27683 DRAINAGE REPORT
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DRAINAGE REPORT
for
~ Shelley Lake - 4th Addition
' Spokane County, Washington
November, 2002
CLC #S020134 ,
Prepared by:
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CLC Associates, lnc.
707 W. 7th Avenue, Suite 200
~ Spokane, WA 99204
(509)458-6840
' This rePort has been PrePared bYthe staff of CLC Associates, Inc. underthe direction of the
undersigned professional engineer whose seal and signature appear hereon.
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. EXF~iRES: ~►i -2 ; -03 '
- ,
Doug J. Desmond, P.E.
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DRAINAGE REPORT FOR SHELLEY LAKE - 4h ADDITION
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PURPOSE
Shelley Lake 4'Addition is partof the Shelley Lake PUD Preliminary Plat and is adjacent to Shelley
Lake 2"1 and 31 Additions. 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 Shelley Lake 4`hAddition. The storm drainage facilities for this project will be
' desi9ned to dispose of runoff from ten and fiftYYear desi9n storms. This develoPment is within the
Aquifer Sensitive Area of Spokane County and is subject to `208' requirements. For this project the
10 and 50 year curves from the Spokane, Medical Lake, Reardon, Cheney and Rockford intensity
' curves were used, as well as the SCS iso-pluvial rainfall curves.
ANALYSIS METHODOLOGY
The Rational Method, which is recommended for basins less than ten acres in size, was used to
determine the peak discharges and runoff volumes for all basins included in this report.
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PROJECT DESCRIPTION
! Shelley Lake 4" Addition includes 39 lots of the 262 lots and 459 units in the approved preliminary
plat and FEIS documents. The Shelley Lake subdivision is located in the NE 1/4 of the SE 1/4 of
Section 24, T. 25 N., R. 44 E., W.M. within Spokane County, Washington.
TOPOGRAPHY
The general slopes within this plat varyfrom nearlyflat within several natural saddles to shortslopes
of up to 25-percent. Generally, the area covered by this report would be characterized as rolling.
Fordevelopment purposes, the natural sloping was used fordesign and is maintained as possible
' throughout the project.
SOILS
, As can be seen from the accompanying soils map from the Spokane County Soils Survey as
performed by the United States Department of Agriculture (USDA) Soil Conservation Services
(SCS), the site consists of soils type GmB. These soils are described as follows:
1
GmB - Garrison very gravelly loam, 0 to 8 percent slopes: Soils within this soil type formed in
gravelly glacial outwash material from a variety of igneous rock. These soils are described as
' somewhat excessively drained. Surface runoff is slow and the hazard of erosion is slight. Spokane .
'County Guidelines for Stormwater Manaqement indicate this to be a Soil Group Type B and per-
h approved for drywell installation.
DRAINAGE NARRATIVE
The offsite drainage which flows into Shelley Lake 4`h Addition has been incorporated into the basins
included in this drainage report. As Shelley Lake 4Ih Addition is located within the Aquifer Sensitive
Area of Spokane County, all onsite street and portions of future areas will be collected and treated
r-
CLC Associates, Inc. 1 Shelley Lake 4`hAddition
, usin the `208' runoff method as described in the S okane County Guidelines for Stormwater
ManaQement. To facilitate this analysis Shelley Lake 4"'Addition was divided into four basins (A,
B, C, and D) as shown in the Basin Map. Table 1 lists the basin details. Basins A, 6, C, and D
' were analyzed using developed conditions.
Basins B,C, & D include some future development. The future developments that are included are
as follows:
Basin B: includes the extended portion of Carnine Lane.
Basin C: includes 2 future lots and a future portion of Shelly Lake Lane.
' Basin D: includes the back half of 8 future houses and a future portion of Shelly Lake Lane.
Table 1- Pond and Basin Summary
Pond and Basin S~ummary
o Basin Tot~al ~1rea ~'ot~al Weighte `C' *`208' Impervious
SF/AC Irnpe~vio s Area S~
Area 5O/~1C ° ~ _
A A 58,613/1.35 21,574/0.50 0.43 12,574
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B B 155,712/3.57 26,156/0.60 0.28 15,356
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C C 246,398/5.66 100,533/2.31 0.46 57,333
D D 290,450/6.67 43,214/0.99 0.26 23,414
A Total Impervious Area includes paved roadway area, 1800 s.f. per roof and 750 s.f. per driveway. `208' Impervious
Area includes only the paved roadway area and 750 s.f. per driveway.
"208p Calculations
Within each basin, the street areas from back of curb to back of curb were calculated to determine
' the required `208' storage. As shown on the `208' calculation worksheets included, the `208'storage .
volumes provided are adequate to perform the ` 208' treatment for the first half inch of rainfall. In
addition to `208' treatment, the enclosed worksheets also show the calculations for the drywell
' requirements. The `208' storage and drywell requirements for each basin are summarized on the
following Table 2.
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CLC Associates, Inc. - 2 Shelley Lake 4`h Addition
,
t Table 2-`208' Treatment and D►ywell Requirement Summary
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Pond Voilume `20~8' ~►rea~Re~u~i~ e~cl~~ ~ furrier -•MD"~ryw~eil`s
.Provide.d~ ~~R~e ~ uired,~
~ ~ ~ ~ ~ ~Re q u i read (~.C F~) ~ ~ Y Vy Y~JY L~ y r
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~ k+~~.~~„',-a:~!' ' 4 , _ _ . ,r , ~ . ~ , _ 5.;.. _ - _ - ' ' '`~'~~:,S:~if;~
' A A 524 ~ 782 536 1-Type B
B B 640 956 654 2-Type B
C C 2,389 3,566 2,502 2-Type B
D D 976 1,457 2,123 1-Type B
N Based on a`208' storage depth of 8 inches. Side slope volume is not included.
' Total Stormwater Storage Calculations
In addition to the '208' storage requirements, the total stormwater storage for the 10-year and 50-
year design storms were also considered for all of the basins. Each of the ponds in Shelley Lake 4"'
Addition will have the capacity to contain the required volume for the 50-year design storm. It is only
required to handle the 10-year design storm as per Spokane County Guidelines for Stormwater
ManaQement. This information is summarized in the following Table 3.
Table 3- 50-year Stormwater Storage Volume Summary
*1 Z
_~50 ~'ye~ar S~torage 1/olume Summ~ary by~B,ow=st,g~_. . - ~ ~
EMIN &;i ,rin
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Pond ~~p~ n~~ ~ ~~~Basin 50-year ~/olu~meF = - 1%0,1~?`~ ~e~Pro,v~i.c1. ~ ( )
. r . . _ _ ~ - . - yi.. . a .c .a~:'s'.:3h: _ _ C+ , _ ,_•x.e ~ . ~ a~--
A A 527 1,472
1
B B 1,381 11795
C C 3476* 7,470
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D D 4,028 5,929
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As can be seen in Table 3 all of the ponds will contain the 50-year design storm.
CLC Associates, Inc. 3 Shelley Lake 4Ih Addition
Curb Drop/Inlet Analysis
The curb drops for Pond A are located in a continuous condition and the inlets for Ponds B, C, and
' D are in sump condition. Curb inlet analysis calculations are included in the appendix.
Conclusion
As demonstrated by the calculations and body of this report the storm drainage facilities provided
in this design will adequately remove from the streets, store and dispose of the stormwaterfrom the
site for the 10-year design storm as required by Spokane County. Calculation worksheets for the
50-year storm event have been provided to evaluate the performance of the designed drainage
facilities. Additionally, the required '208' treatment area is provided for the runoff from the street
impervious areas. .
' .
, CLC Associates, Inc. ShelIey Lake 4" Addition
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SHELLEY LAKE 4TH ADD. S020134
Spokane Counry, Washington 11118102
50-Year Design Storm Engineer: AKF
CURB INLET CALCULATIONS
on Continuous Grade
~ Curb Inlet ~ Basin I Basin + I Gutter I IRoughness i I Depth ( Discharge I Inlet I By-Pass Pond ~ Street and I Peak Flow) By-Pass I Slope I Cross slope I Coeff. ~ Z I of Flow lper Lengthl Length I Flow
~ Station ~(cfs) ~ Q ~ S ~ 11Z I n ~ n ~ d' ~ QalLa** ~ La ~ Q- Qa
( CARNINE LN Iopmm"00%L ~ I I I I
A ~ STA 13+15.17 LT ~ 2.04 ~ 2.04 ~ 0.0087 0.0256 I~ 0.016 ~ 2441 ~ 0.212 ( 0.146 ~ 6 ~ 1.16 '
~ CARNINE LN ( I I II, I I ~ I I
A ~ STA 13+50.45 LT ~ 0 ~ 1.16 ~ 0.0087 0.0256 0.016 ( 2441 ~ 0,172 ~ 0.119 ~ 6 ( 0.45
~ CARNINE LN I I I II jI' ~ I I I I
A ~ STA 13+89.99 LT ~ 0 ~ 0.45 ~ 0,0087 It 0.0256 0,016 ~ 2441 ~ 0.120 ~ 0.083 ~ 6 ~ -0.05
I LANE A I I I I I II I I I I I
tC,w2~ STA 22+58.23 RT ~ 2.44 ~ 2.44 ~ 0.022 110.0256 11 0.016 1 2441 1 0.191 1 0.132 1 6 1 1.65
v `SHELLY LAKE LANE I _j
NOTE: TYPES 1& 2 CURB INLETS
Curb Inlet Depression = 2 in.
' Calculated per Figure 18 of the Spokane County Guidelines
for Stormwater Management .
