27613 PE-1716A DHAENENS SQUARE PHASE II PUD
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INLAND PACIFIC ENGINEERING, INC.
November 25, 1997 Mr. Dave Berto
Spokane County Engineer's Office _
North 811 Jefferson
Spokane, Washington 99260
RE: DHAENENS SQUARE PHASE II
. PE-1716 Our Number 943 83
Dear Dave:
Enclosed please find two copies of the second submittal for the plat referenced above.
Please review for final approval. Enclosed also is a copy of the updated plat certificate.
Please call if you have any questions. Thank you. . Sincerely,
PACIFIC GINEERING CO.
IA`~~~"~ J - •
Brock R. Materne
BRM/msw
Enc.
707 West 7th • Suite 200 2020 Lakewood Drive • Suite 205
Spokane, WA 99204 Coeur d'Alene, ID 83814
509-458-6840 • FAX: 509-458-6844 208-765-7784 • FAX: 208-769-7277
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DRA AGE TECHNICAL REPORT
for
!1SE
DSQUARE
II
MARCH 1997
Prepared for:
W.R.S. ASSOCIATES
P.O. Box 14084
Spokane, Washington 99214
' Prepared By :
Inland Pactfac Engtneering Comparry
707 W. 7th Avenue
, Suite 200
Spokane, WA 99204 ,
OFFICtAL P!lBl.tC DOCUMENT
.
, 509)458-6840 ~~n' ENGrNEE~9 p~E
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StXMTfAL ~ t - -
, RETURN TO COIJNTY EN~ ;
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DRAINAGE REPORT
for
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Dhaenens Square Phase II Plat
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Spokane County, Washington
March 1997 -
, he desi. • i~rn ro~eents sho 'n ~h's set o~a~ s and calcula~ions con ,o to the
g P P
a~ic~able ed~it~ians o tbe ' pokane o~ ty ~andards for ' oad a~nd '-wer onst~ruct~ion
aa t~he ' po, •ane County Gwi e~i~nes or 'ormwater Managem~nt. ~l desi,g d ~iat~ions
ae bee ap ove by t~he ; pok•an - Co nEng~i~neer. I ppro~ th,ese plans
(~alcula ~'ons °or const~ructio .
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This report has been prepared by Susan K. Murphy of Inland Pacific Engineering Company under
, the direction of the undersigned professional engineer whose seal and signature appear hereon.
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EXPIRES 9/24/
Todd R. Whipple, P.E.
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Dhaenens Square Phase II
. DYainage Narrative
GENERAL
The second phase of the Dhaenens Square Plat is a 7.43 acre development of 40 single family
residential lots located north and west of the intersection of 16th Avenue and Evergreen Road
within Spokane County, Washington. The site is currently vacant with field grass as the
predominant land cover and vegetation. Single family residential development lies directly to the
~ south, north and west. A 1" to 400' scale vicinity and location map have been included within the
technical section of this document.
PURPOSE
The purpose of this report is to determine the extent of storm drainage facilities which will be
required to dispose of the increase in stormwater runoff created by the development of the
Dhaenens Square Phase II plat. The storm drainage facilities on this project will be designed to
dispose of runoff from the ten year design storm. This development is within the Aquifer
Sensitive Area of Spokane County and is subject to'208' requirements. For this project, the 10-
yeaz curve from the Spokane, Medical Lake, Reardon, Cheney and Rockford intensity curves was
used.
ANALYSIS METHODOLOGY
Per the Spokane County Guidelines for Stormwater Management, the Rational Method, which is
recommended for basins less than ten acres in size, will be used to determine the peak discharges
' and runoff volumes for all basins.
PROJECT DESCRIPTION
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This phase of the Dhaenens Square plat comprises 40 lots of the 721ots in the approved
~ preliminary plat. The Dhaenens Square Phase II subdivision is located in the SE 1/4 of the
Section 22 T. 25 N., R. 44 E., W.M. withun Spokane County, Washington.
~ TOPOGRAPHY
The general slopes within this plat vary from flat to nearly flat with the maximum existing slope
at 0.0200 ft./ft. Generally, the area within this platted portion of the overall preliminary plat
would be characterized as flat. For development purposes as stated the natural sloping was used
for design and is maintained as possible throughout the project. There is no contributing offsite
drainage due to the topographic features sunounding the site. The project is bounded by an
Inland Pacific Engineering Company D 1 Dhaenens Square Phase II Drainage Report
existing roads on the east, and existing development on the south, north and west.
SOILS
As can be seen from the accompanying soils map from the Spokane County Soils Survey as
performed by the SCS, the site consists of only one type of soil within the Class B type. This soil
type is described as follows.
SarB - Springdale gravelly sandy loam, 0 to 20 percent slopes: Soils within this soil type are
somewhat excessively drained soils, and has moderately rapid permeability ranging from 5 to
greater than 10 inches per hour. Spokane County Guidelines for Stormwater Management indicate
this to be a Soil Group Type B and pre-approved for drywell installation.
Hydrologic Soil Classification - B
DRAINAGE NARRATIYE
Offsite
Based upon the general geographic tendencies of this site, no appreciable amounts of offsite flows
are expected for this phase. _
Onsite
As this plat is withul the aquifer sensitive area of Spokane County all onsrte drainage will be
collected and treated using the "208" runoff inethod as described in the Spokane County
Guidelines for Stormwater Management. To facilitate this analysis the Dhaenens Square Phase II
plat was divided into 15 permanent basins and sub-basins (A through O). Table 1 lists the basins
and pond combinations for easy reference and weighted "C" factor information.
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Inland Pacific Engineering Comparry D2 Dhaenens Square Phase II Drainage Report
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Due to the layout of this project, (i.e. double-fronting lots), weighted "C" factors are used in the
calculations for the Time of Concentration and peak flows for each basin. Several assumptions
have been made to calculate the weighted "C" factors:
1.) Each lot will have a house (estimated roof area of 1500 SF) and a driveway (estimated
area of 600 SF), adding 2100 square feet of impervious area per lot to each basin. This was .
determined by averaging the four footprints shown on the preliminary plat.
2.) Total impervious area is used to calculate the weighted "C" factors.
~ 3.) Peak flows and Times of Concentration are calculated using street and driveway
unpervious areas only.
4.) All basins have weighted "C" factors to maintain continuity throughout this plat.
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Table 1- WEIGHTED "C" S Y
. _ DHAENENS.SQUARE AREA S _ Y FOR_WEIGHTED "C" - - -
- - - - - . _ . ,
_ - _ . - Basins Ponds--' ;,-Total,Area Street Imp. Driveway/.Roof Total ; Weig~ted'r_
-(SF/AC) - - Area (SF) - -=Areas(SF) Imp.~ Area
, - - - - , (SF/AC)
AC AC 27017/0.62 5377 600/4000 9977/0.23 0.43
B B 13697/0.55 4897 2400/6400 13697/0.31 0.57
D D16023/0.37 5368 0/3200 8568/0.20 0.56
E E 22799/0.52 4192 4200/5600 13392/0.32 0.61
F F 28618/0.66 3188 2700/7200 13088/0.30 0.49
G G 25475/0.58 4449 5700/8000 18149/0.42 0.69
H HI 52928/1.22 14681 0/11600 26281/0.60 0.52
I HI 98059/2.25 13405 5400/7200 26005/0.60
HI HI 162940/3.75 28086 5400/18800 52286/1.2 0.39
J J 12946/0.30 2476 600/1600 4676/0.11 0.43
K K 1315 8/0.3 0 3 814 900/2400 7114/0.16 0.55
~ L L1-13 15832/0.36 7840 0/0 7840/0.18 0.53
M M 4382/0.10 2355 0/0 2355/0.06 0.60
N - 32720/0.75 0 0/7200 7200/0.17 0.32
O - 11953/0.27 0 - - 0.10
Inland Pacific Engineering Company D3 Dhaenens Square Phase II Drainage Report
"208" Calculations
Within some basins the streets with curb are divided into sub-basins by curb inlets. These
, facilities caPture uPstream stormwater runoff from the imPervious street surface and direct the
runoff into grassy '208' ponds. As shown on the '208' calculation worksheets included, the '208'
, storage volume provided is adequate to perform '208' treatment for the runoff created by the first
half inch of rainfall. In some cases, the ponds aze undersized for the upstream unpervious area. In
such cases, the excess is carried over to the downstream ponds, which provide adequate capacity
for the carry-over flows. The terminal pond, in sump condition, is sized to treat upstream carry-
over flows as well as the flow for the sump section of roadway.
' Curb Inlets, Concrete Inlets and Catch Basin Calculations
It is necessary to check the adequacy of the curb inlets, concrete inlets or catch basins provided to
divert the runoff from the gutter into the '208' ponds. Should these be requued, the appropriate
calculation sheets included show the required lengths of curb openings, or single curb inlets with
lengths greater than 4.0', as well as the adequacy of the inlet grates or catch basin grates. For curb
inlets greater than 4.0', either multiple curb inlets are added or the curb inlets are lengthened as
required.
DRAINAGE CALCULATIONS SUMMARY
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Calculations have been included for Drainage Basin considerations such as Peak Flow, Time of
Concentration, "208" sizing, drywell requirements, inlet sizing, and curb inlets, as well as culverts
and pipe flow some of which are summarized below with the remaining calculations included in
the appendix.
Within the calculation section and where it has been determined necessary for clarity, several ~
sketches, as well as details from the plans have been incorporated to demonstrate assumptions and
conclusions.
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Inland Pacific Engineering Comparry D4 Dhaenens Square Phase II Drainage Repon
BASIN DESCRIPTIONS
Basins A througli M
Within this plat, and due to the general geographic features, several basic assumptions were
followed and can be used to describe each basin. First, due to the relative flatness of the plat and
project vicinity, minimum road grade is limited to 0.008'/ft; second, tract ponds if practical will be
used in the open space areas; third, all other ponds will be of the lot pond configuration.
All of these steps have been used in various basins throughout the drainage design of this project.
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Basin AC
Basin AC encompasses the west end of Mamer Lane, combining areas on both sides of the
roadway and half of lots 1,2, and 3 and part of Lot 4, Block 3, as well as Tract "E", part of Tract
"B" of Phase I and most of Lot 1, Block 4. Flow form the high point is directed to a concrete
inlet on the north side of the street, and piped to Pond AC, and a curb inlet on the south side
which empties into Pond AC. A Type "B" drywell is located within the pond.
Basins N and O
Basins N and O are both bypass areas, which flow off the plat in the predeveloped state, and
which will continue to do so in the developed state. Basin N will increase outflow by 0.04 cfs in
the developed state, from 0.72 cfs to 0.76 cfs. Since the increase is less than 0.10 cfs, no drainage
measures will be undertaken. Basin O will not change from the predeveloped to the developed
state, as the very west end of Lots 6 and 7, Block 2 and Tract can be assumed to remain in their
present state.
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Inland Pacific Engineering Company DS Dhaenens Square Phase II Drainage Report
Table 2 - `208' & DRYWELL SUNIlVIARY
ys-=:~-
i , ;1. - si~~w.~..'--= , , .i:~~a.s:~`=•__- =.,f;s
y`~•_" _ ~ ~~'~'c~. - I, ~-'_~a, ,'a~
.~•'q i ~ - - u 71~11~ ~ ~ = - o um~Area ~rea l Ti rp a ~ ~i . a _ y,nTmpa=AreaReq'd(CF~ Req~u'ic~,tdezd~,,,MMd _ ~rn_riy~~p~~ J~~~~elWa!d~
_-==a_=/, ~ WlbliliW~ e:ss ~F~IIt~ r~~ .4
r w.iw~~ . ~ - ' ~
AC AC 5377 224 448 468 1-B
B B 4897 204 408 413 1-B
D D 5368 224 448 462 1-A
E E 4192 175 350 See note3 1-A
F F 3188 133 266 280 1-B
G G 4449 185 370 See note4 • 1-B
HI HI 28086 1170 2340 2357 3-B
J J 2476 103 206 220 "A"
K K 3814 159 318 320 "A"
L L 7840 159 318 360 1-A
L1 L1 3240 135 270 270 -
L2 L2 2400 100 200 200 -
L3 L3 2200 92 184 200 1-B
M M 2355 98 196 200 1-A
N N 0 0 0 0 0
O - - - - - -
Notes:
' 1. Type A is a Spokane Standard Drywell - Singlt DePth, CaPacitY 0.3 cfs
2. Type B is a Spokane Standard Drywell - Double Depth, Capacity 1.0 cfs
3. Additional `208' volume provided by swales = 200 CF
Total `208' volume provided = 200 + 25(pond) = 225 CF
4. Additional `208' volume provided by swales = 187.5 CF '
Total `208' volume provided = 187.5 + 50(pond) = 237.5 CF
Inland Pacific Engineering Company D6 Dhaenens Square Phase 11 Drainage Report
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Table 3
' ~ hae ~ ns qua se urb ~ rap S a~ _
'~n o~ u b~rop Cat ~ as'n
' on ~ i ~io onds tion
AC AC - Continuous
B B Sump -
D D Sump -
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E E Sump _
F F Sump -
G G Sump -
H t HI - Continuous
H2 HI - Sump
' 11 HI - Continuous
12 HI - Continuous
, 13 HI - Continuous
14 HI - Sump
J K Sump -
K K Sump -
LI L 1 Continuous -
' L2 L2 Continuous -
L3 L3 Sump -
' M M Continuous -
N - - -
Per Spokane County Guidelines curb drops in a sump condition have a capacity of 4.0 cfs
Per WSDOT Hydraulics vlanual, Grate Inlet, has a sump capacity of 13.0 cfs
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NOTE: '
Only curb drop and grate calculations were performed for those cases
"On Grade", curb drops and catch basins in sump condition are
assumed to handle 4.0 cfs.
Inland Pacifcc Engineering Company D7 Dhaenens Square Phase II Drainage Report
NOTE:
Only curb drop and grate calculations were performed for those cases ' "On Grade", curb droPs and catch basins in sumP condition are
.
assumed to handle 4.0 cfs.
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Inland Pacific Engineering Comparcy D8 Dhaenens Square Phase li Drainage Report
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WEIGHTED "C" FACTURS
'
Weighted Runoff Coefficient Calculation
Project: Dhaenens Square Phase II
Basin: Combined Basins A&C IPE Job 94383
Total Area (acres): 0.62 Designer: S. Murphy
Imp. Area (acres): 0.23 Date: 12/02
Grass Area (acres): 0.39
Imp. Area "C": 0.90
Grass Area "C": 0.15
(Imp. Area)(Imp. "C")= 0.2070
(Grass Area)(Grass "C")= 0.0585
0.6200 0.2655
Weighted "C"= 0.2655
0.43
0.6200
Weighted Runoff Coefficient Calculation
Project: Dhaenens Square Phase II
Basin: B IPE Job 94383
Total Area (acres): 0.55 Designer: S. Murphy
Imp. Area (acres): 0.31 Date: 9/21/96
Grass Area (acres): 0.24
Imp. Area "C": 0.90
Grass Area "C": 0.15
(Imp. Area)(Imp. "C")= 0.2790
(Grass Area)(Grass "C")= 0.0360
0.5500 0.3150
Weighted "C"= 0.3150
0.57
0.5500
'
Weighted Runoff Coefficient Calculation
Project: Dhaenens Square Phase II
Basin: D IPE Job 94383
Total Area (acres): 0.37 Designer: S. Murphy
Imp. Area (acres): 0.20 Date: 9/21/96
Grass Area (acres): 0.17
Imp. Area "C": 0.90
Grass Area "C": 0.15
(Imp. Area)(Imp. "C")= 0.1800
(Grass Area)(Grass "C")= 0.0255
0.3700 0.2055
Weighted "C"= 0.2055
0.56
0.3700
'
' Wei9hted Runoff Coefficient Calculation
Project: Dhaenens Square Phase II
Basin: E I PE Job 94383
Total Area (acres): 0.52 Designer: S. Murphy
Imp. Area (acres): 0.32 Date: 9/21/96
Grass Area (acres): 0.20
Imp. Area "C": 0.90
Grass Area "C": 0.15
(Imp. Area)(Imp. "C")= 0.2880
(Grass Area)(Grass "C")= 0.0300
0.5200 0.3180
Weighted "C"= 0.3180
0.61
0.5200
1
'
'
'
~
Weighted Runoff Coefficient Calculation
Project: Dhaenens Square Phase II
'
Basin. F IPE Job 94383
Total Area (acres): 0.66 Designer: S. Murphy
, Imp. Area (acres): 0.30 Date: 9/25/96
Grass Area (acres): 0.36
Imp. Area "C": 0.90
, Grass Area "C": 0.15
(Imp. Area)(Imp. "C")= 0.2700
(Grass Area)(Grass "C")= 0.0540
0.6600 0.3240
Weig hted "C"= 0.3240
0.49
0.6600
~
~
~ Wei9hted Runoff Coefficient Calculation
Project: Dhaenens Square Phase II
~
Basin. G IPE Job 94383
Total Area (acres): 0.58 Designer: S. Murphy
Imp. Area (acres): 0.42 Date: 10/13/96
Grass Area (acres): 0.16
Imp. Area "C": 0.90
Grass Area "C": 0.15
(Imp. Area)(Imp. "C")= 0.3780
(Grass Area)(Grass "C")= 0.0240
0.5800 0.4020
'
Weighted "C"= 0.4020
0.69
0.5800
~
'
,
Weighted Runoff Coefficient Calculation
1 Project: Dhaenens Square Phase II
Basin: Combined Basins H&I IPE Job 94383
Total Area (acres): 3.75 Designer: S. Murphy
Imp. Area (acres): 1.20 Date: 12/01
Grass Area (acres): 2.55 Imp. Area "C": 0.90
Grass Area "C": 0.15
(Imp. Area)(Imp. "C")= 1.0800
(Grass Area)(Grass "C")= 0.3825
3.7500 1.4625
,
Weighted "C"= 1.4625
0.39
3.7500
~
'
~
j
~
Weighted Runoff Coefficient Calculation ,
Project: Dhaenens Square Phase II
Basin: J IPE Job 94383
Total Area (acres): 0.3 Designer: S. Murphy
1 Imp. Area (acres): 0.11 Date: 11/15
Grass Area (acres): 0.19
Imp. Area "C": 0.90
Grass Area "C": 0.15
(Imp. Area)(Imp. "C")= 0.0990
(Grass Area)(Grass "C")= 0.0285
0.3000 0.1275
~
Weighted "C"= 0.1275
0.43
0.3000
~
,
'
~
1
,
~ Wei9hted Runoff Coefficient Calculation
~ Project: Dhaenens Square Phase II
Basin: K IPE Job 94383
Total Area (acres): 0.3 Designer: S. Murphy
Imp. Area (acres): 0.16 Date: 11/15
Grass Area (acres): 0.14
Imp. Area "C": 0.90
, Grass Area "C": 0.15
(Imp. Area)(Imp. "C")= 0.1440
(Grass Area)(Grass "C")= 0.0210
0.3000 0.1650
~
Weighted "C"= 0.1650
0.55
0.3000
~
~
~
,
Weighted Runoff Coefficient Calculation
1 Project: Dhaenens Square Phase II
Basin: L IPE Job 94383
Total Area (acres): 0.36 Designer: S. Murphy
Imp. Area (acres): 0.18 Date: 11/15
Grass Area (acres): 0.18
Imp. Area "C": 0.90
Grass Area "C": 0.15
~
(Imp. Area)(Imp. "C")= 0.1620
(Grass Area)(Grass "C")= 0.0270
0.3600 0.1890
'
Weighted "C"= 0.1890
0.53
0.3600
~
~
~
~
~ Wei9hted Runoff Coefficient Calculation
1 Project: Dhaenens Square Phase II
Basin: M IPE Job 94383
Total Area (acres): 0.1 Designer: S. Murphy
Imp. Area (acres): 0.06 Date: 11/15
Grass Area (acres): 0.04 ,
Imp. Area "C": 0.90
Grass Area "C": 0.15
(Imp. Area)(Imp. "C")= 0.0540
(Grass Area)(Grass "C")= 0.0060
0.1000 0.0600
i
Weighted "C"= 0.0600
0.60
0.1000
~
~
~
~
Weighted Runoff Coefficient Calculation
, Project: Dhaenens Square Phase II
Basin: Predevleloped N IPE Job 94383
Total Area (acres): 0.75 Designer: S. Murphy
Imp. Area (acres): 0.00 Date: 11/15
Grass Area (acres): 0.75
Imp. Area "C": 0.90
Grass Area "C": 0.30
~
(Imp. Area)(Imp. "C")= 0.0000
(Grass Area)(Grass "C")= 0.2250
0.7500 0.2250
Weighted "C"= 0.2250
0.30
0.7500
~
~ ~
,
Weighted Runoff Coefficient Calculation
Project: Dhaenens Square Phase II
Basin: Developed N IPE Job 94383
Total Area (acres): 0.75 Designer: S. Murphy
I Imp. Area (acres): 0.17 Date: 11/15
Grass Area (acres): 0.58
Imp. Area "C": 0.90
Grass Area "C": 0.15
(Imp. Area)(Imp. "C")= 0.1530
(Grass Area)(Grass "C")= 0.0870
0.7500 0.2400
,
Weighted "C"= 0.2400 0.32
0.7500
~
~
PEAK FLOW AND BOWSTRING
~
~ ~
~r ~r ~s ~r ~ ~ r~r ~r r~r rr ~r r ~ rr ~ ~~r
• BOWSTRING METH00 PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: A
BASIN: A 10•Year Design Storm DESIGNER: S. Murphy
Tot. Area 0.36 Acres DATE: 12102
Imp. Area 2665 SF
C = 0.38
Time Increment (min) 5
CASE 1 Time of Conc. (min) 5.09
Outflow (cfs) 0.3
45 ft. Overland Flow Design Year Flow 10
Area (acres) 0.36
Ct = 0.15 Imperoious Area (sq fl) 2665
L= 45 ft. 'C' Factor 0.38
n= 0.40 '208' Volume Provided 124.5
S= 0.020 Area' C 0.137
Tc = 2.75 min., by EquaGon 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
180 ft. Gutter flow (min) (sec) (iNhr) (cfs) (cu ft) (cu fl) (cu ft)
Z1= 41.0 For Z2 5.09 305 3.16 0.43 177 92 85
7-2 = 4.5 Type B =1.0
n= 0.016 Rolled = 3.5 5 300 3.18 0.44 175 90 85
S= 0.008 Wedge=4.5 10 600 2.24 0.31 216 180 36
15 900 1.77 0.24 243 270 -21
d= 0.121 ft. 20 1200 1.45 0.20 259 360 -101
25 1500 1.21 0,17 265 450 -185
A R Q Tc Tc total I Qc 30 1800 1.04 0.14 271 540 -269
35 2100 0.91 0.12 214 630 -356
0.33 0.06 0.43 2.34 5.09 3.16 0.43 40 2400 0.82 0.11 281 720 -439
45 2700 0.74 0.10 284 810 -526
Qpeak for Case 1= 0.43 cfs 50 3000 0.68 0.09 289 900 -611
55 3300 0.64 0.09 298 990 -692
60 3600 0.61 0.08 309 1080 -771
CASE 2 65 3900 0.60 0.08 329 1170 -841
70 4200 0.58 0.08 341 1260 -919
Case 2 assumes a Time of Concenlration less than 5 minutes so that the 75 4500 0.56 0.08 353 1350 -997
peak flow =.90(3.18)(Imp. Area) = 0.18 cfs 80 4800 0.53 0.07 356 1440 -1084
85 5100 0.52 0.07 370 1530 -1160
90 5400 0.50 0.07 376 1620 -1244
So, the Peak flow for the Basin is ihe greater of the 1wo flows, 95 5700 0.49 0.07 389 1710 -1321
0.43 cfs 100 6000 0.48 0.07 401 1800 -1399
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in I 12 iNft 111 cu ft
208' Storage Volume Provided 124.5 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STOR
Maximum Storage Required by Bowstring 85 cu ft
Number and Type of Drywells Required 1 Single
0 Double
~ r ~r r~ r~r r r r~~r ~~~■r ~r ~r
BOWSTRING METHOD PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: B
BASIN; B 10-Year Design Storm OESIGNER: S. Murphy
Tot. Area 0.55 Acres DATE: 03102
Imp. Area 4897 SF
C = 0.57
Time Increment (min) 5
CASE 1 Time of Conc. (min) 5.00
Oulflow (cfs) 1
45 ft. 4verland Flow Design Year Flow 10
Area (acres) 0.55
Ct = 0.15 Imperoious Area (sq ft) 4897
L= 45 ft. 'C' Factor 0.57
n= 0.40 '208' Volume Provided 206.5
S= 0.020 Area' C 0.314
Tc = 2.75 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
217 ft. Gutter Flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1= 41.0 For Z2 5.00 300 3.18 1.00 401 300 101
Z2 = 4.5 Type B =1.0
n= 0.016 Rolled = 3.5 5 300 3.18 1.00 401 300 101
S= 0.009 Wedge=4.5 10 600 2.24 0.70 493 600 -107
15 900 1.77 0.55 556 900 -344
d= 0.164 ft. 20 1200 1.45 0.45 592 1200 -608
25 1500 1.21 0.38 608 1500 -892
A R Q Tc Tc total I Qc 30 1800 1.04 0.33 620 1800 -1180
35 2100 0.91 029 628 2100 -1472
0.61 0.08 1.00 2.21 5.00 3,18 1.00 40 2400 0.82 026 643 2400 -1757
45 2700 0.74 0.23 650 2700 -2050
Qpeak for Case 1= 1.00 cfs 50 3000 0.68 0.21 661 3000 -2339
55 3300 0.64 0.20 683 3300 -2617
60 3600 0.61 0.19 708 3600 -2892
CASE 2 65 3900 0.60 0.19 753 3900 -3147
70 4200 0.58 0.18 782 4200 -3418
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.18 808 4500 -3692
peak flow =.90(3.18)(Imp. Area) = 0.32 cfs 80 4800 0.53 0.17 814 4800 -3986
85 5100 0.52 0.16 848 5100 -4252
90 5400 0.50 0.16 862 5400 -0538
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.15 891 5700 -4809
1.00 cfs 100 6000 0.48 0.15 918 6000 -5082
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in ! 12 inlft 204 cu ft
208' Storage Volume Provided 206.5 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 101 cu ft
Number and Type of Drywells Required 0 Single
1 Double
~ w~ ~ ~r rr ~■r rr r ~r ~ ~ ~r ~ r ~ ~r ~r ~r ~
BOWSTRING METHOD PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: C
BASIN: C 10-Year Design Storm DESIGNER: S. Murphy
Tot. Area 0.26 Acxes DATE: 12102
Imp. Area 2712 SF
C = 0.50
Time Increment (min) 5
CASE 1 Time of Conc. (min) 5.11
Outflow (cfs) 0.3
45 ft. Overland Flow Design Year Flow 10
Area (acres) 0.26
Ct = 0.15 Imperoious Area (sq fl) 2712
L= 45 ft. 'C' Factor 0.5
n= 0.40 '208' Volume Provided 116.5
S= 0,020 Area' C 0.130
Tc = 2.75 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens, Q Qevel. Vol.ln Vol.Out Storage
180 ft. Gutter flow (min) (sec) (iNhr) (cfs) (cw ft) (cu ft) (cu ft)
Z1= 41.0 For Z2 5.11 307 3.15 0.41 168 92 76
Z2 = 4.5 Type B =1.0
n= 0.016 Rolled = 3.5 5 300 3.18 0.41 166 90 76
S= 0.008 Wedge=4.5 10 600 2.24 0.29 205 180 25
15 900 1.11 0.23 231 270 -39
d= 0.119 ft. 20 1200 1.45 0.19 246 360 -114
25 1500 1.21 0.16 252 450 -198
A R Q Tc Tctoial I Qc 30 1800 1,04 0.14 257 540 -283
35 2100 0.91 0.12 261 630 -369
0.32 0.06 0.41 2.37 5.11 3.15 0.41 40 2400 0.82 0.11 267 720 -453
45 2700 0.74 0.10 270 810 -540
Qpeak for Case 1= 0.41 cfs 50 3000 0.68 0.09 274 900 -626
55 3300 0.64 0.08 283 990 -707
60 3600 0.61 0.08 294 1080 -786
CASE 2 65 3900 0.60 0.08 312 1170 -858
70 4200 0.58 0.08 325 1260 -935
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.07 335 1350 -1015
peak flow =.90(3.18)(Imp. Area) = 0.18 cfs 80 4800 0.53 0.07 338 1440 -1102
85 5100 0.52 0.07 352 1530 -1178
90 5400 0.50 0.07 358 1620 -1262
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.06 370 1710 -1340
0.41 cfs 100 6000 0.48 0.06 381 1800 -1419
208' DRAINAGE POND CALCULATIONS
Required'208' Storege Volume
= Impenrious Area x.5 in ! 12 iNft 113 cu ft
208' Storage Volume Provided 116.5 cu ft
ORYWELL REQUIREMENTS -10 YEAR DESIGN STOR
Maximum Storage Required by Bowstring 76 cu ft
Number and Type of Drywells Required 1 Single
0 Double
BOWSTRING METHOD PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: Combined Basins A& C
BASIN: Combined Basins A& C 10-Year Design Storm DESIGNER: S. Murphy
Tot. Area 0.62 Acres DATE: 12l02
Imp. Area 5377 SF
C = 0.43
Time Inaement (min) 5
CASE 1 Time of Conc. (min) 5.00
Outflow (cfs) 1
45 ft. Overiand Flow Design Year Flow 10
Area (acres) 0.62
Ct = 0.15 Imperoious Area (sq ft) 5377
L= 45 ft. 'C' Factor 0.43
n= 0.40 '208' Volume Provided 230
S= 0,020 Area' C 0.267 Iz
Tc = 2.75 min., by Equation 3-2 of Guidelines
Time Time inc. Intens. Q Qevel. Vol.ln Vol.Out Storage
180 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1= 41.0 For Z2 5.00 300 3.18 0.85 341 300 41
Z2 = 4.5 Type B =1.0
n= 0.016 Rolled = 3.5 5 300 3.18 0.85 341 300 41
S= 0.008 Wedge=4.5 10 600 2.24 0.60 419 600 -181
15 900 1.77 0.47 473 900 -027
d= 0.157 ft. 20 1200 1.45 0.39 503 1200 -697
25 1500 1.21 0.32 517 1500 -983
A R Q Tc Tc total I Qc 30 1800 1.04 0.28 527 1800 -1273
35 2100 0.91 0.24 534 2100 -1566
0.56 0.08 0.85 1.97 5,00 3.18 0.85 40 2400 0.82 0.22 547 2400 -1853
45 2700 0.74 0.20 553 2700 -2147
Qpeak far Case 1= 0.85 cfs 50 3000 0,68 0.18 562 3000 -2438
55 3300 0.64 0.17 580 3300 -2720
60 3600 0.61 0.16 602 3600 -2998
CASE 2 65 3900 0.60 0.16 640 3900 -3260
70 4200 0.58 0.15 665 4200 -3535
Case 2 assumes a Time of Concentration less lhan 5 minutes so thal the 75 4500 0.56 0,15 687 4500 -3813
peak flaw =.90(3.18)(Imp. Area) = 0.35 cfs 80 4800 0.53 0.14 693 4800 -4107
85 5100 0.52 0.14 721 5100 -4379
90 5400 0.50 0.13 733 5400 -4667
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.13 758 5700 -4942
0.85 ds 100 6000 0.48 0.13 761 6000 -5219
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in 112 iNft 224 cu ft
208' Storage Volume Provided 230 cu ft
DRYUVELL REQUIREMENTS -10 YEAR DESIGN STOR
Maximum Storage Required by Bowstring 41 cu ft
Number and Type of Drywells Required 0 Single
1 Double
BOWSTRING METHOD PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: D
BASIN: D 10-Year Design Storm DESIGNER: S. Murphy
Tot, Area 0.37 Acres DATE: 12l02
Imp. Area 5368 SF
C = 0.56
Time Increment (min) 5
CASE 1 Time of Conc. (min) 6.65
Outflow (cfs) 0.3
45 ft. Overland Flow Design Year Flow 10
Area (acres) 0.37
Ct = 0.15 Impervious Area (sq ft) 5368
L= 45 ft. 'C' Factor 0.56
n= 0.40 '208' Volume Provided 231
S= 0.020 Area " C 0.207
Tc = 2.15 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
350 ft. Gutter flow (min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1= 41.0 For Z2 6.65 399 2.74 0,57 304 120 184
Z2 = 4.5 Type B =1.0
n= 0.016 Rolled = 3.5 5 300 3.18 0.66 265 90 115
S= 0.010 Wedge=4.5 10 600 2.24 0.46 341 180 161
15 900 1.77 0.37 380 270 110
d= 0.129 ft. 20 1200 1.45 0.30 401 360 41
25 1500 1.21 0.25 410 450 -44
A R Q Tc Tc total I Qc 30 1800 1.04 0.22 417 540 -123
35 1100 0.91 0.19 422 630 -208
0.38 0.06 0.57 3.90 6.65 2.74 0.57 40 2400 0.82 0.17 431 720 -289
45 2700 0.74 0.15 435 610 -375
Qpeak for Case 1= 0.57 cfs 50 3000 0.68 0.14 442 900 -458
55 3300 0.64 0.13 456 990 -534
60 3600 0.61 0.13 472 1080 -608
CASE 2 65 3900 0.64 0.12 502 1170 -668
70 4200 0.58 0.12 521 1260 -739
Case 2 assumes a Time of Goncentration less than 5 minutes so thal the 75 4500 0.56 0.12 538 1350 -812
peak flow =.90(3.18)(Imp. Area) = 0.35 cfs 80 4800 0.53 0.11 542 1440 -898
85 5100 0.52 0.11 564 1530 -966
90 5400 0.50 0.10 573 1620 -1047
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.10 592 1710 -1118
0.57 cfs 100 6000 0.48 0,10 610 1800 -1190
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in ! 12 inlft 224 cu ft
208' Storage Volume Provided 231 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STOR
Maximum Storage Required by Bowstring 184 cu ft
Number and Type oi Drywells Required 1 Single
0 Double
BOWSTRING METHOD PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: E
BASIN: E 10-Year Design Storm DESIGNER: S. Murphy
Tot. Area 0.52 Acres DATE: 02113
Imp. Area 4192 SF
C = 0.61
Time Increment (min) 5
CASE 1 Time of Conc. (min) 6.38
Outflow (cfs) 1
45 ft. Overiand Flow Design Year Flow 10
Area (aaes) 0.52
Ct = 0.15 Impervious Area (sq ft) 4192
L= 45 ft. 'C' Factor 0.61
n= 0.40 '208' Volume Provided Q25
S= 0.020 Area' C 0.317
Tc = 2.75 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
368 ft. Ditch flow (min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1= 3.0 For Z2 6.38 383 2.80 0.89 455 383 73
Z2= 3 TypeB=1.0
n= 0.030 Rolled = 3.5 5 300 3.18 1.01 405 300 105
S= 0.010 Wedge=4.5 10 600 2.24 0.71 519 600 -81
15 900 1.77 0.56 578 900 -322
d= 0.418 ft. 20 1200 1.45 0.46 612 1200 -588
25 1500 1.21 0.38 626 1500 -874
A R Q Tc Tc total I Qc 30 1800 1.04 0.33 637 1800 -1163
35 2100 0.91 0.29 644 2100 -1456
0.52 0.20 0.89 3.63 6.38 2.80 0.89 40 2400 0.82 0.26 658 2400 -1742
45 2700 0.74 0.23 664 2700 -2036
Qpeak for Case 1= 0.89 cfs , 50 3000 0.68 0.22 675 3000 -2325
55 3300 0.64 0.20 696 3300 -2604
. 60 3600 0.61 0.19 722 3600 -2878
CASE 2 65 3900 0.60 0.19 767 3900 -3133
70 4200 0.58 0.18 797 4200 -3403
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.18 822 4500 -3678
peak flow =.90(3.1 B)(Imp, Area) = 0.28 cfs 80 4800 0.53 0.17 829 4800 -3971
85 5100 0.52 0.16 - 863 5100 -4237
90 5400 0.50 0.16 877 5400 -4523
So, the Peak flow for the 8asin is the greater of the two flows, 95 5700 0.49 0.16 906 5700 -4794
