HomeMy WebLinkAboutBlackrock Castle Greens Sub App
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TRANSMITTALS TO AGENCIES FOR COMMENTS ON
DEVELOPMENT PROJECTS WITH THE CITY OF MERIDIAN
insure that your comments and recommendations will be considered by
the Meridian Planning and Zoning Commission please submit your
comments and recommendations to Meridian City Hall
Attn: Will Berg, City Clerk, by: Dec. 28, 2006
Transmittal Date: Nov. 16,2006 File No.: AZ 06-059/ PP 06-059
Hearing Date: January 4, 2007
Request: Annexation and Zoning of 224.26 acres from RR to R-2, R-4 and
R-8 zones and Preliminary Plat approval of 644 residential lots and
31 common lots on 224.26 acres in the proposed R-2, R-4 and R-8 zones
for Blackrock Castle Greens Subdivision.
By: Providence Development
Location of Property or Project: West of S. Eagle Road and south of
Amity Road.'
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David Zaremba (no FP)
David Moe (no FP)
Wendy Newton-Huckabay (No FP)
Michael Rohm (No FP)
Keith Borup (No FP)
Tammy de Weerd, Mayor
Charlie Rountree, CIC
Joe Borton, CIC
Keith Bird, CIC
Shaun Wardle, 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
Your Concise Remarks:
Meridian School District (No FP)
Meridian Post Office(FP/Pp only)
Ada County Highway District
Ada County Development Services
Central District Health
Nampa Meridian Irrig. District
Settlers Irrig. District
Idaho Power CO. (FP,PP,CUP)
Qwest (FP/PP only)
Intermountain Gas (FP/PP only)
Bureau of Reclamation (FP/PlJonly)
Idaho Transportation Dept. (No FP)
Ada County Ass. Land Records
-----=- Meridian Development Corp.
Historical Preservation Comm.
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Hearing Date: January 4, 2007
File No.:
AZ-06-059
Project Name: Blackrock Castle Greens
Request:
Location:
Annexation and zoning of 224.26 acres from RR (Aa.'~llty) to R-2 (I:e~:,i
J;>et'l$itt.A~j~ial), R-4 (M~, ~~f\esldonffal), and R-8 (Mggiwm
gensjty ~J1QC1jl~~I) by Providence Development. <<
West side of south Eagle Road approximately % mile south of Amity Road in
Section 32, Township 3 North, Range 1. East.
File No:
PP-06-059
Project Name: Blackrock Castle Greens "
Request:
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Preliminary Plat approval of 644 residential lots and 31 common lots on 224.26
acres in the proposed R-2, R-4, and R-8 zones, by Providence Development.
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Planning Department
COMMISSION & COUNC{L REVIEW APPLICA nON
Type of Review Requested (check all that apply)
~ Annexation and Zoning
o Comprehensive Plan Map Amendment
o Comprehensive Plan Text Amendment
o Conditional Use Permit
o Conditional Use Permit Modification
o Final Plat
o Final Plat Modification
o Planned Unit Development
)?Preliminary Plat
o Rezone
o Time Extension (Commission or Council)
o UDC Text Amendment
o Vacation (Council)
o Variance
. 0 Other,,\!;_
;ST AFR'USEt6 '
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Applicant Information
Applicant name:
Applicant address:
Applicant's interest in property: 0 Own 0 Rent 0 Optioned D Other
ip:
Owner name:
Phone:
Zip:
Owner address:
Address:
Primary contact is: 0 Applicant 0 Owner ~"Agent 0 Other
Contact name:
E-mail: 4r~yJA:..Ja1~L/~Y~~.IN~Y. 5" ..~~
Phone:
Fax:
Subject Property Information
Location/street address:
Assessor's parcel number(s):
Town,hip, rnngo, '''tion:=~)J~ IE _
Current land use: "I~ ~1I!t.
Current zoning district:
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660 E. Watertower Lane". Suite 202 . MeridialJ;;.Jdaho 83642
Phone: (208) 884-5533 . Facsimile: (208) 888-6854 . Website: ww\\i%meridiancit4Qrg
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Project Description
Project/subdivision name:
',it'
Proposed zoning district(s):
Acres of each zone proposed:c....
Type of use proposed (check all that apply):
...d Residential 0 Commercial 0 Office
Amenities provided with this development (if applicable): ...
Who will own & maintain the pressurized irrigation system in this development?
Which irrigation district does this property lie wJthin?
Primary irrigation source:.., ~~~m;;,;...
Square footage of landscaped areas to be irrigated (if primary or secondary point of connection is City water):
::::>
Residential Project Summary (if applicable)
Number of residential units: N /)*1 Number of building lot -
Number of common andlor other lots: 3 I
Proposed number of'Clwelling units (for multi-family developments only):
I Bedroom: 2 or more Bedrooms:
Minimum square footage ofstructure(s) (excl. garage): Proposed building height:
Minimum property size (s.t): Average property size
Gross density (DUlacre-total Net density (DUfacre-exc\uding roads & 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., landscaping, public, common, etc):
Type of dwelling(s) proposed: J2r Single-family 0 Townhomes 0 Duplexes 0 Multi-family
'."
Number of building lots:
Gross floor area proposed:
Hours of operation (days an,d hours):
Percentage of sit4,project devoted to th
Landscaping:
Total number of employees:
Number and ages of student~hil
Total number of parking spaces rovided:
cable):
Building height:
f employees at any on time:
Sea ng capacity:
ber of compact spaces pr vided:
Authorization
Print applicant name:
Applicant signature::.
Phone:
. Website: w\V\\!o:meridiancity.org
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I' ailey Engineering,lnc.
CIVIL ENGINEERINGIPLANNINGICADD
October 23, 2006
City of Meridian
Planning & Zoning Commission and City Council
c/o City Meridian Planning Department
660 E. Watertower Ste 202
Meridian, Idaho 83642
RE: Blackrock Castle Greens Subdivision - Annexation and Preliminary Plat
Applications
Dear Commissioners & City Council Members:
On behalf of Providence Development Group LLC, please accept the applications for annexation
and preliminary plat for Blackrock Castle Greens Subdivision. Providence Development Gro~p
LLC, is requesting the City's approval of an annexation of 224.26 acres and to R-2; R-4 and R-8
zones. This request also includes the preliminary plat approval of 644 buildable lots with three
Homeowner Association parks equaling seven acres and an eight acre city park and eight plus
acres of pathway area.
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Annexation:
Blackrock Neighborhood is currently zoned RR in Ada County. There is a combination of
farmland and Ada County Non-farm subdivision with 44 residentialllits. At preliminary plat
approval, the City requested that the developer request annexation and in turn they would allow
the 44 homes to be served with Meridian Sewer and Water. We are proposing 20.4%(45.93 ac)
of the site be zoned to R-2 and 32.6% (73.28 ac)to be zoned R-4 and the remaining 46.8%
(105.05 ac) be zoned R-8. The R-2 zoning is for the Ada County approved 44 lots plus additional
6 lots and the north ofE. Hyper Dr. The R-4 zoning is north and east of the lower toe of the
ridge, this R-4 area is in compliance with the approved comprehensive plan map for the area.
The R-8 zoning is for all the Castle Greens Neighborhood east ofthe R-4 zone and closer to
Eagle Road.
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The proposed zoning is based on the Comprehensive Plan for this area. We are also proposing a
city neighborhood park within the neighborhood. We have met with the Parks Commission and
have received their approval. The developer wants to have a completed neighborhood park with
the first phase of construction and has therefore started the process with the Parks Department
for design of the neighborhood park. The desire is to determine the type of improvements the
park will require and to estimate cost for those improvements so the developer can determine the
amount of his donation to the city. These proposed zones are consistent with the site features
and the Comprehensive Plan for the area.
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,(
1500 E. Iron Eagle Drive + Eagle, Idaho 83616 + Tel.: 208-938-0013 . Fax: 208-938-0516
www.baileyengineers.com
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Subdivision:
Blackrock Castle Greens Subdivision is located on the west-side of S. Eagle Road and below the
prominent ridge which crosses north and west across the south and west portio,ps of the section.
This same ridge extends to Nampa in the west and Boise Ranch Golf Course to the east. The
overall density of the entire Blackrock and Castle Greens neighborhood has 3.06 units per acre.
Castle Greens design includes a portion of the regional pathway system along the Ten Mile
Creek which will in the future connection to Messina and Bellingham Subdivisions to the north.
Pedestrian micro pathways have been designed to connect the Ten Mile regional pathway with
other proposed micro paths connect to the City Neighborhood Park and other homeowner parks
in the neighborhood. The pathways are designed into the Blackrock Neighborhood to assist
residents to enjoy a pedestrian friendly walking environment throughout the overall
m:ighbo:hood. Blackroc~ ~eigh~or~ood will ~e sef.{iced with se,:e: an.d water from Meridian
City; WIth Nampa Mendlan IrngatIOn or BOIse ~una pressure IrngatIOn sys1;m. The storm
drainage will be retained within seepage beds and ponds if needed.
Natural Features of the site:
Ride:e/ The prominent ridge crosses northwesterly across the south and west portions of the
section. Much of this neighbor is located in the shadow ofthe ridge. The location at the toe of the
ridge provides some opportunity to use the natural grade and northwesterly orientation ofthe site
for additional texture in the feeling of the neighborhood. As not all the homes will be at the same
elevation and the orientation provides a more desirable backyard.
Ten Mile Creek! The Ten Mile Creek is located on the northeast boundary of the site and will be
developed as a regional pathway. The Ten Mile Creek has a 100 year flood plain which should
be reduce when a detailed study is completed. The Blackrock Neighborhood is buffered from
Eagle Road with this beautiful water way. ~
Providence Development's efforts to create a community environment are in compliance with
the City ordinances. Castle Greens neighborhood provides for both the vehicles and the
pedestrians to have the interconnectivity throughout the neighborhood. The neighborhood design
provide for quality of life in affordable design. The following design elements are present at the
Castle Greens Neighborhood:
./ Castle Greens design has incorporated the existing Ten Mile Creek and the proposed
region pathway and connection to the proposed City Park with connectio~sJo,P1her,.small
private parks in the neighborhood.
./ Castle Greens design also has many homes backing up to 23 acres of useable spaces with
interconnecting pathways.
./ Castle Greens design has a City Park as well as many another 7 acres of open spaces
which are very useable of the future residents.
./ Castle Greens design has included Recreational Amenities of Basketball court and Tot
Playground equipment and picnic gazebo, again all located in the Homeowner Park lots.
.
Castle Greens has been designed to minimize the impact to the site in the following ways:
./ The design incorporates the existing Ten Mile Creek and Beesley Lateral easements
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creating linking pathways for the future residents.
./" The designed landscape buffer helps minimize the impact of Eagle Road and the two
residential collector ofE. Taconic Drive and S. Ashfall Way.
./" The design uses micro paths to provide interconnectivity inside the neighborhood.
./" The design limits the amount of cutting and filling to the site.
In summary, please consider the following items:
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2.
3.
.. 4.
5.
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Castle Greens above has an excellent location, for future residents with a 1,ensitive
design, and good land use for the property.
Complies with intent and qualifying factors, and polices of the City of Meridian.
Site analysis reveals that public utility services are available upon request.
Natural Features investigation and analysis of the site supports the fact that
residential neighbornood will have no identified or significant impacts to the site.
The site design complies with requested zoning for the property.
We ask that you approve these applications.
Sincerely,
Kent Brown
Planner
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Enclosure
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Providence Development Group, LLC
File C25110
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IDAHO
SURVEY
GROUP
1450 East Watertower St.
Suite 150
Meridian, Idaho 83642
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Phone (208) 846-8570
Fax (208) 884-5399
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Project No. 06-135
7, ~ .
Blackrock Annexation
O'l""pescription
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I <. ji_~~!~ 1.' i!l><:;>\he SE II.;! of the N\;Y~1/tfU1<l~t9~tffi 1/~ of the SW 1/4 ofS.~ction 32, a portiolJ rlJ .'
'i,:!:~f tlw sruth 1/2 of the 1'li 1" '\anll,jl po'1iz~ ou !t>~ North 1{.2 of the s,jl1/,1 of Seetio,! 3~\ ., "',
~ ,_1a,,:,;t~3N~. ~E., ~.JV1., Ad~Co~ty, IfLabo, WWe particularly descnbed as f0110ws: ~... ~ --. ,- \,:;oo~
. ~~~e~l!!$ at the comer ~IIIg:lon to Sections 29,30,31, and 32 ofT.3N., R.IE., B.M.;- !: \li'
:r ~.g.en~e SQPtla, 8~04j'50" East, ~q45.04 feet to the 1/4 comer cornmon to said Sections 29 :r., 'ti ~~
!>~~"~jDa ~2; Thence South 000 18'40';,West, 1337.16 feet to the !;-N 1/16 ~?_Il~leJ ofi>s~i~,,~ ~ ,~, "'
- ~",~~:'S~ctlOn)2 an.d th~REf\L.r.o~T \eF~J!:9INNING- ;<>:;, " ~"1<" fI f_~ ',;:.. ~'t" ~
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!.;' 'll' '" irhenee aloug the North line ofthe South 1/2 of the NE 1/4 South 89~41 '43" !l,~t, ! ,,'n 'O'..'
~~ ,:11o:7~8.~ reet to a ~~11Jt on ~ :tig~a~t~ly top 0~2~ of the Ten ~fi1~ Ji>ram; f' "'., -- ._ :.,.-. ~.~
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~}~ ' {h~.ee ~~;;g ..j;~ t~I;. g.f ~~.'ft~ 36"35:49" East, 198.64 !i;et; ,,':' < . Co" ,,;0
Iil; '" -~ '-':~ -", '" ..' ~ ;; ~ ."'~.. =- ~ '" '0 " (i
:~ t~~ ':'., "~h~nce S.?,R,th}7026'~9:'~ast2 8~9.q fe~t;. ~j ~ ~~. ~ O'J - ~ ;01' ',,";,;
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;/t :":.-. ~~~. pce dff' wg saip !qD ofba.nlcNorth 8~04P'J I" West, 113_,10 feet; . ~~.,
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~ -'b-.' ~ .'fh~ce South 00013~16" W_est. ~..5",.57 feet. _~ :c;'~ 'Il" lOR '"'" .,~ ;.;.'~, "r,!'~ ,;: ~'--~ Cli'e~ "!}.~'PAJ
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':l' ;, ~; 11,ft~ T~nc~ dep'KlinlJSClid ~ast bOlmd~ ~orth 89>~48' 49" West? 328.00 f~et; ~ ~~"\"" ~..~ ~~
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~~orth 1!~."Qfthe SF..1I4p~said ~,~ction..32; 'f,'" ~. ~~t'h"x'~ :'.' r.w, ~~Lf1 ~'~ ~.., r*i\t".., -,;~ ,~'I" I~i ~
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.~~. .-'" Th~nc~N:orth ~9~~1~'4~" ~est, 2131.71 f~e~Jo ~ef:~S~!I~ cOJp.er; '~~, ~~ :~} ~>:~~ .f
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Section 32;
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Thence North 00051 '00" East, 1337.33 feet to the NW 1/16 ~omer;
Thence South 89044' I 7" East, 673.82 feet to the Southwest comer of the East 112
of the NE 1/4 ofthe NW 1/4 of said Section 32;
Thence South 89045'14" East, 661.99 feet to the Point.ofB~ginning.
224.26 acres, more or less. '~. ~.
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DESCRIPTION:
FILE Blackrock.cgx
UNITS: U,S SURV$.Y FOOT
INSTRUMENT SETUP
10 9798.7809 7191.1124
o 9798.7809 7191.1124
N 00000'00" E Distance: 0.00
ij
Remarks:
TYPE FROM TO DIRECTION DISTANCE NORTHING EASTING
------ - - - - -- - - - - - -- -
INV 10 317 S 89041'43" E 1718.23 9789.6408 8909.3213
INV 317 316 S 36035'49" E 19B.64 9630.1629 9027.7469
INV 316 315 S 47026'09" E 889.12 9028.7483 9682.6018
,..'
INV 315 314 N 89040'11" 1i'1 113 .10 9029.4002 9569.5037
INV 314 313 S 00013'16" W 255.57 8773.8321 9568.5174
INV 313 34 S ~9040'11'' E 276.94 8772 .2360 9845.4495
INV 34 309 S 00013'16" W 326.37 8445.8700 9844.1900
INV 309 15 S 00013'44" W 472.01 7973.8632 9842.3040
INV 15 17 N 89048'49" W 528.00 7975.5809 9314.3068
INV 319 S 00013'44" W 866.05 7109.5378 9310.8465
INV 3 321 N 89048'49" W 2131. 71 7116.4728 7179.1486
INV 321 322 N 89049'57" W 1340.61 7120.3942 5838.5486
INV ""322 325 N 00007'50" W 1347.13 8467.5242 5835.4800
INV 325 306 N 00051'00" E 1337.33 9804.7042 5855.3214
INV ~306 304 S 89044'17" E 673.82 01. 6235 6529 1314
INV ;;; 304 10 S 89045'14" E 661. 99 9798.7809 7191.1124
..
Closure
line: N 00000'00" E 0.00 from 10 to 10
Latitude (Nl: 0.00 Perimeter: 13136.61
Departure (El: 0.00 Error of Closure: 1: 131366086215
Area: 9768991.44 Square feet 224.2652 Acres
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PROJECT:
DESCRIPTION:
FILE: junk.cgx
UNITS: U.S. SURVE~ FOOT
Monday, July 03,2006
2:40 PM
PAGE 1
INSTRUMENT SETUP
Instrument point:
Backsight point:
Backsight Bearing:
Remarks:
1 5000.0000 5000.0000
1 5000.0000 5000.0000
N 00000'00" E Distance: 0.00
TYPE FROM TO DIRECTION DISTANCE NORTHING EASTING
------ ~--------------- ---------- --------------- ---------------
TRAV 1 2 N 89048'49" W 531.10 5001.7277 ..A468.9028
TRAV 2 3 N 89049'57" W U40.61 5005.6469 3128.2985
i.~ TRAV 3 4 N 00007'50" W U47.13 6352.7734 3125.2289
TRAV 4 5 N 00051'00" E 675.38 7028.0791 3135.2480
TRAV 5 6 S 36045'50" E 852.97 6344.7573 3645.7666
TRAV 6 7 S 57019'56" E 173.04 6251.3561 3791. 4342
TRAV 7 8 S 41047'50" E 170.59 6124.1798 3905.1318
TRAV 8 9 S 37030'04" E 172 .16 5987.5981 400'9.9388
TRAV 9 10 S 63050'171\ E 178.01 5909.1118 4169.7120
TRAV 10 11 S 7~049'321\ E 192 .98 5858.5~76 4355.9634
TRAV 11 12 S 46034'51" E 190.00 5728.0048 4493.9689
TRAV 12 13 S 79029'24" E 63.08 5716.4985 4555.9906
TRAV 13 14 S 46034'51" E 612.65 5295.4055 5000.9857
TRAV 14 15 S 00011'34" W 295.42 4999.9871 4999.9918
Closure
Closing line: S 32037'541\ W 0.02 from 15 to 1
Latitude (N) : -0.01 .' Perimeter: 6795.12
Departure (E) : -0.01 .. Error of Closure: 1:445275
~-li ,..
Area:", 2000608.62 Squar~ feet 45.9277 Acres
. and Perimeter have been reset.
Area
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- i!! ~ ;;;.. '" ~,;: 'A parcel ofland located ill Se~tlOri32, T.3N., R.1E.;RM., Ada County, Idaho, I, II
I( w...., Ui - !"II ~ : ;$~ II.~ ij
X u<;~~ ; ~ '" ~ore particularly described a.~ follows: C?~H~ing at the comer comm~n to Sections Co I~ ,. "'", ;,.
~.II :.29,30,31, apd 32 ofT.3N., R"L~., RM.; 'tlwn..c)i South 8~043J50",;East, 2{545.04 feet to
- ~ ;the 1/4 comer comm'on to said Sections 29 and32; Thence South 00018'40" West, :! ~ X
~. t' ~1337"16 feet to the C-N 1/16 comer_ of said Section 32; Thence along the North line~of I'
.., 1:~"'7~l ~ )he SE 1/4 ofthe"NW U4 ~o~ 8g.?44'4~'~lCW~~t, 16~.OO feet,~~~e~~~PO~r"'o~ ~ .~, _ .
. ~:...' oC ~,. ~, !O ~j-~~~9~~~. .~ ",:.r nfl ~-t;"fJ ~~"':.?11.11-\l~~: ~I:"~;~ ~~:I;_lfjj ~ ;,:, ~ ~ ",'t~~~~J~ ~:({' :1"'/ ~~.~ · · _ . ~
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..' '~~'I ~TJ . t"!:} z...... . .:. ~'.:iJ""~ ~r i _,., ~':::I ...~ "'\.6C ~~.
.' :. .-:"",v ". l\~\~ ~","'" iQ'~']~Tj1~nce S.Oll.th OQo18'17" West, 1291$5 feet ~ :, , ~~" '-:9"::' .Jt.t! ,.,~.) "..,;,'''' ~ If'"" .' rr.:< ~ I~.li. II · r
~ -'-/ i>''11 .. C<l'~.~"'"1>,. ",r l".... - ..~ t ~ r t )) ';.~ .-,: "'""-,-..r., t--' ill '-~" ~ "'I~ '{.Ii' 1. ",'!; ~~ ' "ife .J '" ,', =
'I ;!/.~ '!' ~l~ ~, 1..I,$il ~ ,'1'i'":Jl i ....- <f ..w.~:It./_ '>!Iii [>"'(.)n ! ~,o;" , ;:; ,. '. _fl: .'~ '::,""'C\(, !;~~:(.~:t-.- ''i!;!' " l: .~e.t.!:i" o::c
~ .-1 ~'~.~I t: il- .. ~ T8 ~ .~)iI; Jil^~~ I.~.:.t !... Pr.~ ........""tl l1.t~.~IIL"'f.t;.T ~~I.~ _... ~. .
.. '" ~J ~ O! ~ ;-<" ~ lJ!" II! ~ Jr'-!1-PIlCftSPlJJh 89011' 43" ;E~t~~.o."QO feet. __ "Il' ...,J "'~Il<<~~o:,:;i <I J ''>>',.,'1 _; "I.,,? ... '\,-"~ '':li,~
<:: ~ .~ ::'-1' ~ ~-" <; ~~ t"'.J;. 14 ~~ ~"",, rI "I ;,),re- !~ ~'''!o l''t<~r.i". .J:! Ili!l .~ ~rl.''I<l'' ~ . t~!'i ... . ~ " "
~ ~ ~,. a.:. II' ~-~..,~ ~~II!1o ~ ;'1 ',. 'tJ ' ...! I~~.... 0 "" . ~r ..- ~, IL~ !...,. ..... t.. 1',.L-o ri iCI"- ~
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. .:.e f '"1; ~ .., /';.,' .T8r "s t1-. goo18' 17" 'Xl ~~< " 9' 2 '74 +. t. ~!! ~ ..~~.. \ ...~. 0 (.111'- - ,;; ";I ~.' ., ':.- 'f\
"'.,. · ~ 10',.. . ~. nce o~ .;,,,&._e. ~ee ~ ~-. ~ = ~ ~". . 4;'" ". i' ~.
r~ '";:11M 1t,,~1 .!i'''' - ~ ~ -->!.i!:.T.i. OJ'' , "ll" J~ 'r~' ~~~". !IE!> ~ :1i~:r" Irl)''3J. ~~. ,. I,k}' '"l! ~ ~., )...~ ' "~ ". '" ~''t' ...,-.,. ~". '~.~ .
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~,~ :: :~ ~~!:, . '.f.,":;'l F. Then~~' 142.05 febt alo~g th~ arc:of ~ ~u;'~ ~~ the i~ft, ha~~g a radi~s of,.425.90 ~ li_'ff ~ ~ 'I .