Calculated per Figure 16 of the Spokane County Guidelines
0
for Stormwater Management
~ ~ ~ r■i r ~ ~ ~ ~r ~ ~ ~ ~ ~ ~r ~ ~ ~ ~
SHELLEY LAKE 5020134
Spokane County, WA 11111l2002
AKF
CONTINUOUS GRADE SHELLEY LAKE WSDOT INLET
A B C D E F G H I J K
Basin Basin + Gutter Cross- Grate Depth of Gutter Gutter Flow By-Pass
BASIN Peak Flow By-Pass Slope Slope Width Flow Flow Widt Velocity Received Flow -
(cfs) Q (ftlft) 1!Z (ft) (ft) (ft) ~ (fps) {cfs) (cfs)
C 2.40 2.40 0.0220 0.0200 2,00 0.17 8.46 3.685 1.23 1.17
,
NOTES:
1 This form is in accordance with the WSDOT Hydraulic Manual,..except for the addition of columns H1, H2, and H3.
Section 5-5.1, Capacity of Inlets on a Continuous Grade
2 Basin + By-Pass = Basin Peak Flow + By-Pass Flow from upstream inlet.
3 Grate Widths, Hearingbone = 2', Vaned =1.67'
wl2"sump=2.00'
4 Depth of Flow, G=[C ~ E 137 `(D) ^ 0.5] ^ 318
5 Gutter Flow UVidth, H=(G ! E)
6 Gutter Velocity, I=(C - K) l F*(G - 0.5 F* E)
7 Flow Received, J=(C - K)
8 By-Pass Flow, K=(C' ((H - F) ! H) ^ 813) .
Inlets
~ ~ ~ r ~ rs ~ ~ ~ ~ ~ ~ ~ r■~ ~ ~ ~ ~ ~
SHELLEY LAKE 4TH ADDITION 5020134
Spokane County, Washington 11/20/2002 9:05
50-Year Storm Event Engineer: AKF
INLET FLOW CAPACITIES
in Sump Conditions
Inlet Basin Basin + Inlet Maximum Inlet By-Pass ,
Basin Street and lnlet Type Peak Flow By-Pass Perimeter Flow Depth" Discharge*** Flow
Station (cfs) Q P H Qa Q-Qa
SHELLEY LAKE LAN TYPE 1 WSDOT INLET MOLIL C-I STA 23+25.28 LT ~ GRATE 1.9_. 3.17 3.67 0.50 3.89 -0.72
SHELLEY LAKE LAN TYPE I CURB INLET C2
C-2 STA 23+25.28 RT GRATE 2. F3, 4.38 5.91 0.50 6.27 -1,89
Grate Perimeters' Qa = C* P* H^ 1.5
Herringbone = 3.67' Where: C= 3.0, P= Perimeter, H= Flow Depth
Vaned = 3.67'
WSDOT= 5.91' ~ Grate Perimeter = Available Perimeter Divided by a Safety Factor of 2. Maximum Flow Depth is based on curb crest above inlet.
Calculated in accordance with Spokane County Guidelines for
Stormwater Management, Section 4-I.
InletSmp
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SNELLEY LAKE 4TH ADD. S020134
Spokane County, Washington 1 lll 1/2002 9:07
50-Year Storm Event Engineer: AKF
CURB INLET FLOW CAPACITIES
in Sump Conditions
Curb Inlet Basin Basin + Inlet Maximum Maximum ByPass '
Basin Street and Inlet Type Peak Flow By-Pass* Length Flow Depth" Discharge*** Flow
Station (cfs) Q (ft) H Qa Q- Qa
LANE A TYPE 2 1 ~
B STA 12+35.99 LT CURB 2,75 ~ 1.861 2,00 0.50 ~ 2.1$~ -0.32
SHELLEY LAKE LANE TYPE 2 ' ~
D STA 25+40.67 RT CURB 5.00 5.00 5,00 0.50 5.46 -0.46
,
NOTE; TYPE 1 CURB [NLET TYPE 2 CURB INLET Qa = 3.087 ~ L' H^ 1.5
Curb Inlet Depression = 2 in. Curb Inlet Depression = 2 in. Where L= Length of Curb Drop, H= Flow Depth
Maximum Iniet Height = 8 in. Curb Inlet Length = 4 ft,
Maximum Inlet Height = b in.
' By-Pass flows from upstream inlets on continuous grades.
Maximum Flow Depth is based on Inlet height Calculated per Section 4-1 of the Spokane Counry Guidelines
for Stormwater Management
CurbDropS
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. FLOODED WIDTH CALCULATIONS
STREETILOCATION LEFT FLOW WIDTH RIGHT FLOW WIDTH ROAD WIDTH DRY WIDTH MIN DRY WIDTH
(FT) , (FT) (FT) , (FT) , (FT) CARNINE LANE 8.58 0 30 21.42 12
(BASIN B)
CARNINE LANE 7.79 0 30 22.21 12
(BASIN A)
SHELLY LAKE LN. 8,7 9.29 30 12.41 12
(BASIN C)
SHELLY LAKE LN. 0 10.46 30 19.54 12
(Basin D)
' CARNINE LANE (BASIN A)
Worksheet for Gutter Section
'
Project Description
Worksheet Gutter Section -
Type Gutter Section
Solve For Spread
Input Data
Slope 009400 ft/ft
Discharge 1.47 cfs
Gutter Width 1.00 ft
Gutter Cross Slol 020000 fUft
Road Cross Siop 020000 fUft
Mannings Coeffic 0.013
Results
Spread 7.79 ft
Flow Area 0.6 ft2
Depth 0.16 ft Gutter Depres: 0.0 in
Velocity 2.42 ft/s
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~
Project Enginesr. Doug Desmond
untitled.fm2 CLC Associates Inc FlowMaster v6.1 [614k]
11/20/02 10:06:51 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
CARNINE LANE (BASIN B)
Worksheet for Gutter Section
'
Project Description
Wor4csheet Gutter Section -
' Type Gutter Section
Solve For Spread
Input Data
Slope 009400 ft/ft
Discharge 1.90 cfs
Gutter Width 1.00 ft
Gutter Cross Slo{ 020000 fUft
Road Cross Slop 020000 fUft
Mannings Coeffic 0.013
' •
Results
' Spread 8.58 ft
Flow Area 0.7 1`12
Depth 0.17 ft
Gutter Depres: 0.0 in
Velocity 2.58 ft/s .
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a
~
Project Engineer: Doug Desmond
untitled.fm2 CLC Associates Inc FlowMaster v6.1 [614k]
11/20/02 10:07:52 ANI 9 Haestad Methods, Inc. 37 Brookside Road waterbury, CT 06708 USA (203) 755-1686 Page 1 of 1
I SHELLY LAKE LANE BASIN C1 ~ )
. Worksheet for Gutter Section
,
Project Description
Worksheet Gutter Section -
~ Type Gutter Section
Solve For Spread
' Input Data
Slope 022000 fUft
Discharge 3.01 cfs
Gutter Width 1.00 ft
Gutter Cross SIoE 020000 ft/ft
Road Cross Siop 020000 ftlft
Mannings Coeffic 0.013
Results
' Spread 8.70 ft
Flow Area 0.8 ft2
Depth 0.17 ft
Gutter Depres: 0.0 in
~ Velociry 3.98 ft/s
'
,
'
Project Engineer: Doug Desmond
untitled.fm2 CLC Associates Inc FlowMaster v6.1 [614k]
11/20/02 10:27:49 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
I SHELLEY LAKE LANE BASIN C2
~ )
Worksheet for Gutter Section
,
Project Description
Worksheet Gutter Section -
, Type Gutter Section
Solve For Spread
' Input Data
Slope 022000 ft/ft _
Discharge 3.59 cfs '
Gutter Width 1.00 ft
Gutter Cross Slol 020000 ft/ft
Road Cross Slop 020000 ft/ft
' Mannings Coeffic 0.013
Results
' Spread 9.29 ft
Flow Area 0.9 ft2 `
Depth 0.19 ft '
Gutter Depres: 0.0 in
Velocity 4.16 fUs
~
,
,
,
~ .
Project Engineer: Doug Desmond
untitled.fm2 CLC Associates Inc FlowMaster v6.1 [614k]
11/20/02 10:28:13 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
~SHELLEY LAKE LANE BASIN D
~ )
Worksheet for Gutter Section
'
Project Description
Worksheet Gutter Section -
~ Type Gutter Section
Sotve For • Spread '
' Input Data
Slope 011000 fUft
Discharge 3.48 cfs
Gutter Width 1.00 ft
Gutter Cross SIoF 020000 fUft
Road Cross Slop 020000 fUft
' Mannings Coeffic 0.013
Results
~ Spread 10.46 ft
Flow Area 1.1 ft2
Depth 0.21 ft
Gutter Depres: 0.0 in
Velocity 3.18 ft/s
~
,
~
~
' •
~
Project Engineer poug Desmond
untitled.fm2 CLC Associates Inc FlowMaster v6.1 [614k]
11/20/02 10:09:05 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
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SHELLEY LAKE 4TH ADDITION
Basin Summary Table
Road Imp, House Area DrivelWalk Total Peak GIA Vol. GIA Vol. Bowstring Vol. '
Total Area Area 1800SFlLot Area Imp. Area Runoff Flow 1 Req'd Prov'd Vol, Req'd Provided Number 8 Type
Basin (SF) (Acres) (SF) Houses (SF) (SF) (SF) Coeff. (cfs) (cu.ft) (cu.ft) (cu.ft) (cu.ft) of Drywells
1~
A ~ 58,613 ~ 1.35 ~ 8,824 ~ 5.0 I 9,000 ~ 3,750 I 21,574 I 0.43 I 2.04 ~ 524 ~ 536 ~ 527 I 1472 I 1- Type B
B ~ 155,712 ~ 3,57 ~ 10,856 I 6.0 ~ 10,800 I 4,500 I 26,156 I 0,28 ~ 2,75 640 ~ 654 I 1381 ~ 1795 ~ 2- Type B
C ~ 246,398 ~ 5.66 ( 39,333 I 24.0 I 43,200 I 18,000 I 100,533 I 0.46 I 9,51 2389 I 2502 ~ 3476 ~ 7470 ~ 2- Type B
C1 ~ 94,892 ~ 2.18 ~ 15,266 ~ 12.0 ~ 21,600 ~ 9,000 ~ 45,866 ~ 0.51 ~ 4.34 ~ ~ ~ ~ ~ -
C2 ~ 151,506 ~ 3,48 ~ 24,067 ~ 12.0 ~ 21,600 I 9,000 M 54,667 ~ 0.42 ~ 5.17 ~ ~ ~ - I ~ -
D ~ 290,450 ~ 6.67 ~ 18,164 ~ 11.0 ~ 19,800 I 5,250 ~ 43,214 ~ 0,26 ~ 5,00 ~ 976 I 2123 ~ 4028 ~ 5989 ~ 1-Type B NOTE: C=(0.9'(IMPERVIOUS AREA) + 0,15'(PERVIOUS AREA)JITOTAL AREA
WHERE C = RUNOFF COEFF.
