HomeMy WebLinkAboutCourtyards @ Ten Mile FP 03-064 LEGALDEPARTMENT
MAYOR (208) 46G9272 • FAX 466-4405
Robert D. Cowie
PARKS & RECREATION
(208) 888-3579 • Fax 898-5501
CITY COUNCIL MEMBERS
Tammy de Weerd
Willi
L
ID?.HO ~~
/~ PUBLIC WORKS
(208) 898-5500 • Fax 887-1297
am
. M. Nary T
a ~~
P BUILDING DEPARTMENT
Cherie McCandless Ce /
~E
x (208) 887-221 l • Fax 867-1297
Keith Bird aa a` Taenscae V'e'
sixce YLANNING & ZONING
190 (208) 884-5533 • Fax SSSfi854
TRANSMITTALS TO AGENCIES FOR COMMENTS ON DEVELOPMENT PROJECTS
WITH THE CITY OF MERIDIAN
To insure that your comments and recommendations will be considered by the Meridian City
Council please submit your comments and recommendations to Meridian City Hall
Attn: Will Berg, city clerk, by: November 18, 2003
Transmittal Date: November 6, 2003 Hearing Date: November 25, 2003
File No.: FP 03-064
Request: Final Plat approval of 28 muRi-family residential attached building lots, 3 office/
commercial lots, and 70 common lots on 17 acres for The Courtyards at Ten Mile
By: Doug Car
Location of Prooertv or
northeast comer of west Pme Avenue antl North Ten Mile Roatl
DavidZaremba,P/Z rrJOVa2vagr-aJ
Jerry Centers, P/Z ~ vaR. vac, FrJ
Leslie Mathes, P/Z (ruo vaR, vac, raJ
Michael Rohm, P2 Mo VAR, VAC, FAJ
Keith Borup, P/Z rRJO vaR, vac, raJ
Robert Conte, Mayor
Bill Nary, C/C
Tammy deWeerd, C/C
Keith Bird, C/C
Cherie McCandless, CJC
Water Department
Sewer Department
Sanitary Service rROVAR, vac, aPJ
Building Department
Fire Department
Police Department
City Attorney
City Engineer
City Planner
Parks Department
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and
Bevan
Meridian School District rrm,vJ
Meridian Post Office rFrirr omyJ
Ada County Highway District
Ada County Development Services
Central District Health
Nampa Meridian Irrig. District
Settlers Irrigation District
Idaho Power Co. (FP/PP axYJ
U.S. West (aPmv mM'J
Intermountain Gas rFrmr e„yJ
Bureau of Reclamation rFaiva onmJ
Idaho Transportation Department rROF~J
Ada County razoreyJ
Ada County Assess. Land Records r,-rmr~AyJ
Meridian Development Corporation
Your Concise Remarks:
Historical Preservation Commission
33 EAST IDAHO AVENUE • MERIDIAN, IDAHO 83642 • (208) 888-4433
City Clerk Office Pax (208) 886-4218 Human Resources Fax (208) 884-8723 Finance & Utility Billing Fax (208) 887-4813
CITY OF MERIDIAN
Planning & Zoning Department
660 E. Watertower Ln., Ste. 202, Meridian, ID 83642
(208)884-5533 Phonel(208)888-6854 Fax
REQUEST FOR SUBDIVISION APPROVAL
FINAL PLAT APPLICATION
(RE: Meridian Subdivision Ordinance - 12-3-7 thm 12-3-9)
GENERAL INFORMATION
2.
3.
Name of annexation and subdivision: The Courtyards at Ten Mile
,L
63~Q~~
Address, general location of the site: Ten Mile and Pine Avenue
Owner(s) of record: Anthony W. Gamer and Tracey A. Gamer
Address: 680 North Ten Mile, Meridian, ID
Phone: 888-5309 Fax: NA
4. Applicant: Doug Campbell and Thomas Bevan
Address: 1661 Shoreline Road, Suite 205, Boise, ID 83702
Phone: 713-1363 Fax: 342-2220
5. Engineer: J. Reese Leavitt, P.E. Firm: Leavitt & Associates Engineers, Inc.
Address: 1324 l91 Street South, Nampa, ID 83651
Phone: 463-0333 Fax: 463-9040
6. Name and address to receive City billings -Name: DTE Development, LLC
Address: 1661 Shoreline Road, Suite 205, Boise, ID 83702 Telephone: 713-1363
7. Subdivision phase number (if applicable):--)-eft
FINAL PLAT FEATURES
1. Acres: 1 t
2. Number of building lots: 31 (28 residential. 3 commercial)
3. Number of other lots: 8' 10
4. Gross density per acre: 4.2
5. Net density per acre: 7.27
6. Zoning district(s): R-15 PD/CN
7. If the proposed subdivision is outside the Meridian city limits, but within the area of impact, what is
the existing zoning classification? NA
8. Have recreational easements been provided for in accordance with the approved preliminary plat? Yes
9. Are recreational amenities to the City agreed to in the preliminary plat provided in this plat? Yes
Explain: Walking Paths, Tot Lot and Parks
10. Are there any amenities to the City provided in this phase? No
Explain:
11. Type of building (residential, commercial, industrial, office, or combination)
12. Type of dwelling(s) (single family, duplexes; multiplexes, other);.p~lplexes
1 Rev.l/!/02
13. Proposed develop features: •
a) Minimum square footage of lot(s): 4,273 sg. R.
b) Minimum squaze footage of structure(s): 900 sq. ft. per unit
c) Are gazages provided for? Yes Square footage: 220
d) Has landscaping been provided for? Yes
Describe: See attached elan.
e) Who will own and maintain the pressurized irrigation system in this development?