~:t}: ,)ill Pi.. ,reet, a cf~.ptral angl~,9.f19~~'Qq",.'u~A a)9l}gchorg b'"-l~~g S5?~ut4;9~lf~'12" r:;ast: :: ~ t.I ~~ ."
:! M \41 ':t9 ~ t" .o.;-~1-. ~ ~" ,,~...... ',""" 'i ,. r ;!,i~~";;f;i<) /-',. ~.'Io:.: - ~~. -.\; .. >~.. ~ j. 1: ~ " .,
t-~ .~~ ~ . ,r~ ~ J.e~ .,.... ~~_~,~~.. ij, ...~_1.~.t#, .'.:;, 11 -!-. ~l~1 ~_~,_ r: u:. .. ~ I] 011 ~~;; I. :;, ,:!~rl . = .';:;~ ~ II:; ~:. ~~ f":
...., III -..,;:: ~ '7.:" ~ 1!' "..'0; 1 ",' ." ~ W;:::l'~'- .1" ,..;}To ...': .1, ~!;i j ~ d J.. ~~, ., _ ~..' .: :..'
)I /OJ '" If'"'.. -,.~ .~.a.~~' ~, , . - 4. !''l. ;i; t'" " ,,~ i"
~ '" 'iF . "'>'i'" .' ~:" .':if >:. 7 '" ~...,' .,,..,,'Ii ~"'-,- if, ~_ ... .. ....'~ ;:,' Ii
., ,~ ..~'~ "':. .ft. II .~~ t.!'h~nce South 71 099,:; 7:.:. W~t, 1Z5.9q,f~_~,t; "" '~:.. ~'\I 1i-'-r:J~:'J'ir.~ :...,. ,1'1
~ ~.~ ~.., fW ~ ~ ;tf'.'~""J'tiV I)i. . [';.1 '.' - ~.P~ ~~II'~ _ ~ i~ '~"'il.lJ:. ~! VI ~...-. ......_~~ - .; :.; l); ~ i'jI,. ~
~ -. ~ .'. ~ "~"~'" '.'..'" "'.',. ;;; ~.' . r ~. ___ . ,) ~.
- ri:'!.'" 'fl'.,'~ .:;~: (1 Thence 240.35 feet along the arc of a non-tangent curve to the teft, having a "";rl :--
~ \ ~!< '" r~ius of 600.00 feet, a!l!central an~le of.22~57'0~', ~ a Long chord bearing South A . .'~. -"- '"
~~" ~): - .,.~ ii:300 19' 16'lJEast 238.~ feet' ~ ,. [h'~~': ~ ~1;!'~. ~ . .:. .,,~... 'T,,~'It~fi "'",~:~..:<;. :.hi-l~;! ~ :." ~ ~
- . .. r ,..,rl , ;l \f];l~~ "",\!'.. ". ~ ........ 00 ~" ,~. j!j' II
~ ".. ". .."'</iIi;j. '::11;:'1\ ",~.:"-"',;ll.";:'l,",'1- ,~1C,p:l-r. "i.; ",l'.. r. '~.~ - It." ~I ~ -:. -'~o ':(,_ (. c. ~,;;: ~1'::<:i1ii ~ i' ~ .,,,," '..;.)'=
. ~ ~./.I> ". J:1O~~\" ~')'h~~~:'~:u~h:~l ~7'50'~' East ~~;:5~~~~~. : ll, .:.,~~ t;.. ;~l>iJ~ t',i.~~." ... = i !: ~II ~
15,:ik I~ 'I "':~iit "',,-';...l! ~'. ..~I'~~{i:I~r.~I,f'i;j-' .(-:.i'~..~~'V .-i!'i'~i1 :I"'X '.~.~ >~~:>~.ful~~ ~~_>..r~o{'4U.' ~', ..,., .; 'O.'t", ',' e ':''''
.... c .!t ~ (;t: ...:~ ".II :..:L1~ I ~ L!......;.;i_ I .A. ~ ::1.'" . .. ~Tt"~ ~ ~. ~. f{... ~ 't-.. :":i. II l7.'i :...,
~~~f'; II; ~ j.".2t! r'i ~W Th~ncfl2{).74 feet along thca afC of~ cm-;e to:the right, having a radius!>!of I'I~,:~: ""
,- ,:i" :: ~OO.OO feet, a central an~le, oft1 ~3~:~~~:;,1o~'~ lor;g ~~d ~ei~g ~s>yt~2~028't6;,' ..< "~. '."~ ..
~ , ; ,East 225AO fe,et; y.'~ ~.':.~, '"1: ~"~~, :;,.~ "~~~(>.;"~ ~ ~b; ,~~.~ I~: . l<;;:,...,,~~;'ij;;l.lI ,~ _~ ~.~. -. ,.J ".;,. "!
~; "~, I.', rl ..._-: .}~'~ I-It ~. :.: '~'t..~' _I!~:- . ri"'"'" ,..... ~~.. 'J. ~[I f}:
a Ii !II-. i . ~ -, ~,'1Iu- "111 :: ~ :frI~ =:=; Yo: ,. ~ _ . =
.' .~.. ". :'ThenceSollt1-. 2000&'41" E;st, 474.40 feet; ..., L~ lib.. .,'i':" ~ "'.c. :s; Jo"~.. ;;;... -",;"-
""III ";-'... ~ ...., M' ~ I t. ~ oil. rl. ~ . . ~
"'" ll. __r'II .. I" " " -' ,j;' ' -." . II "'.... _: "'~ _ .'
)';. :..,..Il.-:i ...~;j rI: ~ :I....' . ~ ~.. .... ~.. I~. ',~'~ -... ~. ~ I ~ it . =-= rn ! ~ 'i. ~'-'~... ,....... ,.' ~ '"I ~;~ II
.... ':';.z:] ~\1 '&', ~ ~. 1_
Thence 112.58 feet along the arc of a non-tangent curve to the right, having a
.radius of315.00 feet, a central angle. of20?8'3f, ~d a ~ong ~h?rq.b~81ing North
80005'37" East 111.98 feet. ...~. 't(. ~ · . - , ff.:
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.. '" :':;;; ':;.= ..,.. ~. r,;:, ii + '" .. -.. '.. 0:: W J' -. Y .'!'", s: ~ I ~",. ~ _
,.~., ..: ~.<". ': Th~nfe South ~~040'05" East, 274.99 feet; ,." ~~~ ~ ~I. l' ' ~ ~ ! "
I;l . .-1 i ... .' .~ ":::;;,.. . ,~~ ," ~.",,,.... ~ <.; ... ,,". ~ .., ~ .(0 :s If'" ,J ~I eo" t' ~
~XI (.I: 1':1 I!!! ~tl.r ~ Itu.: ; f. !....t~ - >6- &.(1 II ~.. ~ c. ,~~ 'I.IW'~. . .~r:, Y.I .'j _ I .'
.= (oj I ~ '), ~i..111 ~Ael!CSlSou~ 00019'55" We~,40.90 f~~t; II -!I ;:.~; ~ ~ i" · '. .'
- ~ ~ ~ ~ 111\. ~.. :t?~ E~:~ .~ ~~. ~. ~", .1<1'_ -- --~, ,l~" ;-.. '<' . _)'l'! ~~ '"'. "" i' ;>. <I.. ~~.:.!. i .
: ..:< .,' ",' (""",, ~~;t ._D. ,,,a t: ~y,,-, :M1~:!l"o :!~..'" ",r;~ l;i ;{I ,:. ~~m'1"l' .. ..,. ,,1 \f;<r...,,!,,=.F-~ .Il.jfj: 'J 1.1. I ~ - _. I
";:, ~.:JI ;;I~ I~ 1 ~?~Th~ii~J~2.96 feet a~~mg the arc of a curve to the right, havmg- a radius of . \; ,~, ~
~ "'" "'II :~ <; ~30.00 teet, a'centra~a1!gle o~ 430r95'1~~ an~ ~ long c~old be~.g ~P}l~ 2~g?~32" "'.. .,.,~.
"" _ '. ii'l'J!~~ls;J$?~~~!~ i'F.~el~'":l~~::~>fi!):'1 ~ i'_t,~:: ~~:: ~ ~~, :;: "(.~i l;f~t~ ~:;~ ~'.,~\ .:'l r. ..111 ~ ,,'~ ~~; "
~ ..-- Ih." :l~~~ .-,~.....~~ ~-. L'.fI ~ ~ :i ~ ~ ~ l+ ~ ~ ~I ~ .....11 . .i ~~~r..., i ~"I . ~ ..1 :.:.:.~
1; w ~." '~.-,:' II~. ~ .''Thence South 43025'09" .West ~'31J.Q1 ,feet" \'i:. Hot.: 1;:1 ~~ ".'- ,-,~.. ,~~'.' ~ ~,,'! ,:; I~ .\, ~ - .
",'. ~. , ~.._ji_t".~ ..r.I~'~ :I ~ ~r. ^:'1,~ 0;",-.,'.",'" f~-..I..,l. ~' _.i'~, .;\ !;I,]'. II ~.J r", .~ ii' rr~ ~,. I, ~:I )-
II!! l ~'1"'" '.W. ',,-<'" r.I )' "Y~ 0< I, .;;);. ~ ':;,-,r tt' ,....,. <;"'11 _' . - (l;
......:: II ~ ~ .::1 ~ - ~:[~lI(~tt ti 'tJ ~'.:r~r; 4...... iii. I~ -, - .W. .... ~ - l:"'~~ I~ ~. . ~ ~~ :: i r;;'rJx fi.~~ ~_,~~:~f>.'.: -, I _ ...1 r :: ~
100 (i ~ '" '!'..-I r~., o'":Thence Sonth 46034'~5l" E~t, 87.23 feet; "'~~"' !!: ~ ;:~<;l11,.~1 'IJ' .' j,~i;, ..:.>' <' d,{, l!! .... II:! ), ~
II (i '\i · ..\.~~ iI. '" "'-+ r. 1~~.t'i~Vt: rV'~T_" ~"~'!::i ~ ,.,- ".",~ ir~. ~J.,,"I?i :..'l-l!!!~' 'i".r '1 ':. !.~. ~1!.;!, '" If'.f'\7.--I' ~.- :. . "'. _-: j;j
~ ~ ~ ~I;;-; =-- ~_r{f~.'!. ~:!:.ii~, nll".II. .'IIn r- ~~.,:;:....'I:'!~ \".:~. [(_~ :J:.rJ.:::...:: ...1;'i~" .',Q~.
-= '~.. '" ~';-., [\ ~~-.:. .~: Thence 213.51 feetJllong the arc of ~ curve to the right, having a radius of . ,",}i ~'.. l'J
,," ~. .~10.00 feet, a central angle of290aP'13~', and~ \pP$,~hord bearing ~..oyth 3~ 039'11~r ~"'
'.' "'~.,East2J1..1Qfeet" .,.\,.~,.~ ~~: ...,".'1t'~1.:.~:'11-~~"k\","" ~~ 'i:1:t~~,,~ ';ji r.'~ .;: .'
", '0.. r~ .'" ~t,,'if..~ 'Jr.' 'to Ii ,:, :oi.,d ~ !Iii ~ ~ ~ ~)..~ + "~ ;:.: pi :os ~ ; ~ ~ "'!"I ,,~..c, ::s "10:< !l: .If;: ~",'ii ~
~ ~ M....~... ~ ~...": ~~~henc~South 16~~4'38" East, 225.29 fe~t; . ~~./ (1Jj I~'~ ~-'(eJ~ ::. ri'':; ~"..' ~ i1j ~ "' ~ "
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,;,"~ ~ ~:)'J ~J;.r.",.}" .I,~ .':thence 49.88 feet al~~~ ;h~ arc of'a c~~ to the right~ ha~ing a radius of 120.00 :: / 1 eo
l ~:; ,,"" .,. I,~ :>~f.eet, a q~;ni!ll,m:Igle q.f4.3~4~t>?.,,:', an4 a long c11Q.rd bepripg SOl~!~~050~03':.East., 49~52 ......'~ jf; "-.~ ;lj
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j ~(.~ ;:; i"i" il" ~ ~9!e ~; 11'J:H~nceJl!2ng ~o..1ine North, 89048;49:' West 74w0.47 feeJ; ..." ~ ,J;. ~, - "'~';;; ~ _"
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PROJECT:
DESCRIPTION:
FILE: JUNK.CGX
UNITS: U.S. SURVEY FOOT
Tuesday, September 26,2006
4 : 28 PM
PAGE 1 '"
INSTRUMENT SETUP
Instrument point:
Backsight point:
Backsight Bearing:
Remarks:
40 5000.7242 4834.9988
40 5000.7242 4834.9988
N 00000'00" E Distance: 0.00
'"
...) ;/
TYPE FROM TO DIRECTION DISTANCE NORTHING EASTING
------ ---------------- ---------- -----....--------- ---------------
INV 40 39 S 00018'17" W 129.85 4870.8760 4834.30820'-'
INV 39 38 S 89041'43" E 300.00 4869.2805 5134.3039
INV 38 37 S 00018'17" W 92.74 4776.5418 5133.8107
INVCRV
pc-;;.rp 37 36 S 89041'42" E 425.00 4774.2803 5558.8047
19009'01" delta (left)
425.00 radius 5.92 Mid Ordinat~e
142.05 arc length 6.00 External
71. 69 tangent 13028'53" Degree of Curve (arc)
141. 39 chord 13030'46" Degree of Curve (chord)
j,lS 09016'13" E chord bearing
rp-:>pt 36 35 S 71009'16" W 425.00 4636.9984 5156.5875
INV 35 34 S 71009'17" W 175.00 4580.4710 4990.9685
INVCRV
pc-:>rp 34 33 N 71009'17" E 600.00 4774.2792 5558.8051
22057'07" delta (left)
600.00 radius 12.00 Mid Ordinate ~.,
240.35 arc length 12.24 External
121. 81 tangent 09032'57" Degree q.f Curve (arc)
238.75 chord 09033'37" Degree of Curve ( chord)
\;:! S 30019'17" E chord bearing
rp-:>pt 33 32 S 48012'10" W 600.00 4374.3814 5111.5001
INV 32 31 S 41047'50" E 445.58 4042.1979 5408.4775
INVCRV
pc-:>rp 31 30 S 48012'10" W 600.00 3642.3001 4961.1725
21039'09" delta (right)
600.00 radius 10.68 Mid Ordinate
226.74 arc length 10.87 External
114.74 tangent 09032'57" Degree of Curve (arc)
225.40 chord 09033'37" Degree of Curve ( chord)
S 30058'16" E chord bearing ..
rp-:>pt 30 29 .oN 69051'19" E 600.00 3848.9356 5524.4680
INV 29 28'.' S 20008'41" E 474.40 3403.5567 5687.8478
INVCRV
pc-:>rp 28 27 S 20008'41" E 315.00 3107.8266 5796.3315
20028'36" delta (right)
315.00 radius 5.02 Mid Ordinate
112.58 arc length 5.10 External
'. 56.90 tangent 18011'21" Degree of Curve (arc)
~ 111. 98 chord 18015'59" Degree of Curve (chord)
N 80005'37" E chord bearing
rp-;;.pt 27 26 N 00019'55" E 315.00 3422.8213 5798.1564
INV 26 25 S 89040'05" E 274.99 3421.2281 6073.1418
INV 25 24 S 00019'55" W 40.00 '3381. 2288 6072.9101
INVCRV
pc-:>rp 24 23 N 89040' 05" '~W 230.00 3382.5613 5842.9139
43005'14" delta (right)
~.~I
.'
'1
PROJECT: Tuesday, September 26,2006
DESCRIPTION: 4:28 PM
FILE: JUNK. CGX PAGE 2
UNITS: U.S. SURVEY FOOT
230.00 radius 16.07 Mid Ordinate
172 . 96 arc length 17.28 External
90.80 tangent 24054'40" Degree of Curve (arc)
168.92 chord 25006'42" Degree of Curve (chord)
S 21052'32" W chord bearing
rp-:>pt 23 22 S 46034'51" E 230.00 3224.4753 6009.9732
INV 22 21 S 43025'09" W 317.01 2994.2167 5792.0826
INV 21 20 S 46034'51" E 87.23 2934.2609 5855.4416
rNVCRV
pc-:>rp 20 19 S 43025'09" W 410.00 2636.4595 5573.6361
29050'13" delta (right)
410.00 radius 13.82 Mid Ordinate
213.51 arc length 14.30 External
109.23 tangent 13058'28" Degree of Curve (arc)
211.10 chord 14000'34" Degree of Curve (chord)
S 31039'45" E chord bearing
"I
rp->pt 19 18 N 73015'22" E 410.00 2754.5781 5966.2530
INV 18 17 S 16044'38" E 225.29 2538.8400 6031.1577
INVCRV
pc->rp 17 16 S 73015'30" W 120.00 2504.2730 5916.2442
23048154" delta (right)
120.00 radius 2."58 Mid Ordinate
49.88 arc length 2.64 External
25.30 tangent 47044'47" ;Degree of Curve ( arc)
49.52 chord. 49014'55" Degree of Curve (chord)
S 04050'03" E chord bearing
rp->pt ..6 15 S 82055136" E 120.00 2489.4961 6035.3309
.
INV 15 14 S 00011'11" W 20.21 2469.2862 6035.2651
INV 14 13 S 89048149" E 224.84 2468.5548 6260.1039
INV 13 12 S 00011'11" W 155.00 2313.5556 6259.5997
INV .~~ 50 N 89048'49" W 740.47 23il5.9644 5519.1336
INV 50 51 N 00011'34" E 295.42 2611. 3828 5520.1276
INV 51 52 N 46034'51" W 612.65 3032.4758 5075.1325
INV 52 53 N 79029'24" W 63.08 3043.9820 5013 .1107
INV 53 54 N 46034'51" W 190.00 3174.5748 4875.1052
INV 54 55 N 74049'32" W 192.98 3225.0890 4688.8538
INV 55 56 N 63050'17" W 178.01 3303.5754 4529.0807
INV 56 57 N 37030'04" W 172 "~16 3440.1571 4424.2737 :W:
INV 57 58 N 41047'50" W 170.59 3567.3333 4310.5761
INV 58 59 N 57019156" W 173.04 3660.7346 4164.9085
INV 59 60 N 36045'50" W 852.96 4344.0483 3654.3959
INV 60 61 N 00051'00" E 661.95 5005.9255 3664.2157
INV 61 62 S 89044'45" E 1170.80 5000.7318 4835.0042
Closure ~
Closing line: N 35025'46" E 0.01 from 62 to 40
Latitude (N) : 0.01 Perimeter: 9594.32
Departure (E) : 0.01 Error of Closure: 1:1023436
Area: 3192296.29 Square feet 73.2850 Acres
Area and Perimeter have been reset. ;r,:
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:;' i.': \...~ ~ ~~ J.' ~1~%~~Cr 2l~.51 feet along t~~5ll"c ot;,~~~~.J:9 the li\l, h~1lin~ a rad!l,ls of 41~!OQ ~ ~}- ,,'101. I
_ ~ "" _ _ II _ 11 ;~eet, a cen*if angl~ ofJ90~0'P", ahd.a l<?ng ch~rc! beapyg ij:oith~ 1~3_~~tl1: We~t", :', -~.:.. &
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ll' "" :~ " " ~( b.ence~grth 46034'5~" West, 87.23 feet; .1 >Jl .~ 'i', I'" ,~~ _'Il1..~ IO~ '" .'~'; ~ I" ::: if"
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::~ '" (\ ..^fi ~. ~ ~;,; )'",,'-'2~ 1'i ~1:'he~~e 172.96 feet along the .~c of a c~rve to the left, having ;r~dius of230.00 _ ~~..~ ~;
~, ~'l> "\. :/") ~flJ ~ feet, a centrw angle, of 430Q5'14", and a l~g chord bearing Nort}1 2l 052'32" East :': J ~'i<....'
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~I CO),,:!: ~::t? ~ "" &71;f'''';rhencd::i 12.58 feet along the arc of a curve to the'left, hiving a radius of 315.00 ~J ~ " "'_
:i ';: A"' ";, [.feet, a central angle 9tfo028:?6~, and. ilJong ~ho.r"~ b,...~.Q' SO,uth 8Q~~,'?7" \y'est, '" i\i'1... I,,,,,',,
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,~ ,~ ,.!tT~~':~.~'&o~ ~~4i~irh~lJpe::.22&. 79 feet along tht;.arc of ~ Qlrve)o th~ left, having a radius of 600.00;r...;t,~~~ ;, .'
l:' ~ .- ~ ,;1i' .. ''feet, a centr~l angle 0.f2! 039'()9", apd a ~on,.g chor~ p~,arw.g N9I!J;130058'14;' West, ..~ .;'" I ;:;
"- I( " .j -...'i; ,;.; l ?,~~ 40 fi I~,'r.t:, ",.~11.1 ..- 1/....-... ~:".t:: .C< ~ "'1(~ .: .. '"I\'. tJ.~$)".. Il~ !1!<~ 1._ u; .,.,. '1~ ~,'l. ..;.. ~. I _.
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~ OJ ':,.. (.) >,:'.#' , ~~t ': !!!J1i~ Th e North 410.4T50""West 445.58 feet' .- IT' ~~ U. ?& ",,:"1~f'"...';_"'iI.!~.~ ~~ ~ ~ ,p.' h
f: ~ ;1 'E '(I" ~ .,.,.)~.- ,.;'~& !l'W~"',I~. ~.IIIt)'~ ~ot;:"~1 iPio~ !;".~~~ .>i.f. QI ;.. :~~~:-:iF ~'" t ~ f. '" l:l _f. 'iij{~'OI' ~~"'<~ I' [I
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." . ::~"II~'J~;~ ~t'- th~J<ce 210-'5 feet along thr, ~c of a clITle to the right, having a radius of 600.02. [jj l:j,. ',.
~~ ~.. "I... ~eet, a central ~~letpJ~2;57~OJ", ~C\,al~~g c~~rg.~e~?N~~.,3Q~~~?'16~'"'\Y~~t~. ..~;-;'i.J~ ~ I ~: II ~
'" "';. II :1 /' '23875 feet. ';i!~ ~ '" -"- .l:1-.,Y.'''J''~ etIi'I;. ~ '\, .~~. '" .0;.,) f~.~ '" ~~ :A ;:1 'iii' .Jf_~'_'.i; "!Ii ~'."~' ~ ~
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"-I~: 'i! >I Th~~c~ 142.05 feet along the arc of a non-tangent curve to the right, having a
radius of 425.00 feet, a central angle of 19009'00", and a long chore! bearing North
~ :;",.~' II _ __, if,
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PROJECT:
DESCRIPTION:
FILE: JUNK.CGX
UNITS: U.S. SURVEY FOOT
INSTRUMENT SETUP
Instrument pointk
Backsight point:
Backs~ght Bearing:
Remarks:
TYPE
INV
INV
INV
INV
INV
INV
INV
INV
INV
INV
INV
INV
INV
INV
INVCRV
pc->rp
N
rp->pt
INV
INVCRV
pc->rp
N
rp->pt
INV
INV
INVCRV
pc->rp
N
rp->pt
INV
INV
INVCRV
pc->rp
FROM
TO
1 2
2 3
3 4
4 5
5 6
6 7
7 8
8 9
9 10
10 11
11 1.2
12 13
13 14
14 15
15 16
23048'54"
120.00
49.88
25.30
49.52
04050'03" W
16 17
17 18
18 19
29050'13"
410.00
213.51
109.23
211.10
31039'45" W
19 20
20 21
21 22
22 23
43005'14"
230.00
172 .96
90.80
168.92
21052'32" E
23 24
24 25
25 26
26 27
/.