0.89 cfs 100 6000 0.48 0.15 933 6000 -5067
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in I 12 iNft 175 cu A
208' Storage Volume Provided 77'Tcu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
Maximum Storage Required by Bawstring 105 cu ft
Number and Type of Drywells Required 0 Single
1 Double
BOWSTRING METHOD PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: F
BASIN: F 10-Year Design Storm DESIGNER: S. Murphy
Tot. Area 0.66 Acres DATE: 12/02
Imp. Area 3188 SF
C = 0.49
Time Increment (min) 5
CASE 1 Time of Conc. (min) 5.00
Outflow (cfs) 1
45 ft. Overland Flow Design Year Flow 10
Area (aaes) 0.66
Ct = 0.15 Imperoious Area (sq ft) 3188
L= 45 ft. 'C Factor 0,49
n= 0,40 '208' Volume Provided 140
S= 0.020 Area' C 0.323
Tc = 2.75 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
154 ft. Gutter flow (min) (sec) (Nhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1= 41.0 For Z2 5.00 300 3.18 1.03 413 300 113
7-2 = 4.5 Type B =1.0
n= 0,016 Rolled = 3.5 5 300 3.18 1.03 413 300 113
S= 0.019 Wedge=4.5 10 600 2.24 0.72 509 600 -91
15 900 1.77 0.57 574 900 -326
d= 0.144 ft. 20 1200 1.45 0.47 611 1200 -589
25 1500 1.21 0.39 627 1500 -873
A R Q Tc Tc total I Qc 30 1800 1.04 0.34 640 1800 -1160
35 2100 0.91 0.29 648 2100 -1452
0.47 0.07 1.03 1.17 5.00 3.18 1.03 40 2400 0.62 0.27 664 2440 -1736
45 2700 0.74 0.24 671 2700 -2029
Qpeak far Case 1= 1.03 cfs 50 3000 0.66 0.22 682 3000 -2318
55 3300 0.64 0.21 704 3300 -2596
60 3600 0.61 0.20 730 3600 -2870
CASE 2 65 3900 0.60 0.19 777 3900 -3123
70 4200 0,58 0.19 807 4200 -3393
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0,56 0.18 833 4500 -3667
peak flow =.90(3.18)(Imp. Area) = 0.21 cfs 80 4800 0,53 0.17 840 4800 -3960
85 5100 0,52 0.17 875 5100 4225
90 5400 0.50 0.16 890 5400 4510
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.16 919 5700 -4781
1.03 cfs 100 6000 0.48 0.16 947 6000 -5053
108' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in ! 12 iNft 133 cu ft
208' Storage Volume Provided 140 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 113 cu ft
Number and Type of Drywells Required 0 Single
1 Double
BOWSTRING METHOD PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: G
BASIN: G 10-Year Design Storm DESIGNER: S. Murphy
Tot. Area 0.58 Acres DATE: 02113
Imp. Area 4449 SF
C = 0.69
Time Increment (min) 5
CASE 1 Time of Conc. (min) 6.15
Outflow (cfs) 1
45 ft. Overland Flow Design Year Ftow 10
Area (acxes) 0.58
Ct = 0.15 Imperoious Area (sq ft) 4449
L= 45 ft. 'C Factor 0.69
n= 0.40 '208' Volume Provided 237.5
S= 0.020 Area * C 0.400
Tc = 2.75 min., by EquaGon 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
368 ft. Ditch flow (min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1= 3.0 For Z2 6.15 369 2.85 1.14 565 369 196
Z2 = 3 Type B =1.0
n= 0.030 Rolled = 3.5 5 300 3.18 1.27 512 300 212
S= 0.010 Wedge=4.5 10 600 2.24 0.90 650 600 50
15 900 1.77 0.71 726 900 -174
d= 0.460 ft. 20 1200 1.45 0.58 769 1200 -431
25 1500 1.21 0.48 787 1500 -713
A R Q Tc Tc total I Qc 30 1800 1.04 0.42 801 1800 -999
35 2100 0.91 0.36 811 2100 -1289
0.63 0.22 1.14 3.41 6.15 2.85 1.14 40 2400 0.82 0.33 829 2400 -1571
45 2700 0.74 0.30 837 2700 -1863
Qpeak for Case 1= 1.14 cfs 50 3000 0.68 0.27 851 3000 -2149
55 3300 0.64 0.26 877 3300 -2423
60 3600 0.61 0.24 909 3600 -2691
CASE 2 65 3900 0.60 0.24 967 3900 -2933
10 4200 0.58 0,23 1004 4200 -3196
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.22 1037 4500 -3463
peak flaw =.90(3.18)(Imp. Area) = 0.29 cfs 80 4800 0.53 0.21 1045 4800 -3155
85 5100 0,52 0.21 1087 5100 -4013
90 5400 0.50 0.20 1106 5400 -4294 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.20 1142 5700 -0558
1.14 cfs 100 6000 0.48 0.19 1177 6000 -4823
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in 112 in/ft 185 cu ft
208' Storage Volume Provided 237.5 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 212 cu ft
Number and Type of Drywells Required 0 Single
1 Double
BOWSTRING METHOD PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: H1
BASIN: H1 10-Year Design Storm DESIGNER: S. Murphy
Tot. Area 0.35 Acres DATE: 04107
Imp. Area 4260 SF
C = 0.52
Time Inaement (min) 5
CASE 1 Time of Conc. (min) 5.96
OutFlow (cfs) 0
45 ft. Overland Flow Design Year Flow 10
Area (acres) 0.35
Ct = 0.15 Impervious Area (sq ft) 4260
L= 45 ft. 'C Factor 0.52
n= 0.40 '208' Volume Provided 0
S= 0.020 Area " C 0.182
Tc = 2.75 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel, Val.ln Vol.Out Storage
284 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1 = 41.0 For Z2 5.96 358 2.90 0.53 253 0 253
Z2= 4.5 TypeB=1.0
n= 0.016 Rolled = 3.5 5 300 3.18 0.58 233 0 233
S= 0.010 Wedge=4.5 10 600 2.24 0.41 294 0 294
15 900 1.77 0.32 329 0 329
d= 0.126 ft. 20 1200 1.45 0.26 349 0 349
25 1500 1.21 0.22 357 0 357
A R Q Tc Tc total I Qc 30 1800 1.04 0.19 364 0 364
35 2100 0.91 0.17 368 0 368
0.36 0.06 0.53 322 5.96 2.90 0.53 40 2400 0.82 0.15 376 0 376
45 2700 0.74 0.13 380 0 380
Qpeak for Case 1= 0.53 cfs 50 3000 0.66 0.12 386 0 386
55 3300 0.64 0.12 399 0 399
60 3600 0.61 0.11 413 0 413
CASE 2 65 3900 0,60 0.11 439 0 439
70 4200 0.58 0.11 456 0 456
Case 2 assumes a Time of Concentralion less than 5 minutes so that the 75 4500 0.56 0.10 471 0 471
peak flow =.90(3.18)(Imp. Area) = 0.28 cfs 80 4800 0.53 0.10 475 0 475
85 5100 0.52 0.09 494 0 494
90 5400 0.50 0.09 502 0 502
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.09 519 0 519
0.53 cfs 100 6000 0,48 0.09 535 0 535
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in 112 inlft 178 cu R
208' Storage Volume Provided 0 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 494 cu ft
Number antl Type of Drywells Required 0 Single
ERR Double
BOWSTRING METHOD PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: H2
BASIN: H2 10-Year Design Storm DESIGNER: S. Murphy
Tot. Area 0.86 Acres DATE: 04/07
Imp. Area 10421 SF
C = 0.52
Time Increment (min) 5
CASE 1 Time of Conc. (min) 7.14
OutFlow (cfs) 0
45 ft. Overland Flow Design Year Flow 10
Area (acres) 0.86
Ct = 0.15 Impervious Area (sq ft) 10421
L= 45 ft, 'C Factor 0.52
n= 0.40 '208' Volume Provided 0
S= 0.020 Area " C 0.447
Tc = 2.75 min,, by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
450 ft. Gutter flow (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft)
Z1 = 41.0 For Z2 7.14 428 2.66 1,19 682 0 682
Z2 = 4.5 Type B =1.0
n= 0.016 Rolled = 3.5 5 300 3.18 1.42 572 0 572
S= 0.009 Wedge=4.5 10 600 2.24 1.00 747 0 747
15 900 1.77 0.79 828 0 828
d= 0.175 ft. 20 1200 1.45 0.65 873 0 873
25 1500 121 0.54 890 0 890
A R Q Tc Tc total I Qc 30 1800 1.04 0.47 905 0 905
35 2100 0.91 0.41 914 0 914
0.70 0.09 1.19 4.39 7.14 2.66 1.19 40 2400 0.82 0.31 933 0 933
45 2700 0.74 0.33 942 0 942
Qpeak for Case 1= 1.19 cfs 50 3000 0.68 0.30 957 0 957
55 3300 0.64 0.29 986 0 986
60 3600 0.61 0.27 1022 0 1022
CASE 2 65 3900 0,60 0.27 1086 0 1086
70 4200 0.58 0.26 1121 0 1127
Case 2 assumes a Time af Concentration less than 5 minutes so that the 75 4500 0.56 0.25 1163 0 1163
peak flow =.90(3.18)(Imp. Area) = 0.68 cfs 80 4800 0.53 0.24 1172 0 1172
85 5100 0.52 0.23 1220 0 1220
90 5400 0.50 0.22 1240 0 1240
So, the Peak flow for the Basin is the greater of the iwo flows, 95 5700 0.49 0.22 1281 0 1281
1.19 cfs 100 6000 0.48 021 1319 0 1319
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in I 12 inlft 434 cu ft
208' Storage Volume Provided 0 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 1220 cu ft
Number and Type of Drywells Required 0 Single
ERR Double
BOWSTRING METHOD PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: 11
BASIN: 11 10-Year Design Storm DESIGNER: S. Murphy
Tot, Area 1.71 Acres DATE: 04I07
Imp. Area 4200 SF C = 0.33
Time Increment (min) 5
CASE 1 Time of Conc. (min) 5.07
Outflow (cfs) 0
45 fl. Overland Flow Design Year Flow 10
Area (acres) 1.71
Ct = 0.15 Impenrious Area (sq ft) 4200
L= 45 ft. 'C' Factor 0.33
n= 0.40 '208' Volume Provided 0
S= 0.020 Area * C 0.564
Tc = 2.75 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol,Out Storage
278 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1= 41.0 ForZ2 5.07 304 3.16 1.78 728 0 728
Z2 = 4.5 Type B =1.0
n= 0.016 Rolled = 3.5 5 300 3.18 1.79 721 0 721
S= 0.010 Wedge=4.5 10 600 2.24 1,26 889 0 889
15 900 1.77 1,00 1002 0 1002
d= 0.198 ft. 20 1200 1.45 0.82 1067 0 1067
25 1500 1.21 0,68 1095 0 1095
A R Q Tc Tc total I Qc 30 1800 1.04 0.59 1117 0 1117
35 2100 0.91 0,51 1132 0 1132
0.90 0.10 1.78 2.33 5.07 3.16 1.78 40 2400 0.82 0.46 1158 0 1158
45 2700 0.74 0.42 1171 0 1171
Qpeak for Case 1= 1.78 cfs 50 3000 0.68 0,38 1191 0 1191
55 3300 0.64 0.36 1229 0 1229
60 3600 0.61 0.34 1275 0 1275
CASE 2 65 3900 0.60 0.34 1356 0 1356
70 4200 0.58 0.33 1409 0 1409
Case 2 assumes a Time of Concentration less than 5 minutes so that Ihe 75 4500 0.56 0.32 1455 0 1455
peak flow =,90(3.18)(Imp. Area) = 0.28 cfs 80 4800 0,53 0.30 1467 0 1467
85 5100 0.52 0.29 1527 0 1527
90 5400 0.50 0.28 1553 0 1553
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.28 1605 01605
1.78 cfs 100 6000 0.48 0.27 1653 0 1653
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in 112 inlft 175 cu ft
208' Storage Volume Provided 0 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 1527 cu fl
Number and Type of Drywells Required 0 Single
ERR Dauble
BOWSTRING METHQD PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN; 12
BASIN: 12 10-Year Design Storm DESIGNER: S. Murphy
Tot. Area 0,14 Acres DATE: 04107
Imp. Area 888 SF
C = 0,33
Time Increment (min) 5
CASE 1 Time of Conc. (min) 5.00
OutBow (cfs) 0
45 ft. Overland Flow Design Year Flow 10
Area (acres) 0.14
Ct = 0.15 Impenrious Area (sq ft) 888
L= 45 ft, 'C' Factor 0.33
n= 0.40 '208' Volume Provided 0
S = 0,020 Area "C 0.046
Tc = 2.75 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.in Vol.Out Storage
59 ft, Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1 = 41.0 For Z2 5.00 300 3.18 0.15 59 0 59
Z2 = 4.5 Type B =1.0
n= 0.016 Rolled = 3.5 5 300 3.18 0.15 59 0 59
S= 0.008 Wedge=4.5 10 600 2.24 0.10 73 0 73
15 900 1.77 0.08 82 0 82
d= 0.081 ft. 20 1200 1.45 0.07 87 0 87
25 1500 1.21 0.06 90 0 90
A R Q Tc Tc total I Qc 30 1800 1.04 0.05 91 0 91
35 2100 0.91 0.04 93 0 93
0.15 0.04 0.15 1.00 5.00 3.18 0.15 40 2400 0.82 0.04 95 0 95
45 2700 0.74 0.03 96 0 96
Qpeak for Case 1= 0.15 cfs 50 3000 0.68 0.03 97 0 97
55 3300 0.64 0.03 101 0 101
60 3600 0.61 0.03 104 0 104
CASE 2 65 3900 0.60 0.03 111 0 111
70 4200 0.58 0.03 115 0 115
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.03 119 0 119
peak flow =.90(3.18)(imp. Area) = 0.06 cfs 80 4800 0.53 0.02 120 0 120
85 5100 0.52 0.02 125 0 125
90 5400 0.50 0.02 127 0 127
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.42 131 0131
0.15 cfs 100 6000 0.48 0.02 135 0 135
208' DRAINAGE POND CALCULATIONS
Required '208' Storage Volume
= Impervious Area x.5 in 112 iNft 37 cu ft
208' Storage Volume Provided 0 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 125 cu ft
Number and Type of Drywells Required 0 Single
ERR Double
BOWSTRING METHOD PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: 13
BASIN: 13 10-Year Design Storm DESIGNER: S. Murphy
Tot. Area 0.14 Acres DATE: 04/07
Imp. Area 887 SF
C = 0.33
Time Increment (min) 5
CASE 1 Time of Conc. (min) 5.00
Outflow (cfs) 0
45 ft. Overland Flow Design Year Flow 10
Area (acres) 0.14
Ct = 0.15 Imperoious Area (sq ft) 887
L= 45 ft. 'C' Factor 0.33
n= 0.40 '206' Volume Provided 0
S= 0.020 Area' C 0.046
Tc = 2.75 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Oevel. Vol.ln Vol.Out Storage
59 ft, Gutter flow (min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1 = 41.0 For Z2 5.00 300 3.18 0.15 59 0 59
Z2 = 4.5 Type B =1.0
n= 0.016 Rolled = 3.5 5 300 3.18 0.15 59 0 59
S= 0.008 Wedge=4.5 10 600 2.24 0.10 73 0 73
15 904 1.77 0.06 82 0 82
d= 0.081 ft. 20 1200 1.45 0.07 87 0 87
25 1500 1.21 0.06 90 0 90
A R Q Tc Tc total I Qc 30 1800 1.04 0,05 91 0 91
35 2100 0.91 0.04 93 0 93
0,15 0.04 0.15 1.00 5.00 3.18 0.15 40 2400 0.82 0.04 95 0 95
45 2700 0.74 0.03 96 0 96
Qpeak for Case 1= 0.15 cfs 50 3000 0.68 0.03 97 0 97
55 3300 0.64 0.03 101 0 101
60 3600 0.61 0.03 104 0 104
CASE 2 65 3900 0.60 0.03 111 0 111
70 4200 0.58 0.03 115 0 115
Case 2 assumes a Time of Concenuation less than 5 minutes so that the 75 4500 0.56 0.03 119 0 119
peak flow =.90(3.18)(Imp. Area) = 0.06 cfs 80 4800 0.53 0.02 120 0 120
85 5100 0.52 0.02 125 0 125
90 5400 0.50 0.02 127 0 127
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.02 131 0 131
0.15 cfs 100 sooo 0.48 0.02 135 0 135
208' ORAINAGE POND CALCULATIONS
Required '208' Storage Volume
= Impervious Area x.5 in ! 12 iNft 37 cu ft
208' Storage Volume Provided 0 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
Maximum Storage Required by 8owstring 125 cu ft
Number and Type of Drywells Required 0 Single
ERR Double
~ ~■r ~ ~ ~ ~ ~ ~ r ~ r ~■r ~ ~ ~ ~ ~ ~
BOWSTRING METHOD PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: 14
BASIN: 14 10-Year Design Storm DESIGNER: S. Murphy
Tot. Area 0.54 Acres DATE: 04/07
Imp. Area 7430 SF
C = 0.33
Time Increment (min) 5
CASE 1 Time of Conc. (min) 9.22
Outflow (cfs) 0
45 ft, Overland Flow Design Year Flow 10
Area (acres) 0.54
Ct = 0.15 Impervious Area (sq ft) 7430
L= 45 ft. 'C' Factor 0.33
n= 0.40 '208' Volume Provided 0
S= 0.020 Area " C 0.178
Tc = 2.75 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol,Out Storage
495 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1 = 41.0 For Z2 9.22 553 2.34 0.42 309 0 309
Z2 = 4.5 Type B =1.0
n= 0.016 Rolled = 3.5 5 300 3.18 0,57 228 0 228
S= 0.008 Wedge=4.5 10 600 2,24 0,40 315 0 315
15 900 1.77 0.32 343 0 343
d= 0.120 ft. 20 1200 1.45 026 359 0 359
25 1500 1.21 022 364 0 364
A R Q Tc Tc total I Qc 30 1800 1.04 0.19 368 0 366
35 2100 0.91 0.16 371 0 371
0.33 0.06 0.42 6.47 9.22 2,34 0.42 40 2400 0.82 0.15 378 0 318
45 2700 0.74 0.13 381 0 381
Qpeak for Case 1= 0.42 cfs 50 3000 0,68 0.12 386 0 386
55 3300 0.64 0.11 398 0 398
60 3600 0.61 0.11 412 0 412
CASE 2 65 3900 0.60 0.11 437 0 437
70 4200 0.58 0.10 454 0 454
Case 2 assumes a Time of Concenlration less than 5 minutes so that the 75 4500 0.56 0.10 468 0 468
peak flow =.90(3.18)(Imp. Area) = 0.49 cfs 80 4800 0.53 0.09 471 0 471
85 5100 0.52 0.09 490 0 490
90 5400 0.50 0.09 498 0 498
So, the Peak Flow for the Basin is lhe greater of the two Flows, 95 5700 0.49 0.09 514 0 514
0.49 cfs 100 6000 0.48 0.09 529 0 529
208' DRAINAGE POND CALCULATIONS
Required '208' Storage Volume
= Imperoious Area x.5 in ! 12 iNfl 310 cu ft
208' Storage Votume Provided 0 cu ft
DRYV1fELL REQUIREMENTS -10 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 490 cu ft
Number and Type of Drywelis Required 0 Single
ERR Double
BOWSTRING METHOD PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: Combined Basins H & I
BASIN: Combined Basins H 8 I 10-Year Design Storm DESIGNER: S. Murphy
Tot, Area 3.75 Aaes DATE: 12l02
Imp. Area 28066 SF
C = 0.39
Time Inaement (min) 5
CASE 1 Time of Conc. (min) 5.89
Outflow (cfs) 3
45 ft. Overland Flow Design Year Flow 10
Area (aaes) 3.75
Ct = 0.15 Impervious Area (sq ft) 28086
L= 45 ft. 'C' Factor 0.39
n= 0,40 '208' Volume Provided { i7$,5
S= 0.020 Area' C 1.463
Tc = 2.75 min., by Equafion 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
450 ft. Gutter flow (min) (sec) (inmr) (cfs) (cu ft) (cu ft) (cu ft)
Z1= 41.0 For Z2 5.89 354 2.92 4.28 2026 1061 965 •Z2 = 4.5 Type B =1.0
n= 0.016 Rolled = 3.5 5 300 3.18 4.65 1870 900 970
S= 0.009 Wedge=4.5 10 600 2.24 3.28 2360 1800 560
15 900 1.77 2.59 2641 2700 -59
d= 0.281 ft. 20 1200 1.45 2.12 2800 3600 -800
25 1500 1.21 1.77 2867 4500 -1633
A R Q Tc Tc total I Qc 30 1800 1.04 1.52 2921 5400 -2419
35 2100 0.91 1.33 2955 6300 -3345
1.80 0.14 4.28 3.15 5.89 2.92 4.28 40 2400 0.82 1.20 3022 7200 -4178
45 2700 0.74 1.08 3052 8100 -5048
Qpeak for Case 1= 4.28 cfs 50 3000 0.68 0.99 3103 9000 -5897
55 3300 0.64 0.94 3201 9900 -6899
60 3600 0,61 0.89 3319 10800 -7481
CASE 2 65 3900 0.60 0.88 3528 11700 -8172
70 4100 0.58 0.85 3665 12600 -8935
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.82 3784 13500 -9716
peak flow =.90(3.18)(Imp. Area) = 1.85 cfs 80 4800 0.53 0.78 3814 14400 -10586
85 5100 0.52 0.16 3970 15300 -11330
90 5400 0.50 0.73 4037 16200 -12163
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.72 4171 17100 -12929
4.28 cfs 100 6000 0.48 0.70 4296 18000 -13704
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Imperoious Area x.5 in 112 inlfl 1170 cu ft
208' Storage Volume Provided cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 970 cu ft
Number and Type of Drywells Required 0 Single
3 Double
BOWSTRING METHOD PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: J
BASIN: J 10-Year Design Stortn DESIGNER: S. Murphy
Tot. Area 0.30 Aaes DATE: 12102
imp. Area 2476 SF
C = 0.43
Time Increment (min) 5
CASE 1 Time of Conc. (min) 5.00
Outflow (cfs) 0.3
45 ft. Overland Flow Design Year Flow 10
Area (acres) 0.3
Ct = 0.15 Impervious Area (sq ft) 2476
L= 45 ft. 'C' Factor 0.43
n = 0.40 '208' Volume Provided ( (0
S= 0.020 Area' C 0.129
Tc = 2.75 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
83 ft. Gutter flow (min) (sec) (inJhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1= 41.0 For Z2 5.00 300 3.18 0.41 165 90 75
Z2 = 4.5 Type B =1.0
n= 0.016 Rolled = 3.5 5 300 3.16 0.41 165 90 75
S= 0.013 Wedge=4.5 10 600 2.24 0.29 203 180 23
15 900 1.77 023 229 210 -41
d= 0.109 ft. 20 1200 1.45 0.19 244 360 -116
25 1500 1.21 0.16 250 450 -200
A R Q Tc Tctotal I Qc 30 1800 1,04 0.13 255 540 -285
35 2100 0.91 0.12 258 630 -372
027 0.05 0.41 0.92 5.00 3.18 0.41 40 2400 0.82 0.11 265 720 -455
45 2700 0.74 0.10 267 810 -543
Qpeak for Case 1= 0.41 cfs 50 3000 0.68 0.09 272 900 -628
55 3300 0.64 0.08 281 990 -709
60 3600 0.61 0.08 291 1080 -789
CASE 2 65 3900 0.60 0.08 310 1170 -860
70 4200 0.58 0.07 322 1260 -938
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.07 332 1350 -1018
peak flow =.90(3.18)(Imp. Area) = 0.16 cfs 80 4800 0.53 0.07 335 1440 -1105
85 5100 0.52 0,07 349 1530 -1181
90 5400 0.50 0.06 355 1620 -1265
So, the Peak Flow for the Basin is the greater of the lwo flows, 95 5700 0.49 0.06 367 1710 -1343
0.41 cfs 100 6000 0.48 0.06 378 1800 -1422
208' DRAINAGE PONO CALCULATIONS
Required'208' Starage Volume
= Imperoious Area x.5 in ! 12 iNft 103 cu ft
208' Storage Volume Provided 110 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STOR
Maximum Storage Required by Bowstring 75 cu ft
Number and Type of Drywells Required 1 Single
0 Double
BOWSTRING METHOD PROJECT: Dhaenens Sqaure Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Sqaure Phase II DETENTION BASIN DESIGN BASIN: K
BASIN: K 10-Year Design Storm DESIGNER: S. Murphy
Tot. Area 0.30 Acres DATE: 12J02
Imp. Area 3814 SF
C = 0.55
Time Increment (min) 5
CASE 1 Time of Conc. (min) 5.00
OutNow (cfs) 0.3
50 ft. Overland Flow Design Year Flow 10
Area (acres) 0.3
Ct = 0,15 Imperoious Area (sq ft) 3814
L= 50 ft. 'C' Factor 0.55
n = 0.40 '208' Volume Provided /(pb
S= 0.020 Area' C 0.165
Tc = 2.93 min., by Equaiion 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol,ln Vol.Out Storage
118 ft. Gutter flow (min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1= 41.0 ForZ2 5.00 300 3,18 0.52 211 90 121
Z2 = 4.5 Type B =1.0
n= 0.016 Rolled = 3.5 5 300 3.18 0.52 211 90 121
S= 0.011 Wedge=4,5 10 600 2.24 0.37 259 180 79
15 900 1.77 0.29 293 270 23
d= 0.123 ft. 20 1200 1.45 0.24 312 360 -48
• 25 1500 1.21 0.20 320 450 -130
A R Q Tc Tc total I Qc 30 1800 1.04 0.17 326 540 -214
-
- - 35 2100 0.91 0.15 331 630 -299
0.34 0.06 0.52 1.29 5.00 3.18 0.52 40 2400 0.82 0.14 339 720 -381
45 2700 0.74 0.12 342 810 -468
Qpeak for Case 1= 0.52 cfs 50 3000 0.68 0.11 348 900 -552
55 3300 0.64 0.11 359 990 -631
60 3600 0.61 0.10 373 1080 -707
CASE 2 65 3900 0.60 0.10 396 1170 -774
70 4200 0.58 0.10 412 1260 -848
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.09 425 1350 -925
peak flow =.90(3.18)(Imp. Area) = 0,25 cfs 80 4800 0.53 0.09 429 1440 -1011
85 5100 0.52 0.09 446 1530 -1084
90 5400 0.50 0.08 454 1620 -1166
So, the Peak flow for the Basin is the greater of the two 8ows, 95 5700 0.49 0.08 469 1710 -1241
0.52 cfs 100 6000 0.48 0.08 483 1800 -1311
208' DRAINAGE POND CALCULATIONS
Required 208' Storage Votume
= Impervious Area x.5 in I 12 iNft 159 cu ft
208' Storage Volume Provided /(pp cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 121 cu ft
Number and Type of Drywells Required 1 Single
0 Double
BOWSTRING METHOD PROJECT; Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: L
BASIN: L 10-Year Design Storm DESIGNER: S. Murphy
Tat. Area 0.36 Acres DATE: 02124
Imp. Area 7840 SF
C = 0.53
Time Increment (min) 5
CASE 1 Time of Conc. (min) 5.48
Outflow (cfs) 0.3
25 ft. Overland Flow Design Year Flow 10
Area (acres) 0.36
Ct = 0.15 Imperoious Area (sq ft) 7840
L= 25 ft. 'C' Factor 0.53
n= 0.40 '208' Volume Provided 335
S= 0.020 Area' C 0.191
Tc = 1.93 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
285 ft, Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1 = 50.0 For Z2 5.48 329 3.06 0.56 257 99 158
Z2 = 1 Type B =1.0
n= 4.016 Rolled = 3.5 5 300 3.18 0.61 244 90 154
S= 0.008 Wedge=4,5 10 600 2.24 0.43 304 180 124
15 900 1.77 0,34 342 270 72
d= 0.130 ft. 20 1200 1.45 0.28 363 360 3
25 1500 121 0.23 372 450 -78
A R Q Tc Tc total I Qc 30 1800 1.04 0.20 379 540 -161
35 2100 0.91 0.17 384 630 -246
0.43 0.06 0.58 3.55 5.48 3.06 0.58 40 2400 0.82 0,16 393 720 -327
45 2700 0.74 0.14 397 810 -413
4peak for Case 1= 0.58 cfs 50 3000 0.68 0.13 404 900 -496
55 3300 0.64 0.12 417 990 -573
fiU 3600 0.61 0.12 432 1080 -648
CASE 2 65 3900 0.60 0.11 459 1170 -711 ,
70 4200 0.58 0.11 477 1260 -783
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.11 493 1350 -857
peak flow =.90(3.18)(Imp. Area) = 0.52 cfs 80 4800 0.53 0.10 497 1440 -943
85 5100 0.52 0.10 517 1530 -1013
90 5400 0.50 0.10 526 1620 -1094
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0,49 0.09 543 1710 -1167
0.58 cfs 100 6000 0.48 0.09 560 1800 -1240
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Imperoious Area x.5 in 112 in/ft 327 cu ft
208' Storage Volume Provided 335 cu ft
DRYWELL REQUIREMENTS -10 YEAR OESIGN STOR
Maximum Storage Required by Bowstring 158 cu ft
Number and Type of Drywells Required 1 Single
0 Double
BOWSTRING METHOD PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: Sub-basin L1
BASIN: Sub-basin L1 10-Year Design Storm DESIGNER: S. Murphy
Tot. Area 0.15 Acres DATE. 02l24
Imp. Area 3240 SF
C = 0.53
Time Increment (min) 5
CASE 1 Time of Conc. (min) 5,00
Outflow (cfs) 0
25 fl. Overland Flow Design Year Flow 10
Area (acres) 0.15
Ct = 0.15 Impervious Area (sq fl) 3240
L= 25 ft. 'C' Factor 0.53
n= 0.40 '208' Volume Provided 135
S= 0.020 Area " C 0.080
Tc = 1.93 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
130 ft. Gutter flow (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft)
Z1 = 50.0 For Z2 5.00 300 3.18 0.25 102 0 102
Z2 = 1 Type B =1.0
n= 0,016 Rolled = 3.5 5 300 3.18 0.25 102 0 102
S= 0.008 Wedge=4.5 10 600 2.24 0.18 125 0 125
15 900 1.77 0.14 141 0 141
d= 0.095 ft. 20 1200 1.45 0.12 150 0 150
25 1500 121 0.10 154 0 154
A R Q Tc Tc total I Qc 30 1800 1.04 0.08 157 0 157
35 2100 0.91 0.07 159 0 159
0.23 0.05 0.25 1.99 5.00 3.18 025 40 2400 0,82 0.07 163 0 163
45 2700 0.74 0.06 165 0 165
Qpeak for Case 1= 0.25 cfs 50 3000 0.68 0.05 168 0 168
55 3300 0.64 0.05 173 0 173
60 3600 0.61 0.05 180 0 180
CASE 2 65 3900 0.60 0.05 191 0 191
70 4200 0.58 0.05 198 0 198
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.04 205 0 205
peak flow =.90(3.18)(Imp. Area) = 0.21 cfs 80 4800 0.53 0.04 207 0 207
85 5100 0.52 0.04 215 0 215
90 5400 0.50 0.04 219 0 219
So, the Peak flow for the Basin is the greater of lhe two flows, 95 5700 0.49 0.04 226 0 226
0,25 cfs 100 6000 0.48 0.04 233 0 233
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Imperoious Area x.5 in I 12 inlft 135 cu ft
208' Storage Volume Provided 135 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STOR
Maximum Storage Required by Bowstring 215 cu ft
Number and Type of Drywells Required 0 Single
ERR Double
~ ~ ~r ~ ~ r ~r ~ ~ ~r ~ ~ ~ ~ ~r ~ ~
BOWSTRING METHOD PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: Sub-basin L2
BASIN: Sub-basin L2 10-Year Design Storm DESIGNER: S. Murphy
Tot. Area 0.11 Acres DATE: 02/24
Imp, Area 2400 SF
C = 0.53
Time Increment (min) 5
CASE 1 Time of Conc. (min) 5.00
Oufflow (cfs) 0.3
25 ft. Overland Flow Design Year Flow 10
Area (acres) 0.11
Ct = 0.15 Imperoious Area (sq ft) 2400
L= 25 ft. 'C' Factar 0.53
n= 0.40 '208' Volume Provided 100
S= 0.020 Area " C 0.058
Tc = 1.93 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.in Vol.Out Storage
100 ft. Gutter flow (min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1 = 50.0 For Z2 5.00 300 3.18 0.19 75 90 -15
Z2 = 1 Type B =1.0 - •
n= 0.016 Rolled = 3.5 5 300 3.18 0.19 75 90 -15
S= 0.008 Wedge=4.5 10 600 2.24 0.13 92 180 -88
15 900 1.77 0.10 103 270 -167
d= 0.085 ft. 20 1200 1.45 0.08 110 360 -250
25 1500 121 0.07 113 450 -337
A R Q Tc Tc total I Qc 30 1800 1.04 0.06 115 540 -425
35 2100 0.91 0.05 117 630 -513
0.16 0.04 0.19 1.65 5.00 3,18 0,19 40 2400 0.82 0.05 120 720 -600
45 2700 0.74 0,04 121 810 -689
Qpeak for Case 1= 0.19 cfs 50 3000 0.68 0.04 123 900 -777
55 3300 0.64 0,04 127 990 -863
60 3600 0.61 0.04 132 1080 -948
CASE 2 65 3900 0.60 0.03 140 1170 -1030
70 4200 0.58 0.03 145 1260 -1115
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0,56 0.03 150 1350 -1200
peak flow =.90(3.18)(Imp. Area) = 0.16 cfs 80 4800 0.53 0.03 151 1440 -1289
85 5100 0.52 0.03 158 1530 -1372
90 5400 0.50 0.03 160 1620 -1460
So, the Peak fiow for the Basin is the greater of the two flows, 95 5700 0.49 0.03 166 1710 -1544
0.19 cfs 100 6000 0.48 0.03 171 1800 -1629
208' DRAINAGE POND CALCULATIONS
Required '208' Storage Volume
= Impervious Area x.5 in 112 inlft 100 cu ft
208' Storage Volume Provided 100 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STOR
Maximum Storage Required by Bowstring -15 cu ft
Number and Type of Drywells Required 1 Single
0 Double
BOWSTRING METH00 PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: Sub-basin L3
BASIN: Sub-basin L3 10-Year Design Storm DESIGNER: S. Murphy
Tot. Area 0.10 Acres DATE: 02I24
Imp. Area 2200 SF
C = 0.53
Time Increment (min) 5
CASE 1 Time of Conc. (min) 5.00
Outflow (cfs) 0,3
25 ft. Overland Flow Design Year Flow 10
Area (acres) 0,1
Cl = 0.15 ImpeNious Area (sq ft) 2200
L= 25 ft. 'C' Factor 0.53
n= 0.40 '208' Volume Provided 100
S= 0.020 Area ` C 0.053
Tc = 1,93 min., by Equatian 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
55 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu fl)
Z1 = 50.0 For Z2 5,00 300 3.18 0.17 68 90 -22
Z2 = 1 Type 8 =1.0
n= 0.016 Rolled = 3.5 5 300 3.18 0.17 68 90 -22
S= 0.008 Wedge=4.5 10 600 2.24 0.12 83 180 -97
15 900 1.77 0.09 94 270 -176
d= 0.082 ft. 20 1200 1.45 0.06 100 360 -260
25 1500 1.21 0.06 103 450 -347
A R Q Tc Tc total I Qc 30 1800 1.04 0.06 105 540 -435
35 2100 0.91 0.05 106 630 -524
0.17 0.04 0,17 0.93 5.00 3,18 0.17 40 2400 0.82 0.04 109 720 -611
45 2700 0.74 0.04 110 810 -700
Qpeak for Case 1= 0.17 cfs 50 3000 0,66 0.04 112 900 -788
55 3300 0.64 0.03 115 990 -875
60 3600 0.61 0.03 120 1080 -960
CASE 2 65 3900 0.60 0.03 127 1170 -1043
70 4200 0.58 0.03 132 1260 -1128
Case 2 assumes a Time of Concentration less than 5 minutes so that lhe 75 4500 0.56 0.03 137 1350 -1213
peak flow =.90(3.18)(Imp. Area) = 0.14 cfs 80 4800 0.53 0,03 138 1440 -1302
85 5100 0.52 0.03 143 1530 -1387
90 5400 0.50 0.03 146 1620 -1474 •
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.03 151 1710 -1559
0.17 cfs 100 6000 0.48 0.03 155 1800 -1645
208' DRAINAGE POND CALCULATIONS
Required '208'Storage Volume
= Impervious Area x.5 in 112 inlft 92 cu ft
208' Storage Volume Provided 100 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STOR
Maximum Storage Required by Bowstring -22 cu ft
Number and Type of Drywells Required 1 Single
0 Double
~r ~ r r r ~ r ~ ~ ~ ~w ~ ~ ~ ~ ~ ~ ~
BOWSTRING METHOD PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: M
BASIN: M 10-Year Design Storm DESIGNER: S. Murphy
Tot. Area 0.10 Acres DATE: 11115
Imp. Area 2355 SF
C = 0.60
Time Increment (min) 5
CASE 1 Time of Conc. (min) 5.00
Outflow (cfs) 0.3
30 ft. Overland Flow Design Year Flow 10
Area (aaes) 0.1
Ct = 0,15 Impervious Area (sq ft) 2355
L= 30 ft, 'C Factor 0.6
n= 0.40 '208' Volume Provided 100
S= 0.020 Area' C 0.060
Tc = 2.15 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
100 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1= 50.0 For Z2 5.00 300 3.18 0.19 77 90 -13
Z2 = 1 Type B =1.0
n= 0.016 Rolled = 3.5 5 300 3.18 0.19 77 90 -13
S= 0.020 Wedge=4.5 10 600 2.24 0.13 94 180 -86
15 900 1.77 0.11 106 270 -164
d= 0.072 ft. 20 1200 1.45 0.09 113 360 -247
25 1500 1.21 0.07 116 450 -334
A R Q Tc Tc total I Qc 30 1800 1.04 0,06 119 540 -421
35 2100 0.91 0.05 120 630 -510
0.13 0.04 0.19 1.17 5,00 3.18 0.19 40 2400 0.82 0.05 123 720 -597
45 2700 0.74 0.04 124 810 -685
Qpeak for Case 1= 0.19 cfs 50 3000 0.68 0.04 127 900 -773
55 3300 0.64 0.04 131 990 -859
60 3600 0.61 0.04 135 1080 -945
CASE 2 65 3900 0.60 0.04 144 1170 -1026
70 4200 0.58 0.03 150 1260 -1110
Case 2 assumes a Time of Concentration less than 5 minutes so lhat the 75 4500 0.56 0.03 155 1350 -1195
peak flow =.90(3,18)(Imp. Area) = 0.15 cfs 80 4800 0.53 0.03 156 1440 -1284
65 5100 0.52 0.03 162 1530 -1368
90 5400 0.50 0.03 165 1620 -1455
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0,49 0.03 171 1710 •1539
0,19 cfs 100 6000 0.48 0.03 176 1800 -1624
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Imperoious Area x.5 in / 12 in/ft 96 cu ft
208' Storage Volume Provided 100 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STO
Maximum Storage Required by Bowstring -13 cu ft
Number and Type of Drywells Required 1 Single
0 Double
50-year STORM BOWS7RING METHOD PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: A
BASIN A DESIGNER: SKM
Tot. Area 0.36 Acres DATE: 03102
Imp. Area 2665 SF