S020134 CLC ASSOCIATES, INC. 11l2612002
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PEAK FLOW CALCULATION PROJECT: SHELLEY LAKE BOWSTRING METHOD PROJECT: SHELLEY LAKE
10•Year Design Storm DETENTION BASIN DESIGN BASIN: A
DESIGNER:AKF
BASIN: A DATE: 19-Nov-02
Tot. Area 58,613 SF 1.35 Acres
Imp. Area 21,574 SF C= 0.90 Time Increment (min) 5
Per, Area 37,039 SF C= 0.15 Time of Conc, (min) 7.86
Wt, C 0.43 Outflaw (cfs) 1
Design Year Flow 10
CASE 1 Area (acres) 1.35
Impervious Area (sq ft) 21574
83 ft. Overland Flow 'C' Factor 0.43
Area' C 0.573
Ct = 0.15 Asphaltic Area 12,574
L = 83 ft.
n= 0.40 Time Time Inc. Intens. Q Devel. Vol,ln Vol,Out Storage
S = 0.0800 (min) ' (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
7.86 471 2.56 1.47 928 471 457
Tc = 2.62 min., by Equation 3-2 of Guidelines
5 300 3.18 1.82 732 300 432
555 ft. Gutter flow 10 600 2.24 1.28 977 600 377
15 900 1.76 1.01 1067 900 167
Z1 = 50.0 For Z2 20 1200 1.45 0,83 1133 1200 -67
Z2 = 3.5 Type B=1.0 25 1500 1,23 0.70 1170 1500 -330
n= 0.016 Rolled = 3.5 30 1800 1.05 0.60 1180 1800 -620
S= 0.0092 35 2100 0.91 0,52 1180 2100 -920
40 2400 0.81 0.46 1188 2400 -1212
d= 0.1763 ft. Flow Width 8.8 ft, 45 2700 0.74 0.42 1212 2700 -1488
50 3000 0.69 0.39 1248 3000 •1752
55 3300 0.65 0.37 1287 3300 •2013
A R Q Tc Tc total I Qc 60 3600 0.61 0.35 1324 3600 -2276
0.83 0,09 1,47 5.24 7.86 2.56 1.47 65 3900 0.58 0.34 1361 3900 -2539
70 4200 0.56 0.32 1410 4200 -2790
Qpeak for Case 1= 1,47 cfs 75 4500 0.55 0.32 1481 4500 -3019
80 4800 0.55 - 0.31 1561 4800 -3239
85 5100 0.53 0.31 1612 5100 -3488
90 5400 0.50 0.29 1585 5400 -3815
CASE 2 95 5700 0.45 0.26 1517 5700 -4183 ,
100 6000 0.49 0.28 1732 6000 -4268
Case 2 assumes a Time of Concentration less than 5 minutes so that the
peak flow =.90(Tc=5 intensity)(Imp, Area) = 1.42 cfs "208°TREATMENT REQUIREMENTS
Minimum "208" Volume Required 524 cu ft
Provided Treatment Volume 535 cu ft
So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
1.47 cfs Maximum Storage Required by Bowstring 457 cu ft
Provided Storage Volume 1472 cu ft (BASEI
Number and Type of Dryvuells'Required 0 Single
1 Double
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PEAK FLOW CALCULATION PROJECT: SNELLEY LAKE BOWSTRING METHOD PROJECT: SHELLEY LAKE
10-Year Design Storm DETENTION BASIN DESIGN BASIN; B
DESIGNER:AKF
BASIN: B DATE: 19•Nov-02
Tot. Area 155,712 SF 3,57 Acres
Imp. Area 26,156 SF C= 0,90 Time Increment (min) 5
Per. Area 129,556 SF C= 0.15 Time of Conc. (min) 12.95
Wt. C 0.28 Outflow (cfs) 2
Design Year Flow 10
CASE 1 Area (acres) 3.57
Impervious Area (sq ft) 26156
422 ft. Overland Flow 'C' Factor 0.28
Area ' C 0.987
Ct = 0.15 Asphaltic Area 15,356
L = 422 ft. n= 0.40 Time Time Inc. Intens. Q Devel, Vol.ln Vol.Out Storage .
S = 0.0300 (rnin) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
12.95 777 1.92 1.90 1974 1554 420 Tc = 9.32 min., by Equation 3-2 of Guidelines
5 300 3.18 3.13 1260 600 660
414 ft, Gutter flow 10 600 2,24 2.21 1778 1200 578
15 900 1,76 1.73 2016 1800 216
Z1 = 50.0 For Z2 20 1200 1.45 1.43 2099 2400 -301
Z2 = 3.5 Type B=1.0 25 1500 1.23 121 2139 3000 -861
n= 0.016 Rolled = 3.5 30 1800 1.05 1,04 2138 3600 •1462
S= 0.0094 35 2100 0.91 0.90 2124 4200 -2076
40 2400 0.81 0.80 2128 4800 -2672
d= 0.1935 ft. Flow Width 9.7 ft. 45 2700 0.74 0.73 2161 5400 •3239
50 3000 0.69 0.68 2218 6000 -3782
55 3300 0.65 0,64 2281 6600 -4319
q R Q Tc Tc total I Qc 60 3600 0.61 0.61 2341 7200 •4859
1.00 0.10 1.90 3.63 12.95 1.92 1,90 65 3900 0.58 0.58 2402 7800 -5398
70 4200 0.56 0.56 2485 8400 -5915
Qpeak for Case 1= 1.90 cfs 75 4500 0.55 0.55 2605 9000 -6395
80 4800 0.55 • 0.54 2743 9600 -6857
85 5100 0.53 0.53 2828 10200 -7372
90 5400 0.50 0.49 2179 10800 -8021
CASE 2 95 5700 0.45 0.45 2657 11400 -8743
100 6000 0.49 0,48 3031 12000 -8969 '
Case 2 assumes a Time of Concentration less than 5 minutes so that the
peak flow =.90(Tc=5 intensity)(Imp. Area) = 1,72 cfs "208" TREATMENT REQUIREMENTS
Minimum "208" Volume Required 640 cu ft
Providetl Treatment Volume 654 cu ft
So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
1,90 cfs Maximum Storage Required by Bowstring 660 cu ft
Provided Storage Volume 1795 cu ft (BASEf
Number and Type of Drywells Required 0 Single
2 Double
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PEAK FLOW CALCULATION PROJECT: SHELLEY LAKE BOWSTRING METHOD PROJECT; SHELLEY LAKE
10-Year Design Storm DETENTION BASIN DESIGN BASIN: C
• DESIGNER:AKF
BASIN: C DATE: 26-Nov-02
Tot. Area 246,398 SF 5.66 Acres
Imp. Area 100,533 SF C= 0.90 Time Increment (min) 5
Per. Area 145,865 SF C= 0.15 Time of Conc. (min) 5.00 Wt. C 0.46 Outflow (cfs) 2
Design Year Flow 10
CASE 1 Area (acres) 5.66
Impervious Area (sq ft) 100533
114 ft. Overland Flow 'C' Factor 0,46
Area ` C 2,579
Ct = 0,15 Asphaltic Area 57,333 L = 114 ft.
