what is considered "Wet" seasonal conditions (commonly from
mid-November to April), problems associated with soft soils must be considered as part of the construction
plan. Duringthis time of year, fine grained soils such as silts and clays will become unstable with increased
moisture content, and eventually deform or rut. Additionally, constant low temperatures reduce the
possibility ofadrying soils to near optimum conditions.
Soft Subgrade Soils:
Shallow fine-grained subgrade soils that are high in moisture content should be expected to pump and rut
WE iv under construction traffic. During periods of wet weather, construction may become very difficult if not
I. impossible. The following recommendations and options have been included for dealing with anticipated
subgrade conditions:
• Track -mounted vehicles should be used to strip the subgrade of root matter and other deleterious
debris. Heavy rubber -tired equipment should be prohibited from operating directly on the native
subgrade and areas in which structural fill materials have been placed. Construction traffic should be
restricted to designated roadways that do not cross, or cross on a limited basis, proposed roadway or
parking areas.
■ Construction roadways on soft subgrade soils should consist of a minimum 2 -foot thickness of large
cobbles of 4 to 6 inches in diameter with sufficient sand and fines to fill voids. Construction
entrances should consist of a 6 -inch thickness of clean, 2 -inch minimum, angular drain rock and must
be a minimum of 10 feet wide and 30 to 50 feet long. During the construction process, top dressing
of the entrance may be required for maintenance.
• Scarification and aeration of subgrade soils can be employed to reduce the moisture content of wet
subgrade soils. After stripping is complete, the exposed subgrade should be ripped and/or disked to a
`"
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depth of 1 % feet and allowed to air dry for 2 to 4 weeks. Further disking should be performed on a
weekly basis to aid the aeration process.
Y� • Alternative soil stabilization methods include use of geotextiles, lime, and cement stabilization. MTI
is available to provide recommendations and guidelines at your request.
Frozen Subgrade Soils:
Prior to placement of structural fill materials or foundation elements, frozen subgrade soils must either be
: allowed to thaw or be stripped to depths that expose non -frozen soils and wasted or stockpiled for later use.
Stockpiled materials must be allowed to thaw and return to near -optimal conditions prior to use as structural
fill.
Structural Fill:
Soils regarded as suitable for use as structural fill are those classified as GW, GP, SW, and SP in accordance
with the Unified Soil Classification System (USCS) (ASTM D 2487). Use of silty soils (USCS designation
of GM, SM, and ML) as fill may be acceptable. However, these materials require very high moisture
contents for compaction and require a long time to dry out if natural moisture contents are too high.
Therefore these materials can be quite difficult to work with as moisture content, lift thickness, and
compactive effort becomes difficult to control. If silty soil is used for structural fill, lift thicknesses should
not exceed 5 inches (loose), and fill material moisture must be closely monitored at both the working
elevation and the elevations of materials already placed. Following placement, silty soils must be protected
from degradation resulting from construction traffic or subsequent construction.
Recommended granular structural fit materials, those classified as GW, GP, SW, SP, should consist of a 6
inch minus select, clean, granular soil with no more than 50 percent oversize (greater than 3/4 -inch) material
and no more than 12 percent fines (passing No. 200 sieve) and placed in layers not to exceed 12 inches in
loose thickness. Prior to placement of structural fill materials, surfaces must be prepared as outlined in the
-� Construction Considerations section. 'Structural fill material should be moisture -conditioned to achieve
_ optimum moisture content prior to compaction. For structural fill below footings, areas of compacted
backfill must extend outside the perimeter of the footing for a distance equal to the thickness of fill between
' the bottom of foundation and underlying soils, or 5 feet, whichever is less.
r
k:
Each layer of structural fill must be compacted to a minimum density of 95 percent of maximum dry density
as determined by ASTM D 1557 (for rigid structures) or D 69,x$ (for flexible pavements). The"ASTM D 1557
and D 698 test methods must be used for samples containing up to 40 percent oversize (greater than 3/4 -inch)
particles. If material contains more than 40 percent but less than 50 percent oversize particles, compaction
of fill must be confirmed by proof rolling each lift with a 10 -ton vibratory roller (or equivalent) until the
maximum density has been achieved. Density testing must be performed after each proof rolling pass until
the in-place density test results indicate a drop (or no increase) in the dry density, defined as the maximum
density or "break over" point. The number of required passes should be used as the requirement on the
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remainder of fill placement. Material should contain sufficient fines to fill all void spaces, and must not
contain more than 50 percent oversize particles.
