25989 DRAINAGE TECHNICAL REPORT
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I NLAN D PAC I F ICEN GI NE E RING, INC,
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'rI~JIV ❑SJ~~M F-N TAly I(_)N AN D CERTIFICV
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, AbV[INC3 S, °AS'BUiL75' ARE REQUIRED RfIIDR
ACC E:f'TANCE AAiD ESTABLISHMENT QF TNE
vD C~~~INAGE FAGiLfT}ES FUF MAiNTENANLE.
I ~ F'ERMITR'EQUIRED! (509) 45fi-3600
; NoriFr PERMi~ ENGPNEER 2 BusiNESs oAY5
PRIOR TQ CONSTAUCTIOM
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SPOKANE~ COE UR ❑'AL ENE
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DRAINAGE TECHNICAL REPORT
for the
1 SPRINGFIELD
~ AT AUTUMN CREST PLAT
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JANUARY 1998
W.0,# 97117
a prepared for: - -
- Scntt Landreth, Landreth Corxstruction
10801 E. Valleyway Avenue
Spokaae, WA 99206
Prepared By:
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InIard Pacac Engineering Compcny
707 W. 7th Avenue Suite 200
~ ,5pakan e, WA 99204
(509)458-6840
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- DR-A-1-NAGE REPORT
for the
~ Springfield at Autumn Crest
~ Plat
Spokane County, Washington
^ January 1998
Th - desw i~mprovements shown 511 ais set f p&nP aOd ca a< <io s con~ orm to t~he
W0 ~icable eiions o~ t e Spo ~ane CoMDty Mndar fo sor ' ow an ewer onamaon
a d t~he ~ po n u~nty C~u~i e 'ine o ; Q wate~r a~nage ~ll es'gn - 'a~ions
have bee a~ro~ed b t~he Spo •ane Cou~nty Eng~i~neer. ap ~ rove ~hes plan
`(~aIcu atio s ons~ ction.
` J This report has been prepazed by Susan K. Murphy, E.I.T. of Inland Pacific Engineering Company
~ under the direction of the undersigned professional engineer whose seal and signature appear hereon.
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NAL
EXPIRES 9/24 ~
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-Todd R. Whipple, P.E.
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- ~ Springfield at Autumn Crest Drainage Narrative
~ GENERAL -
The Springfield at Autumn Crest Plat is a 4.61 acre development of 14 single family residential
f lots located east and south of Progress Road and 16' Avenue in the Spokane Valley within
~ Spokane County, Washington. The site is currently vacant with field grass, alfalfa and fallow
fields as the predominant land cover and vegetation. Single family residential development lies
to the south. A vicinity and location map have been included within the technical section of this
document.
PURPOSE
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~ 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
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Springfield at Autumn Crest plat. The storm drainage facilities on this project will be designed to
dispose of runoff from a ten year design storm for the onsite basins, and the fifty year storm
event for basins with offsite drainage, as required by the Spokane County Guidelines for
Stormwater Management. 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 curve from the
Spokane, Medical Lake, Reardon, Cheney and Rockford intensity curves was used, as well as the
SCS iso-pluvial rainfall curves.
ANALYSIS METHODOLOGY
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~ Per the Spokane County Guidelines for Stormwater Management, the Rational Method, which is
recommended for basi.ns less than ten acres in size, will be used to deternune the peak discharges
and runoff volumes for all onsite basins.
" PROJECT DESCRIPTION
.
The Springfield at Autumn Crest subdivision is located in Section 26, T. 25 N., R. 44 E., W.M.
within Spokane County, Washington.
TOPOGRAPHY
j The existing site naturally drains to the south and east. Within the plat the natural topography
was used as much as possible to route storm drainage. Due to the flat slopes encountered, no
concentrated pre-existing flows were observed nor were there any signs that anything other than
r sheet flow and ground absorption have occurred on this site. The general slopes within this plat
^ Inland Pacific Engineering Company D 1 Springfield a1 Autumn Crest Drainage Report
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vary from flat to nearly flat with the maximum existing slope at 0.02 ft./ft. For development purposes as stated the natural sloping was used for design 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 SCS, the site consists of one type of soil within the Class B type. This soil type
is described as follows.
GmB - Garrison gravelly loam, 0 to 5 percent slopes: Soils within this soil type are somewhat
~ excessively drained, gravelly or stony soils of moderately rapid permeability, with a surface layer
~ of gravelly loam, and a subsoil stratum of sand, loam and cobblestones. They formed under grass
in glacial outwash mixed in the upper part with volcanic ash. Surface runoff is slow, and the
hazard of erosion is slight. Snokane Countv Guidelines for Stormwater Manaizement indicate this
~ to be a Soil Group Type A and pre-approved for drywell installation.
Hydrologic Soil Classifwation - B
DRAIIVAGE NARRATIVE
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Offsite
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There is an offsite flow crossing the plat area from southwest to northeast, in Basins labeled "T"
r' and "V" on the enclosed basin map. Those basins will be analyzed using a 50 year storm event.
Onsite
As this plat is within the aquifer sensitive area of Spokane County all onsite 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 Springfield at Autumn
L Crest plat was divided into 6 permanent basins (T through V). Table 1 lists the basins and pond
, combinations for easy reference.
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~ Inland Pacific Engineering Company D2 Springfield at Autumn Crest Drainnge Report
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~.Table No. 1
G , C T.T i ,S
Bas'ns oIal VM~a Stree I p. 'Rgh M
i ' / C) rea ' ' / 1-1C11
~ T1 31630/0.73 4644/0.11 0.39
~ 1'2 35138/0.81 7595/0.17 0.43
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T 66768/1.53 12239/0.28 0.43
~ U1 36260/0.83 4644/0.11 0.38
V~ U2 27816/0.64 5908/0.14 0.43
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U 64076/1.47 105520.24 0.40
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V 38672/0.89 7031/0.16 0.41
W 28402/0.65 5542/0.13* 0.42
OFFSITE + 101108/2.32 12239/0.28 0.37
~ BASIN T
*5542 SF includes the half width of Progress Road; the widening from the sawcut at 10'
off centerline to the gutter is 6 S; which is all that is required to be hreated. The
~ impervious area of the widening only is 2463 SF.
~ "208 Calculations
Y~ Within each basin the streets are divided into sub-basins by high and low roadway profiles.
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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.
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~ Curb Inlets and Catch Basin Calculations
~ It is necessary to check the adequacy of the curb inlets, inlets or catch basins provided to divert
the runoff from the gutter into the '208' ponds. The curb inlet calculation sheet included shows
the required lengths of curb openings, as well as the adequacy of the inlet grates or catch basin
~ grates.