Nampa-Meridian Irrigation District
f) Are any lots intended for multi-family dwellings: Yes
g) Are there special set back requirements? Yes
Explain: 10' backs, 5' sides, 10' front gazage, and 10' corner lots
STATEMENTS OF COMLIANCE
1. Streets, curbs, gutters, and sidewalks aze to be constructed to standards as required by Ada County
Highway District and Meridian Ordinance. Dimensions will be determined by the City Engineer All
sidewalks will be five (5) feet in width.
2. Proposed plat is in conformance with the City of Meridian Zoning & Subdivision Ordinance and
Comprehensive Plan.
3. Development will connect to City services.
4. Proposed plat is in conformance with the approved preliminary plat.
5. Proposed plat is in conformance with acceptable engineering, architectural, and surveying practices
and local standards.
6. Stteet names do not conflict with City grid system.
7. All items noted on the final plat checklist have been completed.
I have read the information contained herein and certify the information is true ~ o ect an at this plat is
in compliance with the above statements. /
Signature of
Rev. 2(1/02
File No.: FP-03-064
Project Name: The Courtyards at Ten Mile
Request: Final Plat approval for 28 multi-family residential attached building lots, 3
office/commercial lots, and 10 common lots on 11 acres.
Location: NE comer of W. Pine Ave. and N. Ten Mile Road in the SW '/a of Section 11,
T.3N., R 1 W.
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Storm water Calculations
for
THE COURTYARDS AT TEN MILE
Meridian, Idaho
~~~~~
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LEAVI k ~ ` IATES
ENGGYEERING THE ~ » GlGEA! ' 4lfl 90 STATES
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1324 1'' Street South, Nampa Idaho 83651 ~ (208) 463-7670 ~ www.leavittnengineers.com
Revision # azed b Reviewed b Pro ect #
0 Nathan Cleaver, E.LT:. J. Reese Leavitt, PE/SE SD001.001
DESIGN CRITERIA:
CODES: ACRD -SECTION 8000 -DRAINAGE & STORM W ATER MANAGEMENT
DESIGN STORM
DETENTION: 100-YEAR, 60 MINUTE STORM
PRIMARY CONVEYANCE: 25-YEAR, 60 MINUTE STORM
SECONDARY CONVEYANCE: 100-YEAR, 60 MINUTE STORM
BEST MANAGEMENT PRACTICE: #38a - BIOFQ.TRATION S WALE
#44 -INFILTRATION BASIN
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TABLE OF CONTENTS
Vicinity Map
Plat
Runoff Area Map
Area Classification Map
Intensity, Duration, Frequency Curve
Pre-Development Flow Determination
Post-Development Flow Determination
Gutter Flow
Biofiltration Swale, BMP #38a
Appendix
Geotechnical Report, Bob Amold, P.E.
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7-8
9
10
SEPTEMBER 18, 2003
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VICINITY MAP
FOR
THE COURTYARDS AT TEN MILE
MERIDLAN, IDAHO
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LEAVITT d ASSOCIATES ENDINEERE. INC.
1324 1s[ Slresl Sauth
Nampa, Itlaho 83651
208/463-0333
,
RAINFALL INTENSITY
DESIGN kiYDEAUI.ICS APPENDIX D
Figure D-7
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N E V • D •
STATE OF IDAHO
AREA CLASSIFICATION MAP
7
7/OD
Q-Disirtct Nu-tuber
F --Zane Designation
JOB: Tha COUrlyarGs
JOB NUMBER: $0001.007
DATE: 8/20/2003
FILE: Sloimweler Celw.ds
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LEAVITT i AESOC111TEE ENOINEEREr INC.
1324 1s1 Street SouM
Nampa, gaho 83651
2081483L333
HYDRAULICS
RAINFALL INTENSITY
DESIGN
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JOB: The CouRyartls
JOB NUMBER: SD001.001
DATE: RR02003
ERE: Stormwaler Celcs.ds
APPENDU(D
Figure D-8
Page 1 of 9
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LEAVITT 8 ASSOCIATES ENGINEERSr ING.
1324 1st Street Soufh
Nampa, Itlaho 83851
2081463-0333
JOB: The Courlyartls
JoBNUMBE6: 80001.001
DATE: 0120/2003
FILE: Stormwater Calcs.vls
STORM RUNOFF CALCULATIONS - RATIONAL METNOD
PRE-DEVELOPMENT FLOW
RATIONAL METHOD:
Du=C'i'A
Number of Acres
6.33
RUNOFF EVENT FREQUENCY: 2 YEAR STORM
DURATION
IME MINUTES i in.lhr Du cfs
5 Min. 5 1.20 0.987
10 Min. 10 1.00 0.823