Backfill:
AW
Backfill materials must ascribe to the requirements of structural fill except that the maximum material size
should be 4 inches. In no case should material greater than 2 inches in diameter bear directly on structural
elements. Placing oversized material against rigid surfaces interferes with proper compaction. Backfill
should be compacted in accordance with the specifications for structural fill, except in those areas where it is
kv)determined that future settlement is not a concern, such as planter areas. In nonstructural areas, backfill must
be compacted to a firm and unyielding condition.
Excavations:
Shallow excavations that do not exceed 4 feet in depth may be constructed with side slopes approaching
vertical. Below this depth, it is recommended that slopes be constructed in accordance with Occupational
Safety and Health Administration (OSHA) regulations, section 1926, subpart P. Based on these regulations,
on-site soils are classified as type "C" soil, and excavations within these soils should be constructed at a
maximum slope of 1'/z foot horizontal to 1 foot vertical (1 V2H: IV) for excavations up to 20 feet in he] ght.
Excavations in excess of 20 feet will require additional analysis. Note, that these slope angles are considered
stable for short-term conditions only, , and will not be stable for long-term conditions.
During our subsurface exploration, test pit sidewalls generally exhibited little indication of collapse;
however, sloughing of fill materials and native granular sediments from test pit sidewalls was observed. For
dee excavations native anular soils cannot be expected to remain in position. These materials are prone
p � �' p p
to failure and may collapse, thereby, undermining upper soils layers. This is especially true when working at
depths near the water table. Proper care must be taken to protect personnel and equipment.
Additionally, care must be taken that excavations are properly backfilled in accordance with procedures
outlined in this report. water and loose debris should be removed from excavations prior to placement of fill
soils or concrete. Shallow soil cementation (caliche) was observed throughout much of the site and may
cause difficulties during foundation development and utility placement. Cemented soils should be
anticipated throughout depths of 1 to 6 feet bgs.
Groundwater Control:
Groundwater was not encountered in the investigation and is anticipated to be below the depth of most
construction. However, special precautions may be required for control of surface runoff and/or subsurface
seepage. It is recommended that runoff caused by wet weather be directed away from open excavations.
Silty or clayey soils may become soft and pump if subjected to excessive traffic following periods of wet
weather. Ponded water in construction areas should be drained through methods such as trenching, sloping,
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crowning grades, nightly smooth drum rolling, or installation of a French drain system. Additionally,
temporary or permanent driveway sections should be constructed if extended wet weather is forecasted.
GENERAL COMMENTS
When plans and specifications are complete or if significant changes are made in the character or location of
the proposed development, consultation with MTI should be arranged as supplementary recommendations
may be required. It is recommended that suitability g compaction of sub rade soils and action of structural fill
p
materials be verified prior to placement of structural elements. Additionally, monitoring g and testing should
be performed to very that suitable materials are used -for structuralsifill■ n
p verify a d that proper placement and
compaction techniques are utilized.
�5
I-
P_
w
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REFERENCES
American Society for Testing Materials, 1999, Standard Test Method for Materials Finer than 75 -gym (No.
200) Sieve in Mineral Aggregates by Washing: C 117 - 95, 3 p.
American Society for Testing Materials, 1999, Standard Test Method for Sieve Analysis of Fine and Coarse
Aggregates: C 136 - 96a, 5 p.
F
American Society for Testing Materials, 1999, Standard Test Methods for Liquid Limit, Plastic Limit, and
Plasticity Index of Soils, ASTM Designation: D 4318 - 86, 11 p.