n= 0.40 Time Time Inc. Intens. Q Devel, Vol.ln Vol.Out Storage
s = 0.0080 (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
5.00 300 3,18 6.60 2653 600 2053
Tc = 6.32 min., by Equation 3-2 of Guidelines
5 300 3.18 6.60 2653 600 2053
773 ft. Gutter flow 10 600 2.24 4.66 3268 1200 2068
. 15 900 1.76 3.65 3653 1800 1853
Z1 = 50.0 ForZ2 20 1200 1.45 3.02 3931 2400 1531
Z2 = 3.5 Type B=1.0 25 1500 1.23 2.55 4089 3000 1089
n= 0.016 Rolled = 3.5 30 1800 1.05 2.18 4148 3600 548
S= 0.0125 35 2100 0.91 1.89 4166 4200 -34
40 2400 0.81 1.68 4207 4800 -593
d= 0.2725 ft. Flow Width 13.6 ft. 45 2700 0,74 1,54 4302 5400 -1098
50 3000 0.69 1,43 4438 6000 -1562
55 3300 0.65 1,35 4585 6600 -2015
q R Q Tc Tc total I Qc 60 3600 0.61 1.28 4721 7200 -2479
1.99 0.14 5.47 4.68 11.00 2,12 5.47 65 3900 0.58 1.21 4860 7800 •2940
70 4200 0.56 1,17 5042 8400 -3358
QpeakforCase 1= 5.47 cfs 75 4500 0,55 1,15 5298 9000 -3702
80 4800 0.55 1,14 5590 9600 -4010
85 5100 0,53 1.11 5775 10200 -4425
90 5400 0.50 1,03 5684 10800 -5116
CASE 2 95 5700 0.45 0.94 5442 11400 •5958
100 6000 0.49 1,02 6216 12000 -5784
Case 2 assumes a Time of Concentration less than 5 minutes so that the
peak flow =,90(Tc=5 intensity)(Imp. Area) = 6.64 cfs "208" TREATMENT REQUIREMENTS
Minimum "208" Volume Required 2,389 cu ft
Provided Treatment Volume 2,502 cu ft
So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM ,
6.60 cfs Maximum Storage Required by Bowstnng 2068 cu ft
Provided Storage Volume 7470 cU ft
Number and Type of Drywells Required 0 Single
2 Double
PEAK FLOW GALCULATION PROJECT; SHELLEY LAKE BOWSTRING METHOD PROJECT; SHELLEY LAKE
10-Year Design Storm DETENTION BASIN DESIGN BASIN; D
DESIGNER:AKF
BASIN: D DATE: 11-Nov-02
Tot. Area 290,450 SF 6.67 Acres
Imp. Area 43,214 SF C= 0.90 Time Increment (min) 5 ,
Per. Area 247,236 SF C= 0.15 Time of Conc. (min) 12.18
Wt. C 0.26 Outflow (cfs) 1
Design Year Flow 10
CASE 1 Area (acres) 6.67
Impervious Area (sq ft) 43214
300 ft, Overland Flow 'C Factor 0.26
Area " C 1,744
Ct = 0.15 Asphaltic Area 23,414
L = 300 ft,
n= 0.40 Time Time Inc. Intens. Q Devel. Vol.ln Vol,Out Storage
S = 0.0300 ' (min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu ft)
12.18 731 1.99 3.48 3407 731 2676
Tc = 7.59 min., by Equation 3-2 of Guidelines
5 300 3.18 5.54 2228 300 1928
781 ft. Gutter flow 10 600 2.24 3.91 3143 600 2543
15 900 1.76 3.06 3516 900 2616
Z1 = 50.0 For Z2 20 1200 1.45 2.54 3672 1200 2472
Z2 = , 3.5 Type B=1.0 25 1500 1.23 2.14 3748 1500 2248
n= 0.016 Rolled = 3.5 30 1800 1.05 1.83 3751 1800 1951
S= 0.0183 35 2100 0.91 1.59 3731 2100 1631
' 40 2400 0.81 1,41 3740 2400 1340
d= 0.2143 ft. Flow Width 10.7 ft. 45 2700 0,74 1.29 3801 2700 1101
50 3000 0.69 1.20 3903 3000 903
55 3300 0.65 1.13 4016 3300 716
A R Q Tc Tc total I Qc 60 3600 0,61 1.07 4121 3600 521
1.23 0.11 3.48 4.59 12.18 1.99 3.48 65 3900 0,58 1.02 4230 3900 330
70 4200 0.56 0.98 4378 4200 178
Qpeak far Case 1= 3.48 cfs 75 4500 0.55 0.97 4591 4500 91
80 4800 0.55 0.96 4834 4800 34
85 5100 0.53 0.93 4966 5100 -114
90 5400 0.50 0.87 4900 5400 -500
CASE 2 95 5700 0.45 0.79 4685 5700 -1015
100 6000 0.49 0.86 5345 6000 -655
Case 2 assumes a Time of Concentration less than 5 minutes so that the
peak flow =,90(Tc=5 intensity)(Imp. Area) = 2.84 cfs "208" TREATMENT REQUIREMENTS
Minimum "208" Volume Required 976 cu ft
Provlded Treatment Volume 2,180 cu ft
So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
3.48 cfs Maximum Storage Required by Bowstring 2676 cu ft
Provided Storage Volume 5989 cu ft (BASEI
Number and Type of Drywells Required 0 Single
1 Double
PEAK FLOW CALCULATION PROJECT: SHELLEY LAKE .
10-Year Design Storm
~ •
BASIN: C1
~
Tot. Area 94,892 SF 2.18 Acres
Imp. Area 45,866 SF C= 0.90
Per. Area 49,026 SF C= 0.15
Wt. C 0.51
CAS E 1
79 ft. Overland Flow
Ct = 0.15
L = 79 ft.
n = 0.40 -
S = 0.0100 Tc = 4.74 min., by Equation 3-2 of Guidelines
542 ft. Gutter flow
Z1 = 50.0 For Z2
Z2 = 3.5 Type B= 1.0
n = 0.016 Rolled = 3.5
S = 0.0214
d= 0.1930 ft. Flow Width 9.7 ft.
A R Q Tc Tc total I Qc
~ 1.00 0.10 2.85 3.16 7.90 2.56 2.85
' Qpeak for Case 1= 2.85 cfs
CASE 2
Case 2 assumes a Time of Concentration less than 5 minutes so that the
peak flow =.90(Tc=5 intensity)(Imp. Area) = 3.01 cfs
So, the Peak flow for the Basin is the greater of the finro flows,
3.01 cfs
. SHELLEY LAKE
r PEAK FLOW CALCULATION PROJECT.
10-Year Design Storm .
'
BAS I N : C2
Tot. Area 151,506 SF 3.48 Acres
Imp. Area 54,667 SF C= 0.90
, Per. Area 96,839 SF C= 0.15
Wt. C 0.42
CASE 1 .
114 ft. Ovedand Flow
Ct = 0.15
L = 114 ft.
n = 0.40 -
S = 0.0080
Tc = 6.32 min., by Equation 3-2 of Guidelines
773 ft. Gutter flow
Z1 = 50.0 For Z2 .
Z2 = 3.5 Type B= 1.0
n = 0.016 Rolled = 3.5
S = 0.0125 ,
d= 0.2170 ft. Flow Width 10.9 ft.
A R Q Tc Tc total i Qc
1.26 0.11 2.98 5.45 11.77 2.04 2.98
Qpeak for Case 1= 2.98 cfs
~
CAS E 2 ,
. Case 2 assumes a Time of Concentration less than 5 minutes so that the
peak flow =.90(Tc=5 intensity)(Imp. Area) = 3.59 cfs So, the Peak flow for the Basin is the greater of the two flows,
3.59 cfs
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PEAK FLOW CALCULATION PROJECT: SHELLY LAKE 4TH BOWSTRING METHOD PROJECT; SHELLY LAKE 4TH
50-Year Design Storm DETENTION BASIN OESIGN BASIN: A
DESIGNER AKF
BASIN: A DATE: 25-Nov-02
Tot. Area 56,613 SF 1.35 Acres Time Increment (min) 5
Imp. Area 21,574 SF C= 0.9 Time of Conc. (min) 5.00
Perv. Area 37,439 SF C= 0.15 Outflow (cfs) 1 ~
Wt, C= 0.43 Design Year Flow 50
Area (acres) - 1.35
CASE 1 ImpeNious Area (sq ft) 21574
'C' Factor 0.43
83 ft, Overland Flow Area' C 0.519
Treatment Area 12,574
Ct= 0.15
L= 83 ft, Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage n = 0.40 (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
S= 0.0080 5.00 300 4.58 2.04 820 300 520
Tc = 5.22 min., by Equation 3-2 of Guidelines 5 300 4.58 2.04 820 300 520
10 600 321 1.43 1003 600 403
555 ft, Gutterflow 15 900 2.44 1,09 1090 900 190
20 1200 1.98 0.88 1150 1200 -50
Z1 = 50.0 For Z2 25 1500 1,68 0,75 1197 1500 -303
Z2 = 3.5 Type B=1.0 30 1800 1,46 0.65 1237 1800 -563
n= 0.016 Rolled = 3.5 35 2100 1.30 0,58 1275 2100 -825
S= 0.0092 40 2400 1.18 0,52 1313 2400 -1087
45 2700 1.08 0,48 1354 2700 -1346
d= 0.1920 ft. Flow Width 9.6 ft. 50 3000 1.01 0.45 1392 3000 -1606
. 55 3300 0.94 0.42 1426 3300 -1874
60 3600 0.88 0.39 1455 3600 -2145
A R Q Tc Tc total I Qc 65 3900 0.83 0.37 1484 3900 -2416
0.99 0.10 1.84 4.95 10,17 3.17 1.84 70 4200 0.79 0.35 1523 4200 •2677
75 4500 0.77 0.34 1580 4500 -2920
Qpeak for Case 1= 1.84 cfs 80 4800 0.75 0.34 1647 4800 -3153 '
85 5100 0.73 0.33 1702 5100 -3398
90 5400 0.70 0.31 1713 5400 -3687
95 5700 0.66 0.29 1700 5700 -4000
CASE 2 100 6000 0.68 0.30 1850 6000 -4150
Case 2 assumes a Time of Concentration less than 5 minutes so that the "208" TREATMENT REQUIREMENTS
peak Flow =.90(Tc=5 intensity)(Imp. Area) = 2,04 cfs Minimum "208" Volume Required 524 cu ft
Provided Treatment Volume 536 cu ft
DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM
So, the Peak flow for the Basin is the greater of the two flows, Maximum Storage Required by Bowstring 520 cu ft
2.04 cfs Provided Storage Volume 1472 cu ft
Number and Type of Drywells Required 0 Single
1 Double
PEAK FLOW CALCULATION PROJECT; SHELLY LAKE 4TH BOWSTRING METHOD PROJECT: SHELLY LAKE 4TH
50•Year Design Storm DETENTION BASIN DESIGN BASIN: B
DESIGNER DNR
BASIN: B DATE: 11-Nav-02
Tot, Area 155,712 SF 3.57 Acres Time Increment (min) 5
Imp. Area 26,156 SF C= 0.9 Time of Conc, (min) 12.63
, Perv. Area 129,556 SF C= 0.10 Outflow (cfs) 2
Wt. C= 0.28 Design Year Flow 50
Area (acres) 3,57
CASE 1 Impervious Area (sq ft) 26156
'C Factor 0.28 422 ft. Overland Flow Area' C 1.001
Treatment Area 15,356
Ct = 0.15
L= 422 ft. Time Time Inc. Intens. Q Devel, Vol,ln Vol,Out Storage
n = 0.40 (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
S= 0.0300 12.63 758 2.75 2.75 2797 1516 1261
Tc = 9.32 min., by Equation 3-2 of Guidelines 5 300 4,58 4.58 1842 600 1242
10 600 321 3.21 2581 1200 1381
414 ft, Gutter Flow 15 900 2.44 2.44 2829 1800 1029
20 1200 1,98 1.98 2890 2400 490
Zi = 50.0 For Z2 25 1500 1.68 1.68 2949 3000 -51 '
Z2 = 3.5 Type B=1.0 30 1800 1,46 1.46 3005 3600 -595
n= 0.016 Rolled = 3.5 35 2100 1.30 1.30 3064 4200 -1136
S= 0,0094 40 2400 1.18 1.18 3132 4800 -1668
45 2700 1.08 1,08 3208 5400 -2192
d= 02223 ft, Flow Width 11.1 ft, 50 3000 1.01 1,01 3284 6000 -2716
. 55 3300 0.94 0.94 3349 6640 -3251
60 3600 0.88 0.88 3404 7200 -3796
A R Q Tc Tc total I Qc 65 3900 0.83 0.83 3462 7800 -4338
1.32 0.11 2.75 3.31 12,63 2.75 2.75 70 4200 0.79 0.80 3544 8400 -4856
75 4500 0.77 0.77 3667 9000 -5333
Qpeak for Case 1= 2.75 cfs 80 4800 0.75 0,75 3817 9600 -5783
85 5100 0.73 0.73 3936 10200 •6264
90 5400 0.70 0.70 3956 10800 -6844
95 5700 0.66 0,66 3921 11400 -7479
CASE 2 100 6000 0,68 0.68 , 4260 12000 •7740
Case 2 assumes a Time of Concentration less than 5 minutes so that 1he "208" TREATMENT REQUIREMENTS
peak flow =,90(Tc=5 intensity)(Imp. Area) = 2.47 cfs Minimum "208" Volume Required 640 cu ft
Provided Treatment Volume 654 cu ft
DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM
So, the Peak flow for the Basin ls the greater of the two flows, Maximum Storage Required by Bowstring 1381 cu ft '
2.75 cfs Provided Storage Volume 1795 cu ft (at 1,84' depth)
Number and Type of Drywells Required 0 Single
2 Double
MI m m m r m m m m m m m m m m ~ r m m
PEAK FLOW CALCULATION PROJECT: SHELLY LAKE 4TH BOWSTRING METHOD PROJECT: SHELLY LAKE 4TH
50•Year Design Storm DETENTION BASIN DESIGN BASIN: C
DESIGNER AKF
BASIN: C DATE: 25-Nov-02
Tot. Area 246,398 SF 5.66 Acres Time Increment (min) 5
Imp. Area 100,533 SF C= 0.9 Time of Conc. (min) 5.00
Perv, Area 145,865 SF C= 0.15 Outflow (cfs) 2
Wt, C= 0.43 Design Year Flow 50
Area (acres) 5.66
CASE 1 Impervious Area (sq ft) 100533
'C' Factor 0.43
114 ft. Overland Flow Area' C 2.432
Treatment Area 57,333
Ct = 0,15
L= 114 ft. Time Time Inc. Intens, Q Devel, Vol,ln Vol.Out Storage
n = 0,40 (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
S= 0.0080 5,00 300 4.58 9.51 3823 600 3223
Tc = 6.32 min., by Equation 3-2 of Guidelines 5 300 4.58 9.51 3823 600 3223
10 600 321 6.66 4676 1200 3476
773 ft. Gutter flow 15 900 2.44 5.07 5081 1800 3281
20 1200 1.98 4.11 5357 2400 2957
Z1= 50.0 For Z2 25 1500 1.68 3.48 5578 3000 2578
Z2 = 3.5 Type B=1,0 30 1800 1,46 3.03 5765 3600 2165
n= 0.016 Rolled = 3.5 35 2100 1.30 2,70 5940 4200 1140
S= 0.0125 40 2400 1.18 2.45 6119 4800 1319
45 2700 1.08 2.25 6307 5400 907
d= 0.3068 ft, Flow Width 15.3 ft. 50 3000 1.01 2.09 6469 6000 489
. 55 3300 0.94 1.95 6647 6600 47
60 3600 0.88 1.83 6780 7200 -420
A R Q Tc Tc total I Qc 65 3900 0.83 1.73 6915 7800 -885
2.52 0.15 7.50 4.33 10.64 3,08 7,50 70 4200 0.79 1.65 7098 8400 -1302
75 4500 0.77 1,60 7362 9044 -1638
Qpeak for Case 1= 7.50 cfs 80 4800 0.75 1,57 7677 9600 -1923
85 5100 0.73 1.52 7930 10200 -2270
90 5400 0.70 1.45 7985 10800 -2815
95 5700 0.66 1.37 7923 11400 -3477
CASE 2 100 6000 0.68 1.41 8620 12000 -3380
Case 2 assumes a Time of Concentration less ihan 5 minutes so that the "208" TREATMENT REQUIREMENTS
peak flow =,90(Tc=5 intensity)(Imp, Area) = 9.51 cfs Minimum "208" Volume Required 2,389 cu ft .
Provided Treatment Volume 2,502 cu ft
DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM
So, the Peak flow for the Basin is the greater of the two flows, Maximum Storage Required by Bowstring 3476 cu ft
9.51 cfs Provided Storage Volume 7470 cu ft
Number and Type of Drywells Required 0 Single
2 Double
~ • i
50-Year Design Storm
~
BASIN: C1
Tot. Area 94,892 SF 2.18 Acres
Imp. Area 45,866 SF C= 0.9
Perv. Area 49,026 SF C= 0.15
Wt. C = 0.51
~ CASE 1
79 ft. Overland Flow
Ct = 0.15 L = 79 ft.
' =
n 0.40 .
S= 0.0100
'
Tc = 4.74 min., by Equation 3-2 of Guidelines
542 ft. Gutter flow
Z1 = 50.0 For Z2
Z2 = 3.5 Type B= 1.0
n = 0.016 Rolled = 3.5
S = 0.0214
d= 0.2232 ft. Flow W idth 11.2 ft.
' A R Q Tc Tc total I Qc
' 1.33 0.11 4.20 2.87 7.61 3.76 4.20
Qpeak for Case 1= 4.20 -cfs
'
~
CASE 2
Case 2 assumes a Time of Concentration less than 5 minutes so that the
peak flow =.90(Tc=5 intensity)(Imp. Area) = 4.34 cfs
So, the Peak flow for the Basin is the greater of the two flows,
4.34 cfs
'
PEAK FLOW CALCULATION PROJECT: SHELLEY LAKE
50-Year Design Storm
1
BASIN: C1A
'
Tot. Area 49,135 SF 1.13 Acres
Imp. Area 251375 SF C= 0.9
' Perv. Area 23,760 SF C= 0.15
Wt. C = 0.54
I CAS E 1
78 ft. Overland Flow
Ct= 0.15
' L = 78 ft.
n = 0.40 S= 0.0100
Tc = 4.71 min., by Equation 3-2 of Guidelines
523 ft. Gutter flow
~ Z1 _ 50.0 For Z2 _
Z2 - 3.5 Type B- 1.0
n = 0.016 Rolled = 3.5
' S = 0.0214
d= 0.1760 ft. Flow Width 8.8 ft.
A R Q Tc Tc total I Qc
'
0.83 0.09 2.23 3.24 7.95 3.67 2.23
~ Qpeak for Case 1= 2.23 cfs
~
CAS E 2
Case 2 assumes a Time of Concentration less than 5 minutes so that the
peak flow =.90(Tc=5 intensity)(Imp. Area) = 2.40 cfs
So, the Peak flow for the Basin is the greater of the two flows,
2.40 cfs
PEAK FLOW CALCULATION PROJECT: SHELLY LAKE 4TH
50-Year Design Storm .
'
BASIN: C2
'
Tot. Area 151,506 SF 3.48 Acres .
Imp. Area 54,667 SF C= 0.9
Perv. Area 96,839 SF C= 0.15
Wt. C = 0.42
CASE 1
' 114 ft. Overland Flow
Ct = 0.15
L = 114 ft. n = 0.40 -
S= 0.0080
Tc = 6.32 min., by Equation 3-2 of Guidelines
, 773 ft. Gutter flow
Z1 = 50.0 For Z2
Z2= 3.5 TypeB=1.0
n = 0.016 Rolled = 3.5
S = 0.0125
d= 0.2500 ft. Flow Width 12.5 ft.
~ . .
A R- Q Tc Tc total I Qc
,
1.67 0.12 4.34 4.96 11.28 2.97 4.34
, Qpeak for Case 1= 4.34 cfs
~
CAS E 2
Case 2 assumes a Time of Concentration less than 5 minutes so that the
peak flow =.90(Tc=5 intensity)(Imp. Area) = 5.17 cfs
So, the Peak flow for the Basin is the greater of the two flows,
5.17 cfs
~
PEAK FLOW CALCULATION PROJECT: SHELLEY LAKE
50-Year Design Storm
'
BASIN: C2A
'
Tot. Area 65,401 SF 1.50 Acres
Imp. Area 24,612 SF C= 0.9
1 Perv. Area 40,789 SF C= 0.15
Wt. C = 0.43
'
CAS E 1
131 ft. Overland Flow
Ct = 0.15
L = 131 ft.
n = 0.40 S= 0.0200
Tc = 5.22 min., by Equation 3-2 of Guidelines
402 ft. Gutter flow
Z1 = 50.0 For Z2
Z2= 3.5 TypeB=1.0
n = 0.016 Roiled = 3.5
' S = 0.0220
d= 0.1810 ft. Flow Width 9.1 ft.