15 MIn. 15 0.84 O.BB1
20 Min. 20 0.74 0.809
30 Min. 30 0.57 0.409
40 Min. 40 0.50 0.411
50 Min. 50 0.45 0.370
60 Min. 80 0.40 0.329
2 Hr. 120 0.27 0.222
3 Hr. 180 0.20 0.165
4 Hr. 240 0.17 0.140
5 Hr. 300 0.14 0.115
6 Hr. 380 0.12 0.099
8 Hr. 400 0.10 O.OBO
10 Hr. 600 0.08 0.069
12 Hr. 720 0.07 O.OBO
18 Hr. 7080 0.05 0.043
24 Hr. 1440 0.04 0.03fi
Ou = 0.329 cf ~ 60 (MIN) 2 YEAR STORM
Qu = 0.035 ci ~ 24 (HR) 2 YEAR STORM
Qu=UNDEVELOPED RUNOFF, CFS
C =RUNOFF COEFFICIENT (Rewmmentled "C" CoeHicienls for "Rational Method Equation"
-Peak Rate of Discharge, ASCE 1972)
i =RAINFALL NTENSRY, IncheslHOUr (Zone A lnlensity-Duration-Frequency Curve)
A =DRAINAGE AREA, Acres
C = 0.13 (UNIMPROVED AREA RUNOFF COEFFICIENT)
A = 6.330 ACRES
RUNOFF EVENT FREQUENCY: 25 YEAR STORM
DURATION
TIME MINUTES i in.lhr Qu ds
5 MIn. 5 3.20 2.633
10 Min. 10 2.25 1.852
15 Min. 15 1.60 1.481
20 Min. 20 1.fi0 1.377
30 Min. 30 1.25 1.029
40 Min. 40 1.00 0.823
50 Min. 50 0.89 0.732
80 MIn. 60 0.78 0.642
2 Hr. 120 0.48 0.395
3 Hr. 180 0.35 0.286
4 Hr. 240 0.28 0.230
5 Hr. 300 024 0.197
8 Hr. 360 0.22 0.181
8 Hr. 400 0.17 0.140
10 Hr. 000 0.14 0.115
12 Hr. 720 0.13 0.107
18 Hr. 1080 0.09 0.074
24 Hr. 1440 0.07 0.058
Qu = 0.642 cf ~ 60 (MIN) 25 YEAR STORM
Qu = 0.058 c1 ~ 24 (HR) 25 YEAR STORM
RUNOFF EVENT FREQUENCY: 80 YEAR STORM
DURATION
TIME MINUTES i in./hr Qu cfs
5 MIn. 5 3.60 2.882
10 Min. 10 2.55 2.098
15 Min. 15 2.15 1.769
z9 Min. zD 1.eo 1.ae1
30 Min. 30 1.40 1.152
40 Min. 40 1.15 0.946
50 Min. 50 1.00 0.823
60 MIn. 60 0.90 0.741
2 Hr. 120 0.54 0.444
3 Hr. 100 0.39 0.321
4 Hr. 240 0.32 0.263
5 Hr. 300 0.27 0.222
6 Hr. 360 0.24 0.197
8 Hr. 480 0.1 B 0.148
10 Hr. 600 0.16 0.732
12 Hr. 720 0.14 0.115
16 Hr. 1080 0.10 0.078
24 Hr. 1440 0.08 0.062
Qu = 0.741 cf ~ 60 (MIN) 60 YEAR STORM
Qu = 0.062 cf ~ 24 (HR) 50 YEAR STORM
RUNOFF EVENT FREQUENCY: 100 YEAR STORM
DURATION
TIME MINUTES i in.lnr Ou cls
5 MIn. 5 4.30 3.538
10 Min. 10 3.20 2.633
15 MIn. 15 2.80 2.140
20 Min. 20 2.20 1.610
30 Min. 30 1.75 1.440
40 Min. 40 1.40 1.152
50 Min. 50 1.20 0.987
80 MIn. 60 1.10 0.90fi
2 Hr. 120 0.60 0.494
3 Hr. 100 0.45 0.370
4 Hr. 240 0.36 0.296
5 Hr. 300 0.30 0.247
8 Hr. 380 0.28 0.214
8 Hr. 480 0.21 0.173
10 Hr. 600 0.18 0.146
12 Hr. 720 0.15 0.123
18 Hr. 1080 0.11 0.091
24 Hr. 1440 O.OB 0.066
Qu = 0.906 cf ~ 60 (MIN)100 YEAR STORM
Du = 0.066 cf ~ 24 (HR) 100 YEAR STORM
' ~ ~ PAGE
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LEAVITT S ASSOQIATES ENGINEERSr INC.
1324 tsl Slreel South
Nampa, Idaho 83651
208/463-0333
Storm Runoff for
Infiltration Basin
,106; The Courtyards
JOB NUMBER: SDD01.OD7
DATE: 8202003
FILE: Stormwafer Celcsxls
POST-DEVELOPMENT FLOW
RATIONAL METHOD: O = C' i
Roof Surface Acres e
1.54
Walks Drives and Roe Surface Acr e
1.%
Candace dAcres
2.83
Total Area. A
6.33
Netive Soil Infikmlion Area
115 x 100' = 11500 Bs
Sand La er I~kraficn Aree
0
Total Pond Bolcom Area
11500 sf = 0.264 acres
Qnet
Q =RUNOFF FLOW, CFS A =RUNOFF AREA, ACRES
i =RAINFALL INTENSITY C =RUNOFF COEFFICIENT
(k1= DEVELOPEO RUNOFF, CFS
Du =UNDEVELOPED RUNOFF, CFS (FROM PRE-DEVELOPMENT FLOW SHEET)
= 0505 CFS
Qi = INFILTRATATION, CFS NATIVE SOIL TYPE = B-1
AREA OF NAIVE SOIL = 11500 SF
NAIVE SOIL INFILTRATION RATE = 1 INIHR
AREA OF SAND LP.YER = 0 SF
SAND LAYER INFILTRATION RATE= SIWHR
Oi =AREA (SF) `INFILTRATION RATE (INMR)' (1 HRl3600 SEC) ` (1 FT7121N)
= 0266 CFS
Qnat =NET DISCHARGE FLOW WHICH FILLS THE POND OR SUMP, CFS
=Qd-Ou-Qi
Cu =UNIMPROVED AREA RUNOFF COEFFICIENT
= 0.13
Cd =DEVELOPED RUNOFF COEFFICIENT
= 0.75 (or use calculated (vveighled) value k higher)
C„wyfie ° ROOF ACRES ro 95) PAVED ACRES (0 90) LANDSCAPED ACRES (0.20)
TOTAL ACRES
Cm,as,a= tb4 acres'0.96+1.98 acres'0.90+2.83 ecres'0.20 =0.60
6.33 acres
USE Cd = 0.75
Vnet =NET VOLUME REQUIRED FOR POND AND10R SUMP STORAGE, CF
Vnet = 2 67' (Met' (80 serJmin)' Duration (min)
2
REQUIRED SECONDARY CONVEYANCE FLOW RATE, Od = 522 cfs ~ 60 (MIN)100 YEAR STORM
REQUIRED STORAGE VOLUME = 22390 cf 23.36 hrs <24 hrs O.K.