Collett, R.A., 1980, Soil Survey of Ada County Area, Idaho: US Department of Agriculture, Soil
Conservation Service, 327 p.
.-
Othberg, I.L. and Stanford, L.A., 1992, Geologic Map of the Boise Valley and adjoining area, Ada and
Canyon Counties, Idaho: Idaho Geologic Map Series, scale 1:100,000.
9!
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01
APPENDIX
GEOTECHNICAL GENERAL NOTES
UNIFIED SOIL CLASSIFICATION SYSTEM
),GEOTECHNICAL TEST PIT LOGS
PAVEMENT THICKNESS DESIGN SHEETS
SITE MAP PLATES
1�
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L
GEOTECHNICAL GENERAL NOTES
SOIL PROPERTY SYMBOLS
N: Standard "N" penetration: Blows per foot of a 140 -pound hammer falling 30" on a 2" D.D. SS.
Qu: Unconfined compressive strength, tonslft2
Qp: Penetrometer value, unconfined compressive strength, tonslft2
Qc: Cone Penetrometer value, unconfined compressive strength, pounds/int
V: Vane value, ultimate shearing strength, tons/ft2
M: Water content, %
LL: Liquid Limit
PI: Plasticity Index
NP: Non -Plastic
D: Natural dry density, lbs/ft3
SVT: Apparent groundwater level (at time noted after completion).
DRILLING AND SAMPLING SYMBOLS
SS: Split -Spoon - 1 318" I.D., 2" D.D., except where noted.
ST: Shelby Tube - 3" D.D., except where noted.
AU: Auger Sample.
DB: Diamond Bit.
CB: Carlaide Bit.
GS: Drab Sample.
RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION
Non -Cohesive Soils
Standard Penetration
Cohesive Soils
Standard Penetration
'
Resistance
Resistance
Vea Loose
<4
Very Soft
<2
Loose
4-10
Soft
2-4
Medium Dense
10-30
Firm Medium Stiff)
4-8
Dense
30-50
Stiff
8-15
Ve Dense
X50
Very Stiff
15--30
Hard
X30
PARTICLE SIZE
Boulders 12 in. + Coarse Sand 5 mm to 0.6 mm Silts 0.074 mm to 0.005 mm
Cobbles 12 in. to 3 in. Medium Sand 0.6 mm to 0.2 mm Clays 0.005 mm & Smaller
Gravel 3 in. to 5 mm Fine Sand 0.2 mm to 0.074 mm
Copyright ® 2006 Materials Testing & inspection, Inc.
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Major
Symbol
Soil Descriptions
Divisions
Well -graded gravels, gravel -sand mixtures, little or no fines
Gravel
GW
and
Poorly -graded gravels, gravel -sand mixtures, little or no fines
Gravelly
GP
Soils
Silty gravels, Poorly -graded gravel -sand-silt mixtures
<50%
GM
coarse fraction
Clayey gravels, Poorly -graded gravel- -c ixtures
passes #4 sieve
GC
Coarse
Well -graded sands, gravelly sands, little or no fines
Grained
Sand
SW
Soils
and
Poorly -graded sands, gravelly sands, little or no fines
<50%
Sandy
SP
passes
#200 sieve
Soils
Silty sands, Poorly -graded sand -gravel- silt mixtures
coarse fraction
Clayey sands, Poorly -graded sand -gravel -clay mixtures
r,passes #4 sieve
SC
Inorganic silts & very fine sands, silty or clayey fine sands,
silts
ML
clayey silts
Inorganic clays of low to medium plasticity, gravelly clays, sandy
and
Clays
CL
cl, silclUs, lean cl4ys
Fine
LL < 50
Organic silts and organic silt -clays of low plasticity
Grained
OL
Soils
!m1norganicssilts, micaceousnor diatomaceous fine sand or silt
>50%
silts
MH
passes
and
Inorganic clays of high plasticity, at clays
#200 sieve
Clays
CH
LL > 50
Organic silts and clays of medium -to -high plasticity
OH
Highly
Organic Soils
Peat, humus, hydric soils with high organic content
PT
■
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D(
(F
b
O.0
1.3
5.4-
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP -1 Date Advanced: 6/5/2006 Logged by: Sonia Larrabee
Excavated by: JTS Excavation Location: See Site Map Plates
Depth to Water Table: Not Encountered Total Depth: 16.5 Feet bgs
Notes: Piezometer installed to 16.5 feet bgs.