-
c 1-d.9~
Tuesday, September 26,2006
2:24 PM'
PAGE 1
1 5000.0000 5000.0000
1 5000.0000 5000.0000
N 00000'00" E Distance: 0.00
DIRECTION
DISTANCE
---------------- ---------- --------------- ---------------
NORTHING
EASTING
S 89041'43" E
S 36035'49" E
S 47026'09" E
N 89040'11" W
S 0001.3'16" W
S 89040'11" E
S 00013'16" W
S 00013'44" W
N 89048'49" W
S 00013'44" W
N 89048'49" W
N 0001.1'11" E
N 89048'49" W
N 00011'11" E
N 82055'36" W
delta (left)
radius
arc length
tangent
chord
chord bearing
N 73015'30" E
N 16044'38" W
S 73015'22" W
delta (left)
radius
arc length
tangent
chord
chord bearing
'" N 43025'09" E
N 46034'51" W
N 43025'09" E
N 46034'51" W
delta (left)
radius
arc length
tangent
chord
chord bearing
S 89040'05" E
N 0001.9'55" E
N 89040'05" W
S 00019'55" W
1718.23
198.64
889.12
113 .10
255.57
276.94
326.37
472.01
528.00
866.05
860.14
155.00
224.84
20.21
120.00
2.58
2.64
47044'47"
49014'55"
120.00
225.29
410.00
13 .82
14.30
13058'28"
14000'34"
410. 00 ~'
87.23 '
317.01.
'x
230.00
16.07
17.28
24054'40"
25006'42"
230.00
40.00
274.99
315.00
4990.8618
4831.3838
4229.9693
4230.6212
3975.0531
3973.4568
3647.0892
3175.0830
3176.8006
2310.7575
2313.5556
2468.5548
2469.2862
2489.4961
6718.2057
6836.6313
7491. 4862
7378.3881
7377.4018
7654.3372
7653.0777
7651.1921
7123.1949
7119.7352
6259.5997
6260.1039
6035.2651
6035.3309
2504.2730
5916.2442
Mid Ordinate
External
Degree of Curve (arc)
Degree of Curve (chord)
2538.8400
2754.5781
6031.1577
5966.2530
2636.4595
,. 5573.6361
Mid Ordinate
External
Degree of Curve (arc)
Degree of Curve (chord)
.,
2934.2609
~ 2994.2167
3224.4753
5855.4416
5792.0826
6009.9732
3382.5613
5842.91.3 9
..
Mid Ordinate
External
Degree of Curve (arc)
Degree of Curve (chord)
3381.2288
3421.2281
3422.8213
6072.9101
6073 .l41B
5798.1564
3107.8266
5796.3315
PROJECT:
DESCRIPTION:
FILE: JUNK.CGX
UNITS: U.S. SURVEY FOOT
S
rp-:>pt
INV
INVCRV
pc-:>rp
N
rp-:>pt
INV
INVCRV
pc-:>rp
N
rp-:>pt
INV
INVCRV
pc-:>rp
...
N
rp-:>pt
INV
INV
INV
INV I(
20028'36"
315.00
112.58
56.90
111. 98
80005'37" W
27 28
28 29
29 30
21039'09"
600.00
226.74
114.74
225.40
30058'16" Ti
30 . 31
31 32
32 33
22057'07"
600.00
24(#.35
121 . 81
238.75
30019'17" W
3.3 3 4
34 35
!tiS 36
19009'01"
425.00
142.05
71.69
141. 39
09016'13" W
36 37
37 38
38 39
39 40
40 41
Closure
Closing line:
Latitude (N):
Departure (E):
Area:
delta (left)
radius
arc length
tangent
chord
chord bearing
N 20008'41" W
N 20008'41" W
S 69051'19" W
delta (left)
radius
arc length
tangent
chord
chord bearing
N 48012'10" E
N 41047'50" W
N 48012'10" E
delta (right)
radius
arc length
tangent
chord
chord bearing
S 71009'17" W
N 71009'17" E
N 71009'16" E
delta (right)
radius
arc length
tangent
chord
chord bearing
N 89041'42" W
N 00018'17" E
N 89041'43" W
N 00018'17" E
S 89044'45" E
;1
S 20002'23" W
-0.01
0.00
5.02
5.10
18011'21"
18015'59"
315.00
474.40
600.00
10.68
10.87
09032'57"
09033'37"
600.00
445.58
600.g0
'&>:
12.00
12.24
09032'57"
09033'37"
600.00
175.00
425.00
~
5.92
6.00
13028'53"
13030'46"
425.00
92.74
300.00
129.85
165.00
Tuesday, September 26,2006
2:24 PM
PAGE 2
...
Mid Ordinate
External
Degree of Curve (arc)
Degree of Curve (chord)
01
3403.5567
3848.9356
5687.8478
5524.4680
3642.3001
4961.1725
Mid Ordinate
External
Degree of Curve (arc)
Degree of Curve (chord)
4042.1979
4374.3814
5408.4775
5111.5001
4774.2792
5558.8051
Mid Ordinate
External
Degree of Curve (arc)
Degree of Curve (chord)
4580.4710
4636.9984
4990.9685
51.56.5875
4774.2803
5558.8047
JIIIid Ordinate
External
Degree of Curve (arc)
Degree of Curve (chord)
4776.5418
" 4869.2805
4870.8760
5000.7242
4999.9922
5133.8107
5134.3039
4834.3082
4834.9988
4999.9972
0.01 from 41 to 1
Perimeter: 10789.38
Error of Closure: 1:1301546
Area and Perimeter have been reset.
4576113.83 Square feet
'"
::!
'lI.
"
..
105.0531 Acres
;~
II.
..
~
01,
August 7,2006
Honorable Mayor Tammy DeWeerd
Mr. Joe W. Borton
Mr. Keith Bird
Mr. Charlie Rountree
Mr. Shaun Wardle
City of Meridian
33 E. Idaho Ave.
Meridian, ill 83642-2300
~.,:
Dear Mayor DeWeerd and City Council Members:
This letter is attached to our Preliminary Plat submittal for Blackrock Castlegreens
Subdivision. We recently received your approval on our Preliminary Plat for Solitude
Place located at the SE comer of Meridian Rd. and McMillan Rd. We gave a short
presentation regarding the architectural style of our homes to be built at Solitude Place.
We will be constructing homes with the same architectural style at Blackrock Castle
Greens that we are constructing at Solitude Place.
We have included some sample renderings illustrating the home elevations that we will
build.
&k
E. Don Hubble
President
enc.
lOt'
4~
q
~~t~~_~_ ~~\"~-d_..1 1 '1-'-:7"- ",w~~~';J1E-:~~
~
~:.J.' -- -"- _. _ _ -'IL~j--~r,- __ _ _ __ _
AI>> COUNTY RECOR DER J. DAViD NAVARRO - ~~~;-~
aOISE IDAHO 01/06106 10:31 AM AMOUNT 2ua 8
N~~:E~~~J~~~~03F III 11111I/1 IJIft II IJlIlI 11111 fill
FirSl Armrican ~1061)112656;.'!
AFTER RECORDING MAll TO:
Providence Development Group, LLC
701 S. Allen Street
Meridian, ID 83642
-if;, ~070I{)
WARRANTY DEED
File No.: 41Q2.140701 (PC)
~
Date: Janu<ey QI, 200d
For Value Received, Blackrock, LLC ahd Triple D Land It Uvestodc, UC, hereinafter referred to
as Grantor, does hereby grant, bargain, sell and convey unto Providence Development Group, UC,
hereinafter referred to as Grantee, whose cul1l!1t address is 701 S. Allen street, Meridan, ID
83642, the following descrIbed premises, situated in ~da County, Idaho, to wit:
See '-gal description attached hereto and made a part hereof.
TO HAVE AND TO HOLD the said premises, with their appurtenances, unto said Grantee, and to the
Grantee's heirs and assigns forever. And the said Grantor does hereby covenant to and with the said
Grantee, that the Grantor is the owner in fee simple of said premises; that said premises are free from all
encumbrances except current years taxes, levies, and assessments, and except U.S. Patent reservations,
restrictions, easements of record and easements visible upon the premises, and that Grantor will warrant
and defend the same from all claims whatsoever.
~
Blac'Vock, LLC.... by: McMaster Limited
Partnership, member
Triple D Land & Livestock, lLC... by:
McMaster Limit d Partne ship, member
~
By: Dou las R. McMaster, General
Partner
"
Page 1 of 2
I' ~
~~~--:~...~ .)B~'~ ~H
~ I l - "-"-'-~BJj
m
APN:
."
Warranty Deed
- continued
File No.: 4102-740707 (PC)
Date: 01/04/2006
STATE OF
Idaho
)
55.
COUNTY OF Ada
)
"
,:';
On this 5th day of January, 200'6, before me, a Notary Public in and far said State, personally
appeared Douglas R. McMlMler, known or identified ta me to be the person whose name is subscribed
to the within instrument as General Partner of McMa~r Umited Partnership, memller of the
BIBckrock, LLC, limited liability company, and acknowledged to me that such limited company executed
same.
I;
In witness whereof, I have hereunto set my hand and affixed my offidal seal the day and year in this
certificate first above written. 1'1 ~
"i
PATTY J. CHUPP
NOTAFiY PUBLIC
STATE OF fDAHO'"
My Commission EXPires 5-8-2010.
STATE OF Idaho
.
Notary P blie for the State of Idaho
Residing at: Boise, 10
My Commission Expires: 5/8/2010
)
55.
COUNTY OF Ada
)
On this 5th day of Janu;l1y, 2006, before me, a Notary,.public In and for said State, personally
alJlPe'lred Douglas R. Mc:Ma!lter, known or identified ta me to b€ the person whose name is subscribed
to the within instrument as General Partner of McMa.er Umlted partnerlhlp, IMmber of the
Tripi. D Land a. Uvestoc:k,. LtC, limited liability company, and acknowledged to me that such limited
company executed same'-
~.j
In witness whereof, 1 have hereunto set my hac a
certlfbte first above written.
~. -:;;::..;
IX~ my officlal seal the day and year in this
f<
..
PATTY I. CHUPP
NOTARY PtJBUC
STATE OF IDAHO
'",
My CommiMion Expires 5.8-2010.
Notary P bile for the State ci Idaho
Residing at: Boise, 10
My Commission Expires: 5/8/2010
."
.
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Page 2 of 2
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EXHIBIT A
LEGAL DESCRIPTION:
~.(
Parcel I:
The Northwest Quarter of the Southeast Quarter; the Northeast Quarter of the Southwest Quarter; the
Southeast QuarteM:)f the Northwest Quarter; and a portion of the Northeast Quarter of the Sootheast
Quarter of Section 32, Township 3 North, Range 1 East, Boise MerIdian, Ada County, Idaho, more
particularly described as follows:
iii
Commencing at the Southeast corner of the Northeast Qua~r of the Southeast Quarter of Section 32,
Township 3 North, Range 1 East of the Boise Meridian, which Is marked by a found 5/B" Iroo pin, with a
plastic
cap, from which the East 1/4 corner of Section 32, marked by a found
3/4" iron pin, bears North 00012'16" East, 1338.21 feet; t~nce along the South line of said Northeast
Quarter of the Southeast Quarter,
North 89050'04" West, 528.00 feet, to a set 5/8" iron pin with a plastic cap, and the POINT OF
BEGINNING; thence continuing along said south line, North 89050'04- West, 801.98 feet, to a found ~/8"
iron pin with a plastic cap marking the Southwest corner thereof; thel'&e along the South line of the
Northwest Quarter of the Southeast Quarter,
North 89050'19" West, 1329.85 feet, to a found 1/2" Iron pin marking the
Southwest corner thereof; thence along the South line of the Northeast .
@ II.
Quarter of tile Southwest Q\erter, Ncrth 89051'16" West, 1340.65 feet, to the Southwest corner thereof;
tl1ence along the West line of the Northeast Quarter of the Southwest Quarter, North 00009'41" West,
1345.73 feet to the Northwest corner thereof; thence alo~ the West line of thi Southeast Quarter of the
Northwest Quarter, North 00050'11" East, 1338.77 feet, to a found 5/8" Iron pin markil'\Q the Northwest
comer thereof; thence along the North line of the Southeast Quarter of. the Northwest Quarter, South
89046'37" East, 1335.86 f~et to the Northeast corner thereof; thence along the East line of the Southeast
Quarter of the Northwest Quarter, South 00017'40" West 1337.70 feet, to an aluminum cap monument,
set In concrete marking the Southeast corner tliereof; theoce along the North line-of the North half of the
Southeast Quarter, South 89041'35" East, 2660.56 feet to a 3/4 inch Ir~ pin, marking the Northeast
corner thereof; thence along said East line,
South ooQ12'18" West, 472.16 feet; thence North 89050'04" West, 528.00 feet to a set 5/8" Iron pin with
a plastic cap; thence ,.
South 00012'18" West, 866.05 feet to the POINT OF BEGINNING.
I
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Parcel II:
'"
A parcel of land being a portion of the South 1/2 of the Northeast 1/4 of SectIon 32, Township 3 North,
Range 1 East, Boise Meridian; Ada County, Idaho; more particularly described as follows:
Beginning IU an Iron Pin marking the Section Corner common to Sections 28, 29, 32, and 33, Township 3
North, Range 1 East, Boise Meridi~n; Ada County, Idaho; thence. a~n9 the section line common to said
~. Sections 32 and 33, also being the centerline of South Eagle Roed,
S oog 46'00" W 1338.76 feet to an Iron Pin marking the North 1/16 Section Corner common to said
Sections 32 and 33; thence, continUing along said section line, ,",
S 000 46'00" W 1338.76 feet to an Iron Pin marking the 1/4 Section Corner common to said Sections 32
and 33; thence, leaving said sectj(m line, and along the east-west center 1/4 section line,
N ago 07'03" W 25.00 feet to an Iron Pin marking the intersection of said center 1/4 section line, and the
west right-of-way line of said S. Eagle ROCld; said Iron Pin also being the REAL POINT OF BEGINNING;
t~nce, leavIng said center 1/4 sectIon line, and along ;~id west right-of-way line, iii
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N 000 46'00" E 326.34 feet to an Iron Pin; thence, leaving said west right-oF-way flne,
N 89007'03" W 251.89 feet to an Iron Pin; thence, N 00046'00" E 255.57 feet to an Iron Pin; thence,
S 89007'03" Ep3.10 feet to an Iron Pin on the northeasterly top of bank of the Ten-Mile Drain; thence,
along said northeasterly top of bank, N 46053'25" W 889.12 feet to an Iron Pin; thence, continuing along
said northeasterly top_bank, N 36003'05" W 198.64 feet to an Iron Pin marking the Intersection of said
northeasterly top of bank aoo the north 1/16 sectIon line of said Section 32; thence, leaving said
northeasterly top of bank, and along the north 1/16 section line of said Section 32,
N 89008'57" W 1718.25 feet to an Iron Pin marking the Center-North 1/16 Section Corner of said Section
32; thence, leaving said north 1/16 section line, and along the north-south center 1/4 section line,
S 00051'34" W 1337\Q.9 feet to a Stone Monument marking the Center 1/4 Corner of said Section 32;
thence, leaving said north-south center 1/4 section line, and along the east-west center 1/4 section line,
S 89007'03" E 2635.42 feet to the REAL POINT OF BEGINNING
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PERMflTED EXCEPTIONS
1. Taxes or assessments which I'l'¬ shown as existing
liens by the recOrds ~ any taxing authorit;( that levies ...
taxes or assessments 00 real property or by the public
records.
2. Any facts, rights, in~, or claims which are not
shown by the pubf;!c records but which could be
ascertained by iln InspectIon r::K said land ~y malWlg
~. inquiry of per.;ons In possession thereof.
3. Easements, claims of easement or encumbrances wtfl:tt
are not shown by the publli: records.
4. Dlscrepandl!!t, conflicts In bQundafy Ifnes, sl'6>rtage in
area. encroadwnents, or any Clher facts which " correct
survey would disclose, IInd which are not shown by the
public records.
~
5. (A) Unpatented mining claims; (8) Reservations or
exceptions. In patients or in Ads aJthol1zlog the issuance
tIweoti (C) Wtfrer rights, claims or tItte to water;
~, whether or not the matters exa!'pted under (A), (8) or
(C) a'i shown by the ptJbllc records.
6. ,~
My lien, or l1ght to"a lien, for 5efVlces, labar or material
\~~ heretofure or ~ furnf5tled, Imposed by law and
'l.! f1Qt shown by the public recordS.
PARCB. I ,
~
7. GeneilM and Special Taxes for the year 200i, an
accruing lien not due or ~bJe until the fourth Monday
in Novefnbier 2006 when tM hils are IssUt!d, the first :r.
half of which Is ret: delinquent until after December 20,
2.006.
.
8. GenerlI taxes which may be assessed and extBlded on ,Il!
any "subsequent" or "o<<uplncy" tax roll, whiCh mav
escape issessment of the regolar tax roll; whidl are a
lien not yet dut or payable.
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9.
.
~ns, levies and assessments oy Nampa-Meridian
irrigation Distrfct.
10. LJens, leVies and~ssessments' by Boise Kuna Irrigation 0
>'J 0l<itl1ct.
.J
11. Right of way for Eagle Road, Farr Lateral &. Pierce
Lateral.
12. Rlwhts, rlihts of way, reservatiOnS and exceptions 10 the
patent ~oroed in Book 6 of Patents, Page 426.
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13. Easement, including terms, and provisions contained
therein:
Recording rnt'ormatlon~ : ~384634
In Favor of: IDAHO POWER COMPANY
For: power lines
14.
Agreement upon the tenns, wnditions and provlsJons
contained therein:
OSted:
Parties:
IJ'
ARVINE GAlE and MARIAM GALE, t.Jsband and wife;
GlEN E. O.AYTON and WlLOA ClAYTON, husband-and
wire; and OJ. MCKAY and lOAAINE MCKAY, husbilnd and
wife
Recorded: August 22,1966
Instnlffiellt No. :646605
IC
.
;00
:-=
15. Easement, Indudln9 terms and provisions conmlned
theretn:
Recording IAtOnnatlon: 873JV96
In Favor of: I~ POWER COMPANY
For: power lines
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16. Agl'l\efl'le" upon the tenns, conditlon$ tnd provlsJons
coo~ined tIwem:
oi~:
Parties: WlWAM DeAN MO<AYand CYmHIA MCKAY, husband
and Wife; GLEN E. UAYTON and WIl.DA OATION,
hus!M~ and wife; and OJ. MCKAY and LORAINE MO<AY,
husband and Wife
Recorded: ~r 4, 1995
Instrument No.:95089234
~
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17. Relocation Agreement and Grant of E~t for
retocatfon of PIerce ~teral, recorded Jprill0, 1997, as
InstrulMnt No. 97G27"'13, Roc:ortls of ~ County,
Idaho.
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. 18. Dedaratloo of Easements and Agreements, recorded
i August 27,2004, as Instrument No. 104110289,
I Records of Ada County, Idaho
I 19. Memorandum of Agreements, recorded August 27, 2004,
f
I as Instrument No. 104110290, Records of Ada County,
! ~ Idaho ,,'
;'
1 20. Reservations COf'Itained In Spedi!I Wa(Tanty Deed,
,
i rerorded August 27,2004, as Instrument No.
i 104110291, Records of Ada County, Idaho
I
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:11 2J. lack of a right of access to and from said land, ac; to
that portfon of said property lying Westel1y of Farr
~ Lateral art ~ Lateral.
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PARCEl n
II'
22. General and SpecIal Taxes for tne ye'l!Ir 2006, an
a<X:n.ling lien not dw or peyable until the fourth Mdhday
In I'tovember 2006 when the bills are Iss~, the first
half of which Is not <kiIll!I~nt untfl after December 20,
2~6.
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23. General taxes which mtt{ be assessed and extended on
ally "subsequent!' or .OCCUl'tlncy" tax roll, which rrrjy
esdlpe assessment of the regular taXo-.roll; wtllch are a I
Iten not yet due or payable. 1
Liens, levies ~ 'assessments by Nampa-MeritiPn i!i
2'1.
lJrlgaUon Dlstr1ct.
."
25. RWlt of way for Ten Mile Creek.
II!
26. Except minerai or water I1ghts, claims or title to mInerai
or water.
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'" 27. Rfghts, rights of way, resetVation5 lfnd exceptions In the
patent recorded in Book 4 of Pltents, Page 27.
-
28. ~ effect of a map purportln~ to show the land and \1,
other property, filed Survey No. 6082, Instn.J1lent No. iiI,(
103031005 of RJecord of Surveys.
Amended by Survey 6198, Instrument 'No. 103106022
BOTH PARCElS I II U)
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~~;'~_O,.~,..,..X.l~J~:'jiJ ~---~~1t~
Memormldum of UndltlStanding, recorded November 3,
2005, as [nsttu~nt No. 105166614, Records ~ Ada
County, Idaho
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30. Any facts, rl(jJhts, interests or daims which would be
disclosed by a a>rrect ALTA/ACSM survey.
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AFFIDAVIT OF LEGAL INTEREST "
.
STATE 6F IDAH())
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COUi\iTY OF ADA)
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Providence Development Group LLC (Justin Blackstock) Development Manager ,at 701 S. Allen St.
Meridian ID 83642 (Tille)
~
being first duly sworn upon, oath, depose anu say:
!!l
1. That I am the record owner ofthe property described on the attached, and 1 grant my
permission to: Bailey Engineering, Inc. 1500 E. Iron Eagle Dr. Eagle, Id 83616
(name) ;j (address)
to submit the accompanying application (s)pertaining to that pfuperty.
2. I a!5l'~\"~lu il1J\,;llUllf)'~ J~[~11U <<11.1 IH)lJ the City uf~yl~liumjJ (uu.l il~(';JJ1!Jluj\;L-.j IJaJ.]ljl~~
from any claim or liability resulting from any dispute as to the statements contained herein
or as the ownership of the property which is the subject ofthe application.
3. 1 hereby grant permission to City of Meridian staff to enter the subject property lor the
purpose of site inspections related to processing said application(s)... ~
'"
DATED THIS 31
day of May
2006
.
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Owner'. .{.',I); Vt.-''7'l 'xJ ~
"!;~" i.-. t....;:.t. .~' 0"'{L---_
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STATE OF IDAHO, COUNTY OF -.AJ~ ) 5S.
.
On this ~ day of MOlJ. ,1-00~, before me, the undersigned a Notary Public in and for
said State, personally appear~. .bon tlubbl-<-. , known or identified to me to be
the person whose name is subscribed within and who acknowledged to me that he executed the
same.
IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal the day
and year in this certificate first above written.
~~~~-
Notary Publ c for Idaho
Residing in '/{/fidi aJ1. I 16
My Commission Expires: 8"-{r;:--Oi
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& Date:
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<COMMITMENT OF PROPERTY POSTING
','
Per Unified Development Code (UDC) II-5A-5D, the applicant for all applications r~quiring a
public hearing (except for a UDC text amendment, a Comprehensive Plan text amendment
and/or vacations) shall post the subject property not less than ten (10) days prior to the hearing.
The applicant shall post a copy of the public hearing notice of the application(s) on the property
under consideration.
;.~
The applicant shall submit proof of property posting in the form of a notarized statement and a
photograph of the posting to the City no later than seven (7) days prior to the public hearing
attesting to where and when the sign(s) were posted. Unless such Certificate is received by the
required date, the hearing will be continued.
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The sign(s) shall be removed no later than three (3) days after the end of the public hearing for
which the sign(s) had been posted.
:.
I am aware of the above requirements and will comply with the posting requirements as stated in
UDC II-5A-5.
II
.d~ -4 klvdelu ;2J~ ~ 7--0-6
Applicant/agent signature I" ate.-;
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page 1 01 I!
.
Kent Brown
From:
Colleen Shannon [cshannon@hubblehomes.com]
Thursday, August 03, 2006 11 :28 AM
Justin Hubble; Kent Brown
FW: Permission to use the Blackrock name
ft,
Sent:
To:
Subject:
It!
Importance: High
.\1
s.
Thank you,
Colleen Shannon
Hubble Homes
Land Development-Expeditor
695-2419
.
.