TIME OF INFILTRATION FOR 7-HOUR STORM = 84107 sec =
Modified Triangular Hydrograph
RUNOFF EVENT FREQUENCY: 100 YEAR STORM-POST DEVELOPMENT
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LEAVITT 8 ASSOCIATES ENGINEERSr INC.
1324 tel Sln~t SoNh
Nampa, Idaho 83651
208/463-0333
• PAGE V
JOB: The Coudyards
Joa NUMBER: SD001.001
DATE: 8202003
FILE: Slomrvsler Calcs.xis
POST-DEVELOPMENT FLOW
Storm Runoff for
Infiltration Basin
MINIMUM REQUIRED STORAGE VOLUME FOR PONDS THAT DRAIN OF SITE
1!8 OF THE 2-YEAR 2A HOUR STORM
REQUIRED PRIMARY CONVEYANCE FLOW RATE, Qd =
115% 113'Vnet'115%
0.0 0.0
3.70 tfs ~ 60 (MIN) 25 YEAR STORM
' ESTIMATED POND VOLUME
LEN3TN
1
DRAINGGE
POND
JI
SLOPE
r
1
~~
i
Estimated Pond Dimensions Vpond = (hB)" ((a • A • SQRT(a"A))
TOP LENGTH = 115.OD FT
a =AREA OF POND AT BASE, SF
TOP WIDTH = 10D.00 FT = 7954 SF
SLOPE= 3.00 T01
POND HEIGHT= 4.00 FT
A =AREA OF POND AT SURFACE, SF
FREEBOARD = 1 ~ ~ = 11500 SF
WATER DEPTH= 3.00 FT
Vpond= 29018 SF
TOTAL POND VOLUME 29,018 cf
REQUIRED STORAGE VOLUME = 22,390 tl
VOLUME> REQUIRED, OK
0 d < 22,380cf USE REQUIRED STORAGE VOLUME = 22,39D tT
RUNOFF EVENT FREQUENCY: 26 YEAR STORM-POST DEVELOPMENT
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i • PAGE
LEiV1TT i ASlOCU7K ENOINEERa, INC.
t324 ist STleet 601411
Nampa, Maho 89&57
20B/463A333
FLOW IN GUTTER
L= ^D^
REF:
luard, C.F. 'TaMaliva Results on
CMpaelty o! Curb Opaeing InMtsr'
Rosureh npor! no. 77-B on surha
dnl~gs, Nighlsay Research Board,
Washington D.C. 7850
Unit Conversion O.b60
Menningn Number,n= 0.016
Cross Slope, lh= 0.020
0.56z DAs Suz MODIFIED MANNING EQUATION
O = n
O =GUTTER FLOW, CFS
z =RECIPROCAL OF CRO55-SLOPE, FT/FT
(USE 2% = 0.02 F7lFT)
n = ROUGHNESS COEFFICIEM (USE O.OI 6)
D =DEPTH, FEET
5 =SLOPE OF CHANNEL, FT/FT
(USE 0.3% MIN. = 0.003 FT/FT)
FLOW CAPACITY, O (CFS)
0.50
0.76
1.00
1.25
1.60
1.76
200
2.26
2.60
276
3.00
3.25
3.b0
3.76
4.00
4.25
4.50
4.76
6.00
6.25
6.60
6.75
8.00
Slope=.9% Slope=.4% Slope=.b% Slope=.6% Slope=.7b% Slope=.85% Slope=1.D°h
0.003 0.004 0.005 0.008 0.0075 0.0085 0.010
0.003 0.004 0.004 0.004 0.005 0.005 0.006
020
0 0.028 0.028 0.028 0.092 0.094 0.037
.
0.068 0.086 0.078 0.063 0.083 0.099 0.108
127
0 0.147 0.164 0.180 0.201 0.214 0.232
.
0
290 0.286 0.297 0.926 0.384 0.388 0.420
.
374
0 0.452 0.489 0.530 0.692 0.630 0.684
.
0.686 0.652 0.728 0.798 0.893 0.951 1.031
0.806 0.931 1.041 1.140 1.275 1.967 1.472
104
1 1.276 1.425 1.581 1.75. 1.88 2.02
.
1
462 1,888 1.89 2.07 2.31 2.48 2.67
.
1
886 2.177 2.43 267 2.98 9.17 3.44
.
2.377 2.746 3.07 9.38 3.76 4.00 4.34
2.843 3.398 3.80 4.18 4.66 4.95 5.37
586
9 4.141 4.65 5.07 6.67 8.04 8.55
.
4.911 4.977 6.56 6.10 8.82 7.26 7.87
120
5 6.912 6.01 7.24 6.10 8.62 9.35
.
6.016 8.950 7.77 8.51 9.62 10.13 10.99
7.009 8.094 9.05 9.91 11.08 11.80 1280
087
8 9.349 10.45 11.46 1280 13.63 14.78
.
9
289 10.719 11.98 13.13 14.69 15.83 18.85
.
10.573 12.209 13.85 14.95 18.72 17.60 19.30
11
970 13.821 16.45 18.95 16.83 20.15 21.86
.