C = 0.38
Time Increment (min) 5
CASE 1 Time of Conc. (min) 5.00
Outflow (cfs) 0.3
45 ft. Overland Flow Design Year Flow 50
Area (acres) 0.36
Ct = 0.15 Imperoious Area (sq fl) 2665
L= 45 ft. 'C Factor 0.38
n= 0.40 '208' Volume Provided 124.5
S= 0.020 Area ' C 0.137
Tc = 2.75 min., by Equation 3-2 of Guidelines
Time Time Inc, Intens. Q Devel. Vol.ln Vol.Out Storage
180 ft. Gutter flow (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft)
Z1= 41.0 5.00 300 4.58 0.63 252 90 162
Z2 = 4.5
n= 0,016 5 300 4.58 0.63 252 90 162
S= 0.006 10 600 3.20 0.44 307 180 127
15 900 2.45 0.34 336 270 66
d= 0.140 ft. 20 1200 1 95 0.27 347 360 -13
25 1500 1.62 022 355 450 -95
A R Q Tc Tc total I Qc 30 1800 1.56 0,21 406 540 -134
35 2100 1.28 0.16 386 630 -244
0.45 0.07 0,63 2.12 5.00 4.58 0.63 40 2400 1.19 0.16 406 720 -314
45 2700 1.08 0.15 414 810 -396
Qpeak for Case 1= 0,63 cfs 50 3000 0.99 0.14 420 900 -480
55 3300 0.92 0.13 428 990 -562
60 3600 0.87 0.12 441 1080 -639
CASE 2 65 3900 0.82 0.11 449 1170 -721
70 4200 0.80 0.11 471 1260 -789
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.77 0.11 485 1350 -865
peak flow =.90(4.58)(Imp. Area) = 0.25 cfs 80 4800 0,75 0.10 503 1440 -937
85 5100 0.72 0.10 512 1530 -1018
90 5400 0,71 0.10 534 1620 -1086
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.69 0,09 548 1710 -1162
0.63 cfs 100 6000 0.67 0,09 559 1800 -1241
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in 112 inlft 111 cu ft
50 year Volume Provided 124.5 cu ft
DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 162 cu ft
Number and Type of Drywells Required 1 Single
0 Double
INLAND PACIFIC ENGINEERING
50-year STORM BOWSTRING METHOD PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: B
BASIN B DESIGNER: SKM
Tot. Area 0.55 Acres DATE: 03102
Imp. Area 4897 SF
C = 0.57
Time Increment (min) 5
CASE 1 Time of Conc. (min) 5.00
Outflow (cfs) 1
45 ft. Overland Flow Design Year Flow 50
Area (acres) 0.55
Ct = 0.15 Impenrious Area (sq ft) 4897
L= 45 ft. 'C Factor 0.57
n= 0.40 208' Volume Provided 206.5
S= 0.020 Area ' C 0.314
Tc = 2.75 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Val.ln Vol.Out Storage
211 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1 = 41.0 5.00 300 4.58 1.44 577 300 277
Z2 = 4.5
n= 0.016 5 300 4.58 1,44 577 300 277
S= 0.009 10 600 320 1.00 704 600 104
15 900 2.45 0.77 770 900 -130
d= 0.187 ft. 20 1200 1.95 0.61 796 1200 404
25 1500 1.62 0.51 814 1500 -686
A R Q Tc Tc total I Qc 30 1800 1.56 0.49 930 1800 -870
35 2100 128 0.40 884 2100 -1216
0.79 0.09 1.44 1.99 5.00 4.58 1.44 40 2400 1.19 0.37 929 2400 -1471
45 2700 1.08 0.34 949 2700 -1751
Qpeak for Case 1= 1.44 cfs 50 3000 0.99 0.31 963 3000 -2037
55 3300 0.92 0.29 981 3300 -2319
60 3600 0.87 0.27 1010 3600 -2590
CASE 2 65 3900 0.82 0.26 1029 3900 -2871
70 4200 0.80 025 1079 4200 -3121
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.17 0.24 1111 4500 -3389
peak flow =.90(4.58)(Imp. Area) = 0.46 cfs 80 4800 0.75 024 1153 4800 -3647
85 5100 0.72 023 1174 5100 -3926
90 5400 0.71 0.22 1225 5400 -4175
So, the Peak flow for the Basin is the greater of the iwo flows, 95 5700 0,69 0.22 1255 5700 -4445
1.44 cfs 100 6000 0.67 0.21 1282 6000 -4718
208' DRAINAGE POND CALCULATIONS
Required '208'Storage Volume
= Impervious Area x.5 in I 12 inlft 204 cu ft
50 year Volume Provided 206.5 cu ft
DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 277 cu ft
Number and Type of Drywells Required 0 Single
1 Double
INLAND PACIFIC ENGINEERING
50-year STORM BOWSTRING METHOD PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: C
BASIN C DESIGNER: SKM
Tot. Area 0.26 Acres DATE: 02124
Imp. Area 2712 SF
C = 0.50
Time Increment (min) 5
CASE 1 Time of Conc. (min) 5.00
Outflow (cfs) 0.3
45 ft. Overland Flow Design Year Flow 50
Area (acres) 0.26
Ct = 0.15 Impervious Area (sq ft) 2712
L= 45 ft, 'C' Factor 0.5
n= 0,40 '208' Valume Provided 116.5
S= 0.020 Area' C 0.130
Tc = 2.75 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel, Vol.ln Vol.Out Storage
180 ft. Gutter flow (min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1 = 41.0 5.00 300 4.58 0.60 239 90 149
Z2 = 4.5
n= 0.016 5 300 4.58 0.60 239 90 149
S= 0.008 10 600 3.20 0.42 292 180 112
15 900 2.45 0.32 319 270 49
d= 0.138 ft. 20 1200 1.95 0.25 330 360 -30
25 1500 1.62 0.21 337 450 -113
A R Q Tc Tc total I Qc 30 1800 1.56 0.20 386 540 -154
35 2100 1.28 0.17 366 630 -264
0,43 0.07 0.60 2.15 5.00 4,56 0.60 40 2400 1.19 0.15 385 720 -335
45 2700 1,08 0.14 393 810 -417
Qpeak for Case 1= 0.60 cfs 50 3000 0.99 0.13 399 900 -501
55 3300 0.92 0.12 407 990 -583
60 3600 0.87 0.11 419 1080 -661
CASE 2 65 3900 0.82 0.11 427 1170 -743
70 4200 0.80 0.10 447 1260 •813
Case 2 assumes a Time of Concentration less than 5 minutes so tfiat the 75 4500 0.77 0.10 461 1350 -889
peak flow =.90(4.58)(Imp. Area) = 0.26 cfs 80 4800 0.75 0.10 478 1440 -962
85 5100 0.72 0,09 487 1530 -1043
90 5400 0.71 0.09 508 1620 -1112
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.69 0.09 520 1710 -1190
0.60 cfs 100 6000 0.67 0.09 531 1800 -1269
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in I 12 inlft 113 cu ft
50 year Volume Provided 116.5 cu ft
DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 149 cu ft
Number and Type of Drywells Required 1 Single
0 Double
INLAND PACIFIC ENGINEERING
50-year STORM BOWSTRING METHOD PROJECT: Dhaenens Sqaure Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Sqaure Phase II DETENTION BASIN DESIGN BASIN: AC
BASIN AC DESIGNER: SKM
Tot. Area 0.62 Acres DATE: 02124
Imp. Area 5377 SF
C = 0.43
Time Increment (min) 5
CASE 1 Time of Conc. (min) 5.00
Outflow (cfs) 1
45 ft. Overland Flow Design Year Flow 50
Area (acres) 0.62
Ct = 0.15 Impervious Area (sq ft) 5377
L= 45 ft. 'C' Factor 0.43
n= 0.40 '208' Volume Provided 230
S= 0,020 Area' C 0.267
Tc = 2.75 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens, Q Devel. Vol.ln Vol.Out Storage
180 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1 = 41.0 5,00 300 4.58 1.22 491 300 191
Z2 = 4.5 d -
n= 0.016 5 300 4.58 122 491 300 191
S= 0.008 10 600 320 0.85 599 600 -1
15 900 2.45 0.65 654 900 -246
d= 0.180 ft. 20 1200 1.95 0.52 677 1200 -523
25 1500 1.62 0.43 692 1500 -808
A R Q Tc Tc total I Qc 30 1800 1.56 0.42 791 1800 -1009
35 2100 1.28 0.34 751 2100 -1349
0.73 0.09 1.22 1.80 5.00 4.58 1.22 40 2400 1.19 0.32 790 2400 -1610
45 2700 1.08 0.29 807 2740 -1893
Qpeak for Case 1= 122 cfs 50 3000 0.99 026 819 3000 -2181
55 3300 0.92 0.25 834 3300 -2466
60 3600 0.87 0.23 859 3600 -2741
CASE 2 65 3900 0.82 022 875 3900 -3025
70 4200 0.80 0.21 918 4200 -3282
Case 2 assumes a Time of Concentration less than 5 minutes so lhat the 75 4500 0.77 0Z1 945 4500 -3555
peak flow =.90(4.58)(Imp. Area) = 0.51 cfs 80 4800 0.75 0.20 980 4800 -3620
85 5100 0.72 0.19 999 5100 -4101
90 5400 0.71 0.19 1041 5400 4359
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0,69 0.18 1067 5700 -4633
1.22 cfs 100 6000 0.67 0.18 1090 6000 -4910
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in ! 12 in/ft 224 cu ft
50 year Volume Provided 230 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 191 cu ft
Number and Type of Drywells Required 0 Single
1 Double
INLAND PACIFIC ENGINEERING
~ ~ ~ ~ ~ ~ ~ ~ ~ ~■r ~ ~ ~ ~ ~r ~r ~ r ~
50-year STORM BOWSTRING METHOD PRdJECT: Dhaenens Sqaure Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Sqaure Phase II DETENTION BASIN DESIGN BASIN: D
BASIN D DESIGNER; SKM
Tot. Area 0.37 Acres DATE; 02/24
Imp. Area 5368 SF
C = 0.56
Time Increment (min) 5
CASE 1 Time of Conc. (min) 6.26
Outflow (cfs) 0.3
45 ft. Overiand Flow Design Year Flow 50
Area (acres) 0.37
Ct = 0.15 Impervious Area (sq ft) 5368
L= 45 ft. 'C' Factor 0.56
n= 0.40 '208' Valume Provided 231
S= 0.020 Area " C 0.207
Tc = 2.75 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Voi.Out Storage
350 fl. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1 = 41.0 6.26 376 4.15 0,86 432 113 320
Z2 = 4.5
n= 0.016 5 300 4.58 0.95 381 90 291
S= 0.010 10 600 3.20 0.66 483 180 303
15 900 2.45 0.51 522 270 252
d= 0.151 ft, 20 1200 1.95 0.40 536 360 176
25 1500 1.62 0.34 546 450 96
A R Q Tc Tc total I Qc 30 1800 1.56 0.32 623 540 83
35 2100 1.28 0.27 591 630 -39
0.52 0.08 0,86 3.51 6.26 4.15 0.86 40 2400 1.19 0.25 621 720 -99
45 2700 1,06 0.22 633 810 -177
Qpeak for Case 1= 0.86 cfs 50 3000 0.99 0.21 642 900 -258
55 3300 0.92 0.19 653 990 -337
60 3600 0.87 0.18 672 1080 -408
CASE 2 65 3900 0.82 0.17 684 1170 -486
70 4200 0.80 0.17 717 1260 -543
Case 2 assumes a Time of Concentration less than 5 minutes so that lhe 75 4500 0.77 0.16 738 1350 -612
peak flow =.90(4.58)(Imp. Area) = 0.51 cfs 80 4800 0.75 0.16 766 1440 -674
85 5100 0.72 0.15 780 1530 -750
90 5400 0.71 0.15 813 1620 -807
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.69 0,14 833 1710 -877
0.86 cfs 100 6400 0.67 0.14 851 1600 -949
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x,5 in / 12 iNft 224 cu ft
50 year Volume Provided 231 cu ft
DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 320 cu ft
Number and Type of Drywells Required 1 Single
0 Double
INLAND PACIFIC ENGINEERING
~r ~ ~ ~ ~ ~ r r~■~ ~ ~ ~ ~ ~r ~■r ~ ~ ~ ~ ~
50-year STORM BOWSTRING METHOD PROJECT; Dhaenens Sqaure Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Sqaure Phase II DETENTION BASIN DESIGN BASIN: E
BASIN E DESIGNER: SKM
Tot. Area 0.52 Acres DATE: 02124 Imp. Area 4192 SF
C = 0.61
Time Increment (min) 5
CASE 1 Time of Conc, (min) 6.02
Outflow (cfs) 1
45 ft. Overland Flow Design Year Flow 50
Area (acres) 0.52
Ct = 0.15 Impervious Area (sq ft) 4192
L= 45 fl, 'C Factor 0.61
n= 0.40 '208' Volume Provided 225
S= 0.020 Area " C 0.317
Tc = 2.75 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
368 ft. Gutter flow (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft)
Z1 = 3.0 6.02 361 4.23 1,34 649 361 288
Z2 = 3 _
n= 0.030 5 300 4.58 1.45 584 300 284
S= 0.010 10 600 320 1.02 734 600 134
15 900 2,45 0.78 795 900 -105
d= 0.488 ft. 20 1200 1.95 0.62 818 1200 -382
25 1500 1,62 0.51 834 1500 -666
A R Q Tc Tc total I Qc 30 1800 1.56 0.49 951 1800 -849
35 2100 1.28 0.41 903 2100 -1197
0.71 0.23 1.34 3,28 6.02 4.23 1.34 40 2400 1.19 0.38 948 2400 -1452
45 2700 1.08 0.34 967 2700 -1733
Qpeak for Case 1= 1.34 cfs 50 3000 0.99 0.31 981 3000 -2019
55 3300 0.92 029 999 3300 -2301
60 3600 0.87 028 1027 3600 -2573
CASE 2 65 3900 0.82 026 1046 3900 -2854
70 4200 0.80 0.25 1097 4200 -3103
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.77 0.24 1129 4500 -3311
peak flow =.90(4.58)(Imp. Area) = 0.40 cfs 80 4800 0.75 0.24 1171 4800 -3629
85 5100 0.72 0.23 1193 5100 -3907
90 5400 0.71 023 1244 5400 -4156
So, the Peak flow for lhe Basin is the greater of the twa flows, 95 5700 0.69 0.22 1274 5700 4426
1.34 cfs 100 6000 0.67 0.21 1301 6000 4699
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in ! 12 inlft 175 cu ft
50 year Volume Provided 225 cu ft
DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 288 cu ft
Number and Type of Drywells Required 0 Single
1 Double
INLAND PACIFIC ENGINEERING
50-year STORM BOWSTRING METHOD PROJECT: Dhaenens Sqaure Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Sqaure Phase II DETENTION BASIN DESIGN BASIN; F
BASIN F DESIGNER: SKM
Tot. Area 0.66 Acres DATE; 02124
Imp. Area 3188 SF
C = 0.49
Time Increment (min) 5
CASE 1 Time of Conc, (min) 5.00
Outflow (cfs) 1
45 ft. Overland Flow Design Year Flow 50
Area (acres) 0.66
Ct = 0.15 Impervious Area (sq it) 3188
L= 45 ft. 'C Factor 0,49
n= 0.40 '208' Volume Provided 140
S= 0.020 Area " C 0.323
Tc = 2.75 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
154 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1= 41.0 5.00 340 4.58 1.48 595 300 295
Z2 = 4.5 - •
n= 0.016 5 300 4.58 1.48 595 300 295
S= 0.019 10 600 320 1.03 726 600 126
15 900 2.45 0.79 794 900 -106
d= 0.164 ft. 20 1200 1.95 0.63 621 1200 -379
25 1500 1.62 0.52 839 1500 -661
A R Q Tc Tc total I Qc 30 1800 1.56 0.50 960 1800 -840
35 2100 1.28 0.41 912 2100 -1188
0.61 0.08 1.48 1.06 5.00 4.58 1.48 40 2400 1.19 0.38 959 2400 -1441
45 2700 1.08 0.35 979 2700 -1721
Qpeak for Case 1= 1.48 cfs 50 3000 0.99 0.32 993 3000 -2007
55 3300 0.92 0.30 1012 3300 -2288
60 3600 0.87 0.28 1042 3600 -2558
CASE 2 65 3900 0.82 0.27 1061 3900 -2839
70 4200 0.80 0.26 1113 4200 -3087
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.77 0.25 1146 4500 -3354
peak flow =.90(4.58)(Imp. Area) = 0.30 cfs 80 4800 0.75 024 1189 4800 -3611
85 5100 0.72 023 1211 5100 -3889
90 5400 0.71 023 1263 5400 -4137
So, lhe Peak flow for the Basin is the greater of the two flows, 95 5700 0.69 022 1295 5700 -4405
1.48 cfs 100 6000 0.67 0.22 1322 6000 -4678
208' DRAINAGE POND CALCULATIONS
Required '208' Storage Volume
= Impervious Area x.5 in ! 12 inlfl 133 cu ft
50 year Volume Provided 140 cu ft
DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM
Maximum Storage Required by Bowstnng 295 cu ft
Number and Type of Drywells Required 0 Single
1 Double
INLAND PACIFIC ENGINEERING
50-year STORM BOWSTRING METHOD PRQJECT: Dhaenens Sqaure Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Sqaure Phase II DETENTION BASIN DESIGN BASIN: G
BASIN G DESIGNER: SKM
Tot. Area 0.58 Acres DATE: 02124
Imp. Area 4449 SF C = 0.69
Time increment (min) 5
CASE 1 Time of Conc. (min) 5.82
Outflow (cfs) 1
45 ft. Overland Flow Design Year Flow 50
Area (acres) 0.58
Ct = 0.15 Imperoious Area (sq ft) 4449
L= 45 ft. 'C' Factor 0,69
n= 0.40 '208' Volume Provided 237.5
S= 0.020 Area * C 0.400
Tc = 2.75 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Val.Out Storage
368 ft. Gutter flow (min) (sec) (inmr) (cfs) (cu ft) (cu ft) (cu ft)
Z1 = 3.0 5.82 349 4.30 1.72 805 349 456
Z2 = 3
n= 0.030 5 300 4.58 1.83 737 300 437
S= 0.010 10 600 3.20 1.28 921 600 321
15 900 2.45 0.98 999 900 99
d= 0,536 ft. 20 1200 1.95 0.78 1029 1200 -171
25 1500 1,62 0.65 1050 1500 450
A R Q Tc Tc total I Qc 30 1800 1.56 0.62 1198 1800 -602
35 2100 1,28 0.51 1137 2100 -963
0.86 025 1.72 3.08 5.82 4.30 1.72 40 2400 1.19 0.47 1195 2400 -1205
45 2700 1.08 0.43 1218 2700 -1482
Qpeak for Case 1= 1.72 cfs 50 3000 0.99 0.40 1236 3000 -1764
55 3300 0.92 0.37 1259 3300 -2041
60 3600 0.87 0,35 1295 3600 -2305
CASE 2 65 3900 0.82 0.33 1319 3900 -2581
70 4200 0.80 0.32 1383 4200 -2817
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.77 0.31 1423 4500 -3077
peak flow =.90(4.58)(Imp. Area) = 0.42 cfs 80 4800 0.75 0.30 1476 4800 -3324
85 5100 0.72 029 1504 5100 -3596
90 5400 0.71 0.28 1568 5400 -3832
So, the Peak flow (or the Basin is the greater of the two flows, 95 5700 0.69 028 1607 5700 -4093
1.72 cfs 100 6000 0.67 0.27 1641 6000 -4359
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in 112 inlft 185 cu ft
50 year Volume Provided 237.5 cu ft
DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 456 cu ft
Number and Type of Drywells Required 0 Single
1 Double
INLAND PACIFIC ENGINEERING
50-year STORM BOWSTRING METHOD PROJECT: Dhaenens Sqaure Phase II
PEAK FLOW CALCULATION PROJECT Ohaenens Sqaure Phase II DETENTION BASIN DESIGN BASIN: Combined H&I
BASIN Combined H&1 DESIGNER: SKM
Tot. Area 3.75 Acres DATE: 02124
Imp. Area 28086 SF
C = 0.39
Time Increment (min) 5
CASE 1 Time of Conc. (min) 5.59
Outflow (cfs) 3
45 ft. Overland Flow Design Year Flow 50
Area (acres) 3.75
Ct = 0.15 Imperoious Area (sq ft) 28086
L= 45 ft. 'C' Factor 0.39
n= 0.40 '208' Volume Provided 1178.5
S = 0,020 Area `C 1.463
Tc = 2.75 min., by Equation 3-2 of Guitlelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
450 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu fl) (cu ft) (cu ft)
Z1 = 41.0 5,59 336 4.38 6.40 2878 1007 1871
Z2 = 4.5 -
n= 0.016 5 300 4.58 6.70 2693 900 1793
S= 0.009 10 600 3.20 4.68 3342 1800 1542
15 900 2.45 3.58 3634 2700 934
d= 0.327 ft. 20 1200 1.95 2.85 3748 3600 148
25 1500 1.62 2.37 3824 4500 -676
A R Q Tc Tc total I Qc 30 1800 1.56 2.28 4367 5400 -1033
35 2100 1.28 1.87 4145 6300 -2155
2.43 0.16 6.40 2.65 5.59 4.38 6.40 40 2400 1.19 1.73 4357 7200 -2843
45 2700 1.08 1.58 4445 8100 -3655
Qpeak for Case 1= 6.40 cfs 50 3000 0.99 1.45 4509 9000 -4491
55 3300 0.92 1.35 4594 9900 -5306
60 3600 0.87 1.27 4726 10800 -6074
CASE 2 65 3900 0.82 1.20 4814 11700 -6886
70 4200 0.80 1.17 5048 12600 -7552
Case 2 assumes a Time of Concentration less than 5 minutes so ihat the 75 4500 0.77 1.13 5196 13500 -8304
peak flow =.90(4.58)(Imp. Area) = 2.66 cfs 80 4800 0.75 1.10 5390 14400 -9010
85 5100 0.72 1.05 5490 15300 -9810
90 5400 0.71 1.04 5726 16200 -10474
So, the Peak flow for the Basin is the greater of the two Flows, 95 5700 0.69 1.01 5867 17100 -11233
6.40 cfs 100 6000 0.67 0.98 5991 18000 -12009
208' DRAINAGE POND CALCULATIONS
Required '208'Storage Volume
= Impervious Area x.5 in 112 inlft 1170 cu ft
50 year Volume Provided 1178.5 cu ft
DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 1871 cu ft
Number and Type of Drywells Required 0 Single
3 Double
INLAND PACIFIC ENGINEERING
~ ~ ~r ~ ~ ~ ~r r ~ ~ r■i ~ r ~ ~ r s ~ ~
50-year STORM BOWSTRING METHOD PROJECT: Dhaenens Sqaure Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Sqaure Phase II DETENTION BASIN DESIGN BASIN: J
BASIN J DESIGNER: SKM
Tot. Area 0.30 Acres DATE: 02124
Imp. Area 2476 SF
C = 0.43
Time Increment (min) 5
CASE 1' Time of Conc. (min) 5.00
Outflow (cfs) 0.3
45 N. Overiand Flow Design Year Flow 50
Area (acres) 0,3
Ct = 0.15 Impervious Area (sq fi) 2476
L= 45 ft, 'C' Factor 0.43
n= 0.40 '208' Volume Provided 110
S= 0.020 Area * C 0.129
Tc = 2.75 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol,Out Storage
83 ft. Gutter flow (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft)
Z1 = 41.0 5.00 300 4.58 0.59 238 90 148
Z2 = 4.5
n= 0.016 5 300 4.58 0.59 238 90 148
S= 0.013 10 600 3.20 0.41 290 180 110
15 900 2.45 0.32 317 270 47
d= 0.125 ft. 20 1200 1.95 0.25 328 360 -32
25 1500 1.62 021 335 450 -115
A R Q Tc Tctotal I Qc 30 1800 1,56 0.20 383 540 -157
35 2100 1,28 0.17 364 630 -266
0.36 0.06 0.59 0.83 5.00 4.58 0.59 40 2400 1.19 0,15 382 720 -338
45 2700 1.08 0,14 390 810 -420
Qpeak for Case 1= 0.59 cfs 50 3000 0.99 0.13 396 900 -504
55 3300 0.92 0.12 404 990 -586
60 3600 0.87 0.11 415 1080 -665
CASE 2 65 3900 0.82 0.11 423 1170 -747
70 4200 0.80 0.10 444 1260 -816
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.77 0.10 457 1350 -893
peak flow =.90(4.58)(Imp. Area) = 0.23 cfs 80 4800 0.75 0.10 474 1440 -966
85 5100 0.72 0.09 483 1530 -1047
90 5400 0.71 0.09 504 1620 -1116
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.69 0.09 516 1710 -1194
0.59 cfs 100 6000 0.67 0.09 527 1800 -1273
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Imperoious Area x.5 in ! 12 inlft 103 cu ft
50 year Volume Provided 110 cu ft
DRYWELL REQUIREMENTS - 50 YFAR DESIGN STORM
Maximum Storage Required by Bowstring 148 cu ft
Number and Type of Orywells Required 1 Single
0 Double
INLAND PACIfIC ENGINEERING
50-year STORM BOWSTRING METHOD PROJECT: Dhaenens Sqaure Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Sqaure Phase II DETENTION BASIN DESIGN BASIN: K
BASIN K DESIGNER: SKM
Tot. Area 0.30 Acres DATE; 02124
Imp. Area 3814 SF
C = 0.55
Time Increment (min) 5
CASE 1 Time of Conc. (min) 5.00
OutFlow (cfs) 0.3
50 ft. Overland Flow Design Year Flow 50
Area (acres) 0,3
Ct = 0.15 Impenrious Area (sq ft) 3814
L= 50 ft, 'C' Factor 0.55
n= 0.40 '208' Volume Provided 160
S= 0.020 Area' C 0.165
Tc = 2,93 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol,Out Storage
118 ft. Gutter flow (min) (sec) (inmr) (cfs) (cu ft) (cu ft) (cu ft)
Z1 = 41.0 5,00 300 4.58 0.76 304 90 214
Z2 = 4.5
n= 0.016 5 300 4.56 0.76 304 90 214
S= 0.011 10 600 3.20 0.53 371 180 191
15 900 2.45 0.40 405 270 135
d= 0.142 ft. 20 1200 1.95 0.32 419 360 59
25 1500 1.62 0.27 428 450 -22
A R Q Tc Tc total I Qc 30 1800 1.56 0.26 490 540 -50
35 2100 1.28 0.21 465 630 -165
0.46 0.07 0.76 1.18 5,00 4.58 0.76 40 2400 1.19 0.20 489 720 -231
45 2700 1.08 0,18 499 810 -311
Qpeak for Case 1= 0.76 cfs 50 3000 0.99 0.16 507 900 -393
55 3300 0.92 0,15 516 990 -474
60 3600 0.87 0.14 531 1080 -549
CASE 2 65 3900 0.82 0.14 541 1170 -629
70 4200 0.80 0,13 566 1260 -692
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.77 0.13 585 1350 -765
peak flow =.90(4,58)(Imp. Area) = 0.36 cfs 80 4800 0.75 0.12 607 1440 -833
85 5100 0.72 0.12 618 1530 -912
90 5400 0.71 0.12 645 1620 -975
So, the Peak flow for the Basin is the greater of the iwo flows, 95 5700 0.69 0.11 661 1710 -1049
0.76 cfs 100 6000 0.67 0.11 675 1800 -1125
208' DRAINAGE POND CALCULATIONS
Required '208'Storage Volume
= Impervious Area x.5 in /12 inlft 159 cu ft
50 year Volume Provided 160 cu ft
DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM
Maximum Siarage Required by Bowstring 214 cu fl
Number and Type of Drywells Required 1 Single
0 Double
INLAND PACIFIC ENGINEERING
50-year STORM BOWSTRING METHOD PROJECT: Dhaenens Sqaure Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Sqaure Phase II DETENTION BASIN DESIGN BASIN; L
BASIN L DESIGNER: SKM
Tot. Area 0.36 Acres DATE: 02124
Imp. Area 7840 SF
C = 0.53
Time Increment (min) 5
CASE 1 Time of Conc. (min) 5.14
Outflow (cfs) 0.3
25 ft. Overland Flow Design Year Flow 50
Area (acres) 0.36
Ct = 0.15 Impervious Area (sq fl) 7840
L= 25 ft. 'C' Factor 0.53
n= 0,40 '208' Volume Provided 335
S= 0.020 Area " C 0.191
Tc = 1.93 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens, Q Devel. Vol.ln Vol.Out Storage
285 ft. Gutter flow (min) (sec) (in/hr) (cfs) (cu ft) (cu fl) (cu ft)
Z1 = 50,0 5.14 306 4.53 0.86 357 93 265
Z2 = 1.00
n= 0.016 5 300 4.58 0.87 351 90 261
S= 0.008 10 600 3.20 0.61 430 180 250
15 900 2.45 0.47 470 270 200 d= 0.151 ft. 20 1200 1.95 0.37 485 360 125
25 1500 1.62 0.31 496 450 46
A R Q Tc Tc total I Qc 30 1800 1.56 0.30 567 540 27
35 2100 1.28 0.24 538 630 -92
0.58 0.07 0.86 3.21 5.14 4.53 0.86 40 2400 1.19 0.23 566 720 -154
45 2700 1.08 0.21 578 810 -232
Qpeak for Case 1= 0.86 cfs 50 3000 0.99 0.19 586 900 -314
55 3300 0.92 0.18 598 990 -392
60 3600 0.87 0.17 615 1080 465
CASE 2 65 3900 0.82 0.16 627 1170 -543
70 4200 0.80 0.15 657 1260 -603
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.77 0.15 677 1350 -673
peak flow =.90(4.58)(Imp. Area) = 0,74 cfs 80 4800 0.75 0.14 702 1440 -738
85 5100 0.72 0,14 715 1530 -815
90 5400 0,71 0.14 746 1620 -874
So, the Peak flow for the Basin is ihe grealer of the two flows, 95 5700 0.69 0,13 764 1710 -946
0.86 cfs 100 6000 0.67 0.13 780 1800 -1020
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Imperoious Area x.5 in 112 inlft 327 cu ft
50 year Volume Provided 335 cu ft
DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 265 cu ft
Number and Type af Drywells Required 1 Single
0 Double
INLAND PACIFIC ENGINEERING
50-year STORM BOWSTRING METHOD PROJECT: Dhaenens Sqaure Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Sqaure Phase II DETENTION BASIN DESIGN BASIN: M
BASIN M DESIGNER: SKM
Tot. Area 0.10 Acres DATE: 02124
Imp. Area 2355 SF
C = 0.60
Time Increment (min) 5
CASE 1 Time of Conc, (min) 5.00
OutBow (cfs) 0.3
30 ft. Overland Flow Design Year Flow 50
Area (acres) 0.1
Ct = 0.15 Impervious Area (sq ft) 2355
L= 30 ft. 'C' Factor 0.6
n= 0.40 '208' Volume Provided 100
S= 0.020 Area * C 0.060
Tc = 2.15 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Starage
100 ft. Gutter flow (min) (sec) (inmr) (cfs) (cu ft) (cu fl) (cu fl)
Z1 = 50.0 5.00 300 4.58 0.27 110 90 20
Z2 = 1.00
n= 0.016 5 300 4.58 0.27 110 90 20
S= 0.020 10 600 320 0.19 135 180 -45
15 900 2.45 0.15 147 270 -123
d= 0.082 fl. 20 1200 1.95 0.12 152 360 -208
25 1500 1.62 0.10 156 450 -294
A R Q Tc Tc total I Qc 30 1800 1.56 0.09 178 540 -362
35 2100 1.28 0.08 169 630 -461
0.17 0.04 0.27 1,07 5.00 4.55 027 40 2400 1.19 0.07 178 720 -542
45 2700 1.08 0.06 182 810 -628
Qpeak for Case 1= 0.27 cfs 50 3000 0.99 0.06 184 900 -716
55 3300 0.92 0.06 188 990 -802
60 3600 0.87 0.05 193 1080 -887
CASE 2 65 3900 0.82 0.05 197 1170 -973
70 4200 0.80 0.05 206 1260 -1054
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.77 0.05 213 1350 -1137
peak flow =.90(4.58)(Imp. Area) = 0.22 cfs 80 4800 0.75 0.05 221 1440 -1219
85 5100 0.72 0.04 225 1530 -1305
90 5400 0,71 0.04 234 1620 -1386
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0,69 0.04 240 1710 -1470
0.27 cfs 100 6000 0,67 0.04 245 1800 -1555
208' DRAINAGE POND CALCULATIONS
Required'206' Storage Volume
= Impervious Area x.5 in ! 12 in/ft 98 cu ft
50 year Volume Provided 100 cu ft
DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 20 cu ft
Number and Type of Drywells Required 1 Single
0 Double
INLAND PACIFIC ENGINEERING
BOWSTRING METHOD PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: Pre-developed N
BASIN: Pre-developed N 10-Year Design Storm DESIGNER; S. Murphy
Tot. Area 0.75 Acres DATE: 04107
Imp. Area 0 SF
C = 0.30
Time Increment (min) 5
CASE 1 Time of Conc. (min) 5.00
Outflow (cfs) 0
75 ft. Overland Flow Design Year Flow 10
Area (acres) 0.75
Ct = 0.15 Impervious Area (sq ft) 0
L= 75 ft, 'C' Factor 0.3
n= 0,40 '208' Volume Provided 0
S= 0.020 Area' C 0.225
Tc = 3.73 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Starage
ft. Gutter flow (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft)
Z1 = 50.0 For Z2 5.00 300 3.18 0.72 288 0 288
Z2 = 1 Type B =1.0
n= 0.016 Rolled = 3.5 5 300 3.18 0.72 288 0 288
S= 0.005 Wedge=4.5 10 600 2.24 0,50 354 0 354
15 900 1.77 0.40 399 0 399
d= 0.154 ft. 20 1200 1.45 0.33 425 0 425
25 1500 1.21 0.27 436 0 436
A R Q Tc Tc total I Qc 30 1800 1.04 0.23 445 0 445
35 2100 0.91 0.20 451 0 451
0.60 0.08 0.72 0.00 5.00 3.18 0.72 40 2400 0.82 0.18 462 0 462
45 2100 0.74 0.17 467 0 467
Qpeak for Case 1= 0.72 cfs 50 3000 0.68 0.15 475 0 475
55 3300 0.64 0.14 490 0 490
60 3600 0.61 0.14 508 0 508
CASE 2 65 3900 0.60 0.14 540 0 540
70 4200 0,58 0.13 561 0 561
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.13 580 0 580
peak flow =.90(3.18)(Imp. Area) = 0.00 cfs 80 4800 0.53 0.12 585 0 585
85 5100 0,52 0.12 609 0 609
90 5400 0.50 0.11 619 0 619
So, the Peak flow for the Basin is the greater af the two flows, 95 5700 0.49 0.11 640 0 640
0.72 cfs 100 6000 0.48 0.11 659 0 659
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in ! 12 inlft 0 cu ft
208' Storage Volume Provided cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STOR
Maximum Storage Required by Bowstring 609 cu ft
Number and Type of Drywells Required 0 Single
ERR Double
mmmmmmm mmmmmmmm
BOWSTRING METHOD PROJECT: Dhaenens Square Phase II
PEAK FLOW CALCULATION PROJECT Dhaenens Square Phase II DETENTION BASIN DESIGN BASIN: Developed N
BASIN: Developed N 10-Year Design Storm DESIGNER: S. Murphy
Tot. Area 0.75 Acres DATE: 04l07
Imp. Area 0 SF
C = 0.32
Time Increment (min) 5
CASE 1 Time of Conc. (min) 5.00
Outflow (cfs) 0
75 ft. Overland Flow Design Year Flow 10
Area (acres) 0,75
Ct = 0.15 Impervious Area (sq ft) 0
L= 75 ft. 'C' Factor 0.32
n= 0.40 '208' Volume Provided 0 .
S= 0.020 Area' C 0.240
Tc = 3.73 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
ft. Gurier flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1= 50.0 For Z2 5.00 300 3.18 0.76 307 0 307
Z2 = 1 Type B =1.0
n= 0.016 Rolled = 3.5 5 300 3.18 0.76 307 0 307
S= 0.005 Wedge=4.5 10 600 2.24 0.54 377 0 377
15 900 1.77 0.42 426 0 426
d= 0.158 ft. 20 1200 1.45 0.35 453 0 453
25 1500 1.21 0.29 465 0 465
A R Q Tc Tc total I Qc 30 1800 1.04 0.25 475 0 475
35 2100 0.91 0.22 481 0 481
0.63 0.08 0.76 0.00 5.00 3.18 0.76 40 2400 0.82 0.20 492 0 492
45 2700 0.74 0.18 498 0 498
Qpeak for Case 1= 0.76 cfs 50 3000 0.66 0.16 506 0 506
55 3300 0.64 0.15 523 0 523
60 3600 0.61 0.15 542 0 542
CASE 2 65 3900 0.60 0.14 576 0 576
70 4200 0.58 0,14 599 0 599
Case 2 assumes a Time of Concentration less than 5 minutes so Ihat the 75 4500 0.56 0.13 619 0 619
peak Flow =.90(3.18)(Imp. Area) = 0.00 cfs 80 4800 0.53 0.13 624 0 624
85 5100 0.52 0.12 649 0 649
90 5400 0.50 0.12 660 0 660
So, the Peak flow for the Basin is the greater of lhe two flows, 95 5700 0.49 0.12 682 0 682
0.76 cfs 100 6000 0.48 0.12 703 0 703
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in 112 inlft 0 cu fl
208' Storage Volume Provided cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STOR
Maximum Storage Required by Bowstring 649 cu ft
Number and Type of Drywells Required 0 Single
ERR Double
,
GRATE CALCULATIUNS
1
1
~
~
,
GRATE CALCULATION - CONTINUOUS GRADE Basin C
' Sta. 12+29 Lt.
Q = 0.41 cfs
S = 0.0080 ft/ft
Z= 41
d = 0.12
w = 4.75
grate w= 3.98 W.S.D.O.T. Type 2 Grate
%w = 84
' %Q = 99 From Fi9ure 15 of Guidelines
Q divert. = 0.41 cfs
Q excess = 0.00 cfs
'
'
'
'
'
r ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
~
~
Outlet
~
A
P-5
a~,~ ~ o. 49 c-~S
ti• S ! ~
U' ~5
~ _ ~Z.~ , P _ 2
P_ _ 4-, CB-5
~ ~
.
CB-2 40 - 0.~5~r:5 n,r
. , o- = G CB-4
P-6 C B 3
~ P-1
~ ~
0'Z5C 1~5
CB-1 CB-6
.
Dhaenens Square Pipe Diagram
ProJect Engineer: lnland Pacific Engineering
Project 7iUe: Ohaenens Square Phase N StormCAD v1.0
p:lhaestad\stmc%94383.stm Inland Pacliic Engineering Co. Page 1 of 1
02/25/97 05,13:47 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666
GRATE CALCULATION - CONTINUOUS Basin H1
' 15+32 Rt.
Q = 0.53 cfs CB #1
S = 0.0100 ft/ft
Z= 41
d = 0.12
w = 5.02
grate w= 1.21 Spo. Co. Std. Type V
%w = 24
' %Q = 53 From Figure 15 of Guidelines
Q divert. = 0.28 cfs
Q excess = 0.25 cfs
'
~
,
GRATE CALCULATION - CONTINUOUS GRADE Basin 11
Sta. 15+32 Lt.
, = 1.7 8 cf
Q s C B#2
S = 0.0100 ft/ft
Z= 41
d = 0.19
w = 7.90
grate w= 3.98 W.S.D.O.T. Type 2 Grate
%w = 50
%Q = 86 From Figure 15 of Guidelines
Q divert. = 1.53 cfs
' Q excess = 0.25 cfs
'
GRATE CALCULATION - CONTINUOUS GRADE Basin 12
Sta. 15+90 Lt.
' = 0.4 cfs CB#
Q 3
S = 0.0080 ft/ft
Z= 41
d = 0.11
w = 4.71
grate w= 3.98 W.S.D.O.T. Type 2 Grate
%w = 85
%Q = 99 From Figure 15 of Guidelines
Q divert. = 0.40 cfs
Q excess = 0.00 cfs
GRATE CALCULATION - CONTINUOUS GRADE Basin 13
Sta. 16+43 Lt.
,
Q _ 0.15 cfs C B#4
S = 0.0080 ft/ft
Z= 41
d = 0.08
w = 3.26
grate w= 3.98 W.S.D.O.T. Type 2 Grate
%w = 122
%Q = 100 From Figure 15 of Guidelines
Q divert. = 0.15 cfs
Q excess = 0.00 cfs
'
~
'
PIPE FLQW +CALCULATIQNS
~
.