From: Daren Fluke [mailto:DFluke@jub.com]
Sent: Thursday, August 03, 2006 8:56 AM
To: David Couch
Cc: Colleen Shannon
Subject: FW: Permission to use the Blackrock name
Importance: High
Dave,
The Blackrock Subdivision No.1 final plat is currently at ACHD and is expected to be in your
office for review by August 11 and recorded shortly thereafter. Providence Development Group
owns the property adjacent to Blackrock'"<lnd is in the process of submitting a preliminary plat and
wishes to continue the use of the Blackrock name for future phases. J -U-B Engineers consents to
the use of the Blackrock name by Providence Development on the ground contiguous to Blackrock
Subdivision No. 1.
~
Thank you for your attention to this matter and please do not hesitate to ca~ if you have
questions or need further clarification. D
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(Daren P{Uk.l, ftlaP
J-U-B ENGINEERS, INC.
250 S. Beechwood Ave.
Boise, ID 83709
(208) 376-733tF
(208) 323-9336 - Fax
(208) 869-3903 - Cell
www.jub.com
."
-----Original Message-----
From: Colleen Shannon [mailto:cshannon@hubblehomes.com]
:~ Sent: Wednesday, August 02,20064:41 PM
To: Daren Fluke
'ti
8/3/2006
.
Page 2 of2
'Ii
Subject: Permission to use the Blackrock name
Importance: High
..
Daren,
Can you email or write a letter and fax it to Dave Couch that states JUB gives Providence Development Group
permission to use the Blackrock subdivision name?
Apparently an email from JUB directly to Dave Couch or an official letter faxed to his office will work. Can you
please cc me on the email or send me a copy of the letter. Which ever is easier for you.
Thank you,
,1; Colleen Shannon
Hubble Homes
Land Development-Expeditor
695-2419
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Meridian, ID 83642
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BLACKROCK SUBDIVISIONS
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TRAFFIC IMPACT STUDY
DRAFT
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Prepared for
Bailey Engineering
1500 East Iron Eagle Drive
Eagle, Idaho 83016
July 25, 2006
Prepared by
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Washin8ton aroup InteMational
720 Park Boulevard, P.O. Box 73
Bois~ Idltho 83729-0073
(208) 386-5000
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T ABLE OF CONT1ENTS
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EXECUTIVE gUMMAR Y ...........,................... ... .......... ....,.. ........ ........................... _... ................................. I
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Il't'l'RODUCTION .............. ...... ....... ............ ......................... .... ........ ......... ......... .......... .......... ......... ..............5
PROPOSED DEVELOPMlM'JT ..,............... .................. ........ ............................,........... ........ .......... ..............5
SroDY AREA CONDIHONS ....................... ................. ....... ..............,................................ .......... ........ ....5
~~Undl ~::.~.::::::::::::::::::::::::::::~:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: :::::::::::::::::::::::::::::::::;
EXISTING CONDITIONS...... ........... ............................................................................................ .............. 8
Traffic Volumes......................... ........ ................................. ......... ......... ... ................................. ..... ..... _...8
Road System............ ......... ............... .................. .... ......... ..... ......... .................................... .......................8
STt::Jli) Y P~IOD .... ................ ............ ....................................................... ............ .......................... .............9
PROJECTED TRAFFIC ......... ........... ............ ................ ................................................... ........ ...... ..............9
Site Traffic................ ................................................. ............................... .......... ................. ......... ...... ..... 9
M~ Trip Gene.ration .... ................. ............................. .... ....... ........... ._....... .................. .... ..... ......... ........... 9
Background Traffic...... ........ ................. ................................................................................... ....... ...... I I
Build Out Traffic ............... ......... .................. ........................... .... .........................................................11
TRAFFIC ANALYSIS.. ......... ..................... ........ ......... ..................... ................................................ ..........18
Capacity Analysis and Level-of-Socvice ....... ............................. ................... ........ ...............................18
Roadway Capacity........................... ......... ............................................................... ............................. 23 l<
Impact Fees ................. ...................... ............ ..... ...... ............... ...... ................... ......... ..... ............... ..... ...24
CONCLUSIONS. ........ ..... ......... ................ ............................................... ........................ ................... ........24
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Bl'liikrock "1lIi! ~}mpall;" TlioPBS
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EXECUJIVE SUMMARY
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The proposed Blackrock and Compania subdivision is a planned community development located North
.) '~of Cblumbia~oad, Soutlf"()f.l1\mityr~oadf"'West of lfuna'Meridian''''K-oad.eHwy'''69'landIEasP''bf;';Eagle~;!' -~
Road in Meridian, Idaho. The total project area is approximately 1110 acres, and is expected to contain
approximately 3,52] single-family residential units and 872,462 square feet of commercial space. The
proposed development is projected to generate an Average Daily Traffic (ADT) of 72,363 vehicles, of
which the AM ~ak hOllr traffic is 4,4]4 vehicl0S per hour, and the PM peak hour traffic is 5,921 vehicl&"ll:
per hour.
The following are the principle conclusions of th~ traffic analysis for Blackrock and Campania
development. Report Figure 2 identifies the individual intersections.
I. The Blackrock a~d Compania project is a proposed planned community development with
approximately 3,521 single-family residential and 872,462 commercial square foot units.
I
2. The proposed developme,pt is projected to generate an ADT of 72,363 vehicles, of which the AM
peak hour traffic is 4,414 vehicles ~ hour, and the PM peak hour traffic is 5,921 vehicles per
hour.
3. New Intersection Approach A meets ACHD warrants for a signal for the AMlP~ Peak Hours.
Approach A is currently predicted to operate at Level of Service (LOS) F. At Approach A the
roadway should be widened and a signal should ~ added to improve the LOS. Approach A
is predicted to operate at LOS B with a delay of 11.7 seconds during the AM Peak Hour and with
a delay of 10.4 seconds during the PM Peal\!' Hour if~he roadway is wideped and a Slgnal is
added.
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4. New InterseQion Approach L meets ACHD warrants for a signal for the AM/PM Peak Hours.
Approach L is currently predicted to operate at LOS E with a delay of 42.6 seconds during the
AM Peak hour and o~rates at LOS F with a delay of 63.9 seconds during tht' PM Peak Hour. At
approach L a signal should be added to improve the LOS. With the addition of th@..;<;ignal
Approach L is predicted to operate at LOS A with delays of 7.9 second and 6.6 ~econds during
the AlVf"'and'PM'Peak H-ours respectively!" ,J ":,,,; ,~o;..""j; 'iWil; :"""..1 'I: ;;.; ,~ " to'. ~ ~ "'1 M~M':~ &: fi.\>.:';
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5. New Intersection Approach B meets ACHD warrants for a signal for only the.. PM Peak Hour.
Approach B is currently predicted to operate at LOS D with a delay of 27.5 seconds during the
AM Pe-.ak Hour and at LOS F with a deta:\{ of 62.6 seconds during the PM Pook Hour. At
Approach B a signal should be added tt} improve the LOS. Approach B is predicted to operate
at LOS A with a delay of 5.6 seconds during the AM Peak Hour and a delay of 5.9 :~econds
during the PM Peak Hour with the addition oP'a signal.
6. New Intersection Approach meets ACHD warrants for a signal for only the PM Peak Hour.
Approach 2 is currently predicted to o,erate at LOS C with a delay of 18.0 seconds during the
AM Peak Hour and at LOS F with a delay of 54.1 seconds during the PM Peak Hour. At
~pproach 2 a signal shou.ld be ad~d to improve the LOS. Approach 2 is predicted to operate
a(LOS A with a delay of 4.6 seconds during th~,AM P~k Hour and a delay of 5.9 seconds .,
during the PM P%'!k Hour with the addition of a signal.
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Gwaahington Group International
~ --- < Integrated Engineeri~ Construction, and Mat:lCIgement Solutions
Blill:kmck llnd Cl1mpanil
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7. All other proposed site approaches meet the minimum LOS D requirements and no
improvements are necessary. All site approaches meet ACHD left turn warrants. See Appwdix
for ACHD 1l0mograpIli,
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Devices (MUTeD); a 'Signal is warranted at al) existing arterial-to-arterial intersections for
the build out volumes.
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9. Improvements to the Kuna-Meridian Road and Amity Road intersection are necessary to
accommodate the background and build out traffic volumes. Mitigations in Table 2 show the
results of possible mitigations. Thru lanes on Amity Road and left and right turn lanes on all
approaches should be added in order for the intersection to operate at capacity for the 2016
background condition. Although the buildout conditions are over capacity; no further mitigations
are possible due to roadway width constraints. The Blackrock and Compania development is only
responsible for 15.78o/&lof PM Peak Hour traffic impacts.
10. Improvements to the Locust Grove and Amity Road intersection are necessary to
accommodate the existing, background, and build out traffic volumes. The Locust Grove
and Amity Road intersection meets Peak Hour !lignal warrants. In addition to a signal. left
rum lanes should also be added to the LClCust Grove approache!'l. The intersection will optlfate
under capacity for the 2016 background conditions and at capacity for the 2016 build out
conditions under thefe recommendatioQ.lj,. The Blackrock and Campania development is
responsible for 43.30% of PM Peak Hour tratfic impacts.
II. Improvemeuts to the E~le Road and Amity Road intersection are necessary to
accommodate the background, and build out traffic volumes. The Eagle Road and Amity
Road intersection meets Peak Hour signal warrants. l'he intersection will operate under
capacity for the 20\~6 Background and Buildout conditions if a signal and thru lanes are add~.
The Blackrock and Campania development is responsibl~ for 26.82% of PM Peak Hour traffic
impacts.
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12. Improvements to the Kuna-Meridian are necessary to accommodate the existing and
background traffic volumes. The Kuna-Meridian Road and Lake Hazel Ro.d intersection
---"" " e, Pi' ti~lUr,e.{l...d~~~,UiG.d..,iu..AClID~~~=-~=
Capital Improvements Plan IP.'). A full signal warrant analysis is recommended before the
installation of a signal. Blackrock and Campania development is responsible for 25.10% of PM
:< P~k Hour traffic impacts.
13. Improvements to the Locust Grove Road and Lake Hazel Road intersection are necessary
to accomm&date the build out tramc volumes. The Locust Grove Road and Lake Hazel
Road intersection meets Peak Hour signal warrants. Blackrock and Compania development is
responsible for 69.43~f PM Peak Hour traffic impacts.
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14. Improvements to the Eagle Road and Lake Hazel Road intersection are necessary to
accommodate the blc.ground and build out traffic volumes. Tbe Eagle Road and Lake
Hazel Road intersectioIlt meets Peak Hour signal warrants. It is recommendeij that the
intersection be signalized. It is predicted that the signalized intersection of Eagle Road and Lake
,Hazel Road will otx:ratc::unckr capacity for the 2016 background conditions and at capaci&y for
the 2016 build out conditions. Blackrock and Compania developmePlt is responsible for 39.19%
of PM Peak Hour'ttaff.-ic impacts.
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, Intearated Enfheering, Construction, and Management Solutions
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B1..,krock."anu ,tllli*nia T1S_DBS
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15. Improvements are necessary to accommodate the existing, background, and build out
traffic vorumes at the intersection of Kuna-Meridian Road and Columbia Road. Utilizing
the signal warrant guidelines set forth in the MUTCD. a signal is warranted at the intersection of
Kuna-Meridian Road and Columbia Road. Signalization of the intersection was evaluated Using
:;..."!,<tj;,,~,,w (. ~ ,.;,~ - hIeS 4..u. This,>projec"'has;alreadyJlcen;identit:ied.jn.AGHD.nRAEJ:..2006Capita~lmp(~rt>l!leI,M~; !l::'<-,
Plan (ClP). A full signal warrant analysis is recommended before the installation of a signal.
The Blackrack and Campania development is responsible for 14.43% of PM Peak ij,our traffic
impacts.
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16. The Locust Grove Road and Columbia Road intersection is currently two-way STOP controlled
with stop signs on the Locust Grove Road"approaches. The intersection meets the minimum LOS
D requirements for existing, background, or buildout traffic volumes. No improvements are
necessary at the Locust Grove and Columbia Road intersection.
~..,~
17. The EagIe Road and (,~Iumbia Road intersection is currently two-way STOP controlled with
stop signs on the Eagle Road approaches. The interseqion meets the minimum LOS D
requirements for exiSting, background and buildout traffic volumes. No improvements are
necessary at the Eagle Road and Columbia Road intersection.
18. All roadways are IJelow COMPASS thresholds based on the build-out traffic forecasts for
the roadway network except Meridian Road nlo Lake Hazel Road and-Eagle Road % Lake
Hazel Road. No Improvements are warranted by this traffic study and additional capacity
analysis should be conducted on 2016 build-out traffic forecasts.
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19. The proplsed project is expected to generate.:$7,077,308 in development impact fees to the
Ada County Highway District. These fees are normally due at the time of building permits.
The following are the transportation-related improvements needed to accommodat~;the traffic
volumes generated by the Blackrock~and Compania dtvelopmoot:
New Int/Wsection Approach A meets ACHD warrants fgr a signal for the AMlPM Peak Hours.
~Tbe arterial roadway should be widened and a signal should be added to improve the LO~
New Intersection Approach L meets ACHD warrants for a signal for the AMlPM Peak Hours.
The arterial roadway should be widened and a signal should be added to improve the LOS.
New Intersection Approach B meets ACHD warrants for a signal for only the PM Peak Hour.
The arterial roadway should be widened and a signal should be added to improve the LOS.
New Intersection Approach meets ACHD warrants for a signal for only the PM Peak Hour. The
arterial roadway should be widened and a signal should be added to improve the LOS.
All other proposed site approaches meet the minimum LOS D requirements and no
improvements are necessary. All site apprd!lches meet ACHD left turn warrants. See App€ndix
for ACHD nomographs.
Nccording to sign~ warrant guidelines set forth in the Manual on Uniform Traffic Control
Devices )MUTCD~; a signal is warranted at all existing arterial-to-arterial intersections for
the build out volumes.
~"aShington Group International
W":grated En~eering, Conslructi~, altd ManCljement Solutions
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7. Improvements to the Kuna-Meridian Road and Amity Road intersection are necessary to.
accommodate the background and build out traffic volumes. Mitigations in Table 2 show the
r~ults of possible mitigations. The Blackrock and Compania development is only responsible fur
15.78% of PM Peak Hour traffic impacts.
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8. Improvements to the Locust Grove and Amity Road intersection are necessary to
accommodate the existing, background, and build out traffic volumes. Mitigations in Table 2
show the results of ~ssible mi~gations. The Blackrock and Compania deve..jopment is
responsible for 43.30% of PM Peak Hour traffic impacts.
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9. Improvements to the Eagle Road and Amity Road intersection are .cessary to
accommodate the background, and build out traffic volumes. Mliigations in Table 2 show the
results of p\>ssibl& mitigations. The Blackrock and Compania development is responsibl6 for
26.82%"oflPM Peak Hour traffic impacts.
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I O. Improvements to the Kuna-Meridian are necessary to accommodate the existing and
background traffic volumes. Mitigations in Table 2~how the results of possibl~mitigationsl>l
Blackrock and Gompania development is responsible for 25.10% of PM Peak Houfl traffic
impacts.
II. Improvements to the Locust Grove Road and Lake Hazel Road intersection are necessary
to accommodate the build out traffic volumes. Mitigations in Table 2 show the results of
po'hible mitigations. Blackrock and Compania devwopment is responsible for 69.43% of PM
'Peak Hour traffic impacts. I
12. Improvements to the Eagle Road and Lake Hazel Road intersection are necessary to
accommodate the background and build out traffic volumes. Mitigations in Table 2 show the
rw;ults of possible mitigations_.tHackro~ and Campania development is rll"-sponsible for 39.19%
of PM Peak Hour traffic impacts.
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13. Improvements are necessary to accommodate the existing, background, and build out
traffic v~lumes at the intersection of Kuna-Meridian Road and Columbia Road. Mitigations
in Table 2 show the results of possible mitigations. The B lackrock and Compania development is
responsible for J 4.43% of PM Peak Hour traffic impacts. ·
14. Based on commonly accepted guidelines, a left turn treatment is warranted for aoll new ~ite
approaches A through Land 1 through 4.
15. Future traffic analysis should be conducted to ensure that all internal roadways with front-on
housing have a projerted ADT less than 1,000.
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~ Integrated Engmeenrll. ClIIlstr-.:tIOn, and Mlffl'llement SoMtOns
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Blackrock and CompiI.ia TI~)BS
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INTRODUCTION
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Washington Group International (Washington Group) has been retained to prffPare a traffic impact study
for the proposed Blackrock and Compania Planned Community development located North of Columbia
<l.'O'i R3<di,~t1f'hFAm:itf"R.oad~"'\Vest of K un~erjdiatOO.oad~nd reas~ EagleiRoMt near~ar~dabo~~&", ":" ,,",',~\!' "
Figure 1 show~ the location of the project and its vicinity. The purpose of this report is to evaluate the
traffic impact~ resulting from the proposed development in the vicinity of the project. Th~fudy will
make recommendations for improvements to the transportation system, which will mitigate any
potentially adverse impacts of the development. This report is prepared in confonnance with the
requirements of a major traffic impact study. In particular. the scope of the~tudy includes the following:
.
Trip generation of the proposed development;
Trip distribution and traffic assignment of the site generated traffic;
Roadway capacity impacts on Amity Road, Lake Hazel Road, Columbia Road, Kuna-
~1eridian Roa~ Locust Grove Road, and Eagle Road in the project vicinity;
Impacts of AM/PM peak hour site generated traffic at the intersections of Meridian! Amity,
Locust Grove/Amity, Eaglel Amity, MeridianlLake Hazel, Locust GrovelLake Hazel,
Eagle/Lake.:Hazel, Meridian/Columbia, Locust GrovelColumbia, and Eagle/Columbia.
Impacts of the site generated traffic on the new site access intersections;
Any potential trans~)rtation mitigation measures.
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PROPOSED DEVELOPMeNT
The Blackrock and Campania project is a pro~sed planned oommunity development with approximately
3,521 single-family residential and 872,462 commercial square foot units. The proposed preliminary site
plan for the project is shown in Figure 2. This transpprtation study assumes the development will be
completed by the year 2016.
STUDY AREA CONDITIONS
Study Area
The area of influence will be Meridian. The area of primary impact wiM be along Amity Road, Lake
~~e! R~a.Q, ~~I~mb_ia. R?ad:, Kuna,-meri~ia~ ~o.ad, Locust .Grove R?~~, and Eag~e ~oad in ~e proj.ect
VICInity. ..the Ifjt8se&lOn~ cO'nsf8efed for Impa'Crs are"the d Istmg Mendlanl Anftr~:L6cust "Grovel Amay,
Eaglel Amity, Meridian/Lake Hazel, Locust GrovelLake Hazel, Eagle/Lake H'ltzd, M&idian/Columbia,
Locust Grove/Columbia, and Eagle/Columbia. The new site access intersections are also considered for
impacts. Site intersections A through L are residential intersectiom>' and I through 4 are commercial
intersections. See Ap~ndix Figure 2 for site access intersections.
II
Land Use
The project area is cun'ently zoned for rural uses.
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. '__ ~ Integrateti En~neerinA, Constructi~, acd Man<eement Solutions
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Blackrock and Compania TIS_DIlS
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EXISTING CONDITIONS
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Traffic Volumes
E~i:'i~g ~v~~g~~d~iry t~~~(f.Df)"~lu;~;; ~~d~ert'cl;~~~d~~~i>ife ~&~I~tS ~ ltCffi1 "A~~"-\:! ;0'::;
Highway District data. The AMIPM peak hour turning movement volumes were obtained by L2 Data
Collection. The 2030 foreca3t ADT was acquired from the Community Planning Association
(COMPASS). The existing daily and ~ak hour traffic counts near the site are summarized in Figure 3,
Road System
The roadmystem in the site vicinity is described below:
. Kuna-Meridian Road (Highway 6~) in a north-south. fiv$-lane;,facility that is classified as a
multi-lane principal arterial between 1-84 and Kuna Road. Kuna-Meridian Road is posted for
a speed limit of 55 mph between Columbia Road and Amity Road.
. Locust Grove Road is a north-south. two-lane facility that is classified as a minor principal
arterial. Locust Grove Road is posted for a speed limit of 50mph b<<ween Columbia Road
and Amity Road. :1
. Eagle Road north of Lake Hazel is a north-south. two-lane facility that is classified as a
principal arterial north of Lake Hazel Road and as a minor arterial south of Lake Hazel Road.
Eagle Road is posted for a s~ed limit of 50 mph betwewe Columbia and Amity.
. Amity Road is an east-west, two-lane facility that is classified as a minor arterial. Amity
Road is posted for a speoo limit of 50 mph betwee4l Meridian Road and Eagle Road. Mary
McPherson Elementary is located on Amity Road between Meridian Road and Locust Grove
Road. In addition to the existing school flasher and two school crosswalks; a school spwed
limit of 20 mph is posted on Amity.
. Lake Hazel Road is an east-west, two-lane facility that is classified as a principal arterial.
Lake Hazel Road is posted for a speed limit of 50 mph lwtween Meridian Road and Eagle
Road.
. Columbia Road is an east-west. two-lane facility that is classified as a minor arterial.
Columbia Road is posted for a sI'Ced limit of 50 mph between Meridian Road and Locust
Grove Road and is reduced to a posted speed limit of 45 mph between Locust Grove Road
and Eagle Road.
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The existing intersections in the site vicinity are described below:
. The intersection of Meridian! Amity is a signal ized intersection.
. The intersection of Locu51 Grove/Amity is all-way stop controlled.
. The intersection of Eagle/Amity is all-way stop controlled.
. The intersection of Kuna-Meridian Road/Lake Hazel Road is currently a two-way STOP with
stop signs on the Lake Hazel approaches.
. The intersection of Locust GrovelLake Hazel is two-way stop controlled with stop signs on
Locust Grove.
. The intersection of Eagle/Lake Hazel is all-way stop controlled.
" The intersection of Kuna-Meridian Road/Columbia Road is currently a two-way STOP with
stop signs 011 the Columbia approaches.
~ The t41te.'A>ection of Locust Grove/Columbia is currently a two-way STOP with stop signs on
the Locust Grove Road approaches.
" The intersection of Eagle Road/Columbia Road is currently a two-way STOP with stop signs
on the Eagle Road approaches.
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The new site intersections in the site vicinity are described below:
. Approach A is a t-intersection located on Kuna-Meridian Road, south of Lake Hazel Road.
. Approach B is a t-intersection located on Lake Hazel Road, east ot:"Xuna-Meridian Road.
,. ~ IlU " ~lApproaclhC.js a,t~ntersectiop loqated~.un .GQIUl},}bA~f.k......~..>~I.:.....r"", _ )=i:/~Ir't::{I~.;;tifRJifi.lIMi:.=Ii.__; i:-fl.<O:'i'!o
. Approach 0 is a t-intersection located on Lake Hazel Road to the west of Locust Grove: Road.
. Approach E, F, Gill and Hare t-intersections;located on Locust Grove Road.
. Approach I is a t-intersection with a divided median. Approach I is located on Locust Grove
Road in between Lake Hazel Road and Columbia Road. I
. Approach J and K are t-intersections located on Lake Hazel Road.
. Approach L is a t-intersection located on Eagle Road in between Amity Road and Lak@J Hazcl<
Road. Approach L is the only site access intersection to the Blackrock development.
. Approaches I, 2. 3, and 4 are located on the north, east, south, and west legs of Lake Hazel
Road/Locust Grove Road intersection.
See,.Appendix Figure 2 for new site access intersections.
STUDY PERIOD
~
The build-out year for this study will be 2016. This date was selected to allow ,j@r project approval,
engineering, construction, and full development of the site. The weekday AMlPM peak hour period was
analyzed for site impacts. Typic,ally the AM peak hour occurs between 7:00 AM and 9:00 AM whil~th~
PM peak hour ocoors b~ween 4:00 PM and 6:00 PM.
PROJECTED TRAFFIC
'.