13.476 16.681 17.40 18.06 21.31 22.68 24.80
'
15.096 17.451 19.49 21.35 23.87 25.41 27.58
PRIMARY SYSTEM MA%. OEPTH=2.581n
MIN. SLOPE OF CHANNEL= 0.4%
CROSS SLOPE = 2.0%
L=DEPTH/CROSS SLOPE= 10.78N
ROAD W ID1H (iBC) = 4o ft
NUMBER OF LANES CLEAR REOVIREO = 0
WIDTH OF LANE = 10 N
SECONDARY SYSTEM
PRIMARY CONVEYANCE REQUIRED = 522 cls
TOTAL # OF INLETS PER BASIN = 2
REQ. OUTTER FLOW,
CONVEYANCE REQUIRED f # OF INLETS = 2.et eh
STREET TYPE: LOCAL STREET
PRIMARY CONVEYANCE REQUIRED = 3.70 ce
TOTAL # OF INLETS PER BASIN = 2
REQ. GUTTER FLOW, CONVEYANCE REQUIRED I # OF INLETS = 7.36 4fa
LANE WIDTH. IF WATER AT CURB IS AT DEPTR "tl" = 7TA4 R
PRIMARY BYSTEM O.K.
JOB; The COUnyartls
JOB NUMBER: SD001.001
GATE: 08/18103
FILE' Stmmvias:r Wlcs.>9s
MIN. SLOPE OF CHANNEL = 0.4%
L= OEPTHICROSS SLOPE = 2228ft
MA%. DEPTH AT GUTTER = 6.96 in
6.96" ~ 12" SECON DARV SYSTEM O.K,
1 • • °
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aoB T~4E Cov I=`~/A R T/ S
' Leavitt & Associates SHEET NO. OF
~'. Engineers, Inc. NRTi~ANCi,EfIV~~ DATE 9-IG-o3
1324 1st Street South CALCULATED BV
,_ NAMPA, IDAH083651 CHECKED BY DATE
(208) 463.0333
SCALE
pj10FIL'fICHT6cn1 SVaALE f"~~S~GN
ref : Ca-f~ilog o-F Si-ormwaF~e r
B~sf" Manw~ennenf' prat--~"fceS
}~AKIMvni ~~oW (.5 ~~s ~3B
MAXIMVM 17E~'IN = Yo INCHES
MA2ClMVM StpE-SLDf~'E = 3 ~ l -
pnlNln~ul^^ =Re-c-T.:~ r ~ZD = C~ ~NcH~.S
MIN iMUM S~,or~6 = 2%
I2Ef.~vl(t;T~ GoNV£yANCE = 5,22 c~'S
NvMB~2 yr SV~ALtS = 2
1"\F~xMUM iZ~Qu l~D conlu~~/t7rlCE BIZ Sw~`I LF 5,2Z cFi rc ~~ ToTjIL 2uN
= 3.Y-S a-Fs
'P-;;QUIRE4 e~e~S SKTICNfIL RIZ~~ = 3. $ e'~s = 2,3Z ~t2
1,5 ~'ps
~Ro55 S~"TIONF!L l~f2~R D~A6~Ah~
(p'' Fi-E$SoFF ~p
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z
-rop wIDT+i . 'CSoT,wIPTH + 3(6"xi~ Bc'1. w~nr{r s '3'
'~ $owE iro2 3oT, wIPTt(
'~dr.wl~ti REQ. AREf+ 3'
O,S~ 2
IX~E 3 z~ MINIMUM [30TfoM V"1pTH
(p% `J`IPT'~f. f~EJE= '7D t'' ~,n11D7H
`~I~i 'FR=6BoF1/2-D WJDTH
o Paooucr xa
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LEIIVITT i iiEOCIiTEi ENFINEFRi, INC.
1331 fel SbeM SaM
Nempe, ItleM 63691
30X369-0?13
REfiTBICTOR PLATE •iRE/. tO RON08 _ __
ALLOWABLE FLOW BASED UPON PREDEVELOPM ENT FLOW = 0.33 cfi
FLOW THROUGH ORIFICES AND NOZZLES
Approximate discharge through orifice or nozzle.
1
q = 19.636 Cd,' ~ f _ l ~~ ~3 where dz is greater than 0.3
Q = 19.636 Cd; where d' is leas than 0.3
d2
Q =flow, in gpm
d1 =dia of orifice or nozzle opening, inches
h = di@'erentisl head at orifice, in feet of liquid.
d2 =dia of pipe in which orifice is placed, inches
C =discharge c~cient (typical values below for water)
.t1-FNIRNNT SNMI" SOU.IRE NE-ENITINT SOLA.e! WELL
T4I! !OSLO 1G6E0 TUAE EO66L OUNLFO
~~_ ~_
-~
'~ -~ __
~ _y ____
1
~ w
'7 y
I
ly- -1
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J~N
=~, ~
~ ,s
C=.Y8 C-.b C=.fiJ C=.T3 C=.82 C=.99
' ppm b of6 N 0.002Y1i Aeauma orNlee le In a 12" Wme
e~ n~MM CMS
HEAD 2.00 2.60 3.00 3.60 4.00 4.60 5.00 6.50 8.00 6.60
0.25 0.063 0.089 0.120 0.183 0.215 0.279 O.S39 0.413 0.496 0.590
0.60 0.076 0.118 0.170 0.291 0.304 0.888 0.479 0.684 0.702 0.894
0.76 0.082 0.144 0.208 0.283 0.372 OA7S 0.587 0.715 0.859 1.021
1.00 0.107 0.167 0.240 0.927 0.430 0.648 0.677 0.826 0.992 1.179
1.25 0.119 0.188 0.269 0.988 0.480 0.810 0.757 0.923 1.109 1.319
1.60 0.931 0.204 0.294 OA00 0.528 0.869 0.830 1.011 1.215 1.444
1.76 0.141 0.221 0.316 0.432 0.588 0.722 0.896 1.092 1.513 1.580
2.00 0.151 0.296 0.940 0.482 0.808 0.772 0.968 1.188 1.409 1.888
2.26 0.180 0.250 0.960 0.490 0.644 O.B19 1.016 1.259 1.488 1.769
2.60 0.169 0.284 0.980 0.517 0.879 y,B$~ 1.071 1.908 1.569 1.885
2.76 0.177 0.277 0.998 0.642 0.712 0.905 1.123 1.969 1.645 1.956
3.00 0.165 0.289 0.418 0.566 0.744 0.945 1.173 1.430 1.719 2.049
5.25 0.192 0.301 0.439 0.589 0.775 0.984 1.221 1.489 1.789 2.128
3.50 0.200 0.912 0.449 0.812 0.004 1.021 1.267 1.545 1.858 2.207
3.76 0.207 O.S23 0.465 0.633 0.692 1.057 1.312 1.599 1.921 2.284
e,..F., n.JF.e 39we
HEAD 7.00 7.60 8.00 8.50 9.00 9.60 10.00 10.60 11.00 11.60