J
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GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP -2 Date Advanced: 6/5/2006
Excavated by: JTS Excavation
Depth to Water Table: Not Encountered
Notes: Piezometer installed to 16.0 feet bgs.
Logged by: Sonia Larrabee
Location: See Site Map Plates
Total Depth: 16.0 Feet bgs
Depth
Feet Field Description and Sample Sample Depth Lab
USCS Soil and Sediment Qp
b s e Classification Type (Feet bgs} Test ID
Lean Clay (CL): Dark brown to brown, dry to
slightly moist, stiff to very stiff, with fine-grained
sand.
-4.2 --Organic material to 8 inches bgs. GS 0.5-1.0 1.75-2.25 A
-- Weak calcium carbonate cementation from 1.6
0 4. Z eet bgs.
Silty Sand (SM}: Light brown to brown, dry to
4.2-5.4 isfrghtly moist, loose, with fine to coarse-grained
sand.
Poorly -Graded Sandy Gravel (GP): Brown,
slightly moist, loose to medium dense, with fine
5.4-15.0 to coarse-grained sand, 8 -inch minus,
imbricated, alluvial cobbles, and 14 -inch minus
alluvial boulders.
Lab Test ID M LL
PI Sieve Analysis
- % -
- #4 #10 #40 #100 #200
A 11.5 38
11 100 100 98 92 83.7 .IIIIIIIIIJI
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GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP -3 Date Advanced: 6/5/2006
Excavated by: JTS Excavation
Depth to Water Table: Not Encountered
Notes: Piezometer installed to 16.1 feet bgs.
Logged by: Sonia Larrabee
Location: See Site Map Plates
Total Depth: 16.1 Feet bgs
Depth
(Feet
Field Description and
Sample
Sample Depth
Qp
Lab
USCS Soil and Sediment Classification
Type
(Feet bgs)
Test ID
bgs)
Lean Clay (CL): Dark brown, moist, soft to stiff,
0.0-5.6
with fine-grained sand.
GS
0.5-1.0
0.75-1.25
B
--Organic material to 10 inches bgs.
Silty Sand (SM): Light brown to brown, dry to
slightly moist, loose to medium dense, with fine to
2.6-5.7
coarse-grained sand.
--Weak calcium carbonate cementation from 5.2 to
5x4eet ks..
Silty Gravels (GM): Brown to red brown, moist,
5.7-6.2
loose, with fine to coarse-grained sand and 1 -inch
minus gravel.
Poorly -Graded Sandy Gravel (GP): Brown,
moist, loose to medium dense, with fine to coarse -
6.2 -16.1
grained sand, 8 -inch minus, imbricated, alluvial
cobbles, and 14 -inch minus alluvia[ boulders.
Lab Test ID M LL
PI Sieve Analysis
- % -
- #4 #10 #40 #100 #200
B 1 23.1 1 42
14 100 100 97 90 81.7
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June 28, 2006
MATeRIALSPage
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GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP -4 Date Advanced: 6/5/2006
Excavated by: JTS Excavation
Depth to Nater Table: Not Encountered
Notes: Piezometer installed to 16.2 feet bis.
Logged by: Sonia Larrabee
Location: See Site Map Plates
Total Depth: 16.2 Feet bgs
Depth
(Feet
Field Description and
P
Sample
P
Sample Depth
P P
QP
Lab
bgs
USCS Soil and Sediment Classification
Type
(Feet bgs)
Test ID
Lean Clay (CL): Dark brown to red brown,
slightly moist, very stiff, with f ne to medium --
0.0-4.0
grained sand.