:-:1
Site Traffic
Trip Generation
Sit~traffic generation is normally estimated by procedures recommended in the latest edition of the Trip
Generation Manual (7lh Ed) published by the Institute of Transportation Engineers (ITE). Trip rate.<>
estimated in the manual are based on actual driveway tmffic measurements performed on different land
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The site trip gene.ration is obtained by applying the trip rates from the Trip Generation Manual to each of
the uses of the site development. Table 1 pr~ents the summary of the site trip generation used in this
report. The proposed development is projected to gene,rate an ADT of 72,363 vehicles, of which the AM
peak hour traffic is 418414 vehicles per hour, and the PM peak hour traffic is 5,921 v~icles per hour.
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Trip Distribution
Once the generated
,. '__",: _,:t~~~~-kl~_
they must be
distributed to
geograiilhic origins
or destinations and
aS~'gned to
particular segments
of the transportation
network. The trip
distribution along
the roadway network
and turning ~'
movement
percentages were
based on previous
traffic studies. The
Source: Trig. G.,er~i~. Institut. ofTransportatiall Engineers. 7th Editon. distribution of the
site traffic along the roadway network is given in Figure 4 in the form of percentages of tot~l generated
traffic for the site. Figure 5 illustrates the internal site traffic distribution. Figures 6A and 6B present
the forecasted site traffic distribution on the roadway network.
I )
Trip Genwation Rate
24-hr daily rate
am peak hour rate
pm peak hour rate
otal Trips GWl&rated
24.hr daily rate
new
linked
am peak hour trips
. new
linked
pm peak hour rate
new
linked
9.57
0.75
1.01
44.32
2.03
2.71
33,696
19,776
13,920
2,641
2,002
638
3,556
2,705
851
38,668
24,747
13,920
1,773
1,135
638
2,364
1,513
851
72,363
44,523
4,414
3,137
5,921
~218
;;1
Background Traffic
Background (No-Build) traffic volumes for the year 2016 were obtained by applying a growth rate to the
existingr;traffic volumes and adding traffic from known subdivisions in the vicinity. BaSfd on previous
traffic studies an annual growth rate of 5.0% was used.
"
Build Out Traffic
The site traffic is added to the background traffic to obtain the total build-out traffic for th~ year 2016.
The combined traff.ic volumes for the 2016 background AMlPM peak hour were added to thg' forecasted
"'AM1PM)~ l1'dtfr trltfrtt"Vdftt~g>j~e'tle~11 by t~t ~~ an'd are shOWn in Figur~' 7 A llnd 7W.
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Mitigation 1: Add Thru
lanes on Am~y
Mitigation 2: Add Left
rum lanes on all
ap roaches
Mitigation 3: Add Right
tum lanes on all
approaches
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1,11
Owr capac~y
1.00 At capac~y
1,05 (Agr capacity
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Approach 2 meets ACHD warrants for a signal for only the PM Peak Hour. Approach 2 is currently .
prtdicted to operate at LOS C with a dt'~ay of 18,0 seconds during the AM Pea~Jlour and at LOS F with
a delay of 54.1 seconds durif\g the PM Peak Hour. At Approach 2 a signal should be added to improve
..!he ~~~~~P.l.ld~.P~~a ~r.~~",a.t L.~~.Hb~~_~a~_~RJr~~.J .~!'tU:,~. .....___.." !'
Hour and a delay of 5.9 seconds unng the PM Peitl~l'four'Wifll the a lOltlOn or~a signal. -- -- --
All other propvsed site approaches meet the;; minimum LOS D requirements and no improvements are
necessary. All site approaches meet ACHD left turn warrants. See Appendix for ACHD nomographs.
According to signal warrant guidelines set forth in the MUTCD (Manual on Uniform Traffic
Control Devices); a signal is warranted at all existing intersections for the buildout volumes.
The Kuna-Meridian Road and Amity .Road intersection is currently a signalized intersection. The
intersection currehtiy operates at capacity during the AM and PM Peak Hours. For the 20h6 Background
and Buildout conditions the existing siinalized intersection operates over capacity during the AM and PM
Peak Hours. Improvements to the Kuna-Meridian Road alld'Amity Road intersection are necessary
to accommodate the background and buildout traffic volumes. Mitigations in Thble 2 show the
results of possible.,mitigations. Thru lanes on Amity and left and right turn lanes on all approaches should
be added in ordtM for the intersection to o~rate at capacity for the 2016 background condition. Although
the bui1dout conditions are over capacity; no further mitigations are possible due to roadway width
conswaints. Blackrock and Compania development ~is only responsible for 15.78% of PM Peak Hour
traf,{ic impacts. .
The Locust Grove Road and Amity Road intersection is currently all-way stop controll~. For the
20\)6 Exist1ing conditions the intersection operates with a delay of 17.75 seconds at LOS C during the AM
Peak Hour and operates with a delay of 14.09 seconds at LOS B during the PM Peak Hour. The
intersection operates at LOS F with a delay of 169.99 seconds in the AM Peak Hour and a delay of
109.81 seconds in the"PM Peak Hour during the 2016 Background conditions. Improvements to the
Locust Grove and Amity Road intersection are necessary to accommodate the existi~~
background~ and buildout traffic volumes. The Locust Grove and Amity Road intersection meets
Peak Qour signal warrants. In addition to a signal, left turn lanes should also be added to Locust Grove.
Jhe intersection will operate under capacity for the ~016 backjround conditions and at 9apacity for the
2016 build out conditions under these recommendations. Blackrock and Campania development is
resp~>llsible fo~ 43.~0' of PM Peak Hour t;:-ffic i~pagts. ~
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The Eagle Road and Amity Road intersection is currently all-way stop controlled. For the 200.>
Exi..\;ting conditions the intersection operates with a delay of 22.52 second.. at LOS C during the AM Peak
Hour and operates with a delay of 22.63 seconds at LOS C during the PM Peak Hour. Improvements to
the Eagle Road and Amity Road intersection are necessary to accommodate the background, and
buildout tratlft: volumes. 'The Eagle Road and Amity Road intersection meets Peak Hour signal
warrants. The interse~ion will operate under capacity for the 2016 Background and Buildout conditions
if a signal and thru lanes are added. Blackrock and Compania development is responsible for 26.82% of
PM Peak Hour tmffic impacts.
The Kuna-Meridian Road and Lake Hazel Road intersection is currently a two-way STOP with stop
signs on the I!'!alre Hazel approach~. For the 2006 Existing conditions the intersection operat~s with a
delay of 117.70 seconds at ufs F during the AM Peak Hour and operates with a dtiJay of 48.40 seconds
at LOS E during tlle.f'yf Reak..Hour. The background and buildout Year 2816 condition is .pr~i~ted to
continue to optlratt):,~t LOS F during the in the AMJPM peak llIour. Improvements are necessary to
accommodate the existing and background traffic volumes. 'lhe Kuna-Meridian Road and Lake
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Hazel Road intersection meets Peak Hour signal warrants. This project has already been identified in
ACHD QOO3 Capital Improvements Plan (CIP). A full signal warrant analysis is recommended before
the installation of a signal. Blackrock and Compania development is re!9ponsible fo~5.1 ~'of PM Peak
HOIIlf traffic impacts.
"'.
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on Locust Grove. For the 2006 Existing conditions the intersection operates at LOS B with a delay of
12.70 seconds during the AM Peak Hour and 11.90 seconds during the PM Peak Hour. For the 2016
background conditions the intersection operates at LOS C with a delay of 18.70 seconds during the Al\1
Peak Hour and a delay of 16.90 seconds during the PM Peak Hour. Improvements are necessary to
accommodate the buildout traffic volumes. The L(Wust Grove Road and Lake Hazel Road
intersection meets Peak Hour signal warrants. Blackrock and Compania development is re,.sponsib1e
for 69.43o/~~of PM Peak Hour traffic impacts.
The Eagle Road and Lake Hazel Road intersection is all-way stop controlled. For thei\'2006 Existing
conditions the intersection operates at LOS B with a d~y of 10.29 seconds during the AM Peak ~our
and operates with a delay of 11.25 seconds during the PM Peak Hour. Improvements are necessary to
accommodate the background and buildout traffic volumes. The Eagle Road and Lake Hazel Road
intersection meets Peak Hour signal warrants. It is recommended that the intersection be signalized. It
is predicted that the signalized intersection of Eagle Road and Lake Hazel Road will!/; operat&; under
capacity ~r the 20J6 background cond~ion~...flnd at capacity for the 2016 build out conditions. Blackrock
and Compania development is responsibl~1 for 39.19% of PM Peak Hour traffic impacts.
:t"~
The Kuna-Meridian Road;: and Columbia Road'intersection is cuventiy two-way STOP controlled
with stop si@ns on the Columbia approaohes. F,?r the 2006 Existing qpn-ditions the intersection operates at
LOS F with a delay of 85.40 seconds during the AM Peak Hour and with a delay of 189.40 seconds
during the PM Peak Hour. Various mitigations were considered in order to achieve a desirable. LOS and
vlc ratio. Improvements are necessary to accommodate the existing, background, and buildout
traffic volumes"llt the intersection of Kana-Meridian Road and Columbia Road. Utilizing the signal
warrant guidelines set fOlth in the MUTeD (Manual on Uniform Traffic Control Devic~J.~ a signal is
warranted at the intersection of Kuna~eridian Road and Columbia Road. Signalization of the
intersection was evaluated Using HCS 4.lf. This project has already been identified in ACHD DRAFT
2006 Capital Improvements Plan (CIP). A filill1 signal warrant analysis is recomm~nded before the
instaUati~n of l\:; signy,1. Pljc;)croc~ a'1.d Conwaq,ia deYel~pmoot ,jIS responsible fqr J 4.43% of PM Peak
Hour traffic impacts. ...
'"
The Locust Grove Road and Columhia Road intersection is currently two-way STOP controlled with
<stop signs on the Locllst Grove Road approaches. The intersection I. meets the minimum LOS 0
requirements for existing, bac~round, or buildout traffic volumes. No improvements are necessary at
the Locust Grove and Columbia Road intersection.
The Eagle Road and Columbia Road intersection is currently two-way STOP controlled with stop
signs on the Eagle Road approaches. The intersection meets the minimum LOS-D reilquirements for
liWl<isting. background and bu:tldout traffic volumes. No improvements are necessary at the Eagle Road
an~".columbia Road intersection.
...
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VWathington Group International
- -- - Integrated EJiglneeri"lli, Construction, (II1d "'(II1agement Solutions
22
B~ock "od Compo";a TIS_DBS
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Roadway Capacity
The capacity thresholds dtGtermined by COMPASS for principal and minor arterials are as follows:
I'!;!t>l;".__fl~' :!~.:O~~A 5-fune'prindpa"arteriat.;toa~~n~dran ;Road) is ~7;~"Vehicle~~~a~f.:B@&B"'f"-- ~1.''''''1F,;-",r''Ei
. A 2-lane principal 3lterial road (Eagle Road n/o Lake Hazel Road and Lake Hazel Road) is 15,500
vehicles per day at LOS E.
. A 2-lane minor arterial road (Locust Grove, Eagle Road slo Lake Hazel, Amity Road, and
Columbia R~ad) is 14,000 vehicles lltr day at LOS D. ~
Merii:iiim Rd. Sllake Hazel 2005 17,646 28,743 7,050 35,0C() MI 22,100 Pifh~pal AlEffal ~
Ii
rJ.ake Hazel 1,1~ 12.8lJ> 14,000 8.600 ~or Arterial ~
Locust Gr<we Rd, 2<m 1,948 10,812
Locust Grove Rd, II/Lake HaZllI 2002 304 495 6.313 6,00iIil 14,000 5,700 "iAOr Arterial
E.Rd. nIlake Hazel l!OO4 4,380 7,135 10,600 17,800 15,500 12,800 Pmcipal Arterial
iI:( EaQlll Rd, slLake Hazel 2005 1,3911 2,274 1,7~ 4,000 14,000 9,0I;lQ l.WJor Arterial
AmItY Rd, I'lfLocust Grove 2i1106 5.284 8,eo7 3,012 11,700 14.C<<J 29,li11O Minor ArIilrial
Amity Rd. e/locust Grove 2006 5,050 8,226 5.!iOO 13,8~ 14.~ :11,500 Minor Ar\ill'ial
Lake Hazel Rd, w/Locust Grove 2004 3,260 5.310 8,388 13,7i11O 15,5Wl 29,sao Prl1c.al Arteri"
lake Hazel Ad. e/locusl Grove 21lO4 2,507 4.l!84 9,2lOO 13,Mo 15,500 28,660 Piil't::iIJlllIl Arteri!! ~
CoIJrDbia Rd. :mocust Grove 2004 2,700 4,545 3,440 8,000 14,000 10,400 ~jnor Alterial
CoiJmbll!l Rd. a/ Locust Grove 21004 3,336 5.434 2,325 7,800 14,000 11,otO Minor Arterial
. Growth Rate 5.00'1'0 .
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iii
.
Table 3 summarizes the future traffic projoctions and capacity requirements on roadways within the
vicinity of the site. All roadways are below COMPASS thresholds based on the build-out traffic
forecasts for ~he roadway network except Meridian Road nJo Lake Hazel Road and Eagle Road nJo
lmke Hazel Road. No Improvemehts are warranted by this traffic study and additional capacity
analysis should be conducted on 2016 build-out traffic forecasts.
Site Access and Circulation
II
Based on ~ommonly accepted guidelines. a lefllurn treatment is warranted at all site approaches.
All internal roadw'Ws with front-on housing do not have projected daily traffic volumes (ADT) less than
1,000. Future trafji'~alysis should be conducted to ~}1sure ~hat all internal roadways with on front
housing should ha'l~a projected ADT less than 1,000.
.
..
~,rWaShlnllton Group Intematlonal
V Integrated En"raen'1!:. Construction. 1Ild Marlalement Solutions
23
B1ackrock and Campania TlS_DBS
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Impact Fees
The proposed project is expected to gene~ate $7,077,308 in development impact fees to the, Ada County
Highway District. These fees are normally due at the time of building (iCCmits.
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Based Upon Ordinance 200
CONCLUSIONS
The following are the principle conclusions of the traffic analysis for the Blackrock and Compania
development.
The Blackroc;}( and Compania project is a proP'>sed planned community development with approximately
3,521 single-family residential and 872,462 commercial square foot units.
I. The-proposed deve.lopment is projected to generate an ADT of 72,363 vehicles, of which the,,AM
peak hour traffic is 4,414 vehicles per hour, and the PM peak hour traffic is 5,921 vehicles per
hour.
2. New Intersection Approach A meets ACHD warrants for a signal for the AM/PM Peak Hours.
Approach A is currently predicted~~o operate at Level of Sewvice (LOS) F. At Approach A the
roadway should be widened and a signal should be added'to improve the LOS. Approach A
is predicted to oIJerate at LOS B with a delay of 11.7 seconds during the AM Peak Hour and with
a delay of 10.4 seconds during the PM Peak Hour if the:,;roadway is widened and a signal is
added.
-'
3, Ne<<./lnter~ecmnIOAppr<'h L rfleets"ACHD warrants for a signal for the AM/PM Peak Iiours.
Approach L is currently predicted to operate at LOS E with a dday of 42.6 seconds during the
AM Peak hour and' operat~ at LOS F with a delay of 63.9 secondis during the Pl\1 Peak Hour. At ,
approach L a signal should be added to improve the LOS. With the..,.addition of the signal
Approach L is predicted to operate at LOS A with delays of 7.9 second and 6.6 seconds during
the AM and ~M Peak Hours respectively.
.
4. New Intersection Approach B meets ACHD warrants for a signal for only the PM Peak Hour.
Approach B is C'\\lrrently predicted to operate at LOS D with a delay of 27.5 seconds during the
AM Peak Hour and at LOS F with a delay of 62.6 seconds during ~the PM Peak Hour. At
Approach B a signal shouhFbe added to improve t6e LOS. Approach B is predicted to operate
at L~ A with a d~lay of~.6 seconds during the AM Peak Hour and a delay of 5.9 seconds
during the PM Peait Hour with the addition of a signal.
"
fi
5. ~$w Intel~ecrion Approach meets ACHD warrant8 for a signal for only the PM Peak HOUlr.
Approach 2 is currently predicted to operate at LOS C with a delay of 18.0 seconds during the
AM Peak Hour and. at LOS F with a delay of 54.1 se{;onds during the PM Peak Hour. At
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Approach 2 a si&nal should be added to improve the LOS. Approach 2 is predicted to operate
at LOS A with a delay of 4.6 seconds during the.; AM Peak Hour and a delay of 5.9 seconds
during the PM Peak Hour with the addition of a signal.
---=~ ~~.,..~.;<-;All...'OtheR<i:.pmposed sitw~ _ '" . i
improvements are necessary. xrr sit&-approac es meet
for ACHD nomographs.
. ~ D reWl.lI4,!!"ents l!l}d no
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7. According to signal warrant guidelines set forth in the Manual on Uniform Traffic Control
Devices (MUTCD); a signal is warranted at all existing arterial-to-arterial intersections for
the buildout volumes.
8. Improvements to the Kuna-Meridian Road and Amity Road intersection are necessary to
accommollate the back~round and build out traffic volumes. Mitigations in Table 2 show the
r~sults o~ possible mitigations. Thru lanes on Amity Road and left and right turn lanes on all
approaches should be adde.@ in order for the intersection to operate at capacity for the 2016
background condition. Although the buildout conditi011l are over capacity; no furthef mitigations
are possible due to roadway width constraints. The Blackrock and Comgania devtUopment is only
responsible for 15.78% of PM Peak Hour traffic impacts.
.~
9. Improvements to tbe Locust Grove and Amity Road intersection are necessary to
accommodate the existing, back8round, and build out trlJffic volumes. The Locust Grove
and Amity Road intersection meets Peak Hour signal warrant'l. In addition to a sigQ8l, left
turn laaes should also be added to fue Locust Grove approaches. The intersection will oj.1erate
under capacity for the 2016 background conditions and at capacity for the 2016 build out
conditions under these recommendatio~. The Blackrock and Compania devt:lopmem is
responsible for 43.30% of PM Peak Hour traffic impacts.
10. Improvements to tbe Eagle Road and Amity Road intersection are necessary to
accommodate the background, and build out tramc volumes. The Eagle Road and Amity
Road intersection meets Peak Hour signal warrants_ The inte.a:section will operate under
capacity ror the 20]6 Background and Buildout conditions if a signal and thru lanes are added.
The Blackrock and Compania dtWelopment is -responsible for 26.82% of PM Peak Hour traffic
impacts.
~
J I. Improvements to the Kuna-Meridian are necessary to accommodate the existing and
background traffic volumes. The Kuna-Meridian Road and Lake Hazel Road intersection
meets Peak Hour signal warrants. This project has already been identified in ACHD 2003
Capital Improv~ents Plan (CIP). A full signal warrant analysis is recommended before the
installation of a signal. Blackrock and Compania development is responsible for 25.10% of PM
Peak Hour traffic impacts. ,.
12. Improvements to the Locust Grove Road and Lake Hazel Road intersection are necessary
to accommodate the buil4-..put traffic volumes. The Locust Grove Road and hake Hazel
Road intersection meets Peak Hour signal warrants. Blackrock and Compania development is
responsible for ~.43%' of PM Peak Hour traffic impacts.
-
n. Improvements to the Eagtt Road MId Lake Razel Road intersection are necessary to
accommodate the backgroundl and build out traffic volumes. The Eagle Road and Lake
Haze' Road jntersection meets Peak Hour signal warrants. It is recommended that the
intersection be signalized. It is predicted that'tbe signalized intersection of Eagle Road and Lake
1\1 Wa....ington Group InternatiGnal aI_rock and Compania TIScl-~~
. . Intewated Engineering, Construction. and Management Solutions
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Hazel Road will operate under capacity for the 2016 bac~ground conditions and at capacity for
the 2016 build out conditions. Blackr~k and Compania development is responsible for 3~.19%
of PM Peak Hour traffic impacl~.
"~~l~ ~.mi i:w:~)14. Imppemen~rG~necessaw to,v!lccommodat'?:~th~existing,J>ackground.Jlrq,puild~out~-...J!'; ~ :& m:->;<;:=
traffic volumes at the intersection of Kuna~eridian Road and Columbia Road. Utilizing
the signal warrant guideline~ set forth in the MUTCD, a signal is wan'anted at the intersection of
Kuna-Meridian Road and Columbia Road. Signalization of the intej'section was evaluated Using
HCS 4.1 f. This project has already been identified in ACHD DRAFT 2006 Capital Improveme.nts
Plan tCIP). A full signal warrant analy~s is recommended before the installation of a signal.
The B1ackrock and Compania developme~t is responsible fbr l4.43<JB of PM Peak Hour traffic
. ' .
Impacts.
"
15. The Locust Grove Road and Columbia Road intersection is currently two-way STOP controll~
with stop signs on the Locust Grove Road approaches. The intersection meets the minimum LOS
D requirements for existing, bac;;.kground, or buildout traffic volumes. No improvements are
necessary at the Locust Grove and Columbia Road intersection.
16. The Eagle Road and Columbia Road intersection is currently two-way STOP controlled with
stop signs on the E~le Road approache~. The intersection meets the minimum LOS D
requirements for existing, background and buildout traffic volumes. No improvements are
necessary at the Eagle Road and Columbia Road intersection.
17. All roadways are ~low COMPASS thresholds based on the build-out traflc forecasts for
the roadway network except'Meridian Road n/o Lake Hazel Road and Eagle Road nfo Lake
Hazel Road. No Improvements are warranted by this traffic study and additional capacity
analysis should be conducted on 2016 build-out traffic forecasts.
.:-
"
.
18. ~he proposed project is expected to generate $7,077,308 in development impact fees to the
Ada County Highway District. These fees are normally due at the time of building ptrmits.
The following are the transportation-related improvements needed to accommodate the traffic
volumetl generaled by the Blackrock and Compania development:
I. New Intersection Approach A meets ACHD warrant, for a signal for the AMIPM Peak Hours.
The arterial roadway should be widened and a signal should be added to improve the LOS.
2. New Intersection Approach L meets ACHD warran~ for a signal for the AM/PM Peak Hours.
The arterial roadway should be widened and a signal should be added to improve the LOS.
3. N&w Int~rsection Approach B meets ACHD walTants for a signal for only the PM Peak Hour.
The arterial roadway should be widened and a signal should be added to improve the bOS.
4. New lntersec!ion Approach meets ACHD warrants for a signal fo~ only the PM Peak Hour. The
arterial roadway should be widened and a signal should be added to improve the LOS.
..
5. All other 'proposed site approaches meet the minimum r.OS D requirements and .no
limprovements are necessary. All site approaohes meet ACHD left turn warrants. See AQpendix
for ACHD nomogqtphs. ..)
~
W Washington Group Int.rnational
, ." ' Integrated Engineerir.lli. Construction. and Manalilf3ment Solutions
26
Blakro<:k .,d "omp"nja TlS~BS
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6. According to signal warrant guidelines set forth in the Manual on Uniform Traffic Control
Devices €MUTCD); a signal is warranted at all existinlJ arterial-to-arterial intersections for
the build out volumes.
" ..
~'a*",,''''''' ~ k,J,mprowments!:<tQ,JheJ<.un~~leridian. Road,flnd",AmitY,l:WidJ~s&i~~,mwJ.2...._.__w.,W;<'i
accommodate the background and build out traffic volumes. Mitigations in Table 2 show the
results of possible mitigations. The B1ackrock and Compania development is only responsible for
15.78o/ClIof PM Peat Hour traffic impacts.
.:::
8. Improvements to the Locust Grove and Amity Road intersection are necessary to
accommodate the existing, background, antf'build out traffic volumes. Mitigations in Table 2
show th~ results of possible mitigations. The Blackrock and Compania development is
responsible for 43.30% of PM Peak Hour traffic impacts. "
9. Improvement~ to the Eagle Road and Amity Road intersection are necessary to
accommodate the background, and build out traffic volumes. Mitigations in Table 2 show the
results of possible mitigations. The Blackrock and Compania dwelopmoot is responsibl~ for
26.82% of PM Peil~Hour traffic impacts. · .. .
fO. Improvements to the Kuna-Meridian are necessary to accommodate the existing and
background traffic volumes. Mitigations in Table 2 show the results of possible mitigations.