~ A R Q Tc Tc total I Qc
0.88 0.09 2.44 2.41 7.63 3.76 2.44
, Qpeak for Case 1= 2.44 cfs
'
CAS E 2
Case 2 assumes a Time of Concentration less than 5 minutes so that the
peak flow =.90(Tc=5 intensity)(Imp. Area) = 2.33 cfs
So, the Peak flow for the Basin is the greater of the two flows,
' 2.44 cfs
~ m m m r m r m m ~ ~ ~ ~ ~ ~ ~ m m m
PEAK FLOW CALCULATION PROJECT: SHELLY LAKE 4TH BOWSTRING METHOD PROJECT: SHELLY LAKE 4TH
50-Year Design Storm DETENTION BASIN DESIGN BASIN; D
DESIGNER DNR
BASIN; D DATE: 25-Nov-02
Tot. Area 290,450 SF 6.67 Acres Time Increment (min) 5
Imp. Area 43,214 SF C= 0,9 Time of Conc. (min) 11.79
Perv. Area 247,236 SF C= 0.10 Outflow (cfs) 1
Wt. C= 0.26 Design Year Flow 50
Area (aues) 6.67
CASE t Imperoious Area (sq ft) 43214
'C' Factor 0.26
300 ft. Overland Flow Area " C 1.734
Treatment Area 23,414
Ct= 0,15
L= 300 ft. Time Time Inc, Intens, Q Devel. Vol,ln Vol.Out Storage
n = 0,40 (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
S= 0,0300 11.79 707 2.88 5.00 4735 707 4028
Tc = 1,59 min., by Equation 3•2 of Guidelines 5 300 4.58 7,94 3191 300 2891
10 600 3.21 5.56 4470 600 3870
781 ft, Gutter flow 15 900 2,44 423 4827 900 3927
20 1200 1,98 3,43 4946 1200 3746 '
Zt = 50.0 For Z2 25 1500 1.68 2.91 5058 1500 3558
Z2 = 3.5 Type B=1.0 30 1800 1,46 2.53 5162 1800 3362
n= 0.016 Rolled = 3.5 35 2100 1.30 2.25 5269 2100 3169
S= 0.0183 40 2400 1.16 2.04 5390 2400 2990
45 2700 1.08 1.88 5524 2700 2824
d= 02453 ft. Flow Width 12,3 ft. 50 3000 1.01 1.75 5658 3000 2658
. 55 3300 0.94 1.63 5773 3300 2473
60 3600 0.88 1.53 5870 3600 2270
A R Q Tc Tc total I Qc 65 3900 0.83 1.44 5971 3900 2071
1.61 0.12 5.00 4,19 11.79 2,88 5.00 70 4200 0.79 1.38 6115 4200 1915
75 4500 0.77 1.34 6329 4500 1829
Qpeak for Case 1= 5.00 cfs 80 4800 0.75 1.31 6588 4800 1788
85 5100 0.73 1.27 6795 5100 1695
90 5400 0.70 121 6832 5400 1432
95 5700 0.66 1.14 6771 5700 1071
CASE 2 100 6000 0.68 1.18 7358 6000 1358
Case 2 assumes a Time of Cancentration less than 5 minutes so that the "208" TREATMENT REQUIREMENTS
peak 8ow =.90(Tc=5 intensity)(Imp. Area) = 4.09 cfs Minimum "208" Volume Required 976 cu ft
Provided Treatment Volume 2,180 cu ft
DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM
So, the Peak flow for the Basin is the greater of the two flows, Mazimum Storage Required by Bawstring 4028 cu ft ,
5.00 cfs Provided Storage Volume 5989 cu ft
Number and Type of Drywells Required 0 Single
1 Double
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Title: Shelly Lake 4th Addition Project Engineer: Doug Desmond
j:ldocument1s0201341project1.stm CLC Associates Inc StormCAD v4.1 [428]
12J05/02 04:32:30 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
Scenario: Base
clc associates
,
Label Length Section Material Mannings Upstream Downstream ',onstructec Rim Average Headloss Headloss Average Additional Hydraulic Hydraulic Total
(ft) Size n invert Invert Slope Elevatlon Pipe Method Coefficient Velocity Flow Grade Grade System
ElevaUon Elevation (fUft) (ft) Cover (fUs) (cfs) Line In Lfne Out Flow
(ft) (ft) (ft) (ft) (ft) (cfs)
1-3 2,039.66 Absolute 0.00 2,037.27 2,037.27 1.44
P-3 25.00 12 inch PVC 0.010 2,036.76 2,036.51 0.010000 1.45 12:.:84 2,037,27 2,037.33 1.44
1-1 2,038.51 Absolute 0.00 2,037,33 2,037.33 2,90
P•1 25.00 121nch PVC 0.010 2,036.51 2,036.24 0.010800 1,13 3.94 2,037.33 2,037.30 2,90
1-2 2,038.51 Absolute 4.12 2,037.30 2,037.30 7,02
P•2 14.00 15 inch PVC 0.010 2,036.24 2,036.03 0.015000 -0.04 6.94 2,037.30 2,036.91 7,02
0•1 2,037,33 2,036.91 2,036.91 1.02
TiUe: Shelly Lake 4th Addition Project Engineer: Doug Desmond
j:ldocument1s0201341projectl.stm CLC Associates Inc StormCAD v4.1 [428]
11111l02 01:55:57 PM 4 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA ;1•203-755-1666 Page 1 of 1
Profile '
Scenario: Base
Label: I-2 Label: I-1 Label: I-3
Rim: 2038:51-ft " - Ri m: 2;038.51 ft ~ Ri m: 2,038.66 ft 2,039A0
Sump:2,03624 ft Sump:2,03~24 ft ; Su~np:2,036.76 ft
~
~
2,038.50
La bel: 0-1-.. 2,038.00
Rim:2,03iL'.3-3 ft
Sump:2,0~6.03 ft Elevation (ft)
2,037.50
r---•"`~ i
. , . . 2,037.00
. . . , . _ , . . . 2,036.50
~
2,036.00
0+00 0+10 0+20 0+30 ~~ion (ft~40 0+50 0+60 0+70
Label: P-2 Label: P-1
~ Up. Invert 2,036.24 ft
Dn. Invert 2,036.03 ft Up• Invert 2,036,51 ft Label: P-3
L:14.00 ft On. Invert: 2,03624 tt Up. Invert 2,036.76 ft
Size:15 inch L: 25.00 ft Dn. Invert 2,036.51 ft
S: 0.015000 ftfft Size:12 inch L; 25.00 ft
S: 0.010800 ft/ft Size:12 inch
S: 0.010000 ft/ft
Title: Shelly Lake 4th Addition Project Englneer poug Desmond '
J:ldocumentls0201341project1.stm CLC Associates Inc StormCAD v4,1 1428]
11111/02 02:14:53 PM CHaestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1•203-755-1666 Page 1 of 1
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. i. M . ' o TRA.NSNATION T1TLE ~SLJRANCE COMPANY
. 105 WEST 3 AVENUE
SPOKA.NE, WASHINGTON 99201
- ; (509) 922-2222 / PAX 926-1519
4 PREPARED FOR: ~ CLC ASSOCIATES VtVGel\jVD
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ORDER NU:ME-251694 RE: SNELLEX LAKE F0U2TH ADD1T10N
~ S UPPLEMENTAL to AMENDED PLAT CERTIFTCATE
~ ATTENTION: This Supplementat contains changes which unpact title to property set
forth in the abovc - reCerenced commitment.
~ .
SCHEDULE "B":
Current tax parcel nuulber is now 45245.9152 per the most rcccnt trcasures' records
available to ihe Company.
Thcrc has been no ciiange in the title to the property covered by tws order siuce Apri124,
2002 , EXCEPT thc mattcrs noted hereinabove.
Dated as of Octobcr 21, 2002 at 8:00 A.M.
'1'1ZANSNA'rlON T1TLE LNSURANCL CUMPANY
By Michelle Erwin Title Officcr .
~
~
► •
~ . PM JOB# - ~
F. ° CC: List Inftlal
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yt
~ }
10/29/02 TUE 14:13 (TX/RX NO 83341
08/07/2002 WED 15:44 FA% 509 926 1519 TRANSNATION 121001/005
,
TRANSNATION TITLE INSURANCE COMP
NORTH 720 ARGONNE 6 N1~~j, ~
, S POKANE , WASHINGTON 99212 9
\
-Prepared for : ' • P ~ ~
17`10 6 S
Otder No.: ME-25169
CLC ASSOCTATES Charge: $175.00
ATTN: ALAN LEtiPIS Tax: $14.18
W_ 707 7TH
A M E N D E D '
P L A T C$ R T I F Z C A T E , Certificate for filing Plat of :
SHELLEY LAKE FOURTH ADDITION
zn the matter of the subdivision to be submitted to Spokane County for
approval, thi s compally has examined tlze records of Spokane County Audi tor' s .
and Clerk's offices, and the records of the Clerk of the United States
District Court holding terms in said couizty. This certificate is made for
the purpose herein specitied, and is not to be used ae a basis for closing
any transaction. Liability is limited to the amount, if any, paid for this
cextificate. From such examination, the company hereby certifies the title
to the following described land, in said Spokane County, to-wit:
That part of the South hal f of Sect ion 24, Township 25 North, Range
44 East, W.M., Spokane County, Washington, more parCicularly
degcribcd as follows: .
BEGINNING at the SoutheasC corner of Lot 2, Block 4 of SHELLEY LAKE
SECOND ADDITION, a Planned Unit Development according to the plat
thereot recorded in Book 25 of Plats, PaceB 93 and 94; recorcis of
the Spokane County; thence along the Rasterly lineof said plat the
following three cour9es : -
1) thence North 00046103" East, a distanGe of 110.00 feet;
2) thence South 8 9° 1-3 157 " East, a distance of 7.84 feet ;
3) thence North 0004610311 East, a distancc ot'88.53 feet to thc
Southwest corner of Lot 9, Block 3 of SHELLEY-- LAK-E THIRD ADDITION
(A Planned Unit Development )according to the plaL' thez'eof recorded
in Book 27 of Plat gaaes 5 and 6 records of Spokane County;
thence along theufYierly ancl h;asterly lines of said plat the
following ten courses:
1) thence North 81040'34" East, a distance of 292.77 feet;
2) thence South 761*01-128" East, a distance- of 71.90 feet;
3) thence South 63038'49" Eaet, a distance of'124.32 feet;
4) thence South 45011'48" East, a distance of 195.27 feet;
5) thence South 55017-156" East, a distance of .30 .40 feet;
6) thence South 4600012711 Eaet, a distance of 101.72 feet;
7) thence North 41015'44" East, a distance of 139.21 feet;
8) thence along a non- tangent curve to the left, whose radiue is
530 . 00 feet, the radius point of whi.ch beare North 25°57' 03" East,
througlz a central angle of 1034' 49" , along`anyarc distance of 14.62
feet;
legal cont.