026 0.696 0.815 0.855 1.114 1.307 1.646 1.654 2.287 2.978 4.480
0.50 0.983 1.153 1.348 1.678 1.849 2.188 2.829 5.234 4.212 8.308
0.76 1.204 1.412 1.651 1.950 2264 2.877 8212 3.961 5.158 7.725
1.00 1.391 1.631 1.907 2.229 2.614 3.091 3.709 4.574 5.958 8.920
1.26 1.565 1.823 2.132 2.492 2.923 5.458 4.147 5.114 6.658 9.973
1.60 1.703 1.997 2.336 2.730 3.202 3.788 4.542 5.602 7.295 10.925
1.78 1.840 2.167 2.522 2.949 9A69 4.089 4.806 8.050 7.879 11.801
2.00 1.867 2.308 2.696 3.152 3.807 4.871 5.246 6.468 8.429 12.615
2.25 2.086 2A48 2.880 3.343 3.922 4.696 5.665 6.881 8.934 13.381
2.50 2.199 2.578 3.015 3.524 4.184 4.887 5.884 7.232 9.417 14.104
2.7b 2.308 2.704 3.182 3.696 4.336 5.128 6.160 7.585 9.877 14.799
3.00 2.409 2.824 3.302 3.881 4.528 5.354 6.424 7.922 10.316 16.451
3.26 2.607 2.940 3.437 4.018 4.713 5.572 6.686 8.245 10.737 16.082
3.50 2.602 3.051 5.567 4.170 4.891 5.782 6.939 8.557 11.143 16.689
3.76 2.693 3.158 3.692 4.916 5.063 6.866 7.182 8.857 11.534 17.274
USA ~~/y (L.~Ci'12(G'Pj12 ~LPT'k ~ 2..?5~ $F.Lav~ PEA-~.PR~KfF1lL~
W V('C~1G ~ V ~ I,
JOB: TOe CaeM/ertls
JOS NJMIfl[ 88001001
B0.TE: N90Yt003
FlLE: blameeta Leke.tle
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Bob J. Arnol• PE
Civil Engineering
Geotechnical Engineering
Materials Testing 8lnspection Services
208-440-6276 Fax 208-323-7866 bjarnoldpe@msn.com
Mr. Doug Campbell
DTE Developers, LLC
1661 Shoreline Drive
Boise, Idaho 83702
Dear Mr. Campbell:
Septepmer 8, 2003
Page 1 of 8
3032D0'I.doc
Re: Residential Development at
The Courtyard at Ten Mile
Ten Mile Road
Meridian, Idaho
As per your request, on March 22, 2003 this engineer observed the excavation of
a test pit and installed a piezometer in the proposed drainage pond location within the
referenced subdivision. A second test pit and piezometer were installed on the north
end of the adjacent commercial property. A third test pit was excavated on the south
end. On March 26, 2003 and September 8, 2003, the groundwater elevation was
measured with results reported below.
Location Well #1
Draina a Pond Well #2
Commercial Property
Casing Elevation 2567.94 2569.24 ~
Ground Elevation 2565.11 2567.73
03/26/03 2556.11 2556.68
09/08/03 2558.90 2558.24
September 8, 2003 readings are seasonal high water elevations.
In the pond location, the soil profile included approximately 2.5 feet of brown,
moist, nonelastic, silty sand. The upper foot of this soil contained organic materials.
Below this soil was a layer of cemented silts that extend to approximately 4.0 feet below
the existing ground surface. Next was a silty sand that extends to 6.0 feet. Sands with
varying amounts of silt and cementation were present below this stratum to the bottom
of the test pit, 11.5 feet below the existing ground surface. Groundwater was originally
encountered at 11.0 feet below the surface and was later measured at the depths
indicated above.
' Bob J. Arnold, PE 5516 North Fivemile Boise, Idaho 83713
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Bob J. Arnoli PE
~~
Civil Engineering
Geotechnical Engineering
Materials Testing & Inspection Services
208-440-6276 Fax 208-323-7866 bjarnoldpe@msn.com
Septepmer8,2003
Page 2 of 6
3032001.doc
It is noted that a sand pocket was encountered in the third test pit that started at
three feet below the ground surtace and extended to depths greater than the 7.5 feet
excavated. This soil was not encountered elsewhere on the property.
As per the clients request and R-value sample was gathered from the near
surface soils. The subcontracted soil laboratory obtained a result of R=30 on the
submitted sample. This value and an ACHD mandated Traffic Index of TI=6 have been
used to calculate the recommended pavement sections for the streets within the subject
subdivision. See the attached calculation sheet for recommended pavement section.
I appreciate this opportunity to be of service. Please contact my office should
you require additional information or services.