'
Pipe Flow Calculation CB #6 to CB #5
' Flow 1.440 cfs Out IE 2068.29
Diameter 1.00 ft In IE 2068.50
Slope 0.0081 ft/ft
n 0.0240
L 26 ft d/dia A R Q V
Depth of flow,d 0.9 ft 0.90 0.7445 0.2980 1.85 2.49
Flowing Full 1.00 ft 1.00 0.7854 0.2500 1.74 2.21
Critical Depth 0.500 ft 0.50 0.3927 0.2500 1.44 3.67
Normal Depth 0.690 ft 0.69 0.58 0.30 1.44 2.49
HWc 0.813 ft
HWn 0.835 ft OUTLET CONTROL
HWp ft
'
'
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
'
Worksheet Name: dsl
' Comment: Dhaenens S uare Ph
q ase II Pipe#1
Solve For Actual Depth
Given Input Data:
Diameter.......... 1.00 ft
Slope 0.0081 ft/ft
Manning's n....... 0.024
Discharge......... 1.44 cfs
' Computed Results:
Depth 0.69 ft
Velocity.......... 2.47 fps
Flow Area......... 0.58 sf
Critical Depth.... 0.51 ft
Critical Slope.... 0.0211 ft/ft
Percent Full...... 69.48 0
Full Capacity..... 1.74 cfs
QMAX Q.94D........ 1.87 cfs
Froude Number..... 0.55 (flow is Subcritical)
'
1
1
Open Channel Flow Module, Version 3.41 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
1
' PiPe Flow Calculation CB #5 to CB #4
' Flow 1.930 cfs Out IE 2067.01
Diameter 1.50 ft In IE 2067.89
Slope 0.0080 ft/ft
n 0.0240
L 110 ft d/dia A R Q V
Depth of flow,d 1.35 ft 0.90 1.6751 0.6705 7.13 4.25
Flowing Fuli 1.50 ft 1.00 1.7672 0.5625 6.69 3.78
1
Critical Depth 0.510 ft 0.34 0.5299 - 0.4255 1.93 3.64
Normal Depth 0.630 ft 0.42 0.70 0.50 1.93 2.74
HWc 0.819 ft
HWn 0.805 ft OUTLET CONTROL
HWp ft
'
,
,
'
J
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
~
Worksheet Name: dsl
, Comment: Dhaenens Square Phase II Pipe#2
Solve For Actual Depth
Given Input Data:
Diameter.......... 1.50 ft
Slope 0.0080 ft/ft
Manning's n....... 0.024
Discharge......... 1.93 cfs
Computed Results:
Depth 0.64 ft
Velocity.......... 2.68 fps
Flow Area......... 0.72 sf
Critical Depth.... 0.52 ft
Critical Slope.... 0.0168 ft/ft
, Percent Full.::::: 42.69 %
Full Capacity 5.09 cfs
QMA.X @.94D........ 5.47 cfs
Froude Number..... 0.68 (flow is Subcritical)
'
1
'
Open Channel Flow Module, Version 3.41 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
,
' Pipe Flow Calculation CB #4 to CB #3
Flow 2.080 cfs Out IE 2066.36
Diameter 1.50 ft In IE 2066.91
Slope 0.0100 ft/ft
n 0.0240
L 55 ft d/dia A R Q V
Depth of flow,d 1.35 ft 0.90 1.6751 0.6705 7.97 4.76
Flowing Full 1.50 ft 1.00 1.7672 0.5625 7.48 4.23
Critical Depth 0.540 ft 0.36 0.5729 0.4451 2.08 3.63
Normal Depth 0.615 ft 0.41 0.66 0.48 2.08 3.15
HWc 0.847 ft
HWn 0.846 ft OUTLET CONTROL
HWp ft
,
'
'
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channe 1- Uni f orm f low
'
Worksheet Name: dsl
Comment: Dhaenens Square Phase II Pipe#3
Solve For Actual Depth
Given Input Data:
Diameter.......... 1.50 ft
Slope 0.0080 ft/ft
Manning's n....... 0.024
Discharge......... 2.08 cfs
, Computed Results:
Depth 0.67 ft
Velocity.......... 2.73 fps
Flow Area......... 0.76 sf
Critical Depth.... 0.54 ft
Critical Slope.... 0.0169 ft/ft
Percent Full...... 44.52 0
Full Capacity..... 5.09 cfs
QMAX Q.94D........ 5.47 cfs
Froude Number..... 0.67 (flow is Subcritical)
1
1
'
Open Channel Flow Module, Version 3.41 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
r
Pipe Flow Calculation CB #3 to CB #2
' Flow 2.480 cfs Out I E 2065.78
Diameter 1.50 ft In IE 2066.26 _
Slope 0.0080 ft/ft
n 0.0240
L 60 ft d/dia A R Q V
Depth of flow,d 1.35 ft 0.90 1.6751 0.6705 7.13 4.25
Flowing Full 1.50 ft 1.00 1.7672 0.5625 6.69 3.78
Critical Depth 0.585 ft 0.39 0.6163 0.4637 2.48 4.02
Normal Depth 0.735 ft 0.49 0.86 0.56 2.48 2.88
HWc 0.962 ft
HWn 0.928 ft OUTLET CONTROL
HWp ft
,
1
~
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channe 1- Uni f orm f low
Worksheet Name: dsl
Comment: Dhaenens Square Phase II Pipe#4
Solve For Actual Depth
Given Input Data:
Diameter.......... 1.50 ft
Slope 0.0080 ft/ft
Manning's n....... 0.024
Discharge......... 2.48 cfs
Computed Results:
Depth 0.74 ft
Velocity.......... 2.86 fps
Flow Area......... 0.87 sf
Critical Depth.... 0.60 ft
Critical Slope.... 0.0171 ft/ft
Percent Full...... 49.25 %
Full Capacity..... 5.09 cfs
QMAX Q.94D........ 5.47 cfs
Froude Number..... 0.66 (flow is Subcritical)
'
Open Channel Flow Module, Version 3.41 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
Pipe Flow Calculation CB #1 to CB #2
' Flow 0.280 cfs Out IE 2066.28
Diameter 1.00 ft In IE 2066.75
Slope 0.0181 ft/ft
n 0.0240
L 26 ft d/dia A R Q V
Depth of flow,d 0.9 ft 0.90 0.7445 0.2980 2.77 3.72
Flowing Full 1.00 ft 1.00 0.7854 0.2500 2.60 3.31
Critical Depth 0.210 ft 0.21 0.1199 0.1259 0.28 2.34
Normal Depth 0.220 ft 0.22 0.13 0.13 0.28 2.19
HWc 0.337 ft
HWn 0.331 ft OUTLET CONTROL
HWp ft
'
Circular Channel Analysis & Design
' Solved with Manning's Equation
Open Channel - Uniform flow
'
Worksheet Name: dsl
Comment: Dhaenens Square Phase II Pipe#6
Solve For Actual Depth
Given Input Data:
Diameter.......... 1.00 ft
Slope 0.0181 ft/ft
Manning's n....... 0.024
Discharge......... 0.28 cfs
' Computed Results:
Depth 0.22 ft
Velocity.......... 2.16 fps
Flow Area......... 0.13 sf
Critical Depth.... 0.22 ft
Critical Slope.... 0.0195 ft/ft
Percent Full...... 22.18 % •
Full Capacity..... 2.60 cfs
QMAX Q.94D........ 2.79 cfs
Froude Number..... 0.96 (flow is Subcritical)
'
'
'
Open Channel Flow Module, Version 3.41 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
1
' Pipe Flow Calculation CB #2 to Outlet
' Flow 4.290 cfs Out IE 2065.00
Diameter 1.50 ft In IE 2065.68
Slope 0.0059 ft/ft
' n 0.0135
L 115 ft d/d ia A R Q V
Depth of flow,d 1.35 ft 0.90 1.6751 0.6705 10.89 6.50
Flowing Full 1.50 ft 1.00 1.7672 0.5625 10.22 5.78
Critical Depth 0.780 ft 0.52 0.9286 0.5762 4.29 4.62
'
Normal Depth 0.795 ft 0.53 0.95 0.58 4.29 - 4.51
'
HWc 1.277 ft
HWn 1.269 ft OUTLET CONTROL
' HWp ft
'
1
~
'
'
1
, Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channe 1- Uni f orm f low
~
Worksheet Name:
Comment: Dhaenens Sqaure Phase II
Solve For Actual Depth
,
Given Input Data:
Diameter.......... 1.50 ft
~ Slope 0.0059 ft/ft
Manning's n....... 0.024
Discharge......... 4.29 cfs
' ComPuted Results:
Depth 1.21 ft
Velocity.......... 2.82 fps
' Flow Area......... 1.52 sf
Critical Depth.... 0.79 ft
Critical Slope.... 0.0188 ft/ft
' Percent Full...... 80.35 0
Full Capacity..... 4.37 cfs
QMAX @.94D........ 4.70 cfs
Froude Number..... 0.44 (flow is Subcritical)
'
'
,
1
Open Channel Flow Module, Version 3.41 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
1
' PiPe Flow Calculation CB #7 to Outlet
~ Flow 0.410 cfs Out IE 2073.00
Diameter 1.00 ft In IE 2073.32
Slope 0.0080 ft/ft
' n 0.0240
L 40 ft d/dia A R Q V
Depth of flow,d 0.9 ft 0.90 0.7445 0.2980 1.84 2.48
Flowing Full 1.00 ft 1.00 0.7854 0.2500 1.73 2.20
1
Critical Depth 0.260 ft 0.26 0.1623 0.1516 0.41 2.53
'
Normal Depth 0.330 ft 0.33 0.23 0.18 0.41 1.81
HWc 0.409 ft
'
HWn 0.407 ft OUTLET CONTROL
' HWp ft
'
'
'
' Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channe 1- Uni f orm f low
Worksheet Name : ds f tJ C~
Comment: D. Square Phase II
Solve For Actual Depth -
~
Given Input Data:
Diameter.......... 1.00 ft
' Slope 0.0080 ft/ft
Manning's n....... 0.024
Discharge......... 0.41 cfs
Computed Results:
Depth 0.33 ft
Velocity.......... 1.80 fps
Flow Area......... 0.23 sf
Critical Depth.... 0.26 ft
Critical Slope.... 0.0192 ft/ft
Percent Full...... 33.17 0
Full Capacity..... 1.73 cfs
QMAX Q.94D........ 1.86 cfs
Froude Number..... 0.65 (flow is Subcritical)
1
Open Channel Flow Module, Version 3.41 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
,
~
BACK:WATER CALCULATIONS
s
~
4
Backwater calculation sheet - Combined Basins H& I
Pipe Segment C132-Outlet C61-C62 CB3-CB2 CB4-CB3 C135-CB4 C136-CB5
1 Q 4.29 0.28 2.48 2.08 1.93 1.44
2 Length 115.00 26.00 60.00 55.00 110.00 26.00
3 Pipe Size 1.5 1 1.5 1.5 1.5 1
4 n 0.024 0.024 0.024 0.024 0.024 0.024
5 Outlet EI. 2065.00 2066.38 2065.78 2066.36 2067.01 2068.29
6 Inlet EI. 2065.68 2066.59 2066.26 2066.91 2067.89 2068.5
Slope 0.0059 0.0181 0.0080 0.0100 0.0080 0.0081
7 Barrel Area 1.77 0.79 1.77 1.77 1.77 0.79
8 Barrel Vel. 2.43 0.36 1.40 1.18 1.09 1.83
9 Vel. Head 0.09 0.00 0.03 0.02 0.02 0.05
10 TW EI. 2066.14 2066.96 2066.96 2067.76 2067.91 2068.89
11 Frict.loss 0.65 0.01 0.11 0.07 0.13 0.14
12 Entr. HGL EI. 2066.79 2066.97 2067.07 2067.83 2068.04 2069.03
13 Entr. Head loss 0.08 0.00 0.03 0.02 0.02 0.05
14 Exit Head Loss 0.09 0.00 0.03 0.02 0.02 0.05
15 Outlet Ctrl. EI. 2066.96 2066.97 2067.13 2067.87 2068.07 2069.13
Inlet Ctrl. HW 0.999 0.999 0.999 0.999 0.999 0.999
16 Inlet Ctrl. EI. 2066.68 2067.59 2067.26 2067.91 2068.89 2069.50
17 Appr. Vel. Head 0 0 0 0 0 0
18 Bend Head Los 0 0 0 0 0 0
Junct. HL Coeff. 0.00 0.00 0.00 0.00 0.00 0.00
19 Junct. Head Los 0.00 0.00 0.00 0.00 0.00 0.00
20 HUU Elev. 2066.96 2067.59 2067.26 2067.91 2068.89 2069.50
Grate EI. 2073.17 207322 2072.53 2072.28 2071.35 2071.35
Freeboard 6.21 5.63 5.27 4.37 2.46 1.85
~
ENGINEER' S REi VIEW SHEET
AS BUILT PLANS RECEIVED
PLAT FILE # PE-1 71 6A -93
Related File #
AARD #
Date to Review # _
Date to AA & DR _ Time _
Date Received 08/23/1996
Large Lots ~
Project Name _ DHAENENS SQUARE PHASE II PUD No. Lots 40 No. Acres 8.67
Range - Township - Section
45224.2579
SITE ADDRESS N 16TH/ W EVERGREEN/N 15TH LN PARCEL
Applicant's Name BILL SMITH-WRS Phone # 535-1410
Phone 2#f
Address IPEC
25 S ALTAMONT
707 W 7TH STE S00
SPOKNE WA 99204 _
FLOOD ZONE No W S School 356 Date Conditions Mailed
Billing Name BILL SMITH Owner WRS & ASSOC Engineer PATRICK MOORE
Address WRS Address PO BOX 14084 Company INLAND PACIFIC ENGINEERI
PO BOX 14081 SPOKANE WA 99214 Address 707 W 7TH
SPOAKNE WA 99214 MARYCLIFF HALL AVE STE
200
Signed WILLIAM R SMITH Phone City SPOKANE,WA 99204
Phone p1Oti Phone/FAX (509)458-6840 FAX (509)458-6844
Date
Building Contact Person: Phone # 456-3675
Date Submitted Description Initials
08/23/1996 DATE FEES RECEIVED A~
DATE PRIORITY FEES RECEIVED COPY TO ACC4UNTING
' 08/J91T996 'FINAL PLAT FEES COMPLETED & COPY TO ACCOUNTIN
_ _ _ Y•~•
NOTICE TO PUBLIC # 13 4 6 COMPLETED - OR NEEDS TO BE SIGNED
, /40 ~l y G DESIGN DEVIATION SUBMiTTED/DATE COMPLETED - MAILED
ALTERATION TO PLAT - BLOCKS & LOTS
EOND QUANTITIES FOR DRAINAGE ITEM CALCULATED
I DATE BOND RECEIVED - BOND AMOUNT RECEIVED
~
- - - - - - -
~ -
DATE BOND RELEASED - DATE AS BUILT RD PLANS
HEARING EXAM _ _APPROVED )EN1ED 'PEALED BCC
APPEALED PROJECT APPROVED ENIED
STAMPED MYLARS TO PERMIT TECHNICIAN (SYL/SUZANNE)
STAMPED 208 LOT PLANS TO ADMINISTRATIVE ASSISTANT (SANDY)
- - ~ -
Dls
~
4,
r
~ ' ~ ~ '!.a,~ ~►~c; ~1
. - - - - - - - -
~
cc,
Ab
~
C
~
ENGINEER' S REVIEW SHEET
AS BUILT PLANS RECE[VED
PLAT FILE # PE-1716A -93
Related File # ( 1
AARD #
Date to Review #
Date to AA 8c DR Time
Date Received 08/23/1996
Large Lots l_I
Project Name DHAENENS SQUARE PHASE II PUD No. Lots 40 No. Acres 8.67
Range - Township - Section
45224.2579
SITE ADDRESS N 16TH/ W EVERGREEN/N 15TH LN PARCEL
Applicant's Name BILL SMITH-WRS Phone # 535-1410
Address IpEC Phone 2#
25 S ALTAMONT
707 W 7TH STE S00
SPOKNE WA 99204
FLOOD ZONE 1Vo W S School 356 Date Conditions Mailed
Billing Name BILL SMITH Owner WRS & ASSOC Engineer PATRICK MOORE
Address WRS Address PO BOX 14084 Company INLAND PACIFIC ENGYNEERI
PO BOX 14081 SPOKANE WA 99214 Address 707 W 7TH
SPOAKNE WA 99214 MARYCLIFF HALL AVE STE
200
Signed WTLLIAM R SMITH phone City SPOKANE,WA 99204
Phone 926-2959 Phone/FAX (509)458-6840 FAX (509)458-6844
Date
Building Contact Person: Phone # 456-3675
. ` - ~ . . • ~
, _ . . • - RECEIVED_:%
~JAN: 14.1994.: . . ~ .
~ REQUEST FOR DESIGN DEVIATION. - :
~ ~ . . . _ . _Y _ . - s30.00 DATE - ~ 3 3 . . . .
ROAD NANiE _bLv*A-q CRp/RID # . _ _ . . . . ~ - . _
NAME OF PI.AT Plat #
ADDRESS OF BLDG ~ . . - . , ~ . . . . - .
NAME OF BLDG PROJEG'r ~ - BLDG# B9 ____S 22- T Z4' R~
FEDEA;AUSTATE PROJECT # PROJECT LIMTTS ~
. EXISTIING CONDITIONS: PROPOSED IldPROVEMENT'S:
ROAD WIDTH ZC.o ~or' 1 D~ _t_j2j\! w
ROAD SURFACE
AVG. DAII.Y 'IRAFFIC
Current Traffic Count Design Year Traffic Count ~7..p
PROJECT DESCRIP'IZON S
~rt~ ~2 <.L&L Ln LiF ~5 t 1-sr-K► A.,%j c> 3 = kt~ c..~
PP"7SED DESIGN DEVIATION ll~\t ~t+1 e-~.
~r,~ t35r - ~~r: _ . y~~ ~ ~ ~ ~Dr./.c.rRr _ -
`-C~ _ ~.~.•n, ~.,•~-~r .
~
NS"TI'ICATION: ~ .
~ a-4~ Zrt'b-%rn tS r4~ e~oemTt►4-~ tx::~ "Ta
,
. . ~ .
~ 1_huhrt
~ ~J'~''ac~' - C~adb~ 1d1~-~ ~ T3~ r ~S Z2C ~"~~,Ps • .
3~ -rr~ T~ Ss ~eav Q&j -Ujf~_ xAW.~~ ~yr-
DwfF -It? -Qt%5 ZeLArL\MX ffLz6fr- "Ta PQ~=7 ~.~4~rINe V:1r, 'MM: 1/ I SI ML1Ti- OAJ L
t.eSS T NPMI ~ corS rN~ ~ ~ ag- IP94tyt *Oe!~r dea~-Lw_-35;.
SUBMITTED BY DATE 19
G~
A.r `FSS ZIP CODE
P1~..,r1E # K~l~
•sss~~s ADMIMSTRATTVE VARIANCE FEE OF $30.00 PAID TO SPOKANE COUNTY ssss..•
-REQUFS'I' WILL NOT BE REVIEWFD WI'IHOiJT. FUNDS-
. . . . . , .
~
_ ,
~ .~Q~S~' FOL~ D~~~GN DEVIATION
$30.00
DATE 10122/96
ROAD rr~~ ~VERGREEN ROAD CRPlR.tD #
NAME C►F F:LAT DHAENENS SOUARE, PFlASE Zl Plat. # 1716~Vei
ADDRESS OT E►LUG NfA
NAME OF BLD~'r P'ROJECT N1A BLDG# B9 s 22 T 25 R 44
FEDERAL/STATE PR(}JEC'F # N/A F'ROJECT LIMI'TS
ELiWTI`1V" CONVIJIONSE i LAOL 1MSED J.MP<1O• EMENTSr
.~OA~ ~DTH +121 24i WIDP. ~AVn WZ~TH
R(7Ap SURFA~~
AVG. 17ATLY TRAFPIC .
Current 'T.rafflc C4unt Design Year Traffic ~ount .
PROJECT DESCRIPrraN nHAENEr~~ SOUARE zS A 7. 71 A+cRE TRA~~ TO BE sUBDz~~DED INra 40 STt~~LIE
LC1TS ANa► 6 TIiACTSF
FROPO§ED DESI~`arN DEV1ATION REI.QICATL SID-EWALK FROM BACK OF TYP'E '"Brr CtM A~ SHOWN IDN ROADWAY
-SECTION NUMBER 2~ FE1i. CO1+TDITIONS OF APPROVAL (SEL ATTACM ROADWAY SECTTON TO ZOCATTON SflQWN
' ON FRQPOSED FLAN SHEET), AI.SO SEE ATTA~HED DR~►.'WING, JUSTIFICATION,
THERE ARE A NMER OF LARGE GVERGR.EENS ALONG SVERGREEN ROt!►D A,fi THE LOCATIt~~ OF THE SI.DEWAIK ,
AS SHOWN IH ROAL1WAY SECTION 2. THE SPONSO1i. WqUID LIKE TO SAVE 14,S MANY OF THE ~TREES AS IS
FF.ASI:BLE BY MOVTNG THE LOCATIUN (}F THE STD~'.~ WE~T APPROXTMATEL'Y 201 AS SHOWN ON THE
ATTAC'HED DRAWING. THE P~OPQSED SIDEWALK LOCAT'ION T~OULD MAT£H VMT WAS DONE ON 16TH AVE1TU6,
WHICfl FRONTS FSdSE T OF THIS PROJECT. THE SIDE,TALT€ WOULD MATCfl INTO'THE BACK OF CURB AT THE ,
INT:ERSECTION OF AV'ALQN AND EVERGREEN ROAD, AND AT THE SOUTH FTAT BC9UNDARY. ,
.
~~l~~
~ 31996
PA • ' Yp+1'KAHY 00Ml,.TY E,7MINUrtR
sUBM~TT'E~► B'' S[~gAN K. lyiL1RPHY I~,~TFIc ENGI~'B~~.IN~"= -
ADD,, ! S 707 WEST 7TH A'fJENNITE, SUITE 200 SFOKANEs, 'FTASHTNG'TON , ZIP CO~~ 99204
,
PHcJri1E# (5.0% 458-6$40 ADblUfTSZRAT1VE V.ARTANCE FEE OT 90.01D PAEDTO SPOKANF, COT.JNTY ~*4*** .
1026 W BROA.DWA'i', SPO►KANE WA 99260-017 PHClN~ 509)456-3600 FAX {509)324r347$
7 ol -REQUES'f"WIL.L NOT BE W O txUUNDS-
~
Cp►SH/CH. ~ ~l&") 3 RECEIVED .BY ~ DATE•,
41 i
Mdcaigrr.ckv 2196
.
'
DESI~"ir~ DEVIAIION w
~+.~;~'F.RE!~ONkM `1'ONS,
Vw*%V&P Mft v~A-L... t.'s r:-~. TTw C'~„~i J' ~ - dp^ I*F oVAW .0 •y
,
ekgmo b AM* No 0 , t ~ ~ ~x1"~-~ ► i i '~'N"'~'" ~ TAP ww r'~,S .
Cc1 oe 6 aY.l . " + • ~~~w~i~
Approved Approved w1canditians Not Approved
~ ~ .
.
Project Manager . , ~ Pate -
~'~-a`;,~`~~~~ • ,
4;z
\pproved Appraued wrconcitioas Not Approved
~ Pro►aect Maiiago;ment Enimeer Date ~
. ~
.~pproued - Approved w1eonditions Not. Approved
. a~~ations Engiaeer Date '
s1:0014L,4M COtM. EMMMIs
D=, ~Xll0N.
. . .
Appxoved w/no conditions App►roved as recoxnmeaded above Nat Approved
,
~
.
' ~ Spakaae Cawnty Engin.eer Date
L
4
li
S P Q K A N E ' .
C Q U N'I' y
DIVISION OF ENGIIVEERING AND ROADS • A DIVISION OF THE PUBLIC WORKS DEPARTMfiNT
William A. Johns, P.E., County Engineer
Dennis M. Scott, P.E., Director
November 19, 1996
Susan Murphy
Inland Pacific Engineering, Inc.
707 West 7th, Suite 200
Spokane, WA 99204
~
~ Subject: Dhaenens Square, Phase II
~ Design Deviation for Sidewalk
; Spokane County Project No. P-1716A •
i
~
Dear Susan:
i
; A Design Deviation application was submitted by your office, requesiing the sidewalk be placed away from
; the curb, for along Evergreen Rd. The Design Deviation is dated 22 Oct. 1996. The Design Deviation has
! been approved, subject to the Conditions Iisted below.
~
• Where the sidewallc meanders away from the curb and near the road right-of-way tine, a sidewalk
easement shall be provided to Spokane County, which extends a minimum of 3 ft. behind the back/face
~ of sidewalk. The easement shall be granted to Spokane County in a document acceptabie to the
County Engineer.
• The sidewalk shall be a minimum of 6 ft. in width wherever it not adjacent to the concrete curb.
~ 0 A Homeovmer's Association shall be formed and be responsible far maintaining the sidewalk along the .
~ pIat frontage. Language shall be included in the final plat documents making provision for this
condition.
i
~ A copy of the approved Design Deviation is enclosed for your use. If you have any questions or comments
~ feel free io ca.ll us at 456-3600.
~
! Sincerely,
' Spokane County Engineers
,
Dean Franz, P.E.
Plans Review Coordinator/Engineer
cc: Project Sponsor
Bill Hemmi.ngs - Spokane County
Project file
1026 W. Broadway Ave. • Spokane, WA 99260-0170 •(509) 456-3600 FAX: (509) 324-3478 TDD: (509) 324-3266
o • a .
SPOKANE COUNTY
HEARING EXAMINER COMMITTEE
MDINfzS nF FACT. C0NCL[1SYC) ORDER
INTRODUCTION
This matter has come before the Hearing Examiner Committee on August 19, 1993.
The members of the Committee present are Harry Gibbons, Chairperson, Jan Reuter
and Lunell Haught.
PROPOSAL The sponsor, WRS Associates, requests approval of a Prelirninary Plat, PE-1716-93,
of Dhaenens Square and Zone Reclassification from Urban Residential-3.5 (UR 3.5)
to Urban Residential-7 (UR-7) with Planneri Unit Development Overlay Zone within
the Aquifer Sensitive Area Overlay Zone (ASA). The proposal is to subdivide 13
acres into 72 lots for single family residences and 3 tracts which will be used for neighborhood parks and open space.
FINDINGS OF FACT AND CONCLUSIONS
1. The property is generally located at the northwest corner of 16th Avenue and
Evergreen Road, in the southeast 1/4 of Section 22, Township 25 N., Range 44
EWM, Spokane County, Washington.
2. The committee adopts the Planning Deparanent Report as a part of this record.
3. The existing land use in the area is single family residences.
4. The proposed use is compadble with existing uses in the area.
5. The Comprehensive Plan designates this site as Urban. The Urban category is for the
purpose of creating a"city like" environment, including residential net densiries
(excluding roads) of 1 to 17 units, or 6.7 units for this proposal.
6. The proposed zoning does implement and conform to the Comprehensive Plan.
7. The Arterial Road Plan designates Evergreen Road and 16th Avenue fronring the
development as Principal Arterials, with recommended right of way widths of 100
' feet. In order to implement the Arterial Road Plan, the County Engineer has required
4 feet of new dedication along Evergreen and 14 feet along 16th Avenue. In addition,
. the County Engineer has required 16 feet of future acquisition area to be set aside
along Evergreen Road and 16th Avenue. .
- , 8. The existing zoning of the property described in the application is Urban Residential- 3.5 (UR-3.5), previously established as Agriculture zoning in 1959 and reclassified
to Urban Residenrial-3.5 (UR-3.5) on January 1, 1991 pursuant to the Program to
Implement the Spokane Counry Zoning Code. Pursuant to RCW 58.17.195 the
proposal does conform to the requirements of the proposed Urban Residential-7 (UR-
7) zone reclassification and the Planned Unit Development Overlay zone.
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8/93 HEC Order for PE-1716-y3 Page 12
Q11iL1:iR
The Hearing Examiner Committee, pursuant to the above Findings of Fact and
Conclusion, APPROVES the application of Bill Smith for the Preliminary Plat,
Planned Unit Development and Zone Reclassif'ication as described in the applicadon
PE-1716-93, PUDE-5-3, ZE-26-93 knawn as Dhaenens Square.
Motion by:.Lunell Haught . Second.ed,by•'J JanaReuter ' ✓
♦ •
Vote: (370) ~.UNANIlVIOUS TO APPRO~t'Y'FIE4PRELIlVUNARY PLAT, ' PLA,NNED UNTT DEVEL4PNiENT 'ArrD zorrE REcLAS sIFrcA:TIorr
FR4M URBAN RE5IDENTIAL-3.5 (UR-3.5) TO URBAN RESIDENTIAL-7 (UR-7) ZONTNG
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MARII'~Q ExA O • .
HEREBY ATTEST TO THE ABOVE FIIVDINGr8; ORDER, AND VOTE
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ATTEST:
For WALLIS D. HUBBARD -
-i c Plannitig Di"rector - , . a .
; .~r v Ft . .HN W. PE ~RSON 6penior Planner
Datie . '
. Pursuant to County regulations, any aggrieved party has the right to appeal this written
decision to the Spokane County Boarcl of County Commissioners within ten (10) calendar
days of the signing of this order. Upon receipt of an appeal, a public hearing will be
scheduled: If you desire to f ile suc h an appe a l, you inust siibmit a written appeal,
preferably on forms designed for such purpose, to the Board of Counry Conannissioners,
W. 1116 Broadway, Spokane, WA 99260, along with a$200 processing fee payable to the
Spokane County Treasurer. ' • If you have any questions, please call the Planning Department at 456-2205.
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INLAND PACIFIC ENGINEERING, INC.
August 22, 1996
Mr. Dave Berto
Spokane County Engineer's Office
North S11 Jefferson
Spokane, Washington 99260
RE: DHAENENS SQUARE PHASE II PE-1716-93
Our Number 94383
Dear Dave:
. Enclosed please find two copies of the draft final plat
referenced above. Please review for final approval. The enclosed check for $100 is the plat check fee. Enclosed
also is a copy of the plat certificate, and a copy of the
signed Agreement to Pay Fee.
Please call if you have any questions. Thank you.
Sincerely,
INLAND PACIFIC ENGINEERING CO.
Brock R. Ma erne
BRM/wp Enc.
,
707 West 7th • Suite 200 2020 Lakewood Drive • Suite 205
Spokane, WA 99204 Coeur d'Alene, ID 83814 509-458-6840 • FAX: 509-458-6844 208-765-7784 • FAX: 208-769-7277
aCCUttIItS .
4. The m~nthly billing sho~~ld be sent to the attention of:
r
NAMC: tT~-1 ~ t.~t.~,~ i?~~~~~~~ ,,~r~.~'~, 1 ~ ; ~ .
All1)RESS: 4'~.x~~~ ~.~~~t-~ ,
CITY, ST~1TE: . r
Z1~' COD~: ~t 1 ~ ~ ~
PHON E .~7~~`~1.~ ~ ~ ,
~ understand that failure to ~ay these fees may result in delay in completion or approval of the project or other
possibJe sanctions. ~
O If this fee agree~nent is completed by someane other than the Sponsor (i.e., the project
owner or a principal in the Crcn sponsoring the ~roject), such as the Engineer, clesigning
the pro,ject, then written authc~rizatio» ~CUIYI tlle Sponsor speciCc~lly autliorizin~ tlie
Agent tn execute this Fee Agreement is att~~hed t,o this Fee Agreeinei .
SIGNATURF By: _ ~..,~.,~.,r~
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G~~/~d ~Pi`~7 P~= > ,~Yl
(PRiN'C NAME)
I.tE'I'URN XELLUW CO~'Y 'l.'U SPUKAN~ COUN`TY ENGINE + RS
k\p1tl~greemen.fee 2/1195
10261N.13roRdway Ave. • Sj,okane, 1NA 99260-01.70 • (509) 456-3600 CAX: (509) 324-3478 '!'Df): (509) 324-3166
• ~
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RECEIPT Date iS'- ~9'Cc~ 19 c1~ ...:35 /-<<
Received From LUI~ 3 /-A ~
Address P-O, &"5e
c-' C-, w'q Dollars ~
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For /ad C) f cz~
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ACCOUNT HOW PAIO
AMT. OF
ACCOUNt I CASif I
AMT. PAIU /rf?1 I('~ ~ ~ CFlECK
5Z .~.1J JR vlfT i^` / c
t2ALANCE MONEY Qv
DUE ORUER ~
eK808 REAIF0T3M
. . _ . . , . . . . . , . . . . . . . , . .
Smith CON. LlC. NO. WRSAS-245MQ INLAND NORTHWEST BANK 15832
GummuHomes TAX NO. C-600-202-219 421 W. Riverslde Spokane, WA 99201
viata4e stytie a Uhi4 TELEPHONE:922-0782 -
2e-e1011251 8/22/96
P.O. BOX 14084 • SPOKANE, WA 99214
Y TO THE
DER OF Spokane County Engincering $ "100.00
One Hundted and 00/1 U~;ssssssss*ssssssssssssssssss**sssssss~ssssssssssssss~ssssssssss~ssssss*ssssss~ss*ss*sss*DOLLARS Spokane County Engineering
SMITH HOME3
Dhaenens Square Phase 2
1100 L 58 3 2,1' 1: 12 5 L08 LOL,l: L 100 39 LOii'
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INLAND PACIFIC ENGINEERING COMPANY
707 W. 7th Avenue, Suite 200 Spokane, WA 99204 (509)458-6840 Fax: (509)458-6844
TO:
. ~S . DATE:
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I.P.E. PROJECT
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ATTENTION: C),V'Q- PR JECT NA ~
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Description
r~ Xerox Prints M~ Copy of Letter M~
Original Drawing M~ Contract Documents M~
M~
M~ rk Authorization M ~ Report
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No. Copies Descriptio , - -
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PurpOSe
MI Information M~ Review & Comments M~ Per Your Request
MI Written Approval M~ Signature & Return M~
Remarks
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Signed: _ cc: ~ D:ITRNShfT PMS
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OFFICE OF THE COUNTY ENGINEER
SPOKANE COUNTY, WASHINGTON
TO: Jeff Forry, Department of Buildings
FROM: Bill Hemmings
DATE: Friday, May 9, 1997
SUBJECT: B.C.C resolution #91-0882 Implementation (July 2, 1991)
Attached are the individual lot plans for each lot containing a swale in DHAENENS SQUARE PHASE
II PUD, plat # PE-1716A. Please give the appropriate lot plan to the individual applying for a building
permit on the lot, so they can draw their house and approach to scale on the lot. We will need this plan,
and the conesponding $1,000.00 cash surety, in the form of cash, letter of credit, or savings assign.ment,
before we can issue the approach permit. Also attached are the letter of credit and savings assignment
forms. - - - - - ~
~ . ASSIGNMENT
For security purposes only, (developer)
hereby assigns to SPOKANE COUNTY, a political subdivision of the State of Washington, the following:
Savings Certificate Number
in the face amount of $1,000.00
and held in and by
Bank of
Branch
(bank address)
This assignment is made as security for full and faithful performance by
(developer) of certain drainage facilities and sod for LOT BLOCK , DHAENENS SQUARE PHASE II PUD (Plat)
Plat # PE-1716A in accordance with the drawings: and specificarions as submitted to and approved by the Spokane County Engineers
office on (date) , 199 . .
Any interest benefits accruing under said savings certificate shall remain the property of
(developer). Said savings certificate to be released to (developer)
any other party only with the prior written consent and agreement of Spokane County.
PROVIDED, FURTHER, the undersigned does hereby authorize
(bank) to pay over to Spokane County all or a sufficient portion of the monies in the savings certificate referenced hereinabove upon
written documentation being received from the Spokane County Engineer indicating that the purposes for which the savings
certificate was assigned have not been fully and faithfully performed as required and a statement of that amount of money which the
County Engineer as required and a statement of that amount of money which the County Engineer deems necessary to complete such
obligarion. Upon receipt of such written documentation, (developer)
hereby authorizes (bank) to release to Spokane County that
amount of money requested up to the maximum amount in the savings certificate.
(developer) shall be responsible for any costs incurred by the county excess of the amount of security.
DATED this day of , 199 .
BANK OF
President
Secretary
DATED this day of , 199 .
DEVELOPER
STATE OF WASHINGTON )
:ss
County of Spokane )
On this day personally appeared before me , to me known to be
the individual described in and who executed the within and foregoing instrument, and acknowledged that signed the same as
free and voluntary act and deed, for the uses and purposes therein mentioned.
GIVEN UNDER MY HAND AND OFFICIAL SEAL this day of , 199 .
Notary Public in and for the State of Washington, residing at Spokane
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1404 SOUTH EVERGREEN ""ROAD
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EXISTING BUILDING ^s i ~ ~ t
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10, UTI LITY
EASEMENT L BOUNDARY OF LEVEL
AVALON LANE FLAT BOTTOM AREA `
- - - ~ - -
SPOKANE COUNTY STANDARD-3
SPOKANE COUNTY STANDAR SPOKANE COUNTY STANOARD g-8 CURB INLET TYPE "2"
STA. 14+95 LT.
8-1,13-15 TY~PE " B" DRYWELL 6-8 CURB INLET TYPE " 1" TC-2074.38
WITH TYPE ,3 METAL FRAME STA. 22+21.67, 13.5 LT.
ANO TYPE "3" METAL GRATE, TC=2074.18 '
STA. 22+00, 20' LT. -SPOKANE COUNTY STANDARD
GRATE ELEV=2073.45 • 8-5,8-11, B-13 CONCRETE INLET
O ~ Sy NPE "1" WITH TYPE „2"
! METAL FRAME AND GRATE,
~ STA. 14+90.10 36' LT.
GRATE ELEV=2073.48
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.a . ~•1 = ~ 9 L.F. OF 12» C.P.E., S=0.0100
25462 0 ~ . 'IE(W)=2070.48, IE(E)=2070.39
~FS+ fsl S1ER~'~~~~ ,h,-'SPOKANE COUNTY STANDARD
NAL , . ' .B-1,8-15, TYPE "A" DRYWELL
WITH TYPE 3 M ETAL FRAM E
" AND TYPE "4" SOLID COVER
i EXPiRES 9 2 ' • • ~
~ ~STA. 14+90.10, 27 LT.
SCALE: 1" =20' POND BOTTOM ELE~/.=2 72.95 uD ELE~/=2074.49
. ` BERM ELE/.=2074.38 J
I NLAND
PACtFic LOT 10, B LO C K 1
ENQINEERINQ D HAEN EN S SQ UAR E P HAS E 11
707 West 7th • Suke 200 (509) 458-6840
Spokane. WA 99204 FAX: (509) 458-6844 ` DATE: 04/16/97 f
w
9
9- l9Y7 ,0~
~rsr RU C-c
PE"I-r REQuIRED!
NQ?'FY THE PERMIT ENGINEER
45G - 3600
24 14RS. PRIOR TO CONSTRUCTION
.
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O L.J N T
S P O K A N E fl,' , C Y
DIVISION OF ENGINBERlNG AND ROADS • E3 DIVISION OF THE PUBLIC WORKS DEPARTVIENT
William A. Johns, P.E., County Engineer Dennis M. Scott, P.E., Director
May 9, 1997
Todd Whipple, P.E.
Inland Pacific Engineering
707 W. 7th Suite 200
Spokane, Washington 99204
Subject: Dhaenens Square
Spokane County Project No. P-1716a
Todd,
The road and drainage plans and calculations are approved. Enclosed is a set of sepias, stamped
"Approved For Construction." The original plan mylar will be kept on file at the County records.
In accordance with Section 2.02 of the Spokane County Road Standards, t6is approval is
valid until 5-09-00. If facilities are not constructed by then, you may request an extension for an
additional two years; however, the plans may need to be revised to reflect standards current at the
time of the extension request.
If you have any questions, please contact me at 456-3600.
Sincerely,
Spokane County Engineers
J ~
~
Dean Franz, P.E.
Plans Review & Drainage Engineer
encls: 24" x 36" sepias of approved plans
cc: William Smith
project file
1026 W. Broadway Ave. • Spokane, WA 99260-0170 •(509) 456-3600 FAX: (509) 324-3478 TDD: (549) 324-3166
. . j,
pLAT
STATISTICS DATE
• Plat Check Fee
;
~Number of Lots
Road Miles (New)
Total Area _
~ .
' MAP
~
North Arrow
Scale Legend -
Procedures & 'pment
~
Basis.of Bearings
Plat Location By Title
Official Signature Blocks
Surveyors Certificate
Road Names
Road Widths C -
Adjacent Area
Lot & Block Numbers .
R/W Dedication designated
1 Foot Strips
3 RPS on GLO Corners
Tract X ,
Lot Areas Bench Mark
Closure
DEDICATION
` Description (TQ Map)
Description (To Cert)
~ Owners tvQ t-4 Mw KI
Certificate to Plat 1 Z - , ~
1 Foot Strips ~
RID - CPR Statement
Access Prohibited /
R/W Dedication L~
~
Drainage Language
~ Drainage' Covenant #
' v
Flood Insurance
208 Bonds -$1,OOU.00 ea 208 PLANS APPROVED
" Private Road Doc. f/'s • ~ `~Z~l ~ l ~ ~ ~ ~ ~OF)1 ~
Private Road Warning
Road Plans
Road Bond ImProvement
A//4--
~ Road Bond Inspection ~
Signed By Engineer
61~
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01l29l1998 03: Q4F'M
~ `RECEIPT # 213225
1
S P OK RN E- COUN TY
AUD.~ TOR
S f'OK RdZE GDU.`dTY, 4JA
Ff~OM : CO ENGINEERING
+ BY o SNEAGLE
FILE NIJ.: 4183050 # PG:. : 3
DOC. COV ) CQVrNANT (NO CHARGE )
DJCUMP-NT fEEa ~ 10.00
FiLE i10.: 4183@01 # Pgs : 3
DQC. : t COU l GQVtHANT (N0 CHARGE )
DQCt1MENi' FEE: 16.00
TQTAL N0 CHARGE FEE 20.00
TDTRL FtECDf;DING FEE 20.00
CHANGE tf 0.00
~
kECETF`T
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Inland Pacific Engineering c O p`%y
707 W. 7~' Avenue ORIGINAL FILED OR RECORDED
Spokane WA 99204
JAN 2 9 1998
COUNTY AUDITOR
SPOkANE COUNTY WN
Reference #
-
Grantor(s): v\l- R- S_ Ati1 D A SSc~ Grantee(s): L"-,- n r,,,,
- y
Legal Descriptior+:
Lot Block Plat Qtr/Qtr )At
Secdon 2- ZTownship _)_S Range `i ~
,
. Parcel # LI 5 22 `J - 2 5-7 55 22-y - 2 Co e1
Drainage Declaration of Covenant
~ • In consideration of the approval by Spokane County of Dhaenens Square Phase II, hereinafter referred to as the
"plat", undersigned covenants and agrees that:
Spokane County and its authorized agents are hereby granted the right to ingress and egress to, over and from alI
- pubtic drainage easements for the purposes of inspection and emergency maintenance of drainage swales, ponds,
ditches, culverts and other drainage facilities, if not properly maintained by the property owner or the Dhaenens
Square Homeowners Association. Spokane County does not accept the responsibility to inspect or ma.intain
dra.inage facilities located outside of pubiic rights-of-way, except in cases where Spokane County specifically
assumes that responsibility in ivriting, which may be defined herein through the adopdon of a Special Stormwater
Management Setvice Area, or in other documents. Neither does Spokane County accept any liability for any
- failure by the property owner(s) to properly maintain such areas.
The property owners within this plat shall be held responsible for keeping open and maintaining the surface path
of natural or man-madc drainage flow over and across their respective properties. The property owner or
authorized representative shall inform each succeeding purchaser of all drainage easements on the property and
tlieir responsibility for maintaining surface drainage paths and swales within said easements.
If the property owners fail to maintain the surface path of natural or man-made drainage flow, or drainage facilities
on private properties, a nodce of such failure may be given to the property oNvner. If not corrected within the
period indicated o❑ said notice, Spokane County has the right to correct the maintenance failure, or have it
corrected, at the expense of the property owner.
Spokane County daes not accept the responsibility of maintaining the drainage course on private lots or floodplain
areas within private lots, nor the responsibility for any damage whatsoever, including, but not linuted to, inverse
condemnation to any properties due to deficient construction and/or maintenance of drainage courses in drainage
easements on private property.
Any building that is constructed on a lot in this plat shalt be set at such an elevation so as to provide positive
dxainage aNvay from any drainage entry point to tlle building (including but not limited to a window well, a window
unprotected by a window well, or a doorway). Said positive drainage shall consist of a minimum slope of 3% away
from the building for a distance of at least 10 feet from ttie building. The lots shall be graded so that either a) all
runoff is routed away from the building, and conveyed over the lot to a natural drainage swale or approved
drainage facility, or b) drainage intercepted on the lot is disposed of on the lot in an approved drainage facility.
The approved drainage facility shall be constructed in accordance with the approved plans on file at the Spokane
County Engineer's Office. Any revisions to the approved drainage plans must be approved by the Spokane County
Engineer's Og'ice prior to construction of said revisions.
There may exist properties located uphill and adjacent to this subdivision which periodicaily discharge stormwater
runoff onto individual lots within tlvs plat. While lots within this plat are not identified as being within a
floodplain area, it should be noted that nuioff from nearby uphill properties should be expected, and during
snowmelt periods or wet seasons ihe lots may be subjected io higher amounts of stormwater runoff than what is
normally observed or anticipated. Because stormwater runoff from adjacent properties have discharged onto this
plat prior to development, stormwater runoff Nvill continue to do so after development.
This covenant and agreement shall run with the land in perpetuity, and shall be binding upon the owner, their
heirs, successors and assigns, including the obligation to participate in the maintenance of the drainage facilities as
provided herein.
The property owners within this plat shall maintain all water quality swales ("208" swales) and drainage d.itches
situated on their respective properties, and any portion of a"208" swale situated in a public right-of-way adjacent
to their respective properties, with a permanent ground cover as specified in the currendy approved and accepted
plans on file at Spokane County's Engineer's Office. No structures, including fences shall be consVucted directly
over or within a"208" swale without the expressed written consent of the Spokane County Engineer. Spokane
County does not accept the responsibility to inspect and/or ma.intain the drainage easements or drainage swales,
nor does Spokane County accept any liability for any failure by the lot owner(s) to properly maintain such areas.
The Dhaenens Syuare Homeowners Association or its successors in interest shall maintain the drainage facilities
located within tracts A, C, D, E and F and facilities located within and adjacent to the private roads, in
conformance with the approved plans on file at the Spokane County Engineer's Office. Maintenance of drainage
facilities includes, but is not limited to, keeping open and cleaning storm pipes, ditches, dra.inage ponds, swales,
etc., and maintaining live native-type dryland grasses or lawn huf in ihe "208" swales, with optional shrubbery
and/or trees, which do not obstruct the flow and percolation of storm dra.inage water in the drainage swale as
indicated by the approved plans. The Dhaenens Squaze Homeowners Assaciation shall be responsible for payment
of all cla.ims and other liabilities which may become due for said maintenance responsibiiicies.
If the Dhaenens Square Homeoivners Association, or their successors in interest, fail to maintain the drainage
facilities in conformance with the accepted drainage plan on file at the Spokane County Engineer's Office, a notice
of such failure may be given to the Dhaenens Square Homeotivners Association, or their successors in interest, by
' the County Engineer. If not corrected within the period indicated on said notice, Spokane County has the right to
correct the maintenance failure, or have it corrected, at the expense of the Dhaenens Square Homeowners
Association, or their successors in interest.
Should the Dhaenens Square Homeowners Association be terminated for any reason, the successors in interest
shall be the individual lot owners, or their successors in interest, who ase members of the Dhaenens Square Hor*QwNLis
Association at the time of said termination.