Blaclc.rock and Compania development is responsible for 25.10% of PM Peak Hour traffic
impacts.
11. Improvements to the Locust Grove Road and Lake Hazel1Road intersection are necessary~.
to accommodate the build out traffic volumes. Mitigations in Table 2 show the results of'
posS'l'ble mitigations. Blackrock and Compania d<:..velopment is responsible for 6~.43% of PM
Peak-Hour traffic impacts.
s
12. Improvements to the Eagle Road and Lake Hazel Road intersection are necessary to
accommodate the background and build out traffic volumes. Mitigations in Table 2 show the
results of possible mitigations. Blackrock and Compania development is responsible for 39.19%,
of PM Peak Hour traffic Mnpacts.
~;
liS. Improvq:,ments are necessary to accommodate the existing, background, and build out traffic
volumes at the intersection of Kuna-Meridian Rbad and Columbia Road. Mitigations in Table 2 ;';
show the results of possible mitigations. The Blackrock and Compania development is
.
responsible for 14.43% of PM Peak Hour traffic impacts.
14. Based on commonly acceptM guidelines, a left turn treatment is warranted for all new site.:
approaches A through L and I through 4.
15. Future traffic analysis should be conducted to ensure that all internal roadways with on front
housing should have a projected ADT less than 1,000.
.
0=1
~
~WashlngtQl1 Group Intemational
'. . IntElIIrated Enhft\eering. Conslrt4:tion. ~d M~agement Solutions
27
Blackrock and Compallia TIS_DBS
<
REFERENCES
:;0
"Trip Generation 7th Edition,'. by Institute of Transportation Engin~rs-:-. Washington D.C., 2003.
~~4f~~~~-:@:.~~~~!~:ct} (.~~=-+:.I.. ~tI!:~~':"ri!:tff{iO"Jf:J ~:@o~~ ~~ :~~~~~~~~~(Ij:w~~~J.j,~;;:,,"""':TJ~~~=-::::- :,i,1 ~I ~i~~~
~
"Highway Capacity Manual 2000," Transportation Research Board, Washington D.C.
"Development Policy Manual," Ada County Highway District,'1uly 2003.
~:
Impact Fee Ordinance 1!OO, Ada Cbunty Highway District
"NCHRP 279, Intersection Channelization Guide," Trans\lOrtation Research Board. 2002
.
"'
"City of Meridian Comprehensiv~ Plan"
COMPASS 2030 Traffic Model
..
'I
>;:\l
~
~
.
"
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~
~Washington Group International
~ Inte(Jated Ercinerifllil Construction. and Management Solutions
28
BI..;trock and Compania TIS._DBS
.'
~
~i
APPENDIX
~~Wu.'!~~ ~~ ~~t~le:r,;~~~t'~'W~"''''.J ~t~~:!~~~~ ::i~!~~ ~e:tJio>>~~)E{.~!O;~.K~}~ i.:~~@ :ii:(~): ~..:~~ ill t;~~ '.
-
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-
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-
~ Washington Group International
~ Integrated EngIAeerln. Conslrmtion. and Ml!!1agemenl Solutions _
29
Blackrock and COIn.lani. TIS..DBS
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Mer._ _M, '.J~
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February.l,2005
Strata, Inc.
8653lfest!IJckalftoFe ririvl
Beise, IcIabo 83709r.
FII. 20&3'M.8200
208.376.820 1
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GEOTECHNICAL ENGINEERING & MATERIALS TESTING
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GE':::.TECH~C..l.l cNGlnEER~ S~TER:AL~ .....E8TI;>H.:;
:J'''\-r~c;>r~;-T ,t--YCir<A. ~~ Cfycu)\d uF
Mr. Dave Turner
Black Rock, LLC
10040 Highlander Road
Boise, Idaho 83709
February 11, 2004
File: BLAROC B05006A
"
RE:
REPORT
Geotechnical Evaluation
Proposed Black Rock Subdivision No.1
Meridian, Idaho
~
Dear Dave:
Strata, Inc. has performed the authorized geotechnical engineering evaluation for the Proposed Black
Rock Subdivision No. 1 to be located in Meridian, Idaho, The purpose of the geotechnical evaluation was to
explore the subsurface soil conditions at the project and to provide geotechnical engineering criteria to
assist planning, design, and implementation of the project infrastructure including earthwork for site grading,
The geotechnical evaluation was performed in general accordance with our confirming proposal dated
December 21, 2004.
Our assessment of site conditions for geotechnical properties, and our geotechnical opinions and
recommendations for final planning, design and construction of the project infrastructure are presented in the
following report. Portions of individual sections of this report cannot be relied upon without the supporting text.
The report recommendations may be referenced, but should not be used and relied on, nor do we authorize
their use to provide engineering services for individual lots,
The granular soil conditions encountered, in our opinion, are complexed relative to assessing how and
where water that infiltrates into the soil will move through it If stormwater and other sources of water are
introduced into these granular soils, the potential for water to adversely impact below-ground structures, such
as basements, significantly increases. The below-ground structures -,should be protected from seepage,
recommendations for which ar~ in this report. Additionally, new lot owners considering basements should be
advised of this concern and our recommendation. Ultimately, the safest solution would be not to have a
basement
\I
!:1l
The success of the proposed construction will depend on following the report recommendations and our
participation during construction. We understand Strata is retained to provide geotechnical consultation and
testing services during final design and construction to verify soil conditions and to confirm our report
recommenGaHo!'\s are followed. In addition, we recommend individual lot development utilize Strata to provide
geotechnical service for specific residential structures. It has been our experience that maintaining continuity
by using the project geotechnical consultant for development of individual lots reduces the potential for soil
engineering related errors and omissions and contributes to overall project success and economy.
.
We appreciate the opportunity to work with you on this project. Please do not hesitate to contact us if
you have any questions or comments.
:~
-
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;.
.
IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING
'.nA""'c...::a...,.....o""..o.....h ........._ Q,t.::;e::-::;;.lh' L'......'~_~__.~_ ~....._ n_~__ 1.1_'-" ....---...."""" ..... _.....- --- _.~.-
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~
TABLE OF CONTENTS
"
PAGE
i NTR 00 U CTi 0 i\i .........................,..........."..............,.,..................,."..,.,.....,............. 2
Site Description ................. ........,............................................. ................. ..,.......... 3
Proposed Construction,...... ...,.... .................. ................ ...............,..'................ ...... 3
Field Exploration........ .............. ....................... .,. ......... ........ ....... ................ ...... ..... 4
Subsurface Conditions............ .....,....... ........ ... ............,.. ............ ......,....,......... ...... 4
Laboratory Testing ..... .... '" ...... .... ...... .............. ............ .... ........... .... ............. .... ...... 5
OPINIONS AND RECOMMENDATIONS................. ..... ............................ ................ 6
General.. ................... .........,.... .......... .......... ......... ....... ...... .......... .....,...... .............. 6
Earthwork/Site Preparation ... ......... ..... .... ........ ..... .... .,. ..... ......... ..... ......... ..... ......... 6
Wet Weather ... ..... ..... ...... .~. ..... ............ ............ ....... ......... ............ .............. ............ 8
Expansive Clay (Site Preparation) ...... .... ........................... .... .......... ............... ...... 8
Slope Stability. ... ....... ....... ....... ......... ..... ..... ..... .... ... ....... ......... ....... ....... ... .............. 9
Bearing Soil..... ..................... ................. ................... .,. ........., .......... ............. ....... 10
Foundations. .........,... ............ .................. ..............,................ ..... ....... .... ............. 11
Basement Wall Design.... ... ... ..... ............................. ......... .... ....... ..... ...... ... .......... 12
Floor Slab, Sidewalk, and Pavement Areas ........................................................ 12
Pavement Design .. .... .................................... ..................................... ............. 13
Stormwater Disposal.. .,. ..... ...... ........ ....... ..... .......... .......... ........... .........,.. ............ 14
Surface Water Management for Individual Lots .................................................. 15
CONSTRUCTION OBSERVATION AND TESTING .Hh~u~nH~..u....~.........90.nHn..~~~. 18 '.
EVALUATION L1MITIA TIONS ........... ....... .... ...... ........ ................. ..... .... ....... ..... ......~. 18
.
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IDAHO MONTANA NEVADA
UTAH WASHINGTON WYOMING
tJl
J\
REPORT
,:;
Geotechnical Evaluation
Proposed Black Rock Subdivision No, 1
Meridian, Idaho
~,
INTRODUCTION
~: (
.
Strata, Inc, has completed a geotechnical evaluation for the proposed Black
Rock Subdivision NO.1 located southwest of the intersection of Eagle and Amity Roads
in Meridian, Idaho. The:~: proposed BJack Rock Subdivision will be a 40-acre, 44-Lot
Subjivision to be constructed on a topographic high that occurs on the parcel. The
project site is underlain by surficial silt and clay, cemented silty sand and sand and
gravel. This geotechnical evaluation has been prepared to address Ada County code
with respect to the distribution of soils and groundwater beneath the project site.
.
Specifically, we have addressed the following issues:
1. Observed and documented the distribution of subsoils and the reusability
8f the on-site soils for structural fill.
2. Checked for the presence or absence of exp~nsive soils. II
3, Evaluated the depth to groundwater and the estimated infiltration rates of
subsoil with I\8spect to subsurface stormwater disposal.
Observed the distribution of roadway subgrade soils with respect to
I.
R-value for pavement design. ~
5. Evaluated soil conditions at the wastewater pond site to provide
recommendations for side slopes and earthwork.
;~I
6. Evaluated native subsoils and earthwork grading with respect to providing
support for residential foundations.
7. Prepared recommendations for site drainage, specifically as it pertains to
surface water relative to residential crawl space and long-term _i
performance and construction of basements relative to the effect of
1.! subsurface drainage or infiltration.
IL....~..'
The followin.~ sections present the site description, proposed construction, field
exploration, subsurface conditions, laboratory testing, engineering opinions and
recommendations.
~
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'I
IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING
..1'\11I."".... r.....,.....,..............._...L. ,.........-
Pro~osed Blac:, Rook Subdiv~s~bn No, 1
tile 8Li\ROC 805006/1
Page No 3
Site Description
II',
The site is located south of Amity Road and west of Eagle Road in Meridian,
1l: Idaho as shown on the Vicinity Map on Plate 1, A 3,OOO-foot road is pianned off South
'"
~:.
Eagle Road to access the project site. The 40 plus-acre residential subdivision site
Slopes from the southwest, at approximately Elevation 2,750 feet above (MSL), to the
"'-1
northeast at 10:1 horizontal to vertical (10 percent grade) to a topographic low of
approximately 2,695 feet. The lower part of the site is presently a turf farm. Organic
sod piles and undocumented fill exists over the subdivision site allld their approximate
limits are shown on the Test Pit Location Plan, Plate 1. The subdivision site was
covered with native grasses and vegetation.
~
Proposed Construction
We understand the proposed 44-lot Black Rock Subdivision NO.1 is planned to
be constructed on an approximately 40 plus-acre site. A 3,000-foot road is planned
from South Eagle Road to access the proposed subdivision. Cuts of 4 to 14 feet are
planned in the southwest portion of the site and fills of 10 to 27 feet are planned in the
east and northwest portion of the site. The fill will be contoured to develop pre-graded
.
rim lots along the northeast boundary of the subdivision as shown on Plate 1. Daylight
basement construction is being conSidered':' for the rim lots. Additionally, basement
foundations may be considered for interior lots.
Grading of the property will include contouring the <topography resulting in pre-
r
graded, residential building pads. The fill and cut slopes are planned to be 3:1,
.
horizontal to vertical. Wastewater from the subdivision is plar,:med to be stored in a lined
wastewaJer lagoon located in the flat area north of the subdivision. The cut slopes for
the wastewater pond are also planned to be 3:1, horizontal to vertical. The wastewater
~I
will be distributed to the turf farm via sprpy irrigation. Stormwater will be collected and
j.;
channeled from each pre-graded lot by a surface water disposal system. Stormwater is
planned to be disposed_of via subsurface drainage trenches. Utility trenches will be
constructed such that sanitary sewers will be installed at a depth of approximately 15 to
"'
20' feet below finish grade. Residential streets will service the subdivision and Taconic
..
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$
IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING
'"
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PrGpo~ed Black Rock Subdivision No, I
File: BlAROC B05006il
Page No, <l
iJrive will be the collector street to provide access from the Subdivision and to Eagle
Road.
Field Exploration
".
c;
On January 21, 2005, Strata observed the excavation of 16 test pits over the
project site. Three test pits were accomplished along the access road alignment and
:1
the remaining test pits were distributed over the proposed subdivision as shown on
Plate 1, Test Pit Location Plan. The test pits were exc'ivated to a maximum depth of 21
feet with a John Deer Trackhoe excavator. The logs of the test pits are presented in
Appendix A. '" The Unified Soil Classification System (USCS) is included as Plate 2, to
~-
interpret the terms presented on the test pit logs and in this letter report.
Two observation wells were installed in Test Pits TP-13 and TP-15. The
observation wells could be used to monitor long-term groundwater levels. Two
infiltration tests were accomplished in Test Pits TP-11 and TP-13 to evaluate the
infiltration capacity of the underlying subsoil. The results of the infiltration tests are
presenteGl on the Test Pit Logs and on Plate 1.
m
Subsurface Conditions
The overall site is underlain by alluvium with interbedded silt, clay and silty sand
underlain by gravel of the Sunrise Terrace. The thickness of the grave! is anticipated to
I :(.J: bE: approxim8tel'y' 40 feet beneath the ground surfacE:. ;h~ lower 2c~ess road alignment
as designated by Test Pits TP-14, 15, and 16 is underla in by a thin layer of silt and silty
(.
sand to depths of approximately 3 to 5 feet. The silty sand contained some clay fines in
Test Pit TP-16; however the silty sand contained calcium carbonate and gravel
fragments in Test Pits TP-15..and TP-14. The silty sand was underlain by clean gravel,
which extended to Jhe termination of the test pits along the road access alignment.
Groundwate"r was encountered at a depth of approximately 7 feet in Test Pit TP-15. We
anticipate the depth to groundwater wi!! fluctuate with seasona,1.irrigation, therefore, we
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anticipate the water level could rise to 3 to 4 feet beneath the ground surface during
irrigation season in the area of TP..15.
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IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING
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Proposed Black Rock Subdivision 1'10, 1
Fiie: BLAROC E0500E'A<<
Page No, 5
8~~
The subdivision IS topographically higher than the access mad and is
underlain by surficial silt and clay in .!he upper 2 feet of the profile. In general, the silt
oJ
topsoil was encountered west of Taconic Drive and fat clay with sand was encountered
in the test pits located east of Taconic Drive. The clay soil had a moderate plasti~ity
.
'vvith a liquid limit of 55 and a plastic index of The clay has moderate shrink/swell
>.
potential. The surficial silt and clay topsoil was underlain by silty sand, which wa1s
generally moderately to highly cemented with calcium carbonate. The cemented silty
sand varied in thickness from 3 to 5 feet in the west portion the subdivision site to as
much as 20 feet in the northeast portion of the site, specifically Test Pits TP-1 and TP-3.
Interbedded layers of sand and gravel were encountered beneath the cemented silty
sand, particularly in the west portion of the subdivision. The gravel layers contained
sporadic cemented zones; however, generally uncemented gravel was encountered in
majority of the test pits located in the west portion of the subdivision site. The gravel
deposit contained cobbles of up to 12 inches in size. No groundwater was encountered
to a depth of 21 feet~n the area of the proposed subdivision. We anticipate the depth to
groundwater can vary with seasonal irrigation, however, we would anticipate high
groundwater to be greater than 15 feet beneath the existing ground surface. An
observation well was installed in Test Pit TP-13 to a depth of 18 feet beneath the
ground surface. This observation well should be monitored to verify the depth to high
...
water during irrigation season.
laboratory Testing
;01
Soil samples obtained in the field were taken to our laboratory for further
classification and testing. All testing was accomplished referencing ASTM procedures.
Specifically, we accomplished Atterberg limits, in situ moisture density, grain-size
:((
analyses, direct shear analysis, and R-value testing for pavement design. The
Atterberg limits tests were performed on the on-site clay to evaluate its expansion
potential. A direct shear analysis of the loosest subgrade soil was accomplished to
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evaluate the lower bound strength properties for the proposed cut and fill slopes. R-
l<
value testing was performed on the subgrade samples",on the roadway alignments to
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IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING
www.strataCleotech.com
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Proposed Black Roci'.SubdiJfsf&n NO.1
File 8LAROC 8050G6P-.
NO.5
evaiuate pavement design sections. Grain-size analyses were performed en subsoils to
evaluate their infiltration characteristics. The laboratory' test results are presented on
the test pit logs and presented in Appendix B.
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);OPINIONS AND RECOMMENDATIONS
General
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It is our opinion that the site is suitable from a geotechnical standpoint for the
..
proposed residential subdivision, provided the recommendations in this letter are
accomplished. The recommendations contained in this report reflect our understanding of
the location and configuration of the proposed residential lots, topography and subsurface
conditions. If design plans change (e.g. structural loads or traffic patterns are significantly
different from what we have assumed or were provided), or subsurface conditions
between test pit locations vary significantly from what was observed during our subsurface
evaluation, we should be notified to review the report recommendations and make any
necessary revisions.
The report recommendations reflect a straight-line interpolation and extrapolation of
the subsurface conditions between and Beyond the test pit locations. However, the soil
conditions may vary at the proposed site. The variation in subsurface conditions will not
be known until construction, and may cause changes to construction plans and/or costs.
,A
EarthworklSite P~eparation
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We recommend that any topsoil with roots be stripped to a 'pepth of 6 to 12 inches
beneath planned improvements. The topsoil with organics can be stockpiled on-site for
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landscape areas. Organic sod stockpiles and undocumented fill were observed on-site
and their approximate limits are shown on Plate 1. Both the organic sod stockpiles and
the undocumented fill should be stripped from the site to native subsoil prior to earthwork
grading. All test pits should be located in the field by survey methods. The test pits should
be located and staked prior to any earthwork site grading. Any test pits, which are located
beneath building lot areas, (specifically TP-2, TP-3, TP-4, TP-5, TP-6, TP-7, TP-8, TP-9,
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IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING
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Black Rock SUber.iIS?l!Jn No.1
;='1re 8LAROC 8050C6A
No.]
TP-1G, TP-12,
3, and
14~ should be
J
and replaced wit,\;,J structural fill
~
in accordance with the recommendations in this report
The stripped subg In building, pavement, and sidewalk areas shouid be
proofrolled with a minimum of 5 with a heavy roller with a minimum drum weight of
5 tons. If weaving or pumping is observed, those areas should be removed to firm soil
and replaced with structural fill. In locations where clay subgrade is encountered in
building and flatwork areas, the preparation procedure outlined in the Expansive Clay
Section should be accomplished.
Structural fill could consist of previously excavated on-site inorganic silt, cemented
or uncemented silty sand, sand and/or gravel with varying amounts of cementation and
;:
cobbles than 6 inches in size. The above material should be moisture-conditioned to
within 3 percent of optimum moisture content for compaction. The on-site, moderately
plastic clay was encountered in Test Pits TP-1 through TP-5, which are in fill areas of 9 to
27 feet. Therefore, the clay soil will be covered with overlying structural fill. The on-site silt
and silty sand is moisture-sensitive and will be difficult to re-.use during inclement weather.
Off-site structural fill, if required, should consist of sand and gravel with less than 10
'"
percent passing the No_ 200 sieve and cobbles than 6 inches in size. Acceptable off-
site structural fill should classified as 'SM, GP, and GM in accordance with the
Unified Soils Classification System (USCS), Plate 2_ l.)
StruCJl:ural fill should be placed to subgrade elevation in ul1iform, maximum 8-
inch-thick, loose lifts and compacted to a minimum of 95 percent of the maximum dry
t;;)
density of the soil, as determined by ASTM D 698 (Standard Proctor). For deep fills
exceeding 10 feet in thickness, fill placed than 10 below final grade should be
~
compacted to 100 percent of ASTM 0 698 to lessen the potential for settlement the
=-
lower fill. This assumes that heavy compacti~ equipment such as rollers with a minimum
drum weight of 5 tons is used. The maximum loose lift thickness should be reduced to 6
inches where STaller and/or lighte~jcompaction equipment is . We understand Strata
will be retained to perform field density testing of structural fill for the subd1t'ision grading.
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IDAHO MONTANA NEVAOA OREGON UTAH WASHINGTON WYOMING
&.............. .........._<l.____....._L ----
Proposed 81ack Rock Subdi\/i::Non No.1
File BLAROC 805006.4
Page NO.8
Wet Weather
We recommend that site construction be underta'ken during dry ~~eather conditions~
If the site construction, particularly grading, is undertaken during wet periods of the year,
the siit, silty sand or clay will be susceptible to pumping or rutting when subjected to heavy
loads from rubber-tired equi~ment or vehicles, which exert a point load. Wet w~ather
.
earthwork should be performed by low pressure, track-mounted equipment that spread
and reduce the vehicle load. It may be necessary to use a smooth-blade backhoe bucket
to lessen the disturbance of the silt, silty sand or clay. Work should not be performed
'"
immediately after rainfall. All soft and disturbed areas should be excavated to undisturbed
~
soil and backfilled with structural fill as recommended in the Earthwork section of this
report. Assuming the soil is wet and soft but not disturbed, the initial layer of fill placed
over the native soil should be at least 18 inches in depth. Compaction of the fill should be
"'
sufficient to preclude pumping of the native soil.
In summary, careful construction procedures are paramount to the successful
grading operation if the native silt, silty sand or clay soil is wet and soft. Consulting us
prior to initiating this type of construction is recommended to maximize earthwork
"efficiency and achieve a stable subgrade.
A
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Expansive Clay (Site Preparation)
Moderately expansive fat clay with sand was encountered~in Test Pits TP-1 through
TP-5 in the southeast portion of the project site where 9 to 27 feet of structural fill will be
required to achieve final grade. Therefore, in those areas of the site, the expansive clay
sail will probably not be encountered at foundation subgrade except if basements are
considered. The distributign of the expansive' clay soil could be such that the clay is
encountered near foundation subgrade an some of the lots, particularly on the east side of
Taconic Drive. Therefore, in locations where clay subsoil is encountered at subgrade
'II
elevation, the following site preparation procedures should be accomplished.
...
The upper clay subsoil varies from 1 to 2 f~et in thickness and has moderate to
high plasticity with a liquid limit of 55 and plastic index of 36. Based on experience on
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IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING
_....__...._ _.... - _t. _ ~~.
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Proposed Black Rock Subdivision No. 1
Fiie BU\ROC B05006A
Page No. ~l
other sites in the area", the on-site plastic clay has moderate expansion potential estimated
at 5 percent swell at 100 psf surcharge and could be subject to heave of approximately 1
inch if the soil becomes saturated, based on the thickness of 2.0 feet. Based on the
proposed grading, it is possible that t~!3 native clay may underlie proposed building
foundations or concrete flatwork east of Taconic Drive. It appears that the expansion
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potential beneath building foundations with a contact pressure of 1,000 psf or greater is
negligible. Since the in situ cla~; soil is at a moisture content of less than 20 percent and
has pocket penetrometer shear strength values of 2 to 3 kips per square foot, the potential
for foundation settlement is low.
.
Based on the existing site conditions, the native plastic clay has moderate
expansion"potential ~ue to its shrink/swell characteristics and its 1.5 to 2-foot thickness.