Re . , ~ fitted:
+° ,~ e
.fi~ .,r,~.t _s r,°L
v 1/ /D~
o~~rArno~,d;;3~ ~,~"
' Attachments:
Test pit Logs
Pavement Section Calculations
' cc: Leavitt & Associates
CJ
1
' Bob J. Arnold, PE 5516 North Fivemile Boise, Idaho 83713
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Bob J Arnold, PE Civil Engineering
Geotechnical Engineering
Materials Testing 8 Inspection Services
208-440-6276 Fax 208-323-7866 bjarnoldpe@msn.com
Septepmer8,2003
Page 3 of s
3032001.doc
Test Pit #: Test Pit #1
Client: DTE Developers, LLC
Project: The Courtyard
Location: Storm Water Pond
Test Pit Log
File: 3032001
Date Excavated: 5122103
Excavated By: Wheel mounted backhoe
Logged By: Bob Arnold
Sample # # # #
DEPTH SOILS DESCRIPTION Type 4 10. 40 200 M PI LL
Q.~ Brown, MOISt, Dense, Sllty, SAND Bag 100 99 63 37 26.1 NP NP
- Organics and root zone to 12" +.s
2.5
2.5 Slightly cemented silts Bag 1so 75 as 2a +s.s v v
- 3.0 NP NP
4.0 sam le contained cemented feces
4.0 Brown, moist, dense, silty SAND with Beg +ss ss 7s a7 zo.s NP NP
- minor cementing a.s
6.0
6.0 Brown to tan, moist, dense, SAND Bas ss 99 61 27 22.6 V V
- 6.5 NP NP
8.0
8.0 Brown, moist to saturated, dense silty Bas ss ss sa z7 ,o.a v v
- SAND 13.5 NP NP
1 1.5 Bag
11
0 tao ss 7z ao 23 v v
. NP NP
11.5 Bottom of Excavation
Sloughing prevents further excavation
Groundwater Contacted at 11.0'
Piezometer Installed
NP= Nonp~asoc by A57M lest metnoo vNP = visuany aeremnnea to oe nonp~asnc
Bob J. Arnold, PE
5516 North Fivemile
Boise, Idaho 83713
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Bob J. Arnol• PE ~ Civil Engineering
~ Geoteehnical Engineering
Materials Testing 8lnspection Services
208-440-6276 Fax 208-323-7866 bjarnoldpe u~msn.com
Septepmer 8, 2003
Page 5 of 6
5032001.doc
Test Pit Log
Test Pit #: Test Pit #3
Client: DTE Developers, LLC
Project: The Courtyard
Location: South End of Commercial
File: 3032001
Date Excavated: 5/22103
Excavated By: Wheel mounted backhoe
Logged By: Bob Arnold
sample # # # #
DEPTH SOILS DESCRIPTION TYPe 4 10 40 200 M PI LL
0.0 Brown, Moist, Dense, Silty, SAND
- Organics and root zone to 12"
3.0
3.0 White, Dry
SAND Bag 10o az ao 13 1zs v v
, 3.0 NP NP
7.5
Bottom of Excavation
7.5 Sloughing prevents further excavation
NP= Nonplasfic by ASTM Test methotl VNP = visualry tleterminetl to be nonelastic
Bob J. Arnold, PE 5516 North Fivemile Boise, Idaho 63713
Bob J Arnol~ PE • Civil Engineering
Geotechnical Engineering
Materials Testing 8lnspection Services
208-440-627fi '" Fax 208-323-7866 bjarnoldpe@msn.com
Septepmer 8, 2003
Page 4 of 6
3032001.doc
Test Pit Log
Test Pit #: Test Pit #2
Client: DTE Developers, LLC
Project: The Courtyard
Location: North End of Commercial
File: 3032001
Date Excavated: 5/22/03
Excavated By: Wheel mounted backhoe
Logged By: Bob Arnold
Sample # # # #
DEPTH SOILS DESCRIPTION ryPe 4 10 40 200 M PI LL
0.0 Brown, MOISt, Dense, Sllty, SAND Bucket 100 99 64 47 23.8 NP NP
- Organics and root zone to 12" 1.s
4.0
R-Value sam le athered here
3.0 Slightly cemented silts, Hardpan say ss sa sz s7 ao.5 v v
3.0 NP NP
5 0 (sam le contained cemented feces)
5.0 moist, dense, silty SAND
Brown Bao 10o s, 53 21 6.5 V V
, NP NP
7.0
7.0 Brown to tan, moist, dense, SAND
9.0
9.0 Brown, moist to saturated, dense silty
- SAND
12.0
12.0 Bottom of Excavation
Sloughing prevents further excavation
Groundwater Contacted at 11.5'
Piezometer Installed
wP= rvonpiasnc by asi in i esr memos vnr = wsuany aeremunea co oe nonpiasnc
Bob J. Arnold,
5516 North Fivemile
Boise, Idaho 63713
' Bob J. Arnol~ PE ~ Civil Engineering
' ~ Geotechnical Engineering
' Materials Testing & Inspection Services
208-440-6276 Fax 208-323-7866 * bjarnoldpe@msn.com
' Septepmer 8, 2003
Page 6 of 6
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DESIGN SECTION CALCULATIONS
(ACRD R-Value Method)
Project: The Courtyard File No.: 3032
Tenmile Road talc By: B. Amold
Client DTE Developers Date: 09/02!03
Design Thickness Equation:
T = 0.0032 (TI) (100-R)(12) = GE (inches)
T= Design Thickness TI =Traffic Index = 6 (By ACRD)
GE =Gravel Equivalent R = R-Value = 30 (ey Soils Test)
GE= 16.6lnches
ACRD ACP. 314" Road Base and Aastreaate Subbase
Actual Thickness Equivalent Thickness
ACRD Asphalt Concrete Thickness = 2.5 Inches ACE= 5.0 Inches
314" Road Base Thickness Desired = 4.0 Inches RBE= 4.4 Inches
Calculated Aaareaate Subbase Thickness Eauation:
Subbase Thickness=SB=GE-ACE-RBE
SB= 7.2 Inches
CALCULATED DESIGN SECTION
ACRD Asphaltic Concrete= 2.5 inches
314" Road Base = 4.0 inches
Aggregate Subbase = 8.0 inches
RECOMMENDED DESIGN SECTION
Asphaltic Concrete = 2.5 inches 2.5 inches
314" Road Base = 4.0 inches OR 12.0 inches
Aggregate Subbase = 8.0 inches
Reviewed By:
' Bob J. Arnold, PE 5518 North PivemBe Boise, Idaho 83713
x64.esc+~7.e
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AFFIDAVIT OF LEGAL INTEREST
STATE OF IDAIIO )
COUNTY OF ADA )
1, ANTHONY W GARNER & TRACEYA GA.RL680 N TENNIILE
(name) (address)
ROAD. MERIDIAN. IDAHO being fast duly sworn upon oath, depose and say:
(city) (state)
1. That I am the record owner of the property described on the
attached, and I grant my permission m:
Douglas Campbell DTE Devehtipment LLC,1661 Shoreline Ddv_e,
Spite 205. Boise. Idaho 83702 -
To submit the accompanying application pertaining to that
properly.