Dated this day of Or «~4o- , 192:17
i~ • _ • ~ • ►
W.R.S. AND ASSOCIATES, INC., INLAND NORTHWEST BANK
a Washington Corporation
~
4,,v4~
B : 'Izd - . 0 By:
yWII,LIAM R. SMITH, PRESIDENT Its: ~GG%u.,.~ U~cz
ACKNOWLEDGMENTS
STATE OF WASHINGTON )
)ss
COUNTY OF SPOKANE )
I certify that I know or that I have satisfactory evidence that WII,LIAM R. SMITH, is the person
who appeared before me, and said person acknowledged that he signed this instru.ment, on oath
stated that he was authorized to execute the instnunent and acknowledged it as the President of
W.R.S. AND ASSOCIATES, INC., a Washington corporation to be the free and voluntary act of
such coiporation, for the uses and purposes stated in the instrument.
D ATED thi s/~- day of 19
OFFICIAL SEAL MARG9RET E. ST,`
MARGARcT E SNOW
-
t~Y PUBLIC, in and for the State of
NOTARY PUBLIC - STA;F OF WASHINGTON N
COUNTY GF SPOKqNE ashington resi(ing at Spokane,
My Commission Expires 1ur►e q, 1998 My commission expires:ZAY/ff
STATE OF WASHINGTON)
) ss
COUNTY OF SPOK:ANE )
On this /S'~ day of 10P~, before me the undersigned, a Notary Public in and
for the State of Washington, personaUy appeared L. ~z~;<<- and
, to me known to be f Xk-&.,-io L V i a?~ s~ ~arT ad
of INLAND NORTHWEST BANK, the corporation that executed
the within and foregoing instrument, and acknowledged the said instrument to be the free and
voluntary act and deed of said corporation for tlhe uses and purposes therein mentioned, and on
oath stated that they are authorized to execute the said instrument and that the seal affixed (if
any) is the corporation seal of said corporation.
Given under my hand and official seal the day and year first above written.
,
OFFICIAL SEAL MARGARE.T E. SNOW,
MARGARET E SNOW N0`I'PY pLTBLIC, in and for the
NOTARY PUBIK - STATE OF WASHINGTON X~te Of Washington residing at pokane,
COUNTY OF SPOKANE
,
My Commission Expires June 4, 1998 lV1y commission eapires
G.~
COPY
Inland Pacific Engineering ORIGINA! F1LEI) pp RECORDED
707 W. 7"' Avenue
Spokane, WA 99204 JAN 2 9 1998
COUNTY AUDITOR
SPOKANE COUNTy V1/N.
Reference #
Grantor(s): W_ R_ S_ (A&&_A5Sr~ _ Grantee(s): ~S ;c7CW1474,67 C CJ
Legal Description:
Lot Block Plat Qtr/Qtr
Section 22- Township2 S Range
Parcel #1-k S 22 y. 2,57 9
4 2 I DECLARATION OF COVENANT
In consideration of the approva] by Spokane County of DHAENENS SQUARE, PHASE II (hereinafter
referred to as the "Development"), the undersigned covenants and agrees that:
1. The subdivider/sponsor will construct the private roads and associated drainage facilities in
conformance with the approved plans on file in the County Engineer's Office.
2. A lot is served by the private road when: (a) the only road frontage for the lotin the Development is
on the private road; or (b) a lot having frontage on more than one road (public or private) constructs an
approach to the private road.
3. DHAENENS SQUARE HOMEOWNERS ASSOCIATION or their successors in interest shall
maintain the private roads and associated drainage facilities in conformance tivith the approved plans on
file in the County Engineer's Office.
4. The owner(s) of any lot created by the Developrnent or alteration thereof and served by a private road
shall be responsible for maintenance of said private road, including associated drainage facilides.
5. Maintenance financing of the private roads and associated drainage facilities shall be in a manner
determined by DHAENENS SQUARE HOMEOWNERS ASSOCIATION or their successors in interest.
6. Should DHAENENS SQUARE HOMEOWNERS ASSOCIATION be terminated for any reasons, the
successors in interest shall be the individual Iot oNvners, or their successors in interest, who are members
of DHAENENS SQUARE HOMEOWNERS ASSOCIATION at the time of said termination.
7. In the event such private road including associated drainage facilities is improved to Spokane County
standards for public streets, and the County is willing to accept the dedication of such road and drainage
facilides, eacli lot owner shall execute any documents necessary to accomplish such dedication.
8. Owners of lots within the Development who are served by such road, may sue and recover damages
1
~
;
i
r
and attorneys' fees from any owner of any lot within the Development which is similarly served who
refuses to participate in the road and drainage facilities construction, financing, and maintenance.
9. WARNING: Spokane County has no responsibility to build, improve, or maintain or otherwise service
the private roads and associated drainage facilities contained within or providing service to the property
described in this Development. By accepting this development or subsequently by allowing a building
permit to be issued for properiy on a private road, Spokane County assumes no obligation for said private
road and the owners hereby acknowledge that the County has no obligation of any kind or nature
whatsoever to establish, examine, survey, construct, alter, repair, improve, maintain, provide drainage or
snow removal on a private road or its associated drainage facilities.
10. Whenever DHAENENS SQUARE HOMEOWNERS ASSOCIATION or their successors in interest
fail to ma.intain the drainage facilities in conformance with the approved drainage plan, a notice will be
given to DHAENENS SQUARE HOMEOWNERS ASSOCIATION or their successors in interest by the
County. If not corrected after 10 days, the County has the right to correct the maintenance failure or have
it corrected at the expense of DHAENENS SQUARE HOMEOWNERS ASSOCIATION or their
successors in interest.
11. Spokane County does not accept the responsibility of maintaining the drainage course on private lots
within drainage easements or floodplain areas, nor the responsibility for any drainage, whatsoever,
including but not limited to inverse condemnation to any properties due to deficient construction and/or
maintenance of drainage courses in drainage easements on private property.
12. This covenant and agreement shall run with the land and shall be binding upon the owner, their heirs,
successors or assigns, including the obligation to participate in the maintenance of the private road and
drainage facilities as provided herein. ,
Dated this lS-- day of DFe--&,wi3ZK, 19
W.R.S. AND ASSOCIATES, INC.,
a Washington Corporation
By: ~ .
WII., IAM R. SNIITH, PRESIDENT
INLAND NORTHWEST BANK
By: ~Its: I/►'c~ 4roc
2
. -t
ACKNOWLEDGMENTS
STATE OF WASHINGTON )
) ss
COUNTY OF SPOKANE )
I certify that I know or that I have satisfactory evidence that WII..LIAM R. SMITH, is the person who
appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he
was authorized to execute the instrument and acknowledged it as the President of W.R. S. AND
ASSOCIATES, INC., a Washington corporation to be the free and voluntary act of such corporation, for
the uses and purposes stated in the instrument.
DATED ihis day of 19 q 7
OFFICIAL SEAL j ,
MARGARET E SNOW NOTARY PUBLIC - STATE OF WASHINGTON N ~y pIJBLIC, in and for the State of
COUNTY OF SPOKANE ashington residing at Spokane
My Commiuion Expires June 4, 1998 My commission expires:
STATE OF WASHINGTON) .
) ss
COUNTY OF SPOKANE )
On this /S'- day of 199~, before me the undersigned, a Notary Public in and for the
State of Washington, personally appeared ~~ijp+c.e L, t-`~L =d-- , to me
known to be vc«raut- 1/<'s Y-, s~`nE~ TaHd- of INLAND NORTHWEST
BANK, the corporadon that executed the within and foregoing instrument, and acknowledged the said
instrument to be the free and voluntary act and deed of said corporation for the uses and purposes therein
mentioned, and on oath stated that they are authorized to esecute the said instrument and that the seal
aff'ixed (if any) is the corporation seal of said corporation.
Given under my hand and official seal the day and year first above written.
OFFICIAL SFAL ^ Idd$GARET E. SNQ.jMARGARET E SNOW
/1,0 '
NOTARY PUBLIC - STATE OF WASNINGTON AY PUBLIC, in and for the
COUNTY Of SPOKANE tate of Washington residing at Spokane,
My Commiuion Expires June 4, 1998 My commission e.rpires [~~4115~Q .
3
Off'ice of the County Engineer
Spokane County, Washington
22 May 1997
To: Inland Pacif ic Engineerinq
From: Development Enqineerinq Services
RS: Dhaenens Square Phase II
Plat Dedication
Drainage easements, as platted and ehown hereon, which are for the purposes of
installing, operating and maintaining drainage ponds and drainage facilities
to dispose of runoff, are hereby granted to Spokane County, the public, and
the Dhaenens Square Homeowners Association.
The drainage easements, lots and tracts are subject to the separate
Declaration of Covenant as recorded under Auditor's
Document No. which by reference is made a part
hereof.
str~tures includi~ ~twce~s sh 1 e , ~const u t~ `,Ta ~ns arcro~h~aft Co~t T"clai~~ ~ndl ti0 ~iaLi ue or sai rac s. e ot
d or transferred, regardless of an rov' the
t sgtPff'wri. en ap e
coneide u servient estates to all lote within this plat for the purpose of
rea atate taxes. Should the Dh~guPnc ~n~~arP Cgr1O11 be terminated
for ' terest for the Common Areas sha
indivi ot ownere of lots within this pa , 0L
int est, who are members of Dhaenens Square Homec~1W1ggvASSOCiatjg&.at the time of
, - - . .
sai ermination.
WARNING WARNING WARNING WARNIN(3 WARNING
Please do not record the Declaration of Covenant. Provide the
final draft of the document prior to signature; then following
County approval, acquire aignatures of the document and submit ,
it to Spokane County. Spokane County will record the document.
WARNING WARNINt3 WARNING WARNING WARNING
AFTER RECORDING RETURN TO:
Spokane County Public Works, Development Engineering Services
Attn: Dean Fraru
1026 W. Broadway Ave, 2"d Floor
Spokane, WA 99260-0170
Document Title: Drainage Declaration of Covenaat
Grantor:
Grantee: Spokane County and The Public
Abbreviated Legal Description: 22-25-=14 4 Dhaenens Square Phase 11
A.ssessor's Tax Parcel Numbers:
Cou.nty Reference No. P 1716A
In consideration of the approval by Spokane County of Dhaenens Square Phase II, hereinafter refened to
as the "plat"), undersigneci covenants and agrees that:
Spokane County and its authorized agents are hereby granted the right to ingress and egress to, over and
from all public drainage easements for the purposes of inspection and emergency maintenance of drainage
swales, ponds, ditches, culverts and other drainage facilities, if not properly maintained by the property
owner or the Dhaenens Square Homeowners Assaciation. Spokane County does not accept the
responsibility to inspect or maintain drainage facilities located outside of public rights-of-way, except in
cases where Spokane County specifically assumes ihat responsibility in Nvriting , which may be defined
herein through the adoption of a Special Stonnwater Management Service Area, or in other documents.
Neither does Spokane County accept any liability for any failure by the property owner(s) to properly
maintain such areas. .
The property owners within this plat shall be held responsible for keeping open and maintaining tlie surface
path of natural or man-made drainagc flow over and across their respective properties. The propcrty owner
or authorized representative shall inform each succeeding purchaser of all drainage easements on the
property and their responsibility for maintaining surface drainage paths and swales within said easemenis.
If the property owners fail to maintain the surface path of natural or man-made drainage flow, or drainage
facilities on private properties, a notice of such failure may be given to the property owcier. If not corrected
within the period indicated on said notice, Spokane County has the riglit to correct die maintenance failure,
or have it corrected, at the expense of the property owner.
Spokane County does not accept the responsibility of maintaining the drainage course on private lots or
floodplain areas within private lots, nor the responsibility for any damage whatsoevcr, inctuding, but not
limited to, inverse condenuiation to any properties due to deficient construction ancVor maintenance of
drainage courses in drainage easements on private property.
Any building that is constructed on a lot in this plat shall be set at such an elevation so as to provide
positive drainage away from any drainage entry point to the building (including but not limited to aNvindow
well, a window unprotected by a window well, or a doorway). Said positive drainage shall consist of a
minimum slope of 3% away from the building for a distance of at least 10 feet from the building. The lots
shall be graded so that either a) all runoff is routcd away from the building, aiid conveyed over the lot to a
natural drainage swale or approved draiiiage facility, or b) drainagc; intercepted on the lot is disposed of on
the lot in an approved drainage facility. The approved drainage facility shall be constructed in accordance
with the approved plans on file at the Spokane County Engineer's Office. Any revisions to the approved
drainage plans must be approved by the Spokane County Engineer's Office prior to construction of said
revisions.
There may exist properties located uphill and adjacent to this subdivision which periodically discharge
stormwater runoff onto individual lots within this plat. While lots within this plat are not identified as
being within a floodplain area, it should bc iioted that runoff fiom nearby uphill properties should be
expected, and during snowmelt periods or wet seasons the lots may be subjected to higher amounts of
stormwater runoff that what is normally observed or anticipated. Because stornlwater runoff from adjacent
properties have discharged onto this plat prior to developmcnt, stornlwater runoff wilt continue to do so
after development.
This covenant and agreement shall run with the land in perpetuity, and shall be binding upon the owner,
their heirs, successors and assigns, including the obligation to participate in the maintenance of the drainage
facilities as provided herein.
The property owners within this plat shall maintain all water quality swales ("208" swales) and drainage
ditches situated on their respective properties, and any portion of a`2U8' swale situated in a public right-
of-way adjacent to their respective properties, with a permanent ground cover as specified in the currently
approved and accepted plans on file at Spokane County's Enginef;r's Office. No structures, including
fences, shall be constructed directly over or within a`208'swale without the expressed written consent of
the Spokane County Engineer. Spokane County does not accept the responsibility to inspect and/or
maintain the drainage easements or drainage swales, nor does Spokane County accept any liability for any
failure by the lot owner(s) to properly maintain such areas.
The Dhaenens Square Homeowners Association or its successors in interest shall maintain the drainage
facilities located within tracts A, C, D, E and f and facilities located within and adjacent to the private
roads, in conformance with the approvr:d plans on file at the Spokane County's Engincer's Office.
Maintenance of drainage facilities includes, but is not limited to, keeping open and cleaning stonn pipes,
ditches, drainage ponds, swales, etc., and maintaining live native-type dryland grasses or lawn turf in dle
`208' swales, with optional shrubbery and/or trees, which do not obstruct the flow and percolation of storm
drainage water in the drainage swale as indicated by the approved plans. Thc Dhaenens Square
Homeowners Association shall be responsible for payment of all claims and other liabilities whicli may
become due for said maintenance responsibilities.
If the Dhaenens Square Homeowners Association, or their successors in interest, fail to maintain the
drainage facilities in confonnance with the accepted drainage plan on file at the Spokane Couniy Engineer's
Office, a notice of such failure may be given to the Dhaenens Square Homeowners Association, or thcir
successors in interest, by the County Engineer. If not corrected within the period indicated on said notice,
Spokane County has the right to correct the mainteiiance failure, or have it corrected, at the expense of the
Dhaenens Square Homeowners Association, or their successors in interest.
Should the Dhaenens Square Homeoumers Association be ternlinated for any reason, the successors in
interest shall be the individual lot owners, or their successors in interest, who are menibers of the Dhaenens Square Homeowners Association at the time of said termination.
1N WITNESS WHEREOF, the undersigned has caused this instrument to be '
executed on this day of 1997.
CORPORATE NAME
( sienature) .
(print name # 1, title)
(sienaturel .
(print name # 2, title)
)
STATE OF WASHINGTON )
COUNTY OF SPOICANE )ss
I certify that I know or have satisfactory evidence that
is the person who appeared before me, and said person acknowledged that (he/she) signed this instrument,
on oath stated that (he/she) was authorized to eaecute the instrument and acknowledged it as die
of to be a free and voluntary act of such party for the uses and purposes mentioned in the
instrument.
Dated:
Notary Public In and for the State of
Washington.
My Appointment Expires:
FN
DECLARATION OF COVENAN7'
In consideration of the approval by Spokane County of
(hereinafter referred to as the "Development"), the undersigned covenants and agrees that:
1. The subdivider/sponsor will construct the private roads and associated drainage facilities in conformance with the approved plans
on file in the County Engineer's Office.
2. A lot is served by a private road when: a. the only road frontage for the lot in the Development is on the private road, or; b. a
lot having frontage on more than one road (public or private) constructs an approach to the private road.
3. The
Home Owners Association or their successors in interest shall maintain the private roads and associated drainage facilities in
conformance with the approved plans on file in the County Engineer's Office.
4. The owner(s) of any lot created by the Development or alternation thereof and served by a private road shall be responsible for
maintenance of said private road, including associated cirainage facilities.
5. Maintenance financing of the private roads and associated drainage facilities shall be in a manner determined by the
Home Owners Association or their successors in interest.
6. Should the
Home Owners Association be terminated for any reason, the successors in interest shall be the individual lot owners, or their
successors in interest, who are members of the
Home Owners Association at the time of said termination.
7. In the event such private road including associated drainage facilities is improved to Spokane County standards for public streets,
and the County is willing to accept the dedication of such road and drainage facilities, each lot owner shall execute any
documents necessary to accomplish such dedication. .
8. Owners of lots within the Development who are served by such road, may sue and recover damages and attomeys' fees from
any owner of any lot within the Development which is similarly served who refuses to participate in the road and drainage
facilities construction, fuiancing, and maintenance.
9. WAItNING: Spokane County has no responsibility to build, iiriprove, or maiiuain or otherwise service the private roads, a►id
- associated drainage facilities contained within or providing service to the property described in the Development. By accepting
this development or subsequently by allo►ving a building perrnit to be issued for property ott a private road, Spokane County
assumes no obligation for said private road and the oivners hereby acknowledge that the Counry has no obligation of any kind of
nature whatsoever to establish, examine, survey, construct, alter repair, improve, maintain, provide drainage or snow reniovul
on a private road or its' associated drainage facilities.
10. Whenever the
Home Owners Association or their successors in interest fail to maintain the drainage facilities in conformance with the ,
approved drainage plan, a notice will be given to the
Home Owners Association or their successors in uiterest by the County. If not corrected after 10 days, the County has the
right to correct the maintenance failure or have it corrected at the expense of the
Home Owners Association, their successors in interest, or lots in the development.
11. Spokane County does not accept the responsibility of maintaining the drainage course on private lots within drainage easements
or floodplain areas, no ihe responsibility for any drainage, whatsoever, including but not limited to inverse condemnation to any
properties due to deficient construction and/or maintenance of drainage courses in drainage easements on private property.
12. This covenant and agreement shall run with the lanci and shall be binding upon the owner, their heirs, successors or assigns,
including the obligation to participate in the maintenance of the private road and drainage facilities as provided herein.
OWNER
OWNER Dated this day of , 19
STA`lE OF WASHINGTON )
Caunty of Spokane )
Ori this duy personally appeared before me .
known to me to be the individual (s) described in uiu! ►vho executed the within aiul joregoing instrument mtd acknowledged that
he/she/they signed the sa me as his/her/their free uru.t vuluntary uct unul deed for the uses utid purposes therein stated.
CI VEN UNDER MY HAND AND OFFlCIAL SEAL this duy of ,19 .
Notury Public in aru! for the State
of Wushingtan, residing ut Spukune
c c i .:e;.ia;..A i.~f.,
I~ • ~
~._..~~.~.~.._.ti_._e.._.._.r,.=L:
P1716A 8UT5NY\ U~;R~PF~Rr ~~~..A~ E+f~lJh~Uf~°Y '3--1 1~-~~36
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3V.. I Ng v N. P, /r 6 4 0. 0 3:7 87. 8,400 9. 0 63i.
31 T NV S 52' 01 40« 0 E 100.01000 1944.42229 1997.8944S 3 0"
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TANCdr-'T N 41 21 32.0 E
34 I Nt} S 48 38 28.0 E 1►:~o. 5000 1880. 9~~949 2101. 73196 35
RRD I AL ~ 38 ►=;8. 0 W
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RAD I US 234. ~~0k)
TAhI 77.2641
,
L-ARC 149.2745
RAD IAL N 12 10 07.0 W
RP 1725.99311 2277.74423 36
35 CHQRD h! 59 33 42s 5 E 146.7669 1955. 229`5 22'8. 31 41 4 37
TAN~'~PT N 77 49 53.0 E,
37 INV 12 10 07.0 E 16;. 9300 1794.98251 22E2=. 8E►BE~3 38
38 IiVU 3V 89 56 22.0 C 126.5900 2795.'. 1842 2391.45376 39 TNV s 0 03 38.0 E 63.3900 1731. 72845 `;91. J2575 40
40 t NU iV 89 53 19.0 E 410.3700 17a2. 5`62v v$01. 89498 44
44 I NW h! 0 12 38.0 W 438. fZ+2301.~ 2170.55330 28O0. :=852? 45
45 INV S 89 56 W 969. 70.0Q) 21b9. ;2843 4830. 38531 46
4E Z NV s 0 13 20.0 JT 163.9200 2005. 60966 1831.22157 47 .
LAT R DEPI --0. 00012 0.00265
47 HCLOSE S 87 20 02.1 E L-A. 00L7 2005. 6iZt~54 1831. 22423 u!Zi
PREC = 1 70 1059778 Area 323826.78 sq ft 7.43404 ac
FRdM nNGLE DIST NORITH Et~~iT
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TpN@PT N 41 21 32.0 E
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RAD I A!_ N 48 38 28.0 W
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•
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44 T NV N 0 12 38.0 W 438. 0300 2170.55330 2800.28527 45
45 IhriV S 89 56 22.0 W 969. 7200 21E9.52841 13 Zi Q). 5 6 55 8 1 46
46 I NV S 0 13 20.0 E 16;. 9200 2Q~05. 60964 1831.20157 47
LAT R 13r*_'F' °-0o 000i. 0 0.02265
47 1-lGI._ClSf: S 89 44 26. 9 E ~r7. 0227 i::0Q15. 61Z1954 18;1d 2242; k,0
P'REC - 1 TO 12432; Area 3238 30.06 sq ft 7.43412 ac
S-ROM AhJGLE DT ST NC3RTH EAST TO
2,170.35330 e 800. 28527 45
AZ/PRG CORR
45*46 BEA R I NG
45*46-. 02 D I STANCE
45 CORR S 89 5E 22.0 W 9E9. 7000 2169.528435 1£330. 58581 46
2 Q-1 0 5• 6 V 1) 6 1 18 3 1. 26;4 15 7 47
FHQM ANGLE D I ST IVCIRTH EAST TO
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STRRT :~005. 60954 1831.22423 30
30 I IV V N 89 46 40.0 E 87.8400 2005.95022 1`34 9. 06 357 31
31 I NV S 52 01 40.0 E 100. 0000 1944.42229 1997. 89448 32
RAD IA!M N 52 0140. 0 4d
DEL..TA 3 23 12.0 RT
RAD IUS 355.0000
TAN 10.4948
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RF' 1725. 9981 1 2277. 74423 33
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34 I hiV S 48 38 2E3. 1i'l E 120.5000 1880. 94949 2101. 7319E 35
RAD T AI.. N 48 38 ~.~8. 0 W
DFLTF'f 36 28 21a 0 fl 1
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TAIV 77.2641
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RAD I AL N 12 10 07.0 9rJ
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35 CHORD N 59 35 42.5 E 146e756') 1955.22925 2i-:*L'28. 31414 37
TANCdFIT N 77 49 53.0 E
37 IlVV S 12 10 07.0 E 163.9300 1794. 98Y',..il p'`E+c:. F3688; 38
;it3 I tVV hJ 89 56 22.0 E 128. 5900 179 5. 1 1 342 2291. 45876 39
39 I NV S 0 0; 38.0 E 63.3900 1731. `~2845 2391. 52575 40
40 TNV h! 89 53 19.0 E 410. 3700 1732. 52626 2801. £39498 44
44 I NV N 2 12 38.0 W 438. 0300 2170. 55;30 2800.28527 45
45 S IVU S 89 56 22.0 W 969 . 7000 21 f',-9 . ;234; 18330.58531 4b
46 I NV S 0 13 :'0. 0 E 163. 91E--'00 ►.:005. 60966 1831.22157 47
LAT & DEP -0. O0012 0.00265
47 HCLQSE S 87 20 02.1 f= 0.0027 2005. 60~54 ' 831, ~~2*423 1310
PREC = 1 TQ 1059778 Area 323826.78 aq ft 7.43404 ~c
FRCIM ANGLE i"aIST 4~~RTH EAST TO
1~OT SI DEL:[ NES W ITI-i WEST L Z NE I3 :STP.NCE CAL_CULnTE:U
AUTO IlVUERSE
2) " ~;1~ 1 8-1. 1-22'423 30
START 2 Z 0 5. 6
30 INV 1v 69 41, 40. 0 E 87. 3400 2~i.~0 . .s 5 0 2 2 1919. 'j 6zr7 a 1
31 I NV S 52 01 40.0 E 100.0000 19,14 . 42229 1997.89448 :tL.
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32 CNORD N 3) 39 56. r ~ 9 8 213) 19~►4-41. 70 2011 42 34
7ANC¢F'T N 41 w' 1 Q. E
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RAD I AL N 48 38 28.0 W
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RADIAL N 12 10 07 ~ W
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TAtV~~,F-'`C' N 77 4 9 53. 0 E
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49 x NV , h~ 0 1~; 38.0 ~f 438.Q►20 2170.53552 ~79~. ~8~ ;1 4g
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46 I NV S 0 13 20.0 E 163. 920.1 2005. ~~~58 - ~ i . 22i 59 47
IwAT & I3EF, 0.00295 0.00264
47 HCLQ SE N 41 49 56 . e; E 0.0040 2005. E~~~54 1831. 22423 30
~~r.°
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FROM AtiGLE 13 IST 'NQRTF~ EAST TQ
L0T S:[ DEL I hIES l•J ITFi C'AST iaTNE ~.~ALC-ULATFD
flUTO INIiERSE
START 2005f. 609a4 1831.22423 30
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31 XNV ~ 52 01 40.0 c 100.0000 1944. 42:_'29 1997. 89448 352
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L-AR£: ;r'0. 9 t-11 3 3
RAD IAl.. N 48 36 t;'8 s 0 W
RP, 1725. 99£3 11 2 2 7 7. 7 4 4::' ; 33
32 CNORD N 39 39 56.0 E 21 0. 9 80~ 19~~0. E7 2 7 Qi 2011.23642 34
TAN@F,T N 41 21 32'. 0 E
34 I NV S 48 38 28.0 E' 120. w0CA"LA 1830. 1:34~~~~ 2101.73196 35
RAD T AL N 48 38 28.0 W
DELTA 36 28 21.0 RT
RAD I US 23, 4. 0 V) 0
TAIV 77.2641
L--ARC 149.2743
RAD T AL N 12 10 07.0 W
RF' 17:='5. 9981 1 2277. 74423 36
35 CHORD N 59 6-5 4~::; . i E 146. 7669 1 -935. 22923 221-:3. 31414 37
TAN@F'T N 77 49 53.0 E
37 INV S 12 10 07.0 E 163.9300 17 9 4 . 98 *'r'55 Z F-262. 86883 33
38 I NV N 89 56 22.0 E 1*C218. 5900 a.7 C) 5. 1184 2 Lv 1.45876 4;C)
sy I NV s 0 03 38.0 E 63.3900 1731. 72845 2391.52575 40
40 I NV N 89 253 19.0 E 406. ~700 1732. 51848 2797.89498 49
49 INV N 0 12 38.0 W 438. 0300 21700 54552 2796. 285::.'8 50
5 4~~ T NV 5 39 ~6 22.0 W 965. 700~ 21. 9. 52488 1 3.30. 58582 !f) 1
51 I NV s 0 13 20.0 E 163. 92Q►0 2005. 60611 1831.22158 52
L.AT & IJEF' 0.00343 0.00265
52 1-iC:LOSE N 3`7 4; 21.1 E 0.0043 1831.224223 30
F'REC = 1 TO 648573 Area 322071.23 sq ft 7.39374 ac
FROh1 ANGLE DI ST N(J R~'H EAaT TQ
BLOCI°, 1 5 I DEL I 3°~Eri
Al iTfl TNUFRRF
START 2005.60954 1831.22423 30
30 INU i~ 8 9 ~a6 .~m~0. E t~?. 8~'~~~+~c 2:Ok~5. 1 01 i 9. 06 35'7 3 1
31 x NV ~ 52 01 40.0 E 100. 000~~ 1944. 4:'220 1997.89448 RADIAL N v►' 01 40.0 W
DELTA 51 58 02.0 RT
RRI3IUS 3w5. 0000
TAN 173. 01 94
L---ARC 32 1. 98- 47
RADIAL N 0 03 ;8a 0 bJ
RF` 1725.99811 '2277. 7442; 33
32 C!-i0Ft1J N 63 57 I't . 0 cE 311. 06 10 2080. c.1137€)2 2'7 70 3 6 1) 0 %3- a=1 s
T'AN(P P IT N 89 56 22.0 F
533 I IVV N 89 56 22.0 E 31 9. 2500 2081.54671. 2796.61874 54
54 iNV ~ 0 1 *LR 38.0 W 89.0000 2170.54611 2796. 29168 5~ , f
55 I NV S 89 56 2~.~`. 0 W 965. 7000 ►a 1 69 . 52546 1830.59222 56
56 INV s 0 01. ; 2V~~. 0 E 16;. 9200 20~c~5. 60670 1833. `2798 57
LAT & DeP 0. 002'34 --17). 01/-)37 5
57 HCL05E N 52 51 58.0 W 0.0047 2005. 60954 1831.22423 4-0
F'REC - 1 7U 477734 qr,ea 112364.70 sq ft 2. 5 7 9 30, 4 a c
FROM ANGLE L-I3 ST NORTH EAST TQ
B%,..OCK 2 SI DE1._. I t'elFS
nLTQ IhlVERSE
STnRT 1 880. 94949 2101.73196 35
RAII T Al_ N 48 38 28.0 Gi
DF- f- TA 43 34 50.0 R~"
RAD IUa 234.5000
TAh! 105.8329
L_"~~C 19 8. 3 3 04
RADIAL N 0 03 38.0 W
fitP 1725. 99811 2277.74423 36
35 CHQRD iV 65 38 !-57. 0 E 3.92. 927? 1960.49798 2277. 4~~313 53 TANCdF'T N EiCj 56 22.0 E
58 I NV N 89 56 22 . 0 E 353. 7000 1960. 871 90 2631.28619 RAD I pL ';3) 0 ~ 3 S. [TA
DELTA 90 00 00.0 LT
RAD x L~S 20.0000
TAnI 20.0000
l_ (a RC 31. 41 i')
RAn I AL N 89 56 22.0 E
RP' 1980. 81189 2631.26505 60
59 CNORD N 44 56 22.0 E 28. 2 3 4 Z 1136 0. 89303 2 E+~ 1. 2 6 3 0 4 i
TAN@PT N 0 03 38.0 W
61 INU N 0 0; 38.0 W 50. 50EIO 2031. Z,9300 2651.21167 62
RAD I AL N 89 22.0 E
DELTA 90 00 L710. 0 L.T
RADI US 1210. 0000
7AN 20.0000
IM--ARG 31. 4 159 •
RAD I AL N 0 03 38.0 W
RF' ►'031. ;7386 2631. 21168 63
6 c2l CHORD N 45 03 38.0 w 28.2843 2 0 a 1. 3 71. a 2631. 19054 64
TAN@P"C' S 89 56 22.0 W
64 I NV S 89 56 22.0 W 353.7900 2050.99793 2277A 400?~+ C~5 RAD I AL N 0 03 33.0 W
fiiEL7A 48 34 50.0 LT
RRD Z U~ ~2-57. 0000
TAhJ 146.6767
L-ARG 274'.,, ,..,643
RAIi IAL N 48 33 28.0 W
F2P 1725.99811 2277. 7442;~ 66
63 S.1 H{..i f[ D e..'~ q.9 a.) 367 57.0 W 267.3838 1940.74949 2,033.80398 6-7
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1 6io? 0w J 4747 2101• P319 h 35
1 V O l.r L t..J S~ ~ ~ ERR`,J R A1r1 ea 505122.68 sq ft, 1.26544 ae
FRO~ ANCL.E DI sT NCIRTh EAST TO
BLOC1: 3 c3I DE!_, INEu
AUTO xNVERSE
S,-TART 1935. 67~62 223w. 52~~92 6 C)
6 INU ~ 12 10 07.0 E 90. 500,ta 1~4 7« ~1~:~2 2 2~a. f~0 63 6 7Q1
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TAN 1;. 1 ~1;P
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RP 1725.99311 2277.74423 71
70 CMC]RD dV 83 53 07.5 E 26.1556 f849. 998tr~4 2277. 1,3517 7-2)
TAN@PT N 89 56 22.0 C"L
7-2- I IWV ~ 89 5E 222A 0 E 35;. 7900 1850.37196 2631. 40298 73
RAD I AL 9 'Z% 03 3 S. 0 E
DELTA 90 00 00.0 LT
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?'Ahi 20.0000
!,._--ARC 31. 41 59
RAD T AL N 89 56 22.0 E
RF' 1370.37195 2631. 38184 74
73 CHORD N 44 56 22.0 E. 2'8. ::843 870. 393t%19 3318; 75
TAN@P'T N 0 03 38.0 W
75 I:NV N Q► 0; 38. W 3(n.'5000 191~='o4 89:~~~ 2,651. 32845 76
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RF' 1920.87192 2631. 32$47 77
76 CNORI3 N 45 03 38.0 W 23.2343 1)40. 87 ~91 2631.30733 7t3
TA NidPT S 89 56 22.0 W
78 I NV S 89 56 22.0 W 353. 7900 1940. 497c"ic) :~'2 7 7 . 5- 175 1'2 79
RAD I flL N 0 03 38.0 W
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713 CHOftD ~ 83 53 07.5 W 45. 2A+5~~ 1935a 67862 :~23u. 52992 81
TANr_dPT S 77 49 53.0 W
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0935.67362
;eiO CrLQJR.1RE ERROR At'ea 3689,3. 21 <..~q ft 0.34695 ae
f fdnit1 ANG{....E D I Sl" NORTN EASt 'TO
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AUTC? INVERZ33C
START 17 ID 4. 9 3.5 I 'k 26 2 . 8 E'8 8 3 33
3 Ini .l 1 V Y N 89 5 C, 22. l.l E I Y 5. ~k) 4:, K! " Y c-;. eL 1 ~542 4.'. . 7,9 1 ■ ±i l..t 8 7 G. 39
♦.J c) .b NV ~ ~ 03 38.0 F & 3 • wJ 9'4~.. 0 17 3 1e 7 tk, & 'Y ~ 2391.52575 4K.S
40 INV N 89 33 19.0 E 2:.,60• 00~0°~~ 1732. 23392 2 G 5 1. 5 2 .,'l2 6 3 a'.
82 INV N 0 03 38.0 W 68■ 1~VA0 1800.303588 2651. 4J:ri.2-1 83
RAD T A l. N 39 ..``'J 6 E 2. 0 3
~ELTA 90 00 70. C~
~nDZ US Qi0
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L-ARC 31.4159
RAD IAL N 0 0; 38.0 W
RF' 1800. ;~274 2 63 1. 4 5 ~2 3 84
33' C14ORC fV 4~ 0 a 33a 0 W 123. 2343 1820.37273 ECi 31. 43:=_:1 W el t
TAN@PT 5 89 56 22.0 W
85 Ih1J S 89 56 22.0 W 35:. 7900 1829. 9988F; 2477. 64229 86
RAD I AL N 0 03 38.0 W
DLL°f'A 12 06 29.0 LT
R AD I i.1~3j 9 4. ~~"~~~~~0
T Ak1l 9. 9 694
L-ARC 19. 8 6 4 6
RAD IAL. N 12 10 07.0 W
RF-t 17; "v. 99887 ►'277. 7~'ti 164 67
196 CHORD S 33 53 07.5 W 19.3276 1E3 7. 8A6B3 2257. 92745 «3s
7AN@P7 77 49 53.0 W
88 INtJ S 12 10 07.0 E 23.4300 1794. 93327 22621.86624 89
LAT F bEP -Qt. 00075 0.00259
813 HCLdSE S 73 44 41.4 F 0.0027 1794. 9-82v2 22SL. 8G8a3 38
FIREC = 1 TO ' :052119 Area 26133.53 sq Ft 0, 59994
FRf3M AhiGLE DIST NClRT'H EAST TC3
BL.OC?; i S I DEL INES
AUTO INVERSE 7C 7' ~ TC 7: ~ ' pc'^~e~...~ ~ J ~l..n ~ 4 °~"'S~'14 e~S d1 L.1~ ~r 1 • ~ ~ 4 ~1 L~1...~ ' ' 1~ 1 6 81
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9'C.•' A 1 Y Y S 89 56 22.0 W 95.5400 2 0 5 1 • 4 45 3 5 E7 YJ 1 • 18 2 6 4 9- L
RAD I AL N 0 ~.'~3 33.0 W
DEL_TA 90 e-0 00. 17D L,T
RAD I US 20.0000
TAN v-iooo
L-ARC 31.4151)
RATa I Ai_. ~ 56 22.0 W
RP' 2031. 44; ;6 ►'701. -r_:0378 92
91 CI-iORD ~ 44 C, 22. 0 W 28.2843 2031. 42422 2681. 20379 93
TAN~.dF'T S 0 03 38.0 E
93 INV s 0 03 : S. 0 E 285. 0000 1746. `M2438 ~:6 cli 1. c) 4
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• a r f,i'`, ~ 1. . ' r.,95 INV s 0 03 33.0 E 14.1600 17v2d 2~268 2651.51999 96
LAT P DEF' 0.00124 0.00527
9C' I-fL'LQSE N 75 47 Y80 7 F 0 . ,k`~5 4 1732. 2s392 26 e1.3 2 6 82
F'REC = 1 Ta 170106 Ar^ea 3,7338. :6 sq ft 0.85717 ac
F RCity. nNG_E q 1 `70 T NOR3"t-~ L O.,~°.~ T
CENTCRL I NL AYAL.QN L,nNE
flUTd INWERSE
~~•-~~a~ START 1960.57270 201,14. 2B6LF2 34
~ W ^t ~ ~ S~ 2 15. f... 0. 11 ` dtr~~ 5,4520 f
~°P 7
S. ~t~t"1 E oci t~t ~ ~ . h 1~., ~ `7
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RAD I AL N 48 38 28.0 W
DEL1"A ~~3 34 50.0 R'-
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ThN 153.4464
L-ARC '88. ►;3::,'8
R AD I i N 0 L3 33 3 8 . 0 W
RF° 1725. 99811 2277. 74423 98
97 CHURD iV 65 38 337.0 E 2065. 99'7 32 2277.38483 1)1)
TAN@F'T iJ 89 22.0 E
99 INV N 89 56 22.0 ~ ~83. 7900 2EI6E+. 408B3 2666. 17467 10-0
I V"l 0 T h1 v N 89 56 22.0 1 4. i~0 t~i V), 0 G 5 6 2 C~') 2330. G74;~~ 10 1
101 I NV 6 0 12 33.0 5o4. 0000 1502.58650 ►_8 :2. 747::1. 1 02
Lt"i 7 G~ ~ EP 0.00477 0.01074
10;2 HCLCJSL: N' 66 G-~2 129. 5 E 0,. Q, ~ a 15:~~2. 3*3127 2932. 75795 4
PREC =I 1"0 120838 No AreC-r
FRCJh1 -n N G L~ ~ 1 103 T NORTH E. A w?T
r+rwI otrnl TwI r r%netrr- t nwI r_ n1 1 CV MritvlCb 1 f1h1C'
AUTO INVERSE TAR`i' - 2203.16. 40A33 °-~C, 174~z r 100
1 Q) I N 'Ill 3 0 03 v 8. 11 . ;~.0 v-t~ 1950.9 3 o 2 3'C' 6. 20 E-~ 7 4 1 o;°d
~.0 3 . ~:?e1V 5 8 9 5 6 W 388. 7900 1950. 49-199 2,277.50696 104
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L".ARC 4l p 442G
RADIAL_ N 12 10 07.0 W
Rl;=° 1725. 998A l. 2277, ?4423 io:
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a.' f'~ ~
12.14
"i`A'N@F'T S 77 14•9 53.0 W
106 I NV S 1 'kn-: 10 07.0 E 115.3000 1832.54905 2254.76819 107
RADIAL_ N 12 10 07.0 W
nELTA 12 OLe, ;~.'9. 0 RT
RADT U~ 10- 13 . 0 0. 0 s.l~
TAN 11.5603
L-ARC 2 3. 033 4 Z-0
RADz AL N 0 03 38.0 W
RP 17;'5. 99Q11 2277. 74423 108
107 cucaRr) ri 8,13 ~ 3 -0 07. 5 ~ 2 62* A r) 1) 16 13;4. 99805 22: - 7 7 . 6:~9 0 3 109
TAN@P"C" N 89 22.0 E
109 I NV N 89 56 22.0 E 388. 79LAO 1835. 40396 2666. 4 1881. 110
110 INV ~ 0 213 33.0 E 89.0000 1?46. 4090i 2666. 5?2Sl 111
1 fi. i I NV N 89 56 22.0 E 1~. QI 0 0 0 1746.42487 '26 8 3.5 1~'8 7 112
L.AT & llEP -0. 0-0048 --0. 00786
11 ~ HC1_0 3 C 3 86 228 3-3 5~ 6 W 0.0079 1746.42438 2681. 505Ok~t 94
F'REG = 1 7C1 150225 ~~~ea
- - - -
J
WORK AUTHORIZATION AMENDMENT TO ATTACHMENT "A"
DETAILED DESCRIPTION OF WORK
Dhaenens Square, Phase 2
(40 Residential Lots with Private frontage, and 680 I.f. of Public Road Improvements)
Construction Inspection
IPE W.O. # 94383-1
Inland Pacific Engineering will perform Construction Inspection services as outlined below and
charge for said services on the basis of time and expense.