Exterior flatwork should have caulked joints to limit the potential of water to enter the clay
subgrade. Excess water entering the moderately expansive clay subgrade could cause
the ground to heave approximately 1 inch, which could cause cracking of concrete
flatwork. In locations where flatwork or foundations are planned to be constructed on the
native clay, we recommend the clay bEt, scarified to a 6-inch depth and moisture
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conditioned to approximately 2 percent wet of optimum moisture content and compacted
prior to placement of foundations or base course for concrete flatwork. The above site
preparation procedure will help mitigate the potential for movement of the onsite clay
beneath foundations and flatwork. Alternatively, to constructing directly on the moderately
expansive clay, foundations, and flatv{~:xk could be constructed on the underlying
cemented silty sand or granular structural fill placed over the cemented silty sand.
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Slope Stability
. Both fill and cut slopes are planned for thew proposed development A 10 to 30-
'~
foot-high fill slope is planned along the north boundary of the proposed residential lots.
::!
The fill will be placed over native ground that is at a slope of approximately 10 percent.
We anticipate the fill material will"! consist of on-site silty sand and sand and gravel
subsoils. The fill is planned to be constructed at a finished slope of 3 Horizontal to 1
Vertical (3H:1V). We understand the finished slope wi!! be vegetated' with native
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IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING
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,Droposed Slack Rock Subdivision No.1
Fiie: BLARCC 805006A
Page NO.1 0
masses. The fill will be constructed as a structural fill in accordance with the Site
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Earthwork/Preparation recommendations in this report. It is our opinion that the
proposed structural fill will be stable based on the planned materials and final
anticipated slope geometry as described in this section. Cuts are .planned at 3: 1, ,.~
horizontai to verticai, slope in the southwest part of the subdivision in native cemented
silty sand, sand and graveL.., It is our opinion that cut slopes will be stable for the
planned excavations.
The wastewater pond that is planned to be constructed north of the subdivision in
the lower portion of the site will be excavated to a depth of 5 to 10 feet beneath the
ground surface. The pond will be excavated onto native c~mented silty sand and
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possible gravel with sand. The proposed excavated side slopes for the waste.water
.~
pond are planned to be constructed at 3H: 1 V and the pond will be lined with an HOPE
liner. The pond may have fill berms up to 5 feet in height. The fill berms will be
constructed of the on-site cemented silty sand and/or sand and gravel excavated from
within the pond area. The side slopes for the fill portion of the pond will also be 3H:1 V
and lined with HOPE liner. It is our opinion that the proposed cut and fill slopes for the
wastewater pond will be stable for the geometry described in this section.
I Utility trench excavations for sanitary sewer are planned to be excavated to a
depth of 15 to 20 feet beneath the finished ground surface. Open cut slopes made in
cemented silty sand may be excavated at O.5H:1 V. Excavations made in uncemented
gravel and/or sand should be sloped at 1.5H:1 V. All excavations s:lou!d be
accomplished in accordance with OSHA Standards.
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'" Bearing Soil
We anticipate the footings for the residences will bear on either native subsoils
consisting predominantly of cemented and. uncemented silty sand, gravel or sand.
However, the reside'nces located along the north rim will be constructed on structural fill
consisting of the previously excavated native soils. 111 a few locations in the east portion
of the project, foundations may bear on native stiff to very stiff clay. We recommend
that the clay have a minimum pocket penetrometer unconfined compressive strength of I.;
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IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING
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Proposed Black Rock Subdivision i'~o 1
.' File: BLAROC 805006;1.
P3gB Net; 11
2.0 tsf where foundations wii! bear on clay subsoil. Additionally, the clay bearing soil
should be prepared in accordance with the recommendations made for expansiv~; clay
as described in a previous section of this report. All sidewalk, pavement, and floor slab
are€s can bear on the native subsoils or structural fill placed over the native subsoil.
Foundations
~
We recommend that shallow foundations be used to support the proposed
residential structures. The following recommendations sh'ould be accomplished for all
7-
foundations:
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1.
Strata should be retained to observe all building footing trenches to verify
dimensions, unsuitable soil removal and footing excavations to verify that
they have been excavated to the recommended bearing soil as described
above, and that all bearing surfaces have been prepared in accordance with
this report. ;,
.
2. Exterior footings should be located at least 24 inches below.final, exterior
grade to mitigate the effects of frost penetration.
3. Minimum strip footing widths should be consistent with the International
Building Code (IBC). M~
All loose, frozen soil or water in the bottom of footing excavations should be
removed, and the trench bottom over-excavated to undisturbed soil or
recompacted prior to forming and pouring footings. "
Structural fill placed beneath building foetings should extend a minimum of 1
foot horizontally for each 2 feet of thickness placed beneath the footings.
The horizontal dimension is measured from the edge of the footing.
~
6. If the above recommendations are accomplished, a maximum allowable
bearing value (ABV) of 2,500 psf could be used for the design of foundations
bearing on native very stiff clay, cemented or uncemented medium dense
silty sand, gravel, sand or structural fill placed over the native materials.
/:
7.
Foundations and floor slabs supported on the native, moderately expansive
clay should be reinforced to mitigate cracking potential.
8. If the above bearing soil, site preparation, earthwork and foun~tion
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
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IDAHO MONTANA NEVADA OREG~N UTAH WASHINGTON WYOMING
UI.I\aP1l.lll, C'.....'..,......a..................... ..........-
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Piocosed Sic;el, .=\ock Subdivision NO.1
,~ Fife: 8L.4ROC 805006,<1
Fage No. 12
feet of wall length, or between similarly loaded footings that are r.ot less than
25 feet apart. ·
Basement Wall Design
We understand that daylight basements may be planned for the homes to be
located along the north rim. Additionally, basements may be considered on other parts
of the subdivision. We recommend basement walls be designed for an at-rest lateral
earth pressure of 50 pet equivalent fluid pressure based on drained conditions. A wall
;\
drain should be constructed around basement foundations and footings. Plate 4,
Schematic of Wall Drain Systems shows two alternate wall drain systems. The wall
.,
drain should discharge by gravity to the daylight side of lots along the north rim. The
discharge point near the slope should be protected from erosion with filter fabric and
drainage rock to disper~~ any water flow that exits from the pipe. In the locations where
non-daylight basements will be constructed, the foundation drain should be exited into a
sump pit excavated into native uncemented gravel or sand subsoil.
It is our experience that there are discontinuous cemented zones within"the sand
and gravel deposits; therefore, we recommend that a back-up "sump pit and pump be
planned for the basement wall drain system. The sump would be pumped from the
<; ""
basement level to the finished grade into a surface water collection system. Since on-
site subsurface disposal of stormwater is planned within the street right-of-ways, there is
sorne risk involved with subsurface stormwater discharge encountering cemented layers
causing the stormwater to move laterally through the native subsoils'tlnd possfbly into a
';;f,
basement wall drainage system. Therefore, it is extremely important to install a back-up
.
sump and pump discharge system for non-daylight basement wall drain systems. The
'" .
backfill material to be used adjacent to the basement wall should consist of on-site sand
and gravel subsoil.
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o Floor Slab, Sidewalk, and Pavement-Areas
We recommend that the following preparation and construction procedures be used
for all floor slab, crawl space, sidewalk and pavement areas:
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iDAHO MONTANA NEVADA OREGON U~AH WASHINGTON WYOMING
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Block Rock SuMivision ~~O. 1
File: 8L;S.CC 6050G6A
Page No. 13
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1.
After compieting the recomrnended site preparation procedures as outlined
in the Earthwork. and Expansive Clay Sections, including
stripping of surficial undocumented fill, organic sod piles, and topsoil, scarify
and moisture condition the soil subgrade and proofroll the exposed soil
surface in accordance with the Earthwork and Expansive Clay Site
Preparation recommendations. G and compact structural fill to
subgrade elevation, In accordance with Earthwork
recommendations.
~
Place and compact 3/4-inch-minus, sand and gravel base course with no
more 9 percent passing the No. 200 sieve to a minimum compacted
thickness of 4 inches in all floor slab and sidewalk areas. The sand and
gravel base course will act as a leveling course and help distribute point
Compact the course to a minimum of percent of the
maximum dry density of the in accordance with ASTM 0 698 (Standard
Proctor).
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If additional moisture protection is required beneath floor slabs-on-grade or
crawl a 10-mil polyethylene vapor barrier could be used beneath the
floor slabs or crawl spaces to the migration of moisture. The vapor
barrier should be placed directly on top of the native subgrade or structural
fill surface, and covered with a minimum of 4 inches of sand to help protect
the barrier from punctU[e.
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Strata
the distribution of pavement subgrade soils along the
proposed roadway alignments. Laboratory testing including grain-size
distributions, Atterberg limits and R-Values were on the pavement
.subgrade soils their strength. following describe the
subgrade soil for the collector residential streets for the project:
Drive Collector Street from SEagle Rd to approximately 1,200
feet westward
Soil is silty clayey
::: 14
::: 8.0 ~
3.0" of asphalt course
4.0" of :X" -minus aggregate base course
17.0" of pit-run sancMmd course
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Pavement Subgrade
R-Value
Traffic Index (Ti)
Pavement
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IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING
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Collector from approximateky' 1,200
SEagle Rd to Hyper Drive
Soil is silty sand with gravel with calcium cementation
::: 50
= 8.0 ,~
3.0" of asphalt surface course
4.0" of :X" -minus aggregate base course
7.0" of pit-run sand and gravel subbase course
Residential Streets
Soil varies from sand, gravel, silty sand with cementation
::: 50
::: 6.0
2.5" of asphalt surface course
4.0" of :X" -minus aggregate base course
6.0" of pit-run and grave! subbase
* In locations where a minimum of 6.0" of native sand and gravel subsoil exists, the
subbase course may be eliminated.
T aconie Drive
Pavement Subgrade
R-Value
Traffic Index (Ti)
Pavement
Location
Pavement Subgrade
R-Value
Traffic (Ti)
Pavement Section
Proposed Slack Rock Subdiv'sion 1'-10. '
File BL,,,,RCC 605(ior>.
Page i'lc ;-i
INEst of
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The subbase should consist of 6-inch-minus, well-graded sand and gravel
consistent with Idaho Standards for Public Works Construction (ISPWC) Section 801
and with less than 10 percent passing the No. 200 sieve. The course should
consist of 3/4-inch-minus, well-graded, crushed sand and gravel with less than 9
...
percent passing the No. 200 sieve and consistent with ISPWC Section 802. The
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subbase and base course should compacted to at least 95 percent of the maximum
dry density of the soil per ASTM 0 698 (Standard Proctor).
The asphalt concrete for the flexible pavemen~. area should have material
properti~s as specified ASTM 0 5 and haJe a ~iX design with a maximum
~ I
aggregate between 3/4 and 3/8-inch, The asphalt concrete should compacted
~ .
as required by ISPWC 809 and 810.
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We recommend that crack maintenance be accomplished in all pavement areas
as needed and at least every three to five years to reduce the potential for surface water
infiltration into the pavement section and underlying subgrade.
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We understand that stormwater from the residential subdivision will
collected
and disposed of in subsurface seepage trench~s constructed in the street right-of-ways.
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IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING
,..'\.'U'- cf'Y:::Ilf':=r.,f"'Ion..orh ,..nll"'l"\
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Proposea Black Rock Subdivision NO.1
File: BU>,ROC 805006A
Page 1\10. 15
infiltrations tests were performed at Test Pits 11 and 13 .An infiltration rate of 1.5
inches per hour was measured in the cemented si!tv sand in TP-11 and an infntraticn
J :1
rate of 45 inches per hour was measured in native clean sand encountered TP-13. We
anticipate that the infiltration fate in the native uncemented sand or gravel located in the
upper portion of the subdivision will have an infiltration rate of greater than 8 inches per
hour. However, discontinuous cemented zones within the sand and gravel deposits
could cause the stormwater to perch on the cemented zones and flow laterally in the
subsoil. This condition could cause stormwater to flow beneath residential properties
'.
and exit in basement wall drain systems. The risk of stormwater infiltration beneath
residential lots should be recognized by the project developer and the individual lot
owners. We recommend, as stated in the Basement Wall Design Section of this report
to install a sump and pump for all non-daylight basements ta help mitigate the potential
for surface water or stormwater entering into the basement drainage system.
Alternatively to discharging stormwater into seepage trenches in the subdivision street
right-of-ways, stormwater can be collected from the roads and piped downhill north from
I the subdivision site to a pond in the lower flats and subsurface seepage could occur into
the underlying gravel as observed at TP-13.
Surface Water Management for Individual Lots
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Since groundwater is more than 20 feet beneath the ground surface in the
location' where residential lots will be constructed, .we del n0 anticipate groundw~ter to
be an issue for residential construction. However, surface water associated with the
,;; rain, snow and irrigation water can become perched above the relatively impermeable
clay, cemented silty sand or cemented gravel/sand beneath the project site. ·
'"
Improper management of near surface water, by not providing an effective
grading and drainage design for each lot, can result in moisture or water entering the
. .
crawl space or basement of a residence. Possible sources of near surface water
include pressurized irrigation water, rainwater, snowmelt, or leaking water lines. These
water sources can be transmitted to the foundation stem wall and pond beneath a
structure via irrigation, roof downspout discharge, and snow melt Possible conduits for
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IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING
U""lIn.... ...........__...._.__L ___
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Proposed E~ck Rock Subdivision No.1
File: 2.LAROC B05006A
Page No 16
water to enter into crawl spaces or basements beneath residences can include loose or
porous backfill placed adjacent to foundation stem walls and loose or porous backfill in
utility trenches that extends through or beneath foundations.
Based on our experience working on remediation of trapped moisture and water
in crawi spaces and basements, we have developed the following recommendations to
reduce the potential for water or moisture to enter 'I1to the crawl space or basement
beneath residences.
~
1. Install roof gutters and downspouts to carry stormwater away from ·
foundations. Downspouts should be discharged a minimum of 3 feet away
from the foundation stem wall using splash pads,pr a gravel dispersion pad
underlain by geotextile to mitigate soil erosion.
l'
Limit the application of irrigation water within 3 feet of the foundation stem
wall. Consider xeriscape landscaping and utilize drip irrigation for plantings
near foundation walls.
II
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3. Grade the ground surface a minimum of 5 percent away from foundation stem
walls and improvements to promote surface drainage away from the
residence. To control surface water runoff on an individual lot, it may be
necessary. to create a drainage swale between the subject lot and the
adjacent u'phill or downhill lot. The ground surface on individual lots should
be graded to drain in accordance with the overall grading and drainage plan
for the Black Rock Subdivision.
4. Place compacted backfill adjacent to foundation stem walls. The backfill
should consist of relatively impermeable clay and cemented silt. and should
be moisture conditioned to near optimum moisture content and compacted in
lifts to a minimum of 92 percent of ASTM D 698 Standard Proctor
compaction. Due to the limited space constraints for foundation backfill, hand
operated mechanical compactors and small walk-behind rollers should be
used, therefore, the individual backfill lift thickness should not exceed 6
inches in thickness.
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5. Compact utility trench backfill from the foundation wall to a minimum of 3 feet
.. away from foundations. The use of less permeable onsite silt and clay soil for
c~ backfill of utilities will help mitigate the potential for near surface water to seep
through utility trenches into the crawl space or basement beneath a
residence. The backfill should be placed and compacted as outlined in item 4
above.
:~
~
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6. Seal foundation wall penetrations for utilities with a silicone based caulk. v
.
IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING
~
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Proposed Slack Roc:< Subdivis:on No. 1
File: BLARCC 80~,006A
Page i'Jo. 17
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7. Place a 10-mil-thick polyethylene vapor barrier over the crawl space or
basement subgrade to control moisture migration from the subgrade soils.
The vapor barrier joints should be overlapped and taped. The vapor barrier
should also be taped at foundation interfaces. The vapor barrier should be
protected by placing a minimum of 2 inches of sand above and beneath the
barrier.
r.;
8. Install a foundation drainage system around the perimeter of the crawl s'pace
or basement foundation. The drain pipe invert should be installed a minimum
of 6 inches below the base of the foundation/crawl space elevation, and the
drain pipe should slope around the perimeter of the residence and to the
discharge location. The foundation drain could possibly be discharged into
the rock chip backfill surrounding the sewer line for the residence.
Alternatively, a seepage pit into the native uncemented gravel or sand could
be a discharge location. The developer and the civil engineer should approve
these discharge locations. For non-daylight basements, a back-up sump and
pump should be installed to discharge water in case cemented zones are
,
encountered within the subsoil which causes the water to back up into the
drainage system. We have included a Foundation Drainage for Crawl Space
as Plate 3 and a basement wall drain is shown on Plate 4. '"
..,
9. Install humi~ity controlled ventilation fans in the crawl space to lower the
humidity and moisture level, if elevated moisture levels are measured in the
crawl space after construction is complete.
'"
The above recommendations have been outlined to assist builders and individual
lot owners to address the potential for surface water or moisture to enter into the crawl
space or basements of residences at the Black Rock Subdivision in Meridian, Idaho.
The recommendations provided in this letter are not'''exhaustive and "even if the above
recommendations are incorporated into the design and construction of a residence,
elevated moisture levels could be experienced or surface water could enter the crawl'
space or basement of a residence. In preparing this document, Strata cannot be
responsible for:{,he occurrence of water beneath structures and we recommend that
each lot owner be advised in writing that there is the potential for water to occur beneath
?~
their residence.
f,'"~
."
IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING
www.strataal!!ot@ch.cnm
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Proposed 2.lac:..: ROCk Subdivision NO.1
File: BL.J,ROC 805CG6.'\
Page No. -18
l~
CONSTRUCTION 08SERV A TloN AND TESTING
~
ta'
We understand that Strata will provide construction engineering and construction
testing services for the subdivision, including the residential lots, ponds, roads and
subsurface seepage trenches. We also recommend that Strata review and verify the
construction of each residential lot to verify that the foundation soil conditions existing at
the completion of the earthwork grading phase for the subdivision have not changed'!ri
and if they have during the course of the lot construction, that we have verified the
II
adequacy of the soil "Conditions, as stated in our final report for each lot-specific
reside'1tial construction. If we do not provide these recommended services, Black Rock,
LLC will indemnify Strata from lot specific design and construction errors and omissions.
~~
EVALUATION UMITIA TIONS
~
This letter has been prepared to provide a subsurface evaluation for the Black
Rock Subdivision No. 1 located South of Amity Road and West of Eagle Road in
Meridian, Idaho. Our services consist of professional opinions and recommendations
... made in accordance with generally accepted geotechnical engineering principles and
practices. This acknowledgement is in lieu of all warranties either expressed or implied. ..,
I The following plates accompany and complete this report:
~
:-.:
Plate 1:
Plate 2:
Plate 3:
Plate 4:
Appendix A:
Appendix B:
Site Plan & Vicinity Map
Unified Soils Classification System (USCS)
Foundation Drainage for Crawl Space
Schematic of Wall Drainage System
Exploratory Test Pit Logs
Laboratory Tests
."
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IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING
www.strataaeotech.com
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UNIFIED SOILS CLASSIFICATION SYSTENI
MAJOR DIVISIONS
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CLEAN
GRA VELS
GRAVELS
GRA VELS
WiTH
COARSE
GRAINED
SOILS
FINES
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CLEAN
SANDS
SANDS
SANDS
WITH
FINES
SILTS AND CLAYS
LIQUID LIMIT
LESS TH AN 50%
FINE ,.
GRAINED
SOILS
SILTS AND CLAYS
LIQUID LIMIT
GREATER THAN 50%
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SYMBOL
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MH
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OH
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SOIL CLASSIFICATION CHART
.. Groundwater '"
After 24 Hours
V Groundwater
at Time of Drilling
GROUNDWATER SY~BOLS
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TYPiCAt NAMES
GP
I Weli-Graded Grovel,
I 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 Silt 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.
II
GM
GC
SW
SP
SM
SC
EJ Baggie Sample
8 Bulk Sample
" ~ Ring Sample
TEST PIT LOG SYMBOLS
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BLAROC-B05006A
eXPLORA ,CRY TESt prf #1
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Project: Black Reck Subdivision
File: BLAROC B05006A
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DEPTH
(fieet)
SO'L
CLASS
SOIL
DESCRIPTION
0.0 -2.0
~!
CH
Fat CLAY with Sand (Native) - brown, very stiff, moist.
Some vegetation and organics observed to 12" below"
ground surface. "
Pocket penetrometer: 2 to 2.5 tsf
2.0 - 20.5
SM
Silty SAND - tan, medium dense, moist.
Moderately cemented with calcium carbonate (CaC03) from
3 to 16 feet below ground surface.
Moisture Density: 37.8% at 5 feet below ground surface.
Dry Density: 68.9 pcf at 5 feet below ground surface.
Excavated on January 21, 2005. "
No groundwater encountered.
Test pit terminated at 20,5 feet below existing ground surface,
. Ring sample ta\en at 4 feet below grounii surface.
Baggie sample taken at 5 feet below ground surface.
Excavation Equipment: DEERE 225C LC
Logged by: AM/kjb
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Client No: BLAROC B05006A
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EXl'LoRAtORY T~ST PlT #2
Project: Black Rock Subdivision
FilQ: BLAROC B05006A
DEPTH II SOit SOIL
(Feet) CLASS DJ:SCRIPTiON .. i~i
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, , 0.0 - 2.0 CH Fat CLAY with Sand (Native) - brown, stiff to very stiff, ) ,
I moist. . .
Some vegetation and organics observed to 12 inches below
ground surface.
Pocket penetrometer: 2 to 3 tsf; at 1.5 feet , j
At 1.5 feet LL= 55, PI= 36 '(
2.0-3.5 SM Silty SAND (Caliche) - tan, very dense, moist.
Strongly cemented from 2 to 3.5 feet below ground surface.
3.5-21.0
SP
Poorly-graded SAND - tan, medium dense, damp.
Dry Density: 88.8 pcf at 6.5 feet below ground surface.
Silty sand nodules from 3 to 12 inches in diameter'
observed throughout sand layer.
Iron oxide staining observed from 7 to 2ffeet below ground
I
surface.
Direct Shear test performed on 6.5 to 7 feet sample.
Angle of internal friction: 330
Cohesion Intercept: 110 psf
.
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I Excavated on January 21, 2005.
No groundwater encountered
Test pit terminated at 21 feet below existing ground surface.
I Baggie samples taken at 1.5 and 16 feet below ground surface.
Ring sample taken at 6.5 feet below ground surface.
Excavatign Equipment: DEERE 225C LC
Logged by: AM/klb
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Plate: - A2
Client No: BLAROC B05006A
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E;XPLORA TORY TEST ~IT #3 ~.jr
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Project: Black Rock Subdivision . ,
FlUe: BLA.ROC B05006A
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DEPTH SOIL SO If. !:
(Feet) CLASS DESCRIPTION
..
;{, 0.0-1.0 CH Fat CLAY with Sand (Native) - brown, stiff.
Some vegetation and organics observed to 12 inches below
~:.: ground surface.
. Pocket penetrometer: 2 tsf
1.0-17.0 SM Silty SAND - tan, dense, moist.
Some gravel observed throughout soil profile.
Iron oxide staining observed throughout soil profile.
Moderately cemented with calcium carbonate (CaC03) from
1 to 10 feet below ground surface.
Moisture Density: 29':4% at 3 feet below ground surface.
Dry Density: 91.4 pcf at 3 feet below ground surface.
: I' Moisture Density: 31.9% at 5 feet below ground surface.
I "
Dry Density: 69.7 pcf at 5 feet below ground surface. "
Medium dense from 10 to 17 feet below ground surface. . I
-. - -.
;.
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Excavated on January 21, 2005.
No groundwater'encountered.
j Test pit terminated at 17 feet below existing ground surface.
I Baggie samples taken at 3 and 5 feet below ground surface.
Excavation Equipment: DEERE 225C LC
.r Logged by: AM/klb
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Client No: BLAROC B05006A
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DEPTH
(Feet)
SOlt
CLASS
EXPlORA TORY TEST PH #4
.~
I!'Jroject: Black Rock Subdivision
F!le: BLAROC B05006A
SOIL
DESCRIPTION
Fat CLAY with Sand (Native) - brown, very stiff, moist.