2. I agree to indemnify, defend and hold the City of Meridian and
iYs employees harmless from any claim or liability resulting
from any dispute as to the statements contained herein or as to
the ownership of the properly, which is the subject of the
application.
Dated this ~~ f~ day of ~a~rr ,~~ 20~.
AND SvVDRN to before me the day and year .fiat
above vadtteo.
taut~s>1EU ta. TENarti~
NOTARY PUBLIC
STATE OF 1DN~K)
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Naasy ~ .fib
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IRRIGATION PERFORMANCE SPECIFICATIONS
PER ORDINANCE 12x13-S
.NOTE: Submit 3 copies of this completed form with nrry applecatlon for CerBfecate of Zoning Compliance (CZC).
Project Name: The Courtyards at Ten Mile
Specifications:
Available Gallons per Minute: 6 0. 9 gom
AvailableWaterPressure: 45 psi
Point of Connection (describe and/or submit a site plan):
• Primazv Connection: Nampa-Meridian Irrigation District
• Secondarv Connection: Cit2 of Meridian
Landscape Area: If the irrigation system is hooked to City water as a primary or secondary
water source, submit the square footage of landscape areas to be irrigated.- 2 8 , 8 0 0 s.f.
Backflow Prevention
A backflow prevention device must be installed as required by City Ordinance 9-3.
Coveraee
The irrigation system must be designed to provide 100% coverage with head to head spacing
or triangulaz spacing as appropriate.
Matched Precipitation Rates
Sprinkler heads must have matched precipitation rates within each control valve circuit.
Irrieation Zones
Sprinkler heads irrigating lawn or other high-water-demand areas must be circuited so that
they are on a sepazate zone or zones from those irrigating trees, shrubs, or other reduced-
water-demand areas.
Oversprav
Sprinkler heads must be adjusted to reduce overspray onto impervious surfaces such as
sidewalks, driveways, and pazking azeas.
Rcv. !. 2a. ~l~
~` i ~
Additions! Irrigation Notes:
Irrieation Required
All landscape azeas regulated by the City Landscape Ordinance (12-13) shall be served with an
automatic underground irrigation system. Additional requirements afi'ecting pressurized
irrigation systems can be found in City Ordinance 9-1-28.
Irrieation Water Source
Use of non-potable irrigation water is required when determined to be available by the City
Public Works Department as regulated by City Ordinance 9-1-28. L` city potable water is used, a
separate water meter is recommended so the owner can avoid paying sewer fees for irrigation
water. Potable water shall not be used as a primary irrigation water source on non-residential
lots with more than % acre of landscaping. Yeaz round water availability is also required by
connecting to city potable water or an on-site well as a secondary source.
Certification:
I, n~++q ramnha 7 1 do hereby affirm that anY irrigation system installed for
the proje entt ed abbe will be designed and installed in compliance with the specifications
and no ated ; th' r.,,
J e~
Date
Itev. 1: 7~.'J3
KEYNOTES
Ol INSTALL 4' WROUGHT IRON FENCE
O2 1NSTALL 6' CHAIN LINK FENCE
O3 INSTALL 6' CECAR
GRAPHIC SCALE
>a m
( u+ escr I
i min - w et
FENCING PLAN n ENOINEERB, IN
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PRELIMINARY
ADA COUNTY STREET NAME EVALUATION
SUBDIVISION NAME: Court and at the Ten Mile Sub, The
SECTION/TOWNSHIP/RANGE: 3N1 W11
AGENCY and AGENCY FILE NO: Meridian PP 03-010
SURVEYOR/DEVELOPER: Leavitt & Associates
DATE OF EVALUATION: 5/8/03
The street name comments listed below are made by the members of the ADA COUNTY
STREET NAME COMMITTEE (Under the direction of the Ada County Engineer) regarding this
development in accordance with the Ada County Street Name Ordinance. 1F THERE ARE
CORRECTIONS RECOMMENDED. PLEASE MAKE THESE CHANGES ON THE SUBDIVISION
PLAT AND RESUBMIT.
THE FOLLOWING EXISTING STREET NAMES SHALL APPEAR ON THE PLAT:
N. TEN MILE ROAD
W. PINE °'ar^~c~-~~Tr ~P 2, mS .
N. GRAY CLOUD WAY ALIGNS AND WILL REPLACE MARCO.•
THE FOLLOWING PROPOSED STREET NAMES ARE APPROVED:
W. MARBETH COURT
N. TREVA DRIVE WILL REPLACE TREVA WAY-
;
NOTE: A FINAL YELLOW street name evaluation must be presen d to the Ada County
En ineer at the time of recording to verif street na s.
:;Ada County Engineer
''Meridian
''Fire Department
Ada County Highway District
Ada County Emergency Response
John Priester ~. Date: 5 803
Representa a ti- Date: ~ ~a~~3`
Representative Date: S' ~.3
Representative ~ ° Date: Sa'a3
Representative ate: ~~3
NUMBERING OF LOTS AND BLOCKS ~~~_TS/D~3 ~