A. ROAD CONSTRUCTION INSPECTION OF:
1. Earthwork and Subgrade Preparation.
2. Placement and compaction of all base material.
3. Placement and compaction of pavement.
4. Curb and sidewalk installation.
5. Drywells, inlets, and general facilities.
6. Temporary drainage facilities.
7. Erosion control.
8. Coordination with Spokane County.
9. Preparation and submittal of "Record Drawings".
B. Direct Expense
1. Mileage at $0.30 per mile.
Inspection
page 2 2. DESCRIPTION OF WORK
Inspection by IPE personnel or other agency personnei shall not relieve the contractor of his
responsibility to construct the facilities covered by this agreement to the line and grade shown
on the approved plans or as staked by the engineer.
1. The scope of these construction engineering services includes:
A) Periodic observation and reporting of specific construction activities on this
project which include; Bases, Subgrade, Pavement, Concrete Curb and Gutter,
Sidewalks, and Storm Drainage;
B) Maintenance of all construction records related to construction activities outlined
in paragraph "A" above, which may include; daily inspection reports,
manufacturers' certifications, material test reports, and correspondence;
C) Assurance that the construction of the roads is according to the approved plans
accepted by the Spokane County Engineer, Spokane County General
Provisions, the Standard Specifications, and applicable portions of the WSDOT
Construction Manual;
D) Development of Post Construction Record Drawings for Street and Storm
Drainage Facilities; it is understood the facilities inspected by firms other than
IPE will be certified by those firms in a form acceptable to Spokane County;
E) Coordination of the testing of construction materials for compliance to the
plans accepted by the Spokane County Engineer, Spokane County
General Provisions, the Standard Specifications, and applicable portions
of the WSDOT Construction Manual.
2. Prior to acceptance of the roads and drainage facilities by Spokane County, the
Engineer shall submit all construction records and the Record Drawing to the Spokane
County Engineer.
. a~
✓
Inspection
page 3
The services described herein will be performed as needed and billed on the basis of time and
expense as outlined in the maximum hourly billing rates by job classification included in the
Work Authorization. You should budget $13,405.00 for the scope of services outlined above
on a one time basis.
WRS and Associates agrees to provide to IPE or arrange for appropriate certifications from
other firms and to include provisions in their construction contracts to back charge their
contractor for the cost of IPE services which may be required for re-inspection or re-testing of
facilities which failed to meet the required standards. Billings for said re-inspections will be
carefully identified on IPE's billing to WRS and Associates. WRS and Associates will be
responsible to back charge their contractor.
It is also understood that no work shall commence within any portion of the proposed Spokane
County Right of Way without first obtaining a written permit and approved plans from the
County Engineer. It is also understood that any project facilities constructed without adequate
inspection and documentation by IPE will be removed and reconstructed in accordance with
approved project plans and Spokane County Specifications, or IPE will not be responsible for
project certification or submission of record drawings to the County Engineer. Accepted: Inland OPacJ
c En i ering Accepted: WRS and Associates
by: by:
date: --~AAF ~ date: 74V
J.ldocumenfl943834lcontractdoc
,
TRANSNATION TITLE INSUR.ANCE COMPANY
NORTH 7 2 O ARGONNE
S POKANE , WASHINGTON 99212
Prepared for:
WRS & ASSOCIATE5 Order No.: ME200995
ATTN: BILL SMITH' JOB#94383
P.O. BOX 14084
SPOKANE, WA 99214
cc: Inland Pacific/Materne
cc: Spokane County Planning
cc: Spokane County Engineers
FOURTH REPORT
P L A T C E R T I F I C A T E
Certificate for filing Plat of :
DHAENENS SQUARE PHASE II
In the matter of the subdivision to be submitted to Spokane County for
approval, this company has examined the records of Spokane County Aud?tor's
and Clerk's offices, and the records of the Clerk of the United States
District Court holding terms in said county. This certificate is made for
the purpose herein spec?z-Fied, and is not to be used as a basis for closing
any transaction. Liabili'ty is limited to the amount, if any, paid ior this
certificate. From such examination, the company hereby certifies the title
to the following described land, in said Spokane County, to-wit:
See "LEGAL DESCRIPTION:"
Page 1 of 4
Order No. ME200995
LEGAL DESCRIPTION That portion of the East half of Block 180 and Block 181 of VER.A as per plat
thereof recorded in Volume "0" of Plats, Page 30, more particularly
described as follows:
BEGINNING at the Northwest corner of the Final Plat of DHAENENS SQUARE PHASE
I as per plat thereof recorded in Volume 22 of Plats, Pages 85, 86 and 87;
thence North 00013120" West, along the West line of the East half of said
Block 180, a distance of 163.92 feet to the North line of said Block 180;
thence North 89056122" East, along said North line ar_d the North line of
said Block 181, a distance of 969.70 feet to the Northeast corner of said
B1ock 181; thence South 00012138" East, along the East line of said Block
181, being also the Westerly margin of Evergreen Road, a distance of 438.03
feet to the North line of the South 210 feet of the East 300 feet of said
Block 181; thence South 89053119" West, along said North line a distance of
300.00 feet to the Easterly line of said final plat of DHAENENS SQUARE PHASE
I; thence along the Easterly and Northerly lines of said final plat of
DHAENENS SQUARE PHASE I the following nine (9) courses:
(1) South 89053119" West, a distance of 110.37 feet; J
(2) North 00003138" West, a distance of 63.39 feet;
(3) South 89056122" West, a distance of 128.59 feet;
(4) North 12010107" West, a distance of 163.93 feet to a point on the North
maYgin of an alley, said point being on a curve concave to the
Southeast and having a radius of 234.50 feet, from which point a radial
lines bears South 12010'07" East;
(5) thence Southwesterly along said curve through a central angle of
36028121" an arc distance of 149.27 feet;
(6) North 4803812811 West, a distance of 120.50 feet to a point on the North
margin of Avalon Lane, said point being on a curve concave to the
Southeast and having a radius of 355.00 feet from which point a radial
line bears South 48038128" East;
(7) thence Southwesterly along said curve through a central angle of
302311211, an arc distance of 20.98 feet;
(8) North 52001140" West, a distance of 100.00 feet;
(9) South 89046140" West, a distance of 87.84 feet to the Point of
Beginning;
Situate in the County of Spokane, State of Washington.
VESTED IN:
W.R.S. AND ASSOCIATES, INC., a Washington Corporation EXCEPTIONS:
1. Taxes and assessments, if any, no search having been made thereof, as
to Parcel Nos. 45224.2579 and 45224.2681.
Parcel numbers are provided from the latest Assessor's Maps available
to the company. Said parcel numbers are not a matter of the public
record therefor, the company makes no assurance as to validity or
accuracy relating thereto.
Page 2 of 4
. ,
. Order No. ME200995
2. ANY UNPAID ASSESSMENT OR CHARGES, AND LIABILITY FOR FURTHER ASSESSMENTS
OR CHARGES BY VER.A IRRIGATION DISTRICT NO. 15.
3. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF:
BETWEEN: Vera Electric Water Company, a corporation
AND; D.K. McDonald, A.C. Jamison, Andrew Good
and Vera Land Company, a corporation
DATED: April 25, 1908
RECORDED: April 25, 1908, In Book "H" of Contracts,
page 292
RECORDING NO.: 2000528
REGARDING: Providing for constructian of ditches,
flumes, pipelines, etc.; erecting poles
and distribution lines, with right of
ingress and egress to maintain said pipes,
lines, etc.: and providir_g for lien for
unpaid charges for such service
4. MITIGATION AGREEMENT AND THE TERMS AND CONDITIONS THEREOF:
RECORDED: October 12, 1994
RECORDING NO.: 9410120335
REGARDING: For mitigating and oifset of adverse
impacts of PE 17-16-93 development on CV
School District #356. But not limited to
liability for said mit?gation in the
amount of $750.00 levied by CV School
District
5. EASEMENT AND THE TERMS AND CONDITIONS THEREOF:
GRANTEE: Dhaenens Square Homeowners Association
PURPOSE: Temporary Turn-around
AREA AFFECTED: As described'in said instrument
RECORDED: November 1, 1994
RECORDING NO.: 9411010107
6. EASEMENT AND THE TERMS AND CONDITIONS THEREOF:
GR.ANTEE: Dhaenens Square Homeowners Association
PURPOSE: Temporary Turn-around
AREA AFFECTED: As described in said instrument
RECORDED: October 26, 1994
RECORDING NO.: 9411010108
Page 3 o f 4
- Order No. ME200995
7. DEED OF TRUST AND THE TERMS AND CONDITIONS THEREOF:
GR.ANTOR: W.R.S. & Associates, Inc.
TRUSTEE: Transamerica Title Insurance Company
BENEFICIARY: IZland Northwest Bank
ORIGINAL AMOUNT: $360,943.39
DATED: January 6, 1997
RECORDED: January 7, 1997
RECORDING NO.: 4067806
AFFECTS: This and other property
Investigation should be made to determine the present balance owed by
contacting the appropriate lender/agency/individual.
PARTIAL RELEASE OF DEED OF TRliST AND THE TERMS AND CONDITIONS THEREOF:
RECORDED: October 7, 1997
RECORDING NO.: 4148786
RELEASES THE LIEN OF THE DEED OF TRUST FROM THE FOLLOWING DESCRIBED
PROPERTY:
The East half of Tract 180 of VERA lying North of Dhaenens Square PH
I. .
Records examined to November 12, 1997, at 8:00 A.M.
TRANSNATION TITLE INSUR.ANCE COMPANY
~
For service on this order call:
(509) 922-2222 (FAX) 926-1519
Micki Erwin, Title Officer
sc
Page 4 of 4
. A . .
. ~ ~ ' /•1 .
• ~r ' ' ' REGEiVEQ
C a ~ • 941~.010107 ' V1LE0 OR IiCC1RD.0
yo~.166'7PACE 2~b . eEaUEsTOr
• .
.
' • • • MOY ~ 9 59 Ali
, 7~e Grantor will construct the dr"ainage facilities in contormana with the approved plaru • , xuu;,i~, E. ::•<<.
A9('1; N;
on ftle in the County Engineers O(fice. Portion of P&ztdtNb.v45224:257d-
Road File No. AvaJoo Land - RF No. 2006
'lbis EASEMENTgrants to DHAENENS SQUARE HOMCOWNERS ASSOClAT10N the • YOI. 1667 PAGE 255
right of ingtess and egress to, over, and fram said EASEMENT for the puryose of ' - ~ conswctin& insPectin& and maintaining the dralnage ways and tacilities ln conformancc I
' with the epproved plan , SPOKANE COUNT'Y ENCINEERiNG DEPARTMGN!'
' SPOKANE COUIVTIf, WASHINGTON ,
DHAENENS SQUARE HOMEOWNERS ASSOCIA770N or Ihcir succcs.wrs In intcresl • shall maintain the drainage facilities wilh a permancnt livc cover ot lawn wrf in 1EMPORARY DRAINA .ASrMrr.N'r
: cootormana wilh the approved plaru on file ia the Engineers OfGce. • . rV
The Grantors W.R.S. AND ASSOCIATES, ING aNVashington Corporation, and DOREEN
Maintenance finanang of drainage fadlities shalf be in a manner determined by . ~ DIECKHOFF, personal representatrve of the ES'fATFS OF AJ, DHAENENS and ADA
DHAENENS SQUARE HOMEOWNERS ASSOCUITION or their succcssor in interesL A. DHAP,NENS, DECEASED, and 1NiAND NOR11iWESI' BANK, of the Counry of
Spokane, Stele of Washington, for and in consideration o[ Mutual DeneGts, the reaipt of
~ which is hereby acknowledged, grantt to bHAENENS SQUARE HOMEOWNERS
. S6ould DHAENENS SQUARE HOMEOWNEitS ASSOCIATION be terminated tor any ASSOCIATION of the Counry of Spokane, State oE Washingtan, an Easements over, undet,
. teason, the suaessor in interest shall be the individuhl lot owners, or their successors in ' . upon and acrass the hereinafter de5cribed lands situated in the County of Spokane, State
interest, who are members of the DHAENENS' SQUARE HOMEOWNERS o[ Washington:
. ASSOQATION at the time ot sald termination. ,
A Drainage Eatement aver a porUOn of the East Half of Tract 180 0[ VERA, recorded in ~
1n the event such private drainage farilities are improved la Spokane Caunty standards, and Volume'0" oE Plats, Page 30, in the Spokane County Auditot'S OfGct, de5cribed as follows:
' the Counry is willing to accept the dediqtion of such drainage faalities, each lot owner shall .
execvte any doaments neassary to accompluh suc6 dedicadon. Commencing at the 5outhwest corner of said East Half ot Tract 180, from which
•'point the West line of aaid East Nalf of Tract 180 bears N.00013'20"W.; thence
, N.3604275'E. a d'utana oi 449.42 feet; thence N.48•38'281W, a distance at 57.90
• Spokane County is hereby granled the righl of ingress and egress ta, ovcr, and from the feet to the TRUE POIM' OF $EGINNING of said easement; thence continuing
abave daaibed property. N.48938'28"W, a d'utance of 32.60 feet to the beginning of a non-tangent curve, the ' radius of which bears 5.46•3828"E. a distana ot 325.00 feet; thcncc easterly along
said arve through a antral angle of O1•46'54", an arc distance of 10.11'; thence
Whenevcr DHAENENS SQUARE HOMEOWNERS ASSOCIAI'(ON or t6eir sucassors 5.46•S1'34"E a distana of 3246 teet; thena 5.41921'32'W. a distance o[ 9.10 fect
iu inlerest tail to maintain the drainage facilities in coniormana with the approved • to the True Point of Beginning
Drainage Plan, a noUce will be given to DHAENENS SQUARE HOMEOWNERS
ASSOCIATION or theirsuccessors in interest by the County. If not corrected afler ten (lO) TOGE'IHER WITN A Drainage EaSement over a porlion of the E,ul lIalf of Tract 18Q of
days, the County has the right lo corroct the maintenance failure or have it correcled at the VERA, rernrded in Volume "0' af Plats, Page 30, !n the Spokane Counly Audltor's Office, '
expense of DHALNENS SQUARE 1•IOMEOWNBRS ASSOCIATION or the(r successors described as follaws:
ln IntercaL ,
Commencing al the Southwest comer o( said EW Halt of Tract 180, thence N.
• 00013'2Q"W, along the West line o[ said Eact Hal[ of Tract 180 a distancc of 484.47 •
• Spokane County does nat accept the responsibility of maintaining the drainage coarse on • (eet; thence N.894640'E, a dislance of 87.84 teet; thence SS2'01'40"E. a dislance
private lolt within the dralnage easements ar Aoodplain arcas, nor the responsibility for any ' of 68.03 fect to the TRUE POINT OF DEGINNMG of said easement; thcnce
• • drainage whatsoever, including but t not liatited to Imerse condemnation to arry properties continuing SS2'01'40"E a distana of 31.91 to the beginning oE a non•tangent curve
. due to deGrient cooswction and/ar maintenanco of drainage courses in drainage easements concave to the sautheut, having a radius of 355.00 fect; (from which a radial line
. on private praperty. bears S.52901'40"E.); fhence northeaster}y along said cvrve though a central angle
. of 04052'14' an arc distance of 30.18 feet; thcnce N.47009'26'W, a Jislance of 3337
feet; thence S37058'20"W. a distana o[ 32.98 [ect to the True Paint o( Deginning.
Tbis Eatement will be tetminated at such a dme the Jcscribed arca is platted. •
Located in Section 22, Towruhip 25 North, Range 44 East, W.M.
~ ' .
R. E. Excise Tax Exampl
• ' • . Date ~e~✓/ 199f~ . . 2 .
, . Sookane County Troas. ,
• ~ . . . . ~ 4Z~~`
, 4 • . .
1 ~ ' ' , . .y ~ , , ' 4067806
oioilt~i ~ o1M
soatm a, u.
AETURN AODRESS: ''~°`0'~ 01-06-1997 DEED OF TRUST Peqa 4 1
W,na NoMwo d e+rtk ' Loen No 514-007 (Contlnued)
4:1 wcsl Rrropiaiae Awnue . . . , , •.i' . - - - . . '
SpoYant, WA N2o1 M ~:•Cp11VEYANCE JU10 CRANT. fa rM"We conUOnatlon. Granla conroys lo TrvAN h wsl wltn poww M u4, ApA1 W
4067806 e^u7 &^0 posKUlaf md la Ne Denthl ot LenOer af BomM1CIuy, v a crwon ront bo., uO w«.u h" b ew
r! ; INOwlnq dnuiWd iul peOeM. Iopettw rritA d uhYrq a fuEupanOy roct0 a awd euldrqs. Imprawnwnb ud
SEND TAX NOTICES T0: I Mlun; a1 uwmaNt, sqnis a war, and apyv4rrncn; il walw, Mdr Aphh and dkh npMf (k+dudnq ►lodt In yMyy wtal
wns. c AssociAres, iHC. ~M~A 0X, Il IMf f0 01 0~~111991 0I,5P akn a Ffqabri tqMtik in0 al onw npnn. lonem, and~aus l«a►ng lo in. l.v poc.rry.~wu+q .,wo~ Imu►o" .i
v,O.eDZ uoai Spo~Nf (q, ~ maw.n, d, pn, pooina~w ona w,rar m~nMi, locele In SPOKANE Counly, Slele ot Wahlnplon (the
8i0KANE,WA 11711 • , , , 'Reel PropeAy'): ' • y PARCEL 1; lOT~4 THPOUGN 7 INCLUSI~~„JN BLOLK 1; IOTS S THROUGH B
. INCLUSIYE IN BLOCK 2; lOT 5 IN BLOCK 3'; AND 40 IN @,IQGK 1 OF ~~iJ1ENENS
• ~ tix' ~~t / S~UAR~'~1g~EJLA PLANNED UNIT DEVELOPMENT, AS PER PLAT 111EFIEOF-
evAcrAeovenasLn+EisFa+aeca+oeA.stnL, pNLy RECOROED IN VOLUME 22 OF PUITS, PAGES 65, E6 AND E); SfTUATE tN THE CQUIITY
/J~ ~~✓0 3 'I~ OF SPOKANE, STATE OF WASNINOTON. PARCEL 2: T1111T PORTION OF T}iE EAST ,
DEED OF TRUST fl, HALf.OF BLOCK 180 ANO BLOCK 1e1 OF VERA, AS PER PLAT T}iEAEOf RECOADEO
" iN VOLUME '0' OF PLATS, PAGE 30, MOHE PAFiT1CULARIY DESCRIBED-AS
Relerente /(if applitable); 519-Oq7 FOLLOWS: BECtNNINC AT THE NORTHWEST CORNER OF TNE FINAL Pl1lT Of
AdGlilonal on pape 1 I" G ~
Granta(a): DHAENENS SOUARE PNASE 1 AS PER PIAT THEREOF RECOiiDEO IN VOLUME 22 OF
1. W.R.S. d ASSOCIATES, INC. i. 1 , I~ PIATS, PACES $S, 06 AND 87; TNENCE NOATH 00'13'20' WEST, AlONO THE WEST
IINE Of TNE EAST HAIF OF SAID BIOCK 180, A DISTANCE OF 163.92 FEE? TO 'fHE
Grantee(s)lAaspineel8enetidery: NORTH UNE Of SAID BLOCK 180; THENCE NORTH 69' 66'22' EAST, ALONG SIUD •
Inland Nonhwest Benk, BcneAclary NORTH LINE AND THE NORI}i LINE OF SAID BLOCK 101, A OISTANCE OF 969.70 fEET
7rensamerlca Tnla insurance Company. Truslee 70 TNE NORTHEAST CORNER OF SAID BIOCK 1E1; 1?iENCE SOllTH 00'12'7E' EAST,
(:t',u,., ~ AIONG THE EAST LINE OF SAID BLOCK 1E1, BEING ILLSO THE WESTERLY MARGIN OF
1eq31 DestrlpllOn: 1.4-1 01 13-8 82 L589 LSB4 DHAENENS SOUARE PHASE IAdGitlonel on EVERCAEEN RO0.D, A DiSTANCE OF 43E.07 FEET TO THE NORiN LINE OF 1'HH 50UiN
2 PaOe 210 FEET OF 1'HE EAST 300 FEET OF SAID BLOCK 1E1; 1HENCE SOUTN E9063'19'
A»cssoPs Tex Partcl IDI: 452 /,2579t 45221.208V,_45224,3304 T}IRU .2301• 4522~'1e0~ 'f}IpU , WEST, ALONG SAID NORTN UNE A 01STANCE OF 700.00 FEET TO THE FJ4SiERLY UNE
.94GG' 45224.9565 d q5224.a OF SAID fINAI PtAT OF DNAENENS SOUARE PHASE I; THENCE AIONQ THE
, ~ ~ EASTE(11,Y AND NOIITHERLY LINES Of SAtD FINAI PUT OF DHAENENS SOUARE
PMASE I THE FOLLOWING NtNE (9) COURSES; (1) SOUTH E9 63'19' WEST, J1
TH1S DEED OF TFIUST IS DATEO JANUARY S. 1997, emonp W.R.S. 6 ASSOCIATES; INC.,, A DISTANCE OF 110.77 FEET; (2) NORYN 00 07'3e' WEST, A OISTANCE Of 67.39 FEE'1'; .
WASHINGTON CORPORATION, whose meulnp eddress Is P. 0. OOX I4051, SPOKANH, WA (7) SOUTM Egr'56'22' WEST, A 015TANCE OF 11E39 FEET; (1) MORTTi 14010'07' WEST,
99214 (rolerred lo batow u'prmlor'p Inland Nor1hwea1 Bank, whose matllnp addnss,b 131 A DISTANCE Of 163.93 FEET TO A POINT ON THE NORT){ MAIIGIN OF AN ALL.EY, SAIO
West tlNenlda Avenue, Spokane, WA 99701 (relened to bdow somallmere u•lendar', and POINT BEING ON A CUfIVE CONCAVE T01HE SOUT}1EAST ANO HAYINO A RADIUS OF
aomellmot ee 'Otnellclery'); md Tramamarlee Tllle Inwnnee Company, vrhoee: malllnp 231.50 fEET, FAOM WHICH POIIlT A RAOIAI LINES DFJItIS SOUTH 12 10'07' EAST;.r(5)
eddrou le 720 NoAh Arponno flood, SpoNane. WA 99212 (referted to bolaw an 'TNsteQ•~.,; j,, , 7HENCE SOUTMWESTERLY ALONO SAIO CURVE TTIAOUCH A CENTRAI, ANCI.E OF 76°
2E'21' AN ARC DISTaNCE OF 149.27 FEET; (6) NORTN 40'38'2e' WEST, 11 DISTANCE
, i,.,. ;~~,;,i• Of 120.50 FEET TO A POINT ON THE NORTH MARGIN OF AYALON LANE. SAID POINT ,,.I m t~~`,•~, BEINC ON A CURVE CONCAVE TO TNE SOUTHBAST AND FIAVING A RAQIUS OF;355.00
FEET FROM WHICH POINT A RADIAI UNE BEARS SOUTH 411'38'26' EAST; Q) '(}1ENCE
SOUTHWESTERLY ALONC SAID CURVE THROUGH A CEFITML ANGIE OF 9 2312', AN`
-~d ~~?•3~ , ; ARC pISTANCE OF 20.9E FEET; (E) NORTN 62'01'10' WEST, A DISTANCE OF 100.00
. ~•f.~~,~~~ ~ ~ ~i~~_ t FEEI'; (9) SOU1N E9r48'10' WEST, A 01STANCE Of E7.E4 FEET t0 THE POINT OF
~ OEGINHING; SINATE IN THE COUNTY OF SPOKANE, STATE OF WASHINaTON. ♦
~ 1~V li~/:h
~ . ,•i t~,s~ r,~'o!ii, Tho Reet Properfy or Ile eddreee Ig commonly known ea PARCEl 1: BLOCK 1- 1STH LANE;
44vJ%}i%t ~•t BLOCK 2- AVALON LANE; BLOCK 1- AILEY; 9LOCK M'MAMER; PARCEI 2: 1101 SOUTH
•,1..~.. L.,, EVERGftEEN, SPOKANE, VfA 99216. n+. a..i v+op.nr w w«urcoson m,ffie« r4art4.tsn; 4322+.aeer
C, • ( ~ . ;i•~!,iktl.: 4s2242304 nnu230r,4s224.s403Trn1.1.340e;45n4ssosi4sn4 Uos.
Crinior nreby asJpm it ucurtry lo landu. at M GnMdf dOM. tt4, and Mlae►I Nand b v Iwt++. Rwib, onA proft d b»
0 ~J PoopWty. Tros Atispnnwnl a neaGO NsaaGnee wln AL1N 6SAE.OlQ tne 1wn awid Dy wf Sulqmud b NtebrO b Dw
'1, I~I: s0~~. D~lW and ehau upan R. r.eordnp d uys Owd d TiUnl luaw paw b baNa a ►aroe b wwel tM Rwib
~ antl qoM►. v1+kA kN+tt uuy Ee ievdwG il lontlr's ooiu~,.ne ski a.wo~~alr #•.a.a wa,.oc.~a~ a.I a wn a
~ q ~ ~ ~ ~ •.r i,n,.uw.bl.eti,t. .
~ ~ ,
A IX V: OCFIl11TI0NS. TM loolow4q wa0s tNl Mve tlr lobrlnp munkpt Mwn uted In oiN DM4 of Tnnt Tvma eol otlwwb
oenno0 b iMS Dao W 1iw1 ilui haw tne ayeNrq+ imowod lo wcn wm4 In uw WNAarm ComnwtW WOe. N rdwwVeg b
duEu emoudi sNl iroen amaWdi M Uwhl momr 01 IM UN4d SLIes N Mwkb
iOli: EomncWy. 11w rn0'9wo0uy Pnwnf NanO Na1M+n1 Ea*, bsuocwson and au19n. Iri4nd NMhwr1 Eu1t aio
tirootrnaloatenOw* Nwt0ea4MToueI . ...1. ,0 .C,a.1 a0
~ ' i.. I1=::lib~. , DeeA ot Tivil. iTe wadf Mead ol Lvaf M+n Nh Dwd ol Trufl anwrq GraMOr. lendu, md Tnnlw, ud Inddoos
vrdhaA lmtalwn a1 usqmrnf ►nA ►wtrdy Wwod povfslont iotaYnp lo tir PrfOrW Pf ppwAy md i4nts,
• Il t:,~:1„ •
;''!':.S~i1~111 CfM10r. Thr wdd 'Goen10e' TeeM any and d p«{Oro afd M1tl1p YKVUp INt OMd W TNIk MlchlanQ wV011
Ymf,ron W1lS.l ASSOC1AlES, IMC.
: I Guu&nla, TM wad 'Guuointor mwm anA Yndudn wllnaA 1mAiSm anr and al puuanlon. IvMMm an0
. i , o0s bon puuof n emnWuon wun IM InGbborwt
Imwowmml►. iM wdd lmpra►menlt' mwnf and MuMs r11MiA "aeon u uftMq and Altn M+pwMnionb.
DWdu+pt. 1YUC1trn. moldo Aonws WueO on uw Fiul Roprry. btlaas, adMOm. topUCemwtl an0 oltw tMfkutfon on
Inoo MJ Rapwy.
, . ..~4 : o• tnaaei.anila. TN wora '1MoEMdntit' awnl 11 pAndpd Ind Mdwet1 poyaDle UdM Or No4 nd trry Im01rnfJ
~ • .1 1 N' ii.~ ryI+! . •Ver+aed a adHrind Cy L►noa to aunu" obb+bm W frarAa a srpama Nnn W EY Trutln a l.eMw b rnlaa
• , , . 16.,•.. , m►oanon, d Cif.eua w,aM u+► o..a a Ttwt wauw wiLn nw.al o~ sucn .mour+►.s aova.a h M o«a d ineL
, • len0ei. TM Mpd'1e1bee tMIM W1r1O MW11MVt181111~,11 tutNllM U1d UtWL , . .
' • i;,t~, , , Noie, rn• wae 'Noa• me.ns me eote aaiea r,nuwry s, mr, In lhe o►Iplnel princlpal emount of , ,
.ti_. .
~ 4148786
'
Pi ; 1011
' ID01119o 11:031
iwvwnru nuc ivc rn M u m e.118" r. u •
Hmm loland Norhtuc9t ifank • ' •
Add,*" 429 W. PlveralAe
cq,sm4,2p Spokane. WA 99201
, i
PARTIAL RECONVEYANCE
aebra+ro 1 (f tpp6mblet ; .
%mMsk(1) Trnnenatlun m
;Mbq~~~(►~ WNS A AsaoC. M
A466anl Cmbr(+) m pg. Add~~ Gant*%) on Da ~
l,eqW DewtP6a+ (atbrewlodK X I BO Vc ra
pddEaul leqal{s) m poge
Nsessdz lu Prull101 4 5'[7ri . 1 JU~i
iM udmlrJrod hetee udd tul ceAm DoeJ d lnnl dkd .I n nun rv L. ,19 91 , h wficA ~
W.4.~Y4l/Ct;Ife4. IIIC. dYb"" !
wq Inl;uil Narthweyt ILwM bw°ficivy.
roconfodm .I,iuu:irv 1. 119 'I] nlurddohiG@Ho 6001406 itVolrm , • -
d{krlgagd, d" ~ ieoo~ d Svokane
coagr. w++t°+Oim hrfi+9 mohvvod udor nid Oeod d inat a winen mqual b ivcnM a pdtian d Cr isi papaly dmmLed'n .
uid doed. Wfidi repwxt rro ppwed by uid qrndor. dom (weby remmr, vkDniA rm*, b Ihe pasai(s) mlibed IMreb M
6A 66e rd Mnest rar hdd by ub 6iabe M rd brtl paCm d Qr mal pitpah deubed M uk Doed d Tnal slEamd h .
Sooknnc Cpaftr, Wnlir9lohn b6an: .
F.nat half o( Trac[ 180, Yera Lying Notth of Dheenene Square Fliaee T
M~~~11j
**TII1S 1S A RF.-RF.CORD OF AUDITORS FII.E 14146135, TO CORRECT LECAL DESCRII'TION
Dolod Octnbrr 7, 19 71
__TX&n9nn[inn Tltle Insnrnnrr f.mmnnnv
nwsi '
py ~7J~'✓C'G~f , !
`~~pllli►i1j~~ 8y ' .
~~,~1N[ Sr /i
VSTATE Of WA9hIN~T~ON
9TATE Of 6k
COUNTY cf~~(n~~r COUII(YOf tiI"'"'101'
011 Ub Cpy µ.+Wl~hlt~i~w nw ICeiW~tlullN.w+vlunufhl.tluTwklauu~.l II. ~I~~~~•~~
= 1~.~r'~ - ~ tlr ps►ayt) Mn
w nr uwn~ 1tdA~ defipiROn ana vno appw.a o.lar aw, uA..a perwnl+l Kwb"'~ ~(N+~»r) ,
~~e n. ,pT~t .ro WNa n+* h.wm.i, m om .aa nW (iweimnhw) *p MMo)
y ~ ~Iw wn as : w{Iqitiod b u.NS ur Mqnnri Woctun.iqpod 1 u Or
hr~ tiwkr~ dwl, wr U. Ayyle,tnut lri•ty tnrv a 1'rnn-un r Iton 7'Ii 1.• .
w a+v~ yl h I IIN • Eo w.uK h.* rna vawx.ry .cI d wcn pWY la uw Us.. w pupo.n ,
prttltrW h Or YWnn.w1.
C14EN uiWr rrry Ard rd aftkW wl Wh ' . =
ara io • • Octubcr 2, 1991
, # 7,~
o~
Hdiry Vu1,oc h rd Ia trr Sw.•d WfJ~ry~1! ~p` on SumP) t, r
rallvv r • • ~ «
• ltraqbYtnw+uwlr.&: `~~r~111►Nr`` 8-15-41
I Y~ rpw
~ . jg Transnation Form am a (aev. 12.96)
\ • 'ilwrsNnnoN7tnR INSUa,wcE CoMurlY •
.v
.16 G'7 PACE :
Tumaround Easement voids tho Temporary Turnarouad F,asemeat tecorded October 11,
9~11107.0108
AYAIAN WVB AI~lA MAMER 1.ANE TbisTempatacy
ASSESSORS PARCSL N0. 45174.2679, 45124.2576 1994, under Auditor's File No. 9410110185.
. ' RF No. 2406
N IN y,rl-NESg WHEFtEOF, the undersigned has cuused this instroment Io be execvted on this daY '
1994. .
SPOKANE COUNTY ENCINEERING DEPARTMENT of
SPOKANE COUN'f'Y, WASk[NGTON YOI. 16 6 7 PAGE 2 Jq
. .
TEMPORARY TURNAROUND EASEMENT , - .
M TNE MATTEIt OF AVAI,ON LANC AND MAMER UWE AND ALLCY (DFUICNBNS SQUARE, ti,,l ~S ~ p,SOCIAIES~ INC., INLrWD NOR'I'~IWEST BANK
PHASE 1) KNOW ALL MBN BY THESE PRESEN7'S, that lhe Granton, W.R.5. AND ASSOCIA'i~S, ING ; Wazhington Cocporation
a Washfngton Corporatiun, and DOREEN DIECKHOFF, personal representative of the ESTATES OC AJ. p , ~
DNAENENS and ADA A. DHAENENS, DECEASED, and INLAND NORTNWEST DANK, for and in BY: r"
eonsideration of Mutual Denefits, Ihe receipt of which is hereby acknowledged, grane; to DHAENENS p
SQUARB HOMEOWNCRS ASSOClATION as ucalcd hy doamcnt rccorJcd luly 8,1994 unJcr Statc U.U.I. ~ 1T'S,
No.6Ul•557•751, and to Spokane County, a pofitical subJiviaion of thc Stale of Washington, an FascmcnL mcr, w~~~ Smith, President
upon taoss the lemporary Turnarounds, legally desaibed as follows ,
TEMPUltARYTURN•AROUND'A'
M easement mer a portion of the L-ist Nalt of Tract 180 of VERA, recorded in Volume "0' of PlaLs, Page 'fHE FsTA'1ES OF A.3. DHAENENS AND •
30, in the Spokane.County Auditor's 4fGa, des~ e`ui! asTolyows: ADA A. DHAENENS, DECEASED ~
. . ~
Commencing at the Soufhwest corner of said Fast Nal( of Tract 180, trom which point the Wcst line of
said East Hal[ of Tract 180 bears N.00' 13'20`W.; thenoe*N36•46'09"E. a distance of 454.75 feet to the BY'
TRUE POINT OF BEGINNING; thena N.19•40'41"E a Jistana of 5.00 ket; Ihence N.48•34'23'W, DOREEN DIECKHOF
adistance of $8.56 feet to the beginning ota non•tangenl cvrve, the raJius of which Uears S.46*51'34'G Personal Repcesentative
a dislance o! 325.00 feet; thence soulhwesterly along said curve lhrougli a central angle o( 01'46'54' an '
arc distance of 10.11 feet; thence N.48'38'28'W, a distanu of 30.00 fcet to thc beginning of a non• • '
langent curvc, the radius of which bears 5.48°36'28'E. a distance o[ 355.00 (cct; thcnu northcasterly '
along said curve through a centcal angle of 0764639" an arc distance of 48.19 tect; thena 5.48638'28'E. a distance of 99.01 feet to the bcginning of a arve concave lo the north having a radius of 30.00 fcer .
thence eatterly along said curve through a central angle of 72•50'22' an arc distance of 38.14 teet Io a •
paint of cusp anJ the beginning o[ a non•tangene curve concave to the southeast having a radius of ACKNOWL.EDGA+IENT
234.50 [ee;; lhence soulhwesterly along said curve through a central angle of 15°51'07" an arc distancc
o[ 64.88 feet to the True Point of Beginring. 5I'ATE OF WASIiINGTON ) .
~
7Eh1PORARY TURN•AROUND EASEMENT'D' ) CpU1V7'1( OF SPOKANE )
M e: nt over a ponion of Tract 181 of VERA, recorded in Volume'0" of Plats. Page 30, in Ihe Spokane 1~~ify that 1knpw or that i have satisfactory evidence that WIll.IAM K. $MiTH ls the person who
County ..uditor's OfGce, described as follows: appeared beEore me, and said person acknowledged that he signed t6is Instrument on oath stated that hc
' ~ aUthorized 10 ~e~« t~reand ~oluntary act of s chdcorporat on, ior he uscs and purposcs st~alcd
Commencing ut lhe Southwest comer of the East Haf( ot''ract 180 of said VERA, irom whuh point the ASSOCIA'iFS,1NG to be,the
West line of saicl Fast Half a(Tract 180 bears N.QO• 13'2Q"W,;lhence NS5•01'14'E. a distance oE518.49 in the instrumenL •
feet to the TRUE POINT OF BEGINNiNC; thence N.12•10'07"W, a distance of 30.00 feet; thence %
N.41•I5130"E. a distance of 19.35 feet; thence N.12o10'OTW, a distance of 66,14 feet; thence DA'iED thi5o~o~~ day of N.62•3T16"W, a distance o( 20.15 Icet; thence N.121110'07"W. a distance of 20.00 teet; thence
N.77•44'53'E. a distance o( 43.29 (eet; thence 5.12•10'07"E a dislance of 14338 Eeet; thence ' p~~
S.8I°3T52"W, a distance of 4339 feet to thc True Foint of Deginning.
NOtfARY PUBUG in and for the State .
„w~imun,n
Said Temporary Tutnaround Easement is hereby granted to DHAENENS SQUARE HOMEOWNER'S E Fq'"~~e of Washingtan residing at Spo e,
ASSOCIATION until such time as Avalon Lane, Mamer l,ane and lhe Alley are continued at a private road r~o;~yuo~tpA44's., My commission upires:~' f•a-Q 7
in keepingwith the ezisting approved design and dcdiatcJ to Ihe Dhacnens Squarc Homcowncr's Association a0+~ %
~ ~
as a private road, at which time the Temporary Tumaround Essement will be terminatcJ. ~
►Gri~ /s°
~q~%t~:
All gniel and asphall shall be removcd [rom the Temporary TurnarounJ Casemcnts at such ume as said
casemenLs are terminateJ.
, Z
R: E. Fxase Tax F-xemPI 1
Oata~jjG''W'/ ~D ~7 . , . •
Spolcane County Troa9.
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TRANSPJA110N TITI.E INSURANCE COMPANY
This 54rtch is pnoviAPQ. w01fiet chlrge. tnr Yon► '
jn(nrmati-?n. If +s ttnl inir,nr!rd tn shov' 21- 'natter,
te'aleA ta ihc ~rnr-crtv limited 1o. .
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inalter rCllatP,d !n IhiS S%r.,lr,f. Nnf!nfw^Pr $50i1L; he ~
made to an accuraie survey Ior lurther mtirmatirru;
, t •
Page 1 of 2
,
Wayne McGavran
From: John Hohman Sent: Monday, April 17, 2006 1:06 PM
To: Wayne McGavran; Alysa Wiyrick
Cc: Henry Allen Subject: RE: Recommendations for PE-1517-B and PE-1716-A
Ok
-----Original Message-----
From: Wayne McGavran
Sent: Monday, April 17, 2006 12:12 PM
To: Alysa Wiyrick
Cc: John Hohman; Henry Allen
Subject: Recommendations for PE-1517-B and PE-1716-A
Alysa,
Listed below are updated status reports for two projects shown on the surety inspecfiion spreadsheet with
recommendations. PE-1517-B Richards 2"d Addition
This project was constructed between 1987 and 1989. 1'he file contains an original bond, issued .
by Stanford Financial Corporation, dated 10/9/87 in the amount of $35,700.00. There is.also, a
letter from Jerry Sims, dated 6/6/1989, authorizing reduction of the LOC from $35,000.00 to
$9,900.00. There is no letter releasing this amount. There is however a Memorandum from
Ross Kelley, P.E., dated 7/25/01, in which he states that the County Engineer considers this bond
released. Apparently Stanford Financial Corporation was no longer at the original business
address and was no longer authorized to conduct business in Washington State. Handwritten on
this memorandum was a note which reads as follows: "Sandy, Will you just remove this from
bond list and file in plat file. Thanks, Verril".
Recommendation: Consider this project closed with no further action required.
,
This project was constructed between 1998 and 2000. The file contains an original bond in the
amount of $325000.00, dated 1/28/98 and issued by Contractors Bonding and Insu.rance
Company. No other bonding information was found in file. I called the bonding, company,
which is now CBIC, and was told that they have no record of any bonding activity with W.R.S.
since 2002. Therefore, they assume bond was released. I tried calling WRS & Associates Inc.,
4/18/2006
Page 2 of 2
but was unable to locate. It appears they are no longer in business.