Page 1 of 5
~r 4
08/07/02 WEll 15:49 [TX/RX NO 7418]
08/07/2002 WED 15:44 FAX 509 926 1519 TRANSNATION 0 002/005
, . .
. : •
Order No. ME-251694
legal cont.
. 9) thence Noz'th 2402211311 East( a distance of 30 . 00 feet; 10) thence North 2900711911 East, a distance of 134 ._12 feet ; thence
South 5905111311 East, a distance of 60.11 feet; thence South
. 76054120" East, a distance of 71.13 feet; thence North 64026156"
• East,' a distance of 73.70 feet.; thence South 82012127" East, a
distance of 138.59 feet; thencc South 57002' 10" East, a-distance of
145.02 feet; thence South 00009'39" West, a distance of 273.84
feet; thence South 2503115911• West, a distance of 182.92 , Leet;
thence North 61 °31' 3 8° 'fNest, a distance of 17 9.42 f eet ; thence
South 281327' 40 11 'west, a distance of 86 . 09 f-eet'; thence North
83023126" West, a distance of 355.08 feet; thence North 71027152"
West, a distance of 112.33 feet; thence North 54°101it11 West, a
. distance ot 101.18 feet; thence North 46000' 27" hTest, a distance of
160 . 10 feet; thence North 5005614511 West, a distance of 73 . 81 feet;
thcnce North 8100311111 west, a distance of 53 . 22 feet; thence Nprtri
8902114611 West, *a distance of 140.00. feet;' thence North~`~69°52' S1"
West, a distance of 148 . 3 8 f eet to~ ~te Point of Beginning; '
VESTED YN: - r_ 1;i waa in~to~i CPZ
&~ra]_ Partnerphip and GRANT C. I2ICE,
a married t)erson and NAOMI c. SCOT13E12G, a rnarried person, eacn as tneir
separate- pr`operty ana SHELLEY LAKE H4MEQkUMR-q =-_^r?ATION, a Washington
Non-Profit Corporation. . v
EXCEPTIONS:
l. 'l'axes and assessments, if any, no eearch having been made thereof, as
to Parcel No. 45245.9151.
Parcel Nos. 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 Cornpany makes no assurance ae to validity or accuracy
relating thereto,
2. ANY UNPAID AS3E33MENT OR CHARGES, AND LIABILITY FOR FURTHER ASSESSMENTS
OR CHARGES BY VERA IRRIGATION DISTRICT NO. 15,
Page 2 o F 5
08/07/02 WED 15:49 [TX/RX HO 74181
08/07/2002 WED 15:44 FA% 509 926 1519 TRANSNATION Q003/005
•
Order Nv. ME-251694
3. MEMORANDUM OF LEASE AGREEMENT AND THE TERMS AND CONDITIONS THEREOF:
LESSOR: Ralph H. Rice and L,ula H. Rice, husband
and wife; Naomi Catherine Scotberq, a
rnarried woman, dealing in her sole and
aeparate property; and Grant C. Rice, a
married man dealing in his sole and
separate property
LESSEE: Robert L. Heitman and Laura J. Heitman,
hueband and wif e and Richard C. Nel son and
Janice D. Nelson, huaband and wit-e
DATED : lvovember 19, 1992
RECORDED: November 23, 1992 .
RECORDING NO.: 9211230623
Ntemorandum of Amended Lease Agreement recorded on February 28, 1996
under Recording No. 9602280041.
4. MEMORANDUM OF EXISxENCS OF EASEMEN'T gS'1'ABLISHED BY LFASE/OPTTON
AGRELMENT AND THE TERMS AND CONDITIONS THEREOF:
RECORDED : March 7, 1997
RECORDING NO.: 4082543
5. RESERVATION OF EASEMENT AND THE TERMS AND CONDITIONS THEREOF:
RESERVED BY: C & G Partnership, a Washington
Partnership, Naomi Catherine Scotberg, a
married woman dealing aa hEr sole and
aeparate propeZ'L'y and Grant C. Rice, a
marxied man, dealing as his sole and
separate property and Shelley Lake
Developments, a waehington General
Partnerehip and Daniel P. Melville and
Mary R. Melville, husband and wife
PURPOSE: Recreational purposes
AREA 1LFFECTED: This and other property
RECORDED: January 16, 1997
RECORDING NO.: 4069788
Page 3 0f 5
08/07/02 WED 15:49 (TX/RX NO 74181
08/07/2002 WED 15:44 FA% 509 926 1519 TRANSNATION - 0004/005
, , .
Order No. ME-251694
6. RESLRVATION OF EASEMENT AND THE TERMS AND CONDITIOiVS THEREOF: .
RESERVED BY: C & G Partnership, a Washington
Partnership, Naomi Catherine Scotbexg, a
married woman dealing as her sole and aeparate property and Grant C. Rice, a
married man, dealing as his sole and
separate px'operty and Shelley Lake
Dcvelopments, a washington General
Partnership and Daniel P. Melville and
Mary R. Melville, husband and wife
PURPOSE: Shelley Lake Surface Water Coverage and
Inundation
AREA AFFECTED: This and other property
RECORDED: January 16, 1997
RECORDING NO.: 4069787
7. Reservations contained in deed recorded under Recording No. 4421769.
3. Covelzanta, conditions and restrictions imposed by inatrument recorded on
December 18, 1996, under Recording Na. 4063116, itlcluding but not
limited to rights or benefits which max be disclosed affecting land
outside the boundary described in Schedule A.
9. Declaration of Covenant imposed by instrument recorded on December 18,
1996, under Recording No. 4063119.:
10. TEMPORARY SE'WER EASEMENT AND THE :
GR.ANTEE: Spokane County, a political subd~vision
PURPOSE: Sewer
AREA AFFECTED: ~ This and vther prop ty
RECORDED: May 14, 1999 ~
RECORDING NO.: 4368151
11 _ TEMPOR.ARY OFFSITE DRAINAGE FASEMENT AN'D THE TERMS ATTD CONDITIONS
THEREOF;
G~'rEE : . Spokane Countx and Shelley Lake xomeowne
Association
PURPOSE: Blanket drainage easement for the purp~se
- of providing a'remporary Offsite Drainage
Easement for conveyance, storage and
dieposal of stormwater runoff from
propertiee discharging said runoff onto
the property described herein
1LREA AFFECTED : 'rhi s and other property
RECORDED: May 8, 2001
RECORDING NO.: 4584541
Page 4 ot 5
08/07/02 IYED 15:49 [TX/RX NO 74181
08/07/2002 FoED 15:44 FAX 509 926 1519 TRANSNATION 0005/005
Order No. ME-251694
12. This propexty may be subject to a charge by Spokane County for sewer
construction, referred to as a Capital Facilities Rate (CFR)... Thi-s
charge is in addition to tihe monthly charge for sewex services. Please
° contact the Division of Y7tilities Billirig Sectiorl for information (509)
477-3604.
13. Rights and easements of the public for commerce, navigation, recreation
and tisheries,
14. Any restrictions on the uae of the land resulting frvm the righte of ttie
public or riparian owners to use any portion which is now, or has
formerly been, covered by watier.
DATED AS OF April 24, 2002 at 8:00 a.m.
TRANSNATYON TITLE INSURANCE COMPANY
. ~ 1--
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. ~
For sibrvice on this order call:
(509) 922-2222 (FAX) 926-1519
Michelle Erwin, Title Ofticer
ENCLOSURES: Paragraphs 3 - 11
Sketch
sc
Page 5 o f S
08/07/02 WED 15:49 [TX/RX NO 7418]
. r _ ''~f~ - ~1~
. . ~
Wbea Rccorded Return To;
Dnunmond & Ashenbrener. P.S.
Attornzys at Law • •
/;.1 140 S. Arthur, Suitc 600
Spok.anc, WA 99202 .
, 4421769
Page: 1 of 9
- - 1011411999 01:20?
1Rd1C51a11M, ttil F[NS M YA St0.00 Smtm Ca_ iu
STATUTORY WARRAAITY DF,ED
C~N!?ILSY ^~C^~~'•~ :
1 Q 1 ~i C-!C-~. 1
T1 Ir G12/1NTOR(S), C& c rAaTNE, RSHrh, a Wushington general partnenhip. as to
an undividctl intcrest; CRANT C. RICE, a murricd ptrson dealing in his sole and separnte
. . _.propeety, as to an undivided 1/4 inttmt-, snd°NAUMI CATHEIUNE SCOTBERG, a marrircl
pcnoh; 4ealing in hec sole and sepae•ate propetty, iv6o Atsa apPears as NAOMI C, rtICE, as
lo an undividecl l!a inEerest. for-and in considtration of ten dollars and other valuablc con4idcrauon
in hand paid, conveys and warrants to SHELY.EY LAKE HOMEOWNERS' ASSOCIATION,
a Washington Non Proiit Corporation, che fopowing deseribed real propeny located in Spokane
Counry, Washington.
A parcel of land locatcd in Scction 24, Township ZS Nortf. R.a.nse 44
EaA W.M_ in the Counry of Spokane, Suate of Washington bcing more
parlicularly described it1 ExJtibit "A" attachsd hereto arid by this refcrence
made a part hcreof_
PARCEL N0. 45245.91S
SUAJFCT TO:
Thc foilowins rights ofNaomi Cgthcrine and Douglas E. Scolbcrg; and Grant C and Nela
F. Riee, or the survivors vf thcm, and for their livcs only, but to no other sucecssors, heirs or assigns
of Lhcsc parties.
Access to Slielley i,al:e for purposes of withdruwing domcstic arid/ot irrisation waccr in (hc
event thr public Nvalcr supply is disrupled; thc right to catch and keep Gsh such as pcrch, crappie,
bullhcad, catlish, and sunf,sh; ihe righ[ t0 25 percent of aIl gross incorne from any and a11 income
producing nctivitits ndopetd by Shelley Iral;e Homtowncrs' Association whieh utiliac Shcllcy Lakc
for that purpose; the right to be notificd in writing prior to Shcltcy L.ake Homeowners' Associacion
initiuting any plans for treating or poisoning the water at ShcIlcy I,ake, such treatment must be donc
in eonjunction with the nepartmcnt ofFishe.ries or a lieenscd wildiife biologist and shall not be donc
' 'wichout the written consent of Grantors, such consent shall not bc unrcasouHbiy withheld.
D1lTED this 7th day of October, I999 _
- ~ C & G PAR7NERSHrn, A
~ to Washin6ton Gcncral Parinershlp
. ta
; h By. - . • .
~ NAOMI CATMCittNE SCOTBER annet NAOMI CA'THEFtINE SCOTBER
. ~
n,►:~~ C • ~.o ,
GRAN"f C. RICE, I'aRner DOU LAS E. SCOTBERG
• .~,.,-z r.
,A GRANT E ~
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° NEL P. RfCE w
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~j 07/23/02 TUE 14:07 [TX/RX NO 72831
'i 07123/02 14:07 FAX 509 926 1519 TRANSNATION TITLE [M003
4421769
• ~ ~ Ptge: Z of 3
10114t1499 01:ZQP
. TR~ti~iAT16b_ IfilF It1S Cfl 0 510.00 ~o1uu Ce. IA
° STATE OF WASHII~IG'rON )
) ss.
. y County of Spokane On this day persanaily appeared before me NAOMI CATHERIIYE SCOTBERG and
DOUGLAS E. SCOTBERG , to me (cnown to be the individuals dcscribed in and who executcd
the wilhin and Foregoing instrumen4 arbd acknowledged that chey signcd the samc as their frce and
volnntsry act and dced, for the uses and purposes ilherein mcntioned.
GIVENWAF14-hgry~id and officil seal this 1~dny of October, 1999.
~
j'~
• ; ; ~ Notq~rt~
. ; •
~ O PUBLIC in an For lh~ Scsw of
l~~ '^.g9 • ~
Washington, residing at Spo e.
~►~'A8H1~'=~I My COmmiSS[OII C~cpire5:~~''
t~ .
.
STATL OF WASHTNGTON )
~ ) ss.
County oCSpokane }
On this day personalIy appeared before me NA,QMI CATHEItINE SCOTBERG and
GRANT C. RICE, to mc known w be panners of C& G PAR7T[ERSHLP a Washing2on Gerieral
Partnership described in and who executed the withsn and forcgoing instcument, and acknawtcdged
that thcy signed the same as their frec a,nd valwttary act and dccd, for the uses and puuposes therein
' meqti onCd.
GNEN tmduo~hWd ~pd oIIic,al scaI this day of Octobcr, 1999.
~ : ci NnTAI~~.
: N P U dLIC in, atid for the Scatc of
Washington, residing at Spokanc.
12 ; 1 My Commission ex itts•
' • : P l/~~-~
STATL- OF WASHINGTON )
County of Spokane )
Qn this day personaIly appearcd beforc cne CRANT C. RICE AND NELA F. RICE, to me
knovun to be the individual(s) desen"bed in and who cxecuted the within and foregoing instrument.
and acknowledgcd that lhcy signed the ssme as their !'ree and voluntary act artd dccd, for the uses
and purposes eherein mtntioned.
C1VL-N under my hand and africial seal thisZ42~0ay of Qctobcr, 1999.
~
~
y
N
66 RY PUBLIC in and"for the SEate oC
; ~~°Nr, Washingto~ residing at Spokanc,
~ .0 NOTARy My commission exp►res: lIT-Z
~ _ o q : = i
~aa, . . . . . . • - - . . . _ . . . . . .
07/23/02 TUE 14:07 [T%/RX NO 72831
Page 2 of 3
1750D - Shelley I1alce ~th Additinn
3ob ~C'rraham, STI Nrarthvvest 7nc, requested a bond reduction on 8/28103 but,na actaon has been taken on
that request. Washington Trust Banlc verified the $71,500 construction Letter afCredit is sti11 valid.
We could not find that certaficatian gackage deficiencies nated by Kev-in Severance on 12I3104 have -
been addressed. We reviewed the punch list deveioped by John Hohman and Rya.n Spidahl, Metro'
Engineering; on 701 6l04. The current condition of deficient itexns is described, below:
t. Catch basinraised and apran replaced - not dane
2. Crack.s in curb & gutter - large crackS filled with rubberized adhesive and, smaller cracks patched
with epoxy. 4
3. Ponds A & B nat finished -Pond A irrigated and seeded. Pond B still has not been final graded
ar the weeds removed.
,
` 4.r •Pund A ha.s crack, in inlet - Crack has 'been epoxy patched. Cracking noted ,i.n several aprans on
-Tond ~utfdn not appear sigrificant enc~ugh to replace apror~s.
ate~
~d.on.~as Vbuilts, PQnd C has evidently been, constructW apposite
~onds ,have vn1y been -rough-graded. It also appears the
~iz,i of d;~L ''X~'1~~1 ~~-r ' • ~ S ~ ~ Fa. e `isf
y~,~i~ extended. xohn, ~Iol~,~nan req~zested ane~r
t*
dra.rnage pi~ to `bc subr~iitte"d _~~i '~e'sa~ s h"~'beeri
C~olxe. v . ' ~'~FrS. V+~ Y' ` ~ Y
~e deY e! V,p I` L, rn • YR k j6 ~ K k m n: ~
ay be W3l~llg ~]efOI'e ~1Y]1sblllg tIle ~]oI1C~s S1I~CC~ 1Qii~l~l~ r ca'~ist~ `F i skstill angoiri ~ . . g ct~~ - ~ ~ . ~ g,,'
at~jacent ta the uuEnished ponds. • - s~ ~ ~ _ ,
• ' • ~ ' -_•~~,4.
Recommendatian - Tt-ds eonst,ruction is a11 on private roads. Daes the Ci of S
ty p kar~eiValley aninterest~~anth~ r~oa:d~way ,cc~nstruction in ad~iitian ~ the 2{]8 por~ds and will a ~var~ran
q t~ ~ bon~i be re ui~~ `~~:u { -
~
i4ltu_,adki a~ ca~ - re 'itetr~
des~ ~ Y ~d.C, sh~c~uld be submitt ed and ~e punch 1ist
s resa~v~cl b~for~ ' set~~b~bfid- ~lease let tne la~ow if thexe is rr~ore that v~►e ~can do to speed.`"~~. _"x•-'`~`.~~
; k
't1e prOceSS. k ~~~F ~1E`~~ i . , ~ r.~
~
a ~ . r~ ~ ~ • , ~ - ' ~ ~ ' -
r • a~r • r . ~ti ~ rA - . _ _ • _ r i ~ + ` V. .
4 ! f.
A 5R •1'r 'Sf - ~e . '~M.'-~. -'..1 - ~ ~y..,. fy -
.
1• • ' , ~r ~ r ~~Y • ; ' '
The f'o~or~ing ~il~ ~ k c~o~?vtistaTs- vi ~fdrOs's the sireet. ' W ~ ' •`'A • _
~ ~h~~k~`t~=
ake sure. ^}'y(~ thV q~e e~} : . ~ . . ~ ~ t ~ ~e~~n had Jul ie
~ xnaWw ~~~~1~y 1'. L4 ~ VRJ~ •
i~ ~ _ ' . f• ~L. `,y+ - K" f _ _T
RVT '
I339 -4 Alcatt
G'rnve Addition - ; ~
File not lncated. According to spreadsheet bvnd, was issued in 1984 and release
~n Con~~d~r tt~~
fIe closed since nv Other in_formation available. ~ '
PE 981 - Southern NTabiJe Hame Park
F,ile not lacated. According ta spireadsheet bvnd was issued in 1980 and released in 2000. Cvn sider t.his
~ file closed since no oth,er infortuatian available.
PE 1345 - KirkeQ GuthrielCarpenter -
File nnt located. A,ccording to spreadsheet band was issued izt 1985 and released in 2001.
fte closed since no ather in_forrr~atio~x avaiiable. ~ansid~r tt~is
PE 1649F - Evei-green Pt. 6tb Addition
319/20pG
t
R EIVED
:i
Sa werr
• ~ L~ fr~
~ Ef1g1ni.'ef1ncj ~ ~ - -
327 w e Ave, suite 202 ~
~ ;pokane, wA 99204
(509) 744-0300
- (509) 744-0304 fax _
LettE,'r of TraI'1Smittal _ Date: December 15, 2005
- •
! 7a: Fram:
CTty of Spokane Vatkey+ Cannie Saywers -
91707 E. Sprague Avenue, Suite 106 Sayvvers Engineenng '
Spokane 1►atkey, WA 99206 327 W $th Ave, Suite 202
ATTN: Sandra Raskelk, P.E. 5pokane,1NA 99204
, , ,
. ~ . .
4 SarTdra,
1Ne are returning the final mylars for 5he[[ey Lake 4th Addition drainage. - ,
Sincerely, • . .
, . ,
q; . . r
~ Connie Saywers
Dff]Ce Manager
t «
Ph: (509) 744-0300' ~ ~ , . ~ .
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