Trace vegetation and organics observed to 12 inches below .
ground surface. ;;;
Pocket penetrometer: 2 to 2.5 tsf
.:
0.0- 2.0
CH
Silty SAND (Caliche) - tan, ve~ dense, moist, strongly
cemented. Iron oxide staining observed from 2 to 20 feet.
Strongly cemented.
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Poorly-graded SAND - tan, medium dense, damp.
Silty sand nodules from 3 to 12 inches in diameter
observed throughout sand layer.
ill
2.0- 4.0
SM
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4.0 - 20.0
SP
=--=. -
~~-
Excavated on January 21, 2005.
, N()Iafjroundwater encountered. ~
Test pit terminated at 20 feet below existing ground surface.
Baggie sample taken at 17 feet below ground surface.
Excavation Equipment: DEERE 225C LC
Logged by: AM/klb
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Client No: BLAROC B05006A
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EXPLORA TORY TEST PH #5
I I
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Project Black Rock Subdivision
File: BLAROC B05006A
DEP-rH
(Feet)
SOIL
CLASS
SOil
DESCRIPTION
0.0 - 2.0
CH
Fat CLAY with Sand (Native) - brown, stiff, moist
Some vegetation and organics observed to 12 inches below i '
ground surface.
Pocket penetrometer: 1.75 to 2 tsf
2.0 - 3.5 GP - GM GRAVEL with Silt and sand - tan, very dense, moist.
Strongly cemented from 2 to 3.5 feet below ground surface.
'"
3.5 - 19.5
SM
Silty SAND - tan, dense, moist
Sand layer observed at 4.5 to 6 feet below ground surface. ~ Ii
;:;
Excavated on January 21,2005.
No groundwater encountered.
Test pit terminated at 19.5 feet below existing gralJnd surface.
Ring sample taken at 5 feetlJelow ground surface.
Baggie sample taken at 7 feet below ground surface.
Excavation Equipment: DEERE 225C LC
Logged by: AM/klb
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Client No: BLAROC B05006A
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DEPTH
(Feet)
SOIh.
CLASS
0.0 - 1.0
ML
1 .0 - 3.0
8M
3.0 -14.0
GP
'eXPLORATORY TEST PiT ~6
Project: Biack Rock Subdivision
fHle: BLAROC B05006A
SOIL
DESCRIPTION
I.
i'
i'i
!:
SILT (Native) - brown, firm, moist. ,(
Some vegetation and organics observed to 12 inches below
ground surface.
Pocket penetrometer: 0.5 tsf
~
Silty SAND (Caliche) - tan, very dense, moist.
Strongly cemented at 1 to 4 feet below ground surface.
II
G~ VEL wittf Sand - tan, dense to very dense, damp.
Cobbles observed throughout soil profile.
Moisture Density: 4.6% at 6 feet below ~round surface.
Dry Density: 118.8 pet at 6 feefbelow ground surface.
Test pit began caving in at 10 feet below ground surface.
@ :l~~
Exca~ated on January 21, 2005.
No groundwater encountered.
Test pit terminated at 14 feet below existing ground surface. .
Bulk samples taken at 5.5 and 8 feet below ground surface. "
Excavation Equipment: DEERE 225C LC
Logged by: AM/klb
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Client No: BLAROC B05006A
.
DE PTffll
(IFeet)
SOIL
CLASS
0.0 - 1.0
ML
1.0 - 4.0
SM
4.0 - 13.5 GP
~
_ ~=---='":.._ __ 'F':" _ ~_
iX~LOFJ\10RY -rES" fll #7
Project Black Rock Subdivision
.file: BLAROC B05006A
SOll
DESCRIP"FION
,.
SILT (Native) - brown, firm, moist.
Some vegetation and organics observed to 12 inches below
ground surface.
Pocket penetrometer: 0.5 tsf
Silty SAND (Caliche) - tan, very dense, moist.
Strongly cemented from 1 to 4.5 feefbelow ground surface.
GRAVEL with Sand - tan, dense to very dense, damp.
Some cobblespbserved throughout gravel profile.
Moisture Density: 5.3% at 6.5 feet below ground surface.
Dry Density: 112.6 pet at 6.5 feet below ground surface.
~I
Test pits began caving in at 10.5 feet below ground surface.
Excavated on January 21, 2005.
No groundwater encountered.
Test;FJit terminated at 13.5 feet below existing ground surface.
Bulk sample taken at 6 feet below ground surface.
Excavation Equipment: DEERE 225C LC
Logged by: AM/klb
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Client No: BLAROC B05006A"
DEPTH
(feet)
SOiL
CLASS
0.0 - 1.5
ML
1.5 - 12.0
GP
:.lo:(
...
EX~lgRA iORY f~s-r ?fl #8
'.
Ptoject: Black Rock Subdivision
file: BLAROC B05006A
sou-
DESCRIPTIOf'!
f '
SILT (Native) - brown, firm, moist.
Trace vegetation and organics observed to 12 inches below
ground surface.
Pocket penetrometer: 0.5 tsf
GRAVEL with Sand - tan, medium dense to dense, damp.
Strongly cemented from 1.5 to 4 feet below ground surface.
Soil sandier from 4 to 7 feet below ground surface.
Cobbles observed throughout gravel profile,
Iron oxide staining observed from 4 to 7 feet below ground
surface.
M.oisture Density: 5.7% at 6 feet below ground surface.
Dry Density: 98.3 pcf at 6 feet below ground surface.
~
~ ~
Test pit began caving in at 6 feet below ground surface.
"
Excavated on January 21,2005.
No groundwater encountered.
Test pit terminated at 12 feet below existing ground surface.
Bulk sample taken at 6.5 feet below ground surface.
Excavation Equipment: DEERE 225C LC
Logged by: AM/klb
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Client No: 8LAROC B05006A
.:-
EXPLORATORY TEST pff ~9
Project: Black Rock Subdivision
Ie: BLAROC B05006A
.
I .
D.EPTH
(iFeet)
SOIL
CLASS
SOH:.
DESCRI'PTION
! .
~
0.0-1.5
ML
SILT (Native) brown, soft to firm, moist.
Trace vegetation and organics observed to 12 inches below'
ground surface.
Pocket penetrometer: 0.5 tsf
lo
1.5-9.0
SP-SM
SAND with Silt - tan, medium dense, damp.
Fine to medium coarse sand.
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~
Excavated O?I January 21, 2005.
, No groundwater encountered. to'
Test pit terminated at 9 feet below existing ground surface.
Baggie sample taken at 4 feet below ground surface.
Excavation Equipment: DEERE 225C LC
Loqped by: AM/klb
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GEOTECHNICAL ENGINEERING 8. ~TERIALS TESTI'
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Client No: BLAROC B05006A
,"
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DEPTH
(Feet)
SOIL
CLASS
0.0-1.0
ML
t'I
1.0-8.0
GP
8.0 - 11.0
SP-SM
I :
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E~PLORATOIRY TEST PIT #10
"'
Project Black Rock Subdivision
File: BLAROC B05006A
.:
SOIL
DESCRIPTION
'"'
SILT (Native) - brown, firm, moist
Trace vegetation and organics observed to 12 inches below
ground surface.
~
GRAVEL with Sand - tan, dense, damp.
l! Weakly cemented from 1 to 1.5 feet below ground surface.
Cobbles observed from 1 to 6.5 feet below ground surface.
:..
SAND with Silt - tan,~medium dense, damp
Fine to medium coarse sand.
Iron oxide staininglobserved from 9.5 to 11 feet below :1
ground surface.
!".:;I
, Excavated on January 21, 2005.
No groundwater encountered.
, Test pit terminated at 11 feet below existing ground surface.
Baggie sample taken at 10 feet below ground surface.
Ex,pavation Equipment: DEERE 225C LC
Logged by: AM/klb
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GEOTECHNICAL ENGINEERING $. MATERIALS TESTING . ,
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Client No: BLAROC B05006A
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DEPTH
(Feet)
SOIL
CLASS
EXPI:.ORA T9~Y Tf;ST" PiT #11
"
Prqject: Black Rock Subdivision
File: BLAROC B05006A
SOIL
DESCRIPTION
(Topsoil) SILT with Sand (Nq.tive) - brown, very stiff, moist.
Trace vegetation and organics observed to 12 inches below
ground surface. ~
Pocket penetrometer: 3 tsf
Silty SAND - tan, medium dense to dense, moist.
Moderately cemented with calcium carbonate (CaC02) from
2.5 to 4 feet below ground suriface (Caliche).
Some small gravel observed throughout soil profile.
Moisture Density: 21.6% at 5.5 feet below ground surface.
Dry Density: 79.8 pcf at 5.5 feet below ground surface.
Infiltration test performed at 11 feet below ground surface,
Infiltration rate:::: 1.5 in/hr (1.06 x 10-3 em/see) measured.
Soil became very dense at 16 feet below ground surface.
,.
~ Excavated on January 21, 2005.
No groundwater encountered.
Test pit terminated at 19.5 feet be/ow existing ground surface.
Baggie sample taken at 5 feet be/ow ground surface.
Excavation Equipment: DEERE 225C LC
Logged by: AM/k/b
0.0 - 1.0
'ML
I.
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SM
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GEOTECHNICAL ENGINEERING & M~TERIAlS TESTING
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EXPLORATO~Y iEiiT pfT #1~
Project: Black Rock Sut'Jdivision
File: BLAROC B05006A
~
l.li.
DePTIH
(Feet)
SOIL SOIl!.
CLASS DESCRIPTION"
.
;;;
0.0-1.0
ML
SILT (Native) - brown, stiff, moist.
Some vegetation and organics observed to 12 inches below:
ground surface. ~
Pocket penetrometer: 2 tsf
1.0 - 5.0
GP-GM GRAVEL with Silt and Sand - tan, medium dense to dense,
damp.
Weakly cemented from 1 to 4 feet below ground surface.
Cobbles to 12 inch diameter observed from 3 to 10 feet
below ground surface.
Moisture: 7.1 % at 3 feet below ground surface.
Dry Density: 103.0 pet at 3 feet below ground surface.
R-value: 56 at 3 to 3,5 feet below ground surface.
, !
-
"'
5.0 - 21.0 SP SAND with Silt and Gravel - tan, medium dense to dense, ~.
damp without gravel from 1.0 to 21 feet below ground
surface.
T est pit began cavirlg in at 10 feet.
j[~
'iiI-
-.-
- -.
-..=-=..=- ::
~-<
~-
~
--:: _ -----:- :::r
Excavated on January 21, 2005.
No groundwater encountered.
Test pit terminated at 21 feet below existing ground surface.
Bagg;e samples taken at 3, 6 and 11 feet below ground surface.
Bulk sample taken at 3.5 feet below ground surface.
Excavation Equ;pment: DEERE 225C LC
Logged by: AMlklb
(t
~.
.
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GEOTECHNICAl.ENGINEERING &. MATERIALS TESTlI~h ~
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Client No: BLAROC B05006A
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DEPTH
(Feet)
0.0-1.0
1.0-6.0
6.0 -14.0
14.0-21.0
J
~
, ;
EXPLORATORY T~Sr PfT #13*
Project: Black Rock Subdivision
Hie: BLAROC B05006A
SOIL SOIL
Ct-ASS DESCRfPTtoN
ML
SILT with Sand (Native) - brown, firm, moist.
Trace vegetation and organics observed to 12 inches below
ground surface.
Pocket penetrometer: 1 tsf
SM
Silty SAND - tan, medium dense to dense, cmmp.
GP-GM
GRAVEL with Silt and Sand - tan, medium dense to dense,
damp.
Weakly cemented from 6 to 11 feet below ground surface.
Moisture Density: 11.7% at 6 feet below ground surface.
Dry Density: 88.3 pcf at 6 feet below ground surface.
ill
,.,
SP-SM SAND with Silt and Gravel- tan, medium dense, humid.
Cobbles to 12 inch dieameter observed in sand layer.
Infiltration test performed at 15 feet below ground surface.
Infiltration rate == >40 in/hr (>28.2 x 1 0-3 cm/s~) measured.
Infiltration rate = 45 in/hr (32.4 x 10-3 cm/sec) calculated.
Gradation analysis performed on 14.5lto 15.5 feet sample.
Percent passing: #200 = 6.6%
*Standpipe piezometer installed to 18 feet below ground :
surface.
..
Test pit began caving in at 11 feet below ground surface.
Excavated on January 21, 2005.
No groundwater encountered.
Test pit terminated at 21 feet below existing ground surface.
Baggie sample taken at 6 feet below ground surface.
Bulk sample taken at 14.5 feet below ground surface.
Excavation Equipment: DEERE 225C LJ;
Logged by: AM/klb
!!
~ ~"~.1!!lIk
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GEOTECHNICAL ENGINEERING & M~TERIAlS TESTING
::r:......;-""'.YY/:.Jy ..,.-o.....;-~ <=7,.-0........&1 Up
.I:!:
:.: Plate: A13, ,,~
Client No: BLAROC B05006A
;:
II
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~PL..ORA l'ORY iEST p~r 1f14
Project: Biack ROCK Subdivision
File: BLAROC B05006.A.
.:
D'EPTH
(Feet)
SblL SOIL
CLASS DESCRIPTION
0.0 - 1.0
ML
SILT with Sand (Native) - brown, stiff:' moist .
Trace vegetation and organics observed to 12 inches below j
ground surface.
Pocket penetrometer: 1.25 tsf
1.0 - 5.0
SM
Silty SAND with Gravel- tan, medium dense, moist with
calcium cementation.
Moisture Density: 25.3% at 2.5 feet below ground surface.
Dry Density: 79.9 pef at 2.5 feet below ground surface.
s:
I _
,
'"
Excavated on January 211 2005.
No groundwater encountered.
Test pit terminated at 5 feet below existing ground surface.
Baggie sample taken at 3 feet below ground surface. M
Bulk sample taken at 3 feet below ground surface.
Excavation Equipment: DEERE 225C LC
Logged by: AM/klb
J
I '
I
i$:
'/j
..
! I
..
fll
:J"I.-1"""'3Y/:.ry /'YOM..r~ qYo"'.....;;I Of'
..=
--
Plate:."N14
Client No: BLAROC B05006A
'I
..
~
~
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..,
.~
EXJ>LOHA TO~Y 'f'~ST PlT #15
,)):
Project: Black Rock Subdivision
File: BLAROC B05006A
..
'..
BEP"fH
(Feet)
SOIL SOIL
CLASS DESCR!PTION
~
0.0 - 0.5
ML
i
I ,
0.5:- 3.5
SM
SilT with Sand (Native)- brown, stiff, moist.
Trace vegetation and organics observed to 6 inches below
ground surface. (~,
Pocket penetrometer: 1.75 tsf
Silty SAND with Gravel - tan, medium dense, moist with
calcium cementation.
Moisture Density: 19.2% at 2 feet below ground surface.
Dry Density: 95.1 pcf at 2 feet below ground surface.
3.5 - 5.0 GP-GM GRAVEL with Silt and Sand - brown, medium dense to
dense, damp.
5.0 - 11.5
GP
III
-,
Well-grcided GRAVEL with Sand - brown, medium dense to
dense, damp.
Sand was coarse.
Infiltration rate = 1148 in/hr (8.1 x 10-1 em/see calculated)
*Standpipe piezometer installed to 9.5 feet below ground
surface.
Gradation analysis performed on 7.5 to 8 feet sample.
Percent passing: #200 = 1.6%.
:. I
Test pit began caving in at 7.5 feet below ground surface.
Excavated on January 21, 2005.
Groundwater encountered 7 feet below ground surface.
Test pit terminated at 11.5 feet below existing ground surface.
Baggie sample taken at 2.~ feet below ground surface.
Bulk samples taken at 2 and 7.5 feet below ground surface.
, Excavation,.Equipment: DEERE 225C LC
Logged by: AM/klb
:;m;.:,
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Client No: BLAROC B05006A
.
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EXPLORATORY lEST PIT #16
~ - .
1;
Project: Black Rock Subdivision
File: BLAROC B05006A
-'
DEPTH SOIL SOIL
(Feet) CLASS DESCRIPTION '~~ 'I
.
0.0 - 0.5 ML "~ SILT with Sand - brown, stiff, moist.
Trace vegetation and organics observed to 6 inches below ; :
'" ground surface. ,
, ' .. I
Pocket penetrometer: 1.5 tsf
0.5 -3.0 SM-SC Silty Clayey SAND with Gravel - brown, dense, moist.
Moisture Density: 22.5% at 2.0 feet below ground surface.
Dry Density: 106.1 pcf at 2.0 feet below ground surface.
R-value: 14 at 2 to 2.5 feet below ground surface.
I' At 2 feet LL = 22, PI = 6
3.0 -4.0 GP-GM GRAVEL with Silt and Sand - tan, medium dense to dense,
, moist
, ,
4.0 - 5.5 GW Well-graded GRAVEL with Sand - brown, medium dense to I :
dense, moist.
; I..
"
;:;
,; Excavated on January 21, 2005.
No groundwater encountered.
Test pit terminated at 5.5 feet below existing ground surface.
Baggie sample taken at 2 feet below ground surface.
Bulk sample taken at 2 feet below ground surface.
Excavation Equipment: DEERE 225C LC
Logged by: AWklb
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Plate: ';ti6
Client No: BLAROC B05006A
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GRADATION: AASHTO T-11, T27
AS RECEIVED AS
'l:;:PASSING %
4" ,
3'" 100
2" .' 95
1" 90
314" 86 100
112- 81 94
3/8- 78 90
NO.4 71 82
NO.8
NO.16
No. 30
No. 50
No. lOa
No. 200
~.
l~
nol necessarily cover all soil from this layer or source.
/
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IDAHO T-8
· Lab Number: B5L0101
Project: Black Rock Su IVlSlon File Name: BLAROC
Client: Black Rock Sampled: 1/26/05
Sample l~: Subgrade Sampled by: AM/Strata
Location: 6@ 2.0'-2.5' Date Received: 1/26/05
Soil Description: Dark Brown Silty Clayey with Gravel Tested by: CAK
Atterberg Limits: Liquid Limit::: 22 Plastic Index::: 6 (CL-ML)
SOIL CONSTANTS
R VALU 14
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R VALUE DATA
Percolation: None Point 1
Exudation, PSI 176
Point 2
Point 3
:;-;.
.
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SCREEN AS RECEIVED AS TESTED :~
SIZE ~ PASSING ijj ....PASSI-G.
@ 4"
CO
3" 100
@ 2" 9a
f'.. 94
1"
<l 314" 91 100
@ ~ 112" ~ 87 97
CO
(I)
5 318" 85 93
~ ~ NO.4 81 89
d::
8 NO.8 '"
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135 II
No. 30
No. 50
@ No. 100
C')
No. 200
@
C\l !il
@
R value
. This report covers only materia! as represented by this sample and does not necessarily cover ail soil ITom this
205
301
Dry Density, PCF
118.9 121.1 120.3
Moisture Content, % 13.~ 1
12.3
Exp. Pressure, PSI
0.00 0.00 0.00
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RADIUS NOTICE REPORT
M-Nov-2006
.___, ~ - .z.~&.:."""""'" ~ ~.~~~:
, ~~~~.:~-=-
-~~.:t:i~
FILE NAME: blrock
Owners
~:r - _ -"~:l":"'-' :--'~;;j~~-=---:-'~~-~ ~~ "~~,~';::"~".::'':;==,,:::'~".- --=-~ -::'~'m_
.....=--::-_ ..d:l:;-?-
- =
~
>"i\11!111~ w'~n'K'l1 ~" --;C-=~~~"_
BAUMGARTNER DONALD J
BAUMGARTNER KA THI R
Property Address:
BLACKROCK DEVELOPERS LLC
Property Address:
BLACKROCK DEVELOPERS LLC
Property Address:
:.\
BRACE FAMILY REVOCABLE TRUST
BRACE EARL K TRUSTEE
Property Address:
BROWN THOMAS K &
BROWN NANNETTE M
Property Address:
CANTRELL DONALD
Property Address:
CLAYTON PROPERTIES LLC
Property Address:
FABRICIUS MARTIN H &
FABRICIUS PATRICIA J
Property Address:
FULCHER EVERETT G
FULCHER BARBARA
:';Property Address:
.
Owner Address
n: [~=~'"W~~=.-';"''-'
"'"
PO BOX 190271
BOISE, ID 83719-0000
blrock
701 S ALLEN ST STE 104
MERIDIAN, ID 83642-0000
blrock
701 S ALLEN ST STE 104
MERIDIAN, ill 83642-0000
blrock
1504 S NEWPORT ST
BOISE, ID 83709-0000
blrock
1825 E AMITY RD
MERIDIAN, ill 83642-7013
blrock
3000 E LAKE HAZEL RD
MERIDIAN, ill 83642-0000
blrock
2160 E LAKE HAZEL RD
MERIDIAN, ill 83642-0000
blrock
1800 SUZAN DR
MERIDIAN, ill 83642-7032
blrock
5215 SEAGLE RD
MERIDIAN, ill 83642-7023
blrock
........- -.. - ~---~"'-"---::..=.;,
~~u.~lr.:r'~T-=-~j~ ~
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Owners Owner Address
~~ l~l. :1!:ffl~ _ ~~~~~~~ _~~-~-:~rr~~:~~-~..:r~'-.~~-:i!r~W--- - ~ '-:~~~~~~r,;:,,:
FULCHER F SCOTT
1329 E BORZOI ST
MERIDIAl't-)D 83642-0000
Property Address:
HANSON GARY E &
HANSON DIAt;1A F
1921 E MARY LN
MERIDIAN, ID 83642-7049
Property Address:
HILL CLEMENTINA
5340 SEAGLE RD
MERIDIAN, ID 83642-7022 I
Property Address:
HUFFMAN JOHN W
HUFFMAN HELEN L
2045 E AMITY RD
MERIDIAN, ID 83642-7013
Property Address:
HUFFMAN JOHN W
HUFFMAN HELEN L
2045 E AMITY RD
MERIDIAN, ID 83642-7013
Property Address:
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JARVIS LOWELL & CAROL LIVING TRUST
JARVIS LOWELL D TRUSTEE
1875 E SUZAN DR
MERIDIAN, ID 83642-7033
Property Address:
JARVIS LOWELL & CAROL LIVING TRUST
JARVIS LOWELL D TRUSTEE
1875 E SUZAN DR
MERIDIAN, ID 83642-7033
Property Address:
LEWIS CINDY K TRUST
LEWIS CINDY K TRUSTEE
9754 WMILCLAY ST
BOISE, ID 83704-0000
II
Property Address:
MCKAY FAMILY INVESTMENTS LLC
7115 DIAMOND
BOISE, ID 83709-0000
Property Address:
MEEK CLARK. D
MEEK ELFRIEDE
2935 E AMITY RD
MERIDIAN, ID 83642-7055
Property Address:
blrock
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Owner Add."ess
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Owners
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MOORE SCOTT EUGENE & 1840 E MARY LN
SHELBY KEEN MERIDIAN, ill 83642-7048
Prollerty Address: blrock
MURGOITIO LIMITED PARTNERSHIP 1752 SE 05TH WAY
MERIDIAN, ill 83642-0000
Property Address: blrock
POWDER RIVER DEVELOPMENT INC PO BOX 344
MERIDIAN, ill 83680-0000
Property Address: blrock
iROSS BARBARA J TRUSTEE 21 WAVERLYDR
TENNYSON LINDA J TRUSTEE HORSESHOE BEND, ill 83629-0000
Property Address: blrock
SABALA RICHARD A 3893 S PREAMBLE PL
ROBERTS ELIZABETH A BOISE, ill 83706-0000
Property Address: blrock
SAMMONS CHAD & BRIDGETTE 5205 SEAGLE RD
MERIDIAN, ill 83642-7023
Property Address: blrock
WARRICK PAUL C 2445 E AMITY RD
MERIDIAN, ill 83642-7054
Property Address: blrock
WARRICK PAUL C 2445 E AMITY RD
MERIDIAN, ill 83642-7054
Property Address: blrock =
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