Recommendation: Consider this project closed with no further action required.
Please let rrte know if you need more information and if you agree with the recommendations.
Wayne McGavran
4/18/2006
Page 1 of 2
Wayne McGavran
From: Wayne McGavran
Sent: Monday, April 17, 2006 11:50 AM
To: Alysa Wiyrick
Cc: John Hohman; Henry Allen
Subject: Recommendations for PE-1517-6 and PE-1716-A
Alysa,
Listed below are updated status reports for two projects shown on the surety inspection spreadsheet with
recommendations.
PE-1517-B Richards 2"d Addition
This project was constructed between 1987 and 1989. The file conta.ins an original bond, issued by
Stanford Financial Corporation, dated 10/9/87 in the amount of $35,700.00. There is a1so, a letter from
Jerry Sims, dated 6/6/1989, authorizing reduction of the LOC from $35,000.00 to $9,900.00. There is
no letter releasing this amount. There is however a Memorandum from Ross Kelley, P.E., dated
7/25/01, in which he states that the County Engineer considers this bond released. Apparently Stanford
Financial Corporation was no longer at the original business address and was no longer authorized to
conduct business in Washington State. Handwritten on this memorandum was a note which reads as
follows: "Sandy, Will you just remove this from bond list and f le in plat file. Thanks, Verril".
Recommendation: Consider this project closed with no further action required.
This project was constructed between 1998 and 2000. The file contains an original bond in the amount
of $32,000.00, dated 1/28/98 and issued by Contractors Bonding and Insurance Company. No other
bonding information was found in file. I called the bonding, company, which is now CBIC, and was
told that they have no record of any bonding activity with W.R.S. since 2002. Therefore, they assume
bond was released. I tried calling WRS & Associates Inc., but was unable to locate. It appears they are
no longer in business.
Recommendation: Consider this project closed with no further action required.
Please let me know if you need more information and if you agree with the recommendations.
Wayne McGavran
4/17/2006
11 . `
SUBDIV7 N ROADWAY II~80VEMENT BOND
.r
~
KNOW ALL MEN BY T'HESE PRESENTS, that W. R. S. & Associates Inc ' •
(d~veloper), as "Principal," and Contractors Bondinc~ and Insurance Com~any
(bonding company), a corporation organized and existing under the laws of the
State of ~asYa inqtOT7~ , and authorized to transact a surety
business in the State of Washington, as "Surety," are held and firmly bound
unto Spokane County, a political subdivision of the Srate of Washington, as
"Obligee," in the penal sum of
Thirty Two Thousand Two Hundred Dollars 32, 200. 00
Iawful m~ney of the United States of ~.merica, for the payment of which the
Principal and Surety bind themselves, their heirs, executors, administrato-rs,
successors and assigns, jointly and severally, firmly by these presents.
WHEREAS, said Principal is the owner of a tract of land in Spokane County
divided and platted into lots and known asDhaenens Square Phase 2 PE1716~-9 3
and being located in Section 2 2 , Township North, Range 4 4 E.W.M.,
in Spokane County, Washington, and said County has required that a bond be
furnished in an amount sufficient to pay the constructfon costs of grading and
surfacing to the approved grades and typical section of the roadways of said
plat and rhe insLalla?'ion of drainage structures and such other work as is
incidental and necessary thereto, all in accordance with those Plat Roadway
Improvement Specifications dated MaY 9 , 1997 , a~id to the
satisfaction of the Spokane County Engineer; such improvements to be completed
not later than June lst ~ 2000 , unless said date be
extended at the option of the Spokane County Engineer.
Upon faiiure of the Principal to comply with the requirements stated here-
in within the tfine authorized, and upon delivery of a written notice Lhereof by
Obligee to Surety, the Surety shall make satisfaction to Obligee to the extent
of thfs Bond. •
The obligation of this Bond shall be kept in ful~ force and effect until,
in the opfnion of the Obligee, the requirements herein stated have been satis-
fied, in which event written release wi12 be given by ~he Obligee, the Obligee
having so2e right to grant such release. The Surety hereby waives all rights
to reZease from the obligation except as herein stated.
SIGNED AND SEALED this 28th day of January 1998 .
.
W.R.S. & Associates Inc
~rincipal
B .
y ~
William R Smith Pres
Contractors Bonding anc~ Insurance Company
S rety
` BY : ~~'j~4~t~"/,
Mark ~ S. Hf~`~r i tt
T ~-~~r°7o~r_Tn ,,~-a ~ ( Tit le )
~TQL~S'~'^ 2Tr~`=
~
1
,
~
Home Office:
' limited 1213 valley Street
P.O. Box 9271
Power of Attorney Seattle, WA 98109-0271
+ rn~sva.~nrce
(206) 622-7053
KNOW ALL MEN BY THESE PRESENTS that CONTRACTORS BONDING AND INSURANCE COMPANY, a oorporation duly organized and existing under ihe laws of the State of Washington, and having
its pnncipal oNice in Seattle, King County, Washington, does by ihese presents make, canstitute and appoint MARK S. HEWITT, of Spokane, Washington, its true and lavrful attorney-in-fact, with (ul1 power and
autharity hereby conferred in its name, place and stead, to execute, ackno+vledge and deliver: (1) SBA guaranteed per(ormance and payment bonds not exceeding the penal sum of $1,250,000; (2) bid bonds
for jobs where, if lhe contract is awarded, the SBA guaranteed performance andlor payment bond(s) will not exceed $1,250,000; (3) all other bonds aoded and classilied by the Surety Association of America
in its Rate Manual of Fidelity, Forgery and Surety Bands (including future amendments thereto) as Judicial, Contract (excluding bid bonds), Miscellaneous, License and Permit, and Federal not exceeding the
penal sum of $3,500,000; (4) bid bonds for jabs written pursuant to the authoriry in clause (3) above where, if the coniract is awarded, the perlormance and/or payment bond(s) wdl not exceed $3,500.000; (5)
all other bonds not exceeding the penal sum of $500,000: and (6) consents, releases and other similar documents required by an obligee under a contract bonded by Ihe Company. Provided, however, that
MARK S. HEWITT is granted potiver and authonty to exceed the applicable penal limit previously set forth for any bond in an amount equal to the amount of any letter of credit, or similar security, received as
callateral security by the Company as an inducement to issue the bond; and to bind the Company thereby as fully and to the same extent as if such bonds were signed by tne President, sealed with the corporate
seal of the Company and duly attested by ils Secretary; hereby ratifying and confirming all fhat the said attorney-in-fact may do in the premises. Said appointment is made under and by authority of the tollowing
resoiutions adopted by the Board of Directors of the CONTRACTORS BONDING ANO INSURANCE COMPANY ati Movember 1, 1992:
RESOLVED that the President is authorized to appoint as attorney-in-fact of the Company MARK S. HEWITT with power and authorlty to sign an behalf o( the Cornpany: (1) SBAguaranteed
performance and payment bonds not exceeding the penal sum of $1,250,000; (2) bid bonds forjobsvahere, if the contractis awarded, the SBAguaranteed perfarmance andlorpayment bond(s)
wdl noi exceed $1,250,000; (3) ald other bonds coded and classified by the Su retyAssociation of America in its Rale Manual of Fidelity, Forgery and Surety Bonds (induding future amendments
thereto) as Judicial, Contract (excluding bid bonds), Miscellaneous, License and Permit, and Federal not exceeding the penal sum of $3,500,000; (4) bid bonds for lobs written pursuant to
the authority in clause (3) above where, if the contract is awarded, the peAormance and/or payment bond(s) will not exceed $3,500,000; (5) all other bands not exceeding the penal sum of
$500,000; and (6) consents, releases ar►d other similar dacuments required by an obligee under a oonfract bonded by the Company.
RESOLVED FURTHER that MARK S. HEWITT is granted pavrer and authority to exceed the applicaWe penal 4imit set forth in the preceding resoluUon for any bond in an amount equal to
the amount of any letter of credit, or simifar security, received as aollateral securiry by ihe Company as an inducement to issue the bond.
RESOLVED FURTHER ihat the aulhority of the Secretary of the Company to certify the authentiaty and effectiveness of the foregoing two resolubons in any Limited Pawer of Attarney is
hereby delegated to the following persons, the signature of any of the following to bind the Company with respect lo the authenticity and e8ectiveness of the foregoing resolutions as if signed
by the Secretary of the Campany: Marci A. Komlodi, Manine L. Haod, Larry A. Byers and Michael D. Burns.
RESOLVED FURTHER that the signatures (including certificatian that the Power of Attorney is still in torce and effect) of the President, Noiary Public and person certi(ying authentiaty and
effectlveness, and the corporate and Notary seals appearing on any Limited Power ofAttorney oontaining this and the toregoing resolutions as well as the limited Power of Attorney itself
and its transmission, may be by facsimile; and such Limited Power of Attorney shall be deemed an ariginal in all aspects.
RESOLVED FURTHER that all resolutions adopted prior to taday appointing the above named as attorney-in•lacl tor CONTRACTORS BONDING AND INSURANCE COMPANY are hereby
superseded.
IN WITNESS WHEREOF, CONTRACTORS BONDING AND INSURANCE COMPANY has caused these presenls to be signed by iis President and its corporate seal to be hereto aftixed this Bth day of October,
1997.
- ~
CONTRACTORS BONDING AND INSURANCE COMPANY ~OAND /NS 1,41
, ~~,~~EtP~RqT~%
CS,
~r i c' ~ ~ ~ R'7J~.t (D i
B ~dent y: St . afnii~ q'• •.~p__ ^
~L
IN~ -
STATE OF WASHINGTQN-COUNTY OF KING
On this 8th day of October,1997, personally appeared STEVEN A. GAINES, to me known to be the President of the oorporatian that exeauted the foregoing Limited Power of Attarney and acfcnowfedged said
Limited Power of Attorney to be the (ree and voluntary act and deed of said carporation, for the uses and purposes therein mentioned, and on oath stated that he is authorized to execuie the said Limited Pawer
of Attorney
IN WITNESS WHEREOF, I have hereunto set my hand arxi affixed my official seal the day and year first above vrritten OFMW $EAL,
Mou.Y a HuDSPEnH
` Kotary PuDlic - State of NFasliington
bh Cammtsston Exams 1-9-01
Notary Public in a►~d for th e of Washington, residing at S61e
The undersigned, acting un auth ity of the Board of Directors of CONTRACTORS BONDING AND INSURANCE COMPANY, hereby certifies, as or in lieu of Certificata of the Secretary of CONTRACTORS
BONDING AND INSURANCE ANY, that the above and faregoing is a full, true and correct oopy of the Original Power ol Attorney issued by said Company, and daes hereby further certdy that the safd
Power of Attorney is still in force and ef(ect.
GI EN under my hand at 44,1 e. this day of , 19 9F.
r
PoaMH01.01•US100897
. •
Road and Drainage Bonding Estimate
PROJECT Dhaenens Square Phase II NAME pl DATE 22-May-97
DRAINAGE ITEMS UNITS QUANTIN PRICE COST
1) Drywell - Type A EA 2 1350.00 2700.00
2) Drywell - Type B EA 1700.00 0.00
3) Grate - Type 1 EA 320.00 0.00
4) Grate Type 2 EA 2 345.00 690.00
5) Grate - Type 4 EA 2 300.00 600.00
6) Backfill For DW CY 60 17.25 1035.00
7) Concrete Inlet EA 2 800.00 1600.00
8) C.M. Pipe 10" Dia. LF 24.00 0.00
9) C.M. Pipe 12" Dia. LF 26 27.00 702.00
10) C.M. Pipe 15" Dia. LF 29.00 0.00
11) C.M. Pipe 18" Dia. LF 30.00 0.00
12) Precast Manhole EA 1500.00 0.00
13) Solid lid EA 325.00 0.00
14) Ditch Excavation CY 10.00 0.00
15) Pond Excavation CY 32 10.00 320.00
16) Sod SF 873 0.70 611.10
NON STANDARD DRAINAGE ITEMS
1) Wilbert Vauft Curb Inlet EA 1 250.00 250.00
2) 0.00
3) 0.00
4) 0.00
DRAINAGE SUBTOTAL 8508.10
16) Monuments EA 3 185.00 555.00
17) Barricade LF 35.00 0.00
18) Street Signs EA 1 90.00 90.00
OTHER SUBTOTAL 645.00
GRADING, SURFACING, CURB, AND SIDEWALK
19) Rough Grade CY 289 10.00 2890.00
20) Top Course CY 145 15.50 2247.50
21) Base Course CY 15.50 0.00
22) Asphatt Concrete Tons 198 46.00 9108.00
23) Curb Type A LF 7.50 0.00
24) Curb Type B LF 438 8.50 3723.00
25) Curb Type R LF 8.50 0.00
26) Sidewalk SQ YD 292 17.50 5110.00
NON-STANDARD ROAD ITEMS
1) 0.00
2) 0.00
3) 0.00
GRADING AND SURFACING 23078.50
INSPECTION SERVICES
1) Inspection Services, Reports & As-Builts for Public LS 0.00
2) Inspection & Record Drawings for Private Roads LS Old Standards 0.00
CONSTRUCTION TOTAL 32,231.60
INSPECTION TOTAL 0.00
STREET QUANTITIES
' .
PROJECT NO.- P1716A DESIGNER- IPEC DATE- 5/22/97
PROJECT DESCRIPTION- Dhaenens Square Phase II STREET # 1
NAME- EVERGREEN LENGTH- 438.10 FT. WIDTH- 14.00 FT.
BEGINNING STATION = 1066.00 ENDING STATION = 1504.10
ONE SIDE ONLY PWIDTH= 22.00 EWIDTH= 8.00 QWIDTH= 0.00
TERM # 1: TAPER TAPER LENGTH = 140.00
TERM # 2: TAPER TAPER LENGTH = 100.00
ITEM MEASUREMENT QUANTITY
SURFACE AREA- 7813.33 S.F.
ROADWAY EXCAVATION 1.00 FT. 289.4 C.Y.
CRUSHED SURFACING TOP COURSE 0.50 FT. 144.7 C.Y.
CRUSHED SURFACING BASE COURSE 0.00 FT. 0.0 C.Y.
ASPHALT CONCRETE 0.33 FT. 197.7 TONS
CURB TYPE B EXISTING 0.00 FT. PROPOSED 438.1 FT.
SIDEWALK EXISTING 0.00 S.Y. PROPOSED 292.1 S.Y.
TOTALS
ROADWAY EXCAVATION 289.4 C.Y.
CRUSHED SURFACING TOP COURSE 144.7 C.Y.
CRUSHED SURFACING BASE COURSE 0.0 C.Y.
ASPHALT CONCRETE . 197.7 TONS
CURB TYPE B 438.1 FT.
SIDEWALK 292.1 S.Y.
i .
~
fC O U N T Y
S P (D K Ar-T E DIVISIOtN OF ENGINEERING AND ROADS • A DIVISION OF THE PUBLIC WORKS DEPARTVIENT
William A. johns, P.E., County Engineer Dennis M. Scott, P.E.. Director
1
' May 22, 1997
~
~ Susan Murphy, E.I.T.
Todd Whipple, P.E.
~ Inla.nd Pacific En 'rieerin
~ g
~ 707 W. 7th Suite 200 . .
1 Spokane, Washington 99204
Re: Dhaenens Square Phase II P 1716A
Susan:
Attached is the drainage language for Dhaenens Square Phase II. Please use this language in conjunction
with the final plat.
Also, I've included the calculation sheet for the construction bond. If you need the pre-approved forms,
let me know.
If you have further questions, please call.
Spo o ~ Engineering Department
/r
Paul Lennemann, E.I.T.
Plan Review Engineer
cc: file
William Smith
encl.: I?rainage Lunguage
Plat Dedication
Bond Calculation Sheet
1026 W. Broadway Ave. • Spokane, WA 99260-0170 •(509) 456-3600 FAX: (509) 324-3478 TDD: (509) 324-3166
t:)E"'*.\/Er2 PLAJsJ UELEA~22 TQANt?,~
~
.
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CATIOhI Q~+ ~ ~+~I'~A 3~
LO
WEQ4QI..~Q I AVAL.c~J l..6-4 L7 I lulcl poiiiilis l7 liiveslioullun (ee
l] Issiie pemills . E1 Re•I11spectioil (ee
t:l Luiitlllioiis ~ l] Ollier •
~'~,lP
COMMENTS O~ . Pw%1g; ~vi ~ Wa~uk.~ c,' C~ S
y S lGv1U .
6 y F~ D a l e
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~S P O K A N E C O U N T Y DIVISION OF ENGINEERING AND ROADS • A DIVISION OF THE PUBLIC WORICS DEPARTMENT
William A. Johns, P.E., County Engineer Dennis M. Scott, P.E., Director
May 9, 1997
Todd Whipple, P.E.
Inland Pacific Engineering
707 W. 7th Suite 200
Spokane, Washington 99204
Subject: Dhaenens S4uare
Spolcane County Project No. P-1716a
Todd,
The road and drainage plans and calculations are approved. Enclosed is a set of sepias, stamped
"Approved For Construction." The original plan mylar will be kept on file at the County records.
In accordance with Section 2.02 of tbe Spokane County Road Standards, this approval is
valid until5-09-00. If facilities are not constructed by then, you may request an extension for an
additional two years; however, the plans may need to be revised to reflect standards current at the
time of the extension request.
If you have any questions, please contact me at 456-3600.
Sincerely, Spokane County Engineers
6
Dean Franz, P.E.
Plans Review & Drainage Engineer
encls: 24" x 36" sepias of approved plans
cc: William Smith
project file
1026 W. Broadway Ave. 0 Spokane, WA 99260-0170 •(509) 456-3600 FAX: (549) 324-3478 TDD: (509) 324-3166
89J7'
,
1404 SOUTH EVERGREEN "ROAD
1 10 ~ ~ • ~
E~f ISTING DRWEWAY <
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EXISTING BUILDING
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EASEMENT /aOUNDARY OF LEVEL
AVALON LANE FLAT BOTTOM AREA
_ SPOKANE COUNTY STANDAR
B-8 CURB INLET NPE "2"
SPOKANE COUNTY STANOAR SPOKANE COUNTY STANOARD STA. 14+95 LT.
8-1,8-15 TYPE "8" DRYWELL B-8 CURB IVLET TYPE "1" TC=2074.38
WITH TYPE "3" METAL FRAME STA. 22+21.07, 13.5' LT.
AND TYPE "3" METAL GRATE, TC=2074.18
STA. 22+00, 20' LT. L'SPOKANE COUNTY STANDARD
GRATE ELEV=2073.45 B-5,B-11, B-13 CONCRETE INLET
O E Sy . NPE " 1" WITH TYPE "2"
METAL FRAME AND GRATE,
STA. 14+90.10, 36' LT.
GRATE ELE/=2073.48
~ • '
'=9 L.F. OF 12" C.P.E., S=0.0100
0 q 25462 tIE(W)=2070.48, IE(E)=2070.39
V~ - ~ STE ' SPOKANE COUNTY STANDARD
S~4NAL-' 6-1,8-15, TYPE "A" DRYWELL
WITH TYPE "3" METAL FRAME
AND TYPE "4" SOUD COVER
i EXPIRES 9 2 . ' _ ° : "STA. 14+90.10, 27' LT.
SCALE: 1" =20' POND BOTTOM ELEV.=2 72.95 UD ELEV=2074.49
~ 6ERM ELEV.=2074.38 . J
~ INLAND
PACIFic LOT 10, B LO C K 1
ENQINEERINQ D HAEN EN S SQ UAR E P HAS E 11
707 West 7th • Suite 200 (509) 458-6840
Spokane, WA 99204 FAx: (509) 455-1 ` DATE: 04/16/97 J
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INLAND PACIFIC ENGINEERING COMPANY
707 W. 7th Avenue, Suite 200 Spokane, WA 99204 (509)458-6840 Fax: (509)458-6844
To:.,r u,~,'~-~~J~ Go . E~J~
DATE: ¢-30-97
I.P.E. PROJECT
ATTENTION : PROJECT NAME:
,
Description
M~ Xerox Prints M~ Copy of Letter M~
M~ Original Drawing M~ Contract Documents M~
M ~
M~ Work Authorization M ~ Report
No. Copies " Description
Purpose
MI Information M I Review & Comments M,--<Per Your Request
M~
MI Written Approval M~ Signature & Return
Remarks
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INLAND PACIFIC ENGINEERING, INC.
April 16, 1997
W.O. 943 83
Spokane County Engineers
Engineering Development Services •
1026 W. Broadway Ave.
Spokane, WA 99260-0170
Attn: Paul Lennemann, E.I.T.
Re: Dhaenens Square Phase II (P1716A)
Dear Paul:
Enclosed please find a revised lot plan for Lot 10, Block 1 of the above referenced plat per your
request.
If you have any further comments, please call the office. Thank you.
Sincerely,
INLAND PACIFIC ENGINEERING COMPANY
Susan Murphy, E.I.T.
Enc. cc: file
1
E I'V E D
APR 6 ' 1997 } SPOKANE COUWTY ENGiNEER
J.• 1Documenls1943831sub3
707 West 7th • Suite 200 2020 Lakewood Drive • Suite 205
Spokane, WA 99204 Coeur d'Alene, ID 83814
, 509-458-6840 • FAX: 509-458-6844 208-765-7784 • FAX: 208-769-7277
- -
~
INLAND PACIFIC ENGINEERING, INC.
April 15, 1997
W.O. 943 83
Spokane County Engineers
Engineering Development Services .
1026 W. Broadway Ave. '
Spokane, WA 99260-0170
Attn: Paul Lennemann, E.I.T.
Re: Dhaenens Square Phase II (P1716A)
Dear Dean:
Enclosed please find the following documents and plans for the above referenced project:
1.) Two bond copies of the revised Evergreen Road plan, reflecting adjustments made to
curb elevations.
2.) Two bond copies of the pond details for Evergreen Road, reflecting changes to curb
inlet, pond bottom and berm elevations of the two intermediate ponds L 1 and L2.
3.) A copy of the Edge of Pavement Design spreadsheet used to calculate curb grades for
the improvements to Evergreen Road.
4.) A copy of the language shown on the final plat regarding the driveway on Evergreen
Road, per John Peterson of County Planning.
If you have any further comments, please ca11 the office. Thank you.
Sincerely,
INLA D PACIFIC ENGINEERING MPANY
,
Susan Murphy, E.I.T.
Enc.
cc: file
E I V
. APR 15 1!
S,GoKAFaE CvuwTY k
J: 4Docunte 1f3`T9M'u'K
707 West 7th • Suite 200 2020 Lakewood Drive • Suite 205
Spokane, WA 99204 Coeur d'Alene, ID 83814
. 509-458-6840 • FAX: 509-458-6844 208-765-7784 • FAX: 208-769-7277
- ~ i
INLAND PACIFIC ENGINEERING, INC.
Apri18, 1997 .
W.O. 94383
Spokane County Engineers
Engineering Development Services
1026 W. Broadway Ave.
Spokane, WA 99260-0170
Attn: Dean Franz, P.E.
Re: Dhaenens Square Phase II (P1716A)
Dear Dean:
Enclosed please find the following documents and plans for the above referenced project:
1.) Two bond copies of the plan set, stamped, signed and dated by the Project Engineer,
Todd Whipple, P.E., and signed by the developer.
2.) A bound copy of the Drainage Report, including a Basin Map with topography, basin
boundaries and Tc routes, along with `208' lot plans, all stamped, signed and dated by
the Proj ect Engineer.
3.) A completed submittal checklist.
4.) A letter of approval from Fire District #1.
5.) Pavement design information, included geotechnical testing and results.
6.) Attachment "A", signed by the sponsor.
7.) Copies of approved Design Deviations (3). 4%
0 9 1997
If you have any further comments, please call the office. Thank you. C.U
~ry F~yG~NE fR ,
Sincerely, INLAND PACIFIC ENGINEERING COMPANY
Susan Murphy, E.I.T.
Enc.
cc: file
J.- 1 Documents 1943831 sub 1
707 West 7th • Suite 200 2020 Lakewood Drive • Suite 205
Spokane, WA 99204 Coeur d'Alene, ID 83814
. 509-458-6840 9 FAX: 509-458-6844 208-765-7784 • FAX: 208-769-7277
~ f
S P O K A N E
_ ~_C O U N T Y
DIVISIO\t OF ENGINEERING AND ROADS • A DIVISIOiV OF THE PUBLIC WORKS DEPARTMENT
William A. Johns, P.E., County Engineer Dennis M. Scott, P.E., Director
November 19, 1996
Susan Murphy
Inland Pacific Engineering, Inc.
707 West 7th, Suite 200
Spokane, WA 99204
Subject: Dhaenens Square, Phase II
Design Deviation for Sidewalk
Spokane County Project No. P-1716A
Dear Susan:
A Design Deviation application was submitted by your office, requesting the sidewalk be placed away from
the curb, for along Evergreen Rd. The Design Deviation is dated 22 Oct. 1996. The Design Deviation has
been approved, subject to the Conditions listed below. • Where the sidewalk meanders away from the curb and near the road right-of-way line, a sidewalk
easement shall be provided to Spokane County, which extends a minimum of 3 ft. behind the back/fa.ce
of sidewalk. The easement shali be granted to Spokane County in a document acceptable to the
County Engineer. • The sidewalk shall be a minimum of 6 ft. in %%ridth wherever it not adjacent to the concrete curb.
• A tiomwne~rtss'ociation sh~al~l~b ~or+medtap! chbmawsp,onsi.bl~ fo ainta' 'n_ ihe sid~walk alo g.the
16lat~front~a:ge~L ~ g age; shiaUlgbe~in~lud~d~i~th nal~,nlat~_r'documents -making provision ora~ s~
con ~ ~ion.
A copy of the approved Design Deviation is enclosed for your use. If you have any questions or comments
feel free to call us at 456-3600.
Sincerely,
Spokane County Engineers
Dean Franz, P.E.
Plans Review Coordinator/Engineer
cc: Project Sponsor
Bill Hemmings - Spokane County
Project file
ae.~
1026 W. Broadway Ave. • Spokane, WA 99260-0170 •(509) 456-3600 FAX: (509) 324-3478 TDD: (509) 324-3166
I ~ .
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INLAND PACIFIC ENGINEERING, INC.
~
March 31, 1997
IPE W . O . #943 83
Spokane County Public Works
Engineering Services
W. 1026 Broadway
Spokane, Washington 99260
Attn: Dean Franz, P.E.
. RE: Dhaenens Square Phase II - P1716A
Pavement Design
Dear Dean:
This letter is intended to provide you with the documentation for the pavement design for the
above referenced project. The interior private streets match the section designed for Dhaenens
Square Phase I, which is 2" ACP on 4" CSTC, in accordance with the 1981 County Road
Standards, under which this project was designed. Evergreen Road is classified as a Major
Arterial. Petroleum Science Inc. performed an "R-Value" test, and determined the "R-
Value"to be 70. The resulting pavement section is 4" ACP on 6" CSTC. All backup
information for this design has been included with this submittal.
Should you have any questions concerning this matter, please give me a call at our office.
Sincerely,
Inl~I~d Pacific Engineering Company ~ ~'wW
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Todd R. Whipple, P. E. ~
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cc: file EXPIRES 9124 ~
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707 West 7th • Suite 200 2020 Lakewood Drive • Suite 205
Spokane, WA 99204 Coeur d'Alene, ID 83814
• 509-458-6840 9 FAX: 509-458-6844 208-765-7784 • FAX: 208-769-7277
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I n I a n d MEMO ❑ PROJECT Dhete"er) ~.YOh Z-r- 1
P a C I f I C CALC. ❑ JOB N0. 9 SHEET / OF /
~ En ineerin 3-3~-~~
g 9 MEETING ❑ BY DATE
West 707 7th, Suite 200 Spokane, Washington 99204 OTHER ❑ CHK'D BY DATE
` 509 458-6840 Fax No. 509 458-6844 J ` _ l
. . .
Section 1.0-An Introduction to Pavement Structures
Stabilometer R Value
3 0 10 20 30 40 50 60 70 80 90
. . ~ ~ ~
~ ACP ± ACB ~ CP .
2'5 0. 5' + .45' -
0.3~' + 0. ' .35'
~ \ •O o' 0. 0
~ 2 X `O# 0.25'+0.3
s `
~ ~ 0.2.0'
o -40-- ~ ,
> 1.5 ~ ~~~I I I 015
co
C3
c
co , NJ ~a . - .
W - ~
~
0.5 . ' -
~
0
0 0.5 1 1.5 C 2 2.5 3
Modified Surface Depth (Feet) = v•4' = Example:
Given an R value of 25 and a traffic index of 6.0, cover thickness
requirements can be determined as foliows:
An equivalent gravel depth of 1.65' (round to 1.7) at point A. .
A modified surfacing depth of 1.05 feet at point B for a pavement of 0.35
foot ACP + 0.35 foot ACB. •
A modified surfacing depth of 1.41 foot (round to 1.45) at point C for .
pavement of 0.35 foot ACP.
. Figure 1.16. Sketch of WSDOT Flexible Pavement Design Chart - March 1991
February 1995 1-71
90 0 5 10 15 20 25 30 ~
~ 35 6" CTB o
° 4" AC ~
8O N
3" AC ro
30 ~ 211 AC ~
70 co
o
% 25
~
60 10 ~ c g~`
? 50 O 8 ~ ~ 20
cc rj'~O ~0 p A ~~~G Minimum Depih of Crushed Surfacing under
Bituminous Mat
E a~~
0 40 ~ 6~~ Pavement Type Depth
cts 6 N "High 2"
~ A- o B Low Intermediate 3~ 112"
30 ~
A
0 10 "When exceptions are allowed in arid areas
c and Cement Treated Base is not required,
20 this should apply.
3 Definitions of Pavement Types
~p0
5
0 •High AsphaNic Cortcrele 3' Min. 7meni Treated Base
~b d Intermediate AsphaUic Concrele <3'
10 Bit, Plenl Mbc 4' On fulequate Base ,
. 1~ Bil. Macadam 2' Min.
Bit. RaaO Mix 2' Min,
low Bit. Surlece Treatmenl 314' Min. I
Example for Use a1 Chad 0 ' Exceptlons are possible In er(d erses
4 Qiven: 1. Subgrade soils w+th'R' value o140. 2. Seclbn o1 roadway with TraHic lndex ot 8.0.
The'R' value end the Traliic Index wlll be fumished with the Soits Raport.
To 8nd the tolal sudacing deplh required, connect e Ilne Irom 40 on Ihe'R' Velue scale Ihrough 8.0 on the TraHic Index scale and Hnd ils interseclion wilh the Tolal Sudecing Depth scele, Poim A.
This is (ndiceled to be 15•1l2 lnches and is the totel deplh requlred il a lighl biluminous surlece trealment la to be used lor pavemenl.
H a heavier pavement, lor example 3lnches ot esphefNc concrete, is to be used, a reducUon U the total surlacing depth may be made. To determine Ihls reduced or modiHed deplh, Md the
71 inlersection ol the 15•112 Inch Iine wph the diagonel 3(ncti AC Iine end read t 4•1!2 (nches on the Mocrined Surlacing Qeptb scale, polM B. If in edditlon, 8 fnches of CTB is plenned, the 14-1P2 inch depih may
~ be (urlher reduced by moving horizontelly to the lafl Irom po(nl B to the intersection wilh the diagonal 8 Inch CTB line artd then down to 11 •112 inches on the Modilled Surfacing Depth scale, point C.
~ The reductlans In tolal suriac{ng depth are edditive, end each course. CTB or AC, contrlbutes lo the lotel reducllon. The reduclions may ba delermined In any arder.
~ The'Ihickened edge' aspha(lic concrete mat (2•112' at cenlerline and 4' al edge) will be cronsidered as e uniiorm 3' mat lor design purposes.
~
, , Figure 1.15. Sketch of WSDOT Flexible Pavement Design Chart - March 1957
498 HANDBOOK OF HIGHWAY ENGINEERING
TABLE 16-1. Traffic Categories Based upon Capacity TABLE 16-2. Subgrade Categories
Operatione
1. Based on Strength Test
Equivalenr 18,000-1b• Traffic Calrfornia Bearing
Designairon Single Axle Losds Caregory Subgrade Category Ratio (CBR) Subgrade Modulus K
i. City Streeis and Parking Lots Very good (VG) +10 +200
Freeways 30,700,000 11 Good (G) +6 to 10 +150 to 200
Local street, industrial 6,570,000 g Poor (P) 3 to 6 100 to 150
Major arterial 5,260,000 9 Local street, business 3,940,000 9 II. Based on Soil Classifiqtiona "
Truck parking lot, entrance 3,500,000 9 Shopping center, truck Subgrade
entrance 1,680,000 g Category Material Unified System AASHO Sysrem
Collector street 430,000 7 Truck parking lot, parking Very goad Gravels and GW, GP, GM, GC A-1, A-2-4, A-2-5.
sandy ~ SW, SP, SM, SC A-2-6, A-2-7, A-3
stalls 35,000 7 gravets
Local street, residential 9,500 5 Goad or Silts and ML, CL, OL, MH A-4, A-5, A-6,
Car parking lot, more ihan poor clays CH, OH A-7-5, A-7-6
50 stalls . 9,500 5 ,
Car parking lot, 50 stalls Silts and clays rated poor only under the following conditions:
or less . 950. 3 (a) When they occur in fow-lying areas where the natural drainage
Residential driveways 150 3 is very poor and will not be improved.
(b) Where the condition of water table and climate are such that
It. Rural Roadsb severe frost heave can be expected. ~
Traffrc Equivalent 18,000-Ib Trucks Per Day (c) Where high percentages of miq-like fragments or diatomaceous ~
Cacegory Sirrg/eAxle Loads In Design Lane Particles produce a highly etastic condition. This would ocxur ~
mainly in A-5 (ML and MH) saits. ~
11 above 30,000,000 +4,000 (d) Where it is desired to "bury" highly expansive soils, usually ~
9 +500,000 to 30,000,000 +100 to 4,000 A-7-6 (CH), deeper in the sectiQn to limit the effects ot seasonal
7 +10,000 to 500,000 +5 to 100 variations in moisture.
5 +1,000 to 10,000 1 to 5 8
3 less than 1,000 less than 1 Be~ upon Ref. 3 and 69.
eBesed upon Ref. 22. struction and/or maintenance. Most authorities do not
bBased upon Ref. 10. recommend the use of subbases for full-depth asphalt ~
pavements except as deep subgrade treatment against frost .
increments of pavement thickness between the groups. action. Selection of an adequate subbase or stabili2ation
The Portland Cement Association correlation of CBR and process is primarily based upon experience, and advice from
subgrade modulus can be used to establish K values. local authorities should be sought.
The CBR values are those expected to occur in the. road.
They can be estimated by tests made on samples compacted Thickness yin molds and soaked in water for four days prior to testing. In Table 16-3, thicknesses for the various traffic and sub- .
The soil classification can also be used to estimate the CBR. grade categories are listed for three types of pavements.
Soil classification guides for the three subgrade categories When Traffic Category 11 or Traffic Category 9 over "poor" ' f
are listed in Table 16-2. It will be noted that the distinction soil are encountered, advice should be 'obtained from a ~
between good and poor categories is primarily one of drain- qualified pavement designer. For very poor soil conditions, ~
age, frost, elasticity, or expansiveness. advice from soils engineers and/or pavement designers will
~
The soaked laboratory test provides an evaluation of the usually produce more economical solutions.
worst condition of subgade support that will exist. For , t
particularly troublesome conditions, "downgrading" the SUBGRADE AND BASE STABILIZATION* b• ~
classification of the subgrade (thereby requiring more ~
pavements), or use of subbases should be considered. 'I'he quality and thickness of pavement layers is influenced., ~
. to a great extent by the strength properties of the subgrade: " ~
Materials A discussion of the engineering analyses related to soils and
Designs are shown for only three types of pavement: full- rock as pavement subgrades is included in Section 15. ~
depth asphalt, conventional asphalt, and concrete. Of additional interest, are the procedures for increasing;
The asphalt surfacing and asphalt base are considered to subgrade strengths as a means of reducing overall pavement ~
be standard hot mixes normally used for these purposes. costs.
'
The base course for the conventional asphalt pavement Subgrade is considered to be a dense-graded crushed aggregate. •
The concrete pavement is nonreinforced, except for wire Compuction f mesh in the thinner slabs, and is assumed to have a design Subgrade compaction properly conducted, can become. a .
flexural strength of 650 psi (4500 kN/m2 very important engineering tool because its use can offer :
Subbases or stabilization can in some cases reduce the cost of conventional asphalt and concrete pavement con- *Principal contributor-Chester McDowell.
7
. ~
0
INLAND PACIFIC ENGINEERING, INC.
March 7, 1997
Spokane County Engineers
Engineering Development Services
1026 West Broadway Avenue
Spokane, Washington 99260-0170
Attn: Ed Parry, P.E.
Re: Results of Soil Classification and `R' Value Testing
Dhaenens Square - Evergreen Road - IPE Project No. 94343
Enclosed please find the results of soils classification and `R' value testing performed on a soil
sample obtained from the above referenced residential development.
The soil sample was obtained from Evergreen Road, Sta. 11+52, at 18 feet left of approximate
centerline, at 0.5' to 1.5' below existing adjacent grades, by a member of our staff. The sample
was split into two representative portions, and pertinent testing for `R' value and soil
classification was performed. See the attached letter from Petroleum Sciences Inc. for results of
`R' value testing. We certify herein that the sample tested was obtained from the location stated
above, and that based on the data enclosed, the USCS soil classification of SM and an `R' value
of 70 are correct for the sample tested.
Please do not hesitate to call if you have any questions regarding, this letter or other aspects of the
project.
Sincerely,
INLAND PACIFIC INC.
[ ASy\~~ ,
Je Peters P.E.
,
Geo echnical Engin p k 31559
' ~
4,s ~%~s~~~°
enc. 4 S~~NAL
EXPIRES ) 11271477 ~
1:1DOCUNIEidTS\94343\SOILSLEI'. W PD
707 West 7th • Suite 200 2020 Lakewood Drive • Suite 205
Spokane, WA 99204 CQeur d'Alene, ID 83814
. 509-458-6840 • FAX: 509-458-6844 208-765-7784 • FAX: 208-769-7277
PROPOSED
6' SIDEWALK
L►1 I
I zpl
EXIST. R.O.W. I Q~ I
I
L --1-4 -14-- ,
~ , L 1 g 10 2 13 14 5 16
ExisnNC E1IERGREEN ROAD SAWCUT LINE
EDGE OF .
ASPHALT $-1
STA. 11 +52, 18' LT. 23+12.15(AVALON IANE)
CENTERLINE 0.5' - 1,5' BELOW 14+00(EVERGREEN ROAD)
~ EXISTING GRADES :
~
LEGEND
= AREA TO BE PAVED
x,,V;~
S-1 =APPROxIMATE "R"-VALUE SOIL SAMPLE LOCATION.
SCALE: 1„ =100'
\ . ~
I NLAND
DHAENENS SQUARE PHASE II PACiFic
SOIL SAMPLING LOCATION ENQINEERINQ
l . _'^~---------DATE: 12/19/96 ~ 707 West 7th •'Suite 200 (509) 458-6840
Spokane, WA 99204 FAX: (549) 458-6844
\ .
~ GktA N S ZE D STR BUTioN
.
SIZE OF OPENING IN INCHES I U.S. STANOARD SIEVE SIZE I HYDROMETER
1.5 3/4" 3/g' 4 81i i 0 16 20i ~ i i i 30 40 5060 B0100 2y0
-100
100
90-----___._ -90
80-----__,.~ - -80
~ 70-.._____._ -70
W •
3-1
y.. so_.._____~ so
OD
• -
w so-----__~.~ -50
Z
li.
F 40-.._____._ ...y__,_ ao
-
Z
lil
U 30---------- - 30
cy-
W
.
~ 20---------- .~L~ -20
ta--~--~__.,_.. - 1o
o -o
1000 100 10 1.0 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS -
C08BLES GRAVEL COARSd MEDIUM I FINE FINES (SILT, CLAY)
SAND
~
EXPLORATION SAMPLE DEPTH % MOISTURE % PASSING 200
STATION 11 +52, 181T No. 18 0.5' -1.5' 3.5 14
PROJECT NO.: 94343 PROJECT NAME: DHAENENS SQUARE - EVERGREEN RD.
oArE: 7 MARCH 97
~ INLAND
PACiFic
~ ENQtNEERINQ
. PM .."q :1
- k/ ~ 4393 i
Petwiem Sdmces, In~ CC: List Initial~ w `
Asphalt Technology • Asphalt Emulsions • Polymer Asphalt • Rheology 4817 N. Freya St., #3 • P.O. Box 6304 • Spokane, WA 99207 ~
(509) 489-1758 • Fax (509) 489-2401 ~
.19g1
I , Pac i f i c Eng i neer i ng Co.
Ack. 7th, Su i te 200 ' Spokane, WA 99204
January 14, 1997
Project #3181-B
Attn: Jerry Peterson/Susan Murphy
Re: R-value for Dhaeken's Square, Phase II.
Sample location- Evergreen Rd., STA 11+52 18'LT, 0.5-1.5' below
ex i st i ng grade. The samp 1 e was prepared and tested i n accordance
with WSDOT 611. There was no swell pressure, the value *is based on
400 psi exudation pressure.