CS
0.5-1.0
2.25-2.5
C
-'Organic material to 8 inches bgs.
Silty Sand (SM): Light brown to brown, dry to
sightly moist, loose to medium dense, with f ne to
4.0-5.6
coarse-grained sand.
--Weak calcium carbonate cementation from 4.7 to
5.2fget bgs.
Silty Gravels (GM): Brown, slightly moist to
5.6-6.3
moist, loose, with fine to coarse-grained sand and
1 -inch minus gravels.
Poorly -Graded Sandy Gravel (GP): Brown,
slightly moist, loose, with fine to coarse-grained
6.3-16.2
sand and 8 -inch minus, imbricated, alluvial
cobbles.
Lab Test ID M LL PI Sieve Anal is
% - - #41196
#10 #40 #loo #200
C 14.7 40 13 98 85 77 70.4
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r:\boise\2006 r sl - 1 7 7 e ec o
IDAHO METHOD - PAVEMENT THICKNESS
(USING ADA COUNTY HIGHWAY DISTRICT SUBSTITUTION RATIOS
Pavement Section Design Location: Proposed Silversprings Subdivision
Average Daily Traffic Count: 100 All Lanes & Both Directions
Design Life: 20 Years
Traffic Index: 6.00
Climote I,�ctor:
1
R-V#lue of Subgrade: 9.00
Subgrade CBR Value:
--
Subgrape Mr: -
R -Value of Aggregate Base:
80
4.00 1.10
R -Value of Granulki- Borrow:
60
Subgradr R -Value:
9
Expansion Pressure of Subgrade:
0.33
Unit Weight of Base Materials:
130
Total Design Life 18 kip ESAL's:
33,131
ASPHALTIC CONCRETE:
Gravel Equivalent, Calculated:
0.384 Feet
Thickness:
4.196923077
Use �K 0.208 Flet
Gravel Equivalent, ACTUAL:
0.4I
CRUSHED AGGREGATE BASE:
Gravel Equivalent (Ballast):
0.768 (if only aggregate base is to be considered change B 14 to B 15)
Thickness:
0.329
Use = 0.33333333 Fret
Gravel Equivalent, ACTUAL:
0.772
GRANULAR BORROW:
Gravel Equivalent (Ballqlt):
1.747
Thickness:
0.975
Use = 1 Feet
Grsi,wel Equivalent, ACTUAL:
1.772
TOTAL Thickness:
1.541
Thickness Required by Exp. Pressure:
0.366 This number must be less than TOTAL Thickness
Design (ACHD Values)
Depth Substitution
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Inche■ Ratios
Asphaltic Concrete (pt least 2.5): 2.50 1.95 (ACRD minimums: 2.5 for lwal & 3 for art./collector)
Asphalt Treated Baso Oat least d.2):
0,00
Cemdht Trq#ted ligse (at lest 4.2):
0.00
Untreirted lkggrega!! Base (at NWt 4.2):
4.00 1.10
Granular Borrow (pat least 4.2):
12.00 1.00
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RESISTANCE 11R11 VALUE LABORATORY TEST DATA
Source and Description:
TP -2 1'-2' — Sandy Lean Clay
Date Obtained:
July 31, 2003
Sample ID:
FSa
1357
I
-mpfing and Preparation:
ASTM D75: X AASHTO T2.- AASHTO T87: ASTM.D421: I X
Test Standard:
, ASTM D2844: AASHTO T 190: Idaho T8: X
Sample
A
B
C
.Dry Density lb/ft 3)
93.7
89.9
86.4
Moisture Content (%)
23.9
26.2
27.1
Expansion Pressure _(psi)
0.81
0.33
0.18
Exudation Pressure (psi)
336
231
152
R -Value
17
15
13
18.0
16.0
14.0
12.0
350
R -Value @ 200 psi Exudation Pressure = 14
R -Value @ Exudation Pressure
300 250 200
Exudation Pressure (psi)
OrfArT 0 V4
Copyright 9 2006 Materials Testing & Inspection, Inc.
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