~ Inland Pacific Engineering Compa►ry D3 Springfield at Autu►nn Crest Drainage Report
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DRAINAGE CALCULATIONS SUMMARY Calculations have been included for Drainage Basin considerations such as Peak Flow, Time of
~ Concentration, "208" sizing, drywell requirements, inlet sizing and curb inlets, 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.
~ BASIN DESCRIPTIONS
. ~ Basins T through W
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 0.0080 ft./ft; second; 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.
wJ The drainage design for the remainder of Progress Road to 16' Avenue will extend the proposed
2' wide pond to the east. The pond extension will be designed to provide enough `208' treatment
for the future improvements on Progress Road to the intersection of Progress and 16' Avenue,
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. as well as meet bowstring requirements for the future basin. -
~ Table No. 2- Pond, 208 And Drywell Summary
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J T1 T1 194 200 '20 x 20' -
~ T2 T2 316 436 Irregular -
T - 510 636 - 2-"B"
U 1 U 1 194 200 20' x 20' -
~ U2 U2 246 262 Irregular -
, U - 440 462 - 1
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V V 293 300 20'x 30' 1-"B"
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W W 231 298 21x298' 1-"B„
* Based on (bottom area)(.5') Type A is a Spokane Standard Drywell - Single Depth, Capacity 0.3 cfs
Type B is a Spokane Standard Drywell - Double Depth, Capacity 1.0 cfs
~ Inland Pacific Engineering Company D4 Springfield at Autumn Crest Drainage Repon
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Weighted Runoff Coefficient Calculation
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~ Project: Springfield at Autumn Crest .
Basin: T1 IPE Job 97117
~ Total Area (acres): 0.7300 Designer: S. Murphy
Imp. Area (acres): 0.1100 Date: 01/14
Grass Area (acres): 0.6200
~ Imp. Area "C": 0.90
Grass Area "C": 0.30
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~ (Imp. Area)(Imp. "C")= 0.0990
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(Grass Area)(Grass "C")= 0.1860
0.7300 0.2850
~ Weighted "C"= 0.2850
0.39
0.7300
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~ Weighted Runoff Coefficient Calculation
Project: Springfield at Autumn Crest .
Basin: T2 IPE Job 97117
~ Total Area (acres): 0.8100 Designer: S. Murphy
~Imp. Area (acres): 0.1700 Date: 01/14
Grass Area (acres): 0.6400
Imp. Area "C": 0.90
~ Grass Area "C": 0.30
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t--, (Imp. Area)(Imp. "C")= 0.1530
(Grass Area)(Grass "C")= 0.1920
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0.8100 0.3450
~ Weighted "C"= 0.3450
0.43
0.8100
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Weighted Runoff Coefficient Calculation
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~ J Project: Springfield at Autumn Crest .
Basin: T IPE Job 97117
~ Total Area (acres): 1.5300 Designer: S. Murphy
Imp. Area (acres): 0.2800 Date: 01/14
_ Grass Area (acres): 1.2500
Imp. Area "C": 0.90
Grass Area "C": 0.30
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r--. (Imp. Area)(Imp. "C")= 0.2520
(Grass Area)(Grass "C")= 0.3750
.
1.5300 0.6270
~Weighted "C"= 0.6270
0.41
1.5300
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11Veighted Runoff Coefficient Calculation
~ Project: Springfield at Aufumn Crest .
Basin: Offsite + Bas[n T IPE Job 97117
~l Total Area (acres): 2.3200 Designer: S. [IJlurphy
s
Imp. Area (acres): 0.2800 Date: 01116
Grass Area (acres): 2.0400
Imp. Area "C": 0.90
_ . , GrGis7 1"1~ea 1FC11. 0.30
(
(Imp. Area){Imp. T„}- 0.2520
(Grass Area)(Grass „C„)= 0.6120
erf~r~i~r ~ a~-Y~Rr~~~4iiif~~)1~~3rs~r~a I• ~~Yirei~~r ~a
~I 2.3200 0.8640
1llfelghted T"- 0,8640
0.37
~ 2.3200
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- Weighted Runoff Coefficient Caiculation
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~ Project: Springfield at Autumn Crest
Basin: U1 IPE Job 97117
Total Area (acres): 0.8300 Designer: S. Murphy
Imp. Area (acres): 0.1100 Date: 01/14
Grass Area (acres): 0.7200
~ Imp. Area "C": 0.90
Grass Area "C": 0.30
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(Imp. Area)(Imp. "C")= ip _ 0.0990
~ (Grass Area)(Grass C 0.2160
-
~ ~ 0.8300 0.3150
Weighted "C"= 0.3150
0.38
~ 0.8300
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Weighted Runoff Coefficient Calculation
Project: Springfield at Autumn Crest .
Basin: U2 IPE Job 97117
Total Area (acres): 0.6400 Designer: S. Murphy
Imp. Area (acres): 0.1400 Date: 01/14
Grass Area (acres): 0.5000
~ Imp. Area "C": 0.90
- { Grass Area "C": 0.30
(Imp. Area)(Imp. "C")= 0.1260
(Grass Area)(Grass "C")= 0.1500
0.6400 0.2760
~ ~ -
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~ Weighted "C"= 0.2760
0.43
0.6400
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Weighted Runoff Coefficient Calculation .
~
~ Project: Springfield at Autumn Crest .
Basin: U IPE Job 97117
~ Total Area (acres): 1.4700 Designer: S. Murphy
. Imp. Area (acres): 0.2400 Date: 01/14
Grass Area (acres): 1.2300
~ Imp. Area "C": 0.90
~
- Grass Area "C": 0.30 -
,
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~ (Imp. Area)(Imp. "C")=„ _ 0.2160
~ (Grass Area)(Grass C 0.3690
1.4700 0.5850
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~ Weighted "C"= 0.5850 0.40
1.4700
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Weighted Runoff Coefficient Calculation
J Project: Springfield at Autumn Crest
Basin: V IPE Job 97117
Total Area (acres): 0.8900 Designer: S. Murphy
Imp. Area (acres): 0.1600 Date: 01/14
~ Grass Area (acres): 0.7300
Imp. Area "C": 0.90
Grass Area "C": 0.30
(Imp. Area)(Imp. "C")= 0.1440
(Grass Area)(Grass "C")= 0.2190
.
0.8900 0.3630
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Weighted "C"= 0.3630
0.41
0.8900
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Weighted Runoff Coefficient Calculation
, Project: Springfieid at Autumn Crest .
Basin: W IPE Job 97117
Total Area (acres): 0.6500 Designer: S. Murphy
Imp. Area (acres): 0.1300 Date: 01/14
Grass Area (acres): 0.5200
Imp. Area "C": 0.90
Grass Area "C": 0.30
(Imp. Area)(Imp. "C")= 0.1170
(Grass Area)(Grass "C")= 0.1560
-
0.6500 0.2730
Weighted "C"= 0.2730
0.42
0.6500
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BOWSTRING METHOD PROJECT: Springfiled at Autumn Crest
PEAK FLOW CALCULATION PROJECT Springfiled at Autumn Crest DETENTION BASIN DESIGN BASIN: T1
BASIN: T1 10-Year Design Storm DESIGNER: SKM
Tot. Area 0.73 Acres DATE: 01113
Imp. Area 4644 SF
C = ' 0.39 • '
Time Increment (min) 5
CASE 1 Time of Conc. (min) 7.15
Outflow (cfs) 0
140 ft. Overland Flow Design Year Flow 10
Area (acres) 0,73
Ct = 0.15 Impervious Area (sq ft) 4644
L= 140 ft. 'C' Factor 0.39
n= 0.40 '208' Volume Provided 200
S= 0.020 Area * C 0285
Tc = 5.43 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
160 ft. Gutter flow (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft)
Z1 = 50.0 For Z2 7.15 429 2.66 0.76 435 0 435
Z2= 3.5 TypeB=1.0
n= 0.016 Rolled = 3.5 5 300 3.18 0.91 364 0 364
S= 0.010 10 600 2.24 0.64 476 0 476
15 900 1.77 0.50 527 0 521
d= 0.136 ft. 20 1200 1.45 0.41 556 0 556
25 1500 1.21 0.34 567 0 567
A R Q Tc Tc total I Qc 30 1800 1.04 0.30 576 0 576
35 2100 0.91 0.26 582 0 582
0.49 0,07 0.76 1.73 7.15 2,66 0.76 40 2400 0.82 0.23 594 0 594
45 2700 0.74 0.21 600 0 600
Qpeak for Case 1= 0.76 cfs' 50 3000 0.68 0.19 609 0 609
55 3300 0.64 0.18 628 0 628 '
• 60 3600 0.61 0.17 651 0 651
CASE 2 65 3900 0.60 0.11 691 a 691
70 4200 0.58 0.17 718 0 718
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.16 741 0 741
peak flow =.90(3.18)(Imp. Area) = 0.31 cfs 80 4800 0.53 0.15 746 0 746
85 5100 0.52 0.15 777 0 777
90 5400 0.50 0.14 189 0 789
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.14 816 0 816
0.76 cfs 100 6000 0.48 0.14 840 0 840
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Imperoious Area x.5 in I 12 inlft 194 cu ft
208' Storage Volume Provided 200 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM .
Maximum Storage Required by Bowstring 777 cu ft
Number and Type of Drywells Required 0 Single
ERR Double
BOWSTRING METHOD PROJECT: Springfiled atAutumn Crest
PEAK FLOW CALCULATION PROJECT Springfiled at Autumn Crest DETENTION BASIN DESIGN BASIN; T2
BASIN: T2 10-Year Design Storm DESIGNER: SKM
Tot. Area 0,81 Acres ' DATE: 01130
Imp. Area 7595 SF
C = • 0.43 • • Time Increment (min) 5
CASE 1 Time of Conc. (min) 9.71
Outflow (cfs) 2
300 ft. Overland Flow Design Year Flow 10
Area (acres) 0.81
Ct = 0.15 Imperoious Area (sq ft) 7595
L= 300 ft. 'C' Factor 0.43
n= 0.40 '208' Volume Provided 322
S= 0.020 Area' C 0.348
Tc = 8,58 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
125 ft. Gutter flow (min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1= 50,0 For Z2 9.71 583 2.27 0.79 617 1165 -548
Z2 = 1 Type B =1.0
n= 0.016 Rolled = 3.5 5 300 3.18 1.11 445 600 -155
S= 0.015 10 600 2.24 0.78 623 1200 -577
15 900 1.77 0.62 677 1800 -1123
d= 0.130 ft. 20 1200 1.45 0.51 706 2400 -1694
25 1500 1.21 0.42 716 3000 -2284
A R Q Tc Tc total I Qc 30 1800 1.04 0.36 724 3600 -2876
35 2100 0.91 0.32 728 4200 -3472
0.43 0.06 0.79 1.14 9.71 2.27 0.79 40 2400 0.82 0.29 742 4800 -4058
45 2700 0.74 0.26 747 5400 -4653
Qpeak for Case 1= 0.79 cfs 50 3000 0.68 0.24 157 6000 -5243
55 3300 0.64 0.22 780 6600 -5820
60 3600 0.61 0.21 807 7200 -6393
CASE 2 65 3900 0.60 0.21 856 7800 -6944
70 4200 0.58 0.20 888 8400 -7512
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.20 916 9000 -8084
peak flow =.90(3.18)(Imp. Area) = 0.50 cfs 80 4800 0.53 0.18 923 9600 -8677
85 5100 0.52 0.18 960 10200 -9240
90 5400 0.50 0.11 975 10800 -9825
So, the Peak flow-for the Basin is the greater of the two flows, 95 5700 0.49 0.17 1007 11400 -10393
0.79 cfs 100 6000 0.48 0,17 1036 12000 -10964
• 208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in /12 inlft 316 cu ft
208' Storage Volume Provided 322 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
Maximum Storage Required by Bowstring -155 cu ft
Number and Type of Drywells Required 0 Single
2 Double
BOWSTRING METHOD PROJECT; Springfiled at Autumn Crest
PEAK FLOW CALCULATION PROJECT Springfiled at Autumn Crest DETENTION BASIN DESIGN BASIN: T
BASIN; T 10-Year Design Storm DESIGNER: SKM
Tot. Area 1.53 Acres DATE: 02101
Imp. Area 12239 SF
C = 0.43 r Time Increment (min) 5
CASE 1 Time of Conc. (min) 7.72-
Outflow (cfs) 2
140 ft. Overland Flow Design Year Flow 10
Area (acres) 1.53
Ct = 0.15 Imperoious Area (sq ft) 12239
• L= 140 ft. 'C' Factor 0.43
n= 0.40 '208' Volume Provided 636
S= 0,020 Area * C 0.658
Tc = 5.43 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol,ln Vol.Out Storage
305 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1 = 50.0 For Z2 7.72 463 2.56 1.68 1 Q46 927 119
Z2 = 1 Type 6 =1.0
n= 0.016 Rolled = 3.5 5 300 3.18 2.09 841 600 241
S= 0.015 10 600 2.24 1.47 1116 1200 -84
15 900 1.77 1.16 1232 1800 -568
d= 0.173 ft. 20 1200 1.45 0.95 1295 2400 -1105
25 1500 1.21 0.80 1320 3000 -1680
A R Q Tc Tc total I Qc 30 1800 1.04 0.68 1339 3600 -2261
_ 35 2100 0.91 0.60 1352 4200 -2848
0.76 0.09 1,68 2.30 7.72 2.56 1.68 40 2400 0.82 0.54 1380 4800 -3420 '
45 2700 0.74 0.49 1391 5400 4009
Qpeak for Case 1= 1,68 cfs 50 3000 0.68 0.45 1413 6000 4587
55 3300 0.64 0.42 1456 6600 -5144
60 3600 0.61 0.40 1508 1200 -5692
CASE 2 65 3900 0.60 0.39 1602 7800 -6198
10 4200 0.58 0.38 1663 8400 -6737
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.37 1716 9000 -7284
peak flow =.90(3.18)(Imp. Area) = 0.80 cfs 80 4800 0.53 0,35 1729 9600 -7871
85 5100 0.52 0,34 1799 10200 -8401
90 5400 0.50 0.33 1828 10800 -8972
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0,49 0.32 1888 11400 -9512
1.68 cfs 100 6000 0.48 0.32 1945 12000 -10055
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in / 12 inJft 510 cu ft
208' Storage Volume Provided 636 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 241 cu ft
Number and Type of Drywells Required 0 Single
2 Double
~
L
50-year STORM BOWSTRING METHOD PROJECT: Springfield Parc Centre
PEAK FLOW CALCULATION PROJECT Springfield Parc Centre DETENTION BASIN DESIGN BASIN: Offsite + Basin T
BASIN Offsite + Basin T DESIGNER: SKM
Tot, Area 2.32 Acres DATE: 02/01
Imp. Area 12239 SF
C = 0,37 • • •
Time Increment (min) 5
CASE 1 Time of Conc. (min) 9.42
Outflow (cfs) 2
.300 ft. Overland Flow Design Year Flow 50
Area (acres) 2.32
Ct = 0.15 Impervious Area (sq ft) 12239
L= 300 ft. 'C' Factor 0.37
n= 0.40 '208' Volume Provided 636
S= 0.020 Area " C 0.858
Tc = 8.58 min., by Equabon 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
125 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1= 50.0 9.42 565 3.06 2.62 1986 1130 856
Z2 = 1
n= 0.016 5 300 4.58 3.93 1580 600 980
S= 0.015 10 600 3.20 2.75 2176 1200 976
15 900 2.45 2.10 2297 1800 497
d= 0.204 ft. 20 1200 1.95 1.67 2330 2400 -70
25 1500 1.62 1.39 2353 3000 -647
A R Q Tc Tc total I Qc 30 1800 1.56 1.34 2668 3600 -932
35 2100 1.28 1,10 2518 4200 -1682
1.06 0.10 2.62 0.84 9.42 3.06 2.62 40 2400 1.19 1.02 2637 4800 •2163
45 2700 1.08 0.93 2681 5400 -2719
Qpeak for Case 1= 2.62 cfs 50 3000 0.99 0.85 2713 6000 -3287
55 3300 0.92 0.79 2758 6600 -3842
60 3600 0.87 0.75 2832 7200 -4368
CASE 2 65 3900 0.82 0.70 2860 7800 -4920
70 4200 0.80 0.69 3016 8400 -5384
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.77 0.66 3101 9000 -5899
peak flow =.90(4.58)(Imp. Area) = 1.16 cfs 80 4800 0.75 0.64 3214 9600 -6366
85 5100 0.72 0.62 3271 10200 -6929
90 5400 0,71 0,61 3408 10800 -7392
So, the Peak flow for the 8asin is the greater of the two flows, ' 95 5700 0,69 0.59 3490 11400 -7910
2.62 cfs 100 6000 0.67 0.58 3561 12000 -8439
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in 112 inlft 510 cu ft
50 year Volume Provided 985 cu ft C[ C4s" 1100
DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM (TZ-) -I FSS --F- *
Maximum Storage Required by Bowstring 980 cu ft C~~ s
Number and Type of Drywells Required 0 Single
2 Double
INLAND PACIFIC ENGINEERING ~ - ~~O ✓r `5/ ~-72 sFC 9/
BOWSTRING METHOD PROJECT: Springfiled at Autumn Crest
PEAK FLOW CALCULATION PROJECT Springfiled at Autumn Crest DETENTION BASIN DESIGN BASIN; U1
BASIN: U1 10-Year Design Storm DESIGNER: SKM
Tot. Area 0.83 Acres • DATE: 01/14
Imp. Area 4644 SF
C = 0.38 • Time Increment (min) 5
CASE 1 Time of Conc. (min) 5.18
Outflow (cfs) 0
80 ft, Overland Flow Design Year Flow 10
Area (acres) 0.83
Ct = 0.15 Impervious Area (sq ft) 4644
L= SO ft. 'C' Factor 0.38 .
n= 0.40 '208' Volume Provided 200
S= 0.020 Area' C 0.315
Tc = 3.88 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens, Q Devel. Vol.ln Vol.Out Storage
150 ft. Gutter flow (min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1= 50.0 For Z2 5.18 311 3.13 0.99 412 0 412
Z2 = 3.5 Type B =1.0
n= 0.016 Rolled = 3.5 5 300 3.18 1.00 403 0 403
S= 0.015 10 600 2.24 0.71 499 0 499
15 900 1.77 0.56 561 0 561
d= 0.139 ft. 20 1200 1,45 0.46 591 0 597
25 1500 1.21 0.38 613 0 613
A R Q Tc Tc total I Qc 30 1800 1.04 0,33 625 0 625
35 2100 0,91 0.29 633 0 633
0.52 0.07 0.99 1.30 5.18 3.13 0.99 40 2400 0.82 0.26 648 0 648
45 2700 0.74 0.23 655 0 655
Qpeak for Case 1= 0.99 cfs 50 3000 0.68 0.21 666 0 666
55 3300 0.64 0.20 687 0 687
60 3600 0.61 0.19 713 0 713
CASE 2 ' 65 3900 0,60 0.19 158 0 758
70 4200 0,58 0.18 788 0 788
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0,56 0.18 813 0 813
peak flow =.90(3.18)(Imp, Area) = 0.31 cfs 80 4800 0.53 0.17 820 0 820
85 5100 0.52 0.16 854 0 854
' 90 5400 0.50 0.16 868 0 868
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.15 897 0 897
0.99 cfs 100 6000 0.48 0.15 924 0 924
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in /12 inlft 194 cu ft
208' Storage Volume Provided 200 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 854 cu ft
Number and Type of Drywells Required 0 Single
ERR Double
! ( l ~ l( j
~
BOWSTRING METHOD PROJECT: Springfiled at Autumn Crest
PEAK FLOW CALCULATION PROJECT Springfiled at Autumn Crest DETENTION BASIN DESIGN BASIN: U2
BASIN: U2 10-Year Design Storm DESIGNER: SKM
Tot. Area 0.64 Acres DATE: 02l01
Imp, Area 5908 SF
' C = 0.43 • '
Time Increment (min) 5
CASE 1 , Time of Conc. (min) 6.58
Outflow (cfs) 1
140 ft. Overland Flow Design Year Flow 10
Area (acres) 0.64
, Ct = 0.15 Impervious Area (sq ft) 5908
L= 140 ft. 'C' Factor 0.43
n= 0.40 '208' Volume Provided 262
S= 0.020 Area * C 0.275
Tc = 5.43 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel, Vol.ln Vol.Out Storage
125 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1 = 50.0 For Z2 6.58 395 2.76 0.76 401 395 6
Z2= 1 TypeB=1.0
n= 0.016 Rolled = 3.5 5 300 3.18 0.88 352 300 52
S= 0.015 10 600 2.24 0.62 453 600 -147
15 900 1.71 0.49 504 900 -396
d= 0.128 ft. 20 1200 1.45 0.40 532 1200 -668
25 1500 1.21 0.33 544 1500 -956
A R Q Tc Tc total I Qc 30 1800 1.04 0.29 554 1800 -1246
35 2100 0.91 0.25 560 2100 -1540
0.42 0.06 0.76 1.15 6.58 2.76 0.76 40 2400 0.82 0.23 572 2400 -1828
45 2700 0.74 0.20 577 2700 -2123
Qpeak for Case 1= 0.76 cfs 50 3000 0.68 0.19 581 3000 -2413
55 3300 0.64 0.18 605 3300 -2695
60 3600 0.61 0.17 627 3600 -2973
CASE 2 65 3900 0.60 0.17 666 3900 -3234
70 4200 0.58 0.16 692 4200 -3508
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.15 714 4500 -3786
peak flow =,90(3.18)(Imp. Area) = 0.39 cfs 80 4800 0.53 0.15 720 4800 -4080
85 5100 0.52 0.14 749 5100 4351
90 5400 0.50 0.14 762 5400 4638
So, the,Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.13 787 5700 4913
0, 76 cfs 100 6000 0.48 0.13 810 6000 -5190
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in I 12 in/ft 246 cu ft
208' Storage Volume Provided 262 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM .
Maximum Storage Required by Bowstring 52 cu ft
Number and Type of Drywells Required 0 Single
1 Double
_j
BOWSTRING METHOD PROJECT: Springfiled at Autumn Crest
PEAK FLOW CALCULATION PROJECT Springfiled at Autumn Crest DETENTION BASIN DESIGN BASIN: U
BASIN: U 10-Year Design Storm DESIGNER: SKM
Tot, Area 1.47 Acres DATE: 02101
Imp. Area 10552 SF
C = 0,40 r •
Time Increment (min) 5
CASE 1 Time of Conc. (min) 6.22
Outflow (cfs) 1
80 ft. Overland Flow Design Year Flow 10
Area (acres) 1.47
Ct = 0.15 Impervious Area (sq ft) 10552
L= 80 ft. 'C' Factor 0.4
n= 0.40 '208' Volume Provided 462
S= 0.020 Area' C 0.588
Tc = 3.88 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
310 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1.= 50.0 For Z2 6.22 373 2.84 1.67 834 373 461
Z2 = 1 Type B =1.0
n= 0.016 Rolled = 3.5 5 300 3.18 1.87 752 300 452
S= 0.015 10 600 2.24 1.32 957 600 357
15 900 1.77 1.04 1069 900 169
d= 0.172 ft. 20 1200 1.45 0.85 1131 1200 -69
25 1500 1.21 0.71 1157 1500 -343
A R Q Tc Tc totat I Qc 30 1800 1,04 0.61 1178 1800 -622
_ 35 2100 0,91 0.54 1192 2100 -908
0.75 0.09 1,67 2.34 6.22 2.84 1.67 40 2400 0,82 0.46 1218 2400 -1182
45 2700 0.74 0.44 1230 2700 -1470
Qpeak for Case 1= 1.67 cfs 50 3000 0,68 0.40 1250 3000 -1750
55 3300 0.64 0.38 1290 3300 -2010
60 3600 0.61 0.36 1337 3600 -2263
CASE 2 65 3900 0.60 0.35 1421 3900 -2479
70 4200 0.58 0.34 1476 4200 -2724
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.33 1524 4500 -2976
peak flow =.90(3.18)(Imp. Area) = 0.69 cfs SO 4800 0,53 0.31 1535 4800 -3265
85 5100 0.52 0.31 1598 5100 -3502
90 5400 0.50 0.29 1625 5400 -3175
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.29 1679 5700 -4021
1.67 cfs 100 6000 0.48 0.28 1729 6000 -4271
208' DRAINAGE POND CALCULATIONS
Required '208' Storage Volume
= Impervious Area x.5 in I 12 inlft 440 cu ft
208' Storage Volume Provided 462 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 461 cu ft Number and Type of Drywells Required 0 Single
1 Double
L._7
BOWSTRING METHOD PROJECT: Springfiled at Autumn Crest
PEAK FLOW CALCULATION PROJECT Springfiled at Autumn Crest DETENTION BASIN DESIGN BASIN: V
BASIN: V 10-Year Design Storm DESIGNER: SKM
Tot. Area 0.89 Acres DATE: 01114
Imp. Area 7031 SF
C= 0.41 • • Time Increment (min) 5
CASE 1 Time of Conc, (min) 7.15
Outflow (cfs) 1
140 ft. Overland Flow Design Year Flow 10
Area (acres) 0.89
Ct = 0.15 Impervious Area (sq ft) 7031
L= 140 ft. 'C' Factor 0.41
n= 0.40 '208' Volume Provided 300
S= 0.020 Area' C 0.365
Tc = 5.43 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel, Vol.ln Vol.Out Storage
180 ft. Gutter 8ow (min) (sec) (inmr) (cfs) (cu ft) (cu ft) (cu ft)
Z1 = 50.0 For Z2 7.15 429 2.66 0.97 557 429 128
Z2= 1 Type6=1.0
n= 0.016 Rolled = 3.5 5 300 3.18 1.16 466 300 166
S= 0.011 10 ' 600 2.24 0.82 610 600 10
15 900 1.77 0.65 675 900 -225
d= 0.148 ft. 20 1200 1.45 0.53 712 1200 -488
25 1500 1.21 0.44 727 1500 -773
A R Q Tc Tc total I Qc 30 1800 1.04 0.38 738 1800 -1062
- 35 2100 0.91 0.33 746 2100 -1354
0.56 0.07 0.97 1.72 7.15 2.66 0.91 40 2400 0.82 0.30 762 2400 -1638
45 2700 0.74 0,27 768 2700 -1932
Qpeak for Case 1= 0.97 cfs 50 3000 0.68 0.25 781 3000 -2219
55 3300 0.64 0.23 805 3300 -2495
60 3600 0.61 0.22 834 3600 -2766
CASE 2 65 3900 0.60 0.22 886 3900 -3014
70 4200 0.58 0,21 920 4200 -3280
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.20 949 4500 -3551
peak flow =.90(3,18)(Imp. Area) = 0.46 cfs 80 4800 0.53 0.19 957 4800 -3843
85 5100 0.52 0.19 995 5100 -4105
90 5400 0.50 0.18 1012 5400 -4388
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0,49 0.18 1 Q45 5700 -4655
0.97 cfs 100 6000 0.48 0.18 1076 6000 -4924
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in I 12 in/ft 293 cu ft
208' Storage Volume Provided 300 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 166 cu ft .
Number and Type of Drywells Required 0 Single
1 Double
L __i
-
BOWSTRING METHOD PROJECT: Springfiled at Autumn Crest
PEAK FLOW CALCULATION PROJECT Springfiled at Autumn Crest DETENTION BASIN DESIGN BASIN: W
BASIN: W 10-Year Design Storm DESIGNER: SKM
Tot. Area 0.65 Acres DATE: 01116
Imp. Area 5542 SF
C = 0,42 • Time Increment (min) 5
CASE 1 Time of Conc. (min) 6.22
Outflow (cfs) 1
80 ft. Overland Flow Design Year Flow 10
Area (acres) 0.65
Ct = 0.15 Impervious Area (sq ft) 5542
L= 80 ft. 'C' Factor 0.42
n= 0.40 '208' Volume Provided 448
S= 0.020 Area * C 0.213
Tc = 3.88 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
310 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1 = 50.0 For Z2 6.22 373 2.84 0,77 387 373 14
Z2 = 1 Type B =1.0
n= 0,016 Rolled = 3.5 5 300 3.18 0.87 349 300 49
S= 0.015 10 600 2.24 0.61 444 600 -156
15 900 1.77 0.48 496 900 -404
d= 0.172 ft, 20 1200 1.45 0.40 525 1200 -675
25 1500 1.21 0.33 537 1500 -963
A R Q Tc Tc total I Qc 30 1800 1.04 0.28 547 1800 -1253
35 2100 0.91 0.25 553 2100 •1547
0.75 0.09 1.67 2.34 6,22 2.84 0.71 40 2400 0.82 0,22 566 2400 -1834
45 2700 0.74 0.20 511 2700 -2129
Qpeak for Case 1= 0.77 cfs 50 3000 0.68 0.19 580 3000 -2420
55 3300 0.64 0.11 599 3300 -2701
60 3600 0.61 0.17 621 3600 -2979
CASE 2 65 3900 0.60 0.16 660 3900 -3240
70 4200 0.58 0.96 685 4200 -3515
Case 2 assumes a Time of Concentration less than 5 minutes so that the 15 4500 0.56 0.15 707 4500 -3793
peak flow =.90(3.18)(Imp. Area) = 0.36 cfs 80 4800 0.53 0,14 713 4800 -4087
85 5100 0.52 0.14 742 5100 -4358
90 5400 0.50 0,14 754 5400 -4646
So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0,49 0.13 779 5700 -4921
0.77 cfs 100 6000 0.48 0,13 803 6000 -5197
208' DRAINAGE POND CALCULATIONS Required'208' Storage Volume
= Impervious Area x.5 in I 12 inlft 231 cu ft
208' Storage Volume Provided 448 cu ft
DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
Maximum Storage Required by Bowstring 49 cu ft Number and Type of Drywells Required 0 Single
1 Double
50-year STORM BOWSTRING METHOD PROJECT: Springfleld Parc Centre
PEAK FLOW CALCULATION PROJECT Springfield Parc Centre DETENTION BASIN DESIGN BASIN; W
BASIN W DESIGNER: SKM
Tot. Area 0.65 Acres DATE: 02101
Imp. Area 5542 SF
C = 0.42 • Time Increment (min) 5 CASE 1 Time of Conc. (min) 6.47
Outflow (cfs) 1
80 ft, Overland Flow Design Year Flow 50
Area (acres) 0.65
Ct = 0.15 Impervious Area (sq ft) 5542
L= 80 ft. 'C' Factor 0.42
n= 0.40 '208' Volume Provided 448
S= 0.020 Area * C 0.273
Tc = 3.88 min., by Equation 3-2 of Guidelines
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
310 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
Z1 = 50.0 6.47 388 4.07 1.11 578 388 190
Z2 = 1
n= 0.016 5 300 4.58 1.25 503 300 203
S= 0.015 10 600 3.20 0.87 639 600 39
15 900 2.45 0.67 690 900 -210
d= 0.148 ft. 20 1200 1.95 0.53 709 1200 -491 25 1500 1.62 0.44 722 1500 -778
A R Q Tc Tc total I Qc 30 1800 1.56 0.43 823 1800 -977
- 35 2100 1.28 0.35 780 2100 -1320
0.55 0,07 1.11 2.59 6.47 4.01 1.11 40 2400 1.19 0.32 819 2400 -1581
45 2700 1.08 0.29 835 2700 -1865
Qpeak for Case 1= 1.11 cfs 50 3000 0.99 0.27 846 3000 -2154
55 3300 0.92 0.25 862 3300 -2438
60 3600 0.87 0.24 886 3600 -2714
CASE 2 65 3900 0.82 0.22 903 3900 -2997
70 4200 0.80 0.22 946 4200 -3254
Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.77 0.21 974 4500 -3526
peak flow =.90(4.58)(Imp. Area) = 0.52 cfs 80 4800 0.75 0.20 1010 4800 -3790
85 5100 0.72 0.20 . 1028 5100 -0072
90 5400 0.71 0.19 1072 5400 -4328
So, the Peak flow for the Basin is the greater of the two flouus, 95 5700 0.69 0.19 1099 5700 -4601
1.11 cfs 100 6000 0.67 0.18 1122 6000 -4878
208' DRAINAGE POND CALCULATIONS
Required'208' Storage Volume
= Impervious Area x.5 in / 12 inlft 231 cu ft
50 yearVolume Provided 536 cu ftCo,.:
DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM ,
Maximum Storage Required by Bowstring 203 cu ft
Number and Type of Drywells Required 0 Single
1 Double
INLAND PACIFIC ENGINEERING
CURB INLET CALCULATIONS - Springfield at Autumn Crest
. Curb Inlet Depression = 2 in. . .
Standard Curb Inlet Length = 4 ft.
Upstream 10-Yr, Gutter Roughnes Reciprocal Depth Length
Curb Inlet Impervious Peak Flow Slope Coeff. Cross slope of Flow Required
Sub-Basin Station R1L Area c.f.s. S n Z Zln d* QalLa** QI(Qa/La) Remarks
- - ~ - - -
T1 3+15 R 4644 0.31 0.0150 0,0160 50 3125 0.09 0.059 5.17 Need 1- 5' curb drop
U1 3+15 L 4644 0.31 0.0150 0.0160 50 3125 0.09 0.059 5.17 Need 1- 5' curb drop
*W 46+41 R 1057 0.07 0.0047 0.0160 50 3125 0.06 0.042 1.65 Need 1 curb drop
*W 47+00 R 1350 0.09 0.0048 0.0160 50 3125 0.07 0.046 1.93 Need 1 curb drop
*W 48+60 R 1350 0.09 0.0032 0.0160 50 3125 0.07 0.050 1.79 Need 1 curb drop
"W 49+40 R 1620 0.11 0.004 0.0160 50 3125 0.07 0.051 2.09 Need 1 curb drop
~ See attached calculation sheet
Calculated per Figure 18 of Guidelines
Calculated per Figure 16 of Guidelines
A 4 foot curb drop with a 6" gutter has a
capacity of 4.0 cfs in sump condition.
0 ,
1 ~
7 to v= 7~)/0 57 s;
C I
4 -7 47 t -75 = (-7-5)(le
.
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I n I an d 1 / MEMO ❑ PROJECT
Pacific
CALC. ❑ JOB N0. q`7117 SHEET ~ OF /
JL~ En i neerin
t g g MEETING ❑ BY DATE
! West 707 7th, Suite 200 Spokane, Washington 99204 OTHER ❑ CHK'D BY DATE
~Nk 509 458-6840 Fax No. 509 458-6844 0/ ~ J
IHLAHD PACIFIC ENGINEERIN6 -TRAHSMIITAL
707 W. 7tfi Avenue, Suite 200 Spokane, WA (509)458-6840 Fax: (509)458-6844
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N INEER ;~~::::'9>:>::::::::;:;};.::-::;.:::>
T0: SPOKANE COUNTY E G :~:w; ,.:.:::.....,.,r, .
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ATTENTION: Dave Berto
.
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P E-1570 E~; :
PROJECT
: : . , . : ~
Af~~~:::~~~~:~:::~:::::~~
Description: .
If Xerox Prints ❑ Copy of Letter
0 Original Drawing ❑ Contract Documents ❑
0 Title Report ❑ Declaration of Cov. O
No. Copies Description
1 Redlined Check Print
2 Revised Final Plat ,
P u rpose
0 Information ■ Review & Comments 0 Per Your Request
0 Written Approval 0 Signature & Return O
Remarks
Dave - Enclosed please find the revised Final Plat on the above
referenced project. The Drainage Language will have to be added when it
is received. If you have any questions, or need any additional information,
please feel free to contact this office.
. ~
Signed: , /z~ L/,*-7
illie o arling
\
a .
i ~
S P O K A N E C O U N T Y
BUILDING AND PLANNING • A DNISION OF THE PUBLIC WORKS DEPARTMENT
JAMLS L. MANSON, C.B.O., DIRECTOR DENNIS M. SCOTT, P.E., DIRECTOR
EMORANDUM RECEVED
M
JAN 0 8 1998
DATE: January 7, 1998 ~WG0U16 ENGINEER
T O: ►•S;p,nt~.{~~,(Q.lM~L~/DFI~V111~+](O}I~l~o~.~. _ ~g&r~ -o ads; P a~t ~►~r~p e r
Spokane County Division of Uti ities; Jim Red
Spokane County Division of Building & Planning; Jeff Forry
Spokane Regional Health District; Steve Holderby
S~okane County Parks, Recreation and Fair; Steve Horobiowski
Fire Protection District No. 1 '
Vera Water & Power
Central Valley School District No. 356
.
FROM: Tammy Jones, Associate Planner ~
SUBJECT: Proposed Final Plat of PE-1570-89; Springfield at Autumn Crest
Enclosed find copies of the above referenced final plat. Please review and forward any
comments by January 21, 1998. If you have any questions you may contact me at 456-
3 675.
Thank you.
kc
Enclosure
c: Inland Pacific Engineering Co. c/o B.J. Sparling, 707 W. 7`h, Suite 200, Spokane,
WA. 99204
Landreth Construction, 10801 E. Valleyway Avenue, Spokane, WA. 99206
1026 WEST BROADWAY AVENUE • SPOICANE, WAsI-urvcTOtv 99260
Pxorrc: (509) 456-3675 • FAx: (509) 456-4703
TDD: (509) 324-3166
~
` q~1o404 n3}3
. AuDnoas cSm*IrAh •
CURVE TABIE UNE TABLE RADIAL LINE TABIf EQUIPNlENf qNp pROCEDURES ru~ra~ av
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S 002'13 E 1112.A1 i % `S¢ omu ~
R1f11 %kT ARFA ~ 482.928 Sr. IIA97 AL. ' • .
'
TOTAL lAf MR • 241.E09 3 I
16TAL R/N DEOIGTIDN ~ 1I.11E Sf
~a i' : ~ ~ .i i ~ ' .
PWNAIC ROA05. ' i • ~ t 1.,. i~ ,
LaTS T t U • 48.587 Sf „ , . a . ~ " •
ORhLM'AYS AB.CA.GF.C.H 29.0.52 SF . ' t r ,ii~ ..i ' , j • ~.,r.
DTNER I70MNON M[A5. 0 D 10 tOD •
ln td lA1S I- N ~ 100.3e8 ,f ' •
1A12 0- i • 1~.362 Sf
Suu: r.ov 1 ,
LECENO urs 0- 5 -38,7E2 SF
vaTn ~ AREA om~w na.e71 sr. ~n~f.R,•'
` ~p2 I
'E'°' w ST. CNARLES.
1770~p1/0M7 N.. , SER[ ,~•irpry~ 4 (2,
ER[
rmo~ pqpl q ALL COMMON AflC~65, LOTS Z TMROUGN ROAD
~'°~"~m°°"~'"° FINAL PLAT
o: m iff MhM WA~+GV YMi'A'+1CqI[p iPN $ INCLU3IVE, ARE DRdINOGE EASLM~EMSS . . 26
• ~ouo,Rry..+~a+w.m•-eSewr ISEE CfOitaTi0M51 • auw¢ a 4~ ~ lTT
/01 97 al R3 1M81 M01m ~
.4 ~ . , 27 `u`~a"` 26 ~
R -wau+~s rmiw-+anne muo a ar ~ HISPERWOOD
~
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np o : a . ~ ~ ♦ . ` ~
(q • aow Kree ~.i~ 23 v. 24 3 25 ~ 27 ue ~
% SECOND ADDITION
. a:... : we s, nH a , 28 • 4. O
rui
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.
ASI .Ndllbl M~1 a 741 A P 1 / r
MGS M .
sOw 20
~6°~ e• S1 a p pIANNW UNR DEVELOPMENT
A-
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nB"'"`~'" - ' ` •
. pn, SHEET 2 OF 2 ACI'
YW[ 11 NCE 71 ~
~ M1 d ^RIW QC11 ~ EY OCYS7 ~ 31N CR~Mfl (AS[K1RJ a AA&01 ~ Claf~. ~➢C.
~ ' Itt0 t. iwrt4 ln,
i SEVIM 291WflDDWli ~ 8ht.u.l1 O!!0.
~ DRNNAGE FASEMENT DETNL - L015 22-25. 28 BLOCK 1 ORAINAGE FASSVf,.M DE1NL - LDT 26, BLOCK 1 NE 1/4 SEC. 26, T.25 N., R.44E. W.M. ~rMru
~ .
~
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AU„CR', CCRnTr-ATE
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Book _.20~t_ al Pkts al W9s 23,.y- af W reque2t o1,(+u►~ONrdl6dy~.:
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7479' IaJO5' 9x5C' : ~ o
lo wot ~ I ~ ~ N89-16'27E 125.00'
unL [sur.±" ' 125OW
I I I 0. Z
I I 0 iul- SI q ~LT! Y~`G ~L
~ ~ O ~ f IS:tS Y•Nluai _ ~4~ 1 ~ GRPPHIC SCAIf CuRVE TABLE
~ z N dRUnrC[ i tl 8~ v 8
7 I I Q u i „ ~ y USMvt~_~_ :0 4 35 90 100 cw.c i r b ~
O R 3 f ti: ii 3r ~45~ h~ ei~i•~~
i L - - - - - - - - - - - - - 7
w ' ".I 7b' BS }u iiti
P~8 ~ • Ml14k'2TE i ~ ~ ~ ' F~ :4 .1~'auti~ 3~
~ 1 I o 1 0.90t7r .'l•OQ~~~ I i ~ i n a aom u• :esr o _
E ~ 1 i ~aar n! •Sw~ :e:..
i y 15205 rslzs ~p~~ ,:s.oa• 1 60 .~`so~n. ~ c
3oCO n_a" Aar ze sA
i ~ f C~--1599--.~~ at~tsur ~ r i ie rom i~u• ~Qa• ~eir e~n~
2 S
~asaai
vChn i n mYd ~~n• n~ ie97
~ j~, ~ . . N iO.Ka Y 8
20TH AVENUE y I . KB?4i37E (R) ; i xes+rs~t inor
' . sslr:~c
LEGEND
~ 1•s• '=0°°~ 19TH COURT u;c7~ow~vtt
' ~ .
10' rDE r+e746'27'e
1~ 0 fOUW t/Y REBrR nM rtLLOW OtAS1Y
' I 4 U'L[Wi Lu. V/ ~ . I In 12S~D~
30_~~~ UPSTAU7m'iqOpC Ilbl' 4x1L55
- - - ~ ~ ~ ~ ~ ~ b*SP}TE ~ue1 ~j OIMLMMSC W~
~ r------------ • rS1N
i S rslor B:~ o , g q uT t Ir em..mM rcua ►usuc ur
~ TANGENT TABLE
Yl
N RU~IIYQOR 1lNI' (wIOS OMN+tSE tiul . GR&
~ BS ~ g- 3
, ~,,i ~ G o: 8 Iq ~a
- .IWM I bn 1
~ Q,1 ~ q ORUwGC i~ Q~ V.M ~O.OW Y MG! /pNl M BOJINA'~ 11 ~t97i'7TE 31 fN 1
L( - Ir Kila!~~fIM i
i lev~ s 15114 : eC fl ; m 1 ar tanNEa i v.~a~z}e
u N6946'27E - wcrno7'r i
5 °i ' Ol ~ 12300' ~ - COrRWK MOPAnRM S ner.eirE
i7.1:7 ve 3[r ud wmH rAc SrwOCO'YOOUC ieo9r ~~a r.c:tnoi. .i
R1 ~ a iCP Mi Of MDOD f[PCL
iRi..~. i~
A ~
4
~ N N8742'57E 145. 0 0' n~ 91.ri" ~ ~wno sr o 1615 - num wou6s
u,oo~ ~ '0 ~r~e':r H2.6T Nevs•trc ~
m ,
----------i i~ IS'~•W ' E000' ' E0.00' B000' L e,s ewa+c sciela
ia borowi *n r~s4s•zrE : i N+s4e'aTE BASIS OF BEARINGS
.
J~~ 0 0 iurtli~ 1- Q ~ 12500' Mt BWniG ot KCOlCSr KONC ra tDrt[AU~[
Of NipfAiS' PAM AS SMAN OV Il( PVLi Of W:Ww
VERA g o ~ m cp¢sT ucaw +wmav .As uxo +s ns eAvs a 0 RADUU. BEARINGS O
p 1 1 ° d o o m' 4 0: 5 a e G w n t s re a NIs w s
O NIN ~
~ 5 ~ p ~ o• ~ m IS.P. ~ Q ~ Q ~ 4 7~'y 10 O~; m.ooo v
O Sf o ACCURACY $TATEMENT
~ p f 10 9 o g 8 41 na-5 sr ; o~ 3a w 4i ~ i
I q Zp.• y-~ P ` 0( ~ 18.773 Sr 8 4 ~7ADD Y 8 120W Y O A~
a K( M 6 5 4 V WA S P CWCF 1[ 7 U S N G 4 1 0 Po O N C ~ 3 % ] I f i N f
i p 4 u~~ [sut I i 4 4 5 c o E'11: 1; N 8 446' t]' E R w Y[ O r 0 h C W 0 u 4 u o E t tt t~ u C O S t u t(
o ~ Y n r n r rc Lo n w 2 a u Wrn a us u s a .rn c m
i. 91742 s r E , ,c . o[ ^,8 12500, P Kcowu¢a mM .Ac v:-iu-a stncm.r.
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SPOKANE COUNTY, WASHINGTON
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~ SHEET 2 OF 2
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