Sample ID R-value
Dhaeken's Square,
Phase il - 70 -
Respectf u 1 1 y subm i tted ,
Kent Henderson, VP Technical Services
r ' 'f
04114197
03:57 PM TYPlCAL SECTION DATA
CALCULATED BY: SKM
Roadway half width ENTER--> 24
Projecf: DHAENENS SQUARE PHASE 2 Road Name ENTER--> EVERGREEN ROAD
Job No.: 94383 teft or Right rENTER--> LEFT
Disc.No.: Edge Type EDGE OF ASPHALT
File Name: PAVDSGN.WB2 Station lnlerval ENTER--> 50
D1ST. DISTFROM E.P. ELEV. E.P. ELEV. Edge Pave.
EDGE(EXS7) C/L TO % SLOPE EDGE CENTERUNE (4.5% from (-2% from fo Gutter
GL % SLOPE PAVEMENT SAWCUT C/L TO PAVEMENT TO CURB sawcut fo sawcut to SELECT Design Edge of Pv. TOP OF
STATfON ELEVATION C/L ELEVATION (IN fEE7) SAWCUT % SLOPE (!N FEE7) edge of pv) edge ofpvJ ED ELEV % GRADE % Grade CURB EL.
- - -
1100 78.69 78.44 8.00 -3.13 22.50 77.79 78.15 77.97 -3,24 78.36
1150 78.22 -0.94 77.95 8.00 -3.37 -0.98 22.50 77,30 77.66 77.57 -2.62 -0,80 77.96
1200 78.04 -0.36 77.82 8.00 -2.75 -0.26 22.50 77.17 77.53 77,11 -4.48 -0.80 77.56
1250 77,71 -0.66 77.50 8.00 -2.62 -0.64 22.50 76.85 77.21 76.85 -4.48 -0.64 77.24
1300 77.04 -1.34 76.79 8.00 -3.13 -1.42 22.50 76.14 • 76.50 76.20 -4.07 -1.30 76.59
1350 76.31 -1.46 15.99 8.00 -4.00 -1.60 22.50 75.34 75.70 75.62 -2.55 -1,16 76.01
22.50
1450 75,53 75.18 8.00 -4.39 22.50 74.53 74.89 74.57 -4.21 74.96
1500 74.85 -1.36 74.54 8.00 -3.87 -1.28 22.50 73.89 74.25 73.93 -4,21 -128 74.32
4
1 a n , y`
SPOKANE COLNTY INTERIM ROAD & DRAINAGE SUBMI'TTAL CHECKLIST
>
PROJECT # Fe' E-7 DATE:
PROJECT NAN1E: .._AtA AG~IJ tF4JS Sau.,AX2.E -MASe ;a: PROJECT SPONSOR: -E3tL'L S MCTW 'I`EI ~
PROJECT ENGINEER: -r?D'C> D -R' W ~ ~ ~PLAR TEI B d(SO"t°840 ,
(Road & Drainage Plans)
PROJECT SURVEYOR: -PAr L-. S. 'I'ET B
(Plac)
PLEASE PROVIDE A RESPONSE TO EACH OF TSE FOLLOWING TTEMS.
GENERAL TTEMS
Yaur,oON/A❑ 1. A signed "AGREEMENT TO PAY FEES" form has been submitted to Spokane Counry along with any
applicable plat fees, prior to any pre-design/presubmittal meeting
YC513rvoON/A❑ 2. I have a copy of, and have reviewed the most recent conditions of approval and any EIS/MDNS requirements
and conditions of approval have been incorporated in this plan submittal.
. PROJECT DESIGN
YaUrroON/A❑ 1. I have completed a minimum of one pre-design meeting with Sgokane County Development Engineering Services Eagineers where• agreement was reached on drainage design approach. .
veSE rNoON/A❑ 2. I liave included the results of any geotechnical testing that is required by the design approach to verify design
parameters.
YeSECOr„A❑ 3. I have included any required pavement design calculations on new Public roadways as required by the
"SPOKANE COUNTY STANDARDS FOR ROAD AND SEWER CONSTRUCTION", latest edition.
YeSUNoON/A❑ 4. The road and drainage plans comply with the°STANDA►RD ROAD PLAN" requirements for plan, profile, and
rypical cross section elements contained in"SPOBANE COUNTY STANDARDS FOR ROAD AND SEWER
CONSTRUCTION" latest edition except as allowed through approved design deviations.
,resZoON/A❑ 5. The drainage report incorporates the minunum requirements for a storm drainage analysis as noted in the GSM
and other items which are appropriate to demonstrate that the design meets all requirements of the Spokane
Counry Guidelines for Stormwater Management except as allowed through approved design deviations.
YeSZOON,A❑ 6. A complete drainage basin map with time of concentration paths shown has been included with the detailed
hydrology calculations. Drainage basin map shows topograph, proposed drainage features, and correlates wich
hydrology calculations.
YtsiJrvo0N/A❑ 7. All applicable trafftc signing requirements are met and have been incorporated'ia the plan submitial.
YeSuHo0NrA❑ 8. I have included copies of all approved DESIGN DEVIATIONS which are required for this project.
YeSONoON/A❑ 9. The plans and drainage report are stamped, signed, and dated, and contains, the applicable cercification
statement.
Yes[] r,o~~~AD"'~'10. I have included an adequate erosion control plan and applicable standard plan notes.
YesL1,~,Or,/A❑ 11. I have secured approvals from all applicable outside agencies such as fire districts where applicable and have
included proof of their approvals..
Y~BNoON/A❑ 12. I have provided an acceptable means for perpetual maintenance of street and drainage facilities that is acceptable
to Spokane Counry and have secured and included copies of any required easements.
vesEr,oON/A❑ 13. I have reviewed the plans, calculations and other submittal data for completeness, accuracy and consistency and
have submitted two copies of plans aad (1) bound drainage report.
At~i4(..'Ake fJrf' a IUewt.)itwr
I/ckplatv 1.0/May95 1
~ _ • n ~ ~ q„~; ~.e. ,
.I.~~~:~erstand that the requirements no~ A t~ove are the minimum requirements necessa,, j perform a cursory review of the project
- .
plans,,and that add.itional information should be included with this submittal as necessary. '
r • .
.1 understa.nd that this submittal will be checked for completeness prior to review, and that it will be returned for further information
if it is found to be incomplete.
I understand that this submittal will not be accepted for review (and placed on the review list) until all required information has
been submitted.
Form completed by the responsible Engineer: -WpD -]R'W 44(PPL"E T E.
~
Company: ( OJ L-AV) ?ACtP~ Sl.(it (00=06i
Address: W.'10~1 `1+k /4'()E aq&W 24-90 -.--)Po KA1,,E, t,,CfA e19 ZC*
Zip code
Date: 4-$"q~
FOR SPOK:ANE COUNTY USE ONLY
SUBMITTAL: Accepted for review.
Returned for submittal of the following:
GENERAL ITEM # : PROJECT DESIGN # : RESUBMITTAL ITEM - ~ .
Form returned to: Company: Address: Date: By:
Spokane County Public Works Development Services
Uckplatv 1.0/May95 2
Spokane County Staff Review Checklist
for
Pre-Submittal Meeting
Project Name: D h arti Eo s S~ )q.ee Project Number: P r 7/b 4
Project Sponsor: f3:
Sponsor's Engineer:
Design
Firm: 171V IAN~ p,4.c_ ~f: eer.'N y Engineer:
Meeting Date: l o- f6 Meeting Time: 2: oo p
County StaffPresent at Meeting:
Other Meeting Attendees:
S-~ sNJ
name/representing namelrepresenting
name/representing namelrepresenting
The Following Items need to be Discussed w/ the Design Engineer
General Items
1. List certain special requirements listed in the Conditions of Approval, EIS, or NIDNS.
S:c~►~ waAk wi c~~rqre@,0
description reference
1)evrA7%0tiJ
description reference
Pr;V4rc Rnc~.~ .~~•>?Bise~T;oP Pa); ~ ,~Q~/DVCd
description reference
<<
A I I.~ ~ „ to 64 4 2 q
description reference
~
y, l/j Gl i S iow ce 4
~ description reference
0 Q 5(,0(1 h.P
2. Inc ude Standard Plan notes in the Road and Drainage Plans.
Road Pfans
1. Road Classifications and Design Criteria.
- _ ,
~
#1 ~ #2 ~ #3 #4
:
T 1
Street Name ~V e/'1 1'e- C'_1J T,-JT et i'p E
Classification M aP o,r A~7'~`~ ; Pr%d a T e
Roadway Width, W '::2
~
Minimum right-of-way width
see note (1) s ~
Min. Horiz. Curve w/ su er > p / .5"o 4 .
~
Min. Horiz. Curve w/o super /50
General Land Slope/Terrain
~
Desi S eed, m h
~ P P ~ ::20
Curb Type & Clear Zone
(see Sec. 3.15)
Sidewalk required? (yes/no) ~ e S
Note (1) Additional right-of-way may be given by the Sponsor.
W
Discussion:
bQ 's%qri ba,).'A-rt-OtN) -P,3~r ~p4~',~1 -reJ 5,je c,JA4 ~ mtiJ
~<<C~ -r- E B I ' 'fl "rvc°(-,r~ e
- ,
2. According to the Design Engineer, what is the maximum number of units which will have
access from a single roadway? -t I . What is the max. allowed per Sec.I.03?
3. iMinimum intersection spacing is 300' for along a Principal or Minor Arterial (per Sec. 3.04),
and 150' for a Collector or Local Access street. What spacing is provided for this project?
4. Are any off-site siope easements needed, or off-site right-of-way acquisition needed? If so,
describe. - eJ
~OtJt Pke a
5. What type of turn-arounds are needed? (i.e. cul-de-sac, hammerhead, etc.)
Street Name Turn-around Type Location
~ AJ
~
6. Road Surfacing Requirements (Sec. 3.16) q #.-atf
a) What method in deternuning road surfacing requirments does the Design Engineer propose to ,
use (i.e. AASHTO Design Method, R-value, County thickness table, or other)?
b) Provide the Design Engr. a copy of the Soil Sample Procedures, Design Report Format &
Alternate Pavement Design Table.
7. Does the Engineer plan on applying for any Design Deviations? If so, bri fly describe below.
tj~'.
~ ?'A,-Je A / i ~ l
~L1 e~p~ I ~l • t~ S ' ~ I ~ ^ ~C'
Starm Drainage ,
5a%f9
1. Basin Map
a) Did the Design Engineer bring to the meeting a basin map? If so, does the basin
map show topography and sufficient information to be useful?
b) Does the basin map depict any contributing off-site runoff flowing onto the property?
Does it appear to be correct? . If not, explain. Q-P
c) Is a site visit needed to verify the basin limits? ~26 Schedule for: ~ r S .
~
2. Is the site located within the Aquifer Sensitive Area (ASA)? ,le.-5 . What type of water
quality treatment is proposed by the Design Engineer? .0 g'
3. What subsurface investigations, if any, are needed with this project to make sure the
proposed disposal process will function as planned.
4. Are there downstream conditions which will affect the design of drainage facilities. If so
describe possible mitigative measures.
Iv~
5. Is maintenance access provided to each `208' swale or drainage pond? If there is something
unusual, what requirements were given to the Design Engr.?
6. What does the Developer/Engr. propose for providing for perpetual maintenance of the
drainage facilities? Please briefly describe proposed mechanism, and what is needed to
accomplish this.
POA-
7a. What Design Storm(s) should be used in the course of analysis (i.e. 10-yr, 50-yr, etc.).
of~ S - T ~
~ ~ .
7b. Is a Detention or Retention system proposed? Please describe.
~ e._._I es~1 i . 5 c-J 0 a ,
8. Are Erosion Control Measures required with this project. If so, briefly describe applicable
requirements. ?
fi~ b J 1~ a~e 5 ,
Any easements needed outside of the plat boundary, for drainage or other, are to be acquired prior
to road and drainage plan submittal. The Sponsor or Sponsor's Engineer shall provide separately
a legal description and Title Commitment (or similar proof of ownership) of the uffected parcel(s)
for the proposed easement. Note: Provide a copy of this completed document to the Design Engineer at the end ojthe pre-
design meeh'ng.
filename:PreDesign meeting
f (
89.77'
• • 7 _ 1404 SOUTH EVERGREEN "ROAD
1 10
s _
t
_---r------ 1 ~
E~ISTING Of~IkI~WAY~
'
; - i~- ~-~--i-------- ~ Z
W
LLJ
. 00 00 F-
16' ~ N Y
W I
i >
Q ¢ 5
EXISTING BUILDING cs i ~ ~ _ . ~
~
POND
i . V UE . ~ d' I
~
~
. ` a -
_l. ~,55' .._.._,~J ~ .91 ~
gp,^
~ .1
10' UTI LITY `
EASEMENT ~BOUNOARY OF LEVEL ~
AVALON LANE :FLAT BOTfOM AREA
~ SPOKANE COUNTY STANDARD-~
SPOKANE COUNTY STANDAR SPOKANE COUNTY STANDARD B-$ CURB INLET TYPE "2"
6-1,13-15 TYPE "B" DRYWELL B-8 CURB INLET TYPE "1" STA. 14+95 LT.
WITH TYPE "3" METAL FRAME STA. 22+21.67, 13.5' LT. TC=2074.38
AND TYPE "3" METAL GRATE, TC=2074.18 '
STA. 22+00, 20' LT. -SPOKANE COUNTY STANDARD
GRATE ELEV=2073.45 B-5,13-1 1, 6-13 CONCRETE INLET
O E S~ NPE " 1" WITH TYPE "2"
~ METAL FRAME AND GRATE,
p'~ ~ STA. 14+90.10, 36 LT.
GRATE ELEV=2073.48
r ~ „
~O 25462 ~ E(W)= 070148, CIE(E) ~ 2070 39 0
~FS+ f~/StSPOKANE COUNTY STANDARD
NAI B-1,13-15, TYPE "A" DRYWELL
owimurw WITH TYPE "3" METAL FRAME
EXPIRES 9 2 ~ AND TYPE "4" SOLID COVER
STA. 14+90.10, 27' LT.
SCALE: 1" =20' POND BOTTOM ELEV.=2 72.95 LID ELEV=2074.49
~ BERM ELEV.=2074.38 J
~ INLAND
PACiFic LOT 10, BLOCK 1
ENQINEERINQ DHAENENS SQUARE PHASE II
707 west 7tn • sune 200 (sos) 45e-6a4o
Spokane. WA 99204 FAX: (509) 458-6844 ~ DATE: 04/16/97 ~
/ *J ` 1
89.77' r,
. 1404 SOUTH EVERGREEN "'ROAD
1 io ;
f r--- 1
C7~ r _ " - ~ ~ i
/ • ~ ! 1
00
I
a~
~
EXISTING BUILDING
~
POND "J" ~
~
,
~
. - - - . ~
~
r5' ------k; 65"-- ;n------~
~ ,
N7.9 1
I'" v. ._i.~. i55' ~
90' '
~
10' UTILIIY ~ EASEMENT BOUNDARY OF LEVEL
AVALON I.ANE FLAT BOTfOM AREA
- ~
SPOKANE COUNTY STANDARD-` ' SPOKANE COUNTY STANDARD
8-1,8-15 TYPE "6" DRYWELL B-8 CURB INLET TYPE " 1'~
WITH TYPE "3" METAL FRAME STA. 22+21.67, 13.5' LT.
AND TYPE "3" METAL GRATE, TC=2074.18
STA. 22+00, 20' LT. ~
GRATE ELEV=2073.45
W
.
O~ A
1 0~ .
~
,
SCALE: 1" =20'
ss~ONAI
POND BOTTOM ELEV.=2072.95
EXPIRES 9 24 ~ BERM ELEV.=2074.38
_ 'm' ~
I NLAND PACiFic LOT 10, B LO C K 1
ENQINEERiNQ D HAE N E N S S Q UAR E P HAS E 11
707 w.ot 7tn • sun. zoo (509) 45e-6e4o
Spokane, wA 99204 FAX: (509) 458-6844 ` DATE: 02/27/97 J
• t ~ ~
e SCALE: 1" =20'
DAVIS LAN E '
SPOKANE COUNTY STANDARD
B-8 CURB INLET TYPE "1" ~
STA.21 +54.21 RT. 10' UTILITY
TC=2074.75 EASEMENT h
50.00-
10' S'
NI ~
~ . ' . ~ ~
15- PON D
BOUNOARY OF LEVEL
FLAT BOTTOM AREA
PROPOSED DRAINAGE
EASEMENT
&D 5 3 P,
~ 00
a;
. ;.-y
w H .
OQ wA Sy A
O ~ •
. _ ,
50.00'
2s
•`~FS F~ ~ t C,~~ . .
s~4NAl
EXPIRES 92 4 ~ POND BOTTOM ELEV.=2073.52
` BERM ELEV.=2074.95
!
~ I NLAND
PACiFic LOT 3, BLOCK 5
ENQINEERINQ DHAENENS SQUARE PHASE II
707 wa.t 7th • s„it. zoo (5W) 458-6e0
Spolcane, MU 99204 F/~(; (509) 458-6844 ~ DATE: 02/ 13/97 J
/ . \
DAVIS LAN E
SPOKANE COUNTY STANDARD B-1,
' : 8-15 TYPE "8" DRYWELL WITH
--10' UTILITY - TYPE "3" METAL FRAME AND
EASEMENT : TYPE "3" METAL GRATE
STA. 21 +40, 19.5' RT.
GRATE ELEV. = 2074.02
50.00' . ~ I ~ . -------~N~~ ~ ~ 15* .
POND F'
L 15,
~ BOUNDARY OF LEVEL
FLAT BOTTOM AREA
PROPOSED DRAINAGE
~ EASEMENT
4 .
g 4y'~ ~ ~
,
~ 207,~;': '
50.00'
,
Wy ,
O A
oo~ t ~-$-,O,, ~
"0 t~ SCALE. 1n =2~~
~
~
S~QNA1.
' POND BOTTOM ELEV.=2073.52
EXPIRfS 9~24 BERM ELEV.=2074.95
/ow _
I NLAND
7Wast7th PACiFic LOT 4, B LO C K 5
ENGINEERINGDHAENENS SQUARE PHASE II'
7e zoo (sos) ~-ea4o
SFAx: (509) 458-6iw ` DATE: 02~ 13/97 J
AVALON LANE ~
10 UTILITY!
EASEMENT ~ .
50.00'
- - ~ - - - - - - - - - - -
i
- ° - SCALE: 1" =20'
2 1 1 - .
~ °
~ - °
PROPOSED DRAINAGE
EASEMENT
P
ONDBOUNDARY OF LEVEL 4-2F FLAT BOTTO M AR EA ~ r 10,
-
o-T
~ N
1• • ~ I
,to.oo, DITCH
ALLEY fi o' UTILITY
SPOKANE COUNTY STANDARD 8-1,~ ~ EASEMENT
B-15 TYPE "B" DRYWELL WITH - -
• TYPE "3" METAL FRAME
, TYPE "3" METAL GRATE
STA. 17+01, 18' LT
GRATE ELEV=2074.17
W
? .
2 62
s'oNAl .
EXPIRES 9 24 I POND BOTTOM ELEV.=2073.67
` BERM ELEV.=2074.57 J
Y r
I NLAND ~ `
PACiFic LOT 1 1-, 6 LO C K 2
ENQINEERINQ D HAEN EN S S Q UAR E P HAS E 11
707 w..t ~a, • s~,ft. zoo ~e-ee4o
Spokane, wI► 99204 FN(: (509) 458-6g44 ` DATE: 02/ 13/97 J
i
i 4*'
I / \
t r-zz-.71
SCALE: 1" =20'
15' SIDEWALK &
UTILIN EASEMENT
~ \60.00' SPOKANE COUNTY STANDARD-
8-9 CURB INLET TYPE "2"
STA. 22+21.67, 13.5' RT.
,
T.C.=2074.18 ~
W - ~
Z 22'
~n (
J rg' ~ ~
Z
I ~
Q / 4 . 5,
I ' I II--t
1-
>
Q s `Ig- ~I °i .
SPOKANE COUNTY STANDARD B-5, ~
8-1 1,6-13 CONCRETE INLET TYPE " 1"
I'••
WITH NPE "2~~ METAL FRAME °
TYPE "2" METAL GRATE I ~ f,•'.•
STA 22+ 14.97, 28.03' RT. CY)
GRATE ELEV. = 2073.45
801 SPOKANE COUNTY STAND , 22'
B-15 TYPE " B" ORYWELL WITH I- `
T ~ P 0 N D" K"
TMirPE »4» so o co R
STA. 22+10, 18' RT.,
LID ELEV. = 2074.24
12 L.F. OF 1 Z" C.P.E.
S=.0100
IE N =2071.23
~
IE~S =2071.35 '
;
40.00' ~
R• W
Q A i0 `t•', ~ 10 UTILITY '
w EASEMENT
< ~ DAVI S lAN E
~
ONAI
, POND BOTTOM ELEV.=2072.95
`D(PIRES 9 2 BERM ELEV.=2074.38 ~
~
~ i NLAND
PACiFIc LOT 1 B LO C K 5
~ .
ENGINEERINCi DHAENENS SQUARE PHASE II ~
707 west 7a, • suite zoo (sos) 458-e840
Spokane, wA 99204 FiUC: (509) 458-1 ` DATE: 02/ 13/97 J
t
/ - - N
SPOKANE COUNTY STANDARD
B-9 CURB INLET TYPE "2" -
STA. MAMER LANE T.C =2075 83 1 RT.
15' SIDEWALK & O>-'
UTILIN EASEMENT `•ti. LLi
V)
>IZ
~ f E
31- 10 L.F. OF 12" C.P.E.
- ~ .~4.37- s=.o1oo
IE_2072.10
~IE~E)W)-2072.01
P 0 N DB"
8 0 U N D A R Y O F L E/ E L I~•• ~;T - S P O K A N E C O U N T Y S T A N D A R D
FLAT BOTTOM AREA IN I~I ~'~B-1, 8-15TYPE "B" DRYWELL
s~ --IVIT.KTYPE »3 METAL FRAME
c6
PROPOSED DRAINAGE I~ TYPE "4" SOLID COVER -
EASEMENT . I LID, STA. 20+40, 17.7' LT.
LID ELEV=2076.33
N -3 SPOKANE COUNTY STANDARD B-5,
'~oj ~ l ~ 8-11, 8-13 CONCRETE INLET TYPE
I .
g' "1" WITH TYPE "2" METAL FRAME
~ TYPE " 2" M ETAL GRATE
4 5 ~ - STA 20+40, 27.7' LT.
I - GRATE ELEV. = 2075.10
-~I 15' SIDEWALK &
UTILITY EASEMENT
L
.
~
60.00,
.
R• W y I
o w ~,o
00 -
o .
-0 ~
Fss~ ~ ~~C,
ONAI ~
POND BOTTOM ELEV.=2074.6 SCALE: 1" =20' EXPIRES 9/24 BERM ELEV.=2075.5 ~
~
~ INLAND tmii i = PACiFic LOT 5, B LOC K 4
ENGINEERING D HAE N E N S S Q UAR E P HAS E 11
707 Waat 7th • Suite 200 (509) 458-6840
Spokane, wA 99204 FAx: (509) 458-1 ` DATE: 02/ 13/97 ~
x
10 UTILITY- ALLEY SPOKANE COUNTY STANDARD B-1,
EASEMENT B-15 TYPE "B" DRYWELL WITH
TYPE "3" METAL FRAME
a - . ~ TYPE "3" METAL GRATE
~ DITCH ~M lot" i5p STA. 17+ 15.00, 15' RT.
I~ GRATE ELEV.=2074.17
- 20'BOUNDARY OF LEVEL
~ - - -
FLAT BOTTOM AREA
PO N D ro PROPOSED DRAINAGE
EASEMENT
3 6 .
s °
N ~
~ , C1
- Y...
53.50'
~
1.0 _ UTILIIY-
0
~
A ~
o H~
0
t
~ -0 ~
ol, 25482
ss~oNAl.
EXPIRES 9 24 POND BOTTOM ELEV.=2073.67 SCALE: 1"=20'
~ BERM ELEV.=2074.77 ~
~ I NLAND
PACiFic LOT 6, B LO C K~
ENC~INEERINC DHAEN ENS SQARE PHASE i I
707 w.n 7th • s~,ne 200 (sos) ~se-ea4o
Spokane, wl► 99204 FAx: (5og) 458-6844 ` - DATE: 02/13/97 00/
~
~
S P O K A N E C O U N T Y
. , ,
DMSION OF ENGINEERWG AND ROADS A DMSION OF THE PUBLIC WORKS DEPARTMENT
December 5, 2001
Farwest Agencies
1423 W. Garland
Spokane, WA 99205
RE: Bond # FA3494 for Residential Construction of Dhaenens Square Phase 2. (P1716)
Dear Sir or Madam:
Please be advised the above referenced project is required to be completely constructed, a
final inspection scheduled with the County Inspector and certified, by the Developer's
Engineer, stating the project is constructed per Spokane County Standards before
Spokane County will accept the project. After these steps are completed the bond can
then be released.
The full status of this project would be known by the Developer's Engineer, which has
inspected the construction. Two items that we are aware of is the sidewallc completion on
Evergreen and completion of drainage ponds.
Should you have any questions, piease call me at (509) 477-3600.
Sincerely,
Jvhn Hohman, PE
Development Services Engineer/Manager
1026 W. Broadway Ave. • Spokane, WA 99260-0170 9 (509) 477-3600 FAX: (509) 477-7655 (2nd Floor) 477-7478 (3rd Floor) 9 TDD: (509) 477-7133
h
Eff Home Uffice: Fastern Washington:
Cor~tract Surety Narrh 9(~1 lv~anrae
1213 Valley Stzeet Suite 340
P.O. Bpx 9271 Spokane, WA 99201
ekic
~~~~~~E Searr.le, V►FA 98~109-02r 1 (509) 326-2244
(245) 628-7200 {800} 368-CBIC Natianal
(800) 765-C]3IC Nataonal (509) 325-4462 FA?C
(205) 682-1558 FAX (800) 469-4462 FAX Toll Free
(800) 950-1558 FAX Toll Free
SubdYviSion & Mai~~~nance 8ond
Instructions/Exonerat-i~~ and Release Form
EMEMMI:
SubdXVisxon, plat and maintenance bonds are non-cancelable bands. Thus, you will need to abtain ca written
release fronz the obligee Iisted on the bortd rorm (i.e., city or County) to be relieved a fyour crbligations under the
bond. Set forth below is a release form that xs acceptabIe tv CBIC. Please note that you wilT be required -to pay the
appropriate premium euch year the bond rerraains in effect, in accar'dance with CBIC's fiIed rates.
~
WHERE,`LJ, YY . R. S. AND ASSOCI~TESf 11V l. ? as Principalr aIld
CONTRAGTDR5 BI]NDING AND INSC7RANCE COMPAN_Y, as Surety, executed Bond Na. FA34 94 on
JANi7ARY 28. 1998 in the sum of TH IRTY TWO THOU,SAND TWO HUNDREL
dollars 32 , 2 0 0 )ta SPQKANE CO[]IVTY ,
as ob1igeef for the DHAEI~EN~ SQUARE PHASE 2 PE1 ?16-93 ; and
WHEREAS, the obligee has deterrnined th,at all, terms of said have now been
campried with to the satisfaetion Qf the obligee;
NOVI1, THEREFC.3RE, Band No. -Fa 3 419 4 is hereby exonerated, and CONTRACTORS BONDI]!TG AND INSURANCE
COMPANY is released of all abligations and 1iability thereunder.
DATED this day af , .
OBLIGEE
FY:
TITLE:
Und LUER.I}3 -76gi}$ I29 9
.
~TED MORAN INS dba FAR WEST INS A GENCIES
1423 W. GARLAND ~
SPOK:ANE WA 99205 Phone 509-326-7060 Fax 509-326-7066 0 V'~
`^nf
Cu~ 4P~'~^ ,~~O~r
November 21, 2001
Insured: W.R.S. & ASSOCIATES,INC.
Company: Maryland Casualty
Policy RGP26795030
Policy Period: JUL 17 01 To: JUL 17 02
SPOKANE COUNTY ENGINEER
PUBLIC WORKS BUILDING
1026 W BROADWAY AVE '
SPOKANE WA 99260
Re: BONDS #WA6771 & FA3494
Due to the death of our insured, William R. Smith DBA: W.R.S & Associates, our agency is
facilitating the cancellation of the above mentioned bonds. However, the bonding company is
requiring the enclosed exonoration and release forms be completed stating the project has been
satisfied. Please complete the forms and return to our office.
If there are any problems please contact our office.
Thank you for your time.
Sincerely,
c
Melynda Hodgson, CSR
Ext 103
mrh
} SUBDIVZSI4N ROADWAY IMFRQVEMNT BOND,
KNOW ALL MEN BY THESE PRESENTS, that W• R. S. &Associates Inc
(developer), as "Prfncipal," and Contractors Bondinq and Insurance Company
(bonding company), a corporation organized and existing under the laws of the
State of Washinat. op , and authorized to transacr a surety
business in the State of Washington, as "Surety," are held and firmly bound
unto Spokane County, a political subdivision of the State of Washington, as
"Obl.igee," in the penal sum of
Thirty Two Thousand Two Hundred nQllars t$ 32,200.00 lawful money of the United States of America, for the payment of which the
Principai and Surety bind themse3ves, their heirs, executors, administrators,
successors and assigns, joiatly and severally, firmly by these presents.
WHEREAS, said Principal is the owner of a tract of land in Spokane County
divided and platted into lots and known asDhaenens Square Phase 2 PE1716- 93
ana being located in Section 22 , Township 25 North, Range 44 E.W.M.,
in Spokane County, Washington, and said County has required that a bond be
furnished in an amount sufficient to pay the constructfon costs of gzading and
surfacing to the approved grades and typical section of the roadways of said
plat and the installation of drainage structures and such other work as is
incidental and necessary thereto, all in accordance with those Plat Roadway
Improvement Specifications dated May 9 , 1997 , sud to the
satisfaction of the Spokane County Engineer; such impr,ovemenrs to be completed
not Iater than June lst 1 2000 , unless said date be
extended at the option of the Spokane County Engineer.
Upon failure of the Principal to comply with the requirements stated here-
in within the tfine authorized, and upon delivery af a written notice thereof by
Obli.gee to Surety, the Surety shall make satisfaction to Obligee to the extent
of this Bond.
The obligation of this BoAd shall be kept in ful'L force and effect unt-il,
in the opinion of the Obligee, the requirements herein stated have been satis-
fied, in which event written release wi12 be gfven by the Obligee, the Obligee
hawing sole right to grant such release. The Surety hereby waives all rights
to reZease from the obligation except as herein stated.
SIGNED AND SEALED this 28th day of January ~ 1998 ,
W.R.S. & Associates Inc
Principal
By : q~wzww 444101
William R Smith Pres
Contractors Bonding anA Insurance Company
rety
X
gy ; ~
Mark S. evit:t
(Title)
, ~
~
B~bic Home Office:
r Limited P2o13B XI192 1treet
Power of Attorney Seattie, WA 98109-0271
lNSUR/WCE
(206) 622-7053
KNOW ALL MEN BY THESE PRESENTS that CONTRACTORS BONDING AND INSURANCE COMPANY, a corpc>raUon duly organized and existing under the laws of the State of Washington, and havirog
its princfpal office in Seattle, iGng County, Washington, does by these presents make, consUtute and appoint MARK S. HEWITT, of Spokane, Washington, its true and lawful attomey-in-laet, vrith fufl power and
authonty hereby conferred in (ts name, place and stead, to execute, acknowledge and deliver: (1) SBA guaranteed performance and payment bonds rtot exceedng the penal sum of $1,250,000; (2) bid bonds
for jobs where, 'rf the conUact is awarded, the SBA guaranteed peAormance and/or payment bor►d(s) will not exceed $1,250,000; (3) al1 other bonds coded and classified by the Surety Assodation of Amenca
in its Rate Manual of Fidelity, Forgery and Surety Bonds (including future amandments thereto) as Judiaal, Contracl(exduding bid bonds), Miscellaneous, License and Permit, and Federal not exceeding the
penal sum of $3,500,000; (4) bid bonds tor jobs written pursUant to the authority in clause (3) abowe wrhere, ii the contract is awarded, the peAormance and/ar payment bond(s) will not exceed $3,500,000; (5)
all other bonds not exceeding the panal sum of $500,000; and (6) consents, releases and other similar documents required by an obligee under a caniract bonded by the Company. Provided, however, that
MARK S. HEWITT is granted power ar►d authority to excesd the applicable penal Ilmit previously set forth (or any bond in an amount equal to the amount of any Istter of credit, or similar security, received as
cotlateral security by lhe Company as an inducemeM to issue the bond; and to bind Ihe Company thereby as fufly and to the same extent as ii such bonds were signed by the President, sealed with the corporate
' seal of the Company and duly attested by its Secretary; hereby ratitying and confirming all that the said atlomey-in-fact may do in Ihe premises. Said appaintment is made under and by authority of the folbvring
resoluUons adopted by the Board of Directors of the CONTRACTORS BQNDING AND INSURANCE C4MPANY on November 1,1992:
RESOLVED that the Presldent is authorized to appoint as attarney-+n-tact o( Ihe Company MARK S. HEWITT with power and authority to sign on behali of the Company: (1) SBAguaranteed
peAormance and payment bonds nai exceeding the penal sum of $1,250,000; (2) bid bonds forjobs where, ii the canVacl is awarded, the SBA guaranteed perfortnance and/or payment bond(s)
will not exceed $1,250,000; (3) all ather bonds wded and ctassified by the SuretyAssociation ofAmerica in its Rate Manual of Fidefity, Forgery and Surety Bonds (indudlRg future amendments
thereto) as Judicial, Gontract (exduding bid bonds), Miscellaneaus, License and Permit, and Federal not exceeding the penal sum of $3,500,060; (4) bid bonds tor jobs written pursuant to
the authority in dause (3) above where, if the contract is awarded, the performance andlor payment bond(s) will not exceed $3,500,000; (5) a!I other bonds not exceeding the penal sum of
$500,000; and (6) oonsents, releases and other similar documents required by an obligee under a oontract bonded by ttie Company.
RESOLVED FURTHER that MARK S. HEWITT is granted power and authority to exceed the applicable penal limit set torth in the precsding resolution for any bond in an amovM equal to
the amourn of any letter of credit, or similar security, received as collateral securify by the Company as an inducement to issue the bond.
RESOLVED FURTHER that the authority of the Secretary of the Campany to certify the authenticiry and effectivertess of the foregoing two resolutions in any Limited Power of Ariomey is
hereby delegated to the bflowing persoru, the signature of any of the fellDwring to bind the Company ►vith respect to the auihenticity and efteotivveness of the foregoing resolutions as if signed
by the Seaetary of the Company. Marci A. Komlodi, Maxine L. Hood, Larry A. Byers and Michael D. Bums.
RESOLVED FURTHER that the signatures (including certificatlon that (he Power ofAttomey is s611 in farce and eNect) of the President, Notary Public and person certifying authenUcity and
effectiveness, and the corporate and Natary seals appearing on any Limited Power of Attomey contalning this and the foregaing resolutions as well as the Limited Power of Attomey itseli
and its transmissfon, may be by facsimile; and such Limited Power of Attorney shall be deemed an original in all aspecis.
RESOLVED FURTHER that all resolutions actopted prior to today appointing lhe above named as attorney-in-fact for CONTFiACTORS BONDING AND IfdSURANCE COMPANY are hereby
superseded.
IN WITNESS WHEREOF, CONTRACTORS 80N DING AND INSURANCE COMPANY has caused these presents to be signed by its Presidem and its corporate seal to be hereto affixed this 8th day of Octaber,
1997.
CONTRACTORS BONDING AND INSURANCE COMPANY ~~~G ANO /ys
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y
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By: ~ , ,~979.••'~e=
St aines, President qS
`N
STATE OF WASHINGTQN--COUNTY OF KING `
On tfils Bth day of October,l 997, personally appeared STEVEN A. GAINES, to me known to be the President of the oorporation that executed the faregoing Limited Power of Attomey and acknowtedged said
Lfmited Pawer of Attomey to be the free and voluntary act and deed of saui corporaUon, for the uses and purposes therein mentioned, and on oath stated that he is autfiorized to execute the said Limited Power
of Attomey.
IN WITNESS WHEREOF, I have hereunto set my hand and affixed my offidal seal the day and year first above written. ~FICIAL S~
Mou.Y A. HuDsPErH
Na~n►ftsic - sto of ftLinom
~ y Commns~on Exp~res 1-~01
Notary Public in a for th oi Washington, residing at S~attle The undersigned, acting un auth 'ty of the Board of Directors of CONTRACTORS BONDING AND INSURANCE CdMPM1Y, hereby certifies, as or in lieu of Certificate of the Secretary of CONTRACTORS
IA that the above and foregoing is a full, true and corcect oopy of the Original Power of Attomey issued by said Company, and does hereby further certify that Ihe said
BONDING AND INSURANCE ANY,
Power of Attomey is sUll in forae and eflect
GI EN under my hand at 14111 e, ,(.c/4' , this ~ 40 day of ,19 9r.
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PoaMH01.01 •US100897
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Road and Drainage Bonding Estimate
PROJWCT Dhaenens Square Phase II NAME pl DATE 22-May-97
DRAINAGE ITEMS UNITS QUANTITY PRICE COST
1) Drywell - Type A EA 2 1350.00 2700.00
2) Drywell - Type B EA 1700.00 0.00
3) Grate - Type 1 EA 320.00 0.00
4) Grate Type 2 EA 2 345.00 690.00
5) Grate - Type 4 EA 2 300.00 600.00
6) Backfill For DW CY 60 17.25 1035.00
7) Concrete Inlet EA 2 800.00 1600.00
8) C.M. Pipe 10" Dia. LF 24.00 0.00
9) C.M. Pipe 12" Dia. LF 26 27.00 702.00
10) C.M. Pipe 15" Dia. LF 29.00 0.00
11) C.M. Pipe 18" Dia. LF 30.00 0.00
12) Precast Manhole EA 1500.00 0.00
13) Solid lid EA 325.00 0.00
14) Ditch Excavation CY 10.00 0.00 '
15) Pond Excavation CY 32 10.00 320.00
16) Sod SF 873 0.70 611.10
NON STANDARD DRAINAGE ITEMS
1) Wilbert Vautt Curb Inlet EA 1 250.00 250.00
2) 0.00
3) 0.00
4) . 0.00
DRAINAGE SUBTOTAL 8508.10
16) Monuments EA 3 185.00 555.00
17) Barricade LF 35.00 0.00
18) Street Signs EA 1 90.00 90.00
OTHER SUBTOTAL 645.00
GRADING, SURFACING, CURB, AND SIDEWALK
19) Rough Grade CY 289 10.00 2890.00
20) Top Caurse CY 145 15.50 2247.50
21) Base Course CY 15.50 0.00
22) Asphatt Concrete Tons 198 46.00 9108.00
23) Curb Type A LF 7.50 0.00
24) Curb Type B LF 438 8.50 3723.00
25) Curb Type R LF 8.50 0.00
26) Sidewalk SQ YD 292 17.50 5110.00
NON-STANDARD ROAD ITEMS
1) 0.00
2) 0.00
3) 0.00
GRADING AND SURFACING 23078.50 -
INSPECTION SERVICES
1) Inspection Services, Reports & As-Buitts for Pub(ic LS 0.00
2) Inspection & Record Drawings for Private Roads LS Old Standards 0.00
CONSTRUCTION TOTAL 32,231.60
INSPECTION TOTAL 0.00
~ STREET QUANTITIES
a
PROJECT NO.- P1716A DESIGNER- IPEC DATE- 5/22/97
PROJECT DESCRIPTION- Dhaenens Square Phase II -
STREET # 1
NAME- EVERGREEN LENGTH- 438.10 FT. WIDTH- 14.00 FT.
BEGINNING STATION = 1066.00 ENDING STATION = 1504.10
ONE SIDE ONLY PWIDTH= 22.00 EWIDTH= 8.00 QWIDTH= 0.00
TERM # 1: TAPER TAPER LENGTH = 140.00
TERM # 2: TAPER TAPER LENGTH = 100.00
ITEM MEASUREMENT QUANTITY
SURFACE AREA- 7813.33 S.F.
ROADWAY EXCAVATION 1.00 FT. 289.4 C.Y.
CRUSHED SURFACING TOP COURSE 0.50 FT. 144.7 C.Y.
CRUSHED SURFACING BASE COURSE 0.00 FT. 0.0 C.Y.
ASPHALT CONCRETE 0.33 FT. 197.7 TONS
CURB TYPE B EXISTING 0.00 FT. PROPOSED 438.1 FT.
SIDEWALK EXISTING 0.00 S.Y. PROPOSED 292.1 S.Y.
TOTALS
ROADWAY EXCAVATION 289.4 C.Y.
CRUSHED SURFACING TOP COURSE 144.7 C.Y.
CRUSHED SURFACING BASE COURSE 0.0 C.Y.
ASPHALT CONCRETE 197.7 TONS
CURB TYPE B 438.1 FT.
SIDEWALK 292.1 